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RC-12-1016 Best Truss Company, Inc. 7035 SW 44th ST Miami, FL 33155 Russ Tel: (305)667-6797 Coca , Inm Fax: (305)667-0592 Re: 121107: CENOZ RES. Site Information: Project Customer:LAO CONSTRUCTION Job Name:CENOZ RES. Lot/Block: Subdivision Site Name: CENOZ RES. Site Address: 51 NW 110 ST. MIAMI SHORES St: FL Zip: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010rrPI2007 Design Program: 7.34 Feb 24 2012 Roof Load: 55.0 psf Floor Load: WA Wind CodeASCE7-10 C-C for members and forces&MWFRS for reactions Wind Speed: 175 mph This package includes 53 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. Date Truss ID# Seal# No. Date Truss ID# seal# No. Data Truss ID# Seal# 1 08/23/12 CJ11 A0002127 21 08/28/12 HH3 A0002147 41 08/28/12 STI A0002167 2 08/28/12 CR A0002128 22 08/28/12 HH4 A0002148 42 08/28/12 ST2 A0002168 3 08/28/12 CJs A0002129 23 08/28/12 HHS A0002149 43 08/28/12 T1 A0002169 4 08/28/12 CJBA A0002130 24 08/28/12 J2 A0002150 44 08/28/12 T2 A0002170 6 08/28/12 GRI A0002131 25 08/28/12 J2A A0002161 45 08/28/12 T2A A0002171 8 08/28/12 GR2 A0002132 26 08/28/12 J2B A0002162 46 08/23/12 T3 A0002172 7 08/28/12 GR3 A0002133 27 08/28/12 J2C A0002163 47 08/28/12 T4 A0002173 8 08/28/12 GR4 A0002134 28 08/28/12 A A0002164 48 08/28/12 TO A0002174 9 08/28/12 H1 A0002136 29 08/28/12 AA A0002155 49 08/28/12 T8 A0002175 10 08/28/12 H2 A0002136 1 30 08/28112 AB A0002150 60 08/28/12 v1 A0002176 11 08/28/12 H3 A0002137 31 08/28/12 AC A0002167 51 08/28/12 V4 A0002177 12 08/28/12 H4 A0002138 32 08/28!12 J6C A0002158 52 08/28/12 V8 A0002178 13 08/28/12 H6 A0002139 33 08/28/12 J8 A0002159 53 08/28/12 V8 A0002179 14 08/28/12 H8 A0002140 34 08/28/12 JOE A0002160 15 08/28/12 H7 A0002141 35 08/28/12 J6F A0002161 16 08/28/12 HG1 A0002142 36 08/28/12 is A0002162 17 08/28/12 HG2 A0002143 37 08/28/12 M1 A0002163 18 08/28/12 H03 A0002144 38 08/28/12 MG1 A0002164 19 08/28/12 HH1 A0002145 39 08/28/12 MG3 A0002165 201 08/28/12 HH2 A0002146 40 1 08/28/12 S4 A0002188 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. AUG 2 8 2012 Trusts Design Engineer's Name: Jose Martinez, P.E. Co�®�9 E � � tructural 24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) 2 5t et aleah, FL 33 NOTE: The seal on these drawings indicate acceptance of one (305) 667-6797 professional engineering responsibilty for the truss (Florida P.E. 031509) components shown. Page 1 of 1 Engineers Name Date Best Truss Co. To: Production 7035 SW 44 Sk LAO CONSTRUCTION Miami,FL.33155 Job Number: 12H07 (305)667-6797 Fax: (305)667-0592 PW- I Project:CENOZ RES. Block No: 2810 NW 10 AVE. Date: 08/28/1214:36:05 Model: Lot No. MIAMI,FL 33127 Contact: Site: Office: Deliver To: Account No: 000000011 Name. CENOZ RES. Designer: / Phone. (305)450-4305 51 NW 110 ST. Salesperson. JUAN LOPEZ Fax: Quote Numbei: Tentative Delivery Date: MIAMI SHORES,FL P.O.Number. Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH Built By: 11-03-00 4 CJ11 MONO TRUSS 3-51 1 CJ7 07-00-02 MONO TRUSS 3.54 08-05-01 1 CJs GIRDER 3 1.77. 1 CJ8A �s-05-01 GIRDER 3 -51 1.77 1 GR1 18-04 GIRDER 5 .00 27-05-00 1 GR2 GIRDER 5. 28-08-00 1 GR3 GIRDER 5.00 1 GR4 17-08-00 GIRDER s 1 H1 2842-00 HEP s. 00 28-02-00 1 112 HIP 5.00 28.08.00 an, 1 10 HIP 5. 28-08-00 1 H4 HIP 5.00 ° 1 HS 2848-00 QUEEN POST 5 .00 28-08-00 1 H6 HIP 5.00 28-08-00 I H7 HIP 5.00 I HG1 284)2-00 GIRDER 5A Cc nsulting E St uctural 28408.00 ialeah, FL 3 t HG2 GIRDER s. AUG I ne (305) 667-679 IR-1,40 RE. 031609 15-10-00 1 HG3 GIRDER s 2. Best Truss Co. To: Production 7035 SW 44 Sid Mhtn i FL.33155 LAO CONSTRUCTION Job Number: 12H07 (305)667-6797 Fax: (305)6674592 Pte: 2 Project:CENOZ RES. Block No: 2810 NW 10 AVE. Date. 08/28/1214:36:07 Model: Lot No. MIAMI,FL 33127 Contact: Site. Offiw. Deliver To: Account No: 000000011 Name: CENOZ RES. Designer: / Phone: (305)450-4305 Salesperson: JUAN LOPEZ 51 NW 110 ST. Quote Number: Fax: Tentative Delivery Date: MIAMI SHORES,FI P.O.Number. Profile: Qty: Truss Id: Span toss Type: Slope LOH ROH Built By: 17-08-00 1 HHl SPECIAL 5.00 17-08.00 1 H112 SPECIAL 5.00 17-08-00 1 HH3 SPECIAL 5.00 17-08.00 1 HH4 SPECIAL 5.00 17-08-00 1 HHS SPECIAL s 02-00.0 2 J2 11 SPECIAL 5.00 r I J2A 024XMM SPECIAL 5.00 r F 10 J2B 024)000SPECIAL SAO 1 J2C 02-00.00 SPECIAL 5.00 f ' 1 J4 04410-00 SPECIAL s 2. 2 J4A 04-00-00 DNVERTED s 2. v yy M' 1 J4B 04-00410 RWERTED 5.00 2. 'y 10 J4C �� SPECIAL 5 2 J5C 05-00SPECIAL 5 8 J6 06-00-00 SPECIAL 5 AUG 100 G 2012 j0SE MIA D.C. 1 J6E 06-00-00 SPECIAL 5.0( Consulting Eng' r fractural 24 8t 2. lip 2 J6F JL 06.00.00 INVERTED s lone (3 5) 97 2. (Florida RE. 0315 OS-00-00 15 JS MONO 5.00 I 1 Best Truss Co. To: 7035 sw 44 stF Production LAO CONSTRUCTION Miand,FL.33155 Job Number: 12H(V7 (305)667-6797 Fax: (305)667-0592 Page: 3 Project:CENOZ RES. Block No: 2810 NW 10 AVE. Date; 08128/1214:36:10 Model: Lot No: MIAMI,FL 33127 Account No: 000000011 Deliver To: Contact: site: office: / Name: CENOZ RES. Designer: Phone: (305)450-4305Salesperson: JUAN LOPEZ Fax: 51 NW 110 ST. Quote Number: Tentative Delivery Date: MIAMI SHORES,FL P.O.Number. Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH Built By: 044)0-00 1 M1 SPECIAL SAO 1 MG1 034XMM MONO TRUSS 5 1 MG3 04-00-00MONO TRUSS 540 15-10-00 2 54 CATHEDRAL 5 2. 28-08-00 1 ST1 SPECIAL SAO 1 ST2 9.00 SPECIAL 5.00 4 T1 28-05-00 QUEEN POST She 2840-00 5 T2 QUEEN POST 5 27-02-00 -y L T2A QUEEN POST 5.00 1 T3 19-04.00 SPECIAL 5.00 . 14.10-00 1 T4 KING POST 5.00 17.08-00 1 T5 SPECIAL 5.00 17-08-00 5 T6 SPECIAL 5.00 02-00-00 2 V1 F FIs GABLE 5.00 04-00-00 JOSE MA E . 