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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 27040-RF -Vega Res SCANNEDMiTek USA, Inc. Site Information: �Y Tampa, FL 336104115 6904 Padre East Blvd. Customer Info: Vega, Rudy Project Name: Vega Res. Mode BY Lucie County Lot/Block: Subdivision: Address: 904 Osceola Ave. City: Fort Pierce State: St. Lucie County, F 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 [All HeighII Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 89 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date No. I Seal# ITruss Name I Date 1 IT6434985 -CJ1 7/24/014 18 IT6435002 JAM 7/24/014 12 I T6434986 I -CJ 1 D 17/24/014 119 I TS435003 I A2 17/24/014 13 IT6434987 I-CJ3 17/24/014 120 IT6435004 IA3 17/24/014 1 14 IT6434988 ^CJ3D1 17/24/014121 IT6435005 IA4 17/24/0141 [5 I T6434989 I -CJ3D2 17/24/014 122 I T6435006 I A5 7/24/014 [6 I T6434990 I -CJ5 17/24/014 123 I T6435007 I A6 7/241014 178 I�T643411 1 1 !CJ5N 17/24/014 124 IT6435008 IA7 17/24/014 1 16434992 1-EJ7 17/24/014 25 IT6435009 1A8 17/24/0141 19 I T6434993 I -EJC 7/24/014 126 1 T6435010 I A9 17/24/014 1 10 IT6434994 I-EJD 17/24/014127 1T6435011 1B1GE 17/24/0141 111 T6434995 I-EJK 7/24/014 28 IT6435012 182 17/24/0141 112 T6434996 I-EJM 17/24/014129 IT6435013 C1G 17/24/0141 13 T6434997 I-EJM2 17/241014130 IT6435014 C2 17/24/014 14 I T6434998 I -HJ7 7/24/014 131 I T6435015 C3 17/24/014 115 T6434999 I-HJC 17/24/014132 IT6435016 IC4 17/24/0141 116 T6435000 I -HJD 17/24/014 133 I T6435017 I C5 17/24/014 1 117 T6435001 I-HJM 17/241014134 IT6435018 IC6 17/24/0141 The truss drawing(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 Engineers 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 ANSUfPI-1, Chapter 2. S A ,111 A�6 �`�`: '�.�G E NSF••92�': 4TE OF u/ IN A1 Ep0 If III0� FL Cert. 6634 July 24,2014 Albani, Thomas I of 2 0 - RE: 27040-RF - Vega Res Site Information: Customer Info: Vega, Rudy Lot/Block: Address: 904 Osceola Ave. City: Fort Pierce Project Name: Vega Res. Model: Subdivision: State: St. Lucie County, F No. Seal# ITruss Name Date No. Seal# Truss Name Date 35 T6435019 I C7 7/24/014 78 T6435062 03FG 7/24/014 36 T6435020 IC8 7/24/014 79 T6435063 104FG 7/24/014 37 T6435021 C9 7/24/014 80 T6435064 105FG 7/24/014 38 T6435022 C10 7/24/014 81 T6435065 VA 7/24/014 39 T6435023 C11 7/24/04 82T6435066 7/24/0,14 40 T6435024 C12GE 7/24/014 83 T6435067 7/241014 41 T6435025 D1G 7/24/014 4 T6435068 I VM2 7/24/014 42 IT6435026 D2G 7/24 014 85 IT6435069 I VM4 7/24/014 43 T6435027 A H 7/24/014 86 T6435070 JVM6 7/24/014 44 IT6435028 J2 7/24/014 87 T6435071 IT6435072 I VM8 7/24/014 45 IT6435029 IJ3 7/24/014 88 IVMH8 7/24/014 46 IT6435030 IJ4 7/24I014 89 T6435073 IVMH10 7124/014 147 IT6435031 I J5 17/24/014 1 1 I I 1 1 I 1 1 1 I I 1 148 IT6435032 I J6 17/24/014 149 IT6435033 I J7 17/24/014 50 IT6435034 JS 7/24/014 51 IT6435035 IJ9 7/24/014 52 IT6435036 J10 7/24/014 153 IT6435037 IJ11 17/24/014 54 T6435038 I K1G 17/24/014 55 IT5435039 K2 7/24/0141 56 IT6435040 K3 17/24/014 57 IT6435041 IK4 7/24/014 56 IT6435042 IK5 7/24/014 1 TN 3543 1K6- /2405 7/24/01144 61 IT6435045 IL1H 17/24/014 62 16435046 L2 7/24/014 63 T6435047 L3 17/24/014 64 T6435048 L4 7/24/014 65 T6435049 L5 7/24/014 66 IT6435050 I L6 17/24/014 167 IT6435051 1 L7 17/24/014 68 T6435052 L8 7/24/014 69 T6435053 L9G 7/24/014 70 IT6435054 IMIG 7/24/014 71 T6435055 IM2 -17/24/014 72 T6435056 M3G 17/24/014 73 T6435057 M4G 7/24/014 74 T6435058 M5G 4/014 75 T6435052 N1H 77/2/24/014 76 T6435060 01FG 4 77 T6435061 102FG 7/24/014 2 of 2 • Job Truss Truss Type Oty Ply rr2704aRocf main house - Vega Rea Tfid36ee5 2704MF -oil Jack -Open 24 1 1 I Job Relfemence footionan casr ueae,naas, r an r•mme,r4. sev4c 3x3 cc 7.530 a Jul 112014 MITek liuketae0. me. Thu Jul 2410:39:53 2014 Page 1 I D:ycgC70E3s bp6WYgMOE4_ayvU4P-T.QpoYZ3ZAh2P%dMUMU5dTdt8uP b17Ae6Gy5yuuV4 a11-0110.0 0.114 a 2 Style =1:7.6 LOADING (psq SPACING- 2-0-0 CS]. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Ven(LL) -0.00 5 Vir 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Verl -O.OD 5 n/r 120 BCLL 0.0 ' Rep Stress Iner YES NB 0.00 Horz TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 3lb FT=ilk LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=76/1viechanical,5=0/Mechanical Max Hart 2=52(LC 1).5=52(1_C 1) Max Uplift2=45(LC 8) FORCES. (lb)-Max.Comp./Max. Ten. -All forces 250(Its) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0.0 be purlins. SOT CHORD Rigid calling directly applied or 6.0-0 oe bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation auide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=3.0psf; h=25ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp B; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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 he 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 nonconcument with any other live loads. 5) * This been designed for a l loadthe bottom in 3-6-0 tall by 2.0-0 wide will 1 f ve ofmembers.20.psf on chord all areas where a rectangle between he b AB 1, 5t ottom chord and 6) Refer to for truss to truss connections. ��`,,`PS ,e ON girder(s) 7) Provide connection others) of truss to bearing of 451b uplift at 2. �,••� mechanical (by plate capable withstanding joint 8) "Semi -rigid pltchbreaks including heels" Member end fixity modal was used in the analysis and design of this truss. ,� /� ,•' V 3938( ;TATE OF` 40R\OP`JCj� /ONALE�.�`� �nnlulBi` FL Cert. 6634 July 24,2014 ®NMMIL-Vuer6mry, pammeerrs aoEnUDfA7ESCNTM5M01=00 AVERKW£a£ME PAGE NIbMP mr. I/t9/i0118469£IAfE Design valid for use only vrith Wek connectors. mis design 6 based only upon parameters shown. and is for on individual buei ing component. �Q Applicability of design parameter, and proper Incorporation of component. responstaliN of building designer- not truss designer. Bracing shorn ` IsfarbleralsuppodofhdMdualwxbmemononly.AdditionaltemporarybracingtoInsurestabilitydurngconstuctionIsthereascreiellGryofthe KWICeraclor. Additional permonenf bracing of the ovemB structure Is the responsibility of the building designer. For general guidance regarding labdection, quaBN control. storage, calvery, erection and bracing. consult AN51/TPII Quality Cdleda, DSB-89 and BCSI Building Component 6904 Parke East BNd. S lelyl immvtlon q a�7oble fromjmss Plata lnlifuts, 78114 le Sheet Suile312 Alexandra. VA 2314 1�5out�sem Pine1SP)Iumb eE is specifics,thedesless'Wil are Naze eevars efi OlZ1013by At5C Tempe, FL 3381g-1115 Job Truss Tress Type Oty Ply p2]040.Roof main house - Vega Rea Tfi436966 37040.RF -C,110 Jack -open 4 1 Job Rate rn et fnnl'nnall East.... I .,is Fa11 PI8Re, FL. 34940 �1a 24 = 7.530 a Jul 112014 MRak Industries, Inc. Thu Jul 2410:39:542014 Page 1 ID:ycgC?OE3s bp6WYgMOE4 a"U4P-x4 B?uahKt lYgZ6pwCujer0ohYEtjKBBPIrpUXyuuV3 tho o-to-a t LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Igo) Vdefl L/d TCLL 20.0 Plates Increase 1.25 TC 0.08 Ven(LL) -0.00 4 >999 240 TCDL 15.0 Lumber Increase 1,25 BC 0.02 Veri(TL) -0.00 4 >883 18D BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a Na BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 DOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 2=80/Mechanical, 4=0/Mechanical Max Horz 2=78(LC 1), 4=78(LC 1) Max Uplift2=47(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ill) or less except when shown. Scale =1:6.9 PLATES GRIP MT20 2441190 Weight: 3lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid telling directly applied or 6.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mill TCDL=9.Ops1; BCDL-3.Opsf; h=25ft; B=4511; L=24111; eave=4ft; Cal. II; Exp B; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: 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 he 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 been designed f r a liveload ofsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f f fit between has A chord members 6)Refer to girder(s) for truss to truss Connections, ,,```BPS �••.. �e 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47lb uplift at joint 2. "Semi �� , ��,�0; •%G E N g'• q l ♦� • •�•,.` 8) -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. ` � ; V 3938 ATE •try. R tiO P \� % •elo, �( OR .;1/11O N A' FL Cert. 6634 July 24,2014 QWAIWIIG Yedfl deagn Panrrealn auEeFA4 re RSCNTMSAr9IM1WFD Nf1E1(fifFEPfAQ'MGiNff-Mb reu I/l9/E014&I69FlI5E Oesignvolid for use on"th Wok connectors. The design bbased any upon pommelen shove. and is toraninSNdual building component. AppllcabTN of design Parometers and properincomorotion of component Is responsBaRty of building designer - not teas tledgner. Brac ng shove Is for lateral suppod of hdMduai web members only. Additional temporary bracing to insure stability Curing comtrudion Is the responsibility of the KWICerector, Additional permanent bracing of the ovem0 structure is the respanvbipN of the building designer. For general guidance regarding fabri quality control. storage. delivery. erecfbn and bracing, consult AN51/Vll Quality Criletla, DSB-89 and BC51 BulidNg Component 6904 Parka East Bind. II SauStiem P nepya4°his from Tess Plot In{Iituta. 781 r{ Lee Sheat. Suite 312. Alexamil. VA p2314 Iav Iumberiss75eclffeW the ricer nwalues are thixe eftectsve 06/DI/f013 byAl5C Tampa. FL 33810d115 r Jab Truss Truss Type Qty Ply p27040.Roolmain house -Vega Res T6434907 27040.RF -CJ3 Jack -Open 24 1 a a East Coast Truss, Fort Plates. FL 34946 7.530 s Jul 112014 MITek lndeddes, Inc, The Jul 24 10:39:54 2014 pageI ID:ycgC70E3s bp6WYgMOE4 ayvU4P-x4 B7uahK11YgZ6pwCujerOmgYClgvjSPIrpUXriuV3 3. 0 3. O Refer to MITek "TOE -NAIL" Detall for connection to supporting caller truss (typ all appliwhi= m.ke — rhm u.hs Scale =1:11.9 LOADING(pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING• 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress liter YES Code FBC2010/TP12007 CS'. TC 0.20 BC 0.18 WB 0.03 (Matrix-M) DEFL. In Ven(LL) 0.00 Vert(TL) 0.00 Ham(TL) -0.01 (toe) Vdeg Lid 7 >999 240 6-7 >999 180 3 n/a life PLATES GRIP MT20 244f190 Weight: 10 lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural woad sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP N1.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=273/0-4-0, 3=1/Mechanical, 6=36/1V!echanical Max Ham 7=55(LC 8) Max UpIM7=133(LC 8). 3=19(LC 5), 6=-44(LC 16) Max Grav 7=273(LC 1), 3=15(LC 6) FORCES. (III)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wild: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=25ft; B=45ft; L=241t; eave=411; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; porch left and right exposed, 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 fora plus or minus 0 degree rotation about its center. f f' s a has been ned for a 10.0 psf bottom chord l ve load nonconcument with any er ve loads. 5) Tlhisrtruss has been designed for a live load of 20: psf on me bottom chord In all areas where all rectangle 3-6-0 tall by 2-0-0 wide will %�- x fn between the bottom chard and any other members. ♦♦%%�,PS ♦♦ ♦ 0 .... . •�OEAlS 8)Refer girders)for trussti truss connections. ♦♦�, • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133Its uplift at joint 7, 1916 uplift at joint 3 Provido and 44111 uplift at joint 6. : � � V 3 "Seml-rigid �• O 8) pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = If f� STATE OF •Ili <L A' OR 31 0 N A; E %%%" FL Cer . 6634 July 24,2014 �NA[Nllai-Ye•ifsaoagn yanme V n avCA£Aa MILSGNiN7SAlA IN1Wm NI75XFEF5A5MFPAG£Nrf-MI3 m. I/!9/10148¢0.9CL6E Design valld torus. onlyWth rMek connectors. True design Is based only upon parameters shown, and is for an Individual building component. Nil" aof,design n esign parameleand proper incorporation of component Is responsibility of bung designer - not truss; designer. Bracing shown Is for lateral support of Individual web members only. Adoltlonal templass"ccing to Insure stability during construction is the responsibility of the (1Ok• erector. Additional permanent bracing of the owhoU structure is the respomibLty of the buiidmg designer. For general guidance regardtng 1Y11 f.exI ioao quality control storage.delivery. erection and bracing. Consull ANSIFTPII Quality Cr0eria, D58.89 and BCSI BVBdIng Component 69U Parka East Blvd. S tehlniorma''IIon Wg able hom]mss Flateh lilNe. 781IStoSireal,Suite 312,Ale andda. VA 14 I�SouThem Pine pr� lumber mspeedie�, tfietleslgn valuesar¢ Nose eff8ec13ve O6 0 %2013 bYALSC Tampa, FL 33610.4115 Job Truss Truss Type Oty Ply p270a0.Roof main house -Vega Rea T8434989 27o4M1RF -CJ3D1 Jaas open 2 1 — nh Reference rnn a ) East coast bass, Fan Plems. FL. Sues 5.a0 12 2.4 II 1.4 \\ Scale=1:21.9 LOADING (par) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL ,5.0 SPACING. 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Inca YES Code FBC2010/TPI2007 CS1. TC 0.17 BC 0.04 WE 0.06 (Matrix-M) DEFL. in Vert(LL) -0.00 Ven(TL) .0.00 Hom(TL) .0.01 (too) gde8 Lfd 7 a999 240 7 >999 180 3 n/a n/a PLATES GRIP' MT20 244/190 Weight: 17 lb FT=O% LUMBER. BRACING - TOP CHORD 2x4 SIP No.3 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc puffins, except BOT CHORD 2x4 SP'No.3 end Venli Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 7.8 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer installation guide. REACTIONS. (lb/size) 7=253/0-8-0, 6=29/Mechanical, 3=12/Mechanical Max Horz 7=124(LC 8) Max Uplift7=-51(LC 4), 6=187(LC 8), 3=2(LC 3) Max Grew, 7=253(LC 1), 6=109(LC 6), 3=22(LC 15) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=9.0psf, BCDL=3.Opsf, h=25ft; 8=45ft; L=24ft; eave=4ft; Cal. II; Exp B; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. his truss has been ve load nt th any other ve loads. 4) TThis truss has been designed for a gned for a live load of 20. psf on.0 Pat bottom chord the bottom chord In all alreas wheres allrectangle 3-6.0 tall by 2-0-0 wide will �ee%``f S t A.. q fit between the bottom chord and any other members. %% �\ •,.. 5) Refer to girder(s) for truss to truss connections. �N% 0 •••� o E N s • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at Joint 7, 1871b uplift atjoli t 6 and 2 b uplift at joint 3. 7) "Semi -rigid pitchbreaks including heals" Member end Fixity model was used in the analysis and design of this truss. %' O 3938( �a MrI ATE : LU .. O R 1 /0NA1- 4nlnnn0 FL Cert. 6634 July 24,2014 Q MArtMIG YedrrdarYJn pafam¢Tn autlflFAD MIIFSGNnRSAIA IMSWC6 MfIF%RREREMEM6ENll-Ml3 mr. l)l9/Inl!$•FaflEUSE ■■■ Design valid for use.*with Mrok connecton.the design 8 based only upon parameters shown and is for on individual building component. Applicability, of design paameters and proper Incorporation of component Is responslsBify of balding designer -not Imse designer. Bracing shown Is for loleral support of Individual was members only. Additional temporary lapping to insure stability during construction is the responsibility of the MiTek' creator. Additional permanent Iacono of the overall siruclure is the responsibility of the building designer. For general guidance regarding iabricollon. quality conhoL storage, delivery, erection and bating. consul ANSI/[PIl duality Criteria. DSB-89 and BCSI Building Component 69M Perko East Blvd. S letyl lormallan 'a'ablefrom isussPlots, Inttitule. 78114. Lee S"at, Suite 312. AI zoned.. VA,2314. I�Saut�sem Pme IsP1 lumber IssPeCdrea, toe design sralues are those e�teclive 06/OS/2013 by AISC Temps, FL 3W"115 Job Truss Truss Type Qty Ply 427040-Roofmaln house - Vega Rea T8434B69 2704M1RIF -CJ3D2 Jack -Open 2 1 Job Reference (optionall East Coast Tru4e. Fort Pierce. FL. U946 - 7.530 sJu1112014 Mire, Industries. Inc. Thu Jul 24 f0:09:562014 Pagel ID:ycgC70E3s_bp6WY9MOE4 ayvU4PuT6xQabxseYGMGC2dwBjG571MvrBE RscKwZPyuuVt 141a 1-Sri 2 5,00 FIT Scale = 1:21.9 1.4 \\ ��l�agp A' -0 0Y LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.00 6 >999 240 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) 0.00 6 >999 180 SCLL 0.0 ' Rep Stress [nor YES WE 0.05 Horz(TL) 0.00 rule n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 17 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. Except: WEBS 2x4 SP No.3 10-0.0 oc bracing: 7-8 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 3=49/Mechanical, 6=187/0-8-0, 6=187/0-8-0 Max Ho¢ 3=85(LC 1), 6=99(LC 8), 6=-85(LC 1) Max Upli113=9(LC 4), 6=127(LC 8) Max Grav 3=50(LC 15), 6=187(LC 1). 6=187(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES. 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; Ill B=450; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; antl vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. ve loads. 4) TThis truss has been dehis truss has been lsigned for a ned for a live load of 20, psf on sf bottom chord I the bottom ve load chord in all areas wheent with any rle a er (rectangle 3-&0 tell by 240 wide will PS 5 A!1 q fit between the bottom chord and an other members. -tx 5) PRefer rovide o glechani for truss ti truss connections, �A� , G E N S •'• '9 �i 6) Provitle mechanical connection (by others) of truss to bearing plate capable of withstanding 91b uplift at Joint 'land 12716 uplift at joint ,� � � ' V �, :•,?� 6. 7) Non Standard bearing condition. Review required. 2 8) "Sem4rigid pdUbreaks including heels" Member end fafty, model was used in the analysis and design of this truss. •ram O.4 AATE A,C0P.'N % OR1Q> 1 ` i,'f**4# /0NA1 `��``% FL Cert. 6634 July 24,2014 ®NAWI(NG 1'enT/dearyr Panmesn.otl PEAD lA1FS LNTY7SAfAfM11ML6 NlIFxftFFFPEMFIA6C Nll-l4� me I/l9/)p14P90.*'2'USE Design valid for use only with MuTek connectors. The deslgn h based a* upon parameters shovm. and is for an Individual building component. �� Applicabaty of design parameters and proper Incorporation of component Iswn responsibility of building deslgnw-not two designer. Brocing sho Is far lateral svpool of individual web members only. Addltlonal temporary bracing to Insure stablON during contraction is the responsibillity of the MiTek• smear. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guldance, regarding Iabdcallon. quality control. storage.deleery. erection and bracing, consul) AN51/SPIt Quality Criteria, D511-Ills and BC51 Building Component 69U Parke East BM. S fe Inlormalion gyalWble from less Plat Ntitule, 761 N.1ee heat, SOIfe312. AI xondda, VA 2314 I�Sautnem Rine SaPf lumberiS spea�ieri, tried esl�svalvmr these e�tectire O601/1013by A1SC Tampa, R33ato-4115 p' Jab Truss Truss Type Dry Ply 427040-Roofmao house - Vega Res TUU990 2704DBF -CJS Ja[k-0pen 19 1 Job Reference I East Coast Tessa, Fan Pierce, FL. 34946 1-7.12 LOADING(psf) SPACING. 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.29 TCDL 15.0 Lumber Increase 1.25 BC 0.14 BCLL 0.0 ' Rep Stress Ina YES WB 0.05 BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=294/03-5, 3=92/Mechatllcal, 6=10/Mechanicel Max Harz 7=91(LC 8) Max Up1i117=148(LC 8), 3=-56(LC 8), 6=-44(LC 5) Max Grav 7=294(LC 1), 3=92(LC 1), 6=41(LC 3) FORCES. (Ib)-Max. ComplMax.Ten.-Allforces 250(Ib) or less except when shown. WEBS 2-7=251/90 7.530 s Jul 112014 MTek Indusbles. Inc. Thu Jul 24 Scale = 1:17.0 3-0 4 DEFL. in floc) Well L/d PLATES GRIP Vert(LL) 0.01 6-7 >999 240 MT20 244/190 Vert(TL) 0.01 6-7 >999 180 HOR(TL) -0.02 3 n/a n/a Weight: 171b FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid tailing directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,. in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-9.eps1; BCDL=3.Ops1; h=25ft;.B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; porch left and right exposed; 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 t Its center. 4) Th stchecked rushas beel n designed for a 10.0 psf bottom chord us or minus 0 degree rotation ulive load nonconcument with any other live loads. \\\�,"C� 5)' This truss has been designed for a live load of 20,Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will \\\ 6t between the bottom chord and any other members. \••,,•Q���� 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 148lb uplift at joint 7, 56lb uplift at joint 3 393 S0 •- ;, and 441b uplift at joint 6. *:• .k/ 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ;tom: ATE T4 0 R \ P ����%% �psS��NA� ,E\\\\ FL Cert. 6634 July 24,2014 ®WAILVIAe-YeifP6ealy, Pannemn..d Rfl aFAIESGNTNrSAIRI rMSWp Nil. M73 m. 1129120140erveLE E ■ • Design valid for use any Win MiTek connecton. This design is based only upon parameters shoves, and is for on indNdual building component. ApprKablfty of design pammalers and proper incorporation of component bresponeDlity of bvlding designer -not muss designer. Bracing shown a for lateral sappod of lnshAduoi web members only. Additional temporary bracing to insure nobility during construction is the responsibility of the MiTek' eredor. Additional permanent bmchg of the overall Owsh re is the respawbLty of the building designee For general guidance regarding fabdcotion, quality control storage, defrvery, erection and bracing. consult ANSI/TPII Qualify Claude,DSB-BP and 1101 Building cars ... ht 69N Parke East Blvd. 54fetylniormollpn a abk from jruss Plate ln5titute, 781 V. Ba meet, Suite 313, Alexandra, VA pp2314. Il Southern Pme45a9 lumber isspecifie ,Medesign ues are those effective /0 (30136y AISC Tempe, FL S391Dd116 • Job Truss Truss Type Dty Ply p270441itoof main house - Vega Res T8/34991 29046RF -CJSN Jack -Open 1 1 " Refere al East Coast Truss, Pon Pierce, FL 34945 7.530 s Jut 112014 MRek lndustdea, Inc. Thu Jul 2410:39:572014 Pellet ID:ycgC70E3s bp6W1'gMOE4 ayvU4P-MffKdwcZ4g7XOrObKROFTeGbIDGwhxb5G4U5syuuVO 3-6-0 3o Scale=1:16.2 2x4 3 0 LOADING(psf) SPACING. 2-0-0 CSI. DEFL, in (loc) udaft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.01 5-6 -999 240 MT20 244/190 TCDL 15.0 Lumber Increase 4.25 BC 0.17 VerhTL) -0.01 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrus-M) Weight: 12lb FT=0% LUMBER. BRACING. TOP CHORE) 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3.6-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer REACTIONS. (Ib/size) 6=12910-6-0, 2=109/Mechanical, 5=27/Mechanlcal installation guide. - Max Hoa 6=92(LC 8) Max Upldt2=.62(LC 8), 5=6(1_C 8) Max Grev 6=129(LC 1). 2=109(LC 1), 5=54(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 25D (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat, ll; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right 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 fora 10.0 pat bottom chord live load nonconcument with any other live loads. beendesignedforl load 20. bottom in 3-&C tell by 2-0-0 wide will 1 i 4) is trussa ve of on the chord all areas where a rectangle 111 A21 spsf ihasb chord er giTh 5) Refer to for truss to truss connections. 1101111111111,11i �� -`�(r.•P girder(s) b to bearinglate uplift at'oint 2 and 61b u lift at oint 5. . • ' 6) Provide mechanical connection others ottruss Capable of withstanding621b 7) "Semi -rigid pitchbreeks including heels" Member antl fafty, model was used In the analysis and design of this truss. ,� A ,•' V 3931 FL Cert. 6634 July 24,2014 APAGE MII-M33 raft lln1201d�a5E ■ Design valid far use only with lNTek 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 8 responsality of building designer - not truss deslgncr. Bracing shown Is for lateral suppod of Individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsibility 01 the M!Tek' erector. Additional permanent bracing of the overal structure is the responsibility of the balding designer. For genorOl gNdance regarding fabrication, quality control storage. delivery. erection and bracing. con suit ANSI/rPI l Quality Driedv,DSB-89 and BC5l Building Component 69M Parke Esn BIW. S 1 rylnlormalion Wa'uable homjruss Plate lnstitule.781N.tee Sireel. Suite312 Alaxontlda. VA yy22�314 IMInfern Pine lap)Ilapbcrtzspecflesedithedesi'nvaluesare those effe<Gve0 010013loyALSC TamR.FL33610d115 Job Truss Truss Type Oty Ply d27a40.Roof mein house - Vega Res 6431892 27041LRi -FJ] Jack -Open 43 1 nF palarenro (optional) Bass law,...... on nercu. rc. aaaae 7.530 a Jul 112014 Mines Industries, Inc. Thu Jul 24 10:39:57 2014 Pagel ID;ycgC70E3s bp6WYgMOE4 ayvU4P-MHKdwcZdyg7xOrObKROFTegglA8wgsb5G4U5syuuVO laaz 7-o-0 l a1z 5.44 Scale =1:21.6 i-e-o s o LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(-L) 0.09 4-5 >666 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.07 4-5 >876 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) .0.06 3 n/a Na — BCOL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oe puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=158/Mechanical, 4=33/Mechanical, 5=364/0.3-5 Max Holz 5=126(LC 8) Max Uplift3=-88(LC 8), 4=71(LC 6), 5=187(LC 8) Max Grav3=158(LC 1), 4=72(LC 3), 5-364(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1g) or less except when shown. WEBS 2.5=-385/127 NOTES- 1) Wnd: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Ops(; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and night 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 psi bottom chord live load nonconcument with any other live loads. 4) * This truss has designedliveload of on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will ' t the bottom tl fit between A111 1 and any embe0psf 5) Refer to girder(s) for truss to truss connections. o��-�^tPS 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881b uplift at Joint 3, 71 Ito uplift at joint 4 ,J \v' •,.... ,����,.•� p E N S'•. qAo �, and 1871b uplift atjolnt 5. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ` ;' V '•,=Nh O 39330 �* iATE sfoNAI III%l`�• FL Cert. 6634 July 24,2014 ®Ill-wiff, design Hamen:n WRI&A0 MnciC 7M5MO LACHOD MRFxREEEMAKEMa£ Xll M13 mr. V"1201499'NEIRE Design valid for use only with MiTek connectors. Ins design is based any upon parameters shown. and B for an lndiNdual building component. Applicability of design parameters and proper incorpomllon of component respombility of buSCng designer - not truss designer. Bracing shown is lorlatemi support of lndnidual web members Dray. Additional lempora,bracing to Insure stability during construction is the responsibility of the WOWerector. Additional permanent bracing of theovemB ebucture is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. sounds ANSIptII Quality CMeda,DSB-09 and BC51 Building Component 69N Parke East Blvd. Safest' Intermatlgn ga'�7able from Truss Plate Institute,781 N. Lea? treat. Suite 312, Aleandda. VA 2314. If Southern PmegSPJ lumber is specified, the design values are those ettxecbve 08 01/202.3 byAL5C Tampa. M 336164115 Job Truss Truss Type Oty Ply p2]o�Di main house - Veto Ras Tfi434993 2]o40-OF -EJC Jack -Open t 1 Job Reference Iceland) E95I class INee, Fan Pill FL. 34945 7.630 is Jul 112014 MTek IndusMBe, no. Th. Jul 24 le:3eb/LU14 Fee., ID:ycgCT0E3s_bp6WYgMOE, ayvU4P-MNKdwaZdyg7XOrObKROFTeGglCowhJb5G4U5syuuVO 440 4.40 LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plates Increase 1.25 TC 0.28 TCDL 15.0 Lumber Increase 1.25 BC 0.20 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 5.0 Code FBC2010TPI20O7 (Malriz-M) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. (lb/size) 3=52/Mechanical, 4=9/Mechanical, 5=299/0-8-0 Max Horz 5=78(LC 8) Max Uplift3=-32(LC 8).4=9(LC 1). 5=-115(LC 8) Max Gmv3=56(LC 13), 4=15(LC 3), 5=299(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (to) or lass except when shaven. Scala-1:14.e DEFL. in (too) I/deg L/d PLATES GRIP Vert(LL) 0.00 4-5 -999 240 MT20 2441190 Vert(TL) 0.00 4-5 >999 180 - Horz(TL) -0.02 3 his me Weight: 15 lb FT=0% BRACING - TOP CHORD Structural woad sheathing directly applied or 4-4-0 oc purists. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required Close bracing be Installed during truss erection, in accordance with Stabilizer Installation auxle. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=9.Opsf, BCDL=3.Opsf; h=25ft; Bali Lai eave=4ft; Cal. II; Elf, B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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. uss has been ned for a 10.0 bottom chard ve load nt with any live paf 5) Tlhisrtruss has been designed for alive load of 20.Opsf on the bottom chordInall areas where arectangle 3-6-0 tall by 2-0-0 wide will A, fit between the bottom chord and any other members. `\\\\\\1C�' O�P,. 6)RefeRefer girder(s)'for truss to truss connections. ,�\ `�� .•�QEh • �. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 321to uplift at joint 3, 9lb uplift at joint 4 and ,� A� , 1151b uplift at joint S. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 39 FL Cer 6634 July 24,2014 A MNea Va Tl Jaign persneRn ad READ IMSLO♦D HlirxftfFEflEM1SMG£MR-MII m•t/J9/201.01J0.9Ea3E ■ Design valid lw use only w4th Walk connectors. The design 4 based a* upon parameters shi and is for anindi,ddual bulldog component. ��• Applicabiny oldeslgn Parameters and proper incorporation of component is responsb9ity of bulding designer- not truss ded9nw. Bracing shown ■ Is for Island support of Individual web members only. Additional temporary bracing to lnzwe stability during construcllon b the responsbUry of the MiTek'. erector. Additional permanent bracing of the overall structure Is the respondbuty of the building designer. For general audience reecri fabrication. quarry control storage, delivery. erection and lonsi consult ANSI/IPII Ouerdy Off ado. D51149 and BCSI Building Component 69N Parka East Blvd. 5 ''oyNI lonnallon q able hom icuss Pla)e lnzliNle. ]BIN. lee Sheet. Suite312. A1q}andria. VA p2314 Temp; FL336104115 I�Sout�sam Pine 1SPj lumher IS specified, the design values are rnvse a News 06/01/101311bi Job Truss Truss Type Oty Ply pTl040.Root main house -Vega Res 8 3 994 2]040.RF -FJD Jack-0pen 2 1 Job Reference fopfonall am Coast Truss, Fon Proms, FL U946 Tits a Jul 112014 Mnek lndusldes, Inc. Thu Jul 24 1D:39:58 2014 Palo 1 ID:ycgC70E3s bp6WYgMOE4_ayvU4P-gsOirGdBOGO BAOb9lyfohBRZ9ZAf73kKwpi OlyuuV7 I8D 3S0 Scale =1:25a 1.4 II 3x4 = LOADING(psp TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-" Plates Increase 1.25 Lumber Increase 1.25 Rep Stress ]nor YES Code FBC20107TPI2007 CSI. TC 0.28 Be 0.19 WB 0.07 (Matrix-M) DEFL. in Vert(LL) 0.00 Vert(T-) 0.01 Horz(TL) .0.01 (too) Won L/d 6-7 -999 240 6-7 >999 180 4 n1a n/a PLATES GRIP MT20 244/190 Weight: 29 to FT=0% LUMBER. - - BRACING. TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3.6-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 8.9 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing, Except: 10.0-0 oc bracing: 5.6. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation aulde, REACTIONS. (Ib/size) 4=53/Mechanical, 5=4511fiechanical, 7=30710-8.0 Max Hors 7=159(LC 8) , Max Uplift4=-1 B(LC 8), 5=98(LC 8), 7=81(LC 4) Max Grav 4=54(LC 15), 5=55(LC 6), 7=387(LC 1) FORCES. (Ib) -Max. Comp./Max. Tan. -All forces 250 (Ib) or less except when shown. ' WEBS 3-7=293/41 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9Jl BCDL-3.Opsf; h=25ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 llates tilli 1,� ate grip checked for a plus or minus 0 degree rotation about Its center. 2) P. 3) This truss has been designed for a 10.0 bottom chord live load nonconcumentwith any other live loads. \\\\\t p,S A1 q !�. psf 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will \\......... �%0 ,.•• E I ' • o. ff �1y • •••••• fit between the bottom chord and any other members. ` /� ; \-\ "yj.. :t 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181b uplift at joint 4, 981b uplift at joint 5 39 8 Z * �• and 81 lb uplift at joint 7. 7) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Pfx C ATE10. ��'�SS��NA� ���Ca\\• 00 FL Cert. 6634 July 24,2014 AWARM4 yeary rmDamn,msajaIRW rA]FSGN]InSAND)M1WEDNfIFKNFFFR£MFAAGEXlI-M)J MA 0"fit01lastra UIE Design valid foruse onNwith Mnek connectors. This design B based any upon parameters shown. and b for an indiddual buhl component. �� uiding designot Imes designer. fuel shown Applicability of design parameters and pmperincerparaflon of component Is responsibility of bner- Is for lateral support of lndiNdual web members only. Additional temporary bracing to Insure stabitty during construction is the hesponslbllliy of the IL (Tek• M erector. Additional permanent bracing of the overall structure b the respor lliy of the building designer. For general guidance regarding fabrication quality control, storage, delivery. erection and brat consull ANSIpPII County COlarla. DSO.89 and BCSI Building Component 69U Parke am 11W. 5lofy lnfiannlonq ble mampun Plate In tiWte. 981 N. Lee? meet. Suite312. Ale dda, VA331d I�Sputhem Pine 15P� lumber Isspecifie�•thedeman values arethose ef�soul06/01/2013 fal Tampa, FL 33010l Jobs Truss Truss Type Dry PIy e2]oa0.RODf mein noose. Va9c Ras T8434995 2>Oa0.RF -UKJack-0pen 4 1 Inb Reference foot onall coal coast lnlas, ron Yiama..t_ a Vllb ].530 a Jul 11 WV14 ell ex Nau5m9a, IOC. TAW JN$410:3e:5B 2014 Paga1 ID:ycgC70E3s bp6WYgMOE4_ayvU4P-gsDirGdBOGO 8AGb91 Noh80V9ZJf8SkKwpl dlyuuV4 r 1-1D.0 5-2-8r -10.0 3.48 Scala -1:IT5 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING. 2-0.0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201017P12007 CST. TC � 0.35 BC 0.16 NB 0.05 (Matrbl-M) DEFL. in Vert(LL) -0.01 Vert(TL) -0.00 Hom(TL) -0.02 (roc) Vden Ud 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 2441190 - Weight: 171b FT=O% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins. BOT CHORD 2x4 SP Np.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Its/size) 3=87/Mechanica1, 4=5/Mechanical, 5=32OM-8.0 ' Max Hors 5=94(LC 8) Max Uplift3=-48(LC 8), 4=1(LC 5), 5=-113(LC 8) Max Grav 3=87(LC 1).4=34(LC 3), 5=320(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=264/115 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft1 eave=4ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed: 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. 1notation t center. checked3) Plates degree t ``NS A 4) This trushas been designed for a 10.0 pelf chard live load non concunant with any other live loads. .%%s 5) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle a 6-0 tall by 240 0 wide will ..% 0 . fit between the bottom chord and any other members. ���,0 0 EN" •N,\ v 6) Refer to girders) for truss to truss connections. ��]� ; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48lb uplift at joint 3, 1 Its uplift at joint 4 and 393 113 lb uplift at joint S. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. iTATE UF'-: C0g10P�� !0NA1-Ej%% FL Cert. 6634 July 24,2014 A WAANeusVeafda K] panuaWnuod AFAD MMSONTlai Jn VmDNI1FxftFEEAEMFA.1fiENfl-M]Jre•.I/]9fl0lda`169EU5E ■ Design valid for use only with AeTek connectors. ID4 design is based onN upon parameters shown, and is loran Individual buldhg component. Applicab14ty of design parameters and properincorporation of component0 responsibility of bolding designer- not Was designer. Bracing shown Is for lateral support of lndividud web members only. Additional temporary bracing to Insure stability during construction b the respcnsifel3fy of the MiTek- erectm. Additional permmib anent bradng of the overal shuclure is the respoTly of the building designer. For general guidance regarding fabltmtbn, quality control storage, deMe, erection and bating. consult ANSI/•pill Duality Wall, DSB49 and BCSI BuOding Component 69M PaAS East BM. S41SMlnformallgn qq a'abletomjAm PlatGamItINle. 701N.LeeSiraeLSOA, 312. AI xongda. VA Id /2013 byA1SC Il aouthem Pme 15P� funds er is specffied, the denim Values arethose e�(ecvlre O6 oil TBmPa.FL33610.4115 Truss Truss Type Qry Ply d2]0a0.Roof main house - Vega Res FJob TfiaN996 R]Oa0.ftF -EJM JackOpen 2 1 Job foptionall usatcoan thus', Fonvmrw,rl Je9ati 510-0 'AMsE4 a vU mu art 2bdp9e,mc. Injruzs ZaZuaezmn roger ID:ycgC70E3s bp6WYgM0E4 ayvU4P-12n42btlp92wnnK7njRuLuj2e2uDObbtYZZaAkyuuV_ Scale =1:19.1 LOADING(pso SPACING- 2-0-0 CSI. DEFL. In (lac) gde0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vart(LL) 0.03 4.5 *99 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 020 Vert(TL) 0.03 4-5 >999 190 SCLL 0.0 ' Rep Stress Ina YES W13 0.05 Horz(TL) -0.03 3 n/a n/a BCDL 5.0 Code FBC2010/fP12007 (mat rix-M) Weight: 191b FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied ors-10-0 cc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 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 guide. REACTIONS. fib/size) 3=118/Mechanica1, 4=19/Mechanical, 5=32510.3-5 Max Hon: 5=105(LC 8) Max UpUI13=68(LC 8), 4=55(LC 5).5=166(LC 8) Max Grav3=118(LC 1), 4=51(LC 3), 5=325(LC 1) FORCES. (lb) -Max. CompJMax.Ten. - All forces 250(lb) or less except when shown. WEBS 2-5=303/106 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vesd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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. 0 degree its center. 1 f ecked or minus rotation about bottom load live loads. ����� A has been delus 4) Thisetruss signed for a 10.0 psf chord live nahwncument with any other 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 ,,POj q • �e �j, fit between the bottom chord and any other members. �� �,.. EN"' 9 �� 6) Refer to glyder(s) for truss to truss connections. ,��,r�.•'�G �� V E•''. �j-t 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68lb uplift at joint 3, 55 to uplift at joint 4 392, n •• '� and 1661b uplift at joint 5. * �' 8) "Semkrlgld pf chbreaks including heels" Member end fefity, modelwas used in the analysis and design of this truss. _ ATE .0 R DNALE�.�`. 1111111 � FL Cer 6634 July 24,2014 QNMNINJ YeNlaar¢n ParamaTn aaJeFAD M1FSGNTRSAMl IM1L0Ea NfIFT'RFF£REMF MGENfMM)J reu l/t9/IOIe&TaflfI15E �■ Design volid for use only with A4Tek conneclon,TK%design b based a* upon poramelen shown and is for an indiNdual bulding components O�• Appractaory of design parameters and proper moorporotion of component is responnbSity of bulding designer- not muss designerIsodng shown ✓♦a�.YY■ Is for lateral support of IndiNdual web members only. Addllepollemporarybmchgloinsmastobi0tydunngwnshuctlonblheresponsibllflyoflhe WOWerecfor. Additional permanent bracing of the overall structure Is the retpondbiNy of the building designer. For general puTdonaa reging ard fobrk,.tan. quality control,storage, dernery. erection and bracing, consull ANSVIN I QuoNy Offer,1,5S-8P and SCSI Sultdlog Component 69M Pastas East Blvd. $feryl formation oiable from Iimes Plate lVitute. 7810 Lee feet, Suite 312, A1¢xanddo. VA 31;4 1�3autl}tern Pine�5P� turner isspecifie , thedesi:nvauesaretheseeCactive 06 1/2013 by AL5C Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply p27o4PRaolmain house -Vega Ras 643499] 2]010.RF -FJM2 Jack -Open 1 1 Jab Reference (optional) can coast nuns, Fort M-@1 7.530 a Ju1112014 Mnek lndustns, Inc. Thu Jul 2410:39:59 2014 Page t ID:ycgC70E3s bp6WygMOE, ayvU4P-12n42bdp9ZwnnK7nIITuLuJW2ZtJObOtYZZaAkyuuV_ Scale = 1:17.9 2x4 II 4a-0 i 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lot) I/de0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.26 BC 0.26 Vert(TL) .0.03 4-5 >999 180 BCLL U ' Rep Stress Incr YES WE 0.03 Hoa(TL) -0.00 2 life n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 20 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=165/0-3-5, 2=144/Mechanical, 3=21/Mechanical Max HDM 5=106(LC 8) Max Upllft5=-5(LC 8), 2=-69(LC 0), 3=7(LC 8) Max Grav5=165(LC 1), 2=144(LC 1), 3=62(LC 3) FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-4.0 oc purlins, except end verticals. Rigid telling directly applied or 1D-0-0 ac bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide NOTES. 1) Wrid:.ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCOL-9.Opsft BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eava=4ft; Cat. II; Exp B; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right 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 nonconeunent with any other live loads. 4) This trusss been designed a l ve load ofon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1 fitthe `,,,THIS A14 n chard and rmembers, -., 5) Refer to glyder(s) for truss to truss connections. �%N �P;,.... 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51b uplift at joint 5, 691b uplift at joint 2 and ,%% 1,0,•'\ C E N 7 Its uplift at joint 3. 7) °Semi-rigld phchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. ",, 3937 *; --ve ATrT E'�4/Z 40RIV..-'N,. �0NALE?�`�� 1nr111111�` FL Cert. 6634 July 24,2014 Aw.uowfigYee, aasgn yanmemn..dnrao n0][rcAFMSArw rACLUDEO MmrftrF£REM£AAGEPUr-l4)s-114912aI.Sand u3E Design volld for use only Wth Mhek connectors. This design b bored only upon parameters shovm, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not buss designer Smell shown b for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Mire k' erector. Additional permanent bracing of the overall structure Is the responabilty of the building designer. For general guidance headlong fatencatbn, dually consot storage, delivery, erection and bracng. consult ANSIA911 Quality C7dyfledd, p38.89 and 801 au8ding Component 69W Penile Fast Blvd. Jassy, lnformatlpn qv ble from Truss Plate lnjtfule. 781 N.Lee Street. Suite 312, AlN."dri Q6/Ol14 by Al$C Tampa,FL3361od115 Il Southern VFuse 15&�s}umber lsspeCnie ,thedess values are Noseet Job Truss Truss Type Dry Ply i!2]040-Roof mein house - Vega Res 6434998 27040-RF -HJ7 Diagonal Hip Glrtler 9 1 Job Refers f t' 11 _ East Coast TN59. Fort PIBRe. FL, 34945 LOADING (petit TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL &0 3.7-11 3x4 = 7.530 a Jul 112014lines 2x4 II Scale-121.7 SPACING- 2-0-0 CS'. DEFL. In (lac) Vdeft L/tl PLATES GRIP Plates Increase 1.25 TC 0.37 Vert(LL) 0.12 7-8 -717 240 MT20 244/190 Lumber Increase 1.25 BC 0.30 Veit(TL) 0.12 7-8 >717 180 Rep Stress Iner NO WB 0.16 Horz(TL) .0.00 7 n/a Na Code FBC2010/TPI2007 (Matrix-M) Weight: 47 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=228/Mechanical, 8=516/0-4.6, 7=510/Mechaniwl Max Horz 8=158(LC 7) Max UpIA5=263(1_10 31), 8=-398(LC 8). 7=333(LC 5) Max Grav 5=79(LC 5), 8=516(LC 1), 7=510(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=31/358, 2-12=39/407, 2-13=-14/373, 3-13=0/357, 4-7--419/135 BOT CHORD 1-8=344/50. e-15=-265/189, 15-16=265/189, 7-16=-265/189 WEBS 2.8-254184. 3-8=-458/146 Structural woad sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Este B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed: Lumber DOL=1.60 tl l 1 fs plate �^,,i 2) This truss Is not designed to support calling is not Intended for use where aesthetics are a consideration. I%%_.60 A� 3) Plates checked for a plus or minus 0 degree rotation about its center. ��� \vP• 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. ��.• *\ G E N, 5) *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 ,%`k �. 8t between the bosom chord and any other members. ` 3 6) Refer to girder(s) for truss to truss connections. * '• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 5, 398 lb uplift at joint 8 d 333 toe lift at loint7 an p 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - Mir z 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 Is dawn and 50 lb up at 1-4-0, : ATE (u 41 lb down and 75 Ili up at 4.1-14, 41 lb down and 75 Ito up at 4-1-14, and 78 Ito down and 88 lb up at 6.11.13, and 78 Is down and 88 Ofto '• ([� 24up at lb up at11-13 on 6-11-13 onpchord. and bottom chord. The lb design/selection bof such connection device(s)is the reand 24sponsibility of others tl 11 Ib down and 0.00 • �� OR 1 O P_`C\ 1� 10) In the LOAD CASE(S) Standard 1) loads applied to the face of the truss are noted as front (F) or back (B). p��/Sjs/O N A' �` ,%%*' 1) Dead i Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1.4-70, 4-5=-70, 6-9=10 FL Cert. 6634 July 24,2014 Continued on ease 2 ®WsF fFs enfl eeslgn yaramxe:n aetlNUarAi[SOHTMSNW IM1e0£➢MIIFKItf1E11EMEM6EMfh7473 m•. 1/J9f3614eNOXEl1lE Design volid far .1.enty with WWalkconnectors. this design isbased only upon parameters shown.and is loran individual building component. �■�• Applicabiriry of design parameters and proper incorporation of component 8 responsiblity of building designer -not truss designer. Bracing shown Is for lateral support of lndMdual web members only. Additional temporary bracing to insure stability during conshuctlon is the responsibility of the WOWerector. Additional permanent bracing of the overa9 structure is the responsibility of the building designer. For general guidonceregarding fabrication, quality central.storage, delivery. erection and bracing. consul ANSVTPI I Quality Catode,DSB-89 and BCSI Butting Component 6904 Parke East Blood. If f5authem Pine ipIbwntieriijss Plate lnlliVer.781-N. Lee Itreat. Suite 312. Alexandria. VA,2314 viable speciflea, the design values traitress, effect ve 06/01/2013byAL5C Tom,. FL 3381"115 Job Truss Truss Type Oty Ply p2]a4aRao/main novae -Vega Rea 843 99B 2701PflF -HR Diagonal Hip Glrtler 9 1 Job Reference (optional) East Coast Truss, Pon Pierce. FL. 34US 7.5303 JUI 112014 MRek Industries, Inp. Thu Jul 24 10:40:00 2014 Page 2 ID:ycgC7OE3s_bp6VVYgMOE4_ayvU4P-mELSGxeSwt2iOUmHS77t6G1=Dv70B1nDI6hBys Uz LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=80(F) 13=60(F=30, B-30) 14=44(1`=22, B=22) 15=50(F=25, 8=25) 16=1(F=-1, B=-1) ®NARNIM yenYlda+ley+nmeke++EAE4DMRSCflTMSNAIMIVDED MfIF1fAEEEREMFFAGC MfFl9)J mr. I/t9/20llB3nflL115E Design valid for use chl,Wth Wek connected. the design is based only upon parameters shown. and is for an indiJdud building component. Appicab0ty of design parameters and proper Incorpo stlon of component Is responsbWty of building designer- not two designer. Bracing shown Is for lateral wooed of individual was members only. Adeltlonol temporary binding to Insure stability during construction is the responlloNty of the MiTek' erector. Additional permanent bracing of the overa3 struchure Is the responsibility of the building designer. Forgeneral guidance regarding fabrication. quality conI I.storpgo, deWer, erection end bracing. consult AIdVTPII DuaBty CZMods.DSII-B9 and BWl Bending Component 69M Parka East BAN. Sa/atyl lormaiipn q iaule from iwssPhle lnslit eCeSN Leval tue]Iiie N3vls2e elffeidve 06101)2013by AiSC If SsM m Pme11''YPII umber SsPncifi ps Tempe. FL 338fOd115 Jo Truss Truss Typo Oty Ply #x7040.Roormeln house -Vega Res T8434990 270a0-RF -HJg Diagonal Hlp Gkder 2 1 .lob ReferenrA fomtimnall test Gaasl llo55, ran Yl=¢e, 11, Jay4ti 7.5305 Jul 113014 MII en Incurrnce, Inc. Thu Jul 2410:40:012014 Pagel ID:ycgC70E3s bp6WygMOE4 eyvU4P-ERvgTHf4hBAY7e9AgAWMG1pyDNbHsUKAOt2hDdyuuUy 2a2 Br,-13 � xd12 I 3&1 � LOADING(psf) SPACING' 2-0-0 CSI. DEFL. In (lot) pion Lid TCLL 20.0 Plates Inuease 1.25 TC 0.25 Vert(LL) 0.01 6-7 ,999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) 0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress ]nor NO AS 0.10 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC201017PI2007 (Matdx•M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=-26/Mechanical, 7=467/0-11-5, 6=10/Mechanical Max Hom 7=99(LC 23) Max Uplift4=-69(LC 24). 7=-263(LC 8).6=-207(LC 14) Max Grav 4=84(LC 14). 7=467(LC 1).6=117(LC 24) FORCES. (lb) - Max. Comp./Max. Ten.. All farces 250 (to) or less except when shown. TOP CHORD 1-11=-144/287, 2-11=-146/334 BOT CHORD 1.7=-279/151, 7-13=301/140, 6-13=301/140 WEBS 2-7=-410/164, 2-6=-1071268 Scale=1:16.6 PLATES GRIP MT20 244/190 Welghl: 271b FT = 0 Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. Rigid calling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer et flail late NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-secand gust) Vasd=124mph; TCDL=9.OpsY B6DL=3.Ops1; h=25ft; B=4511; L=24ft; eavil Cal. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right 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 nonconcunent with any other live loads. 4) - 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. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanlcal connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 4, 2631b uplift at joint 7 and 207 Ib uplift at joint 6. 7) "Sem4rigid pnchbreaks 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) 961b down and 201b up at 1-4-0, and 41 Ib down and 75 lb up at 4-1-14, and 41 to down and 75 lb up at 4.1-14 on top chord, and 501b up at 4-1-14, and 5016 up at 4.1-14 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(pll) Vert: 1-3=-70, 34=-70, 5-e=-10 Concentrated Loads (to) Vert: 11=80(F) 12=60(F=30, B=30) 13=50(F=25, B-25) ♦♦111111I1111Iffy, ♦♦ I 1•�O � 3938 Q. ATE ,ONA' ��♦♦♦♦ FL Cell 6634 July 24,2014 ®WAHNRA Aieriff desayr pammemm and READ rARS MYTIU5,01D MULUDED HIm(FEEEflErlF MGEXH-MAry r. VE (2014e6pfl M Design valid for use only with Wok connectors. Thb design B based arw upon pommelen shown. and is for an Individual braiding component. AppllcabTty of design Parameter, and Proper incorporation of component. responsSlity of bugding designer - not Iruss designer, arming shown Is for lateral support of lndl4dual web members only. Additional temporary bating to Insure stability during construction is the muponslbllpty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fobricalion. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality CModa,DSB-a9 and IfQI Bunding Component 69% Puke East Bird. Safav l lmmatlan' a spable homiruss Plate lnffitufe. 781 N. Lee Sheet. Suite 312. Abxandtla. VA p2314. If Sou an P1ne 15PJ Iumher isspecifieg. thedeslprvaluesare NoseeVVsmeve OO66I/0212013 by/115C Tempe, FL 33910./115 Job Truss TmSa Type Qty ply e2704DRouf main house - Vega Res Tfida5000 I 27040.RF -WD Diagonal Hip Oimer 2 1 Job Reference loofonell East Coast Truer, Fed Plerce, FL. N946 2.1.7 4104 6 14 34 =4 2.4 II Inc. Thu Jul 2410:40:022014 Paget adolMOtl byXL5impTbyXKFXnE13ywUx Scale=1:25.0 LOADING(pso SPACING. 2-0-0 CSI. DEFL. In (too) War Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.13 5-6 -424 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.68 V8rt(TL) 0.12 5.6 a461 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 3 n/a n/a BCOL 5.0 Code FBC2010rrP12007 (Matrix-M) Weight: 381b FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-10-10 oc purlins, SOT CHORD 2x4 SP N0.3 *Except' except end ver lcals. Except: 4-6: 2x4 SP No.2 6-0-0 oc bracing: 6-7 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation al REACTIONS, (III/size) 6=404/1-10-10, 3=116/Mechanical, 5=20/MechaniCaI Max Hom 6=159(LC 8) Max Uplift6=-351(LC 4), 3=-52(LC 8), 5=170(LC 8) Max Grav 6=437(LC 31). 3=119(LC 28). 5=110(LC 22) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 260(lb) or less except when shown. TOP CHORD 6-7=382/188, 2-7=3771162 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=2511; B=45ft; L=24ft; eave=4ft; Cal. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6( 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 351 Ib uplift at joint 6, 52111 uplift at joint 3 and 170 to uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shell not exceed 0,5001n. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 69 lb down and 78 la up at-0-9-9, and 69 lb down and 78 lb up at -0-9.9, and 78 to down and 99111 up at 2-0.6 on top chord, and 141 Ib down and 312 Ib up at 2-D-6 on bottom chord. The design/selection of such Connection devices) 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). LOAD CASE(S) Standard 1) Dead ♦ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-11=-70, 4-6=10, 7-8=A0 Concentrated Loads (lb) Vert: 12=20(F=-10, B=-10) 13=40(B) 14-1(B) FL Cert. 6634 July 24,2014 ®xARNrM VwifriretAyr pansmeten..d PFM MITSCI RSAND rT¢YarD MtrrxofifrRCACe4WG[Nil M73 M& llal2at4Xr6YElna Design veld torus, only Win Wax connectors. This design is based a* upon parameters shi and b reran Individual building component. Applicability of design pommeten and properincoipomtion of componentis responsibility of bugLng deaigner-not Imss deal Bmdng shown Is for lateral suppod of individual web mambas only. Additional temporol,bracing to Insure slablBtydudng construction 6 the responslbglityal the WOW Additional pemianenl bracing of the ovemg stmclure Is the responsibility of the building designer. For general guldance regions g foundation, qualitycontrol. storage, carvers, erection and bracing. comult ANSI/IPII Qual ly Calletla, DSB•89 and BCSI Building Component 8904 Parke East also. Safety,Iormisfan gqsable fmmrmss Plate institute.781N. Lee Sheet. Suite 311 Alp}andda, VAAp �. IS Sout�sem Pme`SPj,umber tsspacified, the tlesign"uesare thosec arrive 06 20130y AlSC Tampa, FL 036104115 Job Truss Truss Type 0ty Ply b27040.Roof mein M1ouse•Vaga Res TU35001 2T010.RF -HJM Diagonal Hip Great 1 1 ' Jab Reference (opfonall _ East Coast Truss. Fen Plaice, FL U946 3-DO LOADING(pso SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0,36 TCDL 15.0 Lumber Increase 1.25 BC 0.19 BCLL 0.0 • Rep Stress Ina NO WB 0.08 BCDL 5.0 Code FBC2010/TPl2007 (Matrix-M) s Jul 112014 Mmek Industrial. Inc. Thu Jul 24 10,10:03 2014 DEFL. In (too) gdaa L/d Vert(LL) 0.04 6.7 >999 240 Vert(11) _ 0.05 6-7 >999 180 .Horz(TL) -0.01 4 n/a Into LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 - WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=-425/Mechanica1, 6=639/Mechanical, 7=447/0-4-7 Max Harz 7=131(LC 7) 'Max UpI1R4=-425(LC 1). 6=-479(LC 5),.7-334(LC 8) Max Grav 4=226(LC 5), 6=639(LC d), 7-447(LC 1) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-11=-84/292, 2-11=93/337, 3-6=-650/356 BOT CHORD 1-7-281/101. 7-14=334/84, 14-15=334/84, 6-15=-334/84 WEBS 2-6=54/271, 2-7=431/169 Scale=1:20.1 PLATES GRIP MT20 2441190 Weight: 37 to FT-O% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end vertices. Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation g ld NOTES- 1) Wind: ASCE 7-10; Vult=16Cmph (3-second gust) Vesd=124mph; TCDL-9.Opsf; BCDL=3.Ops1; h=25ft; B=45ft; L=24ft;-eavit sift; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber L=1.60 plate 2) Plates hacked for a plus or minus 0 grip degree rotation about its center. ♦%%%��P$ B A. q 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumai with any other live loads. - ♦ 4e 9 ♦ \`+` ...... 4)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will ♦♦ O C E N S ••,,•9.�tr�ii fit between the bottom chord and any other members, �♦♦/��� • V\ •.=lj-y 5)Refer to girder(s) for India to truss connections. 3938 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4251to uplift atjolnt 4, 4791b uplift at joint 6 and 334 to uplift at joint 7. 7)'Seml-rigid pltchbreaks Including heels' Member end fixity, model was used in the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided 3uf icient to support concentrated load(s) 961b down and 501b up at 1-4-0. : -' - MIZ Z 41 Its down and 75 Ib up at 4-1-14, 41 Ito down and 75Ib up at 4-1-14, and 78 Ib down and 88 Ile up at 6-11-13, and 78Ib down and 88 ATE Ill up at 6-1 i-13 on top hob, and 461b up at 4-1-14, 461b up at 4-1-14, and 11 Ito down and 241b up at 6-11-13, and 11 Ib down and �•� •• Q 241b up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �0 T••.T� R , P,: ��,♦� 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �0 C� ,,� OAD D cad A RoofLiveridard anted): Lumber Increase=1.25, Plate Increase=1.25 sv/Sj�� N A; �1%,to 1 Uniform Loads (pit) Vert: 1-3=70, 3-4=-70, 5-8=-10 FL Cert. 6634 July 24,2014 Continued on agoe 2 ®NMN(Mi.Yerer Qetgn /aram•a:n aaJNFAD AOIESGNTIRSAIA fl(SeDLD HflEirftE/FgEAI£MfiENll-)4J3 mw ul9/101deS69EU3E ■■■ Design valid for use orJy Wth,Wfek connectors. Thus 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 bulang designer - not truss designer. Bracing shown , Isfarlateralsuppodofbdividualwebmembenonly.Adcitlonaltempomrybrocingtolnnnestabifityduhngconstruction 6the responsibility arms Mole erector. Additional permanent bracing of the overall structure is the responsoXty of the building designer. For general guidance raeordng bbrication, gvarin central, storage, delivery, erection and bmcN. consult ANSIe/TPII Dua01y Crtteda, DSB-89 end BCSI Be3ding Component 69N Parke East 11w. tl 5auttiem Pine 1�Y1IbwnberiNf speieifueo,Ith¢deslgn vdlue5tafeltthaseleltscc ntV9?01Ifft13byA Tampa. FL 33810J116 Job Truss Truss Type Oty Ply IY19040.Raaf main hours -Vega Res 643KOl 2T040.ftF -HJM DleBonal Hlp Glnfer 1 1 _ Joll-Raffenencs, footlomill East Coast Tnise. Foe Pieme,FL34945 9,630 a Jul 112014 MRek Industries, Inc. no Jul 24 10:40:03 2014 Paget ID:ycgC70E3s bp6WygMOE4 eyvU4P-Apt burhKDoOGFxlYybYgVkuGOAGNK06TTB%olWyuuUw LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=80(F) 12=60(F-30, 13=31)) 13=44(F=22, 8=22) 14=50(F=25, 8=25) 15=1(F=-1, B=-1) QwAAMAe.yMfr assgn perms mn.uCNFAD M101[scxTMrAIA fMlwm x/hXFEf£ li xrt-l4n M& IIZV20148FF0.9EI Design valid for use only with Mllek connectors. This design Is based a* upon parameters shown. and is for an lnd!Vdual bustling component.hown Appllaabli of design parameters and proper Incorporation of component is responsibility of building designer- not lrun designer. Bracing s �����•��**B -.YYYll� IstalalemisvppodofindMdualwebmembe.only. Additional tern hourbradng to Insure slabiBtydudngconshucticn h the responsbllty of the WOW erector Additional permanent bracing of the overall stwelm is the responsibility of thebuildN, tlasioner. Forgeneral guidance regarding ,y, fahrkal'Ion. quality control storage. delivery. erection and bracing, cons ANSUfN I DuaiHy World, DSB49 and BC5l Building Component 69M Parke End BIW. Salefylnfforms9n gvapable lromJmss Plate lnytiNle, ]BIN. Lee #set, Suite 312. AIexanona, VAp2314 it Southern me SP lumbensspecifiea, seedesignva uee are thanec ecLre 0 /2013 byASSC Tampa, FL 336104115 Job Truss Truss Type Oty Ply i12r040.Roof main house - Vega Rea T6435002 27010.RF A1H Hip Girder 1 1 fan Rnra.aace mmiaar,n heat eoasl Thl Fort Pierre, FL 34946 7.530 a Jut 112014 Wait lndusidea, Inn. The Jul 2410:40:042014 Page 1 ID:ycgC70E3s bp6WYgMOE4 ay U4P-f?bz5Jhy_6Y7s5tkW1331yRMFa0x3c7cirGLgyyuuUv HUN 53L I rat-15 da3 1 41-15 I- S3-0 1-160 4x8 = 1.4 11 3x4 = 41 Scale=1.45.8 8 13 15 lA _. 1a ._ 11 10 9 3x4 = 3,6 It ]xe = 3x8 = 4x4 = 3x4 = 71 = 34 II 3x4 = 7-0-0 11-r-16 IS]aail w0 1 110 Nu1E-o-0 2r � ' Plate Offsets (X.Y)-- f3:0-54.0-2-01. 16:0-5-4.0-2-01 LOADING fast) SPACING- 2-0-0 CSt. DEFL. in (lot) I/de0 Uri PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(ILL) 0.29 11-13 >926 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.37 11-13 >742 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Hom(TL) 0.08 9 hire Na BCDL 5.0 Code FBC2010/rP12007 (Matrix-M) Weight: 136 to FT-0% LUMBER - TOP CHORD 2x4SPNo.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-9 0o putting. BOT CHORD Rigid telling directly applied or 3-B-7 on bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (Ib/size) 15=1999/0-8-0, 9=1997/0-8-0 Max Horz 15=59(LC 24) Max Uplift 15=1217(LC 8), 9=-1154(LC 8) - FORCES. (Ib)-Max. Comp./Max. Ten. -All forms 250 its) or les's except when shown. TOP CHORD 2.3=3009/1951, 3-22=-3546/2440, 4-22=354612440. 4-23=-3546/2440, 23-24=-3546/2440,24-25=-3546/2440,5-25=3546/2440, 5-26=-3541/2435, 6-26=-3541/2435, 6-7=-3005/1956 BOT CHORD 14-27=-1701/2707, 13-27=-1701/2707, 13-28=2307/3541, 12-28=2307/3541, 11-12=2307/3541, 11-29=-1707/2703, 10-29=-1707/2703 WEBS 2-15=1924/1199,2-14=1693/2613,3-13=-786/1100,4-13=-543/309, 5-11=-557/291, 6-11=782/1098.7-10=-1686/2609, 7.9=-1922/1168 NOTES- 1\Ilf fff/ \\\ //// 1) Unbalanced roof live loads have been considered for this 'design. 2) a ,\ S %,, / I Pc GCpi=0.18; 'cantileve?efl Lumber E N,9 Exp BA Encl., MWFRS (directional); al)cl andT right exposefdBennd vertical left and right exposed; xpo ed DOL 1I60 DOL=1.60 ���0 plate grip , 3) Provide adequate drainage to prevent water pon'ding. 39380 4) The sole section of the plate is required to be placed over the splice line at joint(s) 12. * : 5) Plale(s) at jolnl(s) 1, 3, 6, 8, 2, 15, 14, 13. 4, 5, 11. 10. 7 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joints) 12 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 8) • 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 i ATE fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1217 to uplift at joint 15 and 1154 lb uplift at O •� I�,Te••A, ii joint 9. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. #( OR e .- ss •........ ,'//111111111100 e9-U shall besufficient to concentrated In up at lb down and 12, 11) Hari i19In (end N A \%` toovided dawn and 119 ts up atport down and 119 lb up at 11.0.12, 1071b down 119lb up at 13-0-107lb down and 119 Ib up at 13-3-4, 119 lb down and 119 lb up at 15-3-4, and 119 to down and 119 lb up at 17-3-4. and 119 lb down and 119 Ib up at 19-4.0 on lop chord, and 623 to down and 4271b up at 7-0-0, 42 to down and 81 Ib up at 9-0-12. 42 lb down antl 81 Its at 11-0-12. 42 Its down and 81 Ib up at 13-0-12, 42 lb down and 81 lb up at 13-3-4, 42 Its down and 81 Its up at 15-3-0, and 42 llup 'down FL Cert. 6634 and 81 Ib up at 17-3-4, and 523 Ib down and 427 Ib up at 19-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. July 24,2014 Continued on Dane 2 AVrWeW 4.4t1ce,ge y-ers OMnfi1D rARS aR71/ISAIIO HiCLUDFO NfrflFRfFFflE'RFM6fNrl-1973ree I/l9/1014BR69£IBE Design valid foruse only with Miles connectors. The design 6 based only upon parameters moveh, and is for an indlVdual building component. ��• Applicability of design paromelem and properincoipomtion of component a resporull of building designer -not two designer. Bracing shaven Is far lateral support of hdMdual web members only. Additional tempomm bracing to Insure stability during construction is the responsibility of the Mires• erector. Additional permanent brocing of the metal structure Is the responsibility of the building designer. For general guidance regording fabrication, quality control storage, deMe, erection and bracing, consult ANSIFrPII Deeply Criers, DSB-89 and BCSI Building Component 6904 Parke East 814 Safefyfitharptlpn wribie fircri Sa Plate lnstitute,Mlit. Lee firee65uite 312 Alyangria, VA$23 �2013 byAl$C Tampa, FL 33610J115 Ii Southern me SP lumber lsspecdie ,ihedeslgrs va uesare [hoses ecbve Ofi/Ul Job Truss Truss Type ply Ply p27040.ROM main house - Vega Res Ta435002 27010.RF A1H Hip Gimer 1 1 Job Reference (opfonal) East Coast Truss, Fan Pierce, FL. 34945 7.00 s Jul 112014 Mrex lndusmes, Inc. Thu Jul 24 10:40:04 2014 Paget ID:ycgC70E3s bp65NYgMOE4 ayvU4P-f7bz5Jhy_6Y7s5tk1M331yRMFaOx3c7cirGLgyyuuUv 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 fncrease=1.25, Plate Increase=1,25 Uniform Loads (plf) - Vert: 1-3-70, 3-6=-70, 6-8=-70, 16-19=-10 Concentrated Loads (Ib) Vert: 3=-88(F) 6=88(F) 14=-523(F) 13=-23(F) 4=88(F) 5=-88(F) 11=23(F) 10=-523(F) 22=-88(F) 24=176(F) 26=-88(F) 27=-23(F) 28=46(F) 29=-23(F) AWAs sess;'-Vedlr daMyr Aannm@rf aedWO 14USCM TIRSArA IMleDID HJTE(A£FFAF�E Nor NJJ v.. I/29(IOre&F(19EIAfE * Design valid for use only Win Mnek connecters. Tha design is based a* upon parameters shown, and is for an lndAdual bulking component. Applicability of design paramaters and proper incorperabr, of component a resp rriallity of bunding designer- nol truss designer. Bracing shown -tY� ■■■ Is for lateral support of Individual aeb members any. Additional fernorarybradng to Insure subtly during conshuclton is the responsibility of the MiTek' of the building designer. For general guidance garding rector. Additional Permanent bracing of the overall structure Is the resporaibiiy re fabrication, quality storage. dehva , erection and brachl consult ANSI9pPI10ualty Cn9teria.DSB-89 and SCSI Bu9ding Component 69" Pane East BNd. St gconitrraast f5oulhem dole 15Vf Ibwnbei isipeic lfied; the "Is"sis�ievaluesxiedlhMe ¢Irectidve OfiJ�jfi013 byALSC Tampa. FL 336104115 Job Truss Tluas Type Qty Ply 027040-Roof main house - Vega Rea T8435993 27NeRF A2 Wp 1 1 job Refereno (g2thmal) East CoaATmse Fed Plerae, FL. 34946 4x4 = 3x4 = 44 = Scale a 1:45a 7 109 3.4 = 1x4 4x8 = 3x4 = 4x8 = 1x4 11 3x4 LOADING(psf. SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lrd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Ven(LL) -0.07 9-11 >999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.49 Ven(TL) -0.18 9-11 >999 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.34 Hoa(TL) 0.03 8 n/a Na BCDL 5.0 Code FBC201 OITP12007 (Matrix-M) Weight: 1311b FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 cc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 cc Imaging. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabil'Izer Installation guide. REACTIONS. (lb/size) 12=1053/0-8-0, 8=1053all-0 Max Horz 12=76(LC 7) Max Uplift 12=317(LC 8). 8=-257(LC 8) FORCES. (Ib)-Max. Comp./Max, Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=13341343, 3.19=1137/353, 4-19=1137/353, 4-20=-1137/358, 5-20=11371358. 5-6=1334/348 BOT CHORD 11-12=-44/304, 10-11=235/1271, 9-10=-235/1271 WEBS 2-12=-1044/360,2-11=1531904,4-11=276/87,4-9=-276/87, 6.9=-150/904, 6-8=1044/331 NOTES- 1) Unbalanced roof live loads have been considered for.this design.. 2) Wind: ASCE 7-10; Vuft=16Omph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.Dpsf; h=25ft; B=45ft; L=26ft; eav s=dft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.6 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 317 to uplift at joint 12 and 257 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, FL Cert. 6634 July 24,2014 AwARs-va �Ye4fr deil9n panmemn aad AFM Ml7FS6NRNSANa rf41a9(D MrE%AfiFAEMP MGENlI )473 my 112S/1014Ba;ca USE Deslgnvolld foruse on"th Aviek connectors. This design N based only upon parometersshown. andis foranindividualbuldng component. ��• Applkobitty of design parameters and proper Incorporation of component is despombigy of bu0ding designer- not two designer. Bracing shown Is for lateral support of individual web members onN• Additional temporary bracing to lnsvre stability during cons cflon Is the responsldsty of the MiTek' erector. Additional permanent bracing of the overaY structure a the responsibility of the buAdng designer. For general guidance regarding fabrication, quo14y control. storage, delive, erection and brecng. consult ANSI/1711 Quality Criteria. DSB-89 and SCSI Building Component 69N Pads Fast Bind. 5 uneP1. Paatenstitute.781N.Lheat.Sude312,AI ang6 VAId IifSoIhomeq ami umber isspecf Tempe, FL 3610.4115 Ja Truss Truss Type City Ply Q7040i main house - Vega Res 6435004 27040.ftF A3 Hip 1 1 InF Gararorvn lnnlinnall C0511:oa511 ., eOn Palle. FL. Jeri7.53OBJU1112014M(TeKindYMn09,InC. 1nu JU1241UAU:Uti2a14 F0001 ID:ycgC70E3s_bp6WYCMOE4 ayvU4Pb0ijW'?IDVjpr6P17dj5X7NWmdOBZXdwv991SugyuuUt a 1.3 t 43.3 ".0 5+11 SIS Scale=1:43.1 5x5 = 4x4 = 11 11 e a 2.4 II sure = 3x4 = sure = axe = a�43t1&B-4 { 2) -]0.U-2 Sllt4 IE-0 Plate Offsets(XY)- [VO-2-40-2-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. In (lot) gde8 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Verf(LL) .0.13 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.24 8-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.53 Hom(TL) 0.03 8 Na file BCDL 5.0 Code FBC2010rTP12007 (Matrix-M) Weight: 128 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 1.12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=102810-8-0, 13=86910-2-14 Max Herz 13=84(LC 6) Max Uplift8=253(LC 8), 13=214(LC 8) BRACING - TOP CHORD Structural woad sheathing directly applied or 4.9-4 oc purins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-16. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (Ill - Max. Comp./Max. Ten. -All forms 250(Ib) or less except when shown. TOP CHORD 1-2=11431305, 2-3=1156/395, 3-17=986/337, 4-17=986/337, 4-5=-1145/332 BOT CHORD 1-13=853/219, 10-11=141/936, 9-10=-141/936, 8-9=245/1070 WEBS 5-8=-1294/359, 2-11=319/155, 1-11=-202/999 NOTES. 1)Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=4511; L=24ft; eave=4fl; Cal. II; Exp B; Encl., GCpl=D.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 nonconclrment with any other live loads. 6) • This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will M between the bottom chord and any other members. 7) Bearing at joint(s) 13 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 at joint(s) 13. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 253 lb uplift at joint 8 and 214l1b uplift at joint 13. 10) "Semi -rigid pitchhreaks including heels" Member end fixity m ldelwas used in the analysis and design of this truss. FL Cert. 6634 July 24,2014 ®NARta)F �Yadlydery, Panmemn ladRW AOTFSCNTMSAlA)MSeOFD NfhXRffER6'x£nA6ENf)-l4)a mr.)(K(2616B9ofl M ■■■ Design valid for use onN Win Mirek connectors. This design a based only upon parameters shown. and is for an Individual building component. � Applicability of design Potosi and proper incorporation of component h resp.milahty of buidng designer - not Iwo designer. Bracing shown Is for toleml support of Individual web members only. Additional temporary bracing to Insure stablity during construction B the responsibURY of the WOWerector. Additional pennonanl bracing of the overa0 oweture is the responslbNty of the building designer. For general guldance reporting labdcai quality conirot storage, deevery, erection and bracing. consult ANSWPI141uag1y Ciliate. DS9.89 and BCSI Building Component 69U Parka East BM. Sufetyltrgflon gvailobie hom]rvss Plate lnsfiitute. 7810. Lee Street, Suite 312, Almodrie VAR]70136y AlSL Tampa, FL 336fa4115 If Sout a Pin 15Pl lumberis spec died the designvalues ate it en Job Truss Truss Type Oty PIy f52ia40-Baal main house -Vega Res 6435005 21040-RF A4 Hip 1 1 Inb Rafamnne foofonall East Cowl Truss, Fort Piece, FL. U946 7.530 s Jul 112014 Mnak Indu9des, Inc. Thu Ju12410.40:072014 Page 1 ID:ycgC70E3s bP6W,gMOE4_ayvU4P.3aG5kKKrGlxijZWBOdmfa3ngnWsG6E3OpV7RHyuuUs n-1-u 4 o- sea 4o-u a ato-z e-tn4 o-zn Style=1:43.5 4x4 = 3 I� 2.4 II 4,13 = .3x8 M165116 = 4xe = 1x4 II LOADING(psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0' Plates In 1.25 Lumbar Increase 1.25 Rep Stress Inu YES Code FBC2010RPI2007 CSI. TC 0.44 BC 0.66 WE 0.40 (Matrix-M) DEFL. in Vert(LL) -0.24 Vert(TL) -0.45 Hoa(TL) 0.02 (loc) Well List 8-10 >999 240 8-10 >590 180 7 me We PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 1271b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural Wood Sheathing directly applied or 4-7-6 oc puffins. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid telling directly applied or 10-0.0 or. bracing, Except: 1-11: 2x4 SP No.3 6-0-0 oc bracing: 11-12. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation uide. REACTIONS. (Ih/size) 7=1028/0-B-0, 12=869/D-2-14 Max Ham 12=101(1.0 6) Max UpIM7=253(LC 8), 12=214(LC 8) FORCES. (Ib)-Max.Camp./Max. Ten. -All farces 250(I1b) or less except when shown. , TOP CHORD 1-2=-1226/326, 2-3=1217/428, 3-0=1295/450, 4.5=1320/346 BOT CHORD 1.12=-849/224, 10.16=100/835, 9.16=-100/835, 9.17=-100/835, 8-17=-100/835 WEBS 2-10=-404/190, 5-7=1007/292, 1-10=184/999, 3-10=126/402, 4.8=417/197, ' 3-8=-156/500, 5-8=-168/1043 ' NOTES- . 1) Unbalanced roof live loads have been considered for this design. 2) E p BAEncE, GCpi=0.I18' MWFRS(directional); lcant lever left andT right xposetl; end vertical left and rightexposed:xposed: Lumber DOLe11I60 ,\\\\ Pg t A.l q�� plate grip DOL=1.60 \ 3) All plates are MT20 plates unless otherwise indicated. ��.••� C E N S •'• ql �� 4) Plates checked for a plus or minus 0 degree rotation about its center. /� ; • V �'.'r j.� 5) This truss has been designed for a 10.0 psf looftom chord live load noncencurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas whore a rectangle 3-6-0 tall by 2-0-0 wide will 80 fit between the bottom chord and any other members, with BCDL= 5.Opsf. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSIF-PI 1 angle to grain formula. Building designer should verify copachy= of bearing surface. _ �Mir C 8) Provide mechanical connection (by others) of truss to bearing plate at Joint(s) 12. + 411 � 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25316 uplift at joint 7 and 2141b uplift at 0 •. ATE joint 12. ,T••A, OR1 �� 1 ) "Semi -rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this tmss. i�,�ss�O N A ?�`\?, FL Cert 6(i34 July 24,2014 AWARN A.v nrra•,y„w�'+n<[en,uanFFD AaRsexnas AAOfrawFD MriPrnF:FREMFMGax(r.l4iJ re•uJ5/zalse4GVElASE ■■■■■■ ' Design raldforuse ant, with Wrsk 8onnectars. This design4 based any upon parameters shown, and b foran indiNdual binding component. Appllcablity of design parameters and properinco,poratlonof component 4 responsiblity of bolding designer - not truss designer. Bracing shown Is forlaleral support of lndMdval web membersonly. Additional tempa-aiy bracing to Insure stability during construction 6 the responsibllty of the MiTek' erector. Additional pe menent bracing of the overal structure 4 the responscilty of the building designer. For general guidance regarding fabrication, quality eontroi. sladge, donery, erection and bracing. consult ANSIFPII Dearly Crifer1%DSB-89 and BCSl Building Component Sol Parka East BM. S loly Inlormv Iqn q a able from Truss Plate institute, N. Lee Sheet, Sulle 312. Aiexondria, VA 72714. I�Southem brae `SP� lumbar is spottiest, t75edesigs values are those elfeceive 06/u3/2013 by AISC Tampa, FL 33610 115 Jobe Truss Truss Type Gty Ply d2704aRoof main haves - Vega RN TW35006 27040.RF q5 Root Special 1 i In1, Reference factional) tastcoasi truss, Ian l9erue, IL 34946 7.530 s Jul 112014 Mnek Industries, Inc. Thu Jul 24 10:40.07 2014 Pags1 ID:ycgC70E3s bp6WYgMOE4 ayvU4P-3aG5kiOuGlxijZclBQdmfa3"nVYGSJ30pV7RHymUs I tan-u I t6nn l na.0 Flat-u 0. 5-2L 561 5-0-2 BJ-1d 1-iP0 � Scale=1:44.4 4x4 = soo 12 106 6 1 196 2x4 It US = 3x4 = 41 = 1.4 II 0 as 5$13 1640 22-a14 22 7. 4 4 - 4 w ssa Ina -a I as . 1 1. Plate Offsets IX Y)- W(3-1-12 D-2-121 LOADING(psf) SPACING. 2-0-D CSI. DEFL. in (lee) VdeB Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.31 8-10 >860 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.57 8-10 >465 180 BCLL 0.0 • Rep Stress Ina YES WB 0.45 Hom(TL) 0.02 7 n/a rda BCDL 5.0 Code FBC2010RPI2007 (Matrix-M) Weight: 1331b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 1-11: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=1028/0-8.0, 12=869/0-2-14 Max Holz 12=140(LC 8) Max UpliR7=-245(LC 8), 12=.222(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or4-4-10 oo punins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6.0-0 oc bracing: 11-12. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. FORCES. (Ib)-Max. CompJMax.Ten.-Alltorus 250(Ib) or less except when shown. TOP CHORD 1-2=1008/267, 2-3=1203/375, 3-4=1298/434, 4-5=1322/328 DOT CHORD 1-12=-857/227, 1D-16=-86/833, 9.16=-86/833, 9-17=-86/833, 8.17=-86/833 WEBS 2-10=-805/274. 3-10=.96/370, 3.8=154/515, 1-10=.288/1194, 4-8=-420/196, 6-8=.149/1059, 5-7=-1013/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) ,Cantileve?eft f Exp BAEncl., GCpi=0.18; MWFRS (directional); al)cond and right exposed ; end vertical left and right exposed; Lumber DOL=1!60 plate grip DOL=1.60 �%%% S A-f • q<g'%e 3)Prevltle adequate drainage to prevent water pending, �00�?'•.. %,Z, .•'�GEN&'- rl, ��i 4) The solid section of the plate is required to be placed over the splice line at joints) 9. 5) Plate(s) al joint(s) 2, 3, 6, 11, 10, 8, 1, 4, 5, 7 and 12 checked for a plus or minus 0 degree rotation about its center. : 3 9380�-:•�� 6) Plate(s) at joints) 9 checked for a plus or minus 5 degree rotation about 8s center. * �• -� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed fora 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, with BCDL=5.0psf. 9) Bearing atjolnt(s) 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Capacity = O. • ATE of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate a12. 245 lb 7 222 lb 0 0 ' Al T'tjolnt(s) Q�� '• O R 19 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint and uplift at joint 12.ss� •_'`(�� ��� "�\-• ,\% 10 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 41`1 N A; LT�",% FL Cert. 6634 July 24,2014 QWA Vvs V012014SURNEW R Design valid for use only With Meek connections. This design is based only upon paromeers shown, and is for on individual buldng component. �q• Appleabl4ry of design parameters and proper incorporation of component 5 responsbilily of building designer- not truss designer. Bracing shown ■■■���YYY■■ Is for lateral support ofindMduol web members only. Additional temporary bath, to insures stability during construction is the responsibility of the MiTek' erection. Additional pemesnenl bracing of the overt! structure is the responsibility of the bullding designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult ANSVT911 Greatly Cdturia, D58.89 and SCSI t ulIding Component 5904 Faske East Bind. IM1 f lormalIipn opable GomJrus4 Plate in titute. 781 N. Lea heel. Suite 312, Atexandtla. VA 2314 If Sout�tem Pose�5Pl lumberrsspecdse�, thedesstinvaumarethoseeffectuve (16 0111013by A15C Tampa. FL 33610.4115 Jobs Truss Truss Type Oty Ply rl2]040-Roof mein house - Vega Res Tfi43W W Z]040-RF Aa Roorspeclal 1 1 Job Rf foDfonalL East Coast Truss, Fort Pierce, FL. 34946 Thu Jul 24 Scale=1:44.4 isco 12 44 II 11 0 8 1.4 II 3x8 = 5x10 = 3.4 = LOADING (pal) SPACING- 2-0-0 CSI. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.16 8-9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(fL) -0.32 9-10 >827 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.04 8 n/a hiss BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1431b FT=0% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purling. BOT CHORD 2x4 SP No.2 *Except- BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. 1-11: 2x4 SP No.3 WEBS 1Row at midpt 5.8 ' WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Instailatic olds REACTIONS. (lb/size) 8=1028/0-8-0, 12=86910-2-14 Max Horz 12=176(LC 8) Max Uplift8=239(LC 8), 12=-238(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forms 250(Ib) or less except when shown. TOP CHORD 1-2=368/110, 2-3=-368/110, 3-4=-928/289, 4-5=1059/312, 5-6=-270/125 BOT CHORD 1-12=-894/220, 9-10=120/978, 8-9=204/1112 WEBS 4-9=123/454, 5-9=-313/177, 5.8=-1102/229,2-10=362/204, 1-10=-261/1003, 3-10=-7781240, 3.9=268/134, 6-8=4021203 NOTES- 1) unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.Opsf; h=25ft; B=45ft; L-2419t; eave=48; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; antl vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding, 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 nonconcument 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 jotht(s) 12 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 at jolnt(s)12. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 239 lb uplift at joint 8 and 238 lb uplift at joint 12. 10) "Semi -rigid pitchbreaks including heels" Member end fxty model was used in the analysis and design of this truss. T OR1�.'� )NAlt- 1%%` nnntl�l FL Cert. 6634 July 24,2014 Aarsam ss, Vmry 6e1gn panmemn auJPfAU rARSGNTHIS.V91M1 WEO MIUKRU FEafMF AMEMN-MJJ re. l/!9/3a14&I0.9EIgE ■■■■■■ Design valid for use only Wth MTek aonncatch. The design is based only upon parameters shown, and is for an individual balding component. Applicability of design parameters and Wooer incorpomNon of component h responeblity of building designer- not truss designer. Bracing shown Is for lateraisuppad of individual web members only. Additional lemporary bracing to insure stability during construction is the responsibtlify of the MiTek' erector. Additional permanent bracing of the oveml structure h the responsibilty of the building designer. For general guidance regarding 5fa'brrication, qulality pcvoNroL statism,, delNery, erection and bracin5g. consul AN51/mll Quality CCyritterla, g56.89 and hat totaling Component 6904 Parke East Bind. I?SalyisSiiem PinetaP.Nmber sspPlate ic ieai lThecatugrrivzli eieitiotseel eeuve 06/fll/2013byALSC 14 Tampa, FL 3361a4115 Truss Truss Type pty Ply p2]040.Roo1 mein pause -Vega Res PJob; T6435008 2]040.RF A] Rpolspedat 1 1 _ _ _ Job Be[eW0(optlonall East Coast Truss, Fad Pierce, FL 34M 3x4 = 3x4 = 5xB = 1x4 5A0 12 1x4 = 1.4 I tx4 II 4x4 = 1.4 II 3xB = Ba8 = - 3x4 = 0,3a 2-14 12b-15 22a14 Scala=144.4 7 11 log MrT 1-9-12 10-4-11 9.9.15 o+ is-0 Plate Offsets (X Y)- 11 V-1-12 0.2-121 f4.0-2-4 0.3-151 f942-O Eda 1 112:0-2-5 0-0-B1 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.18 9-10 *99 240 MT20 244/190 TCDL 15.0 .Lumber Increase 1.25 BC 0.73 Vert(TL) -0.33 9-10 >790 180 BCLL 0.0 ' Rep Stress Ina YES VVB 0.74 Horz(TL) 0.04 8 n/a n/a BCDL' 5.0 Code FBC2010rrP12007 (Matrix-M) Weight: 152 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 'Except' 1-4,4-7: 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Excepl- 1-11: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ibfsize) 8=102810.8-0, 14=869/0-2-14 Max Hom 14=-213(LC 8) Max Uplift8=-232(LC 8), 14=-318(LC 4) BRACING. TOP CHORD Structural wood sheathing directly applied or 5-4-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-D-0 cc bracing. WEBS 1Row at midpt 5-8 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation gulde FORCES. (lb)-Max.Camp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=297/111, 2-3=-297/111, 3-18=-941/290, 4-18=-941/290, 4-5=-1072/303, 5-6=274/132 BOT CHORD 1-14=-912/302, 10-19=-165/819, 19-20=-165/819, 9-20=-165/819, 8-9=-186/1099 WEBS 2-10=-254/139, 1.10=.306/943, 3-10=751/290, 6.8=423212, 5-8=-1071/216 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf h-2511; 8=45ft; L=24ft; eave=411; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 nonconcumant 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 (n between the bottom chord and any other members, with BCDL=5.Opsf. 7) Bearing at jointat 14 Considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 8 and 318 lb uplift at joint 14. 10) "Semi -rigid pitchbreaks including heels" Member end fixity modelwas used In the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ♦♦.` Z�CEN 39; Mz ATE :W�/ OR 1 ID��\c'�• >NALE,o`° 111I11111 n FL Cert. 6634 July 24,2014 A IrAxmne.ve,nyae,gn p,r<.,eer.,.a nun mrzs cN nrtsANs rrav0m wrnarnsrexrnet'PAeewn.r4]a re. V+n/m24saeneuss Design wa5d for useonry with Mind, connectors. lh& design is based only upon parameters shown. and is for on lndWidval bulling component. ��- Appllcabifly of design Parameters antl proper Incorporated of component is responablity of bui ding designer- not two demon, Bracing shown Isforlalerats.ppodofhdMdualwebmembenony. Additional tempoorylocchg to insure stability during construction Is the responsibility of the MiTek' e..Ior. Additional permanent bracing of the overaY structure Is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and cn chg, consult ANSWPI I Quality D55.89 and BCSI Building Component 691 Parke East Blvd. 5fabrlcatla. CC2rititeria, I��ouli�a r¢ nVu taP�Ibwnberl speieif4ie�,Iltliedelsrenva1uueedisrechuseelflecr 06/01/2013by ALSO Tampa, FL 358104t15 - Truss Truss Type Oty, Plye27040Rdof mein h9uaa-VaBa Rea rJob T6435009 27o40-RF AS Roof5pecial 1- 1 Job Reference (aDCanell assaeone lwas. YOM1YIe¢e, FL Mae 7.530 a JLI 112014 Mnek Industdes, Inc. Thu Jul 24 10:40:10 2014 Pagel I0:ycgC70E3s_bp6WYgMOE4 ayvU4P.T9yEMMmjZyJHbOLusZATHDgOx?WSTNwV4njgtcyuuup B - 1Bs.0 IV I zzo-14 I 24-1.0 I 1-9-1z s.o-o 3L11 44i-1 7a1e 1-100 3x4 = 3.4 = 5x8 = 1x4 3x4 = 5xs = 7 1x4 II axe = 5x8 = 3x4 = 2a1-14 22 7 4 Scale-1:45.9 °! 9 o-�i 1�-s-r'Z —I ia.ao I io-znn a)4�ico� Plate Offsets (X.Y)— f1:0-1-120-2-12114,0-2-80-2-7119�0-3-12OJ-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL. In (too) I/defl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.25 9-10 >999 240 'MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.40 9-10 >651 180 13CLL 0.(1, Rep Stress Incr YES WB 0.78 Hom(TL) 0.03 8 The Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1571b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except- 1-11: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. flalsize) 8=1028/0-8-0, 12=86910-2-14 Max Horz 12=249(1_C 8) Max Uplilte=224(1_C 8), 12=-298(LC 4) BRACING- ' TOP CHORD Structural wood sheathing directly applied or 5-1-3 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation holds. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Its) or less except when shown. TOP CHORD 1-2=272/94, 2-3=272/94, 34=-854/282, 4-5=-1060/297, 5-6=-350/174 BOT CHORD 1-12=-959/285, 10-16=.68/692, 16-17=-68/692, 9-17=68/692, B-9=-159/1096 WEBS 2-10=-287/156, 5-9=325/194, 1-10=2921992, 3-10=-678/231, 3-9=-74/258, 5-8=988/138, 6-8=-496/246 NOTES- 1) unbalanced roof live loads have been considered for this design. 2) t q�e qII E p BA Encl., GCpi=0.118; MWFRS (direglonep'canl lever left antlT right exposed; nnd vertical left and right exposed; Lumber DOL=1I60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for aplus or minus 0 degree rotation about its ♦♦♦♦�`�`PS ♦♦♦�,�.•'�C ENS'•. V �•,� [y.y. center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3938 6) - 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, with BCDL= 5.Opsf. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacfty= of bearing surface. xyJ' Xx Z 8) Provide mechanical connection (by others) of truss to bearing plate atjoinl(s) 12. ATE 4/ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2241to uplift at joint 8 and 2981b uplift at joint 12. O' �j T�•s'r.�� P.'�♦♦ 10) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. ,j�`,V fi , •'• Gib`♦♦ O rG��♦♦ i44, N A; FL Cert. 6634 July 24,2014 A NAGYfA+.Verifr Peagn ➢anmeh and Acres W75 eN 1795AA9 FN1VDfD NfRKafFFAFMEFNG£NfhM23 M K 1/t9/20I1fixiRs 5E ' assass Dosch vago for use onry with MTek ronnechus. This caugn h based onN upon parameters shaven, and is for on individual bulling component. �® Applkpbllity of design parameters and proper Incorporation of component responsibility of bulee ding designer- not two dedgner. Bracing shown ` Isforlateral sapped ofirorVidual,elpmembers only. Additional lertyararybscing to Incas stability during constriction h the responsibOGty of the MiTek' erector, Additional permanent bracing of the overall structure Is the resposbilty of the building designer. For general guidance regarding quality storage, deMery. erection and bscing, consult AN51/IPI10ualtyy CCyiihala,DSB-89 and SCSI Building Component 69M parse East Bhd. sfabrication, gconhaL li ast�iem Pine 1SR1,bwnbaruspelcifis, thedelsign valuesarelthaiseet%eets�Ye V91.2114 6/01�2013by ALSO Tampa, FL 3361P4115 JOb. Truss Truss Type ply Ply RJT040-Roofmon house -Vega Res T64350f0 27040.RF A9 RoofSpecial 1 1 In6 Reference /nnlinnall East Coen Truss, Fort Pierce. FL. 34946 Sea = 3x4 = 5.8 = 1x4 54 = 5.00 I1L 7.530 s Jul 11 2.4 II 34 = Sag = 3x4 = tP-14 20.1-14 22s14 =17,14 Scala = 151.8 o:ae Plate Offsets (%Y)- t-au 11:0-1-120.2-121140-3-120-3-0118,062-80-3-41 lone 10-2.10 owu +so LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (fee) adem L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vart(LL) -0.30 8.9 rB71 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.46 8.9 >571 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.40 Hom(TL) 0.03 7 Na n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix-M) Weight: 156 IS FT=0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 *Except' 1-10: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ielsize) 7=1028/0-8-0,11-86910-2.14 Max Hoa 11-286(LC 8) Max Uplift7=214(LC 8). ll=-274(LC 4) BRACING - TOP CHORD Structural woad sheathing directly applied or4-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. Except: S-0-0 oc bracing: 1-11 WEBS 1Row at Fri 3-9.4-7 MiTek recommends that Stabilaers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (Ib) -Max. Comp./Max. Ten. -All faces 250 (Ib) or less except when shown. TOP CHORD 1-2=259/89, 2-3=259/89, 3-4=-1082/294, 4-5=-338/167 BOT CHORD 1-11=983/264, 9-10=-28/266, 9-15=0/666, 15-16=0/666, 8-16-0/666, 7.8=-146/1108 WEBS 1'-9=317/1074, 2.9=449/246, 3-9=-620/224, 3-8=135/523, 4-8=-378/222, 4-7=1019/130, 5-7=482/239 NOTES- 1) Unbalanced roof live loads have been considered for this design. `BIBf 11 f r71/� 2) Exp BA Encl., GCpI=0.18; MWFRS (directional); al) `cantilever left and r) Vasd=124mph; ight exposed ennd vertical left and ght exposed; Lumber DOL-1I60 ,,,tpPs. A' q<e'•, DOL=1.60 G E N S'• q plate grip 3) Provide drainage to water ���,� /� •�� �.�1•, adequate prevent pending. ; 4) Plates checked for a plus or minus 0 degree rotation about its center. 39380�- •�• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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, with BCDL=5.0psf. 7) Bearing at)oint(s)11 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacfty= of bearing surface. �,0 ,• ATE 8) Provide mechanical connection (by others) of truss to bearing plate at joh l(s)11. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 7 and 274 Ib uplift at �i�A'•. 1 P .� �� joint 11. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. O R ��� SSA • ' • •�\_�� �NA1...a%% oa. FL Cert. 6634 July 24,2014 ®wAwrr9e vaerdesy+Pa.an,ereaaaesvAno7rrcrvT6TSAxa rngrmm 9urRrpar6x7uzrAaepn.z4n ma r/u/xareerraxtule Design rolid for use any with Was connection. The design b based only upon parameters shown. and is for an indMdual touting component. ��• AppllcabigN of design parameters and proper Incorporation of compOnenl Is responsLgity of building designer -not Wss designer. trading shown Is for lateral support ofindi dual web members only. Addllonaltemporogbmcingloinsurestabiftydvdngconshucfonhi eresponsthUtyotthe MiTek' erector, Additional pemianent bracing of the overa0 structure Is the respomibllity of the building designer, For general guidance regarding fabrication. quality cgvonlmt storages. degvery. erection and bracinconsult ANSI/TPV quality CC2M3edo, DSB.89 and BCSI Building Component 69M Parke Eon Blvd. Sg, Pure faP� lumberia sspecdied,t a delslps value aietthose effeeuve 06/0f102.3 byALSC 14 If rely Tampa. FL 936104115 Job, Truss Truss Type Oty Ply ocZ704Moofmaln house-VegaRm T84]5011 27040.RF B1GE GABLE ] 1 Job Reference (optional! East Coast Trues, Fort Pierce, FL, 34946 7.530 s Jul 112014 Mnek lnducres, Inc. Thu Jul 2410:40:112014 Paget I D:ycgC70E3s bp6WYgMOE4 ayvU4P-xMWc2inLKFRBCAw50GhigODhJP78COreJRTDa2ywUo 5.10.0 5.10.0 2x4 II 2x4II Scale=120.11 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (lac) vdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 6-7 >999 240 MT20 244I190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) 0.00 S-7 >999 ISO BCLL 0.0 ' Rep Stress Inc( YES WEI 0.04 Horz(TL) -0.00 5 into IVa BCDL 5.0 Code FBC2010YTPI2007 (Malnx) Weight: 251to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 20 SP No.3 REACTIONS. (lb/size) 5=66/0.8-0, 6=102/3-B-0, 7=286/3-8-0 Max Horz 7=137(LC 7) Max Uplifts=-19(LC 5), 6=71(LC 5), 7=-126(LC 8) Max Grev5=66(LC 1), 6=128(LC 13), 7=286(LC 1) FORCES. (lb) -Max. Comp.JMax. Ten. -All forces 250(I1p) or less except when shown. Structural wood sheathing directly applied or SAG-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-D-0 oc bracing. Mnek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installatignoulde. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; save=2ft; Cal. II; Exit B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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) Plates checked for a or minus 0 degree rotation about its center. 1 ! 11;,,7I.r 4) Gable studs spaced atlus 2-0 0 oc 5) This truss has been designed,for a 10.0 psf bottom chard live load nonconcunent with any other Hve loads. ♦�,`,`PS A A •• • •. 4e .i 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 tell by 2-0-0 wide will���,0,.•� �� •,. c, E NS••, itle �. ••, 7l fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of w8hstanding 191b uplift at joint 5, 71 lb uplift at joint 6 and 126 lb uplift at joint 7. ,%`K ;' V ; �• 80 •� * 8) "Sembrigid pitchbreaks including heels" Member end bully model was used in the analysis and design of this truss. p. ATEAl R It Ca% N Al - [its FL Cert. 6634 July 24,2014 A NNWJM.Yenfr Se.gn s.—t:rs WAssiff r0TESLN7M5AM19 fhatarED MI1f1r11EJER£MEMGENfl-MJJ es. I/J9/IOIIaN69Ea5E Design vaUd for ... nty Win 1wok connectors. ID9 design b based arty upon passmelers shown. and is for an individval bulding component. NitApplicobllly of design parameters and proper Incospomllen of component u responsblity of bulding designer - not loss designer. Bracing shown isforl0terdsuppodofindMduolwabmembersooty, Addilionol temporry bracing to Insure stabrly cWng construction%the responsibility of the MOWerector. Additlonal permanent bracing of the overall sBudre um Is Ihesponstanty of the building designer, For general guidance regarding fabdcatlon. quality control. storage, delivery. erection and bracing. consult ANSI/IPI I punOry Cri eda, DSB-Bo and BCSl Building Component 69N Parke East BM. S M Information noble homJmss Plat¢ Institute, TBI N. Lee ?heal, Suite 312. Alexandr., VA 72314 I�]outhem Vsne�Sp� lumber Is sp ec itled, the destm values are thaw effective O6/U1/2013 byAtSC Tampa, FL 336104115 Job Truss Truss Type Oty Ply p2704U-Roofineln house -Vega Res . T6435a12 27ad0 RF 82 Monophch l 1 Job Reference r.ptionab EBSt coast TNSS, Fop Face, FL. 34946 7,5306 Jul 112014 MITek lneu5No9, IOC. he Jul 2410A0:122014 Pays ID:ycgC70E3s_bp6WYgMOE4 ayvU4P-Oy3 n2oz52Z1gKUH_CxMemsOoM7xTroV5Cm6UyuuUn Scale a 120.3 4x8 = LOADING(pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0.0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr - YES Cade FBC2010/TPI2007 CSI. TC 0.15 BC 0.08 WE 0.05 (Matrix-M) DEFLin Vert1) -0.01 Vert(TL) -0.01 Hom(TL) 0.00 (too) Well Ud 4-5 >999 ' 240 4-5 >999 180 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 30 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10.0 oc punks, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 be bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer [installation uida REACTIONS. (lb/size) 5=335/0.8-0, 10=97/0-3-8 Max Hom 5=81(LC 5) Max Upltft5=-118(LC 8). 10=-43(LC 8) Max Grav5=335(LC 1), 10=102(LC 13) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-291/109 NOTES- 1) Wind; ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf, h=25ft; B=45ft; L=2411; cave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) Plates 111 1 j1 T 1y�/ 3) This rusehas been designed for a 110.0 psf bottotm chord live load nonconcunent with any other live loads. "`S 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 ,O�P.. fit between the bottom chord and any. other members. `� .••�G E N j� •• 9 �� 5) Bearing atjolnt(s) 10 considers parallel to grain value using ANSITTPI 1 angle to grain formula. Building designer should verify capacity ,t\ V.��•e�ri of bearing surface. : 3938 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift atjoint 5 and 43 lb uplift aljoint� *. �• 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �. ATE rrillill S FL Ci 6634 July 24,2014 ®MArtMAL-Ye;ifrdeagn yanmehn xudAFAa NJRSLNThTfiAIID INSOafD NfmrRfr£FEM£MLC N!!-MlJ rex fJt9JI0l(B469EUSE DesignvaAd la use only Wth Wok connectors. Thus tleslgn b based any upon paromelea In. and Is for an lndlvlducl Wang component. Applioology of design pammetea and proper lncomoratlon of component a responsibiity of building designer- not Wss designer. Bracing shown Is for literal wpeod of individual ,rebmembers any. Additional temporary bracing to insure stoblnly during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the ovem0 shucture Is the responsibility of the building dedgner. For general guidance regarding fabrication, quality control storage, delivery erection and bmcing. consult AN51/TFI I Quality Criledo.3SB-69 and BC5l Building Component 69U Parke East Bind. Suite 312. Alexandria. yA pp23ld oloty I�lem Fme7SP� lumber ssspecdreds, the design Was, are Nose eHecbve �6 2 13/f013 by ALSC Salary l to rratkin va able hom 7mss Plaja In lltute.781 N. Lee Was, Tampa. FL n6l0-4116 Jab Truss Truss Type Oty Ply 1t27g40­Roofmaln house - Vega Res Ted3501J argot-RF C1G HiD Glmer 1 1 cask... ivss, roc Fierce, rU 34s46 �i 2 1-10-0 - 2- 0 4.2.0 4-2-0 0-0-12 1-7-4 2- 0 2014 Scale=136.1 9 l 3x4 = 3x6 = Sxe = 3x5 = 3x4 = 3.4 = 3x4 = ix4 I - 1x4 5.11.4 I 10-2-0 14-4-12 I leo-g 1880 181l 20. 0 CO 1.6.0 Plate Offsets (%y)-- P u 2-60 1.74 13:0-540-2-01 f5,0-1-8D-0-81170-540-2-0I 4.2-12 f13O-2-80-3-01 4-2-12 1-7-4 2- O Poo 1-6_0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Veri(LL) 0.09 13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.12 13 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2010/fP12007 (Matrix-M) Weight: 124 lb FT=0% LUMBER. TOP CHORD 2x4SPNo.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' 4-14,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 16=919/0-8.0, 10=91910-8-0 Max Horz 16=35(LC 6) - Max Uplift 16=619(LC 8), 10=-610(LC 5) Max Grev 16=926(LC 39). 10=926(LC 38) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-954/718, 3-4=-1260/930, 4-26=-1572/1044,5-26=-157211044. 5-27=-1598/1057, 6-27=-1598/1057, 6-7=12621930, 7-8=-953/718 BOT CHORD 14-15=-607/849, 13-14=-874/1278, 12-13=-874/1260, 11-12=-607/826 WEBS 2-16=-861/575, 2-15=-682/925, 3-15=-367168, 3-14=43V749, 4-14=-422/195, 4-13=-176/403, 5-13=-312/167, 6-13=-191/424, 6-12=420/197, 7-12=430/753, 7-11=-370/67, 8-11=682/924, 8-10=860/569 trifill 1) Unbalanced roof live loads have been Considered for this design. ,,,%- Ps i L f 1 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Dpsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; `��'\ O E•N Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 39; 3) Provide adequate drainage to prevent water pending. 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. _ ATE • (yy 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 16-619, Q'. 10=610. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `� i�,;<, T� gyp•,:%• ��`• -,' O R �� ss� ""• •' 75 Ito down and 64 to up at r connection be sufficient to 10) Hanand �\ �%% ���111111 A; _ 75 and t 53)lb p chord,Iided 16 0-0 on toll and 117 1b down andport 221 Ib up atre4-4.0, 1ted to down 641b up a down and 160 b up at 5-114 11"�`` and 153 to down and 160 to up at 14-4-12, and 117 lb down and 221 Ib up at 15-11-4 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOADCASE(S) Standard July24,2014 Continued on a e 2 ®NA(WfrG .Vedity Eo,4 Danne2n aed AFM!(JIFSGNTMSAM10 rM1VDrO MfRYRAFREME PA6EMI!-Ma3 rer. I/l4/30f4840.9ELL5E ■■■ Design vaBd for use only with b4Tek connectors. this design is based only upon parameters shown. and is for an lndmdual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer -not truss designer. Bracing shown Is for lateral support of t iNdual was members only. Additional temporary bracing to insure stability during constructlon B the responsibility of the Mire k' erector. Additional pemlanent bracing of the avem0 structure is the respomibli of the building designer. har general guidance regarding fabrication, quality control. storage,delivery, erection and brocing, consul AN9/IPII Quality Crrhat DSB-89 and Bar Building Component 6904 Parke East Blvd. Wait, lqt "MUgn 7vajoble from Truss Plate Institute. 781 N. Leaf suite 312 Alexandria. VAq $2314. Tampa, 133610-4116 I f Sou om Rme 5P lumber isspecdfed, the dmi vesare Nose eOecbre 06 01/2013by ALSO Job Truss Truss Type Dty Ply Ply 42T040.Roolmeln "use Rea 843601] 9040-RF C1G He Girder 1 1 Job Reference (option.11 East Coeat TNaa, F01 Pierce, FL 34e46 7.530 a Jul 112014 Walk Industries, Inc. Thu Jet 24 10:40:152014 Page 2 ID:ycgC70E3s bp6WygMOE4 ayvU4P-g717P4gsOURZhnDsf6me GOA10Kp818EE3ROjpyuuUk LOAD CASE(S) Standard 1) Dead ♦ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 1-3=70, 3-7=70, 7.9=-70, 20-23=-10 Concentrated Loads (lb) Vert: 3=18(F) 7=1 B(F) 15=10(F) 14=134(F) 12=134(1`)11=10(F) A WAAMM:. Vedfydesi, panewa and all MITFS GNTMSAM rM1WiD NIiF%RAFAEA2MGE N71M23 ma 112912014Bre9EW ■■■ Design valid for use only With el connectors. This design is based only upon parameters shown, and is for an individual nursing component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not two designer. Bracing shown 13for lateral supped of lndMdual web members only. Additional temporary bracing to Insure stability dul construction h the responsibllity of the MiTek' erector. Additional permanent bracing of the ovval structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, scroll delivery, erection and bracing. consult ANSIgPII Quietly Criteria, DR-89 and BCSI Bugling Component 6904 ParFa Eau Btytl. S lety lrrlormotlpn gvai7abiefdmjmss Phlelnptilute, 781 ti Lee Street.5uite312.Alemndtlo,VA2231d 1�5aut em me SP tumber sspecdre , the design values are those effective 08/Ul/3013by At5C Tampa, FL 33610.4116 Job Truss Truss Type Oly Ply p27o40-Roof main house-VOAa Ras 6435014 2704o-RF C2 Common 4 1 ' JobBefe f a East Cause Truss, Fort Piece, FL. 34946 7.0 0 3-2.0 3-3.0 Jul 112014 Mnek Indusldes. Inc. Thu Jul 24 Scale=1:34.4 04 = 7 R 3x4 = ago — 3x4 = 0 0-2-0 18-9.0 1 -0 1 fi0fil 8d0 8-4-0 1-G0 Plate Offsets(%Y)— 19,0-2-80-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) BdeO Ud PLATES GRIP , TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.08 8-9 s999 . 240 Ml 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL)' -0.16 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.55 Hoa(TL) 0.03 a n/a Na BCDL 5.0 Code FBC20101TP12007 (Matrix-M) Weight: 101 lb FT=0% LUMBER- BRACING - TOP CHORD 25,4 SP No.2 TOP CHORD BOT CHORD 2x4 SIP No.2 60T CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=813/0-8-0, 8=81310-8-0 , Max Hom 10=-82(LC 6) Max Upli1110=259(LC 8).8=197(LC 8) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 34=723/236, 4-5=-710/232 BOT CHORD 9-10=129/746, 8-9=137/744 WEBS 4-9=112/337. 3-10=-797/209, 2-10=332/173, 5-8=-789/171, 6.8=.330/164 Structural wood sheathing directly applied or Ill ad purling Rigid ceiling directly applied or 10-0-000 bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation flId NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Ops1; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and Tight exposed; end vertical left and right exposed; Lumber DOL=1.60 late r 1 1 grip lates 3) P checked for a plus or minus 0 degree rotation about its center. ��`°pals A� 4) This truss has been designed for a 10.0 par bottom chord live load noncencument with any other live loads. ��� �P. O •6 5) -This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will �� E N , '�-� fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 1001b uplift atjoinl(s) except m=lb) 10=259,, `% AA 3 plate - 8=1 * / J 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of Ntruss. ss. = / � 1 ;lam= ATE ..W S/O N A� 11,� FL Eert. 6634 July 24,2014 AMMwK, Yedl/Oeti}n yannaRnauERFAD Ml]FS6NTMSAA9IM1Lb0 MIIRIREFEflfMFMGfMfr-MAmr. I/t9/2ara&IG9EIRE ■■■ Design valid for use any Win Mnek connectors. This design is based only upon parameters drawn, and is for an lndhdval building component. Applicability of design parameters and proper Incorporation of component a responslb0ity of building designer -not truss designer. Bracing shown Is for lateral support of Ndidduel web members only. Additional lomporaq bracing to Insure liberty during construction b the responsibility of the MiTek' erector. Additional permanent bracing of the ovemU structure Is the responsibi iry of the building designer. For general guidance regarding twuldotlon, quality control. storage, delivery, erection and lewbg. consult ANSI/TPII Quality Citadel. DS3.6y and BCSI Building Component 6904 Parke East 13M. S loft' Information gv liable from Plate Inlitute. 781N Lee Sheet. Suite 312. Alex andria. VA yO23 d. I�Sauthem Pme 5P lumberrsspegiife�,the design values are Nose effective 06/01/201S by ALSO Tampa. FL 33610d115 Job Truss TN99 Type Oil, Ply fY17040.Raa1 mob 0ouaa-Vega Res T6435015 27NO-RF C3 Roof 9peGal 4 1 Job Reference fopfoDa East Coast Truss, Fait Piece, FL 34946 7AO 7.520 a Jul 11 7.11-14 Base: 3111'=1' 44 = 3x4 1-0.a 1.10.0 1N2-0 1 18-1-14 1-60 -4- ff -o 7-11.14 Plate Offsets(XY)— 11,0-0.00-D-15115.0-1-80-0-1211TO-2-80301 LOADING(psf) SPACING. 2-0-0 CST. DEFL. in (loc) I/deb I -Id PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 SC 0.46 Ven(TL) -0.14 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.52 Horz(TL) 0.02 13 Na n/a BCDL 5.0 Coda FBC201 DrrP12007 (Matrix-M) Weight: 911to FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. fib/size) 8=802/0-8-0, 13=616/0-3-8 Max Horz 8=97(LC 7) Max UpliftB=-254(LC 8), 13=-150(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 3-4=712/233, 4-5=-777/211 BOT CHORD 7-8=147/717, 6-7=.93/337 WEBS 3-8=753/190, 2-8=-346/180, 5-7=0/296 BRACING. TOP CHORD Structural woad sheathing directly applied, except end vertical$. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required crass limiting 'be installed during truss erection, in accordance with Stabilizer Installation NOTES- 11 Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psP. h=25ft; B=45111; L=24ft; eave=4ft; Cal. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL-1.60 plate grip 3) Plates cr checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,% ,.•� G E Ns'•. 9�l 0i 5t between the bottom chord and any other members. .� V SL. �.•,r[� 6) Bearing atjoint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity ,a — o of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) 8=254, 13=150. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :r1r �. ATE :��Z ��%% FL Cert. 6634 July 24,2014 AHArfMIL Verifrde.gn Nnmea=.n anONEAO MIESGNTNISAIW fM1LDfY MllfxafFER£MEMGENII)4)J my )/!9/I014BFSCAEIAE ■■■ Design valid for use only Win Nffek connecfom. This design B hosed only upon parameters shovm. and is for an individual building component. APPIIoablity, of design parameters and properincoiporation of component is respomearidy of building designer. not truce designee Brocmg shown Is for lai.rat,upp.rt of mdMducl web members only. Additional lemporary bracirg to insure dobl5ty during construction b the respomibi@ty of the WOWerecdor. Addilional permanent bracing of the overall structure Is the responsmIaly of the building dasigner. For general guidance regarding fobrimtlon, quality control storage, delivery, erection and bracing, consult AN51/IPII Overly Criteria, OSS-89 and 30I BaOding Component 69N Parka East Bred. Safety Information ava7oblehom]russ Platein tiNte.78114.me treel.Suite,312.AI onside. VA pp3I4. Il Southern Pme15p5 lumber is! pecdi% thedesignvetoesarethosele ecuve06r01/1013byAtSC Tampa,FL33610.4115 Job Truss Truss Type Oty Ply 01M)ul Roor mein house - Vega Res " T6435018 27040-RF 04 Half Hip 1 1 nF Rwfarw aw lnnfnnall hall Cost Tres., FOn Pleme, FL. 34946 7S30aJul 142014 MITek lnduelrlBS. Inc. Thu Jul 2410:40:172014 4315 3x4 = '3x4 = 3x4 = 4x8 = 64 15 JAV — 3x4 = 14 = 14 Sole-1:38.1 LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plates Increase 125 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 5.0 Cade FBC2010(TPI2007 CSI. TC 0.58 BC 0.57 WB 0.71 (Matftx-M) DEFL. in Vert(LL) -0.16 Vert(TL) -0.29 Hom(TL) 0.03 (Ibc) Udell Lid 7-9 >999 240 7-9 >667 180 14 n/a ma PLATES GRIP MT20 244/190 Weight: 1041b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, 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. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stall o e REACTIONS. (lb/size) 9=802/0-8-0.14=616/0-3-8 Max Ho¢ 9=189(LC 8) Max Uplift9=-223(LC 8), 14=-207(LC 5) FORCES. (Ie)-Max. CompJMax.Ten.-Allforces 250(I1b) or less except when shown. TOP CHORD 3-4=637/150, 6-10=99/390, 5-10=-99/390 BOT CHORD 8-9=267/723, 7-8=-267/723, 6-7=-157/538 WEBS 4-7=27/314, 4-6=-593/180, 3-9=749/171, 2-9=317/175 NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL-9.Opsf, BCDL-3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat, II; Exit B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 2) Provide plate tp DOL=1.60 ad adequate drainage to prevent water pending. `,.%%BPS t A 1 3) Plates checked for a plus or minus 0 degree rotation about 8s center. ,�� O� 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcument with any other live loads. `� ,••� G EN" • q '0 5) •This truss has been designed for a live IDatl c120.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will , ; ' �. .��•,? 8t between the bottom chord and any other members. 6) Bearing atjoint(s) 14 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity ,�, : • 39380�.--„ of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except 61=16) 9=223, 14=207. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. O , ATEID Afiii 1%,.�`. FL Cert. 6634 July 24,2014 A MANMI4.VeA(de.yn panmx Gnaad AFAn rA7f5eNTNlSANa fMlepm MLI£xafffn£MEMGENIf-)4l3 ren 112512014B4G5EIRE Design valid for use only Win N9Tek conneetem This design N based only upon parameters shown, and is for an and Victual busdmg component. ��• Applicability of design parameters and properlocomo allon of companem is responsibsily of buRdIng designer- not truss dedgner. Bracing shown Is for lateral wppod of individual wee memben only. Additional temporary bmoing to Insure stability during construction N the respombill of the MOWerector. Additional permanent bracing of the ovensO structure Is the responsibinty of the building designer. For general guidance regarding fabrication, civality delivery, erection and bracing. consult ANSI/PI7 Duality CCifferia,DSB-89 and Bat Bustling Component Sam Parka East BNd. gcontrol.storage, IcSauttiem Pule 15p� lumber iispelcifeie�,t adem,"valureessere N3olse eltfecvve O6r011)[013by AL&C Tampa, FL 336fa4115 Job Truss Truss Type Cry Ply M7040.Roof main house - Vega Rea T6435%7 27040RF CS Half Hip 1 1 Job Reference (optional) East Coast Trues, Fan Pierce, FL 34946 5-2.0 6.3-15 5x5 = 4 S-15 31= Scale=1:42.7 3x4 = 5X8 = a 14 3x4 = -... JF9 - axe - 2x4 II 1 1Lf10.0 11-10.0 1 133.15 1 1&1-14 1$0 Od'0 1M1f4n 1.515 4gl Plate Offsets(%YI- rVO-0.00-0-151 f4,0.2-80-2-7115,0.1-80-3.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) Wall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.19 7-9 -999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.34 7-9 -578 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.57 Harz(TL) 0.02 14 n/a n/a BCDL 5.0 Code FBC20107TPI2007 (Matrix-M) Weight: 1091b FT-O% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=802/0-8-0, 14=616/0.38 Max Horz 9=225(LC 8) Max Uplift9=-211(LC 8), 14=-193(LC 8) FORCES. (Ib)- Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 34=589/119, 4-5=-503/170 BOTCHORD 8-9=-301/759, 7-8=-301/759 WEBS 2-9=259/150, 3-9=-827/194, 3-7=-356/206, 57=220/648 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. 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 uide NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=25ft; 3=4511; L=24ft; eave=4ft; Cat. II; n., i18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 t GCp0 ; late ; c At/ pExp p 3) Provide adequate drainage to prevent water pending. ♦,,♦�TPIs ♦ r 4) Plates checked for a plus or minus 0 degree rotation about its center. ♦♦ O�.......... B ri ♦♦ , '�O E N S '• 9 rr 5) This truss has been designed for a 10.0 Pali bottom chord live load nonconcunent with any other live loads. 6)' This truss has been designed for live load 20.01on bottom In 3-6-0 tall by 2-0-0 % A� S' a of the chord all areas where a rectangle wide will 39380 fit between the bottom chord and any other members. 7) Bearing atjoint(s) 14 considers parallel to gram value using ANSI7TPI 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 wlthslandirlg 100 lb uplift atjoint(s) except (jt=lb) 9=211, :_ :�([ a=193. ATE �/: 9) "Semi-rlgfd pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. p• ((� rrrirC� c. O R 0 �''SS�0NAl �E�%%% FL Cert. 6634 July 24,2014 ®NARKING l/t9/20I46669f1Rf - Designvaldfo•use cm, Wth Woo cannecfors. This deslgn Is based only upon Parameters shown. and is for an Individual but component. ��• ApplioobTly, Parameters and deslgn Paramand proper Incorporation of component 4 responsbrity of building ding designer -not designer. trading shown u for lateral support of hoWdual web members only. Additional temporary bracing to insure stability during construction is the responsbilrily of the WOWerector. Additional permanentbrocing of the overall structure Is the responsibility of the buildfr g designer. For general guidance regarding fabdcotlon. quality central. storage, delivery, erection and bracing. consult ANSI/Fll Quality CMeda,OSS-89 and SCSI Building Component 69% Peps East BNd. Safety lnformallgn pable from pms Flatgln;titute.781N. lee Street, Suite 312 Alexonpda, VA2114. Ii Southard pme�5�) lumbers spec lr ,the design values ue these effective 0601/2013by ALSC Tampa, R 3381"115 Job Truss Truss Type Oty Ply fR7040-Roofmaln house -Vega Rea T6435010 27040-RF CB Half Hip 1 1 Job Reference o 'o East Coast Truss, Fort Plerce, FL. 0494a 7.530 s Jul 112D14 MTek Industrial. Inc. The Jul 24 10:40:18 2014 Pagel I D:ycgC70E3s bp6V✓YgMOE4 ayVU4P-EIRG15skhPJBYFyRKEJLcvOlsDHjK3fgwlfSKByuuUh 1 1-1ao 7-1ae 163-15 i fe-1.14 1.1ao ao41 7-se 2-9s15 5.00 12 51 64 11 Scale=143.7 6 3x4 = 1x4 II 4x8 = ux4 — 4x4 = LOADING (psi SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.70 TCDL 15.0 Lumber Increase 1.25 BC 0.58 BCLL 0.0 ' Rep Stress Ina YES WB 0.54 BCDL 5.0 Code FBC2010rrPI2007 (Matrix-M) LUMBER. TOP CHORD 2x4 SP No.2 SOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (Ib/size) 10=802/0-8.0, 14=616/0J-8 Max Horz 10=280(LC 8) Max Upliftl0=197(LC 8), 14=-207(LC 8) FORCES. (Its) -Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown. TOP CHORD 2-3=923/131, 3-4=-946/225, 4-5=837/272, 6-7=207/591 WEBS 2-10=.762/190, 5.7=571/244, 3-9=-523/251, 2-9=60/765, 5-9=-262/710 DEFL. in (too) Udell L/d Verb-L) -0.25 7-9 >764 240 Vert(TL) -0.46 7-9 ,420 180 Hom(TL) -0.01 14 n/a Na 14 a 3x4 = 31 = PLATES GRIP MT20 244/190 Weight: 113 lb FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purllns, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 0o bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with' Stabilizer Installat on guide. NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Val24mph; TCDL=9.OpsY BCDL=3.OpsY h=25ft; B=450; L=24R; eave=4ft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage water about t 1 q III�,' 4) Plates checked forde plus or minuevent s 0 degree rotation its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcumem with any other live loads. A' `�%%`1P$ • �e 6) - 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 tell by 2.0-0 wide will 1� �,. �� G ENS'' 9 fit between the bottom chord and any other members.E..•�•,� •• 7) Bearing atjoinl(s) 14 considers parallel to grain value using ANSIffPI 1 angle to grain formula. Building designer should verify Capacity $0 of bearing surface. 8) truss 1OD He except 10-197 lir Provide mechanical connection (by others) of to bearing plate capable of withstanding uplift at joint(s) (jt=lb) 14=207. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .•• ATE :��/� % FL Cert. 6634 July 24,2014 AN.UtNIAG.YaM/OeynF+nma¢n+uCflFA0 M1FfeN]MSAND fM1U0ED MfRxftfFFflFMEPA6£Nlf-1913 run 1/!9/lJIIflff69EaaE Design valid for use only Win V ilek connectors. This design as based only aeon parameters shown. and is for an IndMdoat building component. Applicabily of design parameters and proper incorpomlion of component b respomiassy of building designer- not true designer. Bracing shown m� Is for lateral support of Individual web members only. Additional temporary braddg to Insure slabilduring construction a the msponsibIlly of the MiTek' erector. Additional permanent anal of the overall structure is the respond lily of the building designer. For general guidance regarding fabrication. all control, storage.delivery. erection and WaCl➢g. consult ANSI/IPI10uegty CMeria,DSB-89 and Sal Building Component 69% Parke Feat Blvd. Safety lnfoo l9n �a�ble from Truss Plata hallute.781N. Lee Sheet. Suite 312. Al.,o,rga. VA 2231a 01:6013 by ALSC Tampa, FL 33610-4115 If Sou em Pme sa lumber is specified, the design values are those effective Job Truss Truss Type Dty Ply p270d0.Raol main house -Naga Res T643s019 27010�RF 07 Half Hip 1 1 b Ea5I coast TN9a FOM1 Pierce, FL. 34940 7,530 a Jul 112014 Mgak Industrial. Inc. Thu Jul 24 1.10-0 8-0E 7.5.9 2.9�15 SxS= 2x4= Scale =1.49.7 lx4 II 1x4 II 10 a 7 Sell = 1x4 I 4xB = 3x4 — 4x4 = 3x4 = 3x4 = -& - 0 0 16.1-1 14101}4- ee6 10.10 Plate Offsets(XY)- 150-3-40-2-12115:0-2-40.4-31 f6*0-3-BO-2-01 f11'0-2-OD-0-111 LOADING(ps0 SPACING- 2-0-0 CSI. DEFL. in (loc) gdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 -TC 0.70 Vert(LL) -0.25 7-9 -764 240, MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Vert(TL) .0.46 7-9 >420 180 BCLL 0.0 • Rep Stress Ina YES WB 0.54 Horz(TL) -0.01 16 n1a n1a BCDL 5.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 11816 FT=0% LUMBER. TOP CHORD 2x4 SP N0.2'Except' 5-11,11-12: 2x4 SP No.3 BOT CHORD 2x4 SP NO.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=802/0-8.0, 16=61610-3-8 Max Hoa 10=280(LC 8) Max Uplift1D=197(LC 8), 16=-207(LC 8) FORCES. (III -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=923/131, 34=-9461225, 4-5=-837/272, 6-7=207/591 WEBS 2-10=-762/190, 5-7=571/244, 3-9=-523/251, 2-9=-60/765, 5-9=-262/710 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. JOINTS 1Brace at Ala):6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- 1) Unbalanced root live loads have been considered forthis design. 2) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cal. It; Enip cl.,18; MWFRS cantilever left and right exposed end vertical left and night exposed; Lumber DOL-1.60 1llllArt.,, (directional); ; late ; GCpl0 pExp 3) Provide adequate drainage to prevent water pending. ,,,,jilts 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. .%`O� *1.........�e %% ,•'�C E S''• N !� ; ' V 6) • This truss has been designed for a live load of 20.0ps/ on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will +% 8 �—�, ;t fit between the bottom chord ' 0 and any other members. 7) Bearing at )oinl(s) 16 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity- of bearing surface. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Jolnt(s) except (t=lb) 10-197^ :f(� 16=207.ATE 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andror bottom chord. Q'• /(/ �01�T•• pFs+ • o R � . C? ��` t.,t�S N A' E fp %%% FL Cert. 6634 July 24,2014 AxNWfIG.vmYr Ragn paramesn,u4aFM AOT[scHTNrsM0 rM11,0FD XtiFXNfFFaFMFMG[nrr. T07J as.. 11012014ep1,B£W Dengnvalld ForuseontywSih M,Tekconnectas. This deighhbased only upon parameters shown. ondls forommolvidualbuldmg component. ��• APplicabllilyof design parameters and properincoPomtion of componenth msponsibTAy of burding designer- not buss designer. Bracing shown Is for lateral support ofindMdual web members only. Additional tempororybmcing to Insure stability during consimdion is the responebUty of the WOWerector. Additional permanent bracing of the overall structure Is the responsDirty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bocing. consult ANSITPil Quarry Ciferlo, 058.89 and SCSI Building Component 69% Perils East law, Sotair1 f0lmofign gqvo'oble From Truss Plate lntttiMa.781N. Leo S5heet. Suite 312, AlexonCda.,Uq I4. If south, Pme15P�5umberisspecifiesf, thedisita tiesamethaseeffective 060 /20136y ALSO Tampa, FL 336IU115 Job Truss Truss Type Oty Ply tl27040.Roof main house -Vega Rea ' T6435030 27040.RF ce MonopXch 2 1 Job Reference O 0 Fast Coast Truss. Fort Plural FL. 34946 7.530 a Jul 112014 Miek 1.1" , 808 &1-10 1 41.14 3x4 = 1.4 II 4xB = 3x4 = 34 = LOADING test) SPACING- 2-0-0 CS]. TCLL 20.0 Plates Increase 1.25 TC 0.58 TCDL 15.0 Lumber Increase 1.25 "BC 0.70 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. lb/size) 10=802/0-8-0, 15=616/D-3.8 Max Harz 10=305(LC 8) Max Upliftl0=-178(LC 8), 15=-226(LC 8) Max Grav 10=802(LC 1), 15=648(LC 13) DEFL. in (too) Well L/d Vert(LL) -0.29 7-9 -663 240 Vert(TL) -0.50 7-9 >366 180 Hcn:(TL} -0.03 15 n/a fast Scale =1:45.3 3x4 3x4 = 15 PLATES GRIP MT20 244/190 Weight: 114 lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6.0-0 oo bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer installation oulde. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=.905/B7, 3-4=908/166, 4-5=835/204, 7-11-188/581. 6-11--188/581 BOT CHORD 9-10=-276/111, 8-9=121/341, 8-16=-121/341, i6-17=121/341, 7-17-121/341 WEBS 5-9-2151629, 5-7=-5811251, 3-9=4361211, 2-9-3f729, 2-10=-782/182 NOTES- 1) Wind: ASCE 7.10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsb h=25h; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late grip lates r checked for r a plus or minus 0 degree rotation about its Center. '`.%%,`ffNS Aq y���� 2) P 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurent with any other live loads. �� �........... 4) • 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 ,�` �O ,• G 1•' • '9 ��� fit between the bottom chard and any other members, with BCDL= 5.Opsf. ; ;' V �•.� 5) Bearing at join((s) 15 considers parallel to grain value using ANSI7rPl 1 angle to grain formula. Building designer should verify Capacity 938Q.. of bearing surface. 6) Provide mechanical Connection (by others) of truss to beefing plate Capable of withstanding 1001b uplift at joint(s) except at=lb) 10=178C * :• 15=226. 7) °Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. : �0. ATE �U F O N AIiIIIIII' 1tito �tJ,`�� FL Cert. 6634 July 24,2014 ®NARNIfG Venfl Qetk7n yanmecnaaQ/IGD MRS6NTMSAXD (aQWEd MIRi(aFFFREMEMLEMff-MJJrcst I/l9/lafeBe0flE16E ■L�� ■■■*e Design valid for use only with Mnak connectors. this design Is based only upon parameters shown. and is for an lndlVdual building component. ApielloobYN of design parameters and proper incorporation of componenta resporebllity of bulling designer- not truss designer. Bracing shown -.Y�• r Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablity during construction B the respansibXOy, of the WOWerector. Additional permanent bracing of the overall structure Is the respomibility of the building designer. For general guidance regarding fabdcatian. quality central storage.delively, erection and brocing. consult ANSI/fPlt OuaRy Criteria.DSO.99 and SCSI Building Component 6964 Parke East Bind. Safely lnformctlpn t �ble homiruss Plate lnslilele,781 N. Lee Intel. Suite 312, A1¢_xanddo. VAlnl,l. If Southern Pme S ltlmbens specified, the design va ues are those effective 06 Ol/2013by ALSC Temisz. FL S3810.4116 Job Truss Truss Type ply Ply a27040.Roof main house - Vega Res 8435021 27W0.RF C9 Manop9ch 3 1 I r to o ti e East Coast Truss, Fod Plerce, FL. 34946 R 12 3.4 3x4 = 2x4 II = LOADING last) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.69 TCDL 15.0 Lumber Increase 1.25 BC 0.74 BCLL 0.0 ' Rep Stress [nor YES WB 0.51 BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-11: 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. (Ib/size) 12=802/0-8-0, 13=63910-2-14 Max Hoa 12=390(LC 5) Max Upliftl2=239(LC 8), 13=171(LC 8) Max Grav 12=802(LC 1), 13=659(LC 13) &1-t0 41-14 DEFL. In (loc) DdeO L/d Vert(LL) -0.28 8-9 >702 240 Vert(TL) -0.51 8-9 >380 180 Hoa(TL) 0.06 13 n/a Na Scale=1:45.5 13 34 i Id 1; PLATES GRIP MT20 244/190 Weight: 10516 FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. M1Tak recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer installation guide. FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1113/260, 3-4=-1156/272, 4-5-11911339, 5-6=1110/377, 8.13=659/171 BOT CHORD 9-10=-549/1128, 9-17=-184/440, 17-18=-184/440, 8-18=-184/440 WEBS 2-12=-689/207, 2-10=-244/1049, 10-12=-420/90,6.B=640/244,4-9=-378/184, 6-9=249/844 NOTES- 1) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.Opsf h=25ft; B=45ft; L-241t; eave=off Cat. it: MWFRS (directional); cantilever left right exposed; end left and right exposed; Lumber DOL=1.6D Enip I / : .18; and vertical A PExic lata DOG1P60 2) Plates checked for a plus or minus 0 degree rotation about his center. `,,,,gPs ', • • •4 ♦♦♦ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurant with any other live loads. 4)' 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 willE.,'.•,c` ,�� �\v` •,. & `� .,•'fit; EN"'. •q Id between the bottom chord and any other BCDL= S.Opsf. :t 80 members, with 5) Bearing 13 to ANSIRPI 1 to formula. Building designer should verify capacity "ram• '" at joint(s) considers parallel grain value using angle grain * ,' 01 bearing surface. — 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 13. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 12=239a 3=171' - ATE 8) "Semi -rigid pftchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. �0 •• IL ♦♦i♦ �� p 0 R % ♦♦,S&/ONAll- ``%. FL Cert. 6634 July 24,2014 AKAIfNIW Yetlll desg�/anneRa sutl PE1D M]FS6N7MSANp)M110FD NfIH(PAFa£ME P.WCNfI-NTJ na I/I9f1014M69F1AE - DeslgnvoiidfaruseonlyWinMarekeonneclos. This design 6 based only upon parameters shown. and is loran indNdual bVdd'mg component. SolApplaabmly of design parameters and properincorporation of companeal Is resporelanty of buildingdesigner-not truss designer. Bracing shon Is for lateral supped of Individual web members only. Additional temporary bracing to insure stcbilty during construction is the resporelbllify of the MiTek' .recto, Additienal pennbnent tabbing of the ovemA structure Is the sespombi5ty of the building designer. For general guidance recording fobriccllon, quality central. storage, deWe, erection and bracing. consult ANSI Nl Quality Cdtedo,DO-BS and SCSI Building Component 6964 Parle East Blvd. ' 5afetyleformall9e ava'ablefromjruss Plate Institute. NI Lae Streef.SvRe312.Aleun;fd. V9 14. I/Socall Prue15P� lumberisspe<died,thedeversvalues are those eHec[sve06 01/2014 byAISC Tampa.FL336fOd115 Job Truss Truss Type Oty Ply Q704oR0ofinelnh..,e-Vega Rea T6435022 2704PRF C10 M.mmuch 1 1 b a seas coev uuaa, ran v,ene, rL 34946 7.530 a Jul 112014 Mires 1-10-0 646 6.1-10 41-14 Scale=1:45.5 3x4 = 1.4 11 4x6 = 3x4 = 3x4 = t.&D 0_ 6A8 10.349 LOADING(psf) SPACING-. 2-" CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.34 7-9 >564 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0:77 Vert(TL) -0.58 7-9 >333 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.60 Hoa(TL) -0.01 10 Wa me BCDL 5.0 Code FBC2010/rP12007 (Matdx-M) Weight: 1051b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD . Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 1Row at midpt 6-7 Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation gulde, REACTIONS. (lb/size) 7=63910-8-0, 10=60210-8-0 Max Horz 7=405(LC 7) ' Max UPIifl7=-171(LC 8). 10=-239(LC 8) Max Grav 7=687(LC 13), 10=802(LC 1) ' FORCES. (I e)- Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 2-3=906/206, 3-4=899/285, 4-5=-8141324 - BOT CHORD 8-9=0/437, 8-14=0/437, 14-15=0/437, 7.15=01437 WEBS 2-10=-787/245, 3-9=-434/212, 2-9=-106/794, 5-9=205/640, 5-7=-597/227 ' NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=3.OpsY h=25ft; B=45fl; L=24ft; eave=4fl; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vedical left and right exposed: Lumber DOL-1.6 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 nonconcumenl 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, with BCOL=S.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 It, uplift at joint 7 and 2391b uplift at joint 10. .6) "Semi -rigid pitchbreaks including heels" Member end rosily model was used in the analysis and design of this truss, Al FL Cert. 6634 July 24,2014 Ahr R lsa-Cedt".'s ,yanme@na dfubta MRsclvwsA IrQtoo HIIFxeLfFflFMEMGL M11-M13 re. I/B/Zol. Cg M Design volld for use only Win MTek connectors. This design is based only upon paramefen shown. and is for an indivfuol building component. Applicalorly of design parometem and proper lncomoration of component Is responsblrty of buiding designer- not truss designer. grocing shpvm r Is for lateral support of Individual web members only. Additional temporary bracing to insure stabihy during construction is the responsaiSty of the WOWerector. Addifonal per,nanani bracing of the avatar sltuclure is the respotsbOy of the bullding designer, For general guidance regarding fabrication, quality storage. delivery, erection and bracing, comull ANSI(1P11 Quality Cp72it3ed,05!-6B and 1101 Building Component 69M Parke East BW. - GGconttprol. SIlqulleraPine`SP'heralber 3stam specifie J, tthe des an salues, are Suite eltfeelive 06/Olf1013by ALSO Tampa, FL 336104716 Job Truss Truss Type Cry Ply 027U4 Roof main house - Vega Rea T8435a23 2704aRF oil mac' ch 8 1 1 I Job Reference I tB31 { .sim 1Nia. I-OII YIeres. I-L U4946 7.5JU 3 JUI I I zol- """s umer0Is In.. Inu Is Is l V:au:lJ+ula rega l ID:ycgC70E3s_bp6WYgMOE4 ayvU4P-ukdN_OocslhrSU3T%hjAvrlrpCW7gmBxmlyKewyuVUm 1-1D-o 7-10.6 F 14.0-0 1e-9-0 1.1ao 6a6 - 6.1-10 d-90 R 8 3.4 = 1x4 II 48 = 3x4 = 3x4 = Scale =1:46 9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.43 7.9 >466 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.73 7-9 >277 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.69 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix-M) Weight: 1071E FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 5-7-3 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1Row at midpt 6-7 MTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/sae) 7=663/D-7-0, 10=826/0-8-0 Max Mom 10=418(LC 7) Max Uplift7=-178(LC 8), 10=-244(LC 8) Max Gran, 7=712(LC 13), 10=826(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-3=953/214, 34=943/293, 4-5=-866/331 BOT CHORD 9-10=-421/218, 8-9=-179/429, 8-14=-179/429, 14-15=179/429, 7-15=-179/429 WEBS 3-9=429/211, 2-9=.113/839, 5-9=-198/644, 5-7=-621/239, 2.10=-815/249 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf h=25ft; B=451t; L=2411; eave=4ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and night 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 nonconcument 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, with BCDL= 5.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1761E uplift at joint 7 and 2441E uplift at Joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. t�IIIIIII, ,FS A. • GEN V FL Cert. 6634 July 24,2014 ®HABMHa-VeNldesgn panmeren+o4RFilD AamYDNTMSAlA IMlaem NllFxfiEFFaF1K£nIpEN7l-M73 mr. Lt9/S01laFF49fe5E ■■■■■■ Design valid for use only with herek connectors. This design is based only upon parameters shown, and is for an individual building component. Appllc-IaMy of d.s1gn parameters and proper Incomomllon of components responsibility of building designer- not fuss designer. Bracing shown Is for lateral wpped of indrodual web members only. Additional lemporarybracing to Insure stablity during construction a 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 brocing. cams ANSI/SPIT guests, C4fedo,DSB-89 and BCSI Building Component 691M Parke East BIW. S 1 by far ormatlgn qq ogqablefomhues Plate WlituleJBIN.W. Steel. Suite 312, Aiexcndda, Vqq Y111 I father, plsre 15P/ lumber Is specified, the degrn vauesarethaneeffective06 ol/1013by ALSC Tampa,FL3361a4115 Job Truss Truss Type Div, Ply a21O40-Roofmain house -Vega Res 6435024 2]0s; L12GE Mo52T supported Gable 1 1 .bit Reference (onfionall Fast Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 Minsk Indusldes, Inc. Thu Jul 24 10:40:13 2014 Page 1 ID:ycgC70E3s_bp6W/gMOE4 eyvU4PukdN_OOcsihrSU3TXhjAvrizZCeAgupxmlyKewyuuUm 18-2-0 Scale: 1W=1• 3x4 = 21 20 19 18 17 16 1.4 II ix4 II 1x4 II 1x4 II 3x4 ce 1x4 II ann5 11 1x4 II 1x4 II 1x4 II 3x4 II I id0 . 18-2-0 t ilia 16-8.0 Plate Offsets (X Yl- 117*0-1-8,0-1.81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/de8 ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) .0.00 12 n/a nla BCDL 5.0 Cade FBC20101TPI2007 (Matrix) Weight: 113 lb FT=0% LUMBER. BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOTCHORD OTHERS 2x4 SP No.2 WEBS REACTIONS. All bearings 16-8-0. (Ib)- Max Horz 21=408(LC 5) Maul All uplift 100 lb or less atjoinl(s) 12, 13, 14, 15, 16, 18, 19, 21 except 20=283(LC 5) Max Gmv All reactions 250 Ib or less at joints) 12, 13, 14, 15, 16. 18, 19, 20 except 21=468(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=.316/108, 2-3=-340/103, 3-4=-266/95 BOTCHORD 1-21=-80/320 Structural wood sheathing directly applied or 6-M oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 11-12 MTek recommends that Stabilizers and required cross bracing be inslalied during truss erection, in accordance with Stabilizer Installation au'de WEBS 2-21=-255144 i 1) Wind ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; -^ PS , A q Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 O\v<e .,•� E'iv s •'• 9 �� plate grip DOL=1.60 ,�� + /�� �. �,.'••?i ,• y '•:1 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 3938 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. •' :f[[ 6)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will —• : ((y + •, ATE fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 12, 13, 14, 15, 16, 18, O 1� T••a T �j, 19, 21 except (jt=11g) 20=283. 8) Non Standard bearing condition. Review required. "Semi-ri9id �1' p R `IjSLS/ • •�� �% % 9) pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ///,ION A `%% "` FL Cert. 6634 July 24,2014 ®WA4MlG Yemdetgn yaramesn aolAFAD fAIFSGNTNIS.WaIIPSWLa MlrirftFFFfl£MEM6EMff-J413 mr. Ill9/)Or4aliep£ll5E ■• Design valid for use only Wth MTek connectors. Ths design 4 based only upon parameters shown. and is for an Individual building component. Applkability of design parameters and proper Incarceration of component *a responsibility of building designer- not fvu designer Bracing shown `�� Is for lateral wpporl of Individual web members only. Additional temporary bracing to insure stability during construction u the responsibility of the MiTek' erector. Additional permanent bracmg of the overall structure is the respomibllity of the building designer. For general guidance recording fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/7PII Crustily cited, DSB-89 antl BCSI sarong Component 69N Parke Best BIM. Safety lnlorma ton va bie ham Tmss Plpfe In fiNteJal N.lea Sheet, Suit 312. AI xondria, VA 2314. rSouthem�me7SP)sumherlsspecdie�,thedessgnvaluesaretgsosee evuve06 0112013byA1SC Tampa, FL 33610.4115 Job Truss Truss Type Oy ply z27149-Re11 main house -Vega Res TW35025 27040-RF DIG Hip Girder 1 I Job Reference a East Coast Truss, Fort Pleme, FL. U946 34 = Slat = 4.4 = 1.4 II 341 = 7.533 a Jul 112014 Mrtek Industries. Inc. The Jul 2410.40:212014 14 C Scale-1:29.5 LOADING(psf) TCLL 20.0 TCOL 15.0 BCLL 0.0 ' BCDL 5,0 SPACING- 2-0-0 Plates In1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010?PI200T CS'. TC 0.93 BC 0.71 WB 0.25 (Matrix-M) DEFL. in Ven(LL) 0.19 Ven(TL) 0.17 Horz(TL) -0.00 (loc) udeg Ud 9 ,50D 240 9 >565 ISO 7 n/a n/a PLATES GRIP MT20 244/190 Weight: fib b FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP N1.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 0c purl ns, except BOT CHORD 2x4 SP N1.2 end verticals. Except: WEBS 2x4 SP N0.3 _ 6-0-0 cc bracing: 7.12 BOT CHORD Rigid ceiling directly applied orb-0.0 cc bracing. M7ek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Iblsize) 10=444/Mechanical, 7.455/Mechanical Max H0r210=163(LC 30) Max Uplift 10=449(LC 8). 7=-447(LC 8) ' Max Grav 10=500(LC 38). 7=523(LC 38) _ FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-244/329, 3-4=-223/371, 4-5=-292/368, 6-14=429/457, 2-10=-367/347, 7-12=-513/465, 5-12=-531/481 BOT CHORD 9-10=-273/218, 8-9=270/212 WEBS 3-9=278/250, 3-8=.555/455, 5-8=-430/385, 13-15=606/574 NOTES-ds live ldered qi, have been for W d: ASCE 7-10; Vuh) Unbalanced roof 1i gust) Vasd=124mph; TCDL=9.Opsf BCDL-3.0psf, h=25ft; B�5ft; L=241t; eave=4ft; Cal. g;\�`�pxS a160mph (3-second Exp B; Encl., GCpi=0.18; MWFRS cantilever left end vertical left and right exposed; Lumber DOL=1.60 �,•'�G E N S'• eqAA i, (directional); and right exposed ; plate grip DOL=1.60 `�� /�� V �. •,=fy.� 3) Provide adequate drainage to prevent water ponding. - �� - 3938 4) Plates checked for a plus or minus 0 degree rotation about its center. *. : 5) This truss has been designed fora 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. ar • Xx Z 7) Refer to girder(s) for truss to truss connections. . ((/ ATE 8) Provide mechanical connection (by others) of Imes to bearing plate Capable of withstanding 1001b uplift at Joints) except (jt=1b) 10=449, i 0. 7=447. .� c '. 9) "Seml-rigid pitchbreaks including heels" Member end fully model was used in the analysis and design of this truss,/(� d 13B Its up at l be sufficient to support concentrated (3-s) 154 Its down n 10) Hanger(s) or other Connection •'• i7 R 1 ••' G•\ � �'`� 134 Ill up(at 4-11ol 0-0 n top chard, and 161 to dam and 96 to up atded 6-0, and 161 lb lb and 296 16 up 3-6-0, and 181 down a d 111111 at 49-4 on honour chord. The design/selection of such canneGion devices) Is the responsibility of others. t 1111 11) In the LOAD CASE(S) section, loads applied to be face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 July 24,2014 Continued on Daqe 2 Al"Wilike."READ ngrssex7xnAMs 3nnwmnrmrRsrFRsxSsrAas2rn-1973 m. sur"1201.890sll ■■■ Design volld force only wth Walk connectors. thin design based only upon parameters shovm. and is loran individual building component. ��• Appilcobily, of design parameters and properincorporallon of components responsblity of building designer -not truss designer. Bracing III IlforlatoralsupportafindMdvaivrebmembenony. Additional temporary bracing to Insure stability during construction is the responsibilOy of the �q MITek* erector. Additional permanent bracing of the evened structure is the responsibility of the bvllQmg designer. For general guidance regarding fabrkalbn. quality storage, delivery. erection and bracing, consult AN9AP11QualityCriteria, DSB.89 and BC5l Building Component 69N Parka East SIW. Qcentrol Syaui ioers PRne15Pilumber isspecifie,ititieclosvinvaluesarelthoseelflieCuire O6/Ol/1013by ALSO TemPa, FL 33610<116 Job Truss Tribe Type Dty Ply 4,27040-Roof mein house - Vega flea I T6435025 27040-RF DIG Hip Glrear 1 1 Job Reference 0 East Coast Truss, Fad Piece. FL. 34946 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ply Vert: 1-2=70, 2-3=-70, 3-4=-70, 4-5=-70, 5-5=-70, 7-10=-10 Concentrated Loads (D) Volt: 3=-30(F) 4=30(F) 9=17(F) 5=17(F) "Wa n s Jul 2a14 mu ea smatmes, Inc. me JUI 24 10:40:22 2014 Page 2 ID:ycgC70E3s_bpGVJYgMOE, eyvU4P-7TgmtTvFkegal sFCZ4OHmIANLgcdGxAGredlTvyuuUd ®W,UWIM Yerif(detga panmeren abflLlD Ap7FStlNTIRSAND fM1100 MIIFKREiFAEMF(+AGEMfI-M)J /e+1i19/faf4sA69ElEE ■ Design vogdfor use only with Mffek connectors. This design b based Dory upon parameters si and is for an individual building component. ��• Applicability of design parameters and proper lncerpomEon of component Is responsbllity of building designer - not truss designer. Bracing shown Is for lateral supped of NtlMdual web members c*. Additional lempormy brocing to insure stability during construction b the responsoUty, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quality storage, doWery. modbn and seems. consull ANSI/IPII OUo6ty Cyprlllada.DSO.89 and BCSI Building Component 69M Parke East BIM. tfalancalion. vcontrol, Il Soufthern p ne 1S�llumber is speciified,�Ithe desimp val�lare N3oie effettidve 06/Ol%4f023 byALSC Tampa. FL aa61D4H5 Job Truss Truss Type Div Ply, p27040.Roor men house -Vega Rea T64]5o26 2]040.RF D2G MaOopxch order 2 1 a a East Coast Truss, Fort Pierce, FL. 34946 4o 7.530 a Jul 112014 f4Rek Indusnes, Inc. Thu Jul 2410:40:22 2014 Page 1 ID:ycgC9OE3s_bp6WYgMOE4_ayvU4P-7TgmlTvFkegalsFCZ4OHmLAaOgmsG FGredlTvyuuUd Books=1:14.6 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Hom(TL) -0.00 4 rda Na BCDL 5.0 Code FBC2010TPI2007 (Matrix-M) Weight: 241b FT=0% LUMBER- - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 6-0-0 oc bral MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 4=144/Mechanical, 5=63610-8-0 auide. Max Harz 5=97(LC 7) Max Uplift4=-150(LC 5), 5=-488(LC 8) Max Grav 4=173(LC 27), 5=636(LC 1) FORCES. (lb) -Max. CompJMax.Ten. -All forces 250 fits) or less except when shown NOTES- 1) Wind; ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3,Opsf. h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.6C 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 psl bottom chord live load nonconcurent will any other live loads. 4) - This truss has bean designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 241-0 wide will fit between the bottom chord and any other members. 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 to uplift at Joinl(s) except Qt=lb) 4=150, 5=488. 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) 473 Its down and 4571Is up at 2-4-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility o1 others. 9) In the LOAD CASE(S) section, loads applied to the lace 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: 1-3=70, 4-6=-10 Concentrated Loads (Its) Vert: 9=-445(B) FL Cert. 6634 July 24,2014 ®NAFA'fAC YertrlQe+9^ pann¢Nn auQflEN MTES LNTMSAND fM1LD0Nf1F%REFfflFMFINGENII-M)3 re¢ I/l9/Sa148}69EIaE Design valid for use only with Way: This design is based any, upon parameters shown, and is for an individual building component. Applkab1 ty of design parameters and proper Incomoratlon of component is responsbirly of building designer- not tools designer. Bracing shown Is for lateral support of ndividual web members only. Addifonal lemporary bracing to name stability during construction *a the respanslbUty of the MiTek' erector, Additional permanent bracing of the overall structure is the responsibility of the bulltling designer. For general guidance regarding robsica0on, quality control, storage, delivery, erection and bradng. consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Bonding Component 69,M Parke East Blvd. Sal tylnlormpllgn va'oble hom Jruss Plolg l htute,781 N. Lee Sheet. Suite 312 Alexandria. VA 22314 If �outhem pme�Sp� lumtIC(Uspecib , the design values are: effective Q6/01/2013by ALSC Tampa, FL 33610 d115 Job Truss Truss Type Oty Ply a27"aft.deraln house -Vega Res T843502] 27040.RF J1H Hlp Girder 1 1 Job Re/erence (aofonall caw wa., ...... r •.. re. onmo r.so , ID:ycgC70E3s bp6WYgMOE4 ayvU4P.URUfwAzOZASs7d89Mtl STouHzrKAx3k7 wL386yuuUy 1.]-12 7.aa II.s9 1s.9.s eon-2 2es-14 xe-e-11 �u-i s]an bz-e-o 4aen h,T-u 1 su i ass i 4S-13 1 4a13 I 4-3-13 i 4a13 1 a3.63 1 ass 1 szu 1 M Scale=1:TF.5 2x4 11 _5.0012 SxB= 5x3 3.4 = 5x5 = 34= 5x5 = 3x4 = 3x4 = 3 33 4 34 35 36 5 37 38 39 640 741 42 8 43" 45. 9 46 47 48 1049 50 51 11 - rgam=Noroo' Ill a M paid 26 25 24 21 t9 16 84 15 1862 14 52 5522 56 57 58 20 59 60 61 83 17 es 34 = 74 44 = 5x5 = 4.10 = 44 = 3x4 = 5x5 = 3x4 = 74 30 = 34 II 3x4 = - 44 = 34 II 1.7-12 .s9 1x.a.x ss., a 2o-s-a '0.SB va<.0 �xn11 ss47 nxa 42au 44aa i1EA H i0.4 I 0.J-13 ea.P1 4-s2 I 4.113 I 1 I 43-1J I a68 I N 0.-0-0 Plate Offsets fXyl- 13,0-5-120-2-81 f11.0-5-120-2-B1 r170-2-140-0-71 f2010-2-150-0-51122�0-2.80-3-01123,0-3-00-0-71 LOADING Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 - Vert(LL) 0.29 18-18 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.3716-18 >872 180 BCLL 0.0 Rep Stress Inv NO WE 0.81 Horz(TL) 0.06 14 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 2371b FT=0% LUMBER. TOP CHORD 2x4 SP N0.2 •Except• 3-7,7-11: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS ' 2x4 SP No.3 *Except' 3-24,4.22,5-21,8-21,9-19,10-18,11-16: 2x4 SP No.2 REACTIONS. (Ib/size) 26=467/0-3-5, 22=3833/0-8.0, 14=1686/0-8-0 Max Horz 26=75(LC 6) Max Uplift26=357(LC 8), 22=-2722(LC 8), 14=992(LC 8) Max Gmv 26=476(LC 17). 22=3833(LC 1), 14=1689(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD Rigid calling directly applied or 3-6-9 oc bracing. WEBS 1 Row at midpt 4.22, 5-21, 8-21 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation u . FORCES. (Ib) -Max. Comp./Max. Ten.: All forces 250 (lb) or less except when shown. TOP CHORD 2-3=320(1312,3-33=421/800,33-34=421/800,434=421/800, 4-35=-1701/2541, 35-36=-1701/2541, 36-37--1701/2541, 5-37=-1701/2541, 8-44=-1904/1346, 44-45=.1904/1346,4546=-1904/1346,9-46=190411346, 9.47=280811948, 4748=-2808/1948,4849=-2808/1948,10-49=-2808/1948, 10-50=-2947/2057, 50-51=-2947/2057, 11.51=2947/2057, 11-12=.2458/1669 BOT CHORD 25-52=2871239. 52-53=.287/239, 24.53=287/239, 23-24=-800/511, 23-54=-800/511. i9-59=1234/1904, 19-60 -101 820/2BOB, 60-61= 1820/2808, 18-61= 1820/2808, ���`^ PS 1 A. f q<e'�,, . 18-62=-1929/2947, 62-63=-1929/2947, 17-63=.1929/2947, 16-17=-1929/2947, ,�� �\v,•� ENS •'•.'9,r �i 16-64=144212193,64-65=1442/2193, 15-65=.1442/2193 : ��� V-•,'Fj'! WEBS 2-26=460/252,3-25=418/383,3-24=1213/880, 4.24=-704/773, 4-22=-2193/1630, : 39380 5-22=-241611578, 5-21=-2246/3250,6-21=-518/263,8-21=2228/1523, 8.19=.615/768, 9-19=1122/745, 9-18=-206/281, 10-16=457/203,11-16=627/969, 12-15=-1407/2121, 12-14=-1625/1015 NOTES. : iATE 117� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=l60mph 13-second gust) Vasd=124mph; TCDL=9.OpsY BCDL-3.OpsY h=25ft; B=45ft; L=45ft; save=5ft; Cat. II; i��� ••, P _ �� i 4) Plates Lumber DOLed fore adequatea plus oto L prevent ldegrtee er PotatonCantilever aboul its centafight exposed :end vertical left and right exposed; porch left exposed; N Al-E�G` check 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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. - FL Cert. 6634 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 26.357, 22=2722. 14=992. July 24,2014 Continued on a e 2 QNARMM-Ye,ifrberg parsmeren++>PfMlARS GN 71aSAA%fM1aDm N7lfxaEFFRFMFfAGENfI-Nl3n• I/tS/1e14a9CA£aL Design void for use only with Mitak conneclors. the design is based only upon parameters shown. and is for an individual buBdng component.' Applicility of design parameters and proper incorporation of component b responsibility of building designer -not truss designer. Bracing shown ob Is for lateral support of individual web members only, Additional temporaybracing to Insure stabiBtysunng construction u the responaloPityof the MiTek' erector, Additional permanent bracing of the overall structure is the responsibihy of the building designer. For general guidance regarding Fabrication, quality contfrsludge. delivery. erection and bracin5g. comult ANS17SBD coolly CCYrate,DSB-89 and BCS1 Building Component 69" Parke Easl BIM, bol yG��u Il ISautthempVuie�SP"uimber iS spefcified, The des N.value are th3osto of eeuve 06/01/2013 byALSC Tampa, FL 33At0A115 Job Truss Truss Type Qty Ply e2704Plscof main house -Vega Res T8435027 27040-RF J1H Hip Qlyder 1 1 Job Reference footional) East Coast Truss, Fort Pierce, FL. U948 7.530 a Jul 112014 Was Induords, Inc. Thu Jul 2410:40472014 Palls 2 I0:ycgC70E3s_bp6WYgMOE4 ayvU4P-URUfwAzOZASs7d89Md_STosHzrKAx3ki wL386yuuUy NOTES- 8)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss, 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated loggia) 107 Ib dawn and 119 Ib up at 7-0-0, 1071b down and 119 Ib up at 9-0-12, 10711,down end 119 Ib up at 11.0-12, 107 lb down and 119 lb up at 13-0-12, 1071b down and 1191b up at 15-0-12, 1071b down end 1191b up at 17-0-12, 107 Ib down and 1191b up at 19-0-12, 107 Ib down and 1191b up at 21-0-12, 1071b tlown and 1191b up at 22-3-0, 107 lbdown and 1191b up al 23-5-4, 107 Ib dawn and 1191b up et 25-5-4, 1071b down and 119 Ill at 27-5-4, 1071b tlown and 11911bup at 29.5-4, 1071b dawn and 11911bup at 31-54, 107 a tlown and l l9 Ib up at 33-5-4, and 107 Ib down and 119 Ib up at 35.5-4. and 107Ib down and 1191b up at 37-6-0 on top chord, and 291 Ib down and 291 Ib up al 7-0.0, 42 Ib down and 50 Ib up at 9-0-12, 42 Ib dawn and 501b up at 11-0-12, 421b dawn and 50 Ib up at 13.0-12, 421b down and SO lb up at 15-0-12, 42 Ib down and 81 lost 17-0-12, 42 Ib down and 81 Ib up at 19-0-12, 42 Ib down and 81 Ib up at 21-0-12. 42 lb down and 81 Ib up at 22-3-0, 42 Its down and 81 Its up at 23-54. 42 Ib down and 81 Its up at 25-54, 42 lb down and 81 Ib up at 27-54. 42 lb dawn and 81 —lb up at 29-5-4, 42 Ib down and 81 Ib up at 31-5-4, 42 lb down and 81 Ib up at 33-5.4, and 42 Ib down and 81 Ib up at 35-54, and 291 Its down and 351 Ib up at 37-54 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 (5). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ph) Vert: 1-3=70, 3-11=70, 11-13=-70, 27-30-10 Concentrated Loads (Ib) Vert: 3=-88(F) 11=-88(F) 25=291(F) 15-291(F) 20=23(1`) 33-88(F) 34=-88(F) 36=-88(F) 37=-88(F) 38=-88(F) 39=-88(F) 41=-88(F) 42=88(1c) 43=88(F) 45=-88(F) 46=88(1c) 47=-88(F) 48=-88(F) 50=88(F) 51=88(F) 52=-23(F) 53=23(F) 54=-23(F) 55=-23(F) 56=-23(F) 57=-23(F) 58=-23(F) 59=-23(F) 60=-23(F) 61=23(F) 62=23(1c) 63=-23(F) 64=23(F) 65=23(F) A NACNnp Nenly cession Pasauselan mad RFM fq]FSGHTMSAID shoal Mll[XNEIEfl'ME MOEMfI-Nl) ree t/l9)I01[&t6eflaE Design valid for use a* Win Well,corrosion. This design k based only upon parameters shown and is foram lndMdual bWdmg component. Applicability of design Parameters and proper incorporation of component B responsibility of bulding designer - not Wss designer. Bracing shown Is for lateral support of individual web members only. Additional lempormybracing to Insure facility aloha construction Is the responsibility of the WGIC erector. Additional permanent lancing of the oveeR sfil is the responsibility of the building designer. For general guidanceregarding fainkalil quafly controt.storage. calvary, emotion and bracing. consult ANSI1JFI1 Quality Crileda. D58.89 and BCSI Building Component 6904 Parke East BIM. 5latyinfasmollon Wo'able honrl IPSoueherr Pure IaP� Ismail Isspecifiied,the Plate lnslitulaJel N. Lee�heet. Sude 312. Alaxandda. VA 2231d design va ues are Noseetrectsve Ofi/ill11O13 byAISC Tampa, FL336104115 Job Truss Truss Type City Ply Q7a4aRoof main house. Vega Rea T6435a30 27040.RF J2 Hip 1 1 JQ]geferen(optlonall e................ •.... rase,....caeca r....�".",,,.�,.,.,,,.",,,�,..,,,a,..,,,..,,,,......+.,...,,..."'"'"". ID:ycgC70E3s bPBWY9M0E4 a" vU4P-ydl28W OKUajtnjMwLVh00DRBFkSgTX9Da4dgZyuuUX �24 o-0.n s e+ z sno i asea I 43an laa.e 1-]-13 T-4d Bba Bala BA-10 G85 7-2d 1.1a-0 Sze = - - 5.00 FIT 3 26 2.4 II 4x4 =. 3x6 = 4x4 = 5x8 = 4 27 5 6 28 7 29 8 Scale =1:17.5 m 10 19 18 17 16 15 14 13 12 11 3x6 = 4x4 = 44 = 3x4 = 5x10 = 3x4 = 4x3 = 44 = 34 = 2x4 II 2x4 II 1.712 r� M11n I 44£ pie-o N i« I o.i� a uiu I ealo { o-e-0 T.z.a a1.v ao Plate Clime(XY)- 13'0-5-120-2-8118'U-5.120-2-81 f13'0.3-00.0-121 f15.0.3-80.3-011170-2-150-D-101 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (lac) VdeO L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.10 18-19 -999 240 MT20 244/190 TCDL 15.0 Lumberincrease 1.25 BC 0.43 Vert(TL)-0,1914-15 >999 180 BCLL 0.0 ' Rep Stress Inu YES WE 0.97 Hom(TL) 0.03 11 Na We BCDL 5.0 Catle FBC2010RPI2007 (Matrix-M) Weight: 229 lb FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 19=42910-3-5, 16=204310-8-0, 11=1088/0-B-0 Max Harz 19=97(1_C 6) Max Uplift 19=359(LC 8). 16=730(LC 8), 11=-262(LC 8) Max Grant 19=442(LC 17), 16=2043(LC 1), 11=IOSO(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 cc purtins. BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing, Except: 6-0.0 cc bracing: 16-18,15-16. WEBS 1Row at midpt 3-16 MITek recommends that Stabilizers and required crass bracing be installed during truss erection, In accordance with Stabilizer Installation ultla. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=164/294, 3-26=1561875, 4.26=156/875, 4-27=-621/200, 5-27=-621/200, 5-6=621/200, 6-28=649/210, 7-28=649/210, 7-29=-1400/409, 8.29=14001409, 8-9=1407/359 BOTCHORD 1-19=-171/252, 18-19=-189/262, 17-18=-302/55, 16-17=-302/55, 15A6=-875/320, 14.15=-245/1400, 13-14=-203/1198,12-13=-203/1198, 11-12=.78/260, 10.11=78/260 WEBS 2-19=462/229, 2-18=.311/69, 3-16=1052/521, 4-16=1444/404, 4-15=-421/1760, 6-15=439/162. 7-15=-87W231,8-14=-98f335, 9-12=1611979, 9-11 =-1 074/335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh BCDL=3.OpsY h=25ft; B=4511; L=45ft; eave=5ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and night exposed; end vertical left and fight exposed; porch left exposed Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding, 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 nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will hl between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)19=359. 16=730,11=262. 8) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1111111 A. 1ENc �/l11111111111� FL Cert. 6634 July 24,2014 ® WA2MM VenlFJe,gn yan,m±2n,.CNLIDMIU'LNTMSANO IM1WC0 MliFireFFFflFMEVAGf KffMAm. T/39/101dB369f1RE Dedgn vdfd for ass onywith MTek connectors Thb deagn b based any upon parameters shown. and is for an lndlNdual building component. Applicability of design parameters antl proper Incorporation of component is responsblity of building designer- not truss dedgne%Bracing shown is for lateral support of lndlAdual web members arty. Addlionol lemporarybrocing to insure stobiity daring construction is the responsibility of the M(1TBk• lyl erector. Additional permanent bracing of the overall structure is the rasporeibifty of the building designer. For general guidance regarding fobacation, quarry control, storage. deMery. erection and bracing, consuB ANSIINI Quality Creeds,DSB-89 and Bat Building Component 69U Parka East Blvd. Safety l lormallpn gva'obla ham run Pla)e lnstiWte. ]81 N.lee heat. Salta 312. Ale rfa.VA 231d If Sau19 P1ne 15P� lumb or 6 specified, the design aaluesare [hose ejrinn(U01/2013 by ALSC Tam a FLM61P4]15 p' Job Truss Truss Type Dty Ply 027046Roof main house - Vega Rea T6435029 2704oRF J3 Hip 1 1 Refer.00 fgollizaah East Coast Truss, Fan Pkrce;FL. U946 7.530 aJu1112014 Mnek 1manuru, Inc. Thu Jul 2410:40:292014 Page ID:ycgC?OE3s bp6WYgMOE4 eyvU4P-0pbDLs?e5nieMxIYT2OwYDzfoflZPaPISEgAC?yuuUW 1-7nz 1 7.on 1 tt.po 1 ix.f6a 1 22-3n 1 2e-eu 1 33b-0 1 aloe 1 azan la4.a� '1-7n2 sa< 400 '4 too e-sa a-sa !- H bad s-2-o 1.10a 9Z Style =1:r.5 2x4 II 5xe = 3x4 = 34 = 3x4 = SxB = 5.03 1z 4 29 5 29 67 30 6 31 9 1 —4, i, FA, W."'11 01 ON 1 Me -I 12 21 20 19 18 17 16 15 14 13 3x4 = 5x10; 3x4 = 3x4 = 3x4 =3ale 34 = 44 = 4x6 3x4 = 3x4 = 1-7-12 44a0 lig0_f1 11 a. I sson 1 nun I ocean I 33d-0 v6-0 s« a.too 0-s.a e-w bnpq a-zu 1ao Plate Offsets (X Y1- 14,0-5-12 0-2-81 19 D-5-12 0-2-81 115:0-2-10 0.D-151 f17.0-3-8 0-3-01 119 0-2-13 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Joe) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.24 20-21 >708 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.31 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0,04 13 n1a rda BCDL 5.0 Code FBC2010TPI2007 (Matrix-M) Weight: 245 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING. TOPCHORD Structural wood sheathing directly applied or 5-2-1 oc purllns. BOTCHORD Rigid ceiling directly applied or 6.0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide, REACTIONS. (Ib/size) 21=411/0-3-5, 18=2080/0-8-0, 13=1069/0.8-0 Max Ho¢ 21=118(LC 6) Max Up1i1121=353(LC 8), 18=.746(LC 8). 13=-255(LC 8) Max Grav21=441(LC 17), 18=2080(LC 1), 13=1081(LC 18) FORCES. (Ib)-Max.Comp./Max. Ten. -Ali forces 250(lb) or less except when shown. TOP CHORD 2-3=225/267, 3-4=0/375, 4-28=138/819, 5-28=-138/819, 5-29=-482/173, 6-29=-482/173,6-7=-506/182,7-30=-506/182,8-30=-506/182, 8.31=-1109/347, 9-31=-1109/347, 9-10=1223/345 BOT CHORD 20.21=-283/165, 19-20=354/0, 18-19=-354/0, 17-18=819/339, 16-17=147/1109, 15-16=-139/1075, 14-15=-139/1075,13-14=-237/1181 WEBS 2-21=-363/103,3-20=-382/191,4-20=-315/348, 4-18-8931479, 5.18=13991399, 5-17=-395/1581,6-17=-460/169,8-17=-764/204,10-13=-1267/299, 11-13=-328/167 NOTES- anced live s have been dered for this 2) Wind: ASCE 7-1110; Vulta160mph (3 secondigust) Vesd-124mph; TCDL-9.Opsf, BCDL=3.Opsf; h=25ft; B=45ft; L=45ft; Dave=5ft; Cat. ll; ��,,gn.,`O\`PC E N S *-. Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left exposed;,; Lumber DOL-1.60 plate grip DOL=1.60 3938 •• ,� 3) Provide adequate drainage to prevent water pending. *. �• 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 tell by 2-0.0 wide will Mir fit between the bottom chord and any other members. . lV 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joint(s) except (t=lb) 21=353. Q • ATE \� 18=746,13=255. %�x Q;:' 8) "Semi -rigid pitchbreeks including heels' Member end fixity model was used In the analysis and design of this truss.,'01 Fi 1 �.• Ui\ %%�` E?%%' FL Cert. 6634 July 24,2014 ®WA7tNfM-VenlrPeagn ya,aece Gn+aEaEAD M7F5GpRRSAIAIMlrga)Mf}FKftA£REMF MGCXff-M)3 rea l/J9fIe1dW1(19EU5E - DesignvolldloruseonryvdthMirekconnecton.Iho tlesign Is based only upon parameters shown, and is loran indWdual building component. Applicability of design parameters and properincorpomtion of component is resporabilty of building designer -not truss designer. Seeing shown Is for lateral wooed of individual vreb members enh. Additional temporary bracing to Insure stability during construction h the responsib99ty of the MiTek' Greaten Additional permanent bracing of the owner stricture Is the respombi4N of the building designer. For general guidance regarding fabrication. quality controL storage. delivery, erection antl bracing, consult ANSIpPll Quallty Creeds. D511•89 and 801 Building Component 69N Parke East Blvd. Sefatylnformo tan qy�_ pablelromjruss Plaheinstitule.781 jt.Lee Street. Suite 312 Alexandds, VA 14. If 5outhem;me ral•1 Lumber uspecified, the design values are these e0ecure 06 01/2013 byASSC Tempa,FL3361Dd115 Job Truss Truss Type Oly Piy IY1704aRoolmain house - Vega Res I 6 ]50]0 27040-RF A Hlp 1 1 Job Referencea East Coast Truss. Fan Pierce. FL. 34W 7.530 a Jul 112014 Mliek lnduslnes, Inc. Thu Jul 24 10:40:30 2014 Paget ID:ycgC?OE3s_bp6WYgMOE4_ayvU4P-u09oZC?Gs5gF Sskl.X95RV*k3LU8ReRhu74lRyuuUV 1712. Tid I 4-0-0 2-lea I 74A 1W I' '440 I 7-2d 5x5 = 2x4 II 5.8 = 5.5 = Scale-1.75.1 18 17 10 15 1. 7a zo n zr 11 11 10 34 = 4x8 = 4x8 = 31 = 44 = 3x4 = 6x8 = 4x8 = 2x4 II 2x4 II 1-7.12 I1� II �<r I laio-o I ia.a.o I ioao I °%o f 0.1.11 Plate _Offsets (X.Y1- 16:0-4-0.0-3-41112:0.2-130-0-111114�D3-00-D-121 (16,0-3-00-0-141 LOADING (psp SPACING. 2-0-D CSI. DEFL. in (too) Udell Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.2011-13 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.26 BC 0.71 Vert(TL) -0.3911-13 >838 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.73 Hom(TL) 0.03 10 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix.M) Weight: 2351b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural mod sheathing directly applied, except end verticals. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-U-0 oc bracing, Except: SOT CHORD 2x4 SP N0.2 6.0.0 oc bracing: 15-17. WEBS 2x4 SP NIo.3 WEBS 1 Row at midpt 6-15 MiTek recommends that Stabilizers and required cross bracing . be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=378/0-3-5, 15=2143/0-8-0, 10=90810-8.0 Max Hoa 18=165(LC 7) Max Upli!118=332(LC 8), 15=781(LC 8), 10=.209(LC 8) Max Grad, 18=427(LC 17), 15=2143(LC 1), 10=941(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-152/384, 34=-121/355, 4-5=-137/782, 5-22=A37/782, 6-22=-137/782, 6-23=793/223, 23-24=-793/223, 7-24=-793/223, 7-8=1504/449, 8.9=-1512/343, 9-10=-919/225 BOT CHORD 17-18=-215/252, 16-17=-540/207, 15-16=540/207, 15-25=36/545, 14-25=-36/545, 14-26=-36/545 13-26=-36/545 13-27=941967 12-27=.94/967 11-12=-941967 WEBS 8-11=-425/208,9-11=141/1096 613=44?5087-13=376615447-11 -767536, •C''ENS •� NOTES. ,,`%%%Op'P. /: _4- '•,?i + 1) Unbalanced roof live loads have been considered for this design. : ii'O 9380 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5fl; Cat. II; -- * 1. Exp B; Encl., GCpl=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed= Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water podding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 6. + ATE (V 5) Plate(s) at joint(s) 1, 4, 7, 16, 2, 18, 17, 3, 15, 5, 13, 11, 8, 10, 9, 12 and 14 checked fora plus or minus 0 degree rotation about its center. O °• ((, T �• R V. ,��j 6) Piglets) at joint(s) 6 checked for a plus or minus 3 degree rotation about Its center. (Csj •: O R , G•\ ��, ""' 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 8) twssbeendesignedliveload20. bottomS.Ops(rd In 3-6-0 tall by 2-0-0 wide will �j� Sy �� `% % .,, /O N A� of psf on theall areas where a rectangle fit between thasb chord and any CDL 1�1j%% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11a) 18=332, 15-781,10=209. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 July 24,2014 QWARNfAG Yedf/feign yancre¢n uCaf/D lA]FSCNTMSAND frQUOFD NIIFXRFrEAEMEMGENfI-)4)3 n° t/J9J301!&Il'AEIISE Design valld for use any with Mick connectors. The design 6 based arty upon parameters shown. and is for an individual building component. Appecabily of design Parameten and proper incorporation of component a dopoesbility of building designer- not two designer. Bracing shown q■ Istorlatorolsuppodoflndividuolwxbmembemcny. Additional temporary bracing to Insure nasality during construction is the responsblliy of the Mire k' erector. Additional Permanent bracing of the ov ddl stmeture Is the responsibility of the building designer. For general guidance regarding fabrication, quaky control storage. dellver,, erection and bracing. consuff AN51r1Nl Quality Criteria, DSB-89 and BC5l funding Component 69" Parke Fast BIM. S fey Information gyoable Isomjdas Plate Institute,781 N. Lee ideal, Suife312. Alexandria. VA 2314. Tampa, FL 3361gd115 IPSouthern Pine 15Pr lumber sss➢1ttHied, thedesfBn ass ues are tbgse e0ec[ive O6 01/2013 by AtSC Job Truss Truss Type Oty PN a27046Rool main house - Vega Ras fi435031 27046RF JS Hip 1 1 o a East Coast Truss, Fort Pierce, FL. 34946 7.5303 Jul 112014 Mnek Industrial, Inc. Thu Jul 2410V0:312014 Y1 e1 . ID:ycgC70E3s_bp6WYgMOE4 ayvU4P.MCIAmYOudPylcFRxbT20ee2vVJrgLtlgbvYJHHuyuuUU tr,'•" I asa •�.., I z l;.o I .o-BJ-0lo-h eao-o 1-]-12 Nil 8-0a 7.3a M 73-0 Scale=1:76.4 5,00 12 Sx5 = 3x4 = 3x5 34 = 44 = 41eB = axe = 44 = 3.4 = 4xe = 4x8 = 1 2x4 II 2x4 II 4 tea 11 H 7+4 W -12 Plate Offsets (XY)-- 13'0-2-120-3-01112.0-2.140-1-01 114'P2-140-141116'0-2-140.1-31 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.22 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.40 11-13 >810 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 HoIZ(TL) 0.03 10 hire n/a BCDL 5.0 Code FBC2010/TPI2007 (Matdx-M) Weight: 2331It FT=0% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid railing directly applied or 10-0-0 cc bracing, Except: 6-0-0 oc bracing: 15-17. WEBS 1 Row at 111 5-15 MTek recommends that Stabilizers and required uoss bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 18=375/0-3-5.15=2148/0-8-0.10=905/0-8-0 Max Hom 18=186(LC 7) Max Uplift 18=324(LC 8), 15=-794(LC 8), 10-204(LC 8) Max Grav 18-041(LC 17). 15=2148(LC 1), 10=954(LC 14) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-181/391, 3-4=-169/758,4-22=-116/724,5-22=-116/724,5-23=-739/217, 6-23=739/217,6-7-739/217,7-8=-1575/475,8-9=-1552/342,9-10=-931/221 BOT CHORD 17-18=-228/273, 16-17=402/71, 15-16=402171, 15-24=0/410, 1424=0/410, 14-25=0/410, 13-25=0/410, 13-26=27/842, 26-27=27/842, 12-27=-27/842, WEBS 5-13=-91/649o7-137418/172,7-1.311160. 5=243/689,8-11=51-686/505. 641248,9-11=150/01/155 `,,�PS ,�O�O .•; ENS NOTES- `� •�' _r_��'. �[j�r i) Unbalanced roof live loads have been considered for this design. 1F'O 3938Q�• 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.OpsY h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; � * : Exit B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and Tight exposed; porch left exposed` Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water bonding. 4) Plates checked for a plus or minus 0 degree rotation about its center. : ATE 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 �,�T� •x• �� O Fi 1 Q P,•' �_,�� fit between the bottom chord and any other members, with BCDL = 5.Opsf. I,\`s • • • ` , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift al lolm(s) except QI=lb) 18=324, �j S • • \_��� 15=794, 10=204.11110, �.�• 8) "Semi-ri91d pitchbreaks including heels" Member end fixity made] was used in the analysis and design of this truss. FL Cert. 6634 July 24,2014 A WAIiMAe Yedf11ei4 Nnn¢hn xuCaf/JIIARSGNTMGA.W fM1L91ED MflFl(PLTFALI'.F'If4Gf MIIM]3 rew Yt9/1014atf69EU5E Design valid for use only wills wick connectors. rhb design Is based only upon Parameters shcvm, and is for onlndividual bulling component. ��• Applicabilry of design parameters and properincomomlan of component is responsibility, of building designer- not Was designer. Bracing shown Is for lateral support of individual web mamben only. Additional temporary bracing to insure slabltiNdne,?conctruclan b the responsibility of the MiTek' ' erector. Additional permanent bracing of the overall structure Is the responsibility of the building tlasgner. For general guidance regording fabrkalloa,auogty control.storage. delivery. ereollon and bracing. consult AN51/IPII Quality Cfdedo,DSB-89 and SCSI Budding Component fabric tiormallon 6904 parka Fast Bbd. q able from truss Plata In lilulaJ81N. Lee Street. Sale 31P, Alexa oda, VA 2314 115aulthem Pine is urnbef 7s specihe�,the deem valuesarempse e0ecove Ofi /1013 byALSC Tampa, FL 3361a4116 Job _ Truss Truss Type Dty Ply a27040.140of mob house -Vega Rea T6435W2 27040-RF J6 Nip 1 1 Job Reference 0 East Ooeal Truss, . Fort Pierce, FL. U946 7.530 aJ.' If 2014 Mnek industries, Inc. no At 24 10:40:32 2014 Pagel ID:yegC70E3s_bp6WYgMOE4 .y U4P-gOHYzu1 WOi49DPO79AZdAsb4ssO4cJMk8C2gpKyuuUT t-7-12 Ids 8-100 -2-0 S3A 53-0 8dL Scale - 1:76.4 5.00 12 2x4 II 5x5 = Sx5 = 3x4 = 19 18 a 19 4a ,a .a ,. cr ,u „ 12 11 axe = 4x4 = 4x6 — 6x12 = 4xa = ass = 44 = 48 = 2x4 I 2x4 II 1-7-12 r.au nnn ..+nn clnn ss+oa aeon ag N 7+4 +o-1oa 7m.aa 10-0-0 I 9-2d 0.1-1i Plate Offsets(XY)- 13�0-2-120-3-4115'0.2-80-2-71113'0-3-00.1-011150-2-150-0-111117'0.2-120.0.81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (lac) gde8 Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Ven(LL) -0.23 14-16 >999 - 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Ven(TL) -0.3912-14 >835 180 BCLL 0.0 • Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Cade FBC201 OrTP12007 (Matrix-M) Weight: 249 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except• TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purists, except 7-8: 2x4 SP No.t end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0ecbracirig: 16-18. WEBS 1Row at midpt 6-16 ' MTek recommends that Stabilizers and required cross bracing he installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS, (lb/size) 19=37410-3-5, 16=2155/0.8.0, 11=899/0,8.0 Max Ho¢ 19=207(LC 7) Max Uplift 19=320(LC 8), 16=-806(LC 8). 11=200(LC 8) Max Grav 19=451(LC 17), 16=2165(LC 1), 11=962(LC 14) FORCES. (ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=206/381, 3-4=-1871797,4-5=-751693,5-23=-66/610, 6-23=-66/610, 6-24=-703/224, 7-24=-703/224, 7-8=1537/505, 8.9=-16441453, 9.10=.1591/344, 10-11=-937/216 BOT CHORD 18-19=2511281, 17-18=-407/96, 116-17=407/96, 16-25=01347, 15.25=0/347, 15-26=01347, 14-26=01347, 14-27-01726, 27-28=0/726, 13-28=0/726, 12-13=01726 WEBS 7 1165. 1A -1161512=' 6--171/1226, 616=36173 07-14=487/200, 72 -323/854. 9.2-606/2010. ,S' •f q�e ��,, •�.�G E N 1J'•,9i1 NOTES- 1) Unbalanced roof live leads have been considered for this design. /`�: Y 39380 2) Wind; ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph;TCDL=9.Ops1; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; * J• Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left exposed-, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide drainage to •• adequate prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. •, ATE ((/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 tali by 2-0-0 wide will Q �� T••, Q• ' �� fit between the bottom chord and any other members, with BCDL = 5.Ops1. �i�F G Fl •••`�� ��� 7) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb)19=320, 6 B 8) "Semi -rigid pitchbreaks including hels" eMember end fixity model was used in the analysis and design of this truss. ;� N is"', FL Cert. 6634 July 24,2014 ®NAFNfM YeM/Cesian Farane. ad READ Mr£S ON TM9AA9 rM1LD0 AMExfi£££REMF PAG£Mrr-MIJ me VaI201180Fa¢ut£ ■■ Design valid for use any with A4Tek connectors. the design 9 based only upon parameters shov+n, and is for an individual bur g component. ��• Applicability of design poramefen and proper Incorporation of component k responsibility of building designer- not toss designer. Ilmeng shown Is far latemisupped otind'Mtlual web members aNy. Additional temporary bracing to Insure stability during construotlank the responsibility of the WOWerector. Addillonal permanent bm ing of the ovem0 structure Is the responsibility of the building designer. For general guidance regarding fabrkatem quality control storage, delivery. erection and bracing. consult ANSIRPII Duality Criteria, D56.99 and 5CSl full Component 6904 Praha East 13", ally, lnforcl gvaable bomjmss Plate lntltule.781 N�Lee,Sbeef. Suite.312. AlexonQdo. VA Id Ii�outhern PmeSaP� lumbefisspecirl r the design values are Vase effective 06 0 /301310 ALSO Temp., FL 33810-4115 Jab Truss Truss Type Oty Ply 01104eRoofmainhome-Vega Res T6a350A 2704MF J7 Hip 1 1 Job Reference (Isplionaill East Coast Tmse, Fan Pierce, R. MR6 7.00 a Jul 112014 Mirek Indicates, Inc. Thu Jul 24 10:40:33 2014 Pagel ID:ycgC90E3s_bP6WYgMOE4 ayvU4P-Ibr BD2B8000rYbJiu4sj371XGL3LmouNsONLmyuuus 1-7-1z I nn-0 1s-1 z �z d13 I 3}160 I 43-0o t '1-]-12 )rid &100 }2-0 880 1G13 &83 ]-2-0 P-1 Scale=1:75.4 5x5 = ass = 1G 18 ,r 16 ea o m 14 eo u n 12 11 34 = 4x4 = 4x9 3x8 = 4xG = 3x8 = 4x8 = 4x8 = 2.4 II 2x4 II 1-]-12 tat"° II ]+4 a.n.n I "sm I zs� amn aaao I 't-ao lo-toa o-ea •ta+0 ]-zo o-1.12 Plate Offsets(XY)— f3'0-2-120-3-411130-2-140-1-011150-2-100-0-91117,0.2-140-1-01 LOADING(pef) SPACING. 2-0-0 CSI. DEFL. In (loc) uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(-L) -0.28 12-14 -999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.5112-14 >637 180 BCLL 0.0 ' Rep Stress Incr YES VVB 0.84 Horz(TL) 0.02 11 n/a War BCDL 5.0 Code FBC201 Orl-P12007 (Matrix-M) Weight: 251 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 19=420/0-3-5, 16=2078/0-8-0, 11=930/0-8-0 BRACING- TOPCHORD BOTCHORD WEBS Structural wood sheathing directly applied or 3-7-11 oc purlins, except end verticals. Rigid ceiling directly applied or 6.0-0 oc bracing. 1 Row at midpt 5-16.6-14 b81 re "mendthat Stabilizers and required cross bmcing be installed during Wss erection, in accordance with Stebli¢er Installstlem,uIda Max Hoa 19=229(LC 7) Max Uplift19=329(LC 8), 16=-786(LC 8). 11=-207(LC 8) Max Grav 19=499(LC 17). 16=2078(LC 1), 11=986(LC 14) FORCES. fib) - Max. C,mpdMax. Ten. - All forces 250 (fig) or less except when shown. TOP CHORD 2-3=304/274, 3-4=-161/690, 4-5=-52/647, 5-23=662248, 6-23=-662/248, 6-7=762/251, 7-8=.1563/483, 8-9=-16471441, 9-10=-1624/347, 10-11=966/223 BOT CHORD 18-19=-271/299, 17-18=-376/187, 16.17-376/187, 14-26=-26/876, 26-27=26/876, 13-27=-26/876, 12-13=-26/876 WEBS 2-19=-499/201, 2.18=-272146, 3-16=705/514, 4-16=-338/164, 5-16=.1389/332, 6-14=-22810-12=155l1229 1,0111111still NOTES- , NOU balanced roof Iva load/save been cons2tleredfor this deslgn�l2-522I250, 2) Wind: ASCE 7-10: Vult=160mph (3-second Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsq h=25fq B=45ft; Ladle': eave=5ft; Cat. II; ,,'O "�� gust) Este B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end venical left and right exposed; porch left exposed; 39380 Lumber DOL=1.60 plate grip DOL=1.60 Z * �' 3) Provide adequate drainage to prevent water pending. 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. - VIr 6) • 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 + (V ATE gl between the bottom chord and any other members, with BCDL=5.0psf. %•• i 0,'T •. �� 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Q1=lb) 19=329, 16=786,11-207. R 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ``�j �. I7�ss�O N AL�` `%%% �,linnlnnlq FL Cert. 6634 July 24,2014 AxM.Ytlq VeMr4eitp panmemn •n4PUD rARSGN]IaSA]A1IMSa91FD NfIF%nFFFflEMFMGENIFM)3 re•)(!a/Tall Ma9ff6E ■■■■ Desian valid for use any wth Wait corneclors.ID@ design is hosed any upon parameters shm , and is for an tndlNdvol building component. �a] Appllcabi0tyofdesignpemmetemond Woperincoip=ronofccmponenlbresponslbllityotbugdingdesigner-not lruudesigner.Bradngshovm r Is for totem? support of lndMduol wxb members only. Additional lemponer/ bracing to muse stability dutlng construction is the responslbUty of the (Tek• erector. Addltlonal permanent bracing of the overall structure is the responublfty of the bullding designer. Farding WI or general guidance reg fabrication.qu1lafty contr aol storage. depeq, erection and bncIng. consult ANSIIepPll Quallb, C22SH3etla.D11.89 and BCSI BVBding Component Goes parka Fast BM. If iSoultheIn PineiSPF luimber i5 spetifi?eC,UteAMignvaluesiaretthvispeeHecti=/g112013by ALSO Tampa, FL 3381P4116 Job Truss Truss Type Oy Ply 1#]040.Roolmaln house - Vega Res 643WU 27040.RF JB Hip' 1 1 .loin Reference (optional) East Coast T.W Fart Piero.. FL U946 7.530 Is Jul 112014 Ores Infusidea, Inc. Thu Jul 2410:40342014 Pagel ID:yrgC70E3s bp6WYgMOE4 ayyU4PHnnPJOZ3nvKKt'nAVGbc5FHgUxghz4Ell bWXxuOyuuUR lanz 9.Da 1a1na {-2' I aa1a0 i1-]-12 ]JJ F10.e S3-0 2A-0 a S9J 5x5 = 5,00 F12 5x5 = Scale-178.9 20 19 1O 17 xa aazo m Z. Ar in 13 12 4x4 = 4W axe = 4,16 = 3x8 = 4x8 = 4,18 = 2x4 11 3x8 = 2.4 II 1-7-12 n f o 4nn ; 7-a< s. oo nn sa-tI ocson soa.a cma r-za ssaa 1 ato-ao 1 1 a1.1z Plate Offsets f%Y)-- 17:0-2-80-2-71114,0-2-130-0-131 f160-2-100-0-121118.0-2.100-0-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Udefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.32 15-17 -998 240 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.4715-17 >695 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.82 Horz(TL) 0.03 12 Na n/a BCDL 5.0 Code FBC201 OrrP12007 (Mamix-M) Weight: 2551b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 3-6-10 oc purlins, except GOT CHORE) 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-19. WEBS 1 Raw at midpt 6-17, 7-15 - MiTek recommends that Stabilizers and required cross bracing ' be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=438/0-3-5, 17=205010-8-0, 12=940/0-8-0 Max Hoa 20=250(LC 7) Max Up1ift20=327(LC 8), 17-789(LC 8). 12=206(LC 8) Max Grav20=514(LC 17); 17=2050(LC 1), 12=1000(LC 14) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=339/226, 3-4=-166/478, 4-5=-141/644, 5-6=37/612. 6-7=-706/283, 7-8=-849/279, 8-9=1567/479, 9.10=-1656/436, 10-11=.1638/345, 11-12=.974/223 BOT CHORD 19-20=-291/306, 18-19=.376/224, 17-18=376/224, 17-24=0/277, 16-24=0/277„ 16-25=0/277, 15-25=0/277, 15-26=27/922, 26-27=27/922, 14-27=-27/922, 13-14=-27/922 WEBS 2-20=-507/198, 3-17=-692/519, 5.17=445/211, 6-17=1368/317, 6.15=-211/957, 8-15=.674/292, 8-13=-241/665, 10-13=-506/243,11-13=-15211227 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=3.Ops1; h=25ft; B=45ft; L=431t; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 nonconcument 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, with BCOL= 5.0ps1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=327, 17=789.12=206. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 93! ATfir Z �e: T4ORIOPC?Nc��• S/0NA' FL Cert. 6634 July 24,2014 QNAst-W•Vent, Ic ,ienc,ahn auJ aUp MUS eN TaSMD IlY 000 MlrFKaf7£pEM£MGE NlI.M73 m.1/39)lOIIfl?69fUY ■■■■ Design valid for use only win faunas connectors. Thls design is based only upon Parameters shown, and is for an indvidual building component ��- Applicability of design Parameters and proper Inrorpofaron of componenl is responsibLly of building designer - not two designee Bracing shovm Is for lateral support of hdMduai web members only. Additional temporary bracing to Insure nobillly during construction h the responsibility of the MOWerector. Additional permanent bracing of the overall structure is the respomiblity of the building designer. For general guidance regarding fobdcanon, quality control. storage. delivery. erection and bracing. mural ANSIRBII Quality CC2lients.DSO.89 and BCSI Building Component facts Parke EmA Blvd. If Sautitem Pine 13P! Iumbei ii azp'.fried, ttie Eeil�iavealu� areith3olie effe�Lve 06/0 1013 byAISC Tampa. FL 33610.4115 Job Truss Truss Type 0ty Py a 2]04aRoofinethousa-Vaga Ras T8435035 2701 J9 Common 1 1 Job Reference (cot 'draft East Coast Truss, Fort Pierre, FL 34946 7.530 a Jul 112014 MTek Industries. Inc. Thu Jul 2410:40:352014 Paget ID:ycgC70E3s_bp6WI9MOE4 eyvU4P-Fzyhcv3Pgd5k4sligJ7KoUDfl47IpfnAgAHUDtyuuUO v I "Hy I iv i Scale =1:74.6 Sx5 = 19 1B 'i 16 as ra ee w ea eo m 12 V axe = 4A = 44 = 34 = axe = 3x4 = 4x6 = 4x8 = 2.4 II t-]-12 i'II 'r+4 I eiiw '� ion-p iou-o %20o 0.1.12 2x4 II Plate Offsets(X.Y)— 113:0-2.14.0-0-151 f15'0.3-00-1-0111710-3-00-1-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdal Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.33 14-16 >989 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.4714-16 >689 180 BCLL 0.0 • Rep Stress Ina YES WE 0.93 Hoa(TL) 0.03 11 n/a n/e BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 243 He FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD BOTCHORD WEBS - REACTIONS. (lb/size) 19=440/0.3-5, 16=2047/0-8-0, 11=941/Mechanical Max Hom 19=263(LC 7) Max Uplift 19=-324(LC 8), 16=-794(LC 8). 11=205(LC 8) Max Grav 19=51 B(LC 17), 16=2047(LC 1). 11=1003(LC 14) FORCES. (Ild)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=344/222, 3-4=-171/470, 4-5=-128/636, 5-6=35/623, 6-7=-858/285, 7-8=-1515/473, 8-9=-1656/430,9-10=-1642/340, 10-11=.977/221 BOT CHORD 18-19=-303/320, 17-18=383/228, 16-17-383/228, 16-23=0/377, 15-23=0/377, 15-24=0/377, 14-24=0/377, 14-25=27/937, 25-26=27/937, 13-26=-27/937, 12-i -271937 WEBS 7 143 7091308, 7-12=-235/651, 9-12=-496/238,10-12 1146/1226418/318, �14=-222/1012, `\\\ \\\PCJ t A. 7 .'GS EN NOTES- ,��/� : ��-Y _ 1) Unbalanced root live loads have been considered for this design, "0 938 2) Wind: ASCE 7-10; Vult=160mph (3-sel gust) Vasd=124mph; TCDL=9.OpsY BCDL=3.Opsf; h=25ft; B=45ft; L=4311; eave=5ft; Cat. II; *. : Exp B; Encl., GCpi=0.18; MWFRS.(directlonal); cantilever left and right exposed; end vertical left and fight exposed; porch left exposed — Lumber DOL=1 60 late ri DOL=1 60 Structuial wood sheathing directly applied or 3-5-15 cc purltns, except end verticals. ' Rigid falling dlreclly applied or 10-0-0 oc bracing, Except: 6-0-0 ocbracing: 16-18. 1 Raw at midpt 6-16 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. P 9 P 3) Plates checked for a plus or minus 0 degree rotation about its center. �rQ' 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunent with any other live loads. ATE 5) • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •• �(/ .Al fit between the bottom chord and any other members, with BCDL= S.Opsf. 6)Reler to Voss to truss �� Q' :• �% �j�`• ofi girtler(s)(or connections. rovide connection rs) of truss to bearing te capable withstanding uplift Qt=16) 19=324, \% /SII, P6=794, 11=id 205brelaks ncluding heelseMember end fLxity motlelwas used lnithe analysis antl tlealgnof ihisilrussexcept N A' �%\\\\ FL Cert. 6634 July 24,2014 AWAIWIM, .veil.