1 V4 VALLEY s nsulting E 4 uctuml 1 V6 �� VALLEY 5. Zalone esh, FL (305) 667-679 (Florida 1 V8 "-00VALLEY S. Production disclaimer,replace with your disclaimer. _7 i Job Truss Truss Type Q►Y Py LAO CONSTRUCTION 121-107n CJ7 MONO TRUSS 1 1 A0002128 Job Reference o BEST TRUSS CO.,MIAMI,Fl-BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc.Tue Aug 2814.43:14 2012 Page 1 10:gYen2JYmiawt?bMmairLyjPJUe?NMgYW LIyWggOkl9mWgwpptWPXumWfyjlwc 7.0.2 74)-2 21911 Scale-1142 2 3 3.86 P2- 1-3 2KS N0.2-7-5-7 121-32s8No2-74.7 2-8 No.3 1-7-8 1 1-0 - 111 1-4 2K9 Not-7414 30= 8 8 ado 11 2[4 II 4 I-KO140 0-14KO440 M7-0.2 5.7--14 Plate Offsets MY): [1:0.8.10,0441[1:0.0.5,141411 LOADING(pal) SPACING 2-0-0 CSI DEFL in (lac) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.02 1-5 >999 350 MT20 244/190 TCDL 15.0 Lumber increm 1.33 BC 0.52 Vert(TL) -0.12 1-5 >884 180 BCLL 0.0 Rep Stress in r NO WB 0.00 Hora(m) 0.00 n1a n1a SCOL 10.0 Code FBC20 WrP12007 (lok) Weight-36 lb FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Stnuctu tl wood sheathing directly applied or 840 oc purlins, BOT CHORD 2x8 SYP Not except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3' REACTIONS (lh/ato) 1=1881140.0 (min.0.1-8),6=36410.1-8 (min.0.1-8) Marc Horz 1=182(LC 4) Max Upgft1-159(LC 0),5-288(LC 4) Max Grov 1=299(LC 21),5= 3(LC 2) FORCES (Ib)-Maxlmunh CompressloniMaudmum Terson TOP CHORD 1-2=*12lM,2-3 7/0,2 Q*18 BOT CHORD 1-11=1110,5"M,44=010 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vad=138nhph;TCDL=Q.Opsf;BCDL=B.Opsh h=101t;Cat.8;Exp C;Encl.,GCpW.18; MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about Its center. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)Provide mechanical connection(by others)of truss to beaming plate at joints)5. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 159 lb uplift at joint 1 and 288 Ib Uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,norooncurrent with any other live loads. 7)°Send-rigid pitchbreaks with fixed heels°Member and fbdty modal was used In the analysis and design of tits truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Stamford 1)Regular.Lumber Increaefti.33,Plate Increase=1.00 Trapezoldal Loads(pif) Vat 1}2(F-9,B-}to-'-WV-8,",1¢8(F-34,8=34)-to-2=4 27(F=-20,8-26),2-82(F-28,B-2*to-3}S7(F-2S B-28) Jab s Those Tn Type Qh► Ply LAO CONSTRUCTION A0002129 12HO7 CJS ROOF TRUSS 1 1 Job RIMUM e BEST TRUSS CO,MIAR%FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Indusbfe%Ino.Tue Aug 2814:43:18 2012 Pagel 10: FnZgvM17y5IMMAwThlHiwnrerNtaYyPev 3-2-2 8-b-1 3.22 5.215 aceta=1:18.3 3x4 11 3 4 3.84 12 / 3-5 N0.3 1311 294 11 2 142d Not-811-2 8 1 2$ B$2x8 Not-8�7 182x8No2-32ai 3x4 I I 3x4— 7 14) 1.77F12- 6 5d .77 1285 