} aetq+pararrta:n we pi M]EreN TM1RSAAD IM1bele nfmfR£!£PFMF{Haexrr-Mrs ree +/0/2osea VfNllSE Design volidtor use, only with Mnek connectors. Tints design a based only upon parameters Shawn. and is for an individual building component. ��- Applicability of design parameters and proper incorpomtlan of component is mspombn0y of binding designs- not truss designer. Binding shown Is far lateral support of indMdoal web members only. Additional temporary brocing to Mantra stobllity, durng constructlonis the reMonsibnnty of the MiTek' erector. Additional permonent bracing of the overall structure Is the respons lanty of the building designer. For general guidance regarding fabrication. gualily central. stamps, delivery. erection and bmcing. consult ANSI/gill Oualty Ciflads,DSE-09 and 6C316a0ding Component 69U Parka East 810, S fety lnfam if9n Ivo,7able homjrusi Hai InstituteJB1N. Lee Sheet. $ui1e 312. AlexanCda. VA 2231/4 I�Sauthem me SP lumbensspealad, thedesi;n valuesare NaseeRecLve0 01 2013try ALSO Tampa. FL 33610�4115 Job Truss Truss Type bty Ply %27046Roofineln house - Vega Rea T6435036 27040.RF J10 Nip 1 1 b References toptionall East Coast Tram, Fort pence, FL. 34946 7.530 a Jul 112014 MIrex lndurhles, Inc. The Jul 2410:40332014 PagoI ID:ycgC70E3s bp6WY9MOE4ayvU4P.bfE95pv6VxyReDgO7ovWJyjcoEwP7FdP4INs7LyuuUc I1t2 IA-3H 7]2A{ -0 d} m 5.00 r12 sx5 = Sx5 = Scale-1:76.9 20 19 its 17 24 1a25 to 20 27 14 13 12 34 = 4x4 = 44 = sure = 4,15 = 3xa = 4xe = 4x9 = 2.4 I 2.4 II 1-7-12 LOADING(psQ TOLL 20.0 TCDL 15.0 BCLL 0.0 • BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.69 BC 0.87 INS 0.82 (Matrix-M) 'EFL. in (too) Well L/d Ven(LL) -0.32 15-17 >999 240 Ven(TL) -0.46 15-17 -699 180 Hoa(TL) 0.03 12 n/a n/a - PLATES GRIP MT20 244/190 Weight: 255 lb FT-0% LUMBER. SPACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.6-10 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid wiling directly applied or 10-0-0 oc bracing, Except: 6-0.0 oc bracing: 17-19. WEBS 1Row at midpt 6-17,7-15 MiTek recommence that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=441/03-5, 17=2046/0-8.0, 12=941/Mechanical Max Horz 20=252(LC 7) Max Upi11120=327(LC 8), 17=-789(LC 8), 12=.206(LC 8) Max Gmv20=5l5(LC 17), 17=2046(LC 1), 12=1001(LC 14) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=342/226, 3-4=-165/471, 4-5=-141/637, 5-6=35/608, 6-7=-706/285, 7-8=-853/281, 8-9=1569/479,9-10=.1658/436, 10-11=-16401344, 11-12=-975/223 BOT CHORD 19.20=-293/308, 18-19=-374/227, 17-18=374/227, 17-24=0/296, 16-24=0/296, 16-25=0/296, 15-25=0/296, 15-26=27/924, 26-27=27/924, 14-27=-27/924, WEBS 8 154 680/295, 8-13=-241/665, 10-13 505/2421171313652/1228 8/316, 15=-209/949, \\\\\�^ Pcj �\ �\ GENS'•.gAi� NOTES- .� ••\'\ � �'.=j�/-�.• 1) Unbalanced roof live loads have been considered for this design. �,/� : b 9380 �t 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=9.Opsf; BCDL=3.Opsf, h=25ft; B=45ft; L=43ft; eave=5ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional): Cantilever left and right exposed ;end vertical left and right exposed; porch left exposed. Lumber DOL=1.60 plate grip DOL=1.60 -_ 3) Provide adequate drainage to prevent water pending. •• Vir 4) Plates checked for a plus or minus 0 degree rotation about its center. 1 . ATE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrant with any other live loads. • for live load 20.0psf the bottom in a rectangle i Q •• 3-6-0 tall by 2.0-0 wide will Tn�•. F Q 6) This truss has been designed a of on chord all areas where fit between the bottom chord and any other members, with BCDL= S.Opsf. �.•� ���\` •' Fi •' 7) Refer to girder(s) for truss to truss connections. •\_ �SS� \\\ 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinl(s) except (jl=1b) 20=327, 101 10 N A -\ %% 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 July 24,2014 QMAsVerm ad RZAa WITYGN TMSNID 114C1apED MIIFx'ffEFAEACF{HGE mil."23 m• I/29/2014&70flilI5E Design valid for use onN with MiTek connectors. This dedgn is based arty upon parameters shown, and Is for an individual building component. ��• Applicability of design parameters and proper incorporation of component Is responsb9ity of buiding designer- not Was designer. Bracing shown Is for lateral support of individual web members only. Additional temporarybracing to Insure coolly during construction Is the responsibility of the WOW ereatoc' Additional permanent bracing of the ovem0 structure is the responsibility of the building designer. For general guidance regardlag IYI quality control. storage.delivery. erection and bracing, consdt ANSI€p1P11 Quality CCriteria,OSB-B9 and BCSI Building Component 6904 Parke East II 5fabrication. e�SPFIumbeE izru Mifiedr�lthedeSN rsl. valti treat, I?SoutheT ��nth3MeelttI ctive FJ6/01fJ013 byALSC Tampa, FL 33610.4115 JoD Truss Truss Type Oty Ply s27040.Raof mein house -Vega Ras Ta635o3] 2]04c-RF J11 Hip 1 1 Job Reference fopl'onall East Coast Tmss, Fort Pierre, FL. 34946 7.530 a Jul 112014 Rigel, lndu4Nes, Ina. Thu Ju12410:a01242P14 Pa gas I0:ycgC70E3s_bp5WIgMOE4 ayvU4P3so%IBxVGF41GAPahVOIrAGmgeGckhaZly6P%oyuuUb 24.}s 2e-0d I 3s1oo i 43nn �1-]-12 ]rid 8-10-0 add B-i-0 }L0 &941 R2d r 5x5 = Sao 12 5x5 = Scale=1:7e.4 19 18 11 16 ea 14 1. 14 zo zo 1a 12 11 axe = 4x4 as 4xe ca 3x8 = 4x6 = 3xe = 44 = 4.8 = 2x4 II 2x4 It 1-]-12 ciao 11 idd I laioa asbe I �iaae I-z-0 Plate Offsets(%Y)— 13'0-2-120-3-41113'0.2-130-1-21115'0-2-150-0-111117'0-2-150-1-01 LOADING (pit) SPACING. 2-0-0 CSI. DEFL. in (lot) Well List PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0,32 12-14 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1:25 BC 0.87 Vert(TL) -0.5612-14 >582 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.02 11 Was n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 251 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, except BOT CHORD 2x4 SP ND.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 6-0.0 oc bracing. WEBS 1Row at midpl 5.16.6-14 MI ek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation aulde, REACTIONS. (lb/size) 19=420/0-3.5, 16=2078/0-8.0, 11=930/Mechaniml Max Horz 19=231(LC 7) Max Uplift 19=328(LC 8), 16=788(LC 8), 11=207(LC 8) Max Grav 19=499(LC 17), 16=2078(LC 1), 11=987(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forms 250(I1b) or less except when shown. TOP CHORD 2-3=-305/273, 3-4=-163/690, 4-5=-51/647, 5-6=-643/244, 6-7=-745/246, 7-8=1567/482, 8-9=-1652/440, 9.10=.16291345, 10-11=.969/222 BOT CHORD 18-19=273/300, 17-18=-377/188, 16-17=377/188, 14-25=25/874, 25-26=.25/874, 13-26=-25/874, 12-13=-25/874 WEBS 2-19=500/200, 2-18=271148, 3-16=705/513, 4-16=-350/169, 5.16=1388/329, 5-14=221/1021, 7-14=-624/261,7-12=-2451721,9-12=-522/250, 10-12=-153/1235 NOTES- 1) Unbalanced roof live loads have been considered for this design. `��,r�M••�'� G E N S 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11: ,� V �`.,��•,?ri Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;` 8 Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 nonconcunenl 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 = •O ATE fit between the bottom chord and any other members, with BCDL= 5.Opsf, 7) Refer to girder(s) for truss to truss connections. �j j1 Tnn'•1.�'C 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100Ito uplift atjoint(s) except (jt=1b) 19=328, ,•: O FI ` 1!•''•`G•\, 9) �Ser le-Bigid pftcchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ---440 N A, '; `,�,` FL Cert. 6634 July 24,2014 ®MAItN[IG-Yerlfrlesryr paramRn audflFAD rARSCNnRSAM'l fM1VOFD NflFXRFiFRfrFF MGENl4)4)3 re. t/l9(IJ14&F49fNSE Oeslgnvo5d foruse onrywth NuTek cannecion.Thadesigna hosed ont/ upon parameters shown. and is twonlydiv,duolbwldin®component. �� Applicability of desl9n parometen and proper Incorporallon of component a mponslafty of bulldln9 designer -not truss designer. Bracing shown Is for lateral support of mcmdual web members enH. Additional temporary bracing to Insure totally during construction a the respoelasky of the MiTek' erector. Additional pemwnent bracing of the overall structure Is the responsibily, of the building desigb designer. For general guidance ola ng fabrication, quality control. storage. delivery, erection and bmaing. consult ANSI/TP11 Quality Cohorts. D58.89 and BC518uilding Campanenl 6901 Parke East Blvd. SalaN lnlsomolion voable fmmjmss Plate lnstitute.781N. Lee Sheet. Su,le 312, AIgxandrlo.(A42314 If Southern Pine�SP� fumber isspeclffed, the design values are Nose ettttecUveO 0 /1013ta l5C Tampa, FL336114115 Jab Truss Truss Type Dry Ply 027040-Roof main house - Vega Res TU35038 27040-RF KiG Roofspeclal Gentler 1 1 J DRf f I' 11 East Coast Tress, Pon Memo. FL. 34946 7.005 Jel 112014 Mgek Industries, Inc. Thu Jul 24 10:40:37 2014 Page I0:ycgC?OE3s-bp6W YgMOE4-ayvU4P-BM4RI b5fC F(SKAv4xkgNviwetk9HYATIUmbVXyuuUO 4nd 15-1n9 1bJA ]S0d 31.1A ]d-1613 38-11-0 43-0d It1iu 7rd aloe z<a 7a4 s-11d - >.ae i sad $I R Seem -1A9.4 5x5 = 5.00 12 2x4 II 5 21' 20 " 18 " `a 11 16 1s 11 13 12 11 34 = 4x4 = 44 fes = 41 = 3x8 = 2x4 1144aa4z10 = 3x4 = 2x4 II 2x4 II 1-7.12 sou 1s1m z�zd H4 s4.m.1z z11n 4sun �ia-0 X 7-4d 1 o-iw I edd 1 S11d 1 ]14 1 '4ud i a1-a 1 0.1-12 Plate Offsets(XY)- I3:0-2-12Edae117�0-5-40-2-811140-2-150-0-111117.0-2-130-0-51119*0-3-00-0-151 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (too) gdeft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.27 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.43 16-18 >746 180 BCLL 0.0 ' Rep Stress Incr NO WE 1.00 Hoq(TL) 0.02 11 n/a Na BCDL 5.0 Code FBC2010rrPl2007 (Matrix-M) Weight: 2451b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, except 3-5: 2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3•ExcepV 5-0-7 oc bracing: 18-20 8.13: 2x8 SP No.2 5-3n7 oc bracing: 16.18._ WEBS 1 Row at midpl 2.20, 5-18. 7-16 MTek recommends that Stabilizers and required cross bracing - be installed during truss erection, In accertlance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=919/Mechanical,21=34/0.3-5,18=2866/0-M Max Harz 21=261(LC 24) Max Uplift 11=21l(LC 8), 21=-352(LC 25), 18=-972(LC 8) , Max Grav 11=935(LC 18). 21=225(LC 17). 18=2866(LC 1) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=37/1142, 34=400/1712, 4-5=29611650, 5-6=522/242, 6-7=-457/97, 7-8=2074/488, 8-9=2074/488, 9-10=-1319/335, 10-11=91i/221 ' BOT CHORD 20-21=-326/268, 19-20=-1095/103, 18-19=1095/103, 18-25=-898/419, 25-26=898/419. 17 ja WEBS ,1�,0 `LPG ENS4e9,f���, 518-234/372.25-167-475/8126676i62528295137-86=881650/49477135206/384,/1797, 8-13=-315/124,10-12=-337/1514, 9-13=17B/879,9-12=749/200 F�•,=( ,�7�`-•V 80 NOTES- 393 * �• . 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7.10; Vult=160mph (3-sectnd gust) Vasd=124mph; TCDL=9.Ops1; BCDL-3.0psf h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; R Exit B; Encl., GCpi=D.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left exposed: :('fY Lumber DOL=1.60 plate gripDOL=1.60 + ATE Z :��: 3) Provide adequate drainage o prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. %•, ��j T'• A, Q• .'• �� i��(C` •••: OR 1 �._•`�� 5) Thls truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed fora live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `%� I� ss� •"""� the chordandanyothermembers, with BCDL=5.Opsf. �\ \�� 7)fit Refetweenr to (s)foem ss to 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=211, 21=352.18=972. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 July 24,2014 Continued on pace 2 ®NIRvIM-Yedfraosry H-sere 4uJRE1G A07E3ONnRSMAsK LDm N1IF1raFIEAF MGEN71-f073 mr. 1(t9/20I4BH'OflEU3E ��■® Design valid for use only with Wax connectors. This design@ based any upon parameters shown and is for an individual building component. Applicability of design parameters and proper lncomorotlon of component h responstllityof building designer- not laps designer. Bracing shown �1Y�• , a.Y■ IsfarlaleralsuppodofindMdualvebmembemonty. Adeifonal tempororybradng to insure stability during construction is the responsbuty of the WOWrector, Addilionai permanent bracing of the overa0 structure Is the respomibifity of the bullding designer. for general guidance regarding fabrication. quality storage, delivery, erection and bracing. consul ANSI/1PII Qualityand that Bufding Component 69M Parke Eest BIW.' CCy22ri3tteria,DSB-89 gqconttrol. II cot Pne 15P� lumber isspMified,lMe desiign vsl aretNolse e(feeGve 06yfJ111013by ALSO Tempe, FL 33610d115 say ob, Truss Truss Type Oty Ply a27040.Raaf mein house -Vega Res B/35038 27040-RF K1G Roof Special Girder 1 1 InF Reference (optionalD East Coast Trues, Fort Pieme, FL. 34946 7.530 a Jul 112014 MITek lndusiriee,Inc. Thu Jul 24 10.40:37 2014 Paget ID:ycgC70E3s bp6WYgMOE4 ayvU4P-SM4R1b5fCFISKAv4xk9otvlwelkgHYAT(UmbV%yuuUO NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9716 down and 75 to up at 34-10-12 on top chord, and 275 Ito dovm and 69 ID up at 34-1 D-12 on bottom chord. The deslgn/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face or 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 (pif) Van: 1-5=70; 5-7=-70, 7-10=70, 11-22=10 —Concentrated Loads (Ib) Vert: 8=47(13) 13=-275(B) AWARNJW vccV jeaI lanns.avCA£M MIFSGN7NlSAlA 41R1WE0 NllElrNfFFp`Mk'MGE NIr-M73 rew 11n12011BEF[ SE ■ Design void for use only with Wait connectors. This design is based a* upon parameters shown. and is for an lndiAdual building component. Applicabllity of design parameters and proper Mcorpbmtion of component is responstailily of bulding designer - not tress designer. treeing shown Is for lateral support of individual web members only. Additional temporarybracing to Insure stabilty during construction is the resporniblifty of the MiTek' erector, Additional permanent bracing of the oveml struchm is the responubifty of the building designer. For general guidance regarding fabdcatlon, quality central, siorage, delivery, erection and bracing. earawl ANSIRPII Quality Were, D5111-09 and 1101 Bug4ing Component 69N Parke East Blvd. solely lnformabn able homjmw Platy lns111ute, 781 N. Lee tree65uite 312, Alexandria, VA 314. IlSouthem brae `SP� lumber ssspecifresl, no delu:arva ue i arerhsne effective O6 0112013 by ALSC Tempe. FL M610.4115 Job 1110 Truss Truss Type Oty Ply ns704DRoolmein house. Vega Res TfidJ50J9 F K2 Real Si1 1 Job Reference (optional) East Coast Trans, Fan Pance, FL. 34946 7.530 a Jul 112014 Miek Musical, Inc. TAU JUI 241D.40:382014 Pagel ID:ycgC70E3s bp6WYgMOE4 ayvU4P-fYepExSHzYrlyKUHVRg107r7AH4H00_dW8W81yuuUN '1 1-z.lz aan 1s.1no 16-z-0 zs-zr )91A I J7-0L 43nn I -7-12 7+4 8-10.0 2+p 7-0d Z11J 7-iD8 6-0-0 Scala=1:76.4 6,5 = 5.00 12 2x4 II 17 16 1J 14 14 m ra 12 „ 10 3x8 = 4.4 = 31 = 5xa = 348 = 3x8 = 56 = 3x5 = 2x4 II 14.12 ie--A 114 V1uo ze-i-n -ioa s1i-0 o-1.12 Plate Offsets (X Y)- f3�0-2-12 0-3-41 It 1-0-2-8 0-3-01 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (too) Vde0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) .0.28 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumberincrease 1.25 BC 0.72 Vert(TL) -0.5110-11 >632 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Harz(TL) 0.03 10 ni Are BCDL 5.0 Code FBC2010/TPI2007 (MaMx-M) Weight: 239 lb FT is 0 LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP Noi BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1Row alA At 5-14,B-10 Miek recommends that Stabilizers and. required cross bracing be installed during truss brectlon, In accordance with Stabilizer Installation ulde. REACTIONS. fits/size) 10=811/Mechanical, 17=193/0-3-5, 14=2424/0-8-0 Max Horz 17=284(LC 7) Max Uplift 10=182(LC 8), 17=-277(LC 8), 14=-864(LC 8) Max Grey 10=829(LC 18). 17=409(LC 17), 14=2424(LC 1) FORCES. (Its) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when she". TOP CHORD 2-3=-122/6BO, 3-4=-278/1199, 4-5=176/1140, 5-6=-713/247, 6-7=-635/118, 7-21=-I 2581267, 8-21=-1258/267 BOT CHORD 16-17=-334/272, 15-16=725/18, 14-15=-725/18, 14-22=554/328, 22-23=554/328, 13-23=554/328, 12-13=-554/328, 11-12=-156/1223, 10-11=-268/1178 WEBS 2-17=-411/152,2-16=-662/136,3-16=-213/254, 3-14=762/528, 4-14=348/147, 5-14=-1696/416,5-12=-424/1513,6-12=-436/211,7-12-927/258, 8-10=-1313/320, 8i111=0/263 %\\-\`(+�'Pg NOTES- `���,•'� G E N S <e'9��1/���i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=Sttl Cat. II; r, p Exp B; Encl., GCpI=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left exposed; a ,�. Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. C[ 5) This truss has been designed fora 10.0 psf bottom chord live load nenconcument with any other live loads. ATE 6) - 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 0'• fit between the bottom chord and any other members, with SCDL= S.Opsf. �j +C\�•x• � O R 1 7)Refer to girder(s) for truss to truss connections. �j�\'••': �!•__•\\tj�% 8) Provide ni 7=277, 1 =864. lakconnection incNdirng heals" others) Memberend fixity bearing model was used in the enwithstanding alysis entl tleslgnuplift ollhllsitmssexcept G1=16)10=182, /�SLS1O N AI 1;``\�, 9) FL Cert. 6684 July 24,2014 ®HA4NIM-YenYl ✓•sign ynnertn,odnL10 AO1[S LNTMSANa fIA1a0FD NfIFlCltff£R£MEP.1G£Nll-M)3 ree I/!9/IOId&IOPEUSE ■■■ Design wild for use only with A9rek connectors. We design b based oNy Upon parameters shown, and is far an indivpual bui component. ApplicoVlIy of design parameters and proper Incorporation of companenf 4 responsbility of budding designer - not truss tledgner. Bracing shown Is for lateral supporl of individual web members a*. Additional temporary Asti to Insure stability during construction b the responsibility of the MiTek' erector. Additional permanent bracing of the overal structure b therelty spora of the buileing designer. For general guidance regarding fabrication, quality storage, dellwei erection and bracinANSVIPI1 Ouatttyq Waste, DSB-09 and BC9 Bullding Component 69M Pi East aM. gconlpm4 bile fto LeeSg,consul) jaspeciliedrMedeSNT are lth3oie elffee44O6/01/2013bYAISC 1isionsi�°end Tampa, FL 3361a4115 Din 15P) ris valuei Job Truss Truss Type Oty Ply a27040.Roofmaln house - Vega Res _ T6435040 27040-RF K3 Rool Special 1 1 I Jab Reference (optional) East Coast Tram Fort Pierce, FL 34M 5.00 12 2x4 II 5.5 = 7 MO s Jul 112014 MITek Industries. Inc. no Jul 24 Seals = 1:77.9 18 17 1a 15 as ` 13 " 11 10 34 = 4x4 = 44 5x8 = 4, = 4x4 = 3x8 = 3x6 = 2.4 II 44 = 1-7-12 iRo a.w a.nn old n aa.cn on it 7-04 I ratou 11-se I 7dn ssa addz Plate Offsets(XY)-- f3.0-2-120-3-4115'0-2-8Edoe116,0.5-00-331 f12�0-2-120-0-151114�G-3-00-0-1311160-2-150-0-61 LOADING(psp SPACING- 2-0-0 CSI. DEFL.. in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.59 13-15 >550 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.91 13-15 >355 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.89 Hom(TL) -0.01 10 nla n/a BCDL 5.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 2451b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 -Except- 3-5,5.6: 20 SP 285OF 1.8E SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 18=221/0-3-5. 15=238210-8-0, 10=826/Mechanical Max Harz 18=294(LC 7) Max Uplift18=284(LC 8), 15=-853(LC 8), 10=186(LC 8) Max Grav 18=417(LC 17), 15=2382(LC 1), 10=845(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-13 oa purllns, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 5-15,5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ulde. FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-139/635, 3-4=.267/1133,4.5=-177/1101, 5-6=1203/351, 6.22=-1153/312, 7-22=-11531312. 7-8=-1153/312 BOT CHORD 17-18=-340/280, 16-17=695/34, 15-16=-695/34, 15-23=498/305, 14.23=498/305. 13A,1=-4981305, 12-13=81/915, 11-12=-81/915 WEBS 2-18=-415/160, 2.17=-622/130, 3-15=.752/534, 4-15=318/114, 5-15=17131448, 5.13=-494/1838-10=914/2593, 6-13=-1079/389, 6-11=-190/312,7-11=-561/218, 8-11=-205/1041, ,,``,` PS 11A21f q**�',, �t� `v� BEN e NOTES- `� 0, S• q�f 1) Unbalanced roof live loads have been considered forthis design.�..•�•, !� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL-3.Opsf; h=25ft; B=4511; L=43ft; eave=5ft; Cat. II; 39380 Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and night exposed ; end vertical left and right exposed; porch left exposed; *- Lumber DOL=1.60 plate grip DOL-1.60 _ 3) Provide adequate drainage to prevent water pond ing. 4) Plates checked for a plus or minus 0 degree rotation about its center. Cf�' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.- ATE _ 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 �'•• C(/ fit between the bottom chord and any other members, with BCDL= 5.Opsf. �j T '.'C Q-.'• �� 7)Refer to girder(s) for truss to truss connections. �0�(�•; ... •'•����` 8) Provide connection (by othrs) of s to bearing plate Capable anding 100 Its ft at 9) 15=853, 1 =186.pitchelaks including healseMembers end fu8y model was used inftha entalysis and designllof thisltmssexcept Qt=1b) 18=284, �i sS;p N AItim � 1�?``%� FL Cert. 6634 July 24,2014 Awuwrx3.vrryaexy, Paranaanudaunna7rsexrarAxs rnawra xr7arBnrnavcralecxrr.w73 r.. r/m/7a4ae7aBstac ■®■■■■ Design valld for use only w4th Awrek connectors. Ris deslas is based only upon parameters shovm, and is for an indiNdual building component. �fy AppllcabmN of design parameters and proper lncorporalion of component B r,eponsbilily of building designer -not huffs designer. Bracing shown Is for loaral support ofindivitlual web members only. Additional temporarybractrig to Insure stability during construction is the responslbllllty of the WOWerector. Adettlonat permonent bracing of the overall struclure Is the responsibIlly of the building designer, For general guidance regarding labdcatbn, quality conlrot storage, delivery, erection and bracing, comull ANSIRPII Overly Cdtatla. D58.89 and Bar Buffung Component 6904 Pare East Blsd. S lety lglormalion avapobie hivr s Plate Institute, 781 N. Lee iheet, SU 312, Alexondrla. VA 22314 I�Sau era Fme SP Imber aspec-died, thedesignmrs steel a re Nose effective 0 OR1013 by ALSC Tampa. FL 3361P4115 Job Truss Truss Type 0ty Ply 627040-Roof main house - Vega Rea T66JSOd1 27040-RF Kd Roof Special 1 1 .Inb Reference fnntinnRll test coast Trvsa, Fen Pierce, FL. 34945 7.530 s Jul 112014 Mnak lnduafdes, Ipc. Thu Ju12410:40:402014 page ID:ycgC70E3s bp6WYCMOE4 ayvU4Paxmafd7xVA5OBddfdsNWwT85maUxlav_S7F5syuuUL 15.10.0 -0 8-1A 31A8 ]9-9-0 V2. -7-u 7dd e-toa F��611a i sea B-Da 3a-e - 54 = 5.00 12 Style=1:77.9 18 17 ,a 15 ca co in 13 ca „ „ 10 34 = dxd = one = Us = 44 = 3xe = 41 = 3x4 = 3xe = 2x4 II 14-12 tan 11 aa0 I 1s.1nn 1 zxn.e +s.=-n I non � a1.1a Plate Offsets(X.Y)— I3:0-2-12.0-3-41.112:0-2-130.0.141114:0-2-150-0-111116,0-2-140-D-151 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) gdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(L-) -0.2513-15 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 SC 0.73 Vert(TQ -0.4511-13 -715 180 BCLL 0.0 ' Rep Suess IncrYES WB 0.89 Horz(TL) 0.02 10 rue n/a BCDL 5.0 Cade FBC2010TrP12007 (Matrix-M) Weight: 246 lb FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 or, Purllns, except BOT CHORD 2x4SPNo.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6.0-0 cc bracing. WEBS 1Row at mitlpt 5-15.7-13 Mfrek recommends that Stabilizers and required cross bracing Ie Installed during truss erection, in accordance with Stabilizer hesitation guide, REACTIONS. (lb/size) 18=32410-3-5, 15=222510-8.0, 10=880/Mechanical Max Horz 18=294(LC 7) Max Uplift 18=303(LC 8). 15=-824(LC 8). 10=-195(LC 8) Max Gray 18=468(LC 17), 15=2225(LC 1), 10=900(LC 18) FORCES. (Ib)-Max.Comp./Max. Ten. -All forms 250(to) or less except when shown. TOP CHORD 2-3=-242/438, 3-4=-220/906, 4-5=140/852, 5-6=9851287. 6-22=-801/172, 7-22=-801/172, 7-8=871/247 BOT CHORD 17-18=340/278, 16-17=-516/129, 15-16=516/129, 15-23=359/280, 23-24=-359/280, 14-24=359/280, 13.14=-359/280,13-25=243/1105, 25-26=-243/1105, 12-26=243/1105, 11-12=-243/1105, 10-11=-142/514 -15-344/142, 381, WEBS 6-10=958/2005.6.13=t760/264,7153=480/21147.11=405/124, 8+11=.555/33. ,,,,,O PC �f< NOTES_ /��, V\ L 1) Unbalanced roof live loads have been considered for this design. b 31 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directiona ); cantilever left and right exposed ; end vertical [attend right exposed; porch left exposed` Lumber DOL=1.60 plate grip DOL-1.60' —_ = 3) Provide adequate drainage to prevent water pending. �rX Z 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 nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsl on the bottom In all areas where a 3-6-0 tall by 2-0-0 wide will n O •• 40 - _ ��� ;aC, . A, Q' chord rectangle fit between the bottom BCDL=5.Opsf. .' N% ••-40 F(1�••'G•\��` chord and any other members, with 7)Refer to girder(s) for truss to truss connections. .jss •••• ••• '� �'O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D Ib uplift atjoint(s) except (jt=lb) 18=303, oil N Al %%%% 15=e 9)'Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this miss. FL Cert. 6634 July 24,2014 ®Nuu,aarl de0gn Pannels and READ NJTFSGN 71175AA91M1WEn Ml]rxNFFE PAGE Mff-MiU ma. VZ9/201d0e0.grU5E annann Design valid to use only with Mnek connectors. We design is bared on?/ upon parameten shown. and is for an individual bvtldmg component. - ��- Applicceffy of design parameters and Proper Incomomblliry lion of component seespom of building designer. not true designer. Bracing shown -IsfalatemisuppoOofindividualwebmembenony.AdditionalfemporaryLacingtoInsurestcbllitrduLngconsWctionistherespomlbuntyofthe WOW ACditlonal pem onenl bracing of the overall dructum is the responsibiny of the building designer, For general Widonce, regarding febncation, quality conhoL storage, deuvery, erection and bracing consult ANSIpPII county minds. DSB-89 and DOI funding Component 69N Perk, Eeat Blvd. 5 lely lnformMat 4 Babie homjwss Plate institute. AnN• Lee Sheol. Suite 312. AlexonQrla. VA 1�D136y ALSO I�Sourhem me SP lumber ss syecitlel4 the denxn va uez are Maze eHecuye O6 0 Tampa, FL33610.d115 Job Truss Truss Type Oty Ply 927040-Roof main house - Vega Res I 1 W35gd2 27040sJ` KS Roof Special 1 1 Job Referencep i Eust coast Them, Fors Poore, FL. 34946 6A0 12 Sx5 = Sass=1:77.9 18 17 ro 15 en ea w ,.. m ,a „ m — 10 axe = 4x4 = 44 = 3xB = 44 ae 4x10 = sire ee 3x4 = 34 = 2.4 II 1-04x n q 744 I t•neu I vs.mn I se.mn � awn r.as e-10-o loan 1Bag 7so ' o-tnx Plate Offsets(%Y)— 130-2-120-3-41 N2,0-2-150-1-01 H4,0.2-150-0-81116.0-3-00-0-151 LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(-L) -0.30 13-15 -999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 SC 0.69 Vert(TL) -0.46 13-15 s,707 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.86 Horz(TL) 0.02 10 n1a Na BCDL 5.0 Code FBC20107rP12007 (Matrix-M) Weight: 2531b FT=O% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc purling, except SOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6-0.0 oc bracing. WEBS 1 Row at fit l 5-15, 5-13, 8-10 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. fib/size) 18=32310-3-5, 15=2227/0-8-0, 10=879/Mechanical Max Horz 18=294(LC 7) Max Uplift18=299(1-C 8). 15=-830(LC 8). 10=-194(LC 8) Max Grav 18=466(LC 17), 15=2227(LC 1), 10=931(LC 14) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (111) or less except when shown. TOP CHORD 2-3=238/464, 3-4=-240/906, 4-5=-158/836, 5.6=1296/407, 6-22=-717/166, 22-23=-717/166, 7.23=-717/166, 7-8=-832/252 BOT CHORD 17-18=-338/280, 16-17-529/125, 15-16=529/125, 15-24=-376/292, 24-25=-376/292, 14-25=376/292, 13.14=.376/292, 13.26=202/967,26-27=-202/967, 12-27=-202/967, 11-12=-202/967, 11.28=-140/675,28-29=140/675,10-29=-140/675 34, WEBS 8--10= 947/1538,6-13=49521338,, 7-13 —509/20847-11 —3 0/87, 8-11=12/39969 ,,`ss%% PS AI, �% 0, �GEN NOTES. ; ,••V 1) Unbalanced roof live loads have been considered for this design. 16 2) Wind: ASCE 7-10; Vui1=160mph (3-second gust) Vesd=124ni TCDL=9.Opsf BCDL=3.Opsf h=25ft; B=4511; L=43ft; eave=Sft; Cat. II; *, �• 39` Exp B; Encl., GCpi=0.18; MVVFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed. — Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. _ •• 4) Plates checked for a plus or minus 0 degree rotation about Its center. ' — ATE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffant with any other live loads. • 0 •• ((� 0i��` •••'c(0 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 BCDL=5.Opsf. q \ Q'•• ���� fit between the bottom chord and any other members, with 7) Refer to for truss to truss connections. ��(� • • • • • _\� �j ss� • •�\ girders) `�% 8) Provide mechanicalconnection (by others) of truss to bearing plate capable of withstanding 1001b uplift aljoint(s) except (jl=lb)18=299, --idjr0 N A; „0% 9) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 July 24,2014 ®wArtN7AA.veRryUargn yarameari WeESaNWSAIR)kholacfL jef"pfrFRE2x£WE llr7-Mn— 21"12014BtFMVIE Design valid for use only with MTek connectors. The design is based only upon parameters she and is for an Individual build gcomponent. p �1y• Applicability ofdanign parameters and proper Incorporation of component B responsibility of building designer- not liters designer. Brodng shown f`�.YY■■ Is for lateralsupporl of individual web members only. Additional temporory bating to Insure stability during construction B the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buldingdesigner. For general guidance regarding fabrication. quality control, storage. delivery, erection and beschr, consult ANSVTPIl Oualily Crltedo,DSB-B9 and BCSI Building Component 69U Parke East Blvd. If Savlthem Pine�SRlcombat Is spMifeA the deisitin ntu es sretN3me 1We0Cnive O6/O11f2013 byALSC Tampa. FL 33gt64116 Job Truss Truss Type Oty Ply U7040-Roof main house - Vega Res T64350d3 27010-RF x6 Roof Special 1 1 Job Reference o a tees.... l Ms.. Yan Fees. FL. a4114b 5x5 = 5.00 12 2x4 II 5 5x5 = 54 = Scale=1:77.9 18 17 1. 15 w <a w w m u ,a 11 10 34 = 4x4 = 4x8 3x8 = 44 = 3x12 4x8 = 3x8 = 2x4 2x4 II 144£ .c it 7.4.a a„d I z5.fa-0 .x..d <. -0 i �o-1.d 1c-o-o o-na 7-za Plate Offsets(XY1- 13:0-2-120-3-411120.2-150-0-101 fl442-140-1-i1116'0-2-110-0-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vde0 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Velt(LL) -0.26 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.42 13-15 >764 180 BCLL 0.0 ' Rep Stress Ina YES NIB 0.85 Hom(TL) -0.01 10 n/a i BCDL 5.0 Code FBC2010ITP12007 (Matrix-M) Weight: 2591b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. (Ib/size) 18=34010-3-5, 15=2200/0-8.0, 10=888/Mechanical Max Hoa 18=294(LC 7) Max Uplift18=299(1_C 8). 15=830(LC 8), 10=-193(LC 8) Max Grav 18=474(LC 17), 15=2200(LC 1). 10=910(LC 18) FORCES. (Ib)- Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. - TOP CHORD 2-3=253/423, 34=-241/867, 4-5=1591793, 5.6>1435/481, 6-22=-683/185, 7-22=-683/185, 7-23=768I273, 8-23=768/273, 8-9=903/253, 9-10=8801212 BOT CHORD 17-18=-338/281, 16.17=-490/139, 15.16=490/139, 15-24=.344/294, 24-25=-344/294, 14.25=-344/294, 13-14=344/294, 13-26=152/825,26-27=.152/825, 12-27=-152/825, 11-12=-152/825 WEBS 2-18= 474/173, 2.17=441/134, 3-15=719/522, 4.15=366/169, 5-15=1441/363, 5-13=-632/2129,6-13=-1022/373, 7-13=-578/233,9-11=95/754 Structural Wood sheathing directly applied or 2-2.0 oc purlins, except end verticals. Rigid ceiling directly applied or 6.0.0 oc bracing. 1 Row at midpl 5.15, 5-13, 6.13, 7-11 MTek recommends that Stabilizers and required cross brecing be Installed during truss erection, in accordance with Stabilizer Installation quid. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=3.Ops/; h=25ft; B=45ft; L=43ft; eave=5ft; Cal. II; Exp B; Encl., GCpI=0.18; MWFRS (directionaq; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chard and any other members, with BCDL = 5.Opsf. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oini except 0118=299, 15=830,10.193. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 July 24,2014 ®wAA7afA.xedfFaesgo r+r<r Mm aaaafAD rA]FSGNTRSM9IMSVDmnt1RFEFFflFMEMc£MII M13 M& I/l9/7014aR64 �■ Design wild for use only Win Wek connectors. This design is boned only upon parameters shown and is loran IndNdual bundng component. �. p�- Appllcabnityefdesignparameters and properincarpomtlon of component is responsibility of building designer. not truss designei, gracing shown ■■■��.YYY Is brloleral¢uppod of bdNitluol web members Doty. Additional temporarybrecing to insure stability during construction is the responsibility of the MiTek- erector. Additional permanent bracing of the overal structure Is the responsibility of the building designer. For general guldonce regarding labrbalbn, quality control, slorage.delivery, erection and bracing. consul ANSIp9fl Quality Criteria,DSs-89 and 001 Building Component 6901 Parks Fast BNE. SateNlabrma11lgn gqa'oble ham)rues Plaleln litute.781 N. Lee Skeel. Suite 312. Alexanldq. VA�2314 1t5auNem PIne 1SP� lumber lssp fciiiel�, nedes!;nva ues are [hose e0ecuve O6 01/2013 by ALSC Tampa, R 336101115 Job Truss Truss Type Oty Ply 62704aRoof main house - Vega Rea T6435044 27NNRF K7 Hip 1 i lJob ererve (optiona East Coast Truss, F04 Pierce, FL U946 7.530 a Jul 112014 MiTek Industries, Inc. Thu Jul 24 10;40:43 2014 Page ID:ycgC70E3s bp6WygMOE4_ayvU4P-0WRiHeAGa5Tb25M El GC7AY0TIohhF6MgQDviByuuUl t-)-tJ A.nO 15.160 ]-]A 71-10.0 ]&1n9 31BA 38_ee 43-On 4-7-t2I 'M 61W 11�1 e-ao 1 att-6 i 4-sJl 4 Scale=1:76.4 = 5.00 12 2x4 II5x5 3x4 = 358 _3x4 = 5x5 = 20 19 'a 17 er 10 4e m as au w13 " Je 12 3xe = 4x4 = 4x6 = Sx12 = 4x6 = 3x4 = 3xe = 34 = 2x4 II 4i8 ta.tz e.n II o-0.0 1 reran valou aa.=.n 1 4anu 'ta.a )<s o-tac to-oa 7nt-B e-]e o-t.tz Plate Offsets (X.Y)— 13:0-2-12 0-341 15,0-2-B 0.2-71 114,0-2-15 0-0-91 116 0-2.15 G O-61 118-0-3-0 0.0.151 LOADING feel) SPACING. 2-0-0 CSI. DEFL. In (lot) gden L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.2815-17 >999 240 MT20 244/190 TCDL 16.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.4415-17 >732. 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.97 Horz(TL) 0.04 12 n/a Na BCDL 5.0 Code FBC20107TPI2007 (Matra-M) Weight: 2661b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc purtlns, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. WEBS 1 Raw at midpt 8-13. 6-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 20=463/0-3-5, 17=2020/0-8-0, 12-945/Mechanical Max Horz 20=284(LC 7) Max Uplift20=335(1_(C 8), 17=781(LC 8), 12=-21 O(LC 8) Max Grav 20=479(LC 17), 17=2020(LC 1). 12=1045(LC 14) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=263/240, 34=-193/597, 4-5=115/504. 5-24=-B5/422, 6-24=85/422, 6-25=-790/237, 7-25=790/237, 7-8=790/237, 8-26=879/299, 9-26=-879/299, 9-10=-1002/299 BOT CHORD 19-20=-336/283, 18.19=.343/149, 17-18=343/149, 17-27=-79/538, 16-27=79/538, 16.28=-79/538, 15.28=-79/538, 15-29=-137/875,29-30=137/875, 14-30=-137/875, �350/85, PS 11A11(qZe','' WEBS 8.1 5=-4001/61 10-12=1103g 187, 6?17 —l275 3g117 6/705=-94/592, O,* \ NOTES- GENS'' ; !��' •�•\•�•.-Y�, 1) Unbalanced roof live loads have been considered for this design. 3938�� 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.OpsY h=25ft; B=�45ft; L-43ft; eave-5h; Cat. II; *. Exte B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right Lumber DOL-1 60 late ri DOL-1 60 exposed; porch left exposed` P 9P 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. i . •' ATE 5) This truss has been designed for a 10.0 psf bottom Chord live load nonconcument with any other live loads. IL 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 10..0 • TF Q• .•• fit between the bottom chord and any other members, with BCDL=5.Opsf. ��i�F • • 0 R I �• �N % 7) Refer to girders) for truss to truss Connections. �/ SSA """'. ;``�� 8) Provide 17=8mechanical 'filim1 anical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Gt=1b) 20=335, I.ff,T0 N A% - 0 9) "Semi -rigid pgchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 July 24,2014 ®w4xmm venryaesy, P.=me®=..dRzap rg7Brerrwnsuro 4Anwmprr7rxRzrrarz�Fxeez4rps4n a. Uer/tdr4oerox5u¢ Design valid for use only with Mffek connectors. This design is based a* upon parameters shovm, and is for an Individual building component. ��• Applicability of design parometers and proper incorporation of component Is responsblity of building designer - not truss designer. Bracing shown Is for lateral support of Individual vreb members only. Additional tempaarybracing to Insure stability during consfructlon 8 the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responslbi0ty, of the building designer. For general guidance regarding fabrication quality central. storage. delivery, and bracing, consult ANSIe11Pfl Quality C22M3erfa,DSB-89 and SCSI Building Component 69M Parke East BNd. Ie...Von IS fSoutheT PineSaPf iulmber iz Pe[ifieQ.�thede enicifuesauelthols2eelttective06/D31%2013by ALSO Tampa, FL 338104115 Job Truss Truss Type City Ply 07040-Roofmain house - Vega Ras T6435045 27"0-RF L1H Hip=Inlet 1 i I 1 ee (optional) cm,wm, uuaa. rwvm, w,r�a.o.v ......_.....-,......... -....-. ... .-. ._..__ ..._•-. ID:ycgC70E3s bp6WYgMOE4 ayvU4P.yuZTiKBgKijJHOWdPPIgCbdL95Ya9Azt7ji0n4yuuUG 48-0 8d-0 'Hili- sas I 4a-10 i a+1a a+14 a<14 � ea19 sea 1.t�oa Scale =183 2 3x4 = 5.00 F12 Sxe = 3x4 = 2.4 11 34 = 3x4 = 5x8 = 3 28 294 3031 32 5 33 34 6 7 35 3637 8 38 39 9 101 im, aa S. I FAr I " FAM I I FAVI 21 20 00 4119 18 42 43 617 =44 45 46 18 47 3x6 =34 Sx5 = 44 = 3x4 = 3.4 = h 11 48 15 1449 50 73 312 I 3.4 = 5x5 = 34 = 4x8 = 1-7.12 3e<-0 t�n itAA SJ-G 4fi-ta 43b 0. 8 64-14 4L11 <E-tll S]-0 0 tE-o 0.1-12 Plate Offsets (X Y)- 139-5-12 0-2-e1 f9'0.5-12 0-2-e1 115'0.3-0 0-0-151 118'0-2-14 0-0-101 LOADING(psl) SPACING. 2.0.0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.11 13-14 -999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.13 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.04 12 n/a file BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1901b FT=0% LUMBER - TOP CHORD 2x4 SP Na.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 21=777/D-3-5, 17=2932/0-8-0, 12=1180/0.8-0 Max Hom 21=70(LC 7) Max Uplift2l=566(LC 8), 17=.2147(LC 8), 12=-646(LC 8) Max Grav 21=783(LC 17), 17=2932(LC 1). 12=1184(LC 18) BRACING. TOP CHORD Structural wood sheathing directly applied or 4-4-8 cc purling. BOT CHORD Rigid calling directly applied or 6-1-10 oc bracing. , WEBS 1Row at mldpt 7-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Install uide. FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=892/702, 3-28=1981251, 28-29=-198/251, 4-29=-198/251, 4-30=-807/1219, 30-31=807/1219,31-32=-807/1219, 5-32=-807/1219, 5.33=807/1219, 33-34=80711219, 6-34=-80711219, 6-7--807/1219, 7-35=-532697, 35-36=532697, 36-37=532/397, 8-37=-532/397, 8.38=.1394/992, 38-39=13941992, 9-39=1394/992, 9-10=1554MO51 BOT CHORD 20-40=-565/762, 40-41=.565r762, 19-41=565/762, 17-44=300/532, 44-45=-300/532, 45-46=-300/532 1646=.300/532 16-47-87511394 47-48=-875/1394 15-48=875/1394 8 697/536, 4-119368 WEBS 221=756545592-20 509658,3-204363/320, 3-39501/502, .4-17=17T4/1300,5.17=-5701301,7.17=2128/1478,7-16=-589/709, 8-16=1065/731, . ..• . 10-13=-876/1308, 10-12=-1135/6B0 ,���O� �� G E N NOTES- 391 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-sewn gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.Ops1; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; porch left exposed - Lumber DOL-1.60 plate grip DOL-1.60 � Z 3) Provide adequate drainage to prevent water pending. ATE ,I 4) Plates checked for a plus or minus 0 degree rotation about fts center. 0•O 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads, 0 XN . A, O 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 ��� • O Fi 1fit een the bottom chord and another members.mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except lit=lb) 21=566, ,��SS�O N Al-����`, 7) Providen 17=2147,12=646. /1111111111\\ 8) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 July 24,2014 Continued on a e 2 AHAI4ttM-YeA!(Ougn panmeRn uGRLN fA7FSLXTMSAM1D I/lSIIaID MfIECRFFFAEMEMGENtf-M73 rea I/J9/2014BrFG9FI15E Design valid brues onry with Vi correctors. the design B based only upon parameters shown, end is for an lndMdual building component. ��- ApplicabiltyofdesignparametersendproperincorporatlonofcomponenirsresponslblliNofbuidingdesigner-not truss designer. Bmcimg shown ■ is for lateral supped of individual wets members only. Additional temporary bracing to Insure stability duing conshuction is the responsibility of the WOWerector, Additional permanent bracing of the ovemB simcbre Is the responsibility of the building designer. For general guidance regarding fabrication, quality storage.. delivery. erection and bracing, consul ANS11JPI10ualigty and 1101 Building Component 6904 PeM East SeW. gconutrol. CCriteria,gSB-89 IffS,W,1m Pine15P)lumberis sspen}i ,itihetleislgn valuef aieatA3ose eltfeeLYe 06/ol14 (2013 bY�C Tampa, FL 33610-at15 Job Truss Truss Type Ory Ply p2iwaaoot main house -vaAe Res TW35045 27040.RF L1H Hipelyder 1 1 Job Roter nce(onflonatl best Coast TN9s, Pon Pierce, FL. J!345 1.bSU.JYIl1LV14MI18Kinausmes.Inc. nujuiz4iV:4V:4o[ui4 Ya,-2 I0:ycgC70E3s bp6WYgMOE4_ayvU4P-yuZTiKB9KIjJHOWdP PIgCbdL96Va9Azf7ji0n4yuuUG NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ib down and 119 lb up at 7-0-0, 111 Ib down and 119 lb up at 9-0-12, 111 Ib down and 119 It, up at 11-0.12, 107 Ib down and 119 lb up at 13-0-12, 107 to down and 119 lb up at 15-0-12, 107 Ib down and 119 lb up at 17-0-12, 107 lb down and 119 lb up at 18-2-0, 1071b down and 119lb up at 19-3-4, 1071b down and 119 lb up at 21-3.4, 1071b down and 11911b up at 23-3-4, 111 Ib dawn and 119 Ib up at 25-3.4, and 111 Ib down and 119 lb up at 27.3-4. and 111 to down and 1191b up at 29-4-0 on top chord, and 291 lb down and 291 lb up at 7-0-0. 42 Ib down and 50 lb up at 9-0-12, 42 Ib down and 50 It up at 11-0-12, 42 Ib dam and 50 lb up at 13-0-12, 42 lb down and 50 Ib up at 15-0-12. 42 lb down and 81 Ib up at 17-0-12, 42 lb down and 81 lb up at 18-2-0, 42 Ib dawn and 81 lb up at 19-3-4. 42 lb dam and 81 Ib up at 21-3-4. 42 lb down and 81lb up at 234-4, 42 lb down and 81 lb up at 25.3-4, and 42 Ib do" and 81 Ib up at 27-34, and 291 lb down and 351 lb up at 29-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASES) 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: 1-3=-70,3-9=-70,9-11=-70, 22-25=10 Concentrated Loads (Ib) Vert: 3=-88(8) 6=88(B) 9=-88(B) 20=291(13) 13=-291(B) 28=-88(8) 29=-86(B) 31=-88(B) 32=-88(B) 33=88(B) 34=88(13) 35=-88(B) 36=-88(B) 38=88(5) 39=88(B) 40=-23(B) 41=23(B) 42=-23(B) 43=23(B) 44=-23(B) 45=-23(B) 46=.23(B) 47=23(B) 48=-23(B) 49=-23(B) 50=23(B) - AMAIWfM. Vents aasgppar maj.dRune WarcNPul 1M1a0m M11Ara£FEAfMFC.rcL nlr-N73 m. s/l9/201180MUIE - DaognVega! far aseomy with Musk conneclan. This design Is based any upon parameters shown. and is for an indiNdual building corral 1. ��• APPIICabnty of design parameters and Paper incogmnation of component Is responstalli of building designer - not bass designer. amcmg shown Is for lateral supped of intlivldual web members only. Addllionot temporary bracing to Insure sootily dudng construction is the responsllaMity of the MiTek' erector. Addlllonal permanent bracing of the ovemu structure Is the respomlbiGly of the bulldNg designer. For general guidance regarding fabrication quality control, storage. dolNery, erection and bracing. consu0 ANSI/IPII Quality Cristo,DSB-Bp and B09I Boating Component Gloat Parke East Blvd. SaleNlnlosmatlgn gva�7able Anm lass Plate lnsfilute.i91(J�Lea Street Saile312 AtescnCdal. VAon1�2D13 bYAlsC IiSauthem Pme SP lumber isspecdied, the desl va uasare Vase eHe<tsve 0fiy01 Tampa, FL 938sP4He Job Truss Truss Type Cry Ply d2)ol0.Roof main house - Vega Res W35a46 ZI040.RF L2. Hip i 1 Job Reference at' Past Cast Truax Foe Pleme, FL. U946 7.630 a Jul 112014 Walk Industries, Inc. Thu Jul 24 10:40:45 2014 Pagel I D:ycgC70E3s_bp64WgMOE4 ayvU4P-057r gCI50rAvY5pz7pvkpAYYVWUuddoMNSZJWyuuUIs �2 9-0.0 I Mad zoua nsn i saeu saes t 1-]-12 ]-H 0-10e 4e-0 &10.0 ]-2-0 1.1e0 SX8 = 5.00 r12 2.4 II 3xfi =3x4 = Sze = Scale=1:63.2 34 =2x4 11 4z4 = 4x9 = 3.8 = 3x4 = 41 = 4x4 = 2.4 I 3x6 a.0 se<o 1-e-0 one 1S oa zorw s]ao 1ao 8 ].4< { e-10.0 ears 61aa ]-ao a ten a 1.1z Plate Offsets(XY)- f3'0-5-120.2-81 I70-5-120-2-81112'0.2-140-D-131115'0-2-130-0-91 LOADING (psf) SPACING. 2.0.0 CSI. DEFL. In (loc) Udell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.10 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Ven(TL) -0.1116-17 ,999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.92 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC20107TPI2007 (Matrix-M) Weight: 1861b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS . 2x4 SP No.3 REACTIONS. (lb/size) 17=579/0-3.5, 14=1525/0.8.0, 10=803/D.8.0 BRACING. TOP CHORD Structural wood sheathing directly applied or 5-0-0 be purllns. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation oulde. Max Horz 17=90(LC 7) Max Uplift 17=395(LC 8), 14=612(LC 8). 10=-187(LC 8) Max Grav 17=588(LC 17), 14=1525(LC 1). 10=806(LC 18) FORCES. (Ib)-Max. Comp./Maio. Ten. -All forces 250(Its) or less except when shown. TOP CHORD 2-3=460/340, 3-24=45/389, 24-25=45/389. 4-25=-45/389, 4.5=.45/389, 5-6=-45/389, 6-26=-375/136,26-27=.375/136, 7-27=-375/136, 7-8=-854/214 - BOT CHORD 1-17=-173/257, 16.17=-180/257, 15-16=-196/328, 14-15=196/328, 13-14=0/375, 12-13=-70/692, 11-12=-70/692 WEBS 2-17=-602/264,3-14=-810/468, 4-14=-429/150, 6-14=-992/236, 6-13=51308, 7-13=-371/114, 8-11=-70/492, 8-10=7981263 NOTES. 111111111111 W d: ASCE 7.1) Unbalanced f0; Vult=live loads have been i 160mph (3 secondgust) Vasd=124mdered for this iph; TCDL=9.Opst. BCDL=3.Opsf; h=25ft; B=45ft; L=36ft; eave=5ft; Cal. II; PS Aq<e'',, ,,,�`�-^ O\v.,•; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; `�� E ni s'•.,q�1e V • Lumber DOL=1.60 plate grip DOL=1.60 ,� /v 3) Provide adequate drainage to prevenlwater pending. 4) Plates for 0 tlegreerotation its • 0 39380_- checked a plus or minus about center. � *.: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0.0 wide will fit between the bottom chard and any other members. : Mir z 7) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at -lb) 17=395, o qT E -: •• 14=612, 10-187. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. i Q �(/ �,�T••, •C� Q P 1N�,� OCcs . . C? O 0 R 11NA11 Epp``• FL Cert. 6634 July 24,2014 ANAFMAG Yedll aelgn parsm¢Cn,r.ERL,1D I.a]ESarIThTSAMJ IA'1VeF0 MI]F%RFIFflF.t�M6ENff-M2) m.1/t9/I011&S69Ell5E Design valid for use only Wth Wait connectors.ThB design is based any upon paramelea shown. and is for an individual building component. Applicability of design parameters and pmperincapomflon of component B respomb0ih of bull designer -not Wss designer. Bracing shown Isfor lateral support olind'Mdual web members Doty. Additional temporarybracing to insure stabllity during construction 6 the respansibalify of the MiTek• erector. Additional permanent bracing of the overdo structure is the responsibility of the building designer. For general guidance regarding fabdmtlor% quality eonUOL storage, delivery, erecton and belong. consult ANSIAPII quality Criteria. bites? and SCSI Building Component 69M Parke Fast Bhd. B=lahl lormo1lon [o'pDle from isuss Plate lnslifute. ]BI N.Iee beet. Suite 312 Alexandra, VA 231 d. O Saut�sem i✓ine�vP� lumber is specified, thedesign va ses arethgse effettiveflfi 01/2013by ALSC Tampa, FL 33810A115 Job Truss Truss Type Ott, Ply 027040-Roof main house. Vega Res I T8435047 27040-RF LJ Hip 1 1 Job Reference (optional) East Coast Truss, Fee Pierce. FL. 3494e 7.530 a Jul 112014 Mines Industries, he Thu Jul 2410F0:472014 Page I D:ycgC70E3s bp6WYgMOE4 ayvU4P- HhD7ODwrJzt Xig7%gK8H0jjPvEJd9kyb1 B7ryyuuUE 1-7.12 7-0-1 20o a9s ass ao-s x.pa Tao 1-1aa 5x5 = 3xA = 5.0012 2.4 II 425 2B 2.4 5.5 = 6 27 728 2x4 II Scale =1:e3 2 m 10 3,16 = 2.4 11 AXIS= 44 = 3.4 = 3x8 = Axis = 48 = 2.4 II 3x8 = 1.7.12 36u4 1x" i .ns is>s 1s `an 7o-an1 x7 ao 1 a4 1.pa 7« o-o-s o-P t1 4-0-tt s.s-s 7aa a 1ao slnx Plate Offsets IX Y)- r13-0-3-0 0-0-131 116�0-2-15 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert LL) 0.09 17-18 a999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.10 17-18 -999 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.61 Hoa(TL) 0.01 11 n/a n1a BCDL 5.0 Code FBC20107rP12007 (Matrix-M) Weight: 2021b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 18=545/0-3-5, 15=1580/0-8-0, 11=782/0-8-0 Max Horz 18=110(LC 7) Max Uplift18=379(1_C 8). 15=.637(LC 8), 11=-176(LC 8) Max Grav 18=569(LC 17), 15=1580(LC 1). 11=798(LC 18) BRACING. TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purllns. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15.17,14-15. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gulde. FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=.441/319,3.4=-402/409,4-25=-51/428, 25-26=-51/428,5-26=-51/428, 5-6=278/111, 6-27=278/111, 27-28=278/111, 7-28=278/111, 7-8=.812/288, 8.9=-853/201 00T CHORD 14-15=-428/252, 13-14=0/521, 12-13=01521 WEBS 2-18=.573/243,3-17--433/210,4-17=-423/540,4-15=692/375, 5-15=-1029/298, 5.14=-230/935, 6-14=-354/130, 7-14=367/121, 7-12=173/454, 8-12=-414/202, NOTES• 9.12=14/521, 9-11=782/246 `PS 1 A 1 �l�,,', 1) Unbalanced roof live loads have been considered for this design. ,�� �.`v^•`'� G E N S'•.•q �� 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf h=25ft; 8=4511; L=36ft; eavii Cat. 11; ` Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: porch left exposed;. 39380 Lumber DOL=1.60 plate grip DOL=1.60 *, : • �/' 3) Provide adequate drainage to prevent water landing. 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 nonconcument with any other live loads. txJ' Vir z 6) • This truss has been designed fare live load 01`20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will O •• ATE : ��/ fit between the bottom chord and any other members. 7) Pmechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 18=379, S 637, ��00 ,T� •'C� O Fi 1 O Q `: �_,�� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 July 24,2014 ANAGvrP1J -Yadry de7gn Paraa,eien 4a46Fi1D MmSDNTMSANp rhtlVeO MIIF1r6F7FBEME 0,10E Mrl-)4>3 n. I/t9/I014&}69EIAfE Dovgnvo0d foruse only with hvirekmnnecton. lhisdesign bbased only uponpammetenshown.ondlsfaanlndivldualbuilding component. �� Applicability of design parameters and properincorporalion of components responsbaldin responsibility of building designer -not truss designer. Bracing shown Is far loteral support of individluel web members only. Additional temporary bracing to Insure stability during construction B the Responsibility of the MiTek' erector. Additional permanent bracing of the overa0 structure Is the responsibility of the bvllding designer. For general guidance regarding Fabrication, quality delivery, erectbn and booing. coraull ANSI/iPll Quality CCrreea�te, D50.09 and Bat Building Component 69N Parke East bled. gcontrol.storage, ItfSoultliem s�ne 1SP� Ibtrsmberisspeleifits. tiadesign vat Joe sh3ose elHettive 06/Ol12013 byAISC Tampa, FL 33810.4115 Job Truss Truss Typo City Ply 42104PRoof main house -Vega Res T6435048 27040.RF L4 Hip 1 1 b ee a(gplionalf East Coast Truss, Fan Pierce, FL. 34940 r..asaunl Za,am'herrivarnea, me. inu 9m 4a av:au;a4 zu,a rape, HID;ycgC-7-0-E3s—_bp6WI VgMOE4 ayVU4P-MTFbKMDZcd5u8sFC5YsNgEFu9JWMcySghigNPyuuUD 2. -0za104 -0 IM zX1 eI "aa R 111.1E 3x4 = 2.4 11 5x5 = Scale =1612 10 1 2x4 II bxe = 44 = 3x4 as 3x9 = 4xit = 4x8 = 2.4 11 3x6-- 3x8 = 14-12 - aBA-0 lap r+4 I o-�oA 1 4a-0 I o-10a i ]aA w- 1da LOADING(pso SPACING- 2-0-0 'CSI: TCLL 20.0 -Plates Increase 1.25 TC 0.58 TCOL 15.0 Lumber Increase 1.25 BC 0.31 BCLL 0.0 ' Rep Stress Ina YES WB 0.62 BCOL 5.0 Code FBC2010rFP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 18=527/D-3-5, 15=1616/0-8-0, 11=76410-8-0 Max Hor218=130(LC 7) Max Uplift 18=371(LC 8), 15=655(LC 8). 11=-168(LC 8) Max Grev 18=564(LC 17). 15=1616(LC 1), 11=79D(LC 18) DEFL. in (loc) Btlefl L/d Vert(LL) 0.09 17-18 >999 240 Vert(TL) -0.10 17-18 -999 180 Hoa(TL) 0.01 11 Na n/a PLATES GRIP MT20 2441190 Weight: 209 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purms. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6-0-0 oe bracing: 15-17,14-15. MTek recommends that Stabilized; and required cross bracing be Installed during truss erection,. in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=429/302, 3-0-396/406, 4-5=-37/425, 7-8=-804/288, 8-9=836/186 BOT CHORD 14-15=-425/274, 13-14=0/362, 12-13=0/362 WEBS 2-18=-567/235, 3.17=4511216, 4.17=-487/638, 4-15=637/333, 5A5=987/282, 5-14=221/885, 6-14=-291/105, 7-14=384/132, 7-12=208/550, 8-12=439/210, 9-12=0/507. 9-11=-773/238 anced met live loads ave been considered for Wind: s A. arse ,`O`'r• PC BI Enccl. GCpl=0.18; MhWFRS (directional) tcantilevler leftiand right exposed; end vertical left and fight exposed porch left •exposled; EE N 5+'•<e-9�r���� Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water ••� prevent pending. degree its �• 3938 _ 4) Plates checked for a plus or minus 0 rotation about center. * 5) This truss has been designed for a 10.0 psf bottom chord live load noncaneurrent with any other live loads. 6) a 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. bearing of withstanding 100lb uplift atjoinl(s) except Ot=16) 18=371:0_� •' :(1Z Z 7) Provide mechanical connection (by others) of truss to plate Capable 15=655, 11=168. 8) "Sen igid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. e ATE •• 0 Q• �.t�•. �� 'D it OR FL Cert. 6634 July 24,2014 ANARMIA Ye4frdeagn yannreTn+nPPUD lA]FSLNTRSAMJ frQLOED pf1F,rFEiFN£MEMLC Mff-1413 run 1/29/Sn14&ICNEIRE Design vo0d forme only with Was connectors. This design b based anb upon pammalen shown. and is loran IndNdual bmleng component. AppisowiBN of design parameters and properincorpomilon of component u responsbflity of building designer-nol truss designer. Bracing shown Is forlateral support of individual web mombere only. Additional lemporarybracing to insure stability during conshVctionb the re,ponalit dy of the ,Y11 WOW erector. Additional permanent bracing of the overa! structure is the resporselty of the building designer. For general guidance Mai Il fabrication, quietly central, storage, delivery, erection antl bracing, consult AN5UT91I Ouary, or ado. DSO.89 and BC5l Building Component 69N Parke East OW. IfSoulihem Ppure�SP' Ibumberisspeeified, the Eeiren ases are N3oie efBecUve O6/Olt4. %2013byALSC Tampa, FL 3361u4115 Job Truss TNss Type Cry Ply p27040-Roof main house - Vega Rea T6435049 27od-RF L5 Hip 1 1 b Reference (optional) - East Coast TNss. Fort Pierce, FL 34946 7.530 a Jal 112014 Mini mcwthin. Ina. Thu Jul 2410A0:492014 Pagel ID:ycgC70E35 bp5WygMOE4 eyvU4P�gp_YiEBNxDlmOpOeFNcMRo2gjwS50dE2LgEwryuuUC 1.7nz 9cc I 1s.as ,H rJ-o Z]Jd — sacs 12, 14-12 7Jd 9-0-0 61-0 Bd0 R2d 1-10-0 5.00 FIT 5.5 = 5, = Scale: 3116'=1' 2x4 II 4x4 = 44 = Us = , 3x4 = 4x9 = 4x4 = 2.4 II 34 = axe 1-7-12 364.0 a, F10-0 Plate Offsets ((.Y)-- 13:0-2-120-3-011513-5-120-2-8116�0-2-12DJ-0111Y0-3-00-0-12i 114,0-2-1a0-D-121 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. In (Joe) ydefl IJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Ven(LL) 0.09 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Ven(TL) -0.1010-12 >999 180 SCLL 0.0 ' Rep Stress Ina YES WB 0.78 Hom(TL) 0.02 9 n/a We BCDL 5.0 -Code FBC20107rP12007 (Matrix-M) Weight: 199 lb FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=501/0-3-5, 13=1662/0-8-0, 9-743/0-8-0 Max HDa 16=150(LC 7) Max Uplift 16— 353(LC 8). 13=-687(LC 8), 9=154(LC 8) Max Gmv 15=553(LC 17), 13=1662(LC 1), 9=778(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 5.6-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, 'Except: 6-0-0 oc bracing: 13-15. WEBS 1Raw at mldpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. FORCES. (lb) -Max. CompJMax.Ten.-Allforms 250(I1b) or less except when shown. TOP CHORD 2-3=408/271, 3-4=-97/478, 4-5=46/452, 5-6=.276/79, 6.7=-813/159 BOT CHORD 15-16=192/265, 14-15=.237/280, 13-14=237/280, 11-12=.26/659, 10-11=-26/659 WEBS 2-16=-560/222,3-13=-659/487,4-13=-560/174, 5-12=65/392,6-12=-579/230, 7-10=01487, 7-9=-764/223,5-13=-926/243 NOTES-111 dered for live W d: ASCE) Unbalanced r7.110; Vult=160mph (3 seconds have been igust) Vasd=124miph; TCOL-9.Opsg BCDL=3.0psf; h=25ft; B=45ft; L=36ft; gave=5ft; Cat. II; A f A�e �``,,`\v,Ps! Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and fight exposed end vertical left and right exposed; left exposed; �� E N S'•..•q o, ; porch Lumber DOL=1.60 DOL=1.60 `���1,0,•........... l V plate grip 3) Provide adequate drainage to prevent water pending. ; /�`, 3 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf boftom chord live load nonconcurrenl with any other live loads. 6) • This truss has been designed fora 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. •' :ram 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(a) except (h=1b) 16=353, ATE 13=687,9=154. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i Q �• i�,T'• ,% s �O N A ; E00` FL Cet 6634 July 24,2014 ®N,srtM]n Ve4fr ae,gn P•(+^<a=••daFnn w]sscx7xrs,wo I/41V0o)MfrFXRFlExfN.F PAc£nrr-!an rt. vev/:aumas[uss Designvolid fause ontywilh Autakconneilon.IDb dedgnbbased onNupon parametenshow, andisforaninGNdualbulding component. ��• Ape cabNry of design parameters and Proper acomomllon of component b responslb0ity of building designer - not two designer. Bradng rhown IsforlatomlsuppodoflndiNdualwebmembenony. Additional temporary bracing to Insure stability during construction a the responsibility of the Mirek• rector. Additional permanent brocing of the overo0 structure is the responsbllty of the bullding designer. For general guidance recording fabrication, quality control,storage. delvery, erection and bidding. consul ANSIpPIl Quality Geeta,DSB-09 and SCSI BuOdinc Component 69N Parke East BM. Solely lnlormvllgn p prble ho. Two Plate lrutitute, 781 N. Lea ilreet. Suite 312 AlgxanQda. VA p2314 Tampa. FL 33810J115 115outhem Vin.IS. SP lumber is specified. the design v4 uses are thesee eduve Ofi/Ul/1013 by ALSt Job Truss Truss Type Oty Ply i12r046Roof main house - Vega Res T643505a 27NO-RF L6 Hlp 1 1 an , oplontha East Coast Truss, Fort Pierce, FL s4946 7,530 s Jul 112014 MRek Industries, Inc. The Jul 24 10:40:50 2014 Pagel ID:ycgC70E3s bp6WYgMOE4 ayvU4P-IsMMI1FpBELbOAOaCyurvfL9R7GmgRxOH70nSHyuuUB 1 -)-1] IT, 1].n-0 1BdU '11d-0 34dd ,!J-0 �z 7dd 1 ea-0 i zd-0 1 a.oa � 7-z-0 11.1e�a Style=1:64.7 US = 5x5 = 5.00 12 2.4 11 4x4 = 44 = US = Us = 44 = 4x4 = 2.4 II 34 = 34 = 1.9.1 3e4-0 �-1 PAFO 15.t n.r1 fn(4e I R)d 1-0A Nd &140 <-0-0 &lag )-]-0 180 Plate Offsets (%Y)- 13�0-4-00-3-0114�0-2-80-2-71I6,0.2-12Edoe1111�0300-D-121114,0-2-100-1-31 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. In (loc) Well Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.05 15-16 >999 240 MT20 2441190 TCDL 15,0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.10 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 9 nua rust BCDL 5.0 Cade FSC2010/TPI2007 (Matrix-M) Weight: 202 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. fib/size) 16=477/0-3-5, 13=1702/0-8-0, 9=72810-8.0 Max Harz 16=170(LC 7) Max Up1iftl6=166(LC 8). 13=-424(LC 8), 9=-176(LC 8) Max Grav 16=541(LC 17), 13=1702(LC 1).9=763(LC 18) BRACING - TOP CHORD Structural mod sheathing directly applied or 2-2-0 oc purllns. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-15.12-13. WEBS 1 Row at midpt 5-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accerdsnce with Stabilizer Installat o aide. FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=406/89, 34=.59/617, 4-5=0/399, 6-7=806/211 BOT CHORD 15-16=113Pd18, 14-15=113/291, 13-14=113/291, 11-12=78/661, 10-11=-78/661 WEBS 2-16=-529/211, 3-13=764/280. 