2213 3-2 2 2-213 0.11-0 5.215 Plate Offsets MY): [3:0.2-0,0.14],[8:0.3-0,0.3-8] LOADING(pef) SPACING 2-0-0 CSI DEFL in (hoc) Well Ud PLATES GRIP TCLL 30.0 Plates increase 1.00 TC 0.51 Vet(Lla -0.01 5.6 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 SC 0.24 Vwt(tL) -0.04 5.8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Hwz(TL) -0.00 5 n1a Na SCOL 10.0 Cade FBC2010/TP12007 (Metrix) Weight:44Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SYP Not TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puril e, BOT CHORD 2x8 SYP No.2 swept end va Beale WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or6.0.0 oc bracing. REACTIONS (IWslw) 60435/0.11-5 (min.0.148),5=30%lecfhehical Max Hors 6=224(LC 4) Max UpIRS-462(LC 6),5}337(LC 8) Max Grav 6=588(LC 21),5=607(LC 18) FORCES (Ib)-Ma dnwm CompreasiofVlAmdmum Tension TOP CHORD 1-2=•2341102,2-3}1971107,3.410/0,3-8=x383/342 BOT CHORD 1 7c 48f248,67=--4BP148,8.8}122113g,5-8=-1041158 WEB 248-447=5 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=9.Opsh,BCDL=6.Opsf;h=101t Cat.il;Exp C;End,GCp1=0.18; MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This bum has been designed for a 10.0 psi bottom chord live load norwoncurrent with any other live loads. 4)Refer to girder(s)for truss to truss connectlorm. 5)Provide mechanical connection(by others)of truse to bearing plate capable of with ng 462 lb uplift at joint 6 and 337 lb uplift at joint S. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurreht with any other We Ion" 7)"Send-rigid pitchbreel;with fixed heels"Member and fixity model was used In the analysis and design of ids truss. 8)In the LOAD CASE(S)sector,loads applied to the face of the truss are noted as front(F)or beck(B). LOAD CASE(S)Standard 1)Regular:Lumber Incr1.33,Plate Increase=1.00 Trapezoidal Loads a" Vert I=0(F=38,B=3*to4I}153(F¢39,Bim),3}108(F-M,0=49)-to-4o-113(F-42,B-42),1=0(F=10, 0=10)-to-8115(F--2,BQ,8}15(F=2,B=2)-t*G-42(F=--11,B:-11) Job s Trues TruasType my Ply LAO CONSTRUCTION 12H07 CJSA ROOF TRUSS 1 1 A0002130 Job Reference(optloneO BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc.Tue Aug 2814:43:17 2012 Page 1 I0:gYen2JYntlawt?blVpmff Ly]PJU-1IOU 2-3-9 5.2-9 84-1 33.9 2-11-0 32-8 29411 Some=1189 3 4 3.94 12 n 39 No3-12.2 1.42x8 Not-841-2 2 3x8 8 1 sszxsNo2-032 Na3 1 0 bd 2x9 -2311 29411 b b 09910"1 1� 1.77 12 We= s 1.44 2-39 1.4.4 0.11-5 8.1.8 Plate Offsets MY): [1:0.9-12,0.149,[1:Edge,0.0.71,[6:09.4,0.39] LOADING(psi) SPACING 2-0.0 CSI DEF. In poo) Well L/d PLATES GRIP TCLL 30.0 - Plates Increase 1.00 TC 0.33 Vert(LL) 402 5-6 >999 380 MT20 2441190 TCDL 15.0 Lumbr Increase 1.33 BC 0.38 Vert(TL) -0.10 5-0 >713 180 BOLL 0.0 Rep Stress I n r NO WB 0.15 Horz(TL) 0.00 8 Na We BOOL 10.0 Code FBC2lt1on?m 07 (Matsu) Weight:43 lb FT=0% LUMBER BRACING TOP CHORD 2x6 SYP Not TOP CHORD Structural wood sheathing directly applied or 8.0-0 oc purlins, BOT CHORD 2x8 SYP No.2 Mwept and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 644 oc bracing. REACTIONS Qbfslze) I=-117/0-11-5 (min.0.141),6=6241.11-5 (min.0.1-8),5=41WAschanlcal Max Horz 1-226(LC 4) Max UpHM -188(LC 18),8}480(LC 4),5-288(LC 4) Max Grev 1=215(LC 8),8=614(LC 2),5-48W 18) FORCES pb)-Maxdmum CompreWarVMa dmum Tension TOP CHORD 1-2x1921'1,2-3o-139/77,3.410/0,3.5=-3891344 BOT CHORD- 1 7 1001118,6.7=-100/118,841 23/0,5-8=-M WEBS 24=554/474 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=130mph;TCDL=9.0psf•,BCDL=G.Opst-,h=1011t Cat.11;Exp C;Encl.,GCpk0.18; MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.80 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation abed its center. 3)This truss has been designed for a 10.0 pot bottom chord Iive load nonconcurrent with any other live loads. 4)Refer to girder(e)for truss to truss connectlomL 6)Provide mechanical comtectlon pry others)of truss to bearing plate capable of withstanding 186 Ib uplift at joint 1,480 Ib uplift at joint 8 and 288 Ib uplift at joint 5. 8)This trues has been designed for a wing concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrert with any other live loads. 7)°Serrd-rlgld pltchbreaks with fined heels°Member end fbdty model vasa used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Regular:Lumber IncreaeftIM,Plate Increase=1 AO Trapezoldal Loads(pit) Veit:1}8(F=34,8=34)-to-3}163(F=-39,5-39),3-1 08(K-39,B-39)-U"-1 I W"2,B-42),1-2(F=9, B-9)-too 12(K-4,0-4),8}12(F=4,B=4)-to-Fi=-42(F¢11,13}11) Job , Tn1ss Truss Type LAO CONSTRUCTION 12H07 CJ11 MONO TRUSS 4 1 A0002127 Job Retwence(optionao BEST TRUSS CO.,MIAL%FL.,BEST TRUSS CO. 7.340 s Feb 24 2012 MlTek I dusb%s,Inc.Tue Aug 2814:43:18 2012 Page 1 ID:gYen2JYn*wd?blVbmamLy)PJU-V gMoSPH(Mhn3J9e_fRyjld 7-415 11-3-0 7-4.15 - - 3-10.1 scale=1:18.8 21411 3 4 8 3.84 12 2A 2 �2�No2-11-108 38 294 N0.3 2.104 2-6 1 1-1 0-1-14 1-8 2x8 Not-1132 axe= e 4.5-0 39011 5 140p4.8) 1-44 11-3-0 -- ' 144 9.10.12 Plate Offsets MY): [1:0-5-10,0-141,[1:0-0-13,141411 [1:0-0.13,141411 LOADING(pst) SPACING 241-0 CSI DEFL in (loo) Vdefl Lid PLATES GRIP TCLL 30A Plates hncnsase 1.00 TC 0.76 Vert(LL) -0.09 1-6 >999 360 LTM 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.45 1-6 >203 180 BCLL 0.0 Rep Stress Incr NO WS OAS Hcrz(TL) 0.01 8 n/a nfa BCDL 10.0 Code FBCZ< WrPMW7 (Mah" WelghL 861b FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 SYP Not extent end verticals, WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 8.8-13 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS (iblstw) 1=49011-0-0 (min.0.1-8),6=100110-1-8 (m lm-0.1-M Max Hoz 