4-13=-530/130, 5.12=106/448, 6-12=682/265, 7-10=-39/533, 7-9=-731/235, 5-13=-817/201 NOTES- 1) Unbalanced roof live loads have been considered for this design- 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=3.Opsh h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp B; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joints) 3. 5) Plate(s) at joint(s) 4, 5, 1, 14, 2, 16. 15. 13. 12. 6, 10, 7, 9, 8 and 11 checked for Is Plus or minus 0 degree rotation about its center. 6) Plate(s) at joints) 3 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This. truss has been designed for a Ilve load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tn between the bottom chord and any other members, with BCDL= 5.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Ql=lb) 16=166 13=424,9=176. 10) "Semkrigid pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 July 24,2014 ®MARNfIL -Yedfr Celgn ➢anrre>:n NRN/N M]ESGH]MSAND IIQL0F0IfflFxltFrFRF,1¢MGE Hll-M)3 m x >Jl9/E0(48Ya9ElBE Design,,alld for use only w1th LLTek connectors. This design b based only upon parameters shoves. ondbforanindiNduolbugdmgcomponenl. Applicability of design parameters and proper lncoporallon of component is responsionly of lauding designer -not truss designer. 6mdng shown Is for lateral support of hdMdual web members only. Additional lemporaly bracing to Insure stabigly, during consimetlon is the nesponsiblllily of the MiTek' erector. ACCltienal permanent broahl; of the ovemg structure is the resporubigly of the bullding designer. For general gdolonceragarom, fabrko�44lbn quality central. storage. delivery. erection and brocing. consult ANSI/TPII OualilypCMeda.DSB-89 and BCSI Bueding Component UN Parke East Bind. II Salyulnem Pint pP� h tuber bspe[ilied, titie14. d¢sN nvalues ale N3o. a efPe<Lve O6/Ol/2013 byALSC Tampa, FL 33610d115 Job Truss Truss Typo Oty Ply p2]040.Roo/main house - Vass Res TG 35051 2i040.RF L] Conunon ] 1 Jobe o onall East Coast Truss, Foil Pierce, FL. N946 7.530 a Jul 112014 Meek Industries, Inc. Thu Jul 2410:40:512014 Paget ID:ycgC?OE3s bp6MgMOE4 ayVU4Pt1 kzNGRvYTS?JmmgP4RstOm%cVZWd)WgK-jyuuUA 1.].m 9-04 1 1c1no i 19.dd ooen n441 n4en s 1 q-12 744 &100 24-0 2.4Q H41 ]-2d 1-10-0 31 6x8 = 5.00 12 Scale =1:02.9 3x8 = 2.4 II 4x4 = 4x8 = Us = 3x8 = 4x8 = 44 = 2x4 II Ike = 1.7.12 1ao-II i.<: I o-ioo acre e.'1ao i si-io Plate Offsets (%Y)- 13:0-2-120-3-4117*0.2-120-3.01112:0.2-130-0-151115.0-2-13D-0-151 LOADING(pso SPACING- 2-0.0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC '0.69 Vert(LL) 0.09 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(TL) .0.10 11-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.81 Hort(TL) 0.02 10 Na' n1a. BCDL 5.0 Code FBC2010/TP120D7 (Matrix-M) Weight: 212 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=501/0-3-5, 14=1661/0-8-0, 10=744/0-e-0 Max Harz 17=181(1_C 6) Max Upllft17=347(LC 8). 14=696(1_C 8), 10=-150(LC 8) Max Grav 17=554(LC 17), 14=1661(LC 1). 10=777(LC 18) BRACING - TOP CHORD Structural woad sheathing directly applied ors-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 6-0-0 oc bracing: 14-16,13-14. WEBS 1 Raw at midpl 5-14 Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation adduce. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=415/261, 3-4=-113/509. 4-5=0/424, 5-6=-253/157, 6-7-266/73, 7-8=-818/155 BOT CHORD 16-17=-225/279, 15.16=-246/289, 14-15=246/289, 14-24=-137/260, 24-25=-137/260, 13-25=-1371260, 12-13=-22/666, 11-12=22/666 WEBS 2-17=.556/214, 3-14=-685/498, 4-14=-385/180, 5-14=899/188, 6-13=2601802, 6-13=-378/178, 7-13=-608/243, 8.11=0/506, 8-10=-758/218 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25h; B=45ft; L=36ft; eave=51t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch 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 noncorcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 20-0 wide will fit between the bottom chord and any other members, with BCOL= 5.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=ib) 17=347 14=696.10-150. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model wasused in the analysis and design of this truss. - Fir ,TE :�W� R 1�P. ��`♦ NA�EC;•�`• 1111 FL Cert. 6634 July 24,2014 ANARttW. Vdfrder4, iarasse naadREla WMSGN]MSAIA 1f 000FAGE 0411-A923-suzV20mmadal Design valid for use only Win Wait con nadon. This dedgnh based only upon parameters shown. and is for on Individual building component. Applicebkv of design Parameters and proper Incorporation of component Is responsbslty of budding designer- not Inds designer, eroding shovm is for lateral supped of Ind vidual vreb members only. Additional temporary bracing to Insure stebidty dudng construction 4 the responsibility of the Welk'erector. Additional permanent bracing of the overod structure is the responsibility of the building designer. For general audience regarding fabrication. quality control. storage.delivery, emctbn antl bracing. consult ANSIlT911 Quality Ciliate, o5B-89 and SCSI Building Componenl 69M Parke East Blvd. Safely lnformalIfgn gqva'able from Tmss Plate l ti�ute.7BIN.Lea treet.Suge312Atexandda.V 2314 I1Southi Pme'SP� Iumbermspecdie�, thed.signv uwuetb atefgctive 06 Ol/�013 by ALSO Tampa, FL 336104116 Job Truss Truss Type Cry Ply d2]040.Raw main house -Vega Res T6435052 2]040.RF LB Common 2 I 1 Job e io al aril Coast Truss, Pon Pierce, FL. N946 7.5305 Jul 112014 MiTek magcWas, Inc. Thu Jul 2410:40:522D14 Pagel ID:ycgC70E39_bp6WrgMOE4 ayvU4P-FEU6AIH3gscJdTYZKNwJ 40ZJMklNthkJvuWAywU9 1.).to { can s I i 7s 41 _� aatoe I-34.1ao 1-)-12 ]rid &100 2d-0 ]-0-1 4$2 4-11-00 4x4 = 5.00 12 Sale- 1:60.6 [r 3.4 = 1x4 11 4.4 = 46 = 3x9 = 4xe _ 3x8 = 3.4 = 1-0-12 0.1. Plate Offsets(%Y)- 13�0-2-120-3-41 f12,0-2-150-0-111 f14'0-2-140-0-131 LOADING(ps1) SPACING- 2-0-0 CSI. DEFL. in (toe) Udell Ucl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC - 0.70 Ven(LL) -0.28 11-13 >797 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.3811-13 >595 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.81 Hom(TL) 0.02 10 Na Na BCDL 5.0 Code FBC2010rrP120D7 (Matrix-M) Weight: 197 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-5 the puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOTCH.ORD-_-Rigidaelling-cirectly-applledar-&O-0 oebracing WEBS 1Row at midpt 6.13 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation culde. REACTIONS. (Ib/size) 16=49310-3-5, 13=1688/0-8.0, 10=594/Mechanical Max Hoe 16=206(LC 7) Max Uplift 16=348(LC 8), 13=-699(LC 8), 10=-115(LC 8) , Max Grav 16=550(LC 17), 13=1688(LC 1), 10=626(LC 18) FORCES. (Is)-Max.Comp./Max. Ten. -All forces 250(I1p) or less except when shown. TOP CHORD 2-3=405/265, 3-4=-119/525, 4-5=16/467, 5-6=737/271, 6-7=-574/137, 7-8=6721108 BOT CHORD 15-16=-246/287, 14-15=-276/280, 13-14=276/280, 10-11=-85/737 WEBS 2-16=-548/219,3-13=-686/509, 4-13=-347/147, 5-13-978/251, 5-11=-307/969, 6-11=-470/222, 8-10=-714197 ) Unbalanced NOTES- Wind ASCEr77--10; Vult=160mph (3 secondigust) Vasd=124m tiph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B� oof live lods have been L=35ft; eavii Cat. II; f y A�e PSA Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposetl: porch left exposed; ..........5ft; ��`,,\v' O,.•E'•.,q� 11�i� Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 39380 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for alive load of 20.0ps1 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, with BCOL= 5.0psf. to for truss to truss - 6)Refer girder(s) connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100Its uplift atjolifil except (jt=1b) 16=348,' • ATE •• 13=699, 10=115. 8) "Semi -rigid pitchbreaks Including heels" Member end faity, modelwas used In the analysis and design of this truss. i Q /[/ �� T�.aC� R N Al %.�`�,, FL Cert. 6634 July 24,2014 Ardeate vad,fP,soe panrremn gad RFAD MM ON)NTSAre NdzW0 MfIFKRfrENFAtFPMENff.Ml3 m e 112Y(2014 prrCPENSE Design valid for use any vrth Weak connectors. This design is based a* upon parameters shown, and is for an Individual building component. ��• Appllcabi h, of design parameters and Proper incoMoratlon of component 6 reepomDPry of building designer - not Iwss designer. Bracing shown Is for lateral support of individual "Is members only. Ackitianal temporary bracing to lowre stability during construction is the responsibility of the MiTek' al peanent bracing of the overen structure is the repo biliN of the building designer. For general guidance regarding erector. Additionpermanent faacaibn. quality control. storage, delivery, creation and bracing. consult ANSIAPII Dual4y Citedo,05B-8y and Bar Building Component 69U Parke East Blvd, T?lalyinfmmafign Q ajoble from Truss Plate Institute, 781 N. Lee Sheet. Suite 31Z AlWcO do, VA yp14. ISouchem Pme SP lumhems BPe[dsed thedest=ws va ues are Nosee echva 06 1/2013by ALSO Tampa,FL3361"li5 Job Truss Truss Type Qty Ply 027040.RoafmaIn house -Vega Res T64]509 27NU-RF L90 Menopilch GlNer 1 1 Job of roe o do a East Coast Truss, Fort Pierce, FL 34946 3.10 II T MO a Jul 1120141 Industries, Inc. Thu Jul 24 10:40:522014 Page 1 ID:ycgC70E35 bp6WYgMOE4 eyvU4P-FEUBAIH3gscJdTY2KNwJ 4QgPwwmlZYhkJv WAyuuU9 3-8-8 3.8 8 2.4 II Scale=1:16.6 Plate Offsets (X Y)— I1,0-2-12 0-2.101 LOADING(pso SPACING. 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.01 4.9 >999 240 MT20 244/19D TCDL 15.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.03 4-9 >999 180 BCLL 0:0 ' Rep Stress Incr NO WE 0.00 Ham(TL) 0.02 1 Na Na BCDL 5.0 Code FBC2010frPI2007 (Matru-M) Weight: 221b FT=O% LUMBER - TOP CHORD 2x4SPNo.2 BOT CHORD 2x6SPNo.2 SLIDER Left 2x8 Sin No.2 1-6-0 REACTIONS. (Ib/slze) 1=499/0-8.0, 4=402/Mechanical Max Hom 1=107(LC 7) Max Uplift 1=-103(LC 8), 4=-103(LC 5) FORCES. (to) - Max. Comp.fMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3=8-8 oc puffins, except end verticals. be installed during truss erection, in accordance with Stabilizer NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and night exposed ; end vertical left and right 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 nonconcurent with any other live loads. 4) has ord and anyothmembers * This truss live load er Psf on the bottom chord In ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom ch`,,t%�P51 A% 'tta I 5)Refer to girders) for truss to truss connections. ss , ...• �e i," 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift al Joint(s) except (t=1b) 1=103, `�� �0,.•� E N S 9 �i 7) "Semi -rigid phchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 39380«. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated fossils) 6161b down and 1251b up at 1-9-4� * �• ' 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). - �rfr LOAD CASE(S) Standard ATE 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �'• �!/ Uniform Loads (plt) �� Tn•'. Q',•' Vert: 1-3=70, 4-5=-10 ���\'s • 0 R Its,• (�\��� Concentrated Vert: 11ads 6161(F) ��'��S��NA� %%%%% FL Cert. 6634 July 24,2014 AWAAMfA.Yaf/r design prune®naeJnEDrA7FSGN7fi(SM0fM1o0Ep MfiRfiFEEfl£ME MGEMf/-K)3 red WV2014911deL E Design valid for use only with Nultek connectors. This design is based only upon parameters shown. and is for on Individual building component. IMFAppicabifty of design parameters and proper Incorpoo lon of component is resparal of bulding desgner- not truss designer.&acing shown Is for lateral euppod of Individual web members only. Additional lempcmq occurs to Insure stability during conslmcllon is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the respandblEty of the bulldng designer. For general guidance regarding fabrication. quality delivery, emctbn and bracing, consult ANSVYPI t Quality C2rdfferio,DSO.89 and DCSl building Component 69N Parke East Blvd. gcoonvol,storage, Ii Soulthem Pine 1aP� lumber iiipecified, the Ceffign value aretthads, e9e=O6/u1l%2013 by ALSC Tampa, FL ]3B1P4116 Job Truss Truss Type City Ply 9270d0-Roofmah house -Vega Res' T6435054 2]040-RF Mitt R6of 6pedalGWer 1 1 efere Tonal East Coast Trusts, Fort Pleme, FL. U946 1.630 a Ju1112014 MITex 1.1" , 4D0 2.1M 2-10-13 1 4-M 1 2-10.0 I. o 7.2-0 Scale = 1:47.0 5x5 = 44 _ 3x4 = Us II 4x4 as 3x4 = Us = 314 = 3x4 = 4x8 = 2x4 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (lac) I/de0 L/d PLATES GRIP TCLL 20.0 Plates lnaeas. 1.25 TC 0.84 Vert(LL) -0.08 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.1410-11 -999 180 BCLL 0.0 ' Rep Stress Ina NO W 3 0.38 Horz(TL) 0.01 10 Was nla BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 1471b FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-7-1 oc purlins, except BOT CHORD 20 SP No.2 end verticals. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 17=688/0.8-0, 14=1514/0-M. 10=504/Mechanical Max Horz 17=104(LC 24) Max Upliftl7=553(LC 8). 14=-742(LC 8). 10=-140(LC 25) Max Grav 17=698(LC 17), 14=1514(LC 1), 10=504(LC 1) FORCES. Ile) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2-3=666/617, 3-21=227/356, 4-21=227/356, 4-22=-163/444, 22-23=1631444, 5.23=-163/444,5-24=-163/444,24-25=-163/444,6-25=-163/444, 6-7=468/257, 7-8=455/221, 8-9=-5961203, 9.10=A69/160 BOT CHORD 16-26=-594/577, 15-26=594/577, 15-27=403)261, 27-28=-403/261, 14-28=-403/261, 13-14=-1101407, 12-13=-1101407, 11-12=671425 WEBS 2-17=-648/447,2-16=-517/581,3-16=.420/343, 3-15=494/396, 4-15=331/361, 4-14=-388,5.14=-348/145, 6-14=-892/248, 7-11=105/332, 8-11=-280/136, I III II 1 /283 ,`,,,`,Plill NOTES- �.`�0'� G E N S 'eq 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=25ft; B=45 I; L=27ft; save=oft; Cat. II; �� 3 �I (3-second gust) Exp B; Encl., GCpl=0,18; MWFRS (directional); cantilever left and right exposer) ; end vertical left and right exposed; porch left exposed;s Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. - Mr 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed fora 10.0 psf boftom chord live load nonconcurrent with any other live loads. ATE 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. • P,�`�� for truss to truss connections. ,T' G � OR , N 7) Refer to gtrder(s) ng plate capableng 100 lb ft at (p=lb)17=553, 8) Provide chanical on rs) of s to 9)14-742.10=1rigid tchbreaknincNdingbheelseMembersentl fixeityrlmodelw lnithe antalyslls and designlof thisltru(ssexcepl 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 100 Its down and 90 lb up at 7-0-5, and 100 lb down and 901b up at 9-0-5, and 114 lb down and 100 to up at 11-0-5 on lop chord, and 426 lb down antl 4501b up at 5-10-0. 471b down and 1 Ib up at 7-0-5. and 471b down and 1 itsup at 9-0-5, and 501b tlown at 11-0-5 on bottom chord. The FL Cert. 6634 design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to ine face of the truss ensnared as front (r) or Dealt (6). duly Z",4U Iv Continued on eats 2 ANM'NfM..YenTrder.'9n paranean andflFAD fA7ES0NrIn5.iND IIAFD[D MfIFA'RFFFNEMEM6£NIIMAmu t/l9/EDIIBFfnflF115E ■■■ Design valid for use any Wth Mhak connectors. rNs design a based only upon parameters shown. and Is for an1ralvldual building component. ��• Applkablff/ of design parameters and proper incorporation of component B sesponib0ity of bustling designer- not Inns dedgnen Bracing shown Is for lateral support of individual web members only. Addlional lempor bracing to insure stability during conslmctlon a the respontaRty of the Mire k' erector. Addilienal permanent bracing of the overaO SWmblm clu a is the saspory at building designer. Forgeneral guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII OVaBty Cdteda,D58-89 and BC5l Building Component 6904 parka East Blvd. 5a etyl loanollon q noble ham iruu Plafeln tilute, 7B1 N. Lea sheet. Suile312. Alxandda. VA Id. Tampa, FL 33610-d115 IIut�sem Ptne t$) lumber Isspecittesi, the desr4ss va u¢s are Vase ¢ ecGre06 0 /2013 byALSC Job Truss Truss Type aly Ply 42T04DRoofmainhousa-Ve9a Rae T80.15054 27040.RF MiG Roof5pahilGPder 1 1 b Reference o1'0 Fast Coast Truss. Fan Pleme, FL. 34945 7.5309 Jul 112014 Miles lnaeLaes, InC. The Jul 24112014 Paget ID:ycgCP0E3s bp6VaVgMOE4 ayvU4P-BdctbPlJCTslsniLRozn3WsjkdgmOgzCdO?b2yuuU7 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 1-3=-70, 3-6=-70, 61 7-6=70, 8-9i 10-18=10 Concentrated Leads (Ib) Vert: 16=-426(1`) 21=39(F) 22=39(F) 23=-74(F) 26=-4(F) 27=4(F) 28=-11(F) AWNLv7Mi -9-edfF 6e+gn ynmeren sada i1D M1rF5GN 7M5NA TM1l0m ffltFl(IIEfEF£MEpAGE N71-M23 raw UJ9/TOIL BFFGVVN Design valid for use only with Wok conneclors. Th4 design 4 based only upon parameters shown. and 4 far an Individual bull Component. Applicability of design parameters and proper Incorporation of componentu responsibility of building designer - not two designer. Bracing shovm is for lateraivsppori of individual wob members only. Additional temporary bmdng to Insure stability during construction It the resporuibil4ty of the MiTek' erector, Additlonal permanent bracing of the overall structure Is the resporsability of the building designer. For general guidance regarding fabrication, quality storage, deMery. erection and boCinSg. C.noW ANSIR9I I Quality CCPil la, DSB-89 and BCSI Building Component 6904 Parke East BM. gaonlrol tl5oufthemaVine{SP. Isma iS sstpPecilieb NedeS envalues a. N3atsZe eHer"uve O6/01f2033 byAISC Tampa, FL Sae1PL115 Job Truss Truss Type Oty Ply f#704eaoof main house - Vega Res T8435a55 27NMF M2 Roof Speclaf 1 1 jgIg 8gIffLno (optional) 1-1" Sx5 = 1x4 11 1.40 4x4 = 4x4 = 6 7-8 D Scale=1:47.D 3x4 = 3x4 = Us = 3x4 4xB = 2x4 II LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (lot) Well Lrd PLATES GRIP TCLL 20.0 Plates In 1.25 TC 0.86 Vert(LL) 0.29 11-12 -396 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.47 Vert(TL)-0.2811-12 >411 '180 BCLL 0.0 ' Rep Stress Ina YES NB 0.72 Hoa(TL) 0.01 8 Na fire BCDL 5.0 Code FBC2010rTP12007 (Matrix-M) Weight: 137 lb FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP Na.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. k-recommends4haMStabllizems nd-mquifed<ross-0racing— be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 12=45210-8-0, 11=1125/0-8-0, 8=532/Mechanical Max Hom 12=108(1_C 7) Max Uplift 12=324(LC 8), 11=408(1-C 8), 8=-135(LC 8) Max Grav 12=461(LC 17). 11=1125(LC 1), 8=532(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2401309, 5-6=-511/198, 6-7=-629/176, 7-8=494f149 BOT CHORD 10-11=-841477. 9-10=-84/477, 8-9=-87/267 WEBS 2.12=-040/154, 3.11=371/125, 4-11=-392/156, 5.11=766/143 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vu11=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=25ft; 13=4511; L=27ft; eave=4ft; Cat. II; Exp B; Encl., GCp1=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pond ing. 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 noncancunent 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joint(s) except Ot=lb) 12=324 11 =408, 8=135. 9)'Bemi-rigid pitchbreaks including heels' Member end fa8y, model was used in the analysis and design of this truss. L t fie%'fir Z .O ATE :�W� F' ��'SS��NA� EC1♦♦♦♦ FL Cert. 6634 July 24,2014 ®aANN11G �Vmfl4elgn pnim¢¢n Eu4 PFAp MTES GHMSAAD fMltOla Nr1ERP.EFEREMF MGE N(IJ473 mx 1/0/20148110Af14E ■■■■■ Design vasd tar use ohrr Win Minsk correctors.ID's chi 8 based only upon parameters shown, and b for an individual building component. Applicobifty of deslgn parameters and proper Incorporation of component 8 responsbility of bviding designer - not truss designer. Bradng shown k for lateral wppod of Individual web members only. Additional temporary bath, to insure sfabhty during cons8ucgon is the responsibility of the MiTek' erector. Addillonal permanent breclnG of the owned structure is the resposmbifity of the bulab,designer. Far general guidance regartling fabrication. quality control storage, delivery. erection and bracing. consult AN51/T911 Quality Oriente, DSB.89 and SC51 Bu84Ing Component 6904 Papa East Blvd. 5taaharm e7vobiefromjwiislolghtilute.7810.LeeShaet.Suife312A�an Ienmbermspells ,thedesi:nwueareNoeec4rva0A/e3z11013byAL5C Tempa.R3361"115 Job Truss Truss Type Oty Ply M704DRectmain house• Vega Res T6435056 27040-RF Matt Roof Special enter 1 1 Jilla e n East Coast Truss, Fad Pierce, FL. 34946 7.5303 Jul 112914 Was In0u51rie9, Inc. me Jul 2410A0:552014 Paget ID:ycgC70E3s bp6WygMOE4 ayvU4P.70kd05Kek46165skZD7FBveBV1'DKEBuGfxl5gxyuuU5 7 1. 29-1-8 3}}a 3Std 'tan eaa tan e-e-0 z-ton F- 5a-12 I 2-14 sza i ulna ' 5x5 = 2x4 I 54= 6.00 axe = 3x4 = 4x4 = We = 5x5 = Scale =1d2.3 1-}B 0}1a 11-0 a-. &2-0 b&12 2-1< 53-a 0 1-0-0 Od0 Plate Offsets (%V)- 11'0-3-00-0-10115,0-3-00-2-0116,M-40-2-81 IBID-5-120-2.81112-0.2-80.2-01114,0-3-00-D.71116-0-2-130-0-111 LOADING(psf) SPACING. 2.0.0 CSI. DEFL. .in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(L-) 0.31 17-18 >375 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.3115-17 -851 180 BCLL 0.0 ' Rep Stress Incr ' NO WE 0.81 Horz(TL) 0.03 11 Na We BCDL 5.0 Code FBC2010/rP12007 (Matrix-M) Weight: 492 Is FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 SLIDER Left 2x4 SP No.31-3-8 REACTIONS. (lb/size) 18=42/0-8-0, 17=2395/0-8-0, 11=1715/0.8-0 Max Herz 18=95(LC 6) - Max Uplifl18=421(LC 25), 17=867(LC 8). 11=685(1-C B) Max Grav 18=150(LC 13), 17=2395(LC 1), 11=1715(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purling. BOT CHORD Rigid ceiling directly applied or 5-10-15 cc bracing. FORCES. (Ib)- Max. Comp./Max. Ten. - All forces 250(I1g) or less except when shown. TOP CHORD 1-2=-293/442, 2.3=-490/512, 3-26=232/1143, 446=-232/1143, 4-27=-232/1143, 5-27=-232/1143,5-6=-1936/795,6.28=-2573/1110,28-29=-2573/1110, 7-29=-2573/1110, 7-8=-2573/1110, 8-9=-2489/1105 BOT CHORD 1-18=.346/343, 17-18=-927/307, 16-17=-183/676, 15.16=183/676, 14-15=-543/1688, 13-14=.543/1688, 12-13=.927/2228 WEBS 2-18=-750/137 3-18=-696/1319 3-17=-791/286 4.17=4461150 5-17=.2143/706 be Installed during truss erection, In accordance with Stabilizer 8-12=-298/21769612=-8789 116461705 /647. 27, 9-11= 7, 7-13=-338/154, 8-13=122/621, ,,%%% BPS to NOTES- %0•� G E N 1) Unbalanced roof live loads have been considered for this design. ; • V 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=9.Ops1; BCDL=3.Opsf, h=25ft; B=45fl; L=35ft; eave=5ft; Cat. II; 9 Este B; Encl.. GCpi=0.18; MWFRS (directions]); cantilever left and right exposed; end vertical left and right exposed; porch left exposed, *. : Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) Plates for 0 degree Its = - Xir z checked a plus or minus rotation about center. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. ATE 6) • 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.T� •• •x'.;C P; truss to bearing 1001b st)oint(s) except ft=lb)18=421. � Q 0 16 0 R I 7) Provide mechanical connection (by others) of plate capable of withstanding uplift 5. Ssel 8) "Semi heels" end fixity used In the analysis and design fthis s. otheraalks N A� ���",` -rigid model all connection device(s) hng 9) Hanger(s) or be provided sufficient o support concentrated I ad 1128s Ib down and 1191b up at 28-1-8 on top chord, and 6471b down and 198 lb up at 26-0-4, and 623 lb down and 427 Ib up at 28-0-12 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 lmss are noted as front (F) or back (B). FL. Cert, 6634 LOAD CASE(S) Standard July 24,2014 Continued on page 2 ® WARtQ.YI YeNlaetgn jan.:,esn a•JPFi1D rAIFSGXTMSAIAfMSIeFD MI1F%NFlFRE/R,£CAGEXf!-N)3 m• 1/)9JI014&1fAL0Y ■■■ Design valid for use only a nth MTek connecters. into design to boded only upon commutes shown. and is for an Individual bull component. Applicability of design parameters and proper Incorporation of component to haponsbllily of bullring designer- not true, designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure slabli duing construction Is the responsibility of the WOWerector. Additional permanent bracing of the overall structure a the resporcibTty of the building designer. For general guidance regarding fabrbatian, quality central, storage, delivery. erection and bracing. consult A14511TP11 Quality Offoria, D5B-Bp and BC51 Budding Component 69U Parke East Blvd. II Soulthern Pine P( Leander issssci ied the design va u� are thole effectiive O6/0111013 by ALSC Tempe, FL 3361Od115 Job Truss Truss Type Oty Ply Q704DRoof main house - Vega Rea T8435058 27010-RF M3G Roof Special G'uder 1 1 er ce (optional) East Coast Tmas. Fod Pierce. FL U946 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Incease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-70. 3-5=-70, 5-6=-70, 6-8=70, 8-10=-70, 19-23=-10 Concentrated Loads (Ib) Vert: 8=-88(1`) 13=-647(F) 12=-523(F) 7.530 a Jul 112014 MITex[countries,Inc. Thu Jul 24 10:40:55 2014 Paget ID:yc8C7OE3s_bp64WgMOE4_eyVU4P-70kd05Kak46165skZD7FBv BVVDKEBUGW58xyuuUS ®wxJwrna.vanrrd•,mw�•„eren.adaznn AOTFscxrasuw rnnrwm wzrFvn6yTxavu'PAasxzn747a �. rR9/zarsazraa6xs6 Design valid forum only Wth MlTek connectors. We design b based only upon pammeleu shown, ondisforcnlndlvbualbuldngcomponenl. �� ApplioablRy of design parameters and proper lncoroomfon of component Is responsblllty, Wv of buBding designer -not designer. Brodwn ng sho Is forlateral suppod ofirdlMtivalwebmembersonly. Addilionaltemporarybmcing to Insure liability during construction B the responsiblllity of the MiTek' erector. Additional parmanenl bradng of the overall structure Is the responsibility of the bulldhg designer. For general guidance regarding fabrication, quality control, storage, delF ry. erection and bradng, consult ANSWPII Quality CMeda, D511-89 and BCSI Building Component 69N Para East BM. 5 telp lnmarnoll9n q ailabta fmmj,,,Plot, Institum.781N. fee Street, Suile312. Alemndda,VA/2316. I�Soutilem Pme 5P lumber aspecdled, the deem values are Nose effective 06 01/20]3 by At5C Tampa, FL 53810.4116 Job Truss Truss Type Cry Ply rsVNMoof main house -VeBe Res T643sosr 27040.BF M4G Roof Special G'ader 1 q L Job Reference o fi na Eon more Mae, Fan Fleree, FL, 34946 31-10 31-10 5.00 12 5.5 = 1x4 II GXB = 7.530 a Jul 112014 Mnek Industries. Inc. Thu Jul 24 Sal =1:43.4 3x8 M1SSHS II 48 = 4,6 = 34 II 4x8 M18SHS = slag = 5x5 = 64 = Bxg II 3-1.10 &35 91-5 1 12-11-5 I 10.9-5 192-12 230-0 1 31-10 31-10 2-10.0 3-10.0 310.0 2-SI 390 Plate Offsets(x.V)— f3:0-6-4.0-2-121 r4:0.5-40-2-81160.5-00-2-0119�Edae0-5-81 f11,0-2-80381114-D4-80-1-81 f16�0-3-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Wall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.17 12-14 s999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.4012-14 >673 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Hom(fL) 0.07 9 - We n1a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 3381b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-5 cc purlins, except BOT CHORD 2x6 SP SS end verticals. WEBS 2x4_$P N 3 •E cept• ROT -CHORD —Rigkd cslling-dlrerAly-appliedor 10-0-Docbradn . 1-16.2-16.3-16.3-15,8-10: 2x4 SP N0.2, 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 17=6020/0.8.0, 9=4899/0-8-0 Max Horz 17=237(LC 4) Max Uplift 17=1450(LC 4). 9=-1117(LC 8) FORCES. (Ib)- Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-5444/1316, 1-2=-3544/890, 2-3=-3544/890, 3-4=6292/1500, 4-18=9729/2283, 5.18=-9729/2283, 5-6=-9729/2283, 6-7=-8258/1939, 7-8=7632/1757, 8-9=-4582/1059 BOT CHORD 16-20=-1293/5971, 15-20=-1293/5971, 15-21=-2154/9645, 14-21=-2154/9645, 13-14=-2170/9720, 12-13=-2170/9720, 12-22=-1733/7650, 11-22=-1733/7650, 11-23=-1564/6980, 10-23=-1564/6980, 9-10=178/769 WEBS 1-16=-1520/6382, 3-16=42671985, 3-15=1292/5684, 4-15=-5812/1363, 4-14=363/1733, 5-12=-279/182, 6-12=-650/2764,6-11=-256/1115,7-11=-215/835, 7-10=-956/245, 8-10=-1425/6386 NOTES.ly truss be connected nails as )Top folloo 2x4 i81 att w chortle connected as ws: row 0-7-0 cc, 2x6 2 o.131"x3") staggered at 0-9-0 cc. �Oows:``Q�P Ci E Nr Bottom chords connected as follows: 2x6- 2 rows staggered at 0-9-0 cc. ���`r; �,\ Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2) All loads are considered equally applied to if front back face in the LOAD CASE(S) section. Ply to D 393 all plies, except noted as (F) or (B) connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. ply' Z * : 3) Who: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=9.Opsf; BCDL=3.Ops1; h=25ft; B=45ft, L=24ft, eave=4ft, Cat. 11; = — Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60: ;tQ. •� plate grip DOL=1.60 ATE 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise Indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. �T' A, P •: `1�; p R �• loads. ,�•. �\ `�� SS •' •' 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcumenl with any other live i� ,� 8) fit histrussloadon the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between has been designedof 20. members and any live it N A'1111111I chord �1, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) except Qt=lb) 17=1450,9.1117. 10) "Bemi-rigitl pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 July 24,2014 Continued on Pane 2 ®NARNfIO-YM1rde�yn y.......sdn WO 5"Tvi 1%LVI FD Nfla(FEEERFM£fNGENff-M)l me Ift9/1at46R69ElEEassass Design ralidforuse only Whs MTek connectors. This design b based only upon parameters shavm. and is for on frail bviking component.' Appraobi0ty of design parameters and properinaomarotlon of component 6 bllitY responslof balding desB gner-not truss diagonal, racing shown IsfalateralwppodoflndlNdualwebmembersonN.AdditionalfemporarybrocingtoInsureslabifrydudngconstructionktheresponsibilityofthe Additional permanent bracing of the overact structure Is the responsibility of the building designer. For general guidance regardlm, WOWerector. fabricator, quality control. storage. delivery, erectors and bracing. consult ANSI/RII Quality Criteria,DSB-89 and SCSI 0u0ding Component Safetylnlarmallon pagablefram]mss Plot.lnptiure. 781 NLee Sheet.Suffe312.Alcumcirlo. vA 21314. 314. by ALSO It Sout em me SP lumbensspecltle ,the designvalues are hose effective DU 6904 Parke Best Bind. Tampa, FL 33611M115 Job Truss Truss Type Oty Ply 027040-Roo/mein house - Vega Rea ' T840505) 27o40-RF M40 Roof6peclal Glider 1 2 Job Reference (optional) Faat Coast Toss, Fort Pierce, FL. U946 7.530 a Jul 112014 War Industries, On. The Jul 2410AV:0e 2014 Fage2 (D:ycgC70E3s bp6WYBMOE4_ayvU4P3OrNRnLgGiMTL077geljEKgahLy4i6nZ7FMCkpywU3 NOTES- 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 931 It, down and 215 lb up at 1-2-12, 9391b dawn and 2161b up at 3-2-12, 9391b down and 217 lb up at 5-2-12. 974 lb down and 2201b up at 7-2-12, 900 It, down and 203 lb up at 9-2-12, 890 to down and 2041b up at 11-2-12, 89016 down and 205 Ib up at 13-2-12, 835 Its down and 196 to up at 15-2-12, and 819 to down and 192 Ib up at 17-2-12, and 1001 Its down and 2231b up at 19-2-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOADCASE(S) Standard. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ---Vertr1-3=70, 3-4=70, 4-6=70, 6-8=70, 9-17=10 Concentrated Loads (Ib) Vert: 13=-890(B) 16=939(B) 14=900(13) 12=890(B) 10=1001(13) 19=-931(B) 20=-939(B) 21=-964(B) 22=-835(8) 23=-819(B) ®MAFNffr-YeMr deign panmobn and n£AefA7{SGNTMSM01M1W£D NfnasrWEME FAG£N1f-7473 m a, 11!12014BZFMM Design valid for use onbwlth Was connectors. This design b based only upon parameters shown and is for an individual building component. Appllcabillty of dealers parameters end proper incorporation of component Is responsileMly of buidng designer - not buss designer. Bracing shown Is for lateral support of IndiAdual "t, members only. Addfienal temporay, brachg to Insure stability cl construction b the respomb49y, of the erector. Additlonal permanent bracing of the overall structure b the respo btity of the building designer. for general guidance regarding M!Tek' fabrication. quality gcontrol,storage,, derrvery. erection and braising, consult ANS0141 Ovally q CWorld,D$B-89 and Dal Building Component 69M Parke Fast Blvd. II SpuiM1em Pine 15PiIbiunhamf isMspeeifi ,tiiedei gnvaiuestire t[h3ose elttecUve Ofiyol/3013hy A1SC Tampa. FL3aefOd115 Job Truss Truss Typo Dty Ply 027040-Roofmakilimne-Vega Ree T8435059 270UtRF MSG MoneptIch order 1 1 Job Refer (options" East Coast Truss. Fort Pia.., FL 34945 3.10 II LOADING(pai SPACING- 2-0-0 TCLL 20.0' Plates Increase 1.25 TCDL 15.0 Lumber Increase 1,25 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC20101TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x6 SP No.2 Left 2x8 SP No.2 1-6-0 REACTIONS. (Ib/size) 1=788/0-8-D, 4=657/Mechanical Max Hom 1=147(LC 7) Max Uplitt1=-211(LC 8). 4=188(1-C 5) S60 T.5306 Jul 112014 Mrek IndusidaA Inc. Thu Jul 24 10,40:59 2014 Pagel ID:ycgC70E3s_bp6WIgMOE4 ayvU4P-YbPme6MS17UKzYaJELYymYCnIICXRjHjLv5lGGyuuU2 2x4 II Scale -1:21.4 CSI. DEFL. in (too) Bdefl Lid PLATES GRIP TC 0.59 Vert(-L) 0.08 4-9 >821 240 MT20 244/190 SC 0.95 Verti -0.16 4-9 >394 180 WB 0.00 Horz(TL) 0.08 1 n/a Na ' (Matrix-M) Weight: 301la FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-641 oc pudins, except end verticals. FORCES. (lb) -Max. CompJMax.Ten. - All forces 250-(to) or less except when shown. TOP CHORD 1-1=-263/220, 1-2=339/269 MiTek recommends that Stabilizers and required cross bmcing be installed during truss erection, In accordance with Stabilizer NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.OpsY h=25ft; B=45tt; L=24f1; eave=4tt; Cal. II; Exp B; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right 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 lead 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except (jt=lb) 1=211. 4=188. 7) "Sem4rigitl 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) 494 to dam and 150 lb up at 1-6-12, and 522 Ib dawn and 145111 up at 3-6-12 on bottom chard. The design/selection of such connection devices) Is the responsibility of others. 9) In the LOAD CASES) 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 (pIQ Vert: 1-3-70, 4-5=-10 Concentrated Loads (Ib) Vest: 11=494(B) 12=522(B) FL Cert. 6634 July 24,2014 A evil G-Ven3r desom/anav¢nate AFAD M/RS ON T/RSAre oyoedoe MIWWEREME FAmEMff-M7J ma 1/t9/20118VO9El Design volid for use only with ANek connectors.Tints design's based only upon parameters si and is for an individual bMding component Applicably of design parameters and W.perin.M.tion of coWonenl b fesponsasllity of buHcing designer- not muss dedgner. Bracing shovm isid,lishmalsuppod of lndMdualwab members only. Additional temporary brcing to Impure stabify, during conshucron b the responsfoUy, of the MITe 1'• Il erector. Ads ionol pemrenent broi of the overall structure is the resporsblty of the building designer. Forgeneral guidance regarding 1Vr fabicatbn quality control, storage. asi erection and bracing, consult ANSI/1/II Duarty criteria, D5B-ST and SCSI Building Component 6904 Parka East Bad. 5fylnformallon sable fromiuss Plate lmtitud. 781 N. Leeyheel. Suite312. AtY," a.VA 14 li�outhern Pine�SP�lumberisspeEi,"thedes�nsraluesaaeth,7zeet�ective O6 1/2013 byALSC Tampa, FL33610.4115 Job Truss Truss Type Oty Ply 52704PRcofmain house -Vega Rea Tfi435059 27040.RF MH Hip GINer 1 1 Job Referenda (optional) east coass.ne.. ran nerd. rL. 3aeee 7.W06Ju1112014MneXIndUTM8%Inc. Thu JuIZ410:40159Z010 Pagel ID:ycgC40E3s_bp6NNgMOE4 ayvU4P-YhPme6MS17UKzYaJELYymYCj71H4RZajLvSIGGyuuU2 5-ao s-1ao 154-0 560 as-o 1 sae 4x8 = 4x4 = Scale=1:28.o 8 34 II Sr5 = 5.8 = 534 II Plate Offsets (X.Y)— 12:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lot) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.13 6.7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.14 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.02 5 n/a Na BCDL 5.0 Code FBC20107P12007 (Matrix-M) Weight: 8D lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 8=1330/0-8-0, 5=1318/0-8-0 Max Horz 8=88(LC 23) Max Uplift8=-774(LC 8), 5=-763(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1s) or less except when shown. TOP CHORD 1-2=2189/1404, 2-9=-1969/1340, 3.9=-1969/1340, 3-4=2179/1392, 1-8=1295/792, 4-5=-1284/781 BOT CHORD 7-10=-1211/1966, 6-10=-1211/1966 WEBS 2-7=-303/308, 3-6=-329/363, 1-7=-1161/1799, 4-6=-1150/1788 Structural wood sheathing directly applied or 2-8-3 oc purling, except end verticals. Rigid telling directly applied or 4-11-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation au de NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; ,j1tg1111 f l illll Exp B; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,�� S A- e plate grip DOL=1.60 �O��P`,.... 3) Provide adequate drainage to prevent water ponding. %% G E N 4) Plates checked for a plus or minus 0 degree rotation about its center. ,���`; 'V S•.'9� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenlwith any other live loads. 93 38 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 8=774, 5=763. 8) "Semi -rigid pitchbreaks including heels' Member end fully model was used In the analysis and design of this truss. •' 9) Hanger(s) or other connection dewn vices) shall be provided suf8cientto support concentrated load(s) 1201b down and 119 to up at 5-6-0, 0 0 ••• ATE ,.; 120111 doand 119 Ib wn up at 7-6-12, and 120111 doantl 119 to up at 7-9-4, and 1201b down and 119111 up at S-10-0 on top chord, �� T •, A, P .'NZ and 5231b down and 427 Ib up at 5-6-0, 421b down and 81 lb up at 7-6-12, and 42 lbdown and 81 Ib up at 7-9-4, and 5231b down end �j (C G R N. � 4271to up at 9-9-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. �lI ss \ �� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). jil 'ON A� � % LOAD CASE(S) Standard 1) Dead a Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 July 24,2014 Continued on page 2 Armuuwg.YMIrd,A,a.anm.RnaodalM rA7FSON7M5AN01N1L0m NItFRRFfrgFME MGfNtI-1913 re• 1/t9/E8116469f1AE ■ Design valid for use ontywith NuTek connectors. The, design b based only upon parameters shown. and is for an Individual building component, ��' Apptcablity of design parameten and properinwsporation of componenlbrespons30ity of bu9dng desgner-nol truss de99ner. Bmdng shown is far lateral supped of lndMduol web members only. Additional temporary bracing to insure dabllity during construction is the responsibility of the 1.• WOW erect., Additional perm.nent croons; of the ovemf structure is the resporsbifty of the building designer For general gvidance regarding ,Yr Il fabrication. quality control, storage. delivery. erection and bracing. consult ANSIAPIl Quality Creeds, DSO-89 and 1101 Retailer Component 69M Parke East Bli 111.1,1ntalm.ion pvolable homJmss Plate Institute.781N.tee Streel.Suite,312.Almandrla, VA p23� Y 115outhem me 5R lumhensspecified, thedesi;s values are tadsee active 06/Ol E01Sb ALSO Tampa, FL 33610d115 Job TNss Truss Type Dty Ply e27040-Roof mein house - Vega Rea T6435059 27040.RF N1H Hip Girder 1 1 Job Reference (gpliboall East Coats Tmsa, Fan Pierre, FL. 34948 LOAD CASE(S) Standard Uniform Loads (plp Vert: 1.2-70, 2-3=70, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 2=-88(F) 3=88(F) 7=-523(F) 6-523(F) 9=176(F) 70=46(F) 7.Wo i Ju111291<MII BR InaYSlnea, IOC. ........ 1 V:n:Vu [eln rage [ ID:ycgC70E3s bp6WygmaE4 ayvU4P-0=8sS N4oJCBaigVo338JIlul9cJA0gsaZrJpiyuuUI ®NAItNfna.yefindesipparanreOrajadRAp IAiFSLNPiSAND lHo MM MITEKRFFEM£ MG£NII N73 ran 1j19/S0I!&F69EUSE -a■ Design Bd far use any with Was connectors. Tints address k based onN upon parameters shovm. and is for an individual balding component. AppllcabTty digesters parameters and proper Incorporation of component is respondbBity of building designer -not two designer. Bracing shown 4 for lateral support of hemdual web members only. Additional temporary bracing to Insure stability during construction a the respomlbUty of the MiTek' erector. Additional permanent bracing of the overall structure Is the resporwbli ty of the bulldmg designer, For general guidance regarding fabrication. quality control storage, deWery. erection and bracleg. consult ANSVTFI1 Quu8ly Closer%DSB-89 and DOI Building Component 69W Parke East Bed. 5bfylnformatlpn a"Idefrom Truss Plate,Iituieyl,,,ILeeSBeeLSclte312AIORcnQda. Vgp2314 I�Southem Pme� P'lumberisspecitie�, the devgn values are thetaeffecaye06/O 1013by AISC Tampa.FL33810J115 Job Truss Truss Type Oly Ply li2'l044Roo/math noose -VeAa Rea Ta4350a0 37040.11E a1FG Flat 1 L e io al East Coast Truss, Pon Pierce, FL 34940 4-8-0 Us = 204MIMMOU51605.1hnc. ThuJU12410AIo02014 Scale-1:17.8 axe = In 3 44 II axe it LOADING(psp SPACING- 2-0-0 CS'. DEFL. in (too) Udell Ud TCLL 20.0 Plates Increase 1.25 TC 0.40 Ven(LL) 0.06 5 -999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.11 Ver(TL) -0.07 5 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.4D Horz(TL) -0.00 4 n/a n/a BCOL 5.0 Coda FBC201 OrTP12007 (Matrix-M) LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except" BOT CHORD 1-6,3-4:2x6 SP No.2 REACTIONS. (lb/size) 6=872/Mechanical, 4-1384/1-4-0 Max Ho¢ 6=-68(LC 4) Max Uplift6=-1084(LC 6), 4=1054(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=82011017, 1.7=2144/1869, 7.8=-2144/1869, 2-8=2144/1869, 2-9=-2144/1869, 9-10=2144/1869, 3-10=2144/1869, 3-4=1332/987 BOTCHORD 5-6=2621151 WEBS 1-5=1748/2086,2-5=-1251/1013,3-5=-1863/2090 PLATES GRIP MT20 244/190 Weight: 941b FT=0% Structural wood sheathing directly applied or 6.0-0 cc purtins, except end verticals. Rigid calling directly applied or 10-0.0 oc bracing. NOTES- 1) 2-ply truss to be connected togelherwith 10d (0.131'XKY) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 ac. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vesd=124mph; TCDL-9.0psg BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 4) Provide adequate drainage to prevent water pending. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcunent 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 2-13-0 wide will 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 Ile uplift atjoint(s) except G1=I6) 6=1084 4=1054. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 lb down and 4831b up at 0.11-4. 321 Ite down and 386 lb up at 2-11-4, 558 Ite dawn and 6151b up at 4-11-4, 1971b down and 211 lb up at 6-9-11. and 209 It, down and 195 lb up at 7-9.11, and 4471b down and 334 Its up at 8-1-4 on top chard. The design/selection o1 such Connection device(s) is the responsibility of others. LOAD CASE(S) Standard ♦♦`•`�0 \GENE fir "RATE ' :•-�: S�pNAI-%%\` 11j11nnu10" FL Cert. 6634 July 24,2014 Continued on oaq, 2 QNARArna-wnf"s'sbs parmesan Eod NEM MRSONTM1TSAMI INCLUDED Nf1E1raEEENEA'.£MGENII.M)3 ma I/29/20r4a90.9ENSE Design valid louse ontywith Mifek connectors. This design h based anal, upon parametonshovm, and is far an lndkidual building component. Applicability of design parameters and proper Ncorpomtion of component 4 responsrollity of building designer. not mes designer. Bracing shown Is for lateral support of Ndidduol web members only. Additional temporary bracing to insure stability during construction 6 the responsialry of the MiTek' erector. Additional permanent bracing of the ovemA structure is the rem spsterly of the bullring designer. For general Vldcnce regarding fabrication, quality control storage. dl erection and bracing, consult AN51yFP11 Quality Create, D511-81? and BC5l Building Component 69N Parke East Bind. 10M. fosmatlon gva'uable from Truss Plate lnslitule, 781 N. Lee treat, Suite 312, Alexandria. VA 14 It �authem Pine 15Pr lumber is specified, the design values are those eHecrJve 06 01/3013 by ALSC Tampa, R 33610-4115 Job Truss Truss Type Oly Ply a2]"4 Roefmalo house -Vega Ras T6435060 2704GRF 01FG Flat 1 a5 - L r e East Coast Truss, Fan Pierce, FL. 34M LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-70, 4-6=-10 Concentrated Loads (lb) Vert: 2=-556 3=-447 7=67 8=-321 9=-154 10=-133 7,530 s Jul 112014 Wait mous rse, Inc. Thu Jul 24 10:41:00 2014 Page 2 ID:ycgC7DE35 bp61VYgMOE4_ay+U4P-Om8sSN40JCBai9Vo33BJll7y9kxA4JsaWplyuuUl A WAW/!!.G-vrdfl Peayn Panmebn aetl ALID Mass ON 71175A10 1=1MED Ar arwrMEAIFFME Nut,473 rew E7t912oldwa9ElpE Design vafd foruse any with 9Mek connectors. ads design 4 based onN upon parameters shpvm, and b far an individual buddm8 component. F7� Applicability of design parameters and proper Incorporation of Components responsbNryy of butding designer- not truss designer. Bracing shown Is for lateral support of individual vreb members onN. Addtional temporarybrocing to insure stability during construction h the resPantlbggty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbNry of the building designer. Far general Wideman regarding faanc.San. quality conlroL storage. delivery. erection and bracing. consult ANSI/TPlt Guagty Cdteda.DSB-89 and SCSI Building Component 6904 Parke East BA. B lotyl iosmollan va'able hom7mss Plate In tiNle. 761 N. LeeiheeLSuile312, Al4�oomono. Vqqpp 14 IiSout�rem Pme�SPPlumber lszpecdreri, the deitgn va un ue those a ec4ve06/0 /4013by ALSO Tampa, FL1361MI15 Job Truss Tmss Type Oty Ply e2704M1Roof main house -Vega Rea fi435061 2704PRF 02FG FIAT 1 e e e (optional) East Coast Truss, Fort Pierce, FL. 34946 7,530 s Jul 112014 utter industries, Inc. Thu Jul 2410:4I:012014 Pagel ID:ycgC70E3s_bp6VVYgMOE4 ayvU4P-UzxW3oNY0k2CskiLmbOalCtY4ova77p0asL8yuuU0 4's'0 I g'4'0 4-" 4-5-0 Stela - 1:17.8 Us = Ulf = 44 II 4,6 II 4-ao 4.e-o LOADING(part SPACING- 2-0-0 CSI. DEFL. in (lot) Vde8 Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.03 5 ,999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(rL) -0.04 '5 ,999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.24 H0a(TL) 0.00 4 We n/a BCDL 5.0 Code FBC2010JTP12007 (Matra-M) Weight: 94 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-6,3-4: 2x6 SP No.2 REACTIONS. (Ib/size) 6=1144/1-0.6, 4=83410-8-0 - Max Hom 6=68(LC 4) Max Uplift6=-741(LC .6), 4=439(LC 5) FORCES. (I s)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=1105/690, 1-7=1340/859, 7-8=1340/859, 2-8=-13401859, 2-9=-13401859, 9-10=-13401859. 3-1 0=1 340/859. 34=794/380 WEBS3-5=806/1265, 1-5=81111271, 2-5=7411372 Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected logelherwith 10d (0.131"x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chards connected as follows: 2x4 - 1 row at G-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied total plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=45ft; L=2411; eave=4ft; Cal. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psi bottom chord Ilve.load nonconcumenl 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except @=lb) 6=741, 4=439. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 447 Its down and 32016 up at 0-2-12, 209 lb down and 195 Its up at 1-2-5, 1971b down and 211 Its up at 3-2-5. 203 It, down and 22916 up at 5-2-5, and 263 lb down and 229 ib up at 7-2-5, and 165 lb down and 5lb up at 9-1-4 on top chord. The design/selection of such Connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 July 24,2014 Continued on Page 2 AwuGar.veAr lessen yamneRo a.ancw lwrzsexnns,um rmauo[o Nli[xR2FEREME MLEXrr.).4n m. 1101201dSSOMEAfe ■ Design void for use only with 69rek connectors. The design based only upon parameters shovm. and is for on indiildval building component Applicability of design parameters and proper incorporation of components responsibility of buiding designer -not Ines designer, Bracing shown Is for lateral supped of Individual web members only. Addlonal temporarybradng tolreure stabillhduring constwction a the responsblutyoithe MiTek' erector. Additional permanent bracing of the overall structure is the respondbM, of the building designer. Forgeneral guidance regarding fabdoalion. quality control storage, delivery, erection and Cretin, consult ANV I I Quality Cried., D5849 and BCSI Behalf, Component 69N Parke East eivd. 5of ty lnimmalian gyai obie from]russ Platq In titute, 781 N, Lee $heal Suite 312. Ale andifa,a 3314 It�authe" Pire taP� lumberssspec-Brest, the desrgrr values ass Muse ef%CEW D5/01/1013by ALSO Tempo, FL 336104115 Jab Tn1ss Truss Type Oty Ply #VNG4 Roofmaln house - Vega Res T6435081 27040-111' 02FG FIAT 1 2 I' East Coast Tines. Fort Pierce. FL 34946 LOAD CASE(S) Standard Uniform Loads (fall Vert: 1-3=70, 4-6=-10 Concentrated Loads (Ib) Vert: 1=-447 3=-165 7=13311=154 9=-185 10-185 7,530 5 Jul 112014 Was Industrial. Ina Thu Jul 2410:41:012014 Page 2 ID:ycgC?CE35 bp6V4YgMOE4 ayvU4P-Uz%WdoNiYdk2CskiLmbOalCtY4ova?7pDasLByuuUO ®KAItNfN6 -Velar dergr yanmeRn wC READ! MESON WYAVU 11,1UDW pfiFRftFEFAFMEMGE NII-M13 rew 11012014817'0.9l Design valid for use any with Wek connectors. This design is based on"pon parameters shown, and 6 for an lndlVdual building component.' Applicability of design parameters and Proper incorporation of component is responsial sy of puking designer. not truss designer. small shown Is fa lateral support of individual web members only. Additional temporarypracine to lnsae sfablOty dudng construction Is the respomibllfity of lha MOWerector. Additional permanent bracing of the overall shucture Is the responsibirity of the building designer. For general guidance regarding fabrication. quality cc000nitmL storage. dellvery. elect ion and plectra. consult Al Qualityy CCpri g5B.09 and BC5l BulIdlne Component 6904 Parke East BNd. ItSouft�em Puie faP9lumber liresspecifieo ltihe desiign are ues are Nose effective 06(OSIn073 by A15C TemPa, FL 33fi10.d115 Job Truss Truss Type Ott, Ply iR7044Raaf main house -Vale Rea T6435062 27040.RF 03FG Flat 2 2 Job Reference 'a East Coast Truss, Fort Pierce, FL. 34040 & 12 Ina. 1 Scale: 1/2'=1' 4,03 II 3.4 = 3x4 = 4,13 II N7-4 Plate Offsets (%Y)— F5�0-2-00-2-12117'0.2-00-2-121 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. In (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.64 Vert(LL) 0.10 6-7 ,999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.12 6 >999 180 BCLL 0.0 • Rep Stress Ina YES WE 0.29 Hom(TL) 0.04 , 5 We We BCDL 5.0 Code FBC20107TPI2007 (Matrix-M) Weight: 137 lb FT-0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc pudins, except BOT CHORD 2x4 SP No.2 end verlicals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 1-7,4-5: 2x8 SP No.2 _ REACTIONS. (Ib/size) 7=157011-4-0, 5=1382/Mechanical Max Harz 7=-68(LC 6) Max Uplift7=-1130(LC 4), 5=A020(LC 7) FORCES..(Ib) - Max. ComplMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 1-7-544/476, 2-10-2655/1752, 10-11=-2655/1752, 11-12=-2655/1752, 3-12=2655/1752, 4-5=-327/370 BOTCHORD 6-7=1536/2543, 5-6=-15B6/2645 WEBS 2-7-269411573. 2-6=453/300, 3-5=2797/1632 NOTES. 1) 2-ply truss to be connected togetherwith 10d (0.131"x3') nails asfollows: Top chords connected as follows: 2x8. 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. bs 2) AllWeloads are consideretl equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply %�,1111.111112j AA� connections have been to distribute only loads noted as (F) or (0), unless otherwise Indicated. %%%%,,�P ....... �,�.0,�� E S Woe provided 3) Wind: ASCE 7-10; Vult=160mph Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;.••- .•W (3-second gust) Exp B; Encl., GCpl=0.18; MWFRS (directional); antllever left and right exposed end vertical left and right exposed; porch left and right ���8 exposed; Lumber DOL=1.60 plate grp DOL=1.60 4) Provide adequate drainage to prevent water pending.*5) Plates checked for a plus or minus 0 degree rotation about Its center. 9.ATE 6) This truss has been designed for a 10,0 par bottom chord live load nonconcument with any other live loads. . X 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 willfit between the bottom chord antl any other members. FLU � O•� 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) except Ot=lb) 7=1130, •: �� T'. T P . ,� ��,� ••• p Fi , Q •\�\% 5=1020. 1 •' •••••• 10) "Semi -rigid l including heels" be end fixity model was used In the analysis and design f device456lb downthis and458 Ib up at connectionsufficienti (s) shall 111) Hanger(s) orothereprovided sufficient to support concentrated ad(s) 0-3-10, 209 lb down and 195 lb up at 1.6-5, 197 lb down and 211 to up at 3-6.5. 224 lb down and 250 lb up at 5-6-12, 224 to down and 250 to up at 7.6-12, 224 lb down and 250 Ito up at 9.6-12, and 224 lb down and 250 lb up at 11-6-12. and 3701b down and 4001 up at 13-8.6 an top chord. The design/selection of such connection device(s) Is the respel lllly of others. FL Cert. 6634 LOAD CASE(S) Standard July 24,2014 Continued on cane 2 AWLL'NfAG Yanfrdetgn /anmacn wd6£Ae fA7FSGNTMSAIAfMZVOFD MIeXFEFFAFMEMGFNff-1913 mr. I/39/I014&tCAEUSE De9gnvalid I... ontywith ANekconnectors.Rikdesign NbosedonN upon parametenshown, and is for on individual bulding component. Applicabi4ry, of design Parametersand proper Incorporation of component b respomblity of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure rfobiGN during construction 8 the responslbillry of the p� iTek• erector. Additlonel permanent bracing of the overall structure Is the responlbitiry of the buBClng designer. For general guldonce, regarding fabrication, quality control, Moraco.d.reary, erection and bracing. consult ANSI/TPII clearly Crdeda. DSB•89 and 1101 Bulding Component lyl 69N Parke East Blvd. SafetylnlorraoA1Ian gnpoble fromJruss Plate ln%teJBIN•lee5haet.SVIte3m Ak ndda, VA M14 If Southern Pme15P) lumber lsspecdiedr lhadestgnvalues arethane efe, Ofi�01/2013byAISC Tampon-W6104115 Job Truss Truss Type Oty Ply pYl04 Roof main house - Vega Rea T6435062 2]040-AF 03FG Met 2 2 ce forlionall East Coast Truss, Fod Pierce, FL. U945 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=70, 5-7=-10 Concentrated Loads (IS) Vert: 1=-456 4=242 2=154 9=133 10=-224 11=224 12=224 13=224 7.530 Nut 112014 Mrok Industries, Inc. Thu AI24 10AI:022014 Page 2 ID:ycgC7OE3s_bp6NN9Mo 11 ayvU4P-yA5uG60LJwsvgOJuvU6f0AgHjyMfa0S921KOtbyuuU7 AhoLAWlO-YerlfrTeagn I..Ta lade fAiFSGN]MSAND IMSIAFD MflEXrfrfll6Y.FMG£NIf-Ml3.-I/t9(I014aFT69LU5E Design vaild far use only with Miles, conneclon. the design 4 based only upon parameters shcy . and is for an Individual building component. MEApplicability of design parameters and proper incorporation of component b respomlbbuildingty of bung designer- not buss designee Bmdng shown ' Is for lateral supporl of Individual web members only -Additional temporary bracing to Insure ;lability during construction is the responsibility of the MiTek' erector. Additional permanent bmtlng of the overall structure is the responsiolity of the building designer. For general gaidonce regarding fabricators. quality control, storage. delivery. erection and bracing. Comult ANSIITPII Cosily Craft,DSB-9l and BC5l Balding Component 6g04 Parka East Blvd. ee treat. Suite 312. Alevond6i VA2Zii A. Safely lnformalgn q opable from Truss Plate institute. 261 N. Leif I15oethem Pme 15P) lumber isspecified, thedoslm valuesare Ngse efrecti¢e Ofi/rs1/2013 byAISC Tampa, R 33610-4115 Jab Truss Truss Type 0ty Ply p27 040-Roof main house - Vega Res T6435063 2704o-RF 04FG Flat 2 4e L Reference (optional East Coael TNsa, 7-4 F09 Pierce, FL U945 2-10.7 535 10 7-&9 7.530 a Jul 112014 al autumnal, Inc. The Jul 2410:41:0412014 Paget ID:ycgC?OE3s bp6WY9MOE4 eyvU4PUYDfhgQbrY6c3JTG1v87TbwaBmvy6s2SVBpW4TyuuT 1238 1411-7 1S 12 17.5_11 20-0-1 0.7.4 2-3.2 2.615 0.1-5 2-0-15 d-30 2-d-15 0. -5 2-415 2-10.7 Scale =1.34.8 _ 3x4 fins II 1.4 II 4x4 = ix4 II 6x6 II 3x6 = 3x4 = axe = 5x10 = 4x8 = 54 VJB = 3x4 = 41 = 5.10 = 5-1.9 5 ,1 -1 14-11-0 15p12 19 13 2641 4.1M11J 4.40 0. - 2 4&1 -7-4 Plate Offsets(%Y)- I5:0-2-OEdael110,04-40-3-01115,0-4-00-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Idell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vemi-L) 0.48 12 >490 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.54 12 >438 180 BCLL 0.0 Rep Stress Ina YES WE 0.54 Hom(TL) 0.11 10 me Na BCDL 5.0 Code FBC2010/TPI2007 (Matdx-M) Weight: 2041b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' 1-15.9-10: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING. TOP CHORD Structural mod sheathing directly applied or 3-5-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 on bracing. REACTIONS. (Ib/size) 15=2484/1-0-9, 10=2408/13-7-8 Max Hom 15=68(LC 4) Max Up1iftl5=2018(LC 5). 10=1881,(LC 9) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-15=-657/567, 2-17=590014856, 3-17=-5900/4656, 3-18=-5900/4856, 4-18=-5900/4856, 4-19=-7756/6425, 19-20=-7756/6425, 5-20=-7756/6425, 5-6=-7756/6425, 6-21=-6113/4970,7-21=-6113/4970,7-8=6113/4970, 9-10=-408/290 BOTCHORD 1445=-2749/3426, 13-14=-6351/7660, 12-13=-6351/7660, 11-12=-6364/7769, 10-11=3007/3793. WEBS 3-14=-422/311, 2-15=-377212970, 2-14=-246112848,7-11=-393/269, 8-11=-2279/2671, 8-10=-413413257,4-14=-2005/1669, 6-11--1887/1570 t%ji NOTES. 2-ply truss to be connected together with toolnails follows: A. s cho ds co nected as follows: 2x8 - 2 rows taggered at 0-9-0 ocT p2x4 - 1 row at 0-9-0 on. %\\\\O�P C E N• • Bottom chords connected as follows: 2x4 - 1 row at 0.9-0 on. ' ; ��: \,� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply- �• 39� connections have been provided to distribute only (Gads noted as (F) or (B), unless otherwise indicated. * 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=45ft; L=241t; eave=oft; Cat. 11; _ - Exp B; Encl.. GCPI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and righrr ,Yi): ti exposed; Lumber DOL=1.60 plate grip DOL=1.60 ' ATE �/ 4) Provide adequate drainage to prevent water panding. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 13. for a plus minus 0. degree rotation about its center. 0 A•. ,( P •. ��� d'�, inus `1'^•• 0 Fi •' �;`\\ 7) Plate(s) at jolnt(s) 13 checked for a plus or 3 degree rottationcked aboutt its center. • �� 8) This truss has been designed fora 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 0 \ �s 11111 Al "' \ 9) • 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 fn between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=1b) 15=2018, 1D=1881. FL Cert. 6634 11) "Semi -rigid pitchbreaks including heels" Member end (oily, model was used in the analysis and design of this truss. July 24,2014 Continued on Pane 2 AW'du fAVedrr Oeag parameaerf and READ WNSOX WS,WD fM2Wf0MIIFlrfifrFAEMEMGEMf/-M7! me1101201dZY0aM Design vagd fax use only Wth1wrek connectors. Thus design b based only upon parameters shown and N for an indNdud bulding component. �� Applicobra ifty of design commuters antl proper Incorporation of component 8 responsblily of building designer - not true designer. Bracing shown I,forloteralsuppod oflndiddualweb members only.. Additionol femporce bracing to insure slabilitychAng construction is the responsibillityol the MiTek' erector. Additional permanent bracing of the overall structure 1, the respamiblgly of the bulbing designee For gamoral guidance reg.rch, lobkotlon quality erection and bracing. consul[ AN51/s%pls Quality CAt3eda, 03B-8a and i Building Component 69W Parka East BM. gcomho?.storage,delivery, IiSoulthem Pne tJU lusts Is is spno IIiad,ithetl cragn values aietH[3o 2. eifseccdive 06I011j013byALSC Tampa, FL 33810d115 Job Truss Truss Type MY Ply e2704PRoofinela house - Vega Res T6435683 2T04aRF We Flat 2 2 .InM1 Reference (optional) East Coast Truss, Fort Piece, FL. 34946 7.530 a Jul 112014 Minsk Indushes, Inc. Thu Jul 24 10,41:04 2014 Page 2 ID:ycgC?0E3s_bp5WYgMOE4 ayvU4P-uYDfhgQbrY6c3JTG1v87TbwaBmvy6s25VBpV*TyuuTz NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 456 lb down and 458 lb up at D-3-10, 2091b down and 195 Ib up at 1-2-14, 197 Ib down and 211 Ile up at 3-2-14, 336 IS down and 423 Its up at 5-3-5, 302 Ib down and 421 Its up at 7-3.5, 301 Its down and 416 Its up at 9-3-5, 287 lb dawn and 395 It, up at 11-3-5, 301 Ib down and 387 Ib up at 13-3-5, 311 Ib down and 382 lb up at 15-3-5, and 359 IS down and 391 IS up at 17-3-5, and 374 Its down and 390 lb up at 19-3-5 on tap chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq -- Vert:1-9=-70, 10-15=-10 Concentrated Loads (Ill Vert: 1=-456 3=-336 7=311 8=359 16=-133 17=154 18=302 19=-301 20=-287 21=301 22=374 ®WA2YIIA YeMl bug A+rnremnlvOflFAp M1RSLFTfRSrVAIM14afD MImi NEF£FE.'RE IMGC NII-l4lim• Ifl9/10146.9'49LUSE ■■■ Design wild for use only with Minsk connectors. Into design is based only upon parameters shown. and 4 for on inglMdual building component. �� lity of ding designer - not nuts designer. Bracing shown Appitc.Uny, of design Parameters and proper Incorporation of component Ismoponsbbuilding Is for lateral support of Individual web members only. Additional temporary bracing to Insure stcterty during constvctlan B the respansb091y of the MiTek' erector. Additional permanent bracing of the ovem9 structure Is the responubility of the guiding designer. For general guidance regarding labtootton, quality control. storage, delivery, erection antl bracing, consult ANSI/TPII Ouality and BCSI Balding Component 69M Parke East BIW, 1Wyord,DSB-89 I/Soulth¢m ;meta lump r"speIcified,thed¢Lgn ealuesuetth3ose¢fteccd1ve 06(01%2013by ALSC Tampa. FL 33610-4115 Job Truss Truss Type Dty Ply p21104e1? efel house - Vega Res TU350W 2704a-RF 05FG Flat 1 2 ob fo al East Coast Truss, Fort Pieme, FL. 34946 3B5 L530 c Jul 5-1D-2 3&5 Scala=1:42.3 Bile 'II 3.8 = 3x4 =5ali VVE . 3x4 = 3x6 = 64 II 6x1D = 3xe = 3x4 = Us Mi8SHS = 34 = sale es LOA13ING(psQ SPACING- 2-0-0 -051. DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO -0.98 Vert(ILL) 0.86 11 >334 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -1.02 11 >281 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.75 Hom(TL) 0.18 8 Na n1a BCDL 5.0 Code FBC2010rrP120D7 (Matrix-M) Weight: 236 lb FT c 0 LUMBER- - BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 -BOT CHORD Rigid wiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except' 1-13,7-8: 2x8 SP No.2 OTHERS 2x4 SP No.3 - REACTIONS. (lb/size) 13=306010-7.8, 8=3163/0-7-8 Max Horz 13=-68(LC 4) Max Uplift 13=2270(LC 9), 8=-2506(LC 7) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=411/266, 2-16=-9183/7025, 16.17=9183/7025, 17-18=-9183/7025, 3-18=9183/7025,3-4=1186119278, 4-19=-1186119278, 19-20=-1186119278, 20-21=11861/9278,5-21=-11861/9278,5-22=-8752/7106, 22-23=8752/7106, 6-23=-875277106,6-24=-256/208, 24-25=2561208, 7-25=256/208, 7-8=-705/497 BOT CHORD 12-13=-4655/6233, 11.12=-9111/12065, 10-11=9085/11537, 9-10=9085111537, 8-9=4776/5890 WEBS 2-13=-660214898, 2-12-265713261. 3-12=3185/2346, 3-11=-1020/0, 5-11=-19111153, 5-9=3078/2228,6-9=-2538/3164, 6-8=6124/5009 NOTES. ��,,'n PS A• A� �,�, \V: 12-lytmss to be connected togetherwilh 10d0.131"x3' nails asfollows: p ( 1 Top follows: 2x8 2 staggered at 0-9-0 oc, 2x4 - 1 row at 0.7-0 oc, ''•• '.•? chords connected as - rows Bottom chords connected as follows: 2x4- 1 row at 0-9-0 Co. ,��� •''V,� 84 Webs connected as fellows: 2x4- 1 row at 0-9-0 oc. 3 --�" 2) Ali loads are considered equally applied to all plies, except B noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=3.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; porch left and right � ATE ATE exposed; Lumber DOL=1.60'plate grip DOL=1.60 O . Jy 4) Provide adequate drainage to prevent water pending.,n'• O 5) All plates are MT20 plates unless elhefwise indicated. i, Q R �1 s ' 6) The solid section of the plate is required to be placed over the splice line at joint(s) 4, 10. • • • •' %% ��/,S 12,for a lus or centenus or. degree rotation about its canter. 1O N A' �?%%, plus or minus 3 degree rotation bcked 8) Plate(s) at Jolnt(s) 4 checked for out its 9) Plate(s) at jolnt(s) 10 checked for a plus or minus 5 degree rotation about its center. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 11)' This truss has been designed for alive load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will FL Cert. 6634 fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb) July 24,2014 ANusuam.wer,Cey)3n Iannem,iaaRpfM M71s canegAlAIM1L0lD MfrFIraAFAEA2'MGEMII-M)3m• f719120f48rFGtE1RE ■■ Design wild forum only with Wok connectal this design is based any upon Parameters shovm, and is for on individual building component. AppleablliN of design Parameters and properinmrpo,ation of component's respomlb9ity of building designs, not true designer. Bracing shown Is for lateral supped of ino Mch,al web members only. Additional tempora,v bating to Insure slabllity during construction a the responsianiy of the WOWerector. Additional permanent bracing of the ovem9,vuet. Is the reemnsilorty of the building designer. For general guidance regaling fabrication. quality central. storage, delivery, erection and bracing. consult ANSPITP11 Quality CModo.DSII-e9 and BC5l Building Component 69N Parka East six. Safety tnformalian q o'oble hem Tmn Plate lnlitute.781N•lee Sireat. Suite 312, AleaanQdv. V5 pyil4. It Southern I me 13P� lumber isspecd'ies�, the de9,gn &11..are maze effective 06/01/2013 by ALSC Tampa, R33610A115 Job Truss Truss Type Oty Ply M7040uRoofreale house - Vega Rm Tfid3506/ 27040.RF 05FG Flal 1 2 Job Reference (optional) East G0.1t TNa9, "Is Pierce, FL. 34946 7.530 a Jul 112014 MRek Industries, Inc. Thu Jul 24 10:41:06 2014 Page ID:ycgC70E3s bp6VJygMOE4 ayvU4P-gxKP6WNrN9MKIddfBJAbY07tMZeUajNlyVld7MyuuTx NOTES- 13) "Semi -rigid pitch breaks including heels" Member end fa%y model was used In the analysis and design of this truss. 14) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 378 lb down and 387 lb up at 0.10-4, 375 lb down and 390 lb up at 2.10-4, 359 lb down and 390 Ib up at 4-10.4. 339 lb down and 397 lb up at 6-10-4. 334 Ib down and 361 lb up at 8-104, 327 lb down and 361 lb up at 10-10-4, 328 Ite down and 365 Its up at 12-10-4. 277 lb do" and 346 Ile up at 14-10-4, 269 Its down and 339 Ib up at 16-10-4, 85 lb down and 490 lb up at 18-1 D-4, 410 lb down and 410 lb up at 20-104. and 410 lb dawn and 410 lb up at 22-10-4, and 414 lb down and 410 It, up at 23-8-12 on top chard. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard -1)'Dead-+'Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-7=70, 8-13=-10 Concentrated Loads (lb) Vert: 4=-327 6=-41014=-378 15=-375 16=359 17=-33918=334 20=-328 21=-277 22=-269 23=85 24=410 25=-414 QNA3NfIL-YeMJ desgn yawmehn aaQPFMI.OJFSaNTH(SAfAIMSIOFD NIJFKRFiFAEAeSMGENI!-79J3 re� I/29/1011&JCA£IaE ■■■■ Design valid for use only with ALTek connectors. The designe based only upon parameters shown, and Is (won Individual building component. Applicability of design parameters and proper Incorpomtlon of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral supped of individucl web members only. Additional temporary bracing to Insure stability during construction B the responsibility of the MiTek' erector, Additional permanent bracing of the overal structure is the resporal of the building designer. For general guldance regarding fabrication. quality control, storage, delivery. erection and brocNg• consM ANSIJTFII QualityCriteria. DSII and SCSI Building Component 69% Parke Fast Blvd. 5alety lnlortnaflon gva'ablefamjmss PlaI.q tilute.781(l.Lea treat, Suite 312. Alexandra, yA 72314. If Saut7lem Vine 15P� lumber uspecihes�,the deslErs va ues are Nose effecGYe Ofi/01/2013 byAISC Tempa,FL33610.4115 Job Truss Truss Type Dty ply p2T040.Roof maM house -Vasa Ras T6435065 2]Od0.RF VJf Valley 1 1 Job Reference lnnlionall East Gaeel Than, Fort FuhCe, FL. 34945 Jul it 2014 Mask Industries. Inc. Thu Jul 24 1-}8 Scale-1:22.8 3x4 cc a 11 6 3x4 i txd 11 1x4 I 1 2.4 It Plate Offsets (%Y)— 13:0-2-0 Edgel LOADING(pso SPACING. 2-0-0 CSI. DEFL. in (loc) gde8 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Ven(TL) rho - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Hm(TL) -0.00 6 r1a n/a BCDL 5.0 Corte FBC2010/TPI2007 (Matrix) Weight: 45 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0. (to) - Max Ho¢ 1=139(LC 7) Max Uplift All uplift 100 lb or less al joints) 1, 6, 7 except 8=126(LC 8) Max Grav All reactions 2501b or less atjoint(s) 1, 6, 7 except 8=444(LC 1) FORCES. (lb)- Max. Camp./Max. Ten. -All forces 250(to) or less except when shaven. WEBS 2-8=373/151 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bmcing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCOL=9.0psf, BCDL=3.Opsf; h=25ft; B=45ft; L=2411; eave=oft; Cat. If. Exp S; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed: and Vertical left and right exposed; Lumber DOL-1.60 ate grip DOL=1.60 t 3) Plrovide adequate drainage to prevent water pending. ���,``,S A 4) Plates checked for a plus or minus 0 degree rotation about its center. ��� 5) Gable requires continuous bottom chord bearing. C, E N 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 9a fit between the bottom chord and any other members. *, . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ite uplift at joint(s) 1, 6, 7 except Qt=1b) 8=126. 9) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. [77FL Cert. 6634 July 24,2014 AKuAVlAG Vedl/deaga panmehn aaCAfM fA]FSLNIINSAND IN1ri0D) MfmrRFFFflENFCAdfNff-Nl3 ma Ll9/EDIQa464ElaE ■■■ Design valid fa use only with Vi connectors. This design b based ordV upon parameters shown. and is for an lndiAduel building component. Applicablfty of design parameters and proper Mcorporotlon of component a responsiblity of bulloing designer - nor truss designer. Bracing shown Is for lateral support of MdMdual web members only. Additional temporary bracing to Insure stability during construction is the msponsbiilty of the WOWerector. ACdifionel permanent bracing of the overall structure Is the responsibility of the bullding designer. For general guidance regarding fabrication, quality control storage,delivery. erection and broth. consult ANSIAPI1 Quality Cdteda. DSB-69 and BCSI BuBding Component 69U Parke Fast SNd. Information pliable from Truss Platgi titute. 781 N. Lee fresh, Suite 312, Alaxantlda. VA,2314 115outhem Pme�SY' lumtrer iszpeCdre�,the desrysva uesare Ngse eHectire 06,01/2033 byAtSC If Tampa, FL 336104115 Job Truss Truss Type Oty Ply p27040-Roof main house - Vega Ras T6435MB 27N0-RF VJ2 vale, 1 1 Reference forstionall 5.00 12 3.4 i 8 x4 II 2-10-8 3x4 = 4x4 = 3 4 lzb 7 B2z4 II Scale =1:25.3 LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Ven(LL) Na - life 999 MT20 244/180 TCDL is.0 Lumber Increase 1.25 BC 0.30 Vert(TL) Na - nfa 999 BCLL 0.0 • Rep Stress Ina, YES NB 0.06 HOM TL) -0.00 6 life me SCOL 5.0 Code FEC2010rfPI: (Matrix) Weight: 53 lb FT=O% LUMBER- BRACING - TOP CHORD 214 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer [Installation uide. REACTIONS. All bearings 14-0-0. (lb) - Max Horz 1=149(LC 7) Max Uplift All uplift 100 lb or less at Joints) 1, 6, 7 excepl8=-151(LC B) Max Grant All reactions 250 lb or less at Joints) 1, 6 except 8=494(LC 17). 7=294(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. WEBS 2-8=-423/179, 4-7=-266/101 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.OpsY h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; EncL, GCpl=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 , 3) Provide adequate drainage to preverllwater pending. ��,,_A`PS 1 A!/ q ��',to 4) Plates checked for a plus or minus 0 degree rotation about its center. ,�� �\v, lie "� 5) Gable requires continuous bottom chord bearing. `� �, .••� G E N S 9 I 6) This truss has been designed fora 10.0 psf bottom chord live load non concurrent with any other live loads.E.•�•, 7) • This truss has been designed fore live load of20.Opsf on the bottom chortl in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will 39380�� fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 6, 7 except (jt=lb) 8=151. 9) "Semi -rigid pAchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. �7ir ATE : � 00, <(y . FL Cert. 6634 July 24,2014 ®WAIWIMi YMEr Oesgn yanne¢n.ad rZAD AOTESCAF. IP II . MfrFCFFFEAEAlFP.1GENfl-M)3 m. 1/29/I014B!E69ElA5E ■■■ Design valid for use only with Wax connectors. Tb3 design Is based only upon p..nrmten shovm. and is for an lndWdual building component. Appica s4hy of design paramelers and proper lncorperalion of component B responsibility of burping designer - not tmss designer. Bmcing shown Is Rx I. val support of lndiNduol web members only. Adeflonal temporary bracing to Insure stability during cemstructlon b the respombrlity, of the WOWerector. Additional pemwnent bracing of the overallstructure Is thenespomibilry or the bulldIng designer. For general guidance regarding fabrication, quality control stemge,delivery, erection and braciin5g. consul AN$117Pll Were,D5B-89 and BRl Building Component 69M Paris East BAN. youoliry HSouiliem Pine�SV� lumber is specified ithe design values are th3osse eRe .9do, 06/214. 3 by AISC Tampa, R 336104115 Job Truss Truss Type Dry ply a2)odDRoof main house - Vale Res T64]5a6) 27a40-RF VJ3 Valley 1 1 Former,Job ilia East Coast Truss, Fah Pleme, FL. 34946 5.00 12 d 1x4 II 4x4 = 7.530 F Jul 11 511-0 alas Scale=128.1 44 =2x4 II I 5 also i 9 8 7 62x4 11 1x4 II 1x4 II 1.4 II " 15.1.8 1e•ao 15l alas LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 'Plates Increase 1.25 TC 0.83 Vert(LL) File - all 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(TL) We - n/a 999 , BCLL 0.0 ' Rep Stress Ina YES WB 0.12 Hom(TL) -0.00 6 are n1a BCDL 5.0 Code FBC20107rP12007 (Matrix) Weight: 651b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required Chose bracing be installed during truss erection, In accordance with Stabilizer [installation REACTIONS. All bearings 16-0-0. , (lb) - Max Horz 1=177(LC 7) Max Uplift All uplift 1001b or less atjeint(s) 1 except 6=-185(LC 17), 9=140(1_C 8), 8=.133(LC 5), 7=188(LC 5) Max Gmv All reactions 25016 or less atjalnl(s) 1, 6 except 9=396(LC 1), 8=341(LC 1), 7=473(LC 1) " FORCES. (to) -Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. WEBS 2-9-332/159, 3-8=.304/160, 4-7=.4091243 " NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd-124mph; TCDL-9.Opsf, BCDL=3.Opsf; h=25ft; B=45ft: L=241t; eave=4ft; Cat. II; Exit B; Encl.. GCpl=0.18; MWFRS (directions*; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 drainage3) Provide adequate g. 1 1 ����� 4) Plates checked fora plus or minus 0 degree rotation on about its Center. 5) Gable requires continuous bottom chord bearing. �sl-^p,,S A,q ,�%% .••••••.. E N 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,, �, .••� G g'•.,q ••• 7)' 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 fit between the bottom chord and any other members. 3 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1 except Gt=lb) 6=185Z * �' ,9=140,8=133,7=18B. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. • Yir Z ATE :��/� • R it FL Cert. 6634 July 24,2014 A NusehaW Mlaeak9n yarsneeen euJR£AD rA]ESGN)MSAMVIA6LDFD NfIFXRFFEAE(RFF.IG£Nrl-)4l3 m. 11"12011WTGYUSE Design valid for use on"th hetek correctors. The design is based only upon parameters shovm. and b for an Individual building component. Applicabery of design parameters and proper Incorporation of component is responslbllity of hurtling designer - not truss designer. Bracing shovm Is for lateral support of individual web members arty. Additional temporary bracing to Insure stability during construction 8 the responsibility of the MiTek• erector. Accilloral permanent bracing of the ovenall structures Is the responallarity of the balding designer. For general guidanceregerdirg fabrication. quality conr�wo.l. storage. delivery. erection and bradn5g. consult ANSIITIFF Oug8ly DS5.89 and Ill Ifuldlog Component 6904 Parke East Blvd. 2C1M3edl If Southern Pine�SP" another Is � elcified, lye Gee N.valum are8th3asse eKeetive 0�/u1/2013 by AISC Tampa, FL ]361q�116 Job Truss Truss Type Oly Ply 027040-Roof main house - Vega Res Tfi6350fiB 27040JPF W2 Valley 6 1 1 Job Reference (opligaill) East Coast Tmb, Foe Pierce, FL. 34848 7.530 a Jul 112014 MIrek ladusltlee, Inc. Thu Jul 2410:419a 2014 Pagel IMycgC70E3s_bp6WYgMOE4 ayvU4PnJS9xBT5vmd2Yxm2GkD3dR4SYNUB2oW10pnk4EquuTv 2 O 2-0-0 Scale =1:7.0 5.00 2.4 i LOADING(psl) SPACING- 2-0-0 CSI. DEFL. In (too) Irden L/d TCLL 20.0 Plates Increase 1.25 TO 0.04 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) nla - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 hire n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=5012-0-0, 2=44/2-0-0, 3=6/2-0-0 Max Harz 1=23(LC 8) Max Uplift 1=-7(LC 8), 2=-21(LC 8) Max Grav 1=50(LC 1), 2=44(LC 1), 3=19(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 5111 FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10.0-0 oa Jabbing. MFrek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsp h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) trussbeendesignedfora liveto d of 20. on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will 1 1 thashe b chord fit between members. ,,,,lT1s A 6) Bearing at joint(s) 2 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity ,%`O0 .. of bearing surface. %` 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) 1, 2. ,���•• V� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 9 rx T E R,o �N FL Cert. 6634 July 24,2014 Aisaxh W -VMrr assgn I.... •ad READ MRSONTMSAND IMIL00 MfrC%RLfFR£M£MGE KII-M73 es. I/t9/1014&r69ElAf Design vodd for use only wgh peek connector. The design is based only upon parameters shown. and is for an lncMduoi buaomg component. Fit catelty of design parameters and proper incorporation of component isresponsfarty of budding designer -not Wu designer. Braun, shown is for lateral support of Individuol web members only. Additional temporary bracing to Insure stability during conshudlon Is the responstbddly of the MiTele erector, AddlllonalpennanentbmchgoftheoverallstrvcturelstherespomibidlyoftheWarnsdesigner.Forgeneral,uldanceregarding fabrication, quality control storage, delivery, erection and bmchg. consut ANSVRI I Costly Wend. DSB-Bt and BCSI Building Component 69W Parke East Bud. Sally tnformsll4n apabie lramimstPlatglntitute.78IN. Lee Street. Suite 312 Aranmgrlm VA Id. Il �outhem Pme�SPa lumber isspecdresi, the design values are those e0echve 0fi 01/10136y ALSC Tampa, FL 33810�4115 a Job Truss Truss Type City Ply n7040-Roof mein house. Vega Res T6435069 27040-RF W4 Valley d 1 b Reference (optional) I 2x4 i ID:ycgC70E3s bp6WYgMOE4 ayvU4P-nJS9XBT5vmd2Yxm2GkD3dR40HNS12oW10pnk4EquuTv 2x4 11 LOADING(psf) SPACING- 2-0-0 CS'. DEFL. In (loc) Well Ud TCLL 20.0 Plates Increase 1.25 TC 0.32 Ve I(LL) We - File 999 TCDL 15.0 Lumber Increase 1.25 SC 0,14 Vert(TL) We - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) ' LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=124/4-0-0, 3=124/4-0-0 Max Horz 1=69(LC 7) Max Upliftl=-28(LC 8), 3=-33(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. Scala =1.11.3 3 PLATES • GRIP MT20 244119D Weight: 13 lb FT=0% Structural wood sheathing directly applied or 4-0.0 oc purlins, except end vertices. Rigid coiling directly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installaton guide, NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vestal 24mph; TCDL=9.Opsf, BCDL=3.Opsf, h=25ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp'B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. by 2-0-0 6)' This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3.6-0 tall wide will `LlLtlftfN, fit between the bottom chord and any other members. %%%%% N j. A. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift aljoint(s) 1, 3. "Sernkrigid design this truss. %� O\ ` G E N' 7) pitchbreaks including heels" Member end fixity model was used in the analysis and of ;��,�� 3938 �.�. ATE OR It ssi°NAl P FL Cert. 6634 July 24,2014 ®NAAMIG YeMrdatgn➢anneren eaJPFM M1G7ES6NTMSNA) IMIVOED Nr1FKRF➢FAEN.FM6ENfl-MlJ me I/➢9/301d&F0.9Ea5E Design valid for use ony Win lwiek correction. This design 4 boned ony upon parametepshown. and is for an individual building component. Applicably of design parameters and proper incorporation of component is responstaRy of building designer -not truss designer. Brocing shovm IS for lateral vppod of Individual web members oNy. Additional temporary bracing to Insure stabl5y during construction 4 the responsibility of the Mirek- erector. Additional peon anent bracing of the overaO structure Is the hoporeel ity of the building designer. For general guidance regarding fabdcatwn, overly control storage, de0very. erection and bracing. consult ANSI/1PIl Quality Criledo.DSB-89 and BCSl Building Component 5904Parke FadfFvg 5a/arylron$9np �pbie Bom]mss Plate Institute,78lH.ice S"at, Suite 312. Alexandra. Vq p2314 Temp;FL33610-4115 IS Sau7�sche Pan tSPi l umberisspecilied,thedeniesva'uesarethose eHecGve P110111013by ALSO Job Truss Truss Type City Ply a27040.Roof mein house -Vega Res T64M0]0 27040.RF VMS Valley 2 1 Job Reference loptionall ae4tc.wa Imes, tanv s... el. e494e 7.530 s Jul 112014 Mnek industries. Ina Thu Jul 24 10:41:09 2014 Paget ID:ycgC7OE3s_bp6VVY0MOE4_ayvU4P-FWOYkXUkg4lvA4LEp5kIAfdPPnkHnFmBfSWHchyuuTu 6-Q0 &0,13 2x4 II Scale: 314-=1' zw I 2z4 II LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (lac) VdeO L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) Na Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(TL) -0.00 3 n1a n/a BCDL 5.0 Cade FBC2010/TPI2007 (Matrix) Weight: 20lb FT-0% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (ID/size) 1=204/6-0-0,3=204/6-0-0 Max Horz 1=113(LC 5) Max Uplift 1=-46(LC 8), 3=54(LC 8) FORCES. (Ib)- Max. ComplMax. Ten. -All forces 250 fib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid Selling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required Coss bracing be installed during truss erection, in accordance with Stabilizer Installation oulds. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-sewn gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.OpsY h=25ft; B=45ft; L=24ft; eave=4ft; Cal. II; . Exp B; Encl., GCpi=0.18; MWFRS (directional): cantilever left and right exposed: end vertical left and fight 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nononcument 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 en the bottom chord db any er members. 1 6 Pilrovideemechanical connection theirs) of truss to bearing late capable of withstandin 1001b uplift at'oint s 1, 3. (Y ) model P 9 P I ( ) 7) "Semi-rigitl pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. -�^�PS fq'f q �e //j10 % 0, •,.. ZA 3938 = Tk IZ �. ATE :Liu, �0 FL Cert. 6634 July 24,2014 QNARIam-s'"I delyn/arz . aaCAGN lA]ESOHTMSArID I=11CID IlFKFIrFRFMFMGE N(,", m. 21251201sWOMM Design valid for use only with Milek connectors. This design b based only upon Parameters shown, and is far an lndiAdaal bwding component. Applicability of design pammeters and Proper incWomtion of component h responsiicP1y of butaing designer - not buss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction b the responsfoRty of the MiTek' erector. Additional permanent bracing of the ovemq structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage,delivery, erection and bracing. consult ANSI/TPi I Quality Ctlteea,D56-99 and BC51 Bu0dlnp Component 69N Parke East Bind. Safely lnlaimatlgn vv�p trig hem]mss PIalW lnlitute,7810. Lee Street. SuM312 Alesandtla, VA�2314 II Southern Plne {3Pl lumber ssspeaflerl, the design values are those effective UU6 01 1013 byALSC Tampa, FL 336f0.411a Job Truss Truss Type Oty Ply M2704PRoofmaln house -Vega Res T6435071 27040RF VMa Valley 1 1 Jib Reference (opt onall oatrcaess Issue, rOn n0103. I-L. J4y4o e-o-o 7.530 6 JUI 112014 Ml N iUslnes, Ins. IDY NI zs 1UAVU9 2014 F'aa01 ID:ycgC70E3s bp6WYgMOE4 ayvU4P.FMYkXUkg4NA4LEpSklAfdUv=PnEgBfSWHchyuuTu 2.4 II 3 5 4 2.4 % 1x4 II 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plates In crease 1.25 TC 0.58 Vefil) n/a - n/a 999 TOOL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Hoa(TL) -0.00 4 n/a Isla BCDL 5.0 Code FBC2010rTP12007 (MetdX) LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=16317-11-6, 4=-25/7.11-6, 5=43017-11.6 Max Horz 1=157(LC 5) Max Upliftl=-23(LC 8).4=-36(LC 14), 5=-146(LC 8) Max Gray 1=163(LC 1), 4=30(LC 8), 5=430(LC 1) FORCES. fib) -Mal ComPJMax.Ten.-All forces 250(lb) or less except when shown. WEBS 2-5=356/159 PLATES GRIP MT20 244/190 Scale-1:20.3 Weight: 301b FT=0 Structural wood sheathing directly applied or 6-0-0 oc putting, except end verticals. Rigid calling directly applied or 6-0-0 oc bracing. MTek rewmmenda that Stabilizers and required cross bracing Is installed during Wss erection, in accordance with Stabilizer In et fi ti Id. NOTES- 1) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.CpsY BCDL=3.Cpst,, h=25ft; B=45ft; L=24ft; eave=4fl; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus degree rotation about its center. 4) Thisltruss hassbenndesigned for ce lnuous bottom c1hord bearing. �*0.0 psf bottom chord live load nonncument with any other live loads. `�%%_,PS 1 A. I 5) -This truss has been designed for a live load of 20.opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,%% �\V` fit between the bottom chord and any other members. `� w ...... E i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift al 1, 4 except Greiff): A✓ V 5=146. = 3937 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,TE )RkV. - � NAll%%: nfnu0` F77TC rt. 6634 July 24,2014 A NAANfA¢. Veaffneemn arimelsrs ud READ ACTESCArTli ND r1RU0FD hrnlls rFAE. VAGE HH-1473 are JVW20ma469EU&S ■■■ Design valid for use only Win Mnek connectors. This design h based only upon parameters shown, and is for on Individual building component. �� Applicattily of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lalerolsuppod ofindMduslweb mambersonly. Additional temporarybral to Insure stability during conslrudlon 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. delive, erection and bracing consul) ANSIRPfl Quality Citadel, DS5.89 and 1101 Burning Component 6994 Parke East Blvd. yaloN lnfarma1l in q prble from Ines Plate Institute. 7B114 tee free), $vita 312. Alexandria, VA yy314. 115outh¢m Pine pPf camber isspecdied, the design va ues are Nose eHecvve O6/01/20131al Tampa. FL 33810-0115 Job Truss Truss Type Dry Ply p2704ORoplmaln house -Vega Rea TU35072 27040.RF YMHB Valley 1 i ' o e East Coast Tmss, Fan Pierre. FL. U946 ' 7.530 a Jul 112014 M?ek Industries. Inc. Thu Jul 24 10:41:10 2014 Pagel I D:ycgC70E3s bPBWYgMOE4 ayvU4PdiawylUMROImnEwQN9FXjsAfe86d4N1vKl6Gr87yuuTt 6h8 Scale=1:17.8 3.4 ce 2.4 II e II 3 4 6 5 2.4 i 1.4 II 2x4 II Plate Offsets (X Y)- 13'0-2-00-2-111 ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.58 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) Na - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.07 Hom(TL) -0.00 5 n/a me BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 29 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=16218-0.0, 5=-27/8-0-0, 6=433/8-0.0 Max Hom 1=125(LC 5) Max Uplift 1=30(LC 8).5=27(LC 13). 6=-130(LC 8) Max Grav 1=162(LC 1), 5=20(LC 8), 6=433(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. WEBS 2-6=356/144 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 o t purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installaf on ultle NOTES- 1) Wind: ASCE 7-10; What 60mph (3-second gust) Vssd=124mph; TCDL=9.Opsf BCDL=3.OpsY h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp 8; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pone ing. 011111111111111 11111111f 111 3) Plates checked for a plus or minus 0 degree rotation about its center. - `���` PS A. q ,�Osla 4) Gable requires Continuous bottom chord bearing. �� O�••,. • Ge 4j10 5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcumenl with any other live loads. %% E N 3 ••• 9AA 0 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.� -!� ��' fit between the bottom chord and any other members. + 3� ••••• r-v� 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1, 5 except T-1b) 6=130. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - Mir ATE 14/� �'�SS�ONA11 FL Cert. 6634 July 24,2014 Ater N1M,.,re,dr,koi+nmertn uEN£ADrA7ES6NTM5µ9fM1LOro MfrFxP.LFfR£Mt'MGCNf!-l4)J m. JIM1201494a1iElbE ■■■ Design valid for use onlywlth Wait connectors. The design is based only upon parameters shown, and is for an indlWdual bulling component. Applicability of design parameters and proper Incomoratlon of component Is responsblity of bulling designer -not two desgner. Bracing all Is for lateral support of hdividucl web members only. Additional temparar bracing to Insure stability during constmotion a the respombllty of the MiTek' erector. Additional permanent bracing of the overol structure Is the responsibity of the building designer. For general guidance regarding fa1b1oorication, quality cc.nnttrol storage, delivery, erection and bracing. consult AN51/fPll Quality D58.8y and BC51 Binding Component 69W Parke East Blvd. 7C2ril3edp, ISSois I Pusa pvtlamheriispelcifiel,itheclosiignvalueszreth3oiera ecd 6Aj&y3013by AISC Tampa. FL 3s6t64f 16 Job Truss Truss Type Dry pry a37040.ROM main house -Vega Res 6435073 27040.RF vrdHla Valley 1 1 Job Reference (cotartaft am Caael Tines, Fod Pleura, FL. 34046 7.530 a Jul 112014 MRek lndustnea, Inc. Thu Jul 2410N1:10: ID:ycgC70E3s bPGWYgMO EikayvU4P-jiawytUMROtmnEwON9FXjsAg765x1 6-ae 100.0 l5i 3-7-a 3x4 = 2.4 II 1x4 II 3 4 Sort fl-2 Li yy C 6 5 2x4 % 1.4 II 2x4 11 Scale-1:19.0 Plate Offsets (X Y)- 13 0-2-0 0-2-111 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (toe) I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Ven(TL) We - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 35 lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. fib/size) 1=170/10-0-0, 5-117/10-0-0, 6=441/10-0-0 Max Holz 1=125(LC 5) Max Uplr t1=-33(LC 8). 5=-61(LC 5), 6=122(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. WEBS 2-6=3701145 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MRek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installationguide, NOTES- 1) Wind: ASCE 7-10; VuIt=1601(3-secend gust) Vaii 241 TCDL=9.Ops1; BCDL=3.Opsf h=25ft; B=45ft; L=24ft; eavii Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6C plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001E uplift at joints) 1, 5 except Gt=1b) . 6.122. 8) "Semi -rigid pitch breaks including heels° Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 July 24,2014 ®NARNfM-renryae,g y-.. and Rose M75CM TerrANp lMSr MIRraRFRFME VAGEM11-Mrs raw Vnl2dt464CAE ■■■ Design vand(anise only whh MRek connectors. This design b based only upon commuters shown, and is bran lndivJtluol building component. ��- Applicability of design Pammoten and properinco,pomtion of component is responibliry of bui designer - not truss ticsigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure dobltlly dudng conshuctbn 4 the responsibility of the A■ITe'I WOW erector. Addllonal permanent bracing of the ovemi structure is the respa ibiliry of the building designer. For general guidance regarding quarry control storage, delivery. erctbn and bracIng. consult ANSI/IPIl Quality Crlarlo. aSB-Bi and BCSl Studies, Component Il es04 Parke East Bind. 9foobdcalbn. Il fSo m.ttine7 �bls from jruss Flats ingtitute 78114. Lee treat. Suite 312. Alexandria. VA p23N. I umber is speclbe , the deslm w use arethade efective O6 0 /2013 byA15C - Tampa, F133610.4116 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/' Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury r--r Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 I. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. UT /16r CT-2 CM 2. Truss bracing must be designed by an engineer. For WEBS c 4 p y, Q� a k n p O 6 �Mn i `X wide truss spacing, individual lateral braces themselves may require bracing. or alternative Tor bracing should be considered. ' y 3. Never exceed the design loading shown and never Q- 3° u U stack materials on inadequately braced trusses. L7 OF 0O 4. Provide copies of this truss design to the building c>a Csr cs-s For4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-141' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane of joint ' required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT.' 7. Design assumes truces will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIRPI I. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. Software or Upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 197 of time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslytedt, this design Is notapplicable lire ssly noted. ICC-ES Reports: usewithserygreenfor trelumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice fs to 10 slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions - indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and sae, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated by Symbol Shown and/or SYP representss values as publish ed published by As the 2005 liNDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13. Top chords must be sheathed or purfins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 U. spacing, BEARING or less. If no Ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MTek® All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless',indicated otherwise. Min size shown is for crushing only. I8. Use green treated lumber may pose unacceptable nmental,1, health or pedormance risks. Consult with environmental, project engineer before use. Industry Standards: ANSIRPI I : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: BuildingComponent SafetyInformation, �/A� k 20. Design assumes manufacture in accordance with GuidetoGood Practice foHandling, ■ t ■ iTe ANSVFPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 01/29/2013 ® 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: 27040-GUE - #27040-guest house -Vega Res MiTek USA, Inc. Site Information: 6904 Padre East Blvd. Customer Info: Vega, Rudy Project Name: Vega Res. Model:. Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: 904 Osceola Ave. City: Fort Pierce State: St. Lucie County, F 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/rP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 17 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. �No. Seal# Truss Name I Date 11 T6435092 -CJ1 7/24/014 12 T6435093 -CJ3 7/24/014 13 IT6435094 I-CJ5 17/24/014 1 14 T6435095 I-EJ7 17/24/0141 15 IT6435096 I-EJG1G 17/24/0141 16 T6435097 I-EJG2G 17/24/0141 17 T6435098 I -EJG3 17/24/014 1 18 1 T6435099 I -EJG4 17/24/014 1 19 I T6435100 I -EJG5 17/24/014 1 110 I T6435101 1-HJ7 17'241014 I'll T6435102 E1H 17/24/0141 112 I T6435103 I E2 17/24/014 1 113 I T6435104 I E3 17/24/014 1 114 I T6435105 I E4 17/24/014 1 115 1 T6435106 1 G1 G 17/24/014 1 116 1 T6435107 I V4 17/24/014 I 117 I T6435108 I V8 17/24/014 1 The truss drawing(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, perANSI/TPI-1, Chapter2. .`�C ''CNS E �. STATE OF :4*� FL Cert. 6634 July 24,2014 Alban, Thomas 1 of 1 Job Truss Truss Type Oty Ply 02764"uesl house -Vega Res T6635082 27040-GUE 1 Jack Open 0 1 Ree(optional) East Coast Truss, Fan Plena, FL.3a9a6 3s0 = Nut ll Scal¢ =1:7.6 LOADING (psp SPACING- 2-0-0 CSI. DEFL. In (toe) deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -D.00 5 Nr 120 MT20 2441190 TCDL 15.0 Lumbar Increase 1.25 SC 0.03 Vert(TL) -0.00 5 Nr 120 BCLL 0.0 ' Rep Stress Ina YES. WS 0,00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:3 to FT=0 LUMBER. TOP CHORD 2x4 SP ND.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=76/Mechanical, 5=0/Mechanical Max Hom 2=52(LC 1).5=-52(LC 1) Max Uplift2=-45(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applled or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf h=25ft; B=4511; L=2419; eave=4ft; Cat. II; Exp S; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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 amount 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) hl between trussfora l ve loadof 20. on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will the as been desigchordned 1 members. 6)Refer to girder(s) for truss to truss connections, ,``,�715 Af %, 0P••• . '4r; �I 8q 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) 2. 8) "Seml-rigid including heels' Member end fixity in lIle �% 0, G E N S'• ••�.� E_•.•, pitchbreaks model was used the analysis and design of this truss. .` ;��� 80 Z *: _ 'yam ATE � --100�� F< OR S ONA � %%% 111111111 FL Cert. 6634 July 24,2014 ®WMMIG Yerlll das✓an yanme2rf •<PHGD I.q]LSGNTMSAIAIM14pfD pfrFlrfifFERE.Y-F P.iGENIr-N)J A. 11I4120118STREUSE Design vafd Ionise ontyvdih Nnek connectors. Phis design k based on"n parameters shown. and Is loran indlWdual balding component.• Applicability of design parameters and properincoPomtion of component k responsibility of bulding designer - not twos designer. Bracing shaven Is for lateral support of lndiNdual w¢b members only. Additional temporary bracing to Insure stpbirny during construction is the responotarity of the erector. Additional permanent bracing of the overall structure is the respom ilaVy of the building designer. For general guidance regarding MiTek' fabrication, quality control. storage. delivery. erection and bachs, consult AN9pP1 I GuaIHy CMatla,DSB-BP and Bal Building Component 6904 Parke East Btel. 6ortyhformotlon 1 pobie frompuss Plate Institute.781 fl. Lee 51re¢65uite312. Aleyandtlo.VA pp2JId If Bouthem Pine SP lumber lsspecdlecl. the gasses usearethgsee ecuseO6/0 /f013 byAl5C Tampa, FL 3]610.d115 Job Truss Truss Type Oty Ply tt271XD-gliest house - Vega Res i6d3509J 270e0-0UE -CJ] Jack -Open 4 1 b Reference al han Goact Trues, Fors Pierce, FL. U946 7.530 a Jul 112014 Mnek Industries, Inc. The Jul 2410:4,1:312014 Page 1 ID:ycgC70E3s_bp6WfgMOE4 ayvU4P-KNDv8mR58BFP7o3fiMgMF Swck76cHw5uS_izyuuOk 3-DU Refer to MiTek"TOE-NAIL" Detail for connection to 3"00 supporting umber truss (typ all applicable jacks on this job) LOADING(pst) SPACING. 2-0-0 CSI. TOLL 20.0 Plates Increase 1.25 TO 0.20 TOOL 15.0 Lumber Increase 1.25 BC 0.18 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 BCDL 5.0 Code FBC2010RPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. fib/size) 7=273/0-4-0, 3=liMechanical, 6=36/Mechanical Max Hors 7=55(LC 8) Max Uplift7=-133(LC 8). 3=-19(LC 5), 6=44(LC 16) Max Grow 7=273(LC 1), 3=15(LC 6) FORCES. (Ib)-Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown. DEFL. in (too) Vdefl Ud Vert(LL) 0.00 7 >999 240 Vert(TL) 0.00 6-7 >999 180 Horz TL) -0.01 3 Flat n/a Seale=1:11.9 PLATES GRIP MT20 2441190 Weight: 101b FT=0% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 cc, purling. BOT CHORD Rigid calling directly applied or 10-0-0 be bracing. MRek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.OpsY h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp S; Encl., GCDI=0.18; MWFRS (directional); cantilever left and Fight exposed; end vertical left and right exposed: porch left and right exposed; 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. ss has been designed for a 1.0 Pat bottom chord ve ad th otherllve le TTihiss truss live theobottom chord In all anonconcument has been designed for a load of 0. psf onI s where aany 5) 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. ,0``r'P`, `� 1, ,•'� t; E N S'• qd 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 3, 6 except ijt=lb) 8) "Semi-rigld pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 2 * �' �. ATE :��/� s1 0 ........ � %%%% 1118111111 1 FL Cert. 6634 July 24,2014 Awaarahe.Ywrtrderiya yanmeRn 4ud PFM nw J1Je120fd8uCa Ea5E Design valid for use only with Walk connectors. This design is bored only, upon parameters shown and is loran Individual buiklNg component. Applicablety of design paromelen and proper incorporation of component Is req orulbli of bulding designer- not true designee Bracing shown Is for lateral support of Individual web members only. Additional temporcm bracing to Insure stobletydudng constructlonb the responslbilifyot the WOWerector. Additional permanent bracing of the owmP structure k the responsiully of the building designer. For general guidance regarding fabrication, quality central,uoroga. deMeN. ...fan and bracing. consult ANSIpPII Qualay Cried,DSO.89 and BCSI funding Component saw parka East Brad. IIffetylnlorma1lon v oblebomjruss PlataIn litufe.781 N. Lae Streel. Sulte 312, AI 4an We, VA 314. f Southern V'use�S�� lu nbertsspeciheti, thedesimruluesarethose effective 06 01/2019by AiSC Tampa, FL 3361UI 15 Jab Truss Truss Type Dry Ply W040.guest house - Vega Rea TW35094 2]010.GUE -CJS JackApen 4 1 InM1 Ra(aranr�lnn(nnall cos'coast TNss, Fort Pince, FL. 34946 7 1.4 II 7.630 a Jul If 2014 MITek ledusld,a. Inc. ➢m Jul 2410A4:31 2014 Scale =1:1TO 1.60 0-12 LOADING (psQ SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC 0.29 Vert(LL) 0.01 6-7 -999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Ven(TL) 0.01 6.7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 HO2(TL) -0.02 3 We Na BCDL 5.0 Cade FBC2010/TPI2007 (Matrix-M) Weight: 17 to FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=294/0-3.5, 3=92/Machanial, 6=10/Mechanical BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Horz 7=91(LC 8) Max Uplifl7=-148(LC 8), 3=-56(LC 8).6=-44(LC 5) Max Grav 7=294(LC 1), 3=92(LC 1), 6=41(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-7-251190 ' NOTES. 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCOL=9.Opsf, BCDL-3.Opsf; h=25ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and Fight exposed ; end vertical left and right exposed; porch left and right exposed; 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 checked plus t f lift, 4) ThIs truss has been designed for a 110.0 psf bottom chord liveload nonconcurrent with any other live loads. -This % S A p,, P,.. 5) truss has been designed for a live load of 2D.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. ,��`O C E N < 6) Refer to girder(s) for truss to truss connections. ��?:.*0 7) Provide mechanical connection (by others) of truss to bearing plate apable of withstanding 100 lb uplift at joints) 3, 6 except Ot=lb) ,b 31 7=148. Sir 8) "Semi -rigid pltchbreaks including heels" Member end fucity, model was used in the analysis and design of this truss. ATE /ONA1.E�;�`�• �nffnn�`` FL Cert. 6634 July 24,2014 AW WrX-W&fnargn panmeren,ud RFADMXSCN nesAND VOCUDED NrtFKRfifAfMERWEp(c M23 run 112512011a4G9EWE Design valid for use only with NUTek connectors. This design is based any upon porometers shown and is for an Individual bulking component. Appimbilily of design parameters and proper Incorporation of component B resporelblity of bWdng designer- not muss designer. Bracing shown -Li•�Ytf b for lateral support of lndMdual web members onN•Additional temporarybrOcing to Insure stabiAlyduring construction B the responsib0tyof the erector. Additional pevoanerel bracing of the oveml structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication. quality control, storage, delivery. erection and bracing, consult ANSVrPII Dually Cdterla, DSB-89 and 601 Bunding Component S laty lniarmalion gvapable ham /fuss Plata lnitiWte. 781N. Lee Street. Suite 312. Alexon,do. Vq y2y ld I�SauMem pine 15Pf lumhes isspeidieW the design values are those effective 9 01/1013 by ALSO 69N pare, Earl Blvd. Tempo, FL 33810d115 Job Truss Truss Type Gty Ply 02704eguest house - Vega Res TUZM95 27NNGUE -EJ7 Jeok4pen 4 1 J5R f f f II ..sr Vaan...a, Fan Plence. FL. U946 1.7-12 7.530 a Jul 112014 Mnek Scale=121.6 ' 1a0 5 o ' LOADING (psi) SPACING- 2-0-0 all. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.09 4-5 -686 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Ven(TL) .0.07 4.5 >876 180 BCLL 0.0 Rep Stress Ina YES WB 0.07 Hoa(TL) -0.06 3 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix-M) Weight: 231b FT-0% ' LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or B-0-0 cc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 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 guide. REACTIONS. (lb/size) 3=158/1slechanical, 4=33/Mechanlcal, 5=36410-3.5 Max Hoa 5=126(LC 8) Max Uplift3=-88(LC 8), 4-71(LC 8), 5=187(LC 8) Max Grav3=158(LC 1), 4=72(LC 3), 5=364(LC 1) . FORCES. (Ib)- Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown. ' WEBS 2-5-385/127 NOTES. 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9:0ps1; BCDL=3.Opsf, h=25ft; B=45ft; L=2411; eave=4ft; Cat II; Este B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right 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 nonconcunenl with any other live loads. ' ' * This truss on the bottom chord In all areas where arectangle 3-6-0 tall by 2-0-0witle will fit between thesbeen designed for a live load of bottom chord and 1 any other membersPsl 5truss Refer to girder(s) for ss to truss connections. ♦♦ A2 J_♦^BPS ♦ . 6) Provide mechanical connection (by others) of truss to bearing 1001b 3, 4 \v` .......�i p E •• e5=19,1��i�� plate capable of withstanding uplift at joint(s) except (jt=lb) 8 7. 7) "Sankrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `♦♦�� ti 80.E *: ATE FL Cert. 6634 July 24,2014 ®HAAMIA-VMrl SergiI rs.e..1nd AEAD M7FSCn7MSAtA IA6L0ED NII-1433 re r. 11"1201e SUFMI5E Design wild for use any win MTek aonneators. Phis design b based ony upon parameters shovm. and is for an individual building component. ■■■ Applicability of design parameters and proper raoipolotion of component u responsbllly, of building designer - not buss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stabirdy during construction b the easponsibllfy of the erector. Addilloncl permanent broc ar of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control stomga.delivery, erection and bracing. consus ANSVTPI I Quality Creed, DSB.89 and Bat Bursar Component Safely 1 forma lon q a' ble from nun Plate, In lltute. 781 N. lee treat. Suite 312. Ale�tandda. VA 14. If Sout�rem ina bP lumber is specified, the design vaues are those eftect1ve 06 212013 byAL5C 6904 Parke Ease BM. Tampa, FL 33a1D4115 Job Truss Truss Type I Oty Ply 027040-guesthouse -Wife Res T8435096 2704GGUE -EJG1G Jack -Open Gels, 2 1 n6 Reference (optional) 3314 7.530 a Jul 112014 Mnel, Industries. Inc. The Jul 2410A4:322014 Scale =1:19.0 1- 5 arm' aae LOADING (pan SPACING- 2-0-0 CSI. DEFL. In (lot) UdeN Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 5-6 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 5-6 >999 180 SCLL 0.0 Rep Stress Ina NO WB 0.06 Hoa(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix-M) Weight: 281b FT-0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD' Rigid telling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing ' be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=116/Mechanica1, 4=4/Mechanical, 6=338/0-9.4 Max Holz 6=105(LC 8) ' Max Upli113=60(LC 8), 4-10(LC 5), 6=164(LC 8) Max Grav 3=116(LC 1), 4=36(LC 3), 6=338(LC 1) FORCES. (lb) -Max. CempJMax.Ten.-Allforces 250(Ib) or less except when shaven. WEBS 2-6=307/144 NOTES. 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd-124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6C 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 nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift etjoint(s) 3, 4 except at -lb) 6=154. 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) 43 lb down and 125 lb up at 3.7-6 on top chord, and 9 Its down and 29 lb up at 3-7.6 on bottom chord. The design/selection of such connection devim(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: 1-3=70, 4-7-10 Concentrated Loads (lb) Vert: 10=60(F) 11=14(F) `oCrPS iAii A<�',i, .`� GE NB * 3938Q�:� r ATE ' L/ ` OR I FL Cert. 6634 July 24,2014 ®KA Irzl. wait de.gn yarameRn au0 Ur M7I5'eN7N75AlA 1= 00 HfiFXRFlCREMEMGf H1r-N)3—V"120I4&7d1£ Design valid for use any wth Wok connectors. ran ocean is based any upon parameters shovm. and is for an lndledeal belong component. Applicole ity of design parameters and Proper ncarpomlion of component E responsbaily of beading designer- not truss designer. Bracing shovm is for lateral supPod of ruind ual vreb members only. Additional temporary bracing to insure stability dedng construction is the responsibility of the erector. Additionalpemwnentbracngoftheoveralstructureistheresponsbaityofthebulldingdesigner..Forgeneralguidancerenamng MiTek' fobdcation, quality confmt storage, delyery. erection and bracing. consult ANS1/1PI1 Quality Cdtede. DSB-89 and BCSI BuB4ing Component 6904 Parke East Blvd. Watylnformallgn g a'Iobie BomLess PlatenstiNte.7810.Lee Sfmsi Svaa312.Alcecndrlo. Ap2314. Tampa, FL 3361P4115 115outhem Plne 15P) IYmlier ISSpa[di¢datll¢da!Sren vdlusy are those effective (W/01./2013 byAISC7 rob Truss Trues Type Dty Ply 02704eguest house -Vega Res T64350W 27040-GUE -EJG2G Jack -Open Gtrder 2 1 n6 Reference lnnl'nnnll East Coast Truss, Fort Pierce, FL. N946 iI 7.530 s Jul 112014 MTek lodusldes, Inc. Thu Ju12410.44:332014 Paget ID:ycgC70E3s bp6WYgMOE4 ayvU4P-HmLfZlyhdlSyeRxRmlOBRg4SbOROaWTDZCx4msyuu0l 2-1a15 2.11.9 1x4 If 1-6s 2-a1s sloe r 1.0.5 Scale =1:17.2 plate offsets fx.y)— N:a-o-o l LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (lot) Well Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vart(TL) -0.01 5.6 >999 180 . BCLL 0.0 ' Rep Stress Ina NO M/B 0.05 Hou(TL) -0.00 3 rda me BCDL 5.0 Code FBC20101TP12D07 (MaM%-M) Weight: 25 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x2-0/16 SP Stud REACTIONS. (lb/size) 3=88/Mechanical, 4=15/1vlechanical, 6=31910-9-4 Max Harz 6=92(LC 24) Max Uplift3=-50(LC 8), 4=26(LC 17), 6=-151(LC 8) Max Gray 3=88(LC 1), 4=23(LC 22), 6=319(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250(to) or less except when shown. WEBS - 2-6=286/138 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins. BOT CHORD Rigid telling directly applied or 6-0-0 oc bating. MFrek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation 771 NOTES. 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. Ills 1 3) This truss has been designed fora 10.0 par bottom chord live load nonconcu0enlwith any other live loads. ` A 4) -This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will ,, �` �Pe,... fit between between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections, ' 0 % r •.,� G E N S•.9i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift aljoint(s) 3, 4 except (jt=lb) 6=151. 39380 —; 7)"Semi-rigid phchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 43 Ib down and 125 Ib up at 3-7-6 on top chord, and 9lb down and 29 lb up at 3-7-6 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). 11.- AT E LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber Increase=1.25, Plate Inaease=1.25 Uniform Loads (plp Vert: 1-3-70, 4-7=-10 Concentrated Loads (lb) Vert: 10=60(B)11=14(B) �ORI'D. CC? /O N AI- fflll lllllll FL Cert. 6634 July 24,2014 ®NAIW1fA Ye4l/Eet'gn Fanmehn eoCflanD NJ]ESGWWs MJ IMIeDLD Nf1EKNFIFAEfQ'MGENfI-)4)3 rv. ol"1201E&E09l Design valid tar use only WthWek connectors. tho design Is based only upon paameters shown. and is loran trai vvl building component. Applicability of design parameters and proper Incorporation of componenl bresponsbgity of building designer - not Irue dedgner. Bracing shovm is for lateral suppod of individual web members only. Addtlonol temporary bracing to Insure stability during construction h the responsDOlity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer. Forgeneral guidance regarding M!Tek' fabricatlon, quality control, storage. all erection and bracing. consult Ali ll Quality Cited,DSB-99 and BCSI funding Component 69U Parke East Bud. S faly lnlormallgn of iota eom7russ Plat In route. 191 N. Lee SSireel. Suite 312 AI€}an�rly, V522z23114. I�Saul Pme7SP�9umber rs sgecd@ard,the design lraluelarathoseettaTU' D6yu1/2.013byALSC TemaFL 3361aU15 P Jab Truss Truss Type 0ty Ply p2]040.guast house - Vega Res Taa]5098 2]010.GUE -FJG] Jack Olson ] 1 Reference (national) Fast coast Truss, Fort Pirate FL 34946 6-2-8 7.530 s Jul 112014 MTek Industrial, Inc. Thu Jul 2410:44:34 2014 Page 1 ID:ycgC90E3s bp6WYgMOE4 ayvU4P4yv1mdyJO3apGbWdK?vN uc2XGmhJzcMosgeJlyuuOh Scale=1:18.6 $0 0 4-0 8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.43 Vert(LL) .0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.19 Vert(TL) .0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr. YES WB 0.06 Hom(TL) -0.02 3 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 20lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation ulde. REACTIONS. (Ib/size) 3=123/Mechanical, 4=19/Mechaniwl, 5=350/0-6-0 Max Harz 5=101(LC 8) Max Uplift3=-60(LC 8), 5=122(LC 8) Max Grav 3=123(LC 1). 4=53(LC 3). 5=350(LC 1) _ FORCES. Ila) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=321/143 NOTES- 1) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf, h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exin B; Encl., GCpl=0.18; MWFRS (directlonap; cantilever left and fight exposed; end vertical left and right 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 nonconcurrenl with any other live loads. 4) trussbeen designed a liveload ofsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t fit n the bottom chord and any members A. 5) Refer to girder(s) for truss to truss connections. `,,,,,PS �\v` ........ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb split atjoint(s) 3 except O=lb) ,,% ,� �. 0 E N 5=122. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 39:: *: Mir: ATE :��/ T� 0 R S/ONA1-a. if ��1rn1n111` FL Cert. 6634 July 24,2014 ®rcAA M-Yedfrdergn yanrueassJos arAD AORSfd(TM9NW 1ACLUDEDlRifxafrfRFMEMCB nrr-AID M a JIH12016 Wafl= ■ Dedgn valid for use on"th Weis connectors. Tha design k based only upon parameters she", and is for an individual buldmg component. �� Apia cabrify of design parameters and proper incorporation of component resporelonly of building designer - not Imesig designer. Bracing fivm o Is for lateral support of lndbidud bmembers only. Additional temporarybacing to Insure stability during construction a the respensibeiy of the Mire k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fobrkatlon, quality control storage. delivery. erection and bracing. consult ANSI/TPII Ouaey Canada,USB-09 and SCSI Building Component 69M Parke Ead Blvd. 'Salary lnlormo1ign gaable from Jruss Plata lnslituie. 98I N, Lee Street. Suite312.A1e nQdo. VA ld Tampa. FL 33610,4115 If Sauthemt meg5p� lumber is specified, thedea=m Suesare Vase efrec4Ve Ail /f0136y ALSO Job Truss Truss Type Oty Ply d27040,guest house -Vega Rea T6405099 27040-01.1E -FJa4 Jack-0pen 1 1 1 Job ReferenceTonal East CeestTrun. Fog Pleme, FL. 34946 5 Us II 7.530 s Ju1112014 MRek lndushle .Inc. T11p Jul2410:44:342014 Page 1 ID:ycgC?OE3s bpBWygMOE4 ayvU4P-tyvlmdyJ03apGbWdK?vN ucZ70mvJzgMosgeJlyuuOh Scale=1:19.2 LOADING(psp TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING. 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010frP12007 CSI. TC 0.40 BC 0.18 WB 0.05 (Matrix-M) DEFL. In Vert(LL) .0.01 Vert(TL) -0.01 Horz(TL) .0.02 (too) Vdefl Ltd 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 191b FT=O% LUMBER. BRACING. TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-10-8 ac puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MRek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (fib/size) 3=111/Mechanica1, 4.15/Mechanical, 5=340/0-8.0 Max Horz 5=106(LC 8) Max Upldl3=-59(LC 8), 5=114(LC 8) Max Grav3=111(LC 1).4=47(LC 3), 5=340(LC 1) FORCES. (Ib)-Max. Camp./Max. Ten. -All forces 250(Ib) or less except when shown. WEBS 2-5=31i11733 NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsF, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=49; Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (directionap; cantilever left and fight exposed ; end vertical left and right 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 nonconcument with any other live loads. 4) fit between truss thasb been deschoigned and any live to d of 20. members. on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �d`\ PS 1 A++, 5)Rafar to girdar(s)for truss to truss connections. �% �•........ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atloint(s) 3 except (t=lb) �% 0G E 5=114.IZZ 7) "Semi -rigid pitchbreaks including heels" Member end fishy model was used in the analysis and design of this truss. 3 �ONA1-E?�`. FL Cert. 6634 July 24,2014 ®WPhYFN. Yerifl detA7n ptnmeTnaadalAa haRSGN 7IRSAND fM1t0Ea pI7KftEFER[MEMG£N(I-M)3 ma lit9/10L464CflfU5E Cason valid for use only with Affiek eannecloo. The design is based only upon parameters shown. and s for an indlNdual building component. Applicob101y of design parameters and proper Incorporation of components responsibility of budding designer - not Imes devgner. Bracing shovm Is forlatemisuppart of individual web memben only. Additional lemporary bracing to Insure stability during construction is the reeponsibdgp of the MiTek' erector. Additional pennanent bracing of the overall simcture is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, degvery, erection and bracing. comull ANSI/TPII Quality Wed., D5B-8q and 1101 Bugging Component GEN Perk, Eeil Blvd. S lety lnforma1ign qv able from isussPie.institute.7810. Lee Street. Suite 312. Alexandria. VA�2314 1�5outhem Pine IaP� lumber iszpecifiedctse design values ue mace effectire G6 01/2013 by ALSC Tampa, Fk03810J115 Job Truss Truss Type Qy Ply 02r04Dguest house - Vega Res TfA351o0 27040.GUE -EJG5 Jack -Open 0 1 b Reference (optional) East Coast Truss, Fort Pierce, FL. U946 3.0-5 7.530 s Ju1 l l 2014 Mmek Industries, Inc. Thu Ja12410,14:34 2014 Pagel ID:ycgC70E3s bP6WY9MOE4_eyvU4P.IyvlmdyJO3apGbWdK7vN u=Ql7J=MosgeJlyuuOh Scale: 1�1' LOADING(psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010,7P12007 CSI. TC 0.24 BC 0.23 WS 0.04 (Matrix-M) DEFL. In Ven(LL) 0.00 Vert(TL) 0.00 Hom(TL) -0.02 (lac) Well Ud 5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 2441190 Weight: 11 lb FT=O% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-5 cc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 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 guide. REACTIONS. (Ib/size) 3=-22/10echanical, 4=.52IMechanlwl, 5=31110-8-0 Max Harz 5=54(LC 8) Max Upl'm3=-25(LC 3), 4=52(LC 1), 5=137(LC 8) Max Grav3=8(LC 6), 4=22(LC 8). 5=311(LC 1) FORCES. (lb) -Max, Comp./Max. Ten. - All forces 250(I1a) or. less except when shown. NOTES. 1) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psF BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp B; Encl.. GCPI=0.1B; MWFRS (directional); cantilever left and right exposed ; end vertical left and right 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 nonconcunenl 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 tail by 2-0-0 wide will fit omchord any other e(s) 1 l/2T210 5) Refer to girdeeen f russ toand Wss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 3, 4 except jt=1b) ,,,`�1\S A �P..... . n ,.� , ••••q�T 7) Semi --rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .� pENj : O �-� S 3938 •7a' ATE �'O�F • ..........0 %% ,N. FL Cert. 6634 July 24,2014 AXANNIfA Yedrl deiijn parameSn and aUa Fp]£S CN NIrSAND fM1 W £0 HflfxfiffFRfAtFFAG£Nff-1913 rvr. I/t9/EOrd99aNEleE Design vagd far use only Wth Wek contractors. Thb design is based only upon parameters shavenu and is for an indvlducl build'v,g component. ��• Applicabiry of design parameters and proper Incorporation of component Is responsibliy of budding designer -not Ime designer. Bracing shown is for lateral support of Individual web members any. Additional lempomrybodng to Insure stability during construction is the responsibd4ty of the MiTek' erector. Additional permanent bracing of the meraY re structure Is the respombility of the building designee For general guidance garding fabrication, quality control, storage. delivery. erection and bracing, consult ANSVTPII Qualy Cdterlo, DS9.89 and BC51 Building Component SaN Parka East Bivd, SaSSaofeyuthelnformall9n 40yalabie lromjruss Plate lnstitute:78114. Lee ?treat. Suite 312. Alexandria. VA,1/2013tayAt3C 2314. Ii m PmeP lumber rzspecJetl,thetlesren va ues aze Vase efte<4ve 06 0 Tampa, FL 3361Dd115 Job Truss Truss Type Oty Ply a210daguest noose -Vasa Res T6435101 27040.GVE Z D.gonal Hip ginner 2 i Reference o io al t.........ss, Fan Pierce, FL. 0d946 7.530 a Jul 112014 Mitak Industries, Inc. The Jul 2410:44:352014 Page ID:ycgC?OE3s_bp6WYgMOE4 ayvU4P-DBTG_ax9N1g05quj0cW591Dp4E20GVOWQBrlyuu0g 233 5-10.14 9-9-14 9-1 -1 2-31 3.7-11 311-0 0.3 LOADING (ps0 TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 LUMBER - TOP CHORD 2x4 SP No.2. BOT CHORD 2x4 SP Na.2 WEBS 2x4 SP No.3 Set = SPACING. 