1=395(LC 4) Max Up=-193(LC 4),O LC 4) Max Grav 1=688(LC 2),6=1210(LC 18) FORCES (Ib)-Maximum CompressionlMaudmum Tendon TOP CHORD 1-2}1183/471,2-8=-17910,3.8}124110,3.4=-1610,3-6 450/324 BOT CHORD 1-7}77311075,8.7}773(1075,5.8 /0 WEBS 248=-11781898 NOTES 1)Wind:ASCE 7-10;175mph(34econd gust)Vasd=138mph;TC01.9.0pst,BCDL=S.OpsP,,h=101t Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable mud zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about Re center. 4 Provide mechanical designedcon (bay10��)boof om chordng plate at joint(s) inco�8)&with any other live loads, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 193 lb uplift at Joint 1 and 838 Ib uplift at Joint 6. 8)This tru se has been designed for a moving concentrated load of 200.01b dead located at a0 mid panels and at all panel points along the Bottom Chord,noncomcunernt with any other live loads, 7)"Semi-rigid pitchbreaka with fixed heels"Member and fixity model wds used in the analyals and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the muss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Regular:Lumber Increase-1A Plate Increase-1.00 Trapezoidal Loads(plt) Vert:1=-2(F=9, 8,B-18),1=-G(F=34,B=34)-t*3-208(F-88,B}65),3=481(F-88, B-4*to4=-166V=,- ,Bim) Job . , Truss TnasTAM LAO CONSTRUCTION 12HO7 GRI ROOFTRUSS 1 2 AOtm2131 Job Reters�e BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.340 s Fat 24 2012 MITek Industries,Irw.Tue Aug 2814:43:22 2012 Page 1 ID:gYen2JYmlawt?blVbmamLy)PJU-NXs9pnw ZrdJpdHUHIMYcMrz91aiZ7hXifEngBoCypep 47-5 9.2-0 _ 12-1142 is-" , 184-0 , 47-5 44-11 341.12 3$12 1-8.8 Sade IMI M_ 3 8.00 P2 3x4 3x4 - 4 2 No2- MM ft 1-3-M 7x8a 8 1 2.112x4 -1.11$ 2$ •42.4 482%4 -2-3-0 8 ri s$ 2 8.7 1;6 1.102x8NO2-640 8.102x8Not-12-" 111 12 11 10 13 8 14 8 3x4= 18 r 18 3x8 II 2x4 II 4x7_ 3x8= 8x10 11 10x10= 0.8-010.1.8) 04e"12) 4.7-5 9.2-012-1142 _, 18.9.8 1&40 4.7-5 48.11 _ 3-9.12 3-9-12 1-8$ Plate Offsets=): [1:0.3.12,0.1-21,[5:0.212,0.412],[B:Edge,O-Cr2],[8:0.1-12,0.1-g] LOADING(pat) SPACING 20.0 CSI DEFL In poo) Vdefl L/d PLATES DRIP TCLL 30.0 Plates Increase 1.00 TC 0.66 Vwt(LL) 0.05 7-8 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 SC 0.95 Vwt(TL) -0.08 7-8 >999 180 SCLL 0.0 Rep Stress Iner NO WB OAS Hom(M) 0.03 6 n(a n/a BCDL 10.0 Code FBC2010IrPMW (Mabbx) Weight:248 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP Nc.2 TOP CHORD Structural wood sheathing directly applied or 5.9-11 oo purtihs. BOT CHORD 2x8 SYP Not BOT CHORD Rigid calling directly applied or 1040 oc bracing. WEBS 2x4 SP No.3"Except' 5.7:2z8 SYP Nc.2 WEDGE Lett:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS Qbfelze) 1=1179108-0 (min.0.1-8),8=5485J0.8.0 (min.0.3.12) Max Hors 1=157(LC 12) Max UpIMt1=-M(LC 8),6-305%LC 9) Max Grey 1-1365(LC 