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Inv NO Coda FBC2010/TPI2007 CSI. TC 0.37 BC 0.30 WB 0.16 (Matrix-M) REACTIONS. (lb/size) 5=-228/Mechanica1, 8=516/0.4-6, 7=510/MechanimI Max Hom 8=158(LC 7) Max Uplift5=-263(LC 31). 8=-398(LC 8), 7=333(LC 5) Max Grav 5=79(LC 5), 8=516(LC 1), 7=51 O(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-31/358,2-12=-39/407,2-13=-14/373,3-13=0/357,4-7=-419/135 BOT CHORD 1.8=344/50, 8-15=-265/189, 15-16=265/189, 7-16=265/189 WEBS 2-8=254/84, 3-8=458/146 Scale =1:21.7 2.4 II DEFL. in (roc) Viden L/d PLATES GRIP Vert(LL) 0.12 7-8 -717 240 MT20 244/190 Vert(TL) 0.12 7-8 >717 180 Horz(TL) -0.00 7 n/a n/a Weight: 47111 FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 on purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0.0 on bracing. MITek recommends that Stabilizers and required crass bracing be Installed during truss erection, in accordance with Stabilizer NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; 9CDL=3.0psF h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support Is Intended 0111111111111j 10 a ceiling and not for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about Its center. `%%-^ PS A. q �e i� 4) This truss has been designed for a 10.0 bottom chord live load live loads. �• • •. E !V S'•.,W 10 psf nonconcument with any other 5) • This truss has been designed for load `��G alive 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. D 3938 6) Refer to girder(q) for truss to truss connections. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift atjoint(s) except (jl=lb) 5=263, 8=39B, 7=333. 8) "Semi -rigid pitchbreaks including heals' Member end fixity model was used In the analysis and design of this truss. •• 9) Hanger(s) of other connection device(s) shall be provided sufficient to support concentrated load(s) 961b down and 5010 up at 14-0, i 41 Ib down and 75111 up at 4-1-14, 41 lb down and 75 Ib up at 4-1-14, and 78 lb down and 88 lb up at 6-11-13, and 781b down and 88 �•. lb up at 6-11.13 on top chord, and 461b up at 4-1-14, 46 to up at 4-1-14, and 11111 down and 241b up at 6-11-13, and 11 Its down and 24lb up at 6.11-13 on bottom chord. The design/selection of connection device(s) is the A P .• �� ��j '• ��� such responsibility of others. 10) In the LOADSE(trusssection, loads applied to the face of the truss are noted as front (F) or back (B). (�` R _` LOAD3a) 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pro Vert: 1-4-70, 4-5=70, 6-9=-10 Continued on papa 2 FL Cert. 6634 July 24.2014 ®HAustim-va,mrdesfy, yaratre2nea4aFAD fq]FSLN]MSMO rM1L0fIl MIRXaElFflEMEMGENII-MT3 m..1"12011wG9t16E Design valid tar use only will MTek connectors. mas design h based only upon overmatch shown, and is for an indiddual building component. �� Applicability of design parameters and paper Incorporation of component h responsbilry of building designer - not Wss designer, trading shown Is for lateral support of lndividuoi wab memben only. Addillonal temporary bracing to Insure stability during construction h the responabllOty of the erector. Addllional permanent breeing of the overall structure Is the responsibility of the building designer. For general guidance recording MiTek' 5pfery fabrication. quality control. storage. delNary. erection and leasing. consult ANSIpPII Qualls, Claada,DSO.89 and BC5l Boning Component Intonno11lon q bra hom]rvss Plate In tlNle. ]81 N.lee street. Suite 312 Alemnoda. VA 2231d tl 5outlrem Pmelar� lumberrsspecilia, thedeugn valuesaze Nose e5tecvye O6/Ql/f013by ALSC 69U Parka East Blvd, Tampa, FL 33610-/115 Job Truss Truss Type Qy Ply N29040-guesthouse -Vega Ree T8435101 21010-GUE -HJ! Diagonal HlpGWer 2 1 I b Reference (optional) --'ICaaal Trvss, Fan Plants, FL. U946 1.530 a Jul 112014 Walk lndueldes, Inc. Thu&12410:44:352014 Page ID:ycgC90E3s bp6WYgMOE4 apU4P-DBTQ_22RBNigti5qujQcW59IDp4E20GVOWOBrlyuu0g LOAD CASE(S) Standard Concentrated Loads (III) Vert: 12=80(F) 13=60(F=30, S=30) 14=44(F=22, 13=22) 15=50(F=25, B=25) 16=-1(F=-1, B=-1) ®WA Zln-yed}pCerkjn paameGn a.d READ MUSCM MISAND IrQIIDFD MIiEKRfFENM£M6£ MI M73 ma. t/t9(IDId&169ElAfE Design veld for use only wRh Mlek connectors. ihh design le based only upon parameters shaven, and is for an individual binding component. ApplkabiRry of design parameters and proper Incorporaton of component is responsbIlity of balding designer -not truss designer. Bracing shown hforlateralsuppodofhd]Aduaiwebmembersonly. Addillonal femporerybrocing to insure stability during construction is the sesponslb00y of the MiTek' erector. AddiBonol permanent bracing of the overall structure Is the responabiliy at the burning designer, For general guidance mome ng fabrication, quality control storage. dernery, erection and bracing. consult ANSI/TPII Duality CSltedo,DSB-09 and BCSI Building Component 8901 parka EaatBM. S b�uuy In/ormWlon WaJoblefrom Jruu Plate in;tilute.781N. Lee itreel, 5ui9l2. AIg}anCnv. VA p2314 I�Southem me P Wmberssspecdle ,thedesignasuesare those enective 06/01/f013 by ALSC, Tampa, FC3381W115 Jab Truss Twits Type Dty Ply e27040-9ue11i house - Vega Rea T8435102 27010.GUE EIH Hip cuts, 1 1 I Job Refer (optional) East Coast Truss, Fort Pierce, FL. U946 1.10-0 4x8 = 7.530 s Jul It 2014 MTek Industries. Inq. no Jul 24 10.44:36 2014 1x4 II 41 = 5.2-0 1-10-0 Scale-1:34.7 7 R 3x4 = 34 II 5x5 = Sx8 = 5x5 = x 8 11 3x4 = ' I- o d o 5-2-0 3.0.0 3-0.0 li al I$o Plate Offsets(X.V)— 13:0-5-4.0.2.01 f5:0-5-40-2-01110i0-0-00-3-01 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (lac) UdeO L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.10 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.14 10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(TL) 0.02 8 n/a n/a BCOL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 103 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=1522/0-8-0, 8=1522/0-e-0 Max Horz 12=57(LC 7) Max Uplift 12=876(LC 8).8=-814(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or3-7-10 oc pumns. BOTCHORD Rigid ceiling directly applied or 5-6-2 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ou de. FORCES. lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2149/1334, 3-19=2120/1414, 19-20=-2120/1414, 4-20=-2120/1414, 4-21=2120/1414, 21-22=-2120/1414,5-22=-2120/1414, 5-6=-2149/1341 BOT CHORD 11-23=-1145/1919, 10-23=-1145/1919, 10-24=-114411919. 9-24=114411919 WEBS 2-12=1458/864, 2-11=113311828, 3-10=246/350, 4-10=360/208, 5-10=246/350, 6-9=113311828, 6-8=1458/833 NOTES- 1) Unbalanced roof live loads have beenwnsidered for this design. Wind: ASIDE 7710; 2) antlT right 1 GCDOL=pl=O.118; MWFRS3(directional);cantillever left right exposed ; end vertical left and plate grip Encl.,exposed; Lumber DOL=1I60 60 PS q11 q�� 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a or minus 0 degree rotation about its center. �Q ,����,••.0 E Ng•• q �� �- ���•,.`�,!�,• plus 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. : /� 3938 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) Provide mechal lcal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (t=lb) 12=876;ZZ 8) "Serfil-rigid pitchbreaks including heels° Member end fixity model was used in the analysis and design of this truss. + ' ATE •: ��/ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120 le down and 1191b up at 7-0-0, �'.• 120 Ib dawn and 119 Ib up at 9-D-12. and 120 Ib down and 119 lb up at 1 D-11-4. and 120 Ib down and 119 Ib up at 13-0.0 on top chord, I� T� • T� Z, and 523 la dowin and 427 lb up at lahe231bdown an a12-11 bottom chord.design/selectioneresponsbilityofors oth ,i tice(s asofbetls 10the ectlo.toe noted back N1E�.%`�, LOAD CASE(S) Standard 1) Dead a Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 July 24,2014 continued on Pace 2 ®WAILVfM Vedll6ey9^ Ynmemn and NfAD Adl£SGNTRSAND fM1 WFd Nlili(RIFfaFrFF PR6EMff-l4)3 mr. lZt9/ZOIdaRnNEaSE Design valid for use onywlth Nuiek connectors. This design b based any upon parameters shown. and is for anindnidud bulding component. ��• Appllcabilty of design parameters and proper incorporation of component is ressch sb9ity of building designer - not thus designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction 6 the responsibility of the MiTek' erector. Atldtional permonenl bracing of the overall structure Is the responocirly of the building designer. For general guidance regarding fabrication, quality cannot, storage, deill erection and bracing. consult ANSI/TPII OualB9 Cdlerla.OSB-89 and SCSI Building Component 69M Parke East Bind. Set, tylnforma11lgn voobie from Truss Plate In lllule.781 N. Lee Sbeel, Suite 312, Alexandra, VA MIA It ga uth, Pme7 lumberlsspetifies,thedeugrt va ucsare [hose edetuve O6/0111013by AISC Tampa, FL 33B10.d115 rJOb Truss Truss Type Oty Ply p27aa0.quest nousa-Vega Rea 27040.GUE E1H Hip GIN,, 1 1 84]5102 Job Reference (optionah East Loasl Trvm, Fors Piema, FL. J494fi 7.530 a Jul 112014 MRek Industries, Inc. Thu Jul2410:4CW 2014 Page 2 ID:ycgC70E3s bpSWygMOE4 ayvU4P-9XaA0f7Chy072FC78T4cWE30dikWANOUgvlvdyuu0e LOAD CASE(S) Standard Uniform Loads (pip Vert: 1-3-70, 3-5=-70, 5-7=-70, 13-16=10 Concentrated Loads (III) Vert: 3=88(B) 5=88(B) 11=-523(B) 9=523(B) 20=-88(B) 21=-88(8) 23=-23(B) 24=-23(B) ®NAFxfrn-ee4ftdesso Ead READ neiFsex7fllsNA r/QYOFD MI1F%RAE9EMFn9eeNn.Mli mv. 1y2512014191FG9Er Design wlldfor use only with balek connexion. nhis design N based only upon parameters shown. and is for an lndiAdual building component. DUE'Applicability of design parameters and proper incorporation of component Is msponstalit,of building designer -not truss designer. Singing shown Is for laleml support of tndiddualWeb members only. Additional temporary bracing to Insure stability during construction B the responsibilllty of the Additional permomml bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOWerector. fabrication. quality control storage. delivery, erection and bracing. consull ANSI/11`I1 0ua9V1�y O22t3hetrs,DSe-B9 and IICSI Building Component safetyrther,atlon 7wlWble ham jrussPlalq lmHl01e.7810. Lee Sheet. Suite 312. Alexandria. 06ro]1f013 by ALSO IL Sostthem VRn S�p1l lumber tssPecdsed, thedesterl vallueearethose et(ecbve O6/Dl 69M Parke East Bye. Tampa, FL ]3610.4115 Job Truss Truss Type Oty Ply d27040-guest house - Vega Res. Tfid35103 27040.GUE E2 Hip 1 1 job Hermance foglionaft East Coast Truss, Fort Pierce, FL. 34948 24 13 hu Jul 2410:44:37 2014 Scale =1:34.4 4xe = 4x4 = 3x4 = 1x4 II 4x4 = -"" 41 = 14:0 9-0.0 1.11 111.2-0 0 260-o 1-&a ]-2-D 2.0.0 7-2.0 0-4- 1410 Plate Offsets (X.Y1- 13:0-54 0.2-01 LOADING (psi SPACING- 2-0-0 CSI. DEFL. In (too) Vdefi Lld PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.66 Ved(LL) -0.06 7-8 -999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Ven(TL) -0.12 7-8 -999 180 BCLL . 0.0 Rep Stress Inv YES WB 0.17 HDrz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 102 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 11=800/0-8-0, 7=800/0-8-0 Max Harz 11=73(LC 6) Max Uplift 11-255(LC 8). 7-194(LC 8) FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when. shown. TOP CHORD 2-3-831/224, 3-4=-668/245, 4-5=-832/226 BOT CHORD 10-11=-34/286, 9-10=-79/668, 8-9=79/668 WEBS 2-11=-793/304,2-10=-52/451, 5-8=-52/451, 5.7=792/273 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-2 oc purling. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MITek recommends that Stabilizers and required Chose bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vesd-124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; 8=45ft; L=241t; eave=4ft; Cal. II; Exp B; Encl.. GCpI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 1 plate 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. Alf A'�7I� ♦�``-`A,PS • • • •. Le �i� ,�� O\v, • •. 5) This truss has been designed for a 10.0 Pat bottom chard live load nonconcunent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `� �,; •�� 0 E N S'•. q l� �� fit between the bottom chord and any other members. : 3938 7) Provide mechanical connection (by others) of truss to bearing plate capable of withrianding 1001buplift et Joints) except (jt=lb)11 =255,� *. 1• 7=194. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE r ��. ` ez 0 p 1 Q P, CjN N A; %%%`% FL Cert. 6634 July 24,2014 Q nARNI/qVerif/darl7n ynmeGn•nJaFAG IA7FSaNTMSNfO(MSe0F0 NfIA(RFFFflrIAFpA6FNlf-M)3rer. VJ9J3014➢FSOaEaSE Designvolld leased ontywifh 69Tek conneeton.Th6 design4lamelo*upon poramatenshovm. and bforanindividualbuildrocconponant. ��• Appllcabi h, of design parameters and PropwIncoipere for of component h respombility of building designer -not muss designer. Bracing shovm Is far lateral support of lndivldual web membersonN. Additional temporary bracing to Insure slab0ty during comWcfion is the rosponsieMy of the MiTek' ereclor, Addillonel permanent bracing of the everoY structure is the respendbipty of the Wang designer. For general guidance regarding tapbpprcotion. quality control, storage.deWa,, erection and bracing. consult ANSVIPII QualityCifferla,DSB-B9 and BCSI Bashing Component - 6904 Perko East Blvd. It Joutthsun Pine IaPr lumber isspeleified� the desN.iign vaiuesuetthose a eeliv406j01/f013by ASSt Tampa, FL 33610 d115 Job Truss Truss Type Gty Ply N2T040guesl house - Vega Rae T8435104 27040-GUE E3 Common ] 1 1 Job e lanai test coast TN4a, Fop Piema, FL. 34946 1-1G0 3A = 4x4 = 5x8 = 7.530 a Jul 112014 typal, ladustrIes. Inc. Thu 6-2-0 1-10-0 Scale -1:33.8 1-&0 1 0 1G0-0 8-2-0 20a-0 Ito e e 8.2-0 8-2-0 0.4 1.8.0 Plate Offsets (X Y)- I7,04-00-3-01 LOADING (pat) SPACING- 2-0-0 CSI. OEFL. In (loc) 8de0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.07 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.14 7-8 >999 180, BCLL 0.0 ' Rep Stress Ina YES W 3 0.15 Horz(TL) 0.01 6 nla n/a BCOL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 941b FT=0% -LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=800/0-8-0, 8=800/0-8-0 Max Half 8=81(LC 7) Max Uplift6=-194(LC 8), 8=-255(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown, TOP CHORD 1-2=263143, 2-3=-815/221, 3-4=815/221, 4-5=-265/87 BOT CHORD 1-8=60/312, 7-8=-60/371, 6-7=104/312, 5-6=-104/312 WEBS 4-7=0/378, 4-6=816/287, 2-7=6/376, 2-8=-816/319 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; 13=4511; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.60 plate grip 1 'I7j� 3) Plates checkedfora plus or minus 0 degree rotation about its ce heckked fonter. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. ,,,,�1�j A 1I q< e 5) • 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 p E N S'' '9.J��i M between the bottom chord and any,other members. `��-1,�,••� V F•�•.?i i '. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwahstanding 10016 uplift eljoint(s) except (jt=lb) 6=194, 9 8=255, * �' 7) "Semi -rigid pRchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. F�� �p. ATE :��/� c.0R10P.:N % �% O N A' 1��`��. FL Cert. 6634 July 24,2014 ®NARNf/AYedfydeayn yyac,el¢a aa4aFAD rA7FSpNnIrGAND IfA1a0Ee MfrExaEFERET¢MGEHIf-l9]3rurt 1/L9/1014&i69EU5E , Design valid tar use only with A9Tek connectors. This design is based only upon parameters shi and is for an lndMdual building component. bTl Applicary of design poromelers and proper incorporation of component *a resporubl4ly of building designer - not two designer. Bracing shown Is for lateral supped of lndMdual web members only. Additional temporary bracing to Insure stobnity during construction is the responsibility of the Mire k' erector. Additional permanent bracing of the overa0 simeture is the respansbiSN of the building deslg er. For general guidance regarding fabrication quality control, storage, derlvery. erection and bracing. consult ANSpRtl Quality Criteria,05B-89 and SCSI Building Component 69W Parke East Blvd. y aty Inlormallgn YN blefrom Truss Piateinititute.781 N. tee itreal, Sulle 312, AleAamidm VA 723�2Q13b Tampa,PL33610-4115 I� uxhem FFrne15P11umberlsspecilil=q.tTetlesipsn uesare those elrec4ve 6b/U1 yAISC Job Truss Truss Type City Ply 1127040-guesl house - Vega Res T6435105 270400.00E E4 Common 7 1 Job Eeal Coast Trues, Fad Pierce, FL. 34946 8.2-0 7.530 a Jul 112014 MITek Indusmes, Inc. Thu JYi 2410:44:302DI4 e o 4x4 = Scale =1:31.6 4x8 = — 3x4 11 SC LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSL TC 0.90 BC 0.46 WB 0.15 (Matrix-M) DEFL. in Vert(LL) -0.11 Ven(TL) -0.19 Horz(TL) 0.01 (lac) Vdefl L/d 5-7 >999 240 5-7 >999 180 5 Na nla PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 901to FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purllns, except 3-4: 2x4 SP Nail end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 8=816/0-8-0, 5=653/Mechanical Installation guide. Max Harz 8=112(LC 7) Max Uplift8=-259(LC 8). 5=158(LC 8) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-2=257/42, 2-3=-851/229, 3-4=847/224, 4-5=-614/180 BOT CHORD 1-8=58/306, 7-8=-87/363, 6-7=-97/333, 5-6=97/333 WEBS 2-8=827/318, 2-7=-16/411, 4-7=0/381 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL-3.Opsf; h=25ft; B-05ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber COL=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. ,III� .� S A II • �P• 5) This truss has been designed for a 10.0 bottom chord live load nonconcurrent live loads. ,�%% •... psf with any other 6)' This truss has been designed for a live toad of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 `���,o.••� ENS" yAA��, �. �, '•,�ri i wide will fit between the bottom chard and any other members. ♦ • ��` 7) Refer to for 39380 girder(s) truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoint(s) except at -lb) 8=259, - * ' 5=158. 9)'Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ' ATE 111111111 FL Cert. 6634 July 24,2014 �MxRNIM Verirrdea4 yanneRnaeEn&10 Aa7FSCa7M5,IrFl IM1Wro NIIF:rafR.VFMFMGEMII-)9)3 ma )/29/IOre&}6gEe5( Design v sild toruse onlywfth M4Tek connecters. This deeighe based only upon parameters shown. and is toranindiNduahbulding component. Applicabild, of design parameters and properincorpomted of component o responmblity of bullding designer -not truss designer. Bracing shown Is for loteml support of indh4dual web members only. Additional lemPorarybmch,; to Insure slobllity during cametwcilon Is the responsibility of the creator. Additional parinanenf bracing of the avem5 simclure is the resporalbillty of the building designer. For general guidance recording MiTek' fabtcatlon. quality control. storage, delivery. erection and bracing. consul AN51/7PII County Cdieda,OSS-89 and BC5l Building Component 69M Parke East Baal. WSlequI ormantSvt . Street.5uiIa312Alexangda14 1wlumber isspecific - ues"emose effectivepO3/2013 byALSC Tampa, FL 33610-U151 Job Truss Truss Type Oty Ply 027040.Buest house - Vega Rea Ta435108 I 27040-GUE GIG Hip Girder 1 1 Job e erence foptionall casmaasl lmss, ron Rama. FL. M946 7.530 a Jul 112014 Mnak lneustraS. InC. Thu Jul 24 3411 1-0.5 1.0.1 1-b5 3-8-11 3.19 12 4x4 44 = 4.10 axe a axn - - zxs I I 8.14 11 8x14 II Scale=1:21.4 Plate Offsets (%Y)- - 11'0-5-8 Edo 1 I8 0-9-14 Etl el LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in floc) gden L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.06 11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.11 11 -999 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.03 8 n/a hie BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 701to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP S'S BOT CHORD WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 1.6-D, Right 2x8 SP No.2 1-6-0 REACTIONS. (Its/size) 1=2321/0-8-0, 8=1984/0-8-0 Max Hole 1=35(LC 31) Max Upliftl=-693(LC 8), 8=-607(LC 8) FORCES. (lb) -Max. ComPdMax. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 1-16=-280/107, 1-1=1232/455, 1-2=94/362, 2-3=2113/717, 3-25=-2133/771, 4-25=-2108/759, 4-26=-2086/755, 5-26=-2086/755,5-27=-2107/757, 6-27=-21=773, 6-7=2150/726, 7-8=1247/460, 8-22=281/108 BOT CHORD 1.13=-650/1869, 1.28=650/1869, 12-28=650/1869, 12-29=-641/1861, 11-29=641/1861, 11-30=-762/2086, 10-30=-762/2086, 10-31=824/1900, 9-31=-624/1900, 9-32=634/1902, 8-32=-634/19D2 WEBS 3-11=-331/510, 4-11=-71/299, 5-10=69/288, 6-10=309/426 Structural wood sheathing directly applied or 2-9-3 oc purlins. Rigid ceiling directly applied or 9-7-6 oc bracing. MITek recommence that Stabilizers and required crass bracing be Installed during truss erection, in accordance with Stabilizer NOTES- ,11111I111/// 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=9,OpsY BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; ♦♦♦♦1PS A q �1 ♦ Exp B; Encl., GCpl=0.16: MWFRS (directional); left left •,.. E cantilever and right exposed ; end vertical and right exposed: Lumber DOL=1.60 DOL-1.60 ♦♦♦ p N ♦/♦'r: `SF•'.9�ii i plate grip 3) Provide adequate drainage to prevent water ponding. �.� : 938 • •ry 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 nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joints) except 011=11b) 1=693. ATE 8=607. 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connection device(s) shall be to load(s) 731b down Ib A, Q•_ ♦� 0 '• 0 IV.-* provided sufficient support concentrated and 81 up at 3-8-11,1-11, 93 Ib dam R .♦♦♦ and 91 lb up at 4-4-8, 96 lb down 91 lb up at 4-9-0, 103 to down and 91 lb up 5-3-0, 96 to down and 91 to up at �� ss;0 91 Ito up at top chord,damn up at , and 93 lb down 1681b and 70 wn and 168 blb 50-8--12, 2, I lb N A 11�;.♦♦♦♦ 643 Ib down and up at 2-8- 17d1Is do36 Ito up ip3 8-11 23 down at and 168nd 643bb dowup at 4-8-12. 24 Its, down and 23 Its up at 4-9.0, 17 Ito down and 1 lb up at 5-3-0. 24 lb down and 23 lb up at 5-9-0. 23 Its down at 6.1-8, 43 Ib down and 168 lb up at 6-8-12, and 171b down and 36111 up at 6-9-5. and 643 to down and 168 Ib up at 8-e-12 an bottom chord. Th design/selection of such connection device(s) is the responsibility of others. FL (,`art. 6634 10) In the LOAD CASE(S) section, loads applied to the face ofthe buss are noted as front (F) or back (8). JUN 24.2014 aMADIGASEiJB11EETandard QPItOLY'M.*&11arkn panmeCn 441aGDM1ESGpITNISANa fM1V0mp5f1FKrzEFFAF/4i'MGEMIf-1413 m. 11"12014Bp6P M Design valid for use any with Wok connectors. True design B based only upon parameters shown, and is for an individual building component. ■■■■ �By• Applicability of design parameters and Proper incorporation of component is respomblity of building designer- not lmss designer. Bracing shovm ` Is for lateral supper of mdiMdual web members only. Additional tempordry bracing to insure stability during construction B the responsibility of the rector. Additional permanent bracing of the overall structure is the respomibiGty din of the bulldi designee For general guidance regarg MiTek' fabrication, quality control, storage, delivery, erection and bracing. consoX ANSIITP11 caught Cdteda, 11513-89 and BC51 BuBding Component S rely Informs ]an apable from puss Pial Institute.781 N. Lee Sheet, Suite 312,AlexanQd0. VA/231, y Imuthem;use SP lumberlsspecife ,thedesir, va aw are masd effecLve 06 Ol 2013h ALSO 68W PaAe East Bt.N. Tampa. FL EastBW. Jo Truss Truss Type Oty Ply p27040-guesthouse -Vega Res T64G51pe 27040,GUE cis Hip Glaser 1 1 Inh Reference !nn'nnall eesl Vai311 N9s, ron VIeICe, FL. 34NU 7.530 sJN 112014 MTek Indualde4, Inc. Thu Jul 2410:44:40 2014 Page 2 I0:ycgC70E3s_bp6YWgMOE4 ayvU4P-Z6GJ1hl4_vK2_W ngGOnD9sVCgDIdzEAn7yVVyyuuOb LOAD CASE(S) Standard - 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 34=40, 4-5=-70, 5-6=-70, 6-8=-70, 13-19=-10 Concentrated Loads (to) Vert: 3=-18(B) 4=46(B) 5=-46(B) 6=18(B) 12=16(B) 11=637(1o=-643, B=6) 10=6(8) 9=-626(F=643, B=16) 17-643(F) 25=-53(B) 26=41(B) 27=53(B) 28=643(F) 29=9(13) 30=5(B) 31=9(13) 32=643(1s) ®NAFIf(!/J Vedfl Berg Pan�re¢n aodliFM l.O1FSGXTMSAlA1IlQe0ED MfIRRFFFRFME MGFMff-MIJ mw Ut9/1014aF6gf16E Design valid for use only with Wait connectors. ihb design b based only upon paramelan shown. and is for on lndiddual bulding component. ��• Applicability of design porameten and proper lncorpom8on of component Is responsb3ity, of building designer -not Imss designer, Bradng shown Is tar lateral support of individual web members only. Addillanel tompwarybrocing to insure stability during construction is the responslb391y of the Additlonal permanent bracing of the meran structure is the responsibaty of the building designer. For general guidance regarding MOWerector. foblketion, quality cannot storage. deMery, erectbn and braclog. consult ANSIJIPII Quality Cdfedo, 1,58.89 and BC51 Building Component safety Into.$,an gyap ble from Jruss Plate thuds, 781 N. Lee 5hee65uffe 312, Alerandit VA�231 y 11 Sauthem Plnel'P19srmher uspec6iep,tJsedeslersvaluesare Vase et(e<Lve 06 01 2013b ALSC 690d Parke Feel Byrd. Tempe. FL 33610-4115 Jo b Truss TNs9Vell9y Type DryPIy P27040.0usst house -Vega Res U35107 27040.GUE V4 1 1 nle Reference (optional) =ancoast Iross, 'anYmma, FL. 34946 7.530 a Jul 112014 units Industries. Inc. The Jul 2410:44:412014 Paget ID:ycgC70E3s bp6WYgMOE4 ayvU4P-21ghE12ilDSgbg'_EzxOmMPsoEAjS7FOPRtV20yuuQa 2-0-0 i a0n 2.O,D 2-GB 91 os 2x4 i S.00 F12 3x4 = 2x4 Scale =1:7.6 i Plate Offsets IX Yl— 120-2-0 Edael LOADING Pat) SPACING. 2-0-0 CSI. DEFL. in (too) Nd_ell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) n/a - n/a 999 BCLL - 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0,00 3 Na n/a BCDL 5.0 Code FBC20107TP12007 (Matrix) Weight: 10 Its FT=0 LUMBER. TOP CHORD 2x4 SIP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=100/3-10-13, 3=100/3-10-13 Max Harz 1=-10(LC 6) Max Up4ft1=-25(LC 8), 3=25(LC 8) FORCES. fib) -Max. Comp./Max. Ten. -All forms 250(Its) or less except when shown. BRACING. TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf BCDL=3.Opsf, h=25ft; 13=4511; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right 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) Gable requires continuous bottom chord bearing. 5) This truss has been 6) - Tdesigned his truss has been designed for a live load of 20. psf on l the bottom chordve load Inall ant t as whereth any elive arectangle 3-6-0 tall by 2-0-0 wide will \\\\\\P1 S A. fit between the bottom chord and any other members. ,\ ..... 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joet(s) 1, 3. `\� �,•'� C E N 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. * ; 9 r viF" ;OR1v, �w SS10NA� - %%" FL Cert. 6634 July 24,2014 ®WAaMK.Yerlf7 Res{n yanorthn s4JNFAD AORSCN71i(SAND (IQUDID Mfm(REiFAEME{HGfNfr-M)3 ree ]/l9/)Or4�M£IAE Design vafd for use only with mirek connectors. This design b based a* upon parameters shown. and ' a for on fndMdual building component. ApplicablNy of design parameters and Proper Incorporation of component is responslbility of building designer -nor truss designer. Bracing shown Is for lateral support of lndMduclweb members only. Additional temparorybrecing to Insure siabifltydudng conshuctionh the responslbnftyof the erector. Addlllonal permanent bracing of the overon structure If the respombllity of the bullding designer. For general guidance regarding MiTek' Safety fabrication, overly cannot storage. mWery, erection end bracing, consult ANSI/IPII QuaOty oriental, DSB-09 and SCSI Buns ing Component ltlfern PQuie�SpS lumber is spel[ified;thedelsy." niimtazetNaie elfleeOve Ofi�011/2013byASSC 69U Parke East Blvd. Tempe, FL 33810d115 Job Tru55 Truss Type Gly Piy #VO4Nuest house - Vega Res T6435108 2TWO-GIIE vB Valley 1 1 _ Job Reference (ooiional) ---- East Coast Truss, Fort Plerce, FL3464e 7.530 a Jul 112014 MITek Industries, Inc. The Jul 2410:44A12014 Page ID;ycgC70E3s bp6WYgMOE4 ayvU4P-21ghE12ilDSgbg2 EzXOmMPpeE95S7cOPRtV20yuu0a 4.0,0 i 8-0.0 t ao0 4 o Scale=1:15.0 4x4 = 2x4 os LOADING(psf) SPACING• 2-0-0 CS'. DEFL. In (loc) Well L/d 'TCLL 20.0 Platesincrease 125 TC 0.25 Vert(LL) Na - Na 999 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) the n/a 999 BCLL 0.0 ' Rep Stress Inc( YES WB 0.04 Horz(TL) 0.00 3 Na Na BCDL 5.0 Code FBC2010frP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP Na.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=116/7-10-13,3=116/7-10-13,4=287/7-10-13 Max Holz 1=26(LC 7) Max Uplift 1=34(LC 8), 3=34(LC 8), 4=60(LC 8) Max Grav 1=119(LC 17), 3=119(LC 18), 4=287(LC 1) FORCES. (lb)- Max. Comp./Max. Ten. - All forms 250(lb) or less except when shown. 2.4 PLATES GRIP MT20 2441190 Weight: 24 lb FT=0 BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MRek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Unbalanced! roof live loads have been considered for this design. , 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCp(=0.18; MWFRS (directional); Cantilever left and right exposed ; and vertical left and right 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) Gable requires Continuous bottom chord bearing. s truss has been gned for ve load 10.0 Pat bottom chord ve loads. ncurrent with any 6)' Tlhis truss has been designed chord f A fora live load of 20. psf on the bottom In all areas whereeallrectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. \�_t^,PS �� \V` •„ N 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 3, 4, G E 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `����,•'� ; A� 16 3y:: 7YX ATE :�fU� S10NAli- �,%`% FL Cert. 6634 July 24,2014 ®WAANrIA.W&fdesgn pawmeRn+adaFAD rA]FSGllTMSAIAIM1VDfD MflArftfFFgEMF PAGEMfr 747areu V012014Pt MWE Design vard(cruse onNwith Mnekconnectors. This design b based only upon parameters shown and 6foraninduvidualbuilding component. ApplicabillNol destgnparametersand propctlncorpamtlono(componentf msponsbtity at curdling designer. not lrussdesigner. Bracing shown Is forloleral support oftndlNtlualweb nrembenanly. Additional lempomrybracing loinsure salcoUtydunng censtwction b theresponslbllryol the MiTek' erector. Addlllonal permanent placing of the overar stwohne is the responsibiBty of the building designer. For general guidance regarding lobecation. quality control.storage. dellvery, erection and brachg. consult ANSIAPI10oolly wfork, DSB.a9 and BCSI Bundling Component 69M Parke EaslaNd. Sateryln(ormollpn avapobla tram jmsa Plote In{tiMe. 781 NLee Sheel, Wle= Almandna. VA 1 y f Southern me SP lumbermspecdse the designwiues are Hosea eV O6 1 013b ALSC If, Tempe,R33610�115 Symbols PLATE LOCATION AND ORIENTATION T 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. 0 -'�l6 For 4 x 2 orientation, locate plates 0-'nt• from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available In MfTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the 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. Numbering .System ' 6-4-8 (dimensions shown t t ft-in-sixteenths (Drawings not to scale) 0 W O M U a- O BOTTOM 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 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new volues with effective date of June 1, 2013 © 2012 MTek® All Rights Reserved MTek Engineering Reference Sheet: Mll-7473 rev. 01/29/2013 ® General Safety Notes 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 loadng 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 lightly against each other. 6. Place plates on each face of truss at each joint locatio s are rregulatembed ed by ANSI/TPI 1. Knots and wane at joint 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 197 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 U. 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 I Qualify Criteria. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 27040-GAR - #27040-Garage Vega Res MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Vega, Rudy Project Name: Vega Res. Model: Tampa, FL 33610-4116 Lot/Block: Subdivision: Address: 904 Osceola Ave. City: Fort Pierce State: St. Lucie County, F Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License M 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 T5 Wind Code: ASCE 7-10 (All HeighII Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 10 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. Seal# Truss Name Date 1 T6435082 -CJ1 7/24/014 �2 3 T6435083 IT6435084 I-CJ3 -CJ5 7/24l014 7/24/014 4 T6435065 -EJ7 7/24/014 5 T6435086 -HJ7 7/24/014 6 T6435087 H1H 7/24/014 7 T6435088 1-12 7/24/014 8 T6435089 H3 7/24/014 �9 T6435090 H4 I7124/014 I10 IT6436091 IH5 17/24/014 The truss drawing(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. tP111111111111 , :9 •, STATE OF : 44/: .41 OR I ,O N A, FL Celt. 6634 July 24,2014 Albani, Thomas 1 of 1 Job Truss Truss Type 0ty Ply AZ70sMarage Vega Res T6435o82 27040-GAR -CJ1 Jack -Open B 1 o erenw fopfic.ch East Corn Truss, FOa Pierce. FL. 3494e 7.00 a Jul 112014 MRekladuarms, Inc. this Jul 2410:0:M2014 Page' ID:ycgG?OE3s_bpSNN9MOE4_ayvU4PCKt8GXMyAiGvGvi00VofyLY5aGkScL7?142 2CywRT o-n-0110-9 0.11-0 OY12 31 = LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) I/dell L/d TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 5 n/r 120 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HOrz(fL) 0.00 rda n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 REACTIONS. (lb/size) 2=76/fvlechanical, 5=0/Mechanical ' Max Horz 2=52(LC 1), 5=52(LC 1) Max Uplift2=45(LC 8) FORCES. Ira) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.6 PLATES GRIP MT20 244/190 Weight: 3lb FT=0 BRACING. TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid wiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.Opsf; h=251t; B=4511; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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 he 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 chard live load nonwncunent with any other live loads. BfitTbetween he bottom chord andtruss has been designed dany othe rmembersPd of sf on he bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `,`P{S t A 1 Refer to girder(s) for truss to truss connections. `% \v` •„ �e i� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) 2. ,�� �O ,. •� G E N S' •.�9 �i� 8) "Semi -rigid phchbreaks including heels" Member end fukity model was used In the analysis and design of this truss. 3938 :OATE ' ,O N A%, 111111110 FL Cert. 6634 July 24,2014 ®w.aaranc-vwr4uyawn..,een..dnFaDwmanxws.4no rruwm arrrDraumFA4xa4aFmi-xn na ryvkoresen�uraessm Design vard forum only wish Mriek connectors. Thus design 6 based.*... porarn.mrsshovm,and is far.,indbAcual buildvg component. �,� Appl cablily of design parameters and proper incorporation of component'¢ memnaibrlty of bulling dbuss edgner-not designer. Bracing shoe n is for lateral suppod of Individual wab members only. Additional lemmaybracing to insure stability during comhuclion h fhe respomlbBBN of ha creator. Additionol permanent bracing of the ovemH structure 0 the responbirly of the burding designer. Forgeneral guidance regarding WOW and Bat Bunding Component fabrication, quality ccqoovntrol. storage, delivery, erection and bracing consult ANSVIPII Quarry CCats 6904 Parke End 81W. [ran7�e3lete.DSB-B9 So HleSmrtnem Pine`SP�lurrl0er isPlspecdied, Nedev-®a ,ivies aretehos AeOective O6(ul%2013byALSC Tampa, FL 308t0.4'15 Job Truss Truss Type pry Ply e27040Gamge Vega Res 27010GAR -CJ3 Jack-0pen I. 1 T6435003 - JQb e ce L0000-11 Fast Coast Truss, FOR Preece, FL. MUG Refer to MTTek "T06NAIL" Detail for connection to supporting tamer truss (typ an =,.nlm,bm f-ee nn ter. uds LOADING(psf) SPACING- 2-M CSI. TCLL 20.0 Plates Increase 1.25 TC 0.20 TCDL 15.0 Lumber Increase 1.25 BC 0.18 BCLL 0.0 ' Rep Stress Ina YES NIB 0.03 BCDL 5.0 Code FBC2010rrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4SPNo.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=273/0-4-0, 3=1/Mechanical, 6=36/Mechanical Max Horz 7=55(LC 8) Max Uplift7=133(1_C 8). 3=19(LC 5), 6=-44(LC 16) Max Gmv 7=273(LC 1). 3=15(LC 6) ].530 s JN 112014 MTek InEuddea Inc Thu Jul 24 10.43:46 2014 Page 1 ID:ycgC70E3s_bp6W/gMOE4 ayvU4PgXRWUtNax7Omt3HDyDXuVY4EXf2NLou8WkJY5eyuuRS 3o 3o FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Srale=1:11.9 DEFL. in (lot) I/de8 L/d PLATES GRIP Vert(LL) 0.00 7 >999 240 MT20 244/190 Vert(TL) 0.00 6-7 >999 180 Horz(TL) -0.01 3 We ma Weight: 1016 FT=0 BRACING. TOP CHORD Structural wood sheathing directly applied or3-0-0 oc purlins. BOT CHORD Rigid totting directly applied or 10.0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- 1) Wind: ASCE 7-10; Vut=160mph (3-secend gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; EXp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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 fora 10.0 psf bottom chord live load noncencument with any other live loads. \\I111111, 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 \\\_`^ CJ A. fit between the bottom chord and any other members. \\ \V'P „ 6) Refer to girder(s) for truss to truss connections. ��` .... E N 7) Provide mechanical Connection (by others) of Wss to bearing plate capable of withstanding 100 Ib uplift at)oint(s) 3, 6 except (M1=1b) ,��A 7=133. 8) "SemFrigid pitchbreaks s� 9: including heels' Member end holy model was used in the analysis and design of this truss. �� A ATE OR 10 O N M_ EN�``�, /111111111\\ F CCert.6634 July 24,2014 A W&LIMN1-yeNrdsulGe sauae. u4ALN lA1ES0M 711I9M9)M1eDID rarRefWrCEA4GENrr-74£3rearl/b/SBII rCE Design va0o for use only with Nulek conneotary This design b based only upon parameters shoim,and Is for an individual buAdhg component. �,• Applkabiny of design parameters and Proper incorporation of component O respomb4ity of building designer -not buss designer. Bradng shown t fmlateral support of hd'Mdaal web members oNy. AdCitionalfempararybacNg to lnsured.1ciGN duhng construction is the respomibOYN of the e,cotm Additional permanent bmchg of the overa0 structure is the responal of builtling desgner. for general guldonce regarding MiTek' fabrication, quality control comge, delivery, erection and bracing, consult ANSVI I'l l Quality Wells. DSO.89 and BC31 Building Component 6904 Parke Fast BM. Saferylaformatlon qw ble hom Truss Plate hutitute.781N. Lee Sheet. Suite 312. Alexandra, VA yytt3314. NSouthem PumlaV lumber isspecilfed. the design values are phase effective 06/Q3/20136pA1SC T.R. FL 336fod115 Job Truss Truss Type Oty Ply #VNGGarage Vega Res 2i000-GAR -CJS JaUt-0pen B 1 64350M b Reference(,Ptknalu . ne., rod rre ,rL. wrua 1.7-12 7.530 s Jul 112014 MTek Seas =1:17.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) itself Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.01 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.01 6-7 >999 180 BCLL 0.0• Rep Stress Ina YES WB 0.05 Hom(TL) -0.02 3 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix-M) Weight: 171b FT=0 LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 7=294/0.3-5, 3=92/Mechanical, 6=10/Mechanical Max Ho¢ 7=91(LC 8) Max Upl'dt7=-148(LC 8), 3=-56(LC 8). 6=.44(LC 5) Max Gray 7=294(LC 1), 3=92(LC 1), 6=4l(LC 3) , FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. WEBS 2-7=251/90 NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL-9.0ps/; BCDL=3.Opsf h=25ft; B=45ft; L=24ft; eave=41t; Cat. 11; Exp B; Encl., GCpi=0.18; M WFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate gdp 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. 1 f 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcuuent with any other live loads. • ` `^,IIS AI/ %% P 5) 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 �� - \v' .. fit...... between the bottom chord and any other members. .��OENS fi) Refer to girder(s) for truss to truss connections. ,,xS� At 7) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 6 except T=lb) 7=148. 8) "Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. 3938 - ;f,: ATE :�4/� OR1.0 �N' . DNALEp%% Innnlll` g FL Cert. 6634 July 24,2014 ® IG1ov1`0'Vefr d"oe Pa sxaa ADkV 9DTSSONTo 91NQ.IXvD AZMEK ouo:PAGEAMT Afn rea Uz9/ipueua66ua Design varM far use on"th NuTek connectors. Tins design is based only upon parameters shown. and b for an BrdVauat bum gcomponent. ApprcabTN of design parameters and proper incorporation of component is respansbility of bV WLng designer -not truss designer. Bracing shown Is far lateral support of hdMdual web members only. Addflonal temporary bracing to insure stabiGN during construction is the reasoralbrity of the erector. Addillonal bracing of the overall unnture is the biGN the building designee rargenerol MiTek' permanent rasp of guidance regarding fabrication, qua[ itygconlmt. storage. delivery, erection and bracing, consult ANSVIPII guary CptlJt�ere. D5B-89 and BCSI Building Component Msswrhern tpisre 50j Ib ii$ecified, NUse design nuesame thusee9eifive O6/ul/2MbyALSC 690a Parke East BIW. T.P. FL=16411S Job Truss Truss Type City Ply p7040.aarage Vega Res T8435005 27040-GAR -PJ7 Jack4)pen 16 1 ob BaLmirfaip (optional Eam Corset Truae, Fan Plerce, a. 34846 1-7-12 IX4 II LOADING (psq SPACING- 2-M CSI. TCLL 20.0 Plates Increase 1.25 TC 0.74 TCDL 15.0 Lumber Increase 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 BCDL 5.0 Code FBC20101TP12007 (Matrix-M) LUMBER - TOP CHORD 20 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2X4 SP No.3 REACTIONS. (Ib/size) 3=158/Mechaniwl, 4=33/Mechanical, 5=364/0-35 Max Ho¢ 5=126(LC 8) Max Uplift3=88(LC 8). 4-71(LC 8), 5=187(LC 8) Max Grav 3=158(LC 1).4=72(LC 3).5=364(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shaven. WEBS 2-5=385/127 7.530 s Jul 112014 Scale=1:21.8 DEFL. in (lox) vdell Ud PLATES GRIP Vert(LL) 0.09 4-5 -686 240 MT20 244/190 Vert(TL) -0.07 4.5 -876 180 Horz(TL) -0.06 3 n/a n/a Weight: 231b FT=0% BRACING - TOP CHORD Structural mod sheathing d!MCUY applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling atrocity applied or 10-0.0 or. 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; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. it; Exp B; Encl., GCpi=O.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right 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 fora 10.0 psf bottom chord live load nonwncument with any other live loads. 4)' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will `7111 111 11111 fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss wnnemions. �P •, , , '• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3, 4 except (p=lb)5=1,���� ,.•\ p E N b' ♦/�:' 7. 7) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3938( Iel FL Cert. 6634 July 24,2014 AWeall-vadryddgoya oa atlluAD rwrzsaw7M8ANa rwawzp an JV"12014arraasase aaaaa Deign valid fa use only with MTek connectm no dedgn 4 based onty upon parameters shove. and a for an lndMdual building component. Appricability of dalgn parameters and proper incoipommib tion of components resporlity of buBdng designer -not truss designer. Bracing shown �� 4 for lateral suppod of Individual web members only. Addflonel temparvrybrvcmg to insure slablFly Bring comhuctan is the respombrBty of the erector Addilonal bracing the MaNre is building M!Tek' permanent of overall the nopandbrity of the designer. For general guidance regarding fabrkatbn.quaGN delivery. erection and booing, consult ANSITI'll pearly CCrrrilara.DSB-89 and Dal Building Components.k fi906 Parka EaslBM. gcontrol.storage. 11iouthemn Pine 1,rbawbberissspMitied,tleeCetigne� Street. etfetive 06/Ol/2013byALSC Tampa,FL3301"115 Job Truss Truss Type Q(y Ply a2704aGamgo Vega Res Ta435086 27NMM -H.r Diagonal Hip Grader 0 1 Job Re11 F2SIGaael True, LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo2 WEBS 2x4 SP No.3 e, FL. Nouns - 7.530 aJul 112014 Mrek Industries, Inc. Thu Jul 2410:43:472014 Page 1 ID:ycgC?OE3s bp6WYgMOE4_ayvU4PdvZGvZOrTdfU7MQb4e7MazAYKThOpgOR_2W9XyuuRQ 233 5-10.14 9.0.14 9-1 1 2-33 IT-it 3114] 3 Sot = SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010rfP12007 CSI. TC 0.37 BC 0.30 W 3 0.16 (Matnai REACTIONS. (lb/size) 5=228/Mechanical, 8=516/04-6, 7=510/Mechaniml Max Horz 8=158(LC 7) Max Uplifts=263(LC 31). 8=-398(LC 8), 7=333(1_C 5) Mu Grav5=79(LC 5), 8516(LC 1). 7=510(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -AU forces 250 (lb) or less except when shown. TOP CHORD 1-12=-31/358, 2-12=39/407, 2-13=14/373, 3-13=0/357, 4-7=419/135 BOT CHORD "=344/50, 8-15=265/189, 15-16=265/189, 7-16=-265/189 WEBS 2-8=254/84, 3-8=458/146 Scale =1:21.7 2x4 II DEFL. In (roc) Utlen L/d PLATES GRIP ' Vert(LL) 0.12 7-8 >717 240 MT20 2441190 Vert(TL) 0.12 7-8 >717 180 Hoa(TL) -0.00 7 n/a n/a Weight: 47lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc brecing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer NOTES- 1) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; End., GCpl=0.18; MWFRS (directional); cantilever left and night exposed; end ver8cal left and right exposed; porch left and right exposed; Lumber DOL=130 plate gnp DOL=1.60 IIII� I I I I I I /III 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. `%%-n g A, 3) Plates checked for a plus or minus 0 degree rotation about its center. ee 'o ..... q� 4) This W ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , C E N S 5) • 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. 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 1001b uplift atjoint(s) except lit -lb) 5-263, * ;• 8=398, 7=333. 8) "Semi -rigid pitchbreaks including heels" Member end faity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 50 1la up at 1-4-0. •' ATE 41 Ib down and 751b up at 4-1-14, 41 Us dam and 751b up at 4-1-14, and 7816 down and 88 Ib up at 6-11-13, and 781b down and 88 e. �' Ila 24r Ib up atp at 11-13 on top chord, and 46 lb up at 4-1-14, 46 6-11-13 on ottom chords The design/selectionbof such connection devices up at 4-1-14, and 11 Its )Is the and 2reslp responsibility o1 others.d 11 It, down and ���'T� • �4 O R 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �fs%&I •""' • • GC LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4-70, 4s=70, 6.9=10 Continued on Page 2 ONA%- "III1111 FL Cert. 6634 Julv 24.2014 ®twryrnp-vnand..ynyanmexa.eauAono7rsaN7rds.vmrarmmzmarxnrArrzrpAaz xrz-z4n re. Uz9/zouBrratu¢ `� Designvaud tam onlywith Mirekconnectors.Ths design bbased only uponparamatenshan and lsforanindHdudbuildg component. �■- Appibab fifty of dedgn parameters and prolxrmcapwation of componentis respararolfN ofbuUdng desgner-not Was designer. 8radng shovm Is for lateral support of lndm'dual web members only. Additional L.maccary bracing to rem stability dvAng conshacticn 6 he resporebgMyof the ereator. Additionalpewnent bracing of the overall shuchm is therespormanty of the bundng designer. For general guidance regarding MiTek' taWcatbm quality control, storage, deMer , creation and bracing. consult ANSIJTNI Duality Crifeda. OSS-89 and 1101 Building Componenl 6904 PeA9 Easl Bad. Safely lalamaHon gvoi be, from Truss Plole lnslifsta. 781 N. Lee Street. Suite 312 Alexandria, VAIN4. Tampa. FL=1"115 IISouNem PirregSP lumber is specified. the design values uerAose eHeNve 06/2013by AISC Job Truss Truss Type Oty Ply pnada-Garage Vega Rea 27m0-GAR -NJ7 DiagonalHip Gimer d 1 T6435088 5 - el (national 7.5J0 a Jul 112014 MTek hduonea, Ina Thu Jul 2410:43:472014 Page 2 ID:ycgC?OE3s_bp6WYgMOE4ayvU4PdvZGVZOtTdfU7MOMeZMazAYKTh0pgOR 2ce9XyuuR0 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=80(F) 13=60(F=30, B=30) 14=-44(F=22, 8=22) 15=50(F=25, 8=25) 16=1(F=1, B=1) AIUAeaID-YeN(4eJgvparame2n aWAfADAO7FSON]raSA101HglamlgiEXRFiFFF1lFDAB£MFN7a rea 1/29/20URFGafU]E Design valid for use onlywtih Mlek connectors.➢fa design b basepwn d only upon arameters shoonce foran individual bula 9comoonent. Appg obLtyofdesign me Wmtmandpro rincomorollonofcomponenl'ereslaomblityofbuldngdesigner-nothuvdesigner.Bma gshown btorlatemisuppodolndMdualwebmembemoly.Addfionalterr,wc,bacIngtoinsuegabillyduringrnnshuction4the M=MbEtyofthe erector. Addillonal bracing of the overal structure h the the bolding designer. MiTek' permanent resporsbity of For general guidance regarding 'fabrication. Quality con"L storage. delivery, erection and braa4g, comult ANSVTPN Quality CNeda. DSB-89 and 8C9 B08dlag Component Saleryinlasmallon moo' bletrom Truss Plate lrsstitute,781 N. Lee Sheet, Suite31Z AIeaanCda, VA 314. 1i5aY111efn Piste LaP� Irmsber isspeci5ed. the design slues are arose effective O6/01/2013 bVAISC 6904 PaAe Fszt BNd. Tampa, FL 33610�118 Job Truss Truss Type 0ry Ply tt27040-Garage Vega Res 27040-GAR Hill Hip Girder 2 1 T6435087 Job Reference (optional) i. an lens; ton nerve, FL. 4494E 7.530 a Jul 112014 Vni lnduddea, Inc. ThU Jul 2410:43:482014 Pagel ID:ycgC?OE3s_bp6WYgMOE4 aWU4P557e6vPTDwnLkWtodL4b7BidbttlVxebDJ(CizyuuRP t-ton Inn I 11d9 I `- I t-tea sza 419 4-2-14 bd8 6241 I-1U. 41 = 1x4 II 3x4 = dxa = 5.00 r12 Scale=1:47.0 3x4 = 34 II US = Site = . 3x4 = Ad = 34 II 3x4 i Ian I& vn.0 I I& RM I Phu.I c. „� .,,, I I-0n au-o s2n ua a 13 lA Plate Offsets D(.V7- 1[3:0-5-4 0-2-41 I5-0-5.40-2-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Uri PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 VergLL) 0.33 11-13 >843 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.3911-13 >717 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.93 H.rz(TL) 0.08 9 n/a n/a BCDL 5.0 Code FBC20101TP12007 (MaW%-M) Weight: 13B Its FT=O% LUMBER - TOP CHORD 2x4SPNo.2 BOT CHORD 2x4 SP No.2 WEBS 2z4 SP No.3 'Except' 2-14,7-10: 2x4 SP N0.2 REACTIONS. (lb/size) 15=2025/D-8-0, 9=2025/0-8-0 BRACING- TOPCHORD BOTCHORD Structural mod sheathing directly applied or 2-5-10 cc purlms Rigid ceiling directly applied or 3-6-6 cc bracing. MTak recommends that Stabilizers and required cross bracing be instagetl during truss erection, In accordance with Stabilizer Installation .aide Max Holz 15=60(LC 7) Max Uplift 15=1424(LC 8). 9=1364(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(Ih) or less except when shown. TOP CHORD 2-3=3059/2200, 3-22=3647/2753, 22-23=364712753, 4-23=3647/2753, 4-24=-3647/2753, 24-25=-3647/2753, 25-26=3647/2753, 26-27=3647/2753, 6-27=3647/2753, 5-28=3649/2758, 28-29=-3649/2758, 6-29=3649/2758, 6-7=3058/2210 BOTCHORD 14-30=1934/2753,30-31=-1934/2753,13-31=1934/2753,13-32=2630/3649, 12-32=2630/3649, 11-12=2630/3649, 11-33=1944/2752, 33-34=1944/2752, 10-34=1944/2752 WEBS 2-15=-1952/1288,2-14=-1876/2668, 313=865/1148,4-13=-547/300, 5-11=565/284, 6-11=868/1151,7-10=-1867/2668,7-9=-1952/1259 ll/77j NOTES- , S A. %%`�N q� 1) Unbalanced roof live Lads have been considered for this design. •,,, ,�%% 0 ....ENS •.; 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsg BCDL=3.Opsf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. 11; ��: Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed: Lumber DOL=1.60 plate gdp'DOL=1.60 3938 = * ,' 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 5) Plate(s) at joint(s) 1, 3, 6, 8, 2, 15. 14. 13. 4, 5, 11. 10. 7 and 9 checked for a plus or minus 0 degree rotation about its center. - •• 6) Plates) at joint(s) 12 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. Q'. ATE 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom and any �� T �•, A, P �� '•; �, chord other members. 0 R •' 9) Provide mechanical on (by of to bearing plate mpable of 0 lb Ift at Ql-Ib) �'��ss�p "Semi Member N A� E` end flxiry model was used in the analysis a0nd design of thistWssxcept 110) -rigid pNchawks including heels` FL Cert. 6634 .lull 9d. 901 Continued on page 2 ®tTAYIHM-YWrdarhn N+amaknae4AUglD7E.N7mSAr,DlMlggIDlgrAREFFR£N�OAO£Mfl-H13ree l/b/2p140B'.BEt6E 0eal vard for use only with rMTek connectors. Tnb design Is based only upon parameters shown and is for on lndMdual bulding component. AppfcabiGty of design parameters and proper rcorporotion of component B ra, Pomlblity of bulding designer -not truss designer. Bidding shown uforlateralsupportofhdMdualwebmembemoly.Additional temporarybraevgtoinsurestobiftyduringcomhuctionathe reapom?bOlyofthe Addition.? bracing of the avemr simure cfis the responabilN designee the building For WOW.recta. permanent of general guidance regarding fabrication, quality control dosage,deWery, erection and bracing. consult ANSI/fPll clearly Crerio,DSB-BP and Sal Building Component b?e horn truss Plate ?mtitute,781 N. Lee Sheet, Suite 31Z Aleusndd.. VA �q14. Safely lnformallon q tt 115pIr0ner, Pilre 1SP lumber is spSed, the design values ue tlrsaseeMec4sre 06(Ol/2013by Al5C 6904 Parke Ears 13W. Tempo, FL mfita-4115 Job Truss Truss Type Oy Ply aclucul Garage Vega Res T8405067 2704DDAR H1H H'ry GlNar 2 1 eferegigi (nationa EasIC..m Tms., Fed Pleme, FL. 34948 7.= 9Jul 112014 MRek InduAdes. Inc. Thu Jul 2410:43:482014 Page 2 ID:ycgC?OE3s_bp6WYgMOE4 ayvU4P557e6vPTDwnLkW7odL4b7BidbftlVxebDIXCI2yuuRP NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 lb down and 119 Ito up at 7-0-0, 11816 doom and 1191b up at 9-0-12, 1181b down and 119 Ito up at 11-0-12, 1071b down and 119 lb up at 13-0-12, 1071b dowmand 119 lb up at 13-11-4. 118 Ib dovm and 11916 up at 15-114, and 118 Ib down and 1191b up at 17-11-4, and 11816 down and 1191b up at 20-0-0on top chard, and 5231b down and 3661b up at 7-0.0, 421b down and 50 Ib up at 9-0-12, 42 Ib down and 50 Ib up at 11-0-12, 42 Ib down and 50 Ib up at 13.0.12, 42 Ib down and 50 Ib up at 13-11-4, 42 Ib doom and 50 Ib up at 15-114, and 42 Ib down and 50 Ib up al 17-11-4, and 5231b doom and 3661b up al 19-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, (cads 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 Inuease=1.25 Unihonn Loads (plf) Vert: 1-3=70, 3£=70, 6-8=40, 16-19=10 Concentrated Loads (Ib) Vert: 3=-68(F) 6=88(F) 12=-23(F) 14=523(1`) 10=523(F) 22=88(F) 23=-88(F) 25=88(11s) 26=88(F) 28=-88(F) 29=-88(F) 30=23(F) 31=-23(F) 32=-23(F) 33=23(F) 34=23(F) AYakVi2ND-vwr it.%. pasuser. aaaFAEo mrssaN7rosum nnwm.. i/a/:oleaudnSurE Design valid far use ony with Wei: connectors. This desgn is based orgy upon parameters shown and is far an individual building component �� ApplicobifN of design parametersproper incorporation and proincorporatimp on of coonenia responsbWly of buldirg designer -not h rss designer. Brawn cing sho Is for lateral support of Individual web members oNy. Additional temporary bracing to Insure stabi0ly during construction is the responsibUty of the erector. Additional bracing of the overa9 is the the building designer. MiTek' Permanent structure rw efoobiGly of For general guidance regarding fabrication, quality control. 4orage. delivery, erection and bracing. consuls ANSIJIPII O eirg, CMeda, DSB-89 and Sal 3u04lOg Component 6904 Parke am BM. 5afey lnlwmvtlon qv humbm Russ Plate Ins.thedesi 1ae5heet5u0e312Alexantlria, VA ytlI OSauNPm Pure t5� Isssnber isspecitred, the de9ys Hisses aretlsgze effective O6/o1%fg13 byAISC Tampa,R306164115 Job Truss Truss Type Dty Ply A2]OlooarzgeVega Res U010-GAR H2 Hip 2 1 T643508a b Reference(oplionall we. wee. „oee, rvnr�nw. r,.. arwe r.WUSJW11ao14MITexlndustnes,lne. Thu JU12410:43:492014 Pagel I0:ycgC70E3s_bp6WYgMOE4 ayvU4P-Zlh1KFOS EVCMga_B2bgfOFp_HJcHUhkRMHIEPyuuRO s_san a"^ scan I loon 11ao I 7zo I eao I lea I m 1 1-toe I BZftd BRGi 4x4 = Scale=147.0 3x4 = Im II 41 = 3x4 = 41 = 1.4 11 3z4 = LOADING (pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Suess Inv YES Code FBC201 O]rP12007 REACTIONS. (lb/size) 12=1080/0-8-0, 8=1080/0-8-0 Max Horz 12=77(LC 6) Max Upliftl2=676(LC 8), 8=-616(LC 8) CSI. DEFL. in (toe) VdeO Ud PLATES GRIP TC 0.68 Vert(LL) 0.21 9-11 >999 240 MT20 244/190 BC 0.55 Vert(TL) -0.24 9-11 >999 180 WB 0.56 Hoa(TL) 0.03 8 n/a n1a (Matrix-M) Weight: 13416 FT-0% BRACING- ' TOP CHORD Structural mad sheathing directly applied or3-5.10 co putting. BOTCHORD Rigid telling directly applied or 1040-0 cc bracing. Except: 6-6-12 cc bracing: 9.11. Mrrek recommends that Stabilizers and required cross bracing ' be installed during truss erection, in accordance with Stabilizer 10fdallallga guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shovm TOP CHORD 23=1389/873, 3-19=1189/855, 4-19=1189/855, 4-20=1189/860, 5-20=1189/860, 5-6=1389/879 BOT CHORD 10-11=-749/1352, 9-10=-749/1352 WEBS 2-12=1072/545, 2-11=-538/955, 4.11=309/93, 4-9=309/94, 6-9=.532/955, 63=1072/515 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.Opsf, h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; M WFRS (directional); cantilever left and right exposed: end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pair bottom chord live load nonconcumenl 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (j =16) 12=676i 8=616. 8) "Semi -rigid pftchbreaks including heels" Member end fulihy model was used in the analysis and design of this truss. f1Z I ATE :�.' /ONA� E��`�% FL Cert. 6634 July 24,2014 ®lag]am-Yu]has,ipn P>•a=erenama0wm]25orvras,IrmnnwmwriDrraasmerapsa[rm-]ann:. 4ss/muaeraP[urs Design veld far use o,IyWth Moak conned.. This design is based a* upon parameten shown and b foran haFvkfual building component. AppAwbilty of design parameters and proper bwrporatlon of component Oresponsblity of building designer- not hues designer. Bracing shown k talateral wpPod ollndMdual web membersonty. Addtionaitemporarybre racing toinsudobiltydutbg construction biheresPoruibllUyof the erector. Additional bracing of the overall structure is the the building I�.9 Pennonent respombiGN of designer. For general guidance regarding fabricator. quality controt storage, delivery, erection and bracbg. consul ANSV791l pually Were, D5049 and 061 Building Component 'y'ITek• 69U Parke Fast cNtl. Safety lnformallon bra ble, from Tmss Plate Institute. ]BINAee Sheet.Su9e312Alewncdc,VA pp2314. d:SPutllem Pure ray' iumeber I.speti ied, the design vgfues arednoseeSective 06y0112013 by ALSO Tampa, F1=1 Ml16 Job Truss Truss Type Oty Ply a2704aaarage Vega Reg 2]a4DGAR H3 Hip 2 1 T6435o99 aee I gl astTrum Pont Piece. FL U946 7.00 s Jul 112014 Mnek Industries, Inc. T0u Jul 24 10:43:50 2014 Pagel ID:ycgC70E3s bp6WygMOE4 ayvU4P-1 UFPXbOjIV13_g9AIm73Cco3MgdNOuftgOOJmryuuRN 6�so I 141�-°° soo I 48a i 660 41 = 4x4 = Sees =1:47.0 8 R9 13 1z 10 9 3x4 = 3x4 = 3x4 = 14 3x8 = 3x4 = 3x4 = Plate Offsets (X Y)— 14-0-5-4 0-2-01 LOADING (pst) SPACING. 2-0.0 CSI. DEFL, in (loc) gdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.38 Ven(LL) -0.16 12-13 >999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.3112-13 >897 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.75 Horz(TL) 0.05 9 Na n/a BCDL 5.0 Code FBC201 OrTP12007 (Matrixo-M) Weight: 1401Is FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 13=1080/0-8-0, 9=1080/0.8-0 Max Horz 13=94(LC 6) Max Uplift 13=323(1-C 8). 9=264(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. Mnek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. FORCES. (Ih) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 34=1231/359, 4-20=-1079/360, 20-21=1079/360, 5-21=1079/360, 5-6=1231/362 BOT CHORD 12-13=-245/1169, 11-12=156/1079, 10-11=156/1079, 9-10=-255/1169 WEBS 3-13=-1299/378, 2-13=-285/158, 6-9=1299/340, 7-9=285/147 NOTES- 1) Unbalanced roof live loads have been Considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf, h=25ft; B=45fl; L=27ft; eave=4ft; Cat. II; Exit B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 111111111 3) Provide adequate drainage to prevent water pending. ��,,IIPS A . 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. C,,, �� O . E N 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 %,`�: �.� rd between the bottom chord and any other members. 39, 7) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 100 lb uplift at Joint(s) except Qt=lb) 13=323,� 9=264. 8) "Semi -rigid pkchbreaks Including heels" Member end laity model was used in the analysis and design of this truss. FL Cert. 6634 July 24,2014 ®wxxx9no-wmra.ryo 4aa,,.ma,weuDnomraxrNaAw ]rnum9omrJUFTu7�P.aEwn-)47Jres J/ss/Jdu�uBz Dedgnv rdforuse onlywlih Mitekconnectms fib dadgnbbased onNupon parareters shown and isfaanlnctnduallwdding component. AppriaobLy of dastgn parameters and properincwporation of components respasabmty of bupdng designer -not fuss designer. Bmdng shown Is for lateral support of heiNtlual web members only. Additional temporary bracing to insure stability during construction 8 the responsoRy of the Additional brocIng the Is Welk'erector. pemmnent of overafi stmetura reb the mWoifify of the building designee Forgeneral guidance regarding colon ation. quality control. storage, deliery• erection and bracing, consult ANSI/1P11 Quality CdtMa, DS11-89 and BC51 Building Component 69m Penile East Blvd. Salary lnlmmallon qw iota hem Truss Plate Institute, 781 N. Lea Street. Suite 312 Alexondda. VA �b14. MSvuNem Pir1e 1 lumber is specified. the design salscef aretlsgse eftectire O6/Ul/2013 by ALSC Tampa, FL3 IMI15 Job Truss Truss Type 0ty Ply 027040-Garage Vega Res 27040.GAR H4 Hip � 2 1 6435090 Job efere m foptionan cax Codm cruse. Fart riemx, F, 4a946 7.530 a Jul 112014 MRek lndustdes, Inc. Too Jul 2410:,13:502014 Pagel ID:ycgC?DE3s—bp6WygMOE4 ayvU4P-1 UFP%bCjrYl3_g9AIm73CW?WgdtOtdtg00JmryuuRN 1.1Da Fen I 13ea 1-100 4-0-0 aso 11-0O sea 1 4-0-0 I 1.1ao ' 3 Scale=1.47.4 Sx5 = 5x5 = 4 5 3x4 = 3x4 = 3x4 = 3x4 = 3x8 = 3xA = 3x4 = 118e Liao DH I .Ben 14sn a+o Fart „W . i A Ig Plate Offsets (%.Y)— 15:0-2-8 0-2-71 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.24 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.46 10-12 >614 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.83 Horz(TL) 0.05 9 n/a n1a BCDL 5.0 Code FBC20107rP12007 (Matrix-M) Weight 1431b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=1080/0-8-0, 9=1080/0-8-0 Max Horz 13=11l(LC 7) Max Upl'Itt13=323(LC 8), 9=264(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or3-9.8 oc puffins. BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing 1105tallat on he insk�lletl during truss erection, in accordance with Stabilizer tl FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 34=1316/403, 45=959/368, 56=-1307/405 BOT CHORD 12-13=252/1233, 12-20=128/951, 11-20=-128/951, 11-21=128/951, 1D-21=128/951, 9.10=-264/1223 WEBS 3-13=-1454/371,4.12=-70/351, 5-10=-70/332, 6-9=1450/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=3.Opsf; h=25ft; 8=45ft; L=27ft; eave=oft; Call; Exp B; Encl., GCpl=0.18; M WFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at jolnt(s) 1, 4, 8, 2, 13, 3, 12. 10, 5, 6, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 7) This truss hag been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=5.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=323: 9=264. 10) "Semi -rigid pftchbreaks including heels" Member end fairy model was used in the analysis and design of this buss. PS 1AuI Z0.N' \CENc 3931 FL Cert. 6634 July 24,2014 AMM'SMx9-Wrordediga panne:,a aadJ uo ADMON IRMS" DNnwmraraxvrarr¢aAczrrrr-x7s re. Uz9/toreavossusr Deign valid far use on"thfvffek connectors. True deign is based arty upon parameter, shovm. and h for an indi ual buMtrr, component. Applicability of design parameters and proper incomaation of component rseparability of building de99na-not truss designer trading shown b for lateral support of Individual web members anN. Additional temporary Macing to Insure stability during construction 6 the responslbg0ly of the er tor. Additional bracing the b the the MiTek' Sa"Wonmallon permanent of overag structure respomibLty of bulleng designer. Forgeneral guldance regarding fobrkatbn quality control storage. dellvery, erection and bracing. consult ANSIpPII Quality Culled, DSB-89 and Sal Building Component gvailoble from Truss Plate lnsfitute,781 N. Lee Sheet. Suite 312 Alexandria. VA 22314. ifSvutlaem Pine15p)Ysssnber isspe ifted.thedesign valued, ue Nose effective O6/o3/2013DyALSC 6904 Parke East abd. Tempe, Fk 33610.4116 Job Truss Truss Type City Py a21D40.Gaage Vega Rea 8435091 2To4PGPR HS Common 8 1 Job Re/erenw foptionall East Coast Truss, Fad Plans, n. Uses 7.530 a Jul 112014 MITex mausloas, Inc. Thu Jul 2410:43:512014 Pagel ID:ycgC70E3s_bp6WYgMOE4 ayvU4P-VgcniwRLWr9wb_kNJTelkpK8z4yJkJhlvgmsllyuuRM ae o 17 a I nna eeo 7-0a 7-0a sect 44 = Scale =1146A 7 R 14 = 3x4 — 4x4 — 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.39 9.11 >712 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.51 9A1 >549 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.84 Holz(TL) 0.05 8 n1a n/a BCDL 5.0 Code FBC201 WTPI2007 (Matrix-M) Weight: 133 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid wiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1080/D-8-0, 8=1080/0-8-0 Max Ho¢ 12=115(LC 6) Max Upl'Itt12=676(LC 8), 8=616(LC 8) FORCES. (lb)- Max. CompJMax. Ten. -All forces 250 Ina) or less except when shown. TOP CHORD 3-4=1322/953, 4-5=1322/960 BOT CHORD 11-12=709/1235, 11-19=-445/929, 1D-19=-4451929, 10-20=-445/929, 9-20=-445/929, 8-9=720/1235 WEBS 4.9=362/372, 4-11=352/372, 3-12=1475/843, &11=1475/806 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=25ft; B=45fi; L=27ft; eave=oft; Cat. II; Exp 8; Encl., GCpl=0.18; M WFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch ]attend right expod; Lumber DOL=1.60 plate grip t J 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 nonwncurrent with any other live loads. ♦♦♦♦g�PCJ A ♦ �e 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle fit between the bottom chord and any other members, with BCDL=5.0psf. 3-6-0 tall by 2-0-0 wide will `♦♦` O ,. •� ENS' •. q.f'''i : ��: �. _•,.y�, , 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift atjoint(s) except (it —lb) 12=676, 3938 ' 8=616, * 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ` i�CC � �� O R 1 O P,r ��0•` C? e'Ili, ss,........ . EN♦♦♦♦ N FL Cert. 6634 July 24,2014 AHAawne-redryea.ynxaama=,,.mw.prorFspanDSAfm znnwm 9arDrnzsdzr¢arszm-zazz n. z/a/z4uevar,Fwcsanas Design valid for use ony with MTek connectors. This design b based any upon parameters shown and is fw an Individual building component. ApplicabLN of design parameten and proper dcorpom5an of oamponentIs re,aernbilily of WOdng deegnw-not hues designer. seeing shown hfwlatemisuppodofind'MdualwebmerMersorJy.AddifionallemporaybracmgtolnarteslabiSNoutdo conshuctionIs the responsbANyofthe Additionalr onal permanent lancing of the overall structure responsibility the respority of the building deslgnec for general guidance ragading WOWerects. fabrication, quality ge`oantlaat slwage. delivery, erection and bracing. consult ANSVIrII dually C,flefla. DSB-89 and Dal BVBding Component Stsfetl$eylthelllPmefaPl)Ibiopbe�ii�ecJlete �0.t�SNhtedei,pie gel to QeHeetive 0VA6Foll2013byAl5C 6904 Parke East Blvd. Tampa, FL 3361D-0115 Symbols 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. 0 1/T le, LLt""�Fort4 x 2 orientation, locate plaes 0-149' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MHek 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 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or 1 bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint numberwhere bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 ) dimensions shown t t ft-in-sixteenths III (Drawings not to scale) a Of O U rL O BOTTOM 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 Southern Pine lumber designations are as follows: SYP represents values as published by AW C in the 2005/2012 NDS SP represents ALSCapproved/new values With effective date of June 1, 2013 © 2012 MTek® All Rights Reserved MTek Engineering Reference Sheet: Mll-7473 rev. 01/29/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. 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 ANSInPI 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 express iv noted, this design is not applicable for use with Fire rettardant, preservative treated, or green lumber. 10. Camber is a nonstructural consideration and is the responsibility of truss fabricator. General practice ls 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 chards 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 I Oua6ty Criteria. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 27040-PAV - #27040-PAvillion Vega Res MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Vega, Rudy Project Name: Vega Res. Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: 904 Osceola Ave. City: Fort Pierce State: St. Lucie County, F Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 7 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# Truss Name I Date 1 T6435109 -CJ 11 7/24/014 �2 T6435110 I -CJ 31 17/24/014 I �3 T6435111 -CJ51 I7/241014I I4 IT6435112-EJ71 I7/24/014 I5 IT6435113 -HJ71 7/24/014 I IT6435114 11H �6 I7/24/014 I 7 I T6435115 12 17/24/014 I The truss drawing(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. 11111111111111 �pS A. q(��•• i NS�eg2i� STATE OF :4kt�/, c�OR1�P����`. 91ONA1 E%��O FL Cert. 6634 July 24,2014 Albani, Thomas 1 of 1 Job Tm95 Truss Type City Ply *77040.PAvilllnn Vega Res Tfi436109 27o4DPAV -C.I11 JACK -OPEN B 1 Job Reference (optional) t2stcovia Toon, Fan Pules, Fl-UMB 3x Refer to MITek "TOE -NAIL" Detail for connection to u,nnnrNn" n"�In°,nm� u... e„ ......n....,.,.. u....... .... ...... ...w, 7.530 s Jul 112014 MRek Inducthes, Inc The Jul 24 some =1:9.1 LOADING(psi) SPACING- 2-0-0 CS]. DEFL. in (too) Voting Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0,48 Ven(LL) 0,00 8 >999 2411 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Veri(TL) 0.00 8 -999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HomCrL) -0.00 3 ma n/a BCDL 5.0 Code FBC20101TP120D7 (Matrix-M) Weight: 8 lb FT=0 LUMBER. BRACING - TOP CHORD 2x4 SP No.3'Except- TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc punitive. 1-2: 2x2-0116 SP Stud BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. BOT CHORD 2x4 SP No.3 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 3=30410-3-0, 4=28/Mechanir 1, 7=.58/Mechanical Max Horn 3=84(LC 8) Max Uplift3=220(LC 8), 4=28(LC 1).7=58(LC 1) Max Gmv 3=304(LC 1), 4=28(LC 8).7=50(LC 8) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 260 (ID) or less except when shown. NOTES. 1) Wind: ASCE 7-10; VuK=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end verbal left and right exposed; porch left and right exposed; 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 for a plus or minus 0 degree rotation about its writer.`1S ehas 1 4) Thstruss been n designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. .\%`,cked Af ° 5)' 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 %% ,0 fit between the bottom chord and any other members. �`, O E IV .\,\G Referto girders) for truss to truss connections. ,�x ' 7) Provide mechanical connection (by others) of fruits to bearing plate capable of withstanding 10016 uplift atjoint(s) 4, 7 except (M1=1b) "Semi 8) -rigid pttchbreaks including heels" Member end fixity model was used in the analysis and design of this tarsal. -fir ATE 0NA1 E �-`% 4 n n 110% FL Cert. 6634 July 24,2014 ANARMIq-gArder4Jnw unum,sodRrADr WONTUSAr07r4eDID NIIarIIFfUQ[£GAGE rN7-7473 rea J/Z9/zau@t6iEWE Deign valid for sire only with Mask connectors.Ih¢ design k boxed only upon parameters shown, and a for an Ndrvidual building component. Applicability of design ponmeten orid proper incorooro5on of component is rasjosmgbliy of banding designer - not Was designer. Bracing shown Is for lateral support of 6tdMduat web members only. Additional lempomry bracing to insure stably during coruhactlon B the respon laflty of the erector. Additional bracng the h the the building designer. WOW permanent of overon structure responsibily of Forgenesal guidance regarding febzatim , quality control storage, delivery, erection end bracing. consult ANSVTPII Quality Critedo. DSB49 and Bat Building Component 6904 Parke East she. So ylnfwmotion s�apobk from Lass Plate trmte.7810. Lee Sheet. Suite312 Akxandda. VA 2T3l d. d5vudrem Pirse fap1 Srunber is specJed. the design values are these e4ecdre O6(Qi/2013 byAISC Tampa, FL 33s10.1116 Job Truss Truss Type Qty Ply PZ7040.PAWIIIpn Vega Ras TU361 10 2i040.PAV -LJ31 JACK -OPEN B 1 b Reference (options]) �__•""__•^"__. �`^•^c w.ri..naw LasoeJW n 3o14MITeXlnausVlee•ma. mUJU124 mN5:152014 Page l ID:ya9Q70E3s bp6WygMOE4 ayvU4P.2rfXNfSildk7gu9WE6878XpZSXnKQVfODk6JFQyuu02 .24 3-0a 2-00 34T0 I Scala=1:13.4 3. Plate Offsets (X.)1— 13:0-0-2 04}01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC OA8 Vert(LL) -0.00 10 -999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 7-10 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a Na BCDL 5.0 Code FBC2010rTP12007 (Matrix-M) Weight: 14lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3'Except* 1-2: 2x2-0/16 SP Stud BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=297103-0, 4=67/Mechanical, 7=13/Mechanical Max Hors 3=120(LC 8) Max UpIR3=188(LC 8), 4=33(LC 8), 7=-26(LC 5) Max Grev 3=297(LC 1), 4=67(LC 1), 7=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING- TOPCHQRD Structural wood sheathing directly applied or 3-0-0oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 ac bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabliaer installation guide NOTES- 1) Wind: ASCE 7-10; VuK=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.Ops1; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi-0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate gdp 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 forthese factors. cked a plus or minus degree about its center. ehas 1 i 4) Thisetruss been 0.0 psf bottomchord live load nonocncurrent with any other live loads. - `%%�on �r`,,f�TCJ' A 5) This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will A� 9V.r'„ . . fd between the bottom chord and any other members. 6) Refer to ,�% %0 .• •� C E N girder(s) for truss to truss connections. • � V 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 7 except of=1b) 3=188. 'Semi 393! = :: 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. )ROD- P NA1-E� nrinl`` FL Cert. 6634 July 24,2014 AryAxcam-v4.ure:,�s,.aarno-„a.euAororrsoxirasArmzznrm�mluarrmrraPAccxzr-z4nre. z/n/zousuarecaE Design valid far use onywth Walk connectors. The dodges b based only upon paameters shown. and b for an lMiWduol building component. APPIIaabNty of deign parameters and properincolporatlon of component B respoasbPlTy of buldi ng designer. not 1wes designer. Bracing shown bforhteralwppodofhd'Mdualwabmembenonly.Additionaltemporaybroringtoinsureslabillydurngconstruction4thenapormbd4Nofthe Additional bracing of The nafl structure is the respanbiGfy of the building designer. For WOW Safatylnformallcm permanent general guidance regarding fabrication, quality control, storage, delivery, erecion and bracing, consult ANSI(3PI1 Quaely CrIteda, DSB49 and SCSI Building Component q Ipbie from Trues Plate lnslituts,781 N. We Street. Suite 312 Alexandria, VA p2314, NSouNem Pirre 15Pt lumber isspecile0. the design values are tlloseeHective 06/ill/2013by A15C 69M Parke East BW, Tampa FL33610.4115 Job TN68 Tmas Type city n27040-PAvillion Vega Rea T6435111 27040PPAV -CJ51 JACK-OPF14 0 f b Reference 'o a - Fast CoaatTNaa, Fort Pierce, FL 34946 Scale=1:17.6 LOADING(psQ SPACING- 2- -0 CSI. DEFL. in (loc) Well Ud ,PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.03 7-10 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(FL) -0.03 7-10 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.00 3 n/a rda BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 21 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or S-M oc puffins. 1-2: 2x2-0/16 SP Stud BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 MTek recommends that Stabilizers and required cross binding be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=384/D-3-0, 4=126/Mechanical, 7=27/Mechanicel Max Horz 3=157(LC 8) Max Uplift3=234(1-C 8), 4=-64(LC 8), 7=-45(LC 5) Max Grav 3=384(LC 1), 4=126(LC 1), 7=62(LC 3) FORCES. lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 34=253/238 BOT CHORD 3.7=322/312 NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; 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 these factors. res3) Plates chefity of ed for to Increase rr ite sizes to 0 degree 1/q lj'-' plustor minus rotation about s center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,`,NS,II Ce �� 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle &6-0 tall by 2-0-0 wide will........... ,� C E (S •., 9 '� fat between the bottom chord and any other members. 6)Refer to girders) for truss to truss connections. 3938 7) Provide mechanical Connection (by others) of truss to beading plate Capable of withstanding 100 Its uplift at joint(s) 4, 7 except (it -lb) ,' 3=234. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ ATE1. O�F O R 10 P .`� .�4,SS1O N A' EtJ,st,00 frijill FL Cert. 6634 July 24,2014 ®MoUtha10-yWrdsapp passmars sud8640 ADMON Vds u%p IsCuMM NIrIXSFFFFFMFpADFNR-1913 n. 2y2912011114feall Dedgn valid fa use onT/with i connectors. ThB design h based only upon Parameters shows and for an individual bulking component. ��- Applicability gnpara tyofdesimetrs eacondproperInomffion of component b responsblity of Wilding designer- not INshown designer. groans, sh Nil 4 falatemlmpWdothdividudwebmembersonry. Addfond temprybm oracing to Insure liability during construction b line responsibility of the MiTek- erector. Atldfi.nalpermanent bedllh ngae..11shreb ucture is th.respoTtyofthebuildmg designer. Forgeneralguldonceregarding fabncatlon, quaBy control. Storage. deWer,, erection and bracng. consult ANSI/IPI10ostly Cri DSB-89 and BCSl Building Component 6904 Pane Fast BM. Sabtylnfmmeran 31ZAl. eC daVSD/2013byALSC Tampa,F1.33610-4115Rwqoumberisspelrre4thedesignvlueeteh Job Truss Truss Type Dry Ply W 40-PAvillion Vega Its. T6435112 27040�PAV -U71 JACK -OPEN 0 1 Jgbe erence footionall East Coast Tmu, Font Plums. FL. 34946 3xr 7.530 s Jul 8.1e=121.5 7-0.0 LOADING(psf) SPACING. 2-0-0 CSI. DEFL, in (loc) Vdeg Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.12 5-8 >699 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.13 5-8 -629 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Hoa(TL) 0.00 3 rda Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight 27 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-2: 2x2-0/16 SP Stud BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. BOTCHORD 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=178/Mechanical,3=485/0-3-0,5=35/Mechanical Max Horz3=193(LC 8) Max Uplift4=87(LC 8), 3=291(LC 8), 5=-66(LC 8) Max Grav 4=178(LC 1), 3=4B5(LC 1), 5=81(LC 3) FORCES. (lb) . Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=705/551 BOTCHORD 3-5=702/904 NOTES. 1) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=25ft; B=451t; L=24ft; eave=oft; Cat. II; Exit S; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; 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 factors. otrr abouut t 3) Plates chelcked ora pluss minus 0 degree rotation tsncenterhesc ,���`,PS A 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 Nv f i1 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 atjoint(s) 4, 5 except (jt=1b) 3931 3=291. 8) "Sen igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .� AT'T E Ofi�:��� O R ( O P' Cj�=�,, /pNALlip% FL Cert. 6634 July 24,2014 ®Ibt9A9W-YeNrdaalgnparamertnufPfADM1EiONTMSMIII/41mFD HfiFIipSFFRpf£MGf Mf-)413 n.1/f97101188'a9FL� Design vopd to use onY with Ali connectors. The design is based any upon pam,eteant. and a for an lnah,dual binding component. Applicably of design parameters and paper incorporation of companentis responsib0iy of building designer -not lass designer. Bracing shown Is forlateral support of nduldual v eb members only. Additional tempaay bracing to Insure stably during coretivotion Is the respomibMliy of the erector. Additional penrlanent bmcng of the overa0 structure is the reworebi0ty of the butidng designer. Fa general guidance regarding M!Tek' fabrication. quality conhol, stooge, daMery, creation and bracng. consult ANSVINI Quality CMedo, 059.89 and Dal bulding Component 69W Parka East Bind. Sat,tylnformation quo ble ham Truxs Plate hatiNte. 78I N. Lea Sheet.5u0e 312Alexandrla, VA 2ZiId. If SquNem Pure raPIumbe"specifiedthedeuQsnldesare.g eff RtWe06/a1/2013byALSC Tampa, FL 3361h1115 Job Truss Truss Type Oty Ply B2104lsPAvluion Vega Res 271 -H,r]I OtAGONAL HIP GIRDER 4 1 76435113 Job eRfgnmoti a Truss, Fort Pierce, R. 34948 7.530 a Jul 112014 M,ek industries, Ina. no Jul 2410:45:172014 Pagel ID:ycgC70E3s_bp6WYgMOE4_ayvU4P- D71oKUIGHJwCJuLXATDyurylKouM7hg2bPKJyuu00 -2-9.15 I 6-0-0 9.10.1 2-9.15 8 o 3.10-1 Scale: 12'=1• Plate Offsets (X.Y)— 130-3-120-1-8113,0.1-10.3-91 r3,0-0.00-D-1113,0-D-1503-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.26 B-11 >443 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.64 Vill -0.29 B-11 >393 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(fL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 46 IS F7=0% LUMBER - TOP CHORD 2x4 SP N0.2'Exwpt' 1-2: 2x2-0/16 SP Stud BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=155/Mechi nical, 3=524/0.3-14, 8=312/Mechanical Max Horz 3=177(LC 5) Max Uplift!=53(LC 8), 3=432(LC 8), 8=264(LC 5) FORCES. (Ib)-Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown. TOP CHORD 3-12=697/1057, 12-13�627/319, 4-13=-550/330 BOT CHORD 3-15=1107/723, 15-16=-373/564, 16-17=373/564, 8-17=373/564 WEBS 4-8=574/316 BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except end verticals. BOT CHORD Rigid calling directly applied or 8-9-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCOL=9.Ops1; BCDL=3.OpsF h=25R; B=45ft; L=24R; eave=4f1; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ce\111111111/1/j, , 2) Plates checked for a plus or minus 0 degree rotation about Its nter. \\ / 3) This W ss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. \\\\ BPS • A. • Abe 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 ,�\ •. •� G •.••,9 fit between the bottom chord and any other members. E N S : ��.' �, 5) Referto girder(s) for truss to truss Connections. 6) Provide metal plate or equivalent at bearing(s) 5 to support reaction shown. 3938 7) Provide mechanical connection (by others) of truss to bearing plate Capable o1 withstanding 1001b uplift mjoint(s) 5 except (jt=lb) 3=432: * ;• , 8=264. 8) "Semi -rigid plichbreaks including heels" Member end fixity model was used in the analysis and design o/ this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 531b down and 98 Ib up at 1-3-15, '. O' ATE bupat glibcownsui at 6-11- 1 end 98lb down and 195 11 up at 6-11-1 ontop chord, and 7516 down and 6 lb up at 1-3-15, 75tl1b d down and 68111 up at p 11) 25Us In me LOat ADU CASES) section, bottom hordads appliedThd sii U tsel ctio the truss am noted connection d vice(ront si or back spo)nsibility and 25 Us up at lof othersd 321b dawn and '�i,SS;� N A� ��\ ` LOAD CASE(S) Standard FL Cert. 6634 Atily 9A 9D•Id Continued on oace 2 ®WARMM-Yeell/Ntlypanae®n WAEAOrDifSONTIg$AIAInRL®£pNmEAFfEpQJt'MGENR-197i rea J/19/Sp11aH'IIIRUSE DeegnwrdfwV onyw hNuiekmnnmtm.m¢dedgnhbas 0*uponparomMenshovm,end isfaanheiv ualbuildingcomponent Applicabily of design parameters and proper incorporafion of componentis mpombl iy of bu0dng designer -not truss desgner. Bracing shown 4 twlatemiwppodothdMdudwebmembersony. Additional temp«arybacing to lmsee stability during construction is the responsibUty of the erector. Additonal chitin, of the overall structure is the responsibility of the buicing designer. MiTek' permanent For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing. consult ANSIpPII guegfy Wedu. DSO.81 and SCSI Building Component Safely Information q��able Som Trucs Plate institute. ]81N. Lee Sheet, Suite 312 Alexondtlo.VA 79I4. tl5outhem pule WA lumber isspecifred.thedesign ntuesare those e@ective O6(gl/1013 by RISC 6904 Parke East BIW. Tampa, FL3361Ob115 Jab Truss Truss Type Qty Ply Y27045FANWon Vega Res 6 35113 2T010.PAV -HJ71 DIAGONAL HIP GIRDEF2 4 1 I Job e e ce (optional) imss, ran name, t.L. aaasa 7.530 SJW 112014MITekMadras, Inc. Th. Jul 2410:4s:172014 Page ID:ycgC10E3s_bp5WYgM0E4 ayW4P-_D7IOKUIGHJwCJuLXATDyurylKouM7hg2bPKJyuuQO LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UnBoml Loads (pli) Vert: 1-5-70, 5-6=-70, 7-9=-10 Concentrated Loads (lb) Vert: 12=76(F=38, 3=38) 13=6(F=3, B=3) 14=113(F=56, B=56) 15=65(F=33, 3=33) 16=6(F=3, B=3) 17=35(F=17, B=17) AWARN7N3-VedrydWga Parame@n atlafADM1FSON 71aSAamIIISBamllfrflTFFfFAD/EA40FNfl-J6l3rea 1/v/:Duer7guwe Dedgnverdtoruse ontywiih MiTebconnectoo.Th's daegn6 baxd only upon pammetenshovm. andistwanindiNdvolbuDdingcomponent. Apprcabgty of design parameters and proper4rcwporotion of component is respondoEly of bolding designer -not truss designer. Brach; shovm 4Wlateral support ofindmaud web members only. Additional temporaybrocmg to Were stability during construction is the resporabl0ly of the Additionalerm nal bracing of the ovemid stmure is the respondblMy of the building designer. MOW.recta. permanent For general guidance, regarding fabdcation, quarry control storage, delNeni ereallon and bmclnq, consul ANSVINI Quarry Cdtedo. DSB49 and BC01 holding Component Safety lntannaten 9va' ble from Truss Plate Wtitute.781 N. Lea Street. suite 31ZAle.dd¢VA 2�3I d. if Southern pi41e 15pf IsanbeB isspec�ed.tlse desips values ue NDsee4ectisre O6/01/2O13byALSC 6904 pgrle Paut Bhu Tampa FL 33B10A115 Job Truss Truss Type City Ply d27040-PAWon Vega Res T8135116 27a40-PAV 11H HIPGIRDER 2 1 JQIg e ere (optional) Eascaass muss, Pon Pleme, PL. 3494E 2-0 19-14 3x4 4x4 = 4x4 = TWO a Jul 112014 Mnek Industries. Inc. Thu Jul 2410:05-182014 Scale =1:36A 76Y0 1.0.0 74)-0 LOADING (ps!) SPACING. 2-0-0 CSI. DEFL. in (too) Bdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.1212-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.14 12 ,999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.18 Horz(FL) 0.05 8 rda n/a BCDL 5.0 Code FBC201 D/TP12007 (Matrix-M) Weight: 751b FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.2'Excepl• TOP CHORD Structural wood sheathing directly applied or 3.10.4 oc puriins. 1-2,9.10: 2x2-0/16 SP Stud BOT CHORD Rigid ceiling directly applied or 5L0 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=1173/0-3-0, 8=1174/0-3-0 Max Horz 3=76(LC 23) Max Uplit3=815(LC 8), 8=816(LC B) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shaven. TOP CHORD 3-0=2108/1419, 4-5=1867/1374, 5-6=1713/1310, 6-7=1867/1374, 7-8=2108/1419 BOT CHORD 3.12=1189/1893, 11-12=1116/1713, 8-11--1189/1893 WEBS 4-12=269/775, 5-12=-404/465, 6.11=404/465, 7-11=270/175 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL-3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl.. GCpl=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip COL-1.60 3) Provide adequate drainage to vent water 4) Plates checked for plus or minus pending. s 0 deg ee rotation about its center. �%,,-,^`PS 1 fill, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. ,% \V ` •,,, I� 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� O G E NS � � ', eI fit between the bottom chard and any other members. �����: •�,\ '•+�'T v 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (jl=1b) 3-815, 3 930 8=816. 8)'Semtrigid pftchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. 9) Hanger(s) or other Connection devices) shall be provided sufficient to support concentrated load(s) 129 Ib down and 119 Ib up at 7-0-0; and 1291to down and 119 lb up at 8-D-0 on top chord, and 3281b down and 291111 up at 7-0-0, and 328 Ib down and 291 It, up at 7-11-5 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. ATE ZG 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q' (V LOAD CASES) Standard '.�T� •;c� O R `� P ��`�� 1) Dead+ Roof Live Uniform VLoadsert 116'�70 (balanced): Lumber 6-Oef 70, 13-16Inmase=1.;OS, Plate Increase=1.25 �,,�SS��NA� tE��`% Concentrated Loads (Ib) Vert: 5=-108(F) 6=-108(F) 12=325(F) 11=-325(F) FL Cert. 6634 July 24,2014 A1VUmeG-VsoPd"A)aaa, aaa . u•A MITSaanosumP MM mltxarPmavrouarm-xnrax 11n1201sazPOBPIME Design valid for use onty vch Wok Connectors. This design is based any upon peamaters shove. and is for an Individual buhang component. ��� Applicabgty, of design parameters and proper incospomfion on of campent4 responsloity of bulling designer -not truss designer. Bracing shown h forlateml support of irdividuol veb members only. Additional temporaybmctng to Insure stability dutlng construction is the reysonsi al of the erector. Additional bracing the is the the building designer. MiTek' permanent of overall structure respornioity of horgeneml guidance regarding fabrication, quality control. storage.delivery, erection and bracing. consult ANSIAPI1 Quality Crilelo,DSO.89 and BC5l flooding Component 6904 Parke East Biw. safety Information q �pblefrom trussPhte Nstibte.781N. lea Sheet. Suile312 AkxanMa VA yt319. if Sautbem Pure tom) lumber is specified, the design slues ue Nose etlective O6/gl/1013byAl5C Tempo,R30810d115 Jab Truss TNg9 Type Dty Ply V27U00.PAW0ion Vega Res 27a40.PAV 12 COMMON 5 1 Ta435115 b J Rf f f II .sa, ran 1Ema, 11. ran 7F 3xd 4x4 = zs3o a Jul 78 Thu Jul 24 Scale=1:35.6 al __ 1$ 7. O 780 LOADING(psf) SPACING- 2-0-0 CSL DEFL. In (hoc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.09 8-11 -999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 Be 0.38 Vert(TL) -0.10 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Hor!(TL) 0.02 5 n/a n/a BCDL 5.0 Code FBC2010T7P12007 (Matrix-M) Weight: 611b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except• TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purling. 1-2,6-7: 2x2-0/16 SP Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS MTek recommends that Stabilizers and required cross bracing 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS. (lb/size) 3=741/0-3-0, 5=741/0-3-0 Max Harz 3=80(LC 6) Max UpIM3=471(LC 8). 5=471(LC 8) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 34=852/560, 4-5=-852/564 BOT CHORD 3.8=630/1071, 5-8=651/1071 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Fxp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and fight exposed: end vertical left and right exposed; porch left and right 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 noncencurrent wfth any other live loads. ` t%J11111111 truss • This ss 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 200 wide will ��-�^ fit the bottom chord and any other members. �� \V,pi,. A, , 6) Provide mechanical connecion (by others) of truss to bearing plate capable ofwithstanding 1001b uplift atjolm(s) except (jt=1b) 3=471. ��% O,.• s C E �% 5=471. ����; �,\ 7) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * 39i r ATE O R FL Cert. 6634 July 24,2014 ®NARA7Xi-Vadlr deLLynp-assusabRE1DM7E90N71aS,Vm A61mFD MIiErPFFE11pRFpbEMFXJ3 rea (/b/lplleflaflElRE Design void for use ont, svtlh Nick connectors.This design is based 0* upon parameters shovm, and' a for an lndvidual bum gmmponent. ApTPcabByof design parameters and proper incorporation of component b re ,acrablfty of budding designer -not truss designer. Bracing shown Is fa lateral support of Individual v eb members a*. Additional temparmy Lancing to insure slabLiy, duing comivetlon is The responsiblity of the Additionalananenl bracing of the ovens structre Is the respmmbinthe build h WOWerector. Safety at y of designs, For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI@II quality Wed.. Mill-89 and 901 Building camp onenl Womnalion gwapable from jruss Plate holitute, 781 N. Lee Sheet. Suit A4xandda. Vq 2ZiId. tl5outhem Pine LaP1lumber rsspe[Jebtlsedesign wluea are Naze eHecOve 06/0112013by ALSC 59a4 Parke East abd. Tampa,R3381041 15 Symbols PLATE LOCATION ANb ORIENTATION 1 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. 0.1 /l d/16 ' I L7��Forft x 2 orientation, locate plates 0-144' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 . width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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 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. Numbering System I 6-4$ dimensions shown in sixteenths I II(Drawingsscale) not to scale) 0 0 x U 0 O t- 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 [CC -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 A W C in the 2005/2012 NDS SP represents ALSCapproved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 01/29/2013 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. 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 vide 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/rPI I. 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%al time of fabrication. 9. Unless expressly noted, this design is not appFcable 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 deflection. 11. Plate pe, size, orientation and location dimensions indica ed 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 puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 U. spacing, or less, if no ceiring 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/IPI 1 Quality Criteria. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 27039-FL - #27039-Floors Main House Vega Res MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Vega, Rudy -Project Name: Vega Res. Model: - Tampa, FL3361OA115 Lot/Block: Subdivision: Address: 904 Osceola Ave. City: Fort Pierce State: St. Lucie County, F Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek20/20 7.5 Wind Code: N/A Wind Speed: N/A mph Roof Load: N/A psf Floor Load: 55.0 psf This package includes 8 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date 1 T6435074 FL1 7/24/014 2 T6435075 IFL2 I7/24/014 I3 T6435076 IFL3G I7/24/014 �4 T6435077 IFL4G 7/24/014 I5 IT6435078 FL6 I7/241014 I6 �T6435079 IFL7 I7/24/014I I7 " IT6435080 I171-8 I7/24/014 I8 IT6435081 IFL9G I7/24/014I The truss drawing(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, perANSI/TPI-1, Chapter2. J�J111 ,t`�PS 1 A1j 0 ��CENSFe92 . 39 0 STATE OF Z 1 0 N A� t0�%%% FL Cert. 6634 July 24,2014 Alberti, Thomas 1 of 1 Job Truss Truss Type Oty Ply e270 9.m Maln House Vega Rea 2703sM. FL1 Floor 11 1 Teaas974 o-ae H 24 O I 64 =W = 1.4 II 1 2 3 1i ID:ycgC70E3s bp6WVgMOE4_ayvU4Pa0R6OmGVM2xhT4pj7bOYJMPYG nhWSJlb4mEODyuaSt 1-11-0 �.� Siale'=1:327 ' Lt10 Aria 3a = 1.4 II 1.4 II sea FP=3x9 = 1.4 II 34 =6x6 = 4 5 6 7 a 9 10 11 0 18 17 19 15 14 13 12 3x3 I 4x8 = 34 FP= 31 = 31 = 4x8 = 34 II LOADING(psf) SPACING- 24).0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.79 Vert(LL) -0,28 13-14 -765 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.4113-14 >518 240 BCLL 0A Rep Stress Incr YES WE 0.80 Hom(TL) -0.06 11 n/a We BCDL 5.0 Code FBC20107TPI2007 (Matrix) Weight: 100 lb FT=0YF, 0%E LUMBER. BRACING. TOP CHORD 2x4 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc pudins, except BOT CHORD 2X4SPNo.2(fiat) end verticals. WEBS 2x4 SP No.3(Bat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-15. REACTIONS. (lb/size) 11=972/0-4-0, 1=972/0-4-0 FORCES. (Ib) -Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1482/0, 2-3=1477/0, 3d=1477/0, 4.5=2777/0, 5-6=-2777/0, 6-7=-2777/0, 7-8=2777/0, 8-9=1477/0 9-10=1477/0, 10-11=1482/0 BOT CHORD 16-17=0/2348, 1516=012348. 14-15=0/2777, 13-14=0/2348 WEBS 11-13=011686, 1-17=0/1686,8-13=1017/0, 4-17=1017/0, 8-14=0/710, 4-15=01710, 6-14=-257/0, 5-15=257/0 NOTES- 1) Unbalanced Boor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) "Semi -rigid plichbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strengbacks to be attached to walls at thew outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 111 1,`1P S A ,%�`A � %c E N 9 * 3938 ATE S1111111'ON A� 00' � FL Cert. 6634 July 24,2014 ANAAMHI-Ve4yd-01Pa smsa FsUDU) W7FS0N1VaTMV IMUDSDMRR�PMEN7r.74B as. JID1201189K9Pr/Sx . Design valid foruse only with Mlek connectors. nk designIs loasetl onN upon porametem shown. and is loranlndWdual buiBing component. ��- Applicabifity of design parameter and proper incerpomtion of component is sesponsIoTty of binding designer -not truss designer. Breda shown a farlatemisuppM pfindrvidual web members onN. Adefinol tempaorybocing to Insure stakonly during comhuction is he reseombluty of the erector. Additienat anent bracing of the overaD stmIs the the binding MTek' pmeclo�e responsibility of designer. For general guldance regarding fabrkation. cedly controL storage, delivery. erection and bracing. comull ANSI/TPII Ouardy Wed.. DS"9antl BCSI 8V11d1mg Cemponeof Safety lnfosmallen qya be lromrmis Plate lmtihde.781 N. Lee Sheet. Suite 312 Alexandria. VA 2ZiI$. 0 5ou01em Pure taP�lussrDer isspecified, tnedesips values are these effective AF01 2013 byAISC 69M Para East 8Nd Tampa. FL a361D4t 15 Job Truss Truss Type Oty Ply 627039-Floars Main House Vega Res 2i0]3FL FL3 Floor 10 1 TW36o75 b e erxp (optiona U48 F 2a0 Bads = 34 = 1x4 II ii mu eamsusam, etc. I au Jul %A m:aa:u adorn page ID:ycgC?OE3s bp6WYgMOE4ayvU4PJC?Ub6H77M3Y4EOwhJwnraMiXO8pFv9vgkVmxsyuu5s t 2-2-0 i aAa Soale: 3le-=1, 4x6 = 3x4 = 1x4 II 1x4 II 3o6 FIR = 3x4 = 1x4 II 3xde = 34 II 44 = M FP= 3x4 = 3x4 = 44 = side = Plate Offsets (X Y)— IYO-3-0 Edger (13 0-1-8 Edael 114,0-1-8 Edger 11 B*0-1-8 0-1AI LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdeff L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.8B Vert(LL) -0.31 12-13 >695 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 12-13 >489 240 BCLL 0.0 Rep Stress lncr YES WB 0.83 HDR(TL) -0.03 11 Na Na BCDL 5.0 Code FBC2010fTP12007 (Matrix) Weight: 1011b FT=O%F,O%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flal) *Except' 11-15: 2x4 SP No.t(Bat) BOT CHORD WEBS 2x4 SP No.3(flal) REACTIONS. (lb/sae) 11=983/04-0, 1=989/04-0 FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 11-18=-975/0, 10-18=-951/0, 1-2=-1511/0, 2-3=-1506/0, 3-4=1506/0, 4-5=-2870/0, 5.6=2870/0, 6-7=2870/0, 7-8=2870/0, 8-9=1549/0, 9-10=1549/0 BOT CHORD 15-16=0/2406, 14-15=0/2406, 13-14=0/2870, 12-13=0/2418 WEBS 10-12=0/1740, 1-16=0/1720, 9-12=296/0, 8-12=1015/0, 4.16=1050/0, 8-13=07745, 4-14=07755, 6-13=270/0, 5-14=272/0 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bacing: 14-16. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree notation about Its center. 3) "Semi -rig Id pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, an edge, spaced at 1D-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Stmngbacks to \\1 111 f 11 fT, be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of tap chord bearing and first diagonal or vertical web shall not exceed 0.5001n. �\ -�^• PS A • q �� 6) CAUTION, Do not erect truss backwards: 7) Warning: Addilonal permanent and stability bracing for truss system (not part of this component design) is always required.S'•• \\\ �" ........... •Q _ i 3938 ATE isoT 0 R •��SS�20NA, ��\\\. E Cert. 6634 July 24,2014 ®aIARtAIQ-YertryCe+Igo panaama+o4PFADID]FSOM IIQSAIAIX111DIDIfRAR£Fd£!If'pApEler-N1i rea Ub/10118rf0YEUfE Design va0d for use o*Wth buTek connactos. This design b based only upon ponamxam,Shawn, and k for an Individual building component. AppricabLy of design pammeters and properinconamalion of component 4 onporublity of buldng designer. not hue designer. Encino shown ��• a for lateral support ofindividual web members only. Addtional temPomry bating to iruus stolonly during construction k the responsiblliy of the erectar. AdoiHonalpertmnentbracing ofthe ov[!shuctweIstheresponublGyofthebuildingdesigner.Forgeneralguldancerecording M!Tek• fabrication gu.Uy control storage, delivery, erection and bmdng. coreM ANSI/IPII pug0y Wed.. USS-09 and BCSI Building Component So$*lniwmallon quo able tram mss Plafo l,slit l..MIN. Lee Street, Suite 312 Alexandria, Vq 314. tl5outltem purespihmSberisspeclled, the design slues are a effective06/0l/2013byALSC 69a1 Parke Earl Bhd. Tampa,FL336st BW. Job Truss TrussType Oty Ply #2T033Floore Main House Vega Rea 2]039-FL FL3G FlaorGWar 1 1 T6435076 eference o do al nausme6. no. Inu Jala51v 2:11;lo14 Pagel ID:ycgC7OE3s_bp5WYgMOE4_ayvU4P+IPZtoRllufBPiNz EOR00nutbnVn_Ne230FKSIyuuSr 0-0-8 H 28O l J34 1-513 b�1 L95� 41ur48 g 1J3-4 &7.4 ;pie=1:32.6 6x8= 31= 41= 3x3 = 1x4 I 34 FP = 1x4 II 1" II 3x3 = 31 = 4x4 = 3x6 = 1 2 3 4 5 6 7 8 9 10 11 21 6 ass II 4x10 = 3x3 = 4411 axe II 34 FP = 6xio = 6x6 = 5x5 = Plate Offsets IX VI— 11,0-3-0 Edg 1 110 0.1-8Edael 11CO30 Eda 1 112 0-2-0 Edcel 1130-1-fEda 1 r17*43-0 Edael 121 0-1-e D-"l LOADING (pop SPACING- 2-M CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.24 14-16 >915 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.37 14-16 -585 240 BCLL 0.0 Rep Stress Ina NO WE 0.75 Hoa(TL) -0.01 12 n/a n/a BCDL 5.0 Code FBC2010rfP12007 (Matrix) Weight: 1261b FT=O%F,O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2glat) TOP CHORD BOT CHORD 2x4 SP 285OF 1.8E(0at)'Except' 12-15: 2x4 SP No.2(flal) BOT CHORD WEBS 2x4 SP No.3(fiat)'Except' 11.13,1-19,4-17,8-14: 2x4 SP No.2(flat) REACTIONS. (lb/size) 1=111610-4-0.12=1420/0-4-0 FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 12-21=1394/0, 11-21=-1361/0, 1-2=1706/0, 2-3=.1701/0, 3-4=-1701/0, 4-5=3673/0, 5-6=3673/0, 6-7=-3673/0, 7-8=3673/0, 8-9=334210, 9-10=3356/0, 10-11=2385/0 BOT CHORD 18-19=0/2870, 17-18=0/2870, 16-17=0/3673, 15-16=0/3755, 14-15=013755, 13-14=0/2385 WEBS 11-13=0/2655, 1-19=0/1942, 1D-13=1315/0, 4.19=1364/0, 4.17=0/1062.6-17-307/0, 9.14=-735/0, 10.14=0/1449, B-14=-470/0,8-16-392/140 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center Structural wood sheathing directly applied or 5-3-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ` \Its 1 A. 4) Recommend Zx6 strongbacks, on edge, spaced at 1041-0 cc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to \\\ be attached to walls at their outer ends or restrained by other means. ,% % A P. I 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not "Wed 0.500in. 6) CAUTION, Do not erect things backwards. �...... + 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 645 Ill down at 14-5-i on top chord. The desigNselenion of such connection devices) is the responsibility of others. 3938 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plq Vert: 12-20=-10, 1-11=-100 Concentrated Loads (lb) - Vert:9=-565(F) ATE <N� c�OR10P:N�`U�• S1ONA1-E�0%% #///1111111\\\ FL Cert, 6634 July 24,2014 AtYArtB#rA-vwreey,yaaaart,...eaaoono>ssox7ror,um nnwmrrtmrutuEr�'pu+eem-xnrea 1/n/muev6aFraa Deignvoild foruse onlywith Nufeleconnectors.this design bbased only uwalsommetenshown, andlatorommol Wduolbuird'mg component. Applicability of design Remmers. and properinaorpomtion of component b rasponsbllity of bu9ding designer - not hums designer. Bracing shown isfabtemlwpportofmdMdualy bmembenonN.AdCtionolternwarybmcmgtolneJrestablitydurngconshuctionisfherespmypffi1yofthe erector. Additional bra bracing of the oveu is he MiTek' permanent m sm ciure resporlvbility of the building designer. For general guidance mounding fabrcclbn. quality control storage, delivery. erection and bracing. comull ANSI/LPII Quietly c+Iledo. D58.89 and bat Building Component Safety lnformatlon qvo able horn Truss Plate lnditute,781N. Lee Sheet, Suite 312 Alexandra, VA p3�19. � 6904 Parke East BAN. Tampa, FL 336104115 05o1dhem PirnM Lai lumber is specified, the design values we Nose effective O6/ui(2013 byAISC Jab Truss Truss Type Div Ply 921039FI4ars Main House Vega Res 27034FL FL4G FloorGWer 1 1 T643507r lob e ere(option.11 1 3x6 = 3x8 = 7.530 s Jul 112014 Mrek led.shles. Inc. Thu Jul 24 10:42:172014 Page 1 ID:ycgC70E3s_bp6WYgMOE4 ay U4P-Fb7FOnINfrJFKKVIakyFW?R8CBxmjt6BH2 u4kyuuSq on I 1311 I 3Kd = 3x4 = 34 = 3x6 = Scale=1.16.9 l Plate Offsets (%h— (3,0-2-0 Ednel (6.0.1-e Edoel 17,0-2-0 Edael (10 0.1-8 0-1-81 LOADING (pso SPACING. 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(L-) -0.03 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(fL) -0.04 7-8 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.64 Hom(TL) 0.01 6 n/a nfa BCDL 5.0 Code F13C2010riP12007 (Matrix) Weight: 64 IS FT=O%F,O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Flat) TOP CHORD BOT CHORD 2x4 SP No.2(gat) WEBS 2x4 SP No.3(6at) BOT CHORD REACTIONS. (Ib/size) 9=685/0-0-0, 6=837/0-4-0 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 9-10=673/0, 1-10=-656/0, 1-2=1017/0, 2-3=101710, 3-0=1374/0 BOT CHORD 7-8=0/1412, 6-7=0/794 WEBS 1-8=0/1141, 2-8=317/0, 3-7=55910, 4-7=0/827, 4.6=1095/0, 3.8=-453/0 Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid wiling directly applied or 10-0-0 oc bracing. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about Bs center. 2) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2z6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each Wss with 3-10d (0.131"X 3") nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 565 Ib down at 5-9-1 on top chord. The design/selection of such Connection device(s) is the responsibility of others. 6) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 7) In the LOAD CASE(S) section, loads applied to the law of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Incease=1.00, Plate Inaease=1.00 Un'dorm Loads (pit) Vert: 6-9=10, 15-100 Concentrated Loads (lb) Vert: 3=565(B) W:Cir ATE :�W c�0R1�N�`. S1ONA1 E%%``. 2j�nnnnnIt' FL Cert. 6634 July 24,2014 ®xAFMM-veNrdeWwpvaa,ehaamA£AD xarrs Ox Txr9AIm fICVOm xrrexRumtxtolsexn.len rc. J/zv/iar4etFmFeu Dedgnvalid foruseony Wth Mlekconnecco.misdesigabloned oayupon paromelenshown and 6foronhislMdualbulldirlgcomponent. �� Nil' Apprx abNly of design pammelea and properincoryomtion of componentk responsblily of bugdbg designer. not truss designer. Bradag shown Is for lateral support ofindividuol web members only. Addillonol lertWomrybacing to inmre stabiUhduMg construction's the responsibly of the ereclor. Additional laol of the ovemti structure is the responsblity of the building designer. For 7 Safely permanent general guidance regarding fabrcatbn, quality control storage, delNery, erection and bracing, cemult ANSI/I1`I1 gustily CMada, DID 89 and BCg Building Component Information q�]able ham Truss Plata lnstitute.rslN. Lea Sheet Suite 312 Alexandra, VA �2114. tl5outhem Pirse r5P)rumps!iiryeYffsed. ruedesilil valaes are tHoseeffective0 01 20131,yA15C 6904 Parke East SM. T-reps.R3361"115 Jab Truss Truss Type Cry Ply 02703}Flaon Main House Vega Rea 27039FL Fib Floor d 1 W35078 ce (optional I 2E 41 = 1z4 II 1 2 ID:ycgD7DE38 bp6WY9MOE4 ayvU4PasnhdD7J00HR6xh7VMRTUTC_CHbCbSHOLWikRXByuuSp H- 2-8 1 2.60 I °M Scale =1:39.0 1.4 II b8= 3z4 = 34 FP = 3x3 = 3x3 = 1x4 11 14 = 1x4 11 3x3 = 3 4 5 6 7 8 9 10 it 12 13 III II/�\II/III\ I_I/�\ I'II 3411 4x10 = 34= 1z411 3x8M18SHSFP= 3x6= 1x4 II 41 = 3z3 II 0 0 Plate Offsets (X n— IrEdde 0-1-81 112'0-3-O Edoe1 115:0-1-12 Edo 1 LOADING(PSQ SPACING. 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.40 16-18 >664 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.6216-18 >427 240 M18SHS 2441190 BCLL 0.0 Rep Stress lncr YES WB 0.73 Hoa(TL) 0.02 13 me rile BCDL 5.0 Code FBC2010rrP12007 (Matra) Weight: 1211b FT=O%F,0%E LUMBER- BRACING. TOP CHORD 2x4 SP 285OF 1.8E(flat) *Except' TOP CHORD 1-4:2x4 SP No.2(flat), 11-13:2x4 SP NoAlfiat) BOT CHORD 2x4 SP 285OF 1.8E(flat) BOT CHORD WEBS 2x4 SP No.3(flat) -Excepr 12-15,1-21,9-15,3-21,9.16,7-16,3-20:2x4 SP No.2(flat) REACTIONS. (lb/size) 22=1221/0-3-8, 13-1217/0-3-8 FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-22=1214/0, 1-2=-1925/0, 2-3=1925/0, 3-4=-4028/0, 45=-4028/0, 5-6=4028/0, 6-7=4352/0, 7-8=-4179/0, 8-9=-4179/0, 9.10=2276/0, 10-11=2276/0, 11-12=2266/0 BOT CHORD 20-21=0/3195, 19.20=0/4352, 18-19=0/4352, 17-18=0/4352, 16-17=0/4352, 16-16=0/3374 WEBS 12-15=0/2598, 1-21=012219. 10-15=550/0, 2.21=297/0, 9.15=1281/0, 3-21-148210, 9-16=0/940, 8-16=355/0, 7-16=-639/228,5-20=264/128,3-20=0/972, 6-19=112/260, 6-20=858/89 Structural wood sheathing directly applied or 2-2-0oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) Plates checked for a plus or minus 0 degree rotation about *its center. 4) "Semi -rigid pftchbreaks including heels" Member end fully model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X W) nails. Strongbacks t be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ° 39: ATE :44� O R tiO ff\?`, DNA1- %%%%%� llnnull` n FL Cert. 6634 July 24,2014 �19AAwrro-vwrevLp, rsaoemn aoeaFAp wrFtorr7wsArm nnrmm rNraLUFtxrraf P,raaxrr-7In re. 4/ssRpwdetrassuu Designvalidfwuseonywoh MTekconneatws.Thkdeslgnisbas o*uponparametersshownandisfwanhdry udbmel gcomponent. Applicability of design parameters and properincwpwatbn of <ompomenth responabmty of bu0ddng dedgner-not We designee Bmdrg shown is for lateral apport of intlivitlual web members ontyAdditional temporarbracing to Insure stebTlly during comhaclion b the respomib00N of the erector. Additional permanent brachg of the overall sirvt is the responageny of the building designer. For' general guidance regarding WOW SabNtnformatkm labdcatiom, quality control. storage, delNery, emotbn and bracing, consult ANSI/TPII QUORY Were, 1511-89 and BCSI Works Component s�o able from Truss Plate Institute, N. Lee Steet. Sage312Alexandrla, VA 2�I4. tl Soutltem Pirrc lumber isspecifred,thedesipLniuesare9rose O6(Y3y2013byALSC fi9W Parke East BM. Tampa. R assi64115 LaP�� e1}e[tire Job Truss Truss Type Gty Ply M039-Rows Main House Vega Res 27033FL FL7 Floor 3 Tfi4350]9 �......._. �___ o e e a ID:ycgC70E3s_op6WYgM0E4 ayvU4PC F7RTKeBa2r24ihw9JDQWPY1WOBgcUILT 3dyuuSo 0. 13 H 1 2so I 10-0 1 aao $vale=139.3 Us = 34 = 2 1.4 II axe = 1.4 It 3x4 = 34 FP = 34 = 3x3 = 1.4 II 3x4 = 1x4 II 34 = 3 4 5 6 7 6 9 10 11 12 13 U 21 20 19 18 17 16 15 14 3x3 II 4x10 = axe = 1.4 II 3x8 M18$HS FP =3x6 = 4x10 = 3x3 I 1.4 II Plate Offsets (X.Y1— 11030 Edael f130.3-0Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) IldeB Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.34 16-18 >753 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.5316-18 >484 240 M18SHS 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.99 Hom(TL) -0.09 13 n/a n/a BCDL 5.0 Code FBC201OFFP12007 (Matrix) Weight: 122 lb FT=O%F,0%E LUMBER. BRACING - TOP CHORD 2x4 SP No.2(Flat)'Except- TOP CHORD Structural woad sheathing directly applied or 2-2-0 oc pudins, except 5-13: 2x4 SP No.1(0at) end verticals. BOT CHORD 2x4 SP 285OF 1.8E(fiat)'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-17: 2x4 SP No.1(Oat) WEBS 2x4 SP No.3(0at) REACTIONS. (lb/size) 13=1173/0-4-0, 1=1173/0-" FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 1-2=1829/0, 2J=1824/0, 3-4=182410, 4-5=3786/0, 5-6=378610. 6-7=3786/0, 7-8=4020/0, 8-9=3821/0, 9.10=3821/0, 10-11=1823/0, 11-12=1823/0, 12-13=1828/0 BOT CHORD 20-21=0/3036, 19-20=0/4020, 18-19=0/4020, 17-18=0/4020, 16-17=0/4020, 15-16=013032 WEBS 13-15=0/2081, 1-21=0/2082, 10.15=1411/0, 4-21=1415/0, 10-16=0/921, 4-20=0/875, 9-16=327/0, 6-20=257/171, 8-16=.625/172, 7-19=144/307, 7-20=-847/153 NOTES- 1) Unbalanced Floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. \ \\\S 1 A�f 3) Plates checked for a plus or minus 0 degree rotation about its center. \ 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,%\\_n P. , 5) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to ,�.�3.O\`s,' ...N %c be attached to walls at their outer ends or restrained by other means. ��`'�'�,\ v 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. ' 7) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 39311 OR IV. /ONA1 E� 1111111101\ FL Cert. 6634 July 24,2014 ®FL14M]n-vwrr aarga Aaraa.rra awprAo ro1FBaNINRANB m¢wmfgiuAaFxucenlasrm-nnm. i/n/nuea¢aBsu[ D.Ygnwlidfa..e ?y Wth NUTekconnmtas.lhbdedgn¢b sedonry/ p nparametenshol and is faranindividualbuddhgcomponent. �� Applkesi abLtyofdgnparametersandproperinewporationofcomponentarespo Mtyofbuddier ngaedgn-nottrussdedgner.Bracingshaven Istviatemisupportof VSMdualwebmembenonly. Additional temporarybiachg to lnsme slablUty airing aondmotion Is the responsbinly of the erector. Additional bmhn cing of the overall sbace is the respmel of the bulding designee For MiTek' permanent general guidance regarding falbprricatbn, quafty gcontrol. storage, delivery. erection and bracing. wnsNt ANSVII41 sunnyy Wants. D5B-89 and BCSI BuAtling Component tt SguNem Pure 15V� 16unMerisspe ifmd,thedezpsvaluesta thg Lfl eacnt 06/01/2013byAtSC 6904 Para kEastBN0. Tampa, FL336104115 Job Truss Truss Type Dry Ply 429039ilaors Main House Vega Rea 2703SWL FLB Floor 0 1 T6435080 Job Reference (Optional) Ob8 I� 26O i10.a I 64 = 34 = 1x4 11 1 2 3 ii Ina Jai za IUAZ:IV lu14 Yage I ID:ycgC90E3s_bp6W/gMOE4vU4L ayP_F7RTKeBa77 hw9j00WRG7YSBmnUILT_3dyuuSo I— 2-00 1 0-11-0 3x3 = 1.4 11 31 = 4 5 6 Sv1:25.5 98 I 1.4 I 3.3 = 6x8 = 7 8 9 0 15 14 13 12 11 10 34 I axe = 1.4 II 3x3 = 34 = 3x3 II LOADING (pso SPACING- 2-" CSI. DEFL. in (toe) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL)-0.1511-12 V999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL)-0.2111-12 V799 240 BCLL 0.0 Rep Stress Ina YES NB 0.60 Hom(TL) -0.02 9 n/a Na BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 82 lb FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flap TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except BOT CHORD 2x4SPN0.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 9=752/041-0, 1=752/0-4.0 FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(I1b) or less except when shown. TOP CHORD 1-2=1092/0, 2-3=-1067/0, 3-4=-1087/0, 4-5=1639/0, 5-6=-1639/0, 6-7=1097/0, 7-8=1097/0, 8-9=110210 BOTCHORD 13-14=0/1639.12-13=011639,11-12=011591 WEBS 9-11=0/1252, 1-14=0/1240, 7-11=265/0, 3-14=-293/11, 6.11=-576/0, 4-14=710/0, 6.12=1111349 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about 8s center. 3) "Semi -rigid pdchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131"X 3") nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chard bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `% 1Aff E N m se 393 OR I • Cj�`>``` 11110 N A' S %%% 1100 FL Cert. 6634 July 24,2014 ®MARMIO.YWrde+4n YnmecnrrMNEAa AVT£SGr1BRAfAfN1L0m HI1AAFfFnfl,�MGEMfl-H>3rea UZ9/1g14@tGRfREaaaaa Dedgnvalfd foruseonbwdth Mirekcomectors.fiodesignbbosed only uponparametorsshovm. and bforankaMuclbugdmg component. ApplicabiBN of design parameters and proper incorporation of componentB responsb0ly of buBdug desgner-not hums designer. Bing racshown �� isfarlatemlmppWofindMduolarebmemb monly. Additional temexacgbradngto marecalcify dl,gconstruction is the respombBBlyofthe erector. Addtional anem boverall the building designer. of the shualure IsthenospombifN MiTek' pea recing fa of general guidance regarding fabrbatton, quaBly conk t storage, deHveq. erection and bracing, consult ANSI/1PL GVaBIy Wer a, OS11419 and BUI BuBding Component 69U Parke East BW. Salerylnlarma.n q able hampuss Plate Nsfitute,781N. Lee Sheet, Suite 31Z Alexandda, VA. 2D�1 OSpmlNem Pi1re 15P� lumber rzspeci0td,tlse tlezipl ntues are Nose eBe[tive O/01/2013 byA15C Tampa R33810d115 JOb Truss Truss Type Oly Ply x2]o39-Floors Main HoualVega Res 6435pe1 2]039-FL Fl.9G Floor 1 1 J b R f r f I I M = N 2 3x4 = 3x4 = 6 r.J:W s JN 11 Lm4 mneX us nines, ec. I nu aN z51UAz,Lu 4u14 rage 1 ID:ycgC4OE3s_bpSWYgMOE4_ayvU4P-gAoNepLGyuhgB?HtTSVyYd3h2P?n Juez4DYc3yuuSn 3 3x4 = 4 1x4 II 5 3x5 = Scala=1:10.4 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.01 6 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.02 6 >999 240 BCLL 0.0 Rep Stress Inor NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matniv) Weight: 26 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4SPNo.2 TOPCHORD BOT CHORD 2x4SP N0.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 7=665/Mechanical, 5=665/Mechaniml FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=796/0 - BOTCHORD 6-7=0/789, 5.6=0/789 WEBS 2-7=953/0, 3-5=953/0 Structural mod sheathing directly applied or 5-4-14 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommendsthat Stabilizers and required cross bracing be installetl tludng truss erection, in accordance with Stabilizer Installat'On gu'tle NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) fortmss to truss connections. 3) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3.10d (0.131" X T) nails. Stngbacks to be attached to walls at their outer ends or restrained by other means. 5) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. 6) 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 4 Floor Live (balanced): Lumber Increase=1.00, Plate Increase :1.00 Uniform Loads (pit) Vert: 5-7=10, 14=250(F=150) c�0R10•."'N"� S'0NA' S%�%% 1111110 FL Cert. 6634 July 24,2014 ®FrAuaro-vwrde.y, yanmeRn.4dAFA0 AofrsonrarANor»vmm raiuxrsmrlu¢oAasurr-]4n rea.Vu/mraeeavruu Design valid forum only with Wei, connectors. Title design is coved only upon parameters shown. and b loran individual boitling component. �'- Appll000lity of design poramelem and praperincorporalion of component m respomtlily of budding designer -not truss designee Bracing shown Isforlateralwppodofindividualvrebmembersonly. AdditionaltemporaybrachgtoinwmtabiltyduringconshuctionbMeme onsiblltyofthe erector. Additional permanent brachg of the overall structure is Uerespomibilty of the building designer. For general guidance regarding MiTek' fabdcatlon, quality control, storage, delivery, erectron and bracing, conwlt ANSWPII Quality Coll DSO.89 and BCBI Building Component 69M Padre Eat Blvd. Safely lnfarmallon q ble from Truss Plate le0ifute.781 N. Lee Street, Suite 312. Alexandda. VA 14, I15vuNem Pure 15P lumber isspecifie ]. thedesign values aretrrozeeQecdve 06 0312013byAl5C Tempo, R83e18-0115 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 - Center plate on joint unless x, y 4 offsets are indicated. 6u4-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft ssixteenths. Apply plates to bothh sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for miss system; e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 01 - /16 r CI-2 CM 2. Truss bracing must be designed by an engineer. For T WEBS o 4 p .z, 04 w h p a U �y� ; W wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. M v° O ss U 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. o_ OF 0O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate �— designer, erection supervisor, property owner and plates 0-'nJ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Dint and embed fully. Knolls and wane at joint 3ocations required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9 Unless exflesslynoted, this design is notpplicalefor ICC-ES Reports: use With a tread, or green mber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate Iype, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated by symbol shown and/or ished SYP represents values as published by Awns the 2s as publNDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if Indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no telling is Installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. mm (p 18. Use green Treated lumber may pose unacceptable nmental,1, health or performance risks. Consult with environmental, project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss COnstfUC110n, and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, MiTek 20, Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. I MiTek Engineering Reference Sheet: MII-7473 rev. 01 /29/2013