2),84326(LC 2) FORCES Ob)-Maximum CompresslonlMaximum Tension TOP CHORD 1-2=.2"SfIO09,2-3 2077/927,3.4x-2073/938,44=-3547/1812,5-8-795813802 BOT CHORD 142 927/X81,11.12}927/2081,10-11=.927/2081,10.13-927/2061,9.13-927/2081,9.14-1347/3274, 8-14-1347/3274,8.15-2733/6/85,7-15-27336785,7-18-273316785,6.18-2733/57 WEBS 2-11=01273,29-3001274,3.9-52211183,4-9=-180211007,""M 104,&8--270711442,5.7=-229614750 NOTES 1)2-ply truss to be connected together with 10d(0.148°x3°)mails as follows: Top chords connected as follove 2x6-2 rows staggered at 0.9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0.2-0 oo. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 nam staggered at 0-9-0 or. 2)All loads are considered equally applied to all plies,except M noted as front(F)or back(B)face in is LOAD CASE(S)section. Ply to ply connections have been provided to disblbute only loads noted as(F)or(B),unless otherwise Indicated. 3)Unbalanced roof live loafs have bear considered for this design. 4)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCOL=94psh,BCDL=O.Opsf•,h=1 Oft;Cat 11;Exp C;Encl.,GCpl=0.18-, MWFR8(envelope)automatic zone;Lumber DOL=1.60 plate grip DOIA.60 5)Plates chocked for a plus or minus 0 degree rotation about Its center. 6)This truss fres boon designed for a 10.0 pef bottom chord live load mommomcurrent with any other five loads 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 581 Ib uplift at Joint 1 and 3056 Ib uplift at Joint& 8)This buss has been designed for a moving wed load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrernt with any other live loads. 9)"Semi-rigid pitchbreaks with fixed heels"Member Bind fb dty model was used in the analysis and cesign of this trams. 10)Hanger(e)or other connection device(s)shall be provided sufficient to support concentrated load(s)5750 ib down and 2867 Ib up at 16.98 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. LOAD CASE(S)Standard Continued on page 2 Job , It pm Truss TypeLAO CONSTRUCTION12HO7 RI ROOF TRUSS 1 A0002131 2 Job Reterem(optional) BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Irutmries,hno. Tue Aug 2814:432 2012 Page 2 10:gYen2JYntawt?bNPmamLyjPJU-NXsgpnmZrdJpdKUHIMYcMrAgkuZ?hXfFjgBoCyjlep LOAD CASE(S)Standard 1)Regular:Lumber hwrease=1.33,Plate Irwr 1.00 Uniform Loads(pif) Veit 1-3}75,3.8}75,1-8=-20 Co wmbated Loads(Ib) Vert:7.4988(F) 1 Job Tnisa Truss Type Q►y Pryr LAO CONSTRUCTION 12H07 1GR2 1ROOFTRUSS 1 A0002132 2 Job BEST TRUSS CO.,MIAMI,R.BEST TRUSS CO. 7.340 s Feb 24 2M2 MiTek Industries,Ina Tue Aug 2814:43:36 2012 Pagel ID:gYen2JYmiawMV#uamLyjPJU-zDJSMBLYw4gJQWouwoYZalUL%=LJSyDxHOyjleb 54-129,8-14 14.1-0 _ � 18-5.2 2244 27-44 5.4-12 4-0-2 44-2 44-2 4.4-2 47-0 stwo-IA" Me= SAO 12 B 3x4 G 37W 417 4n 8 78 4 6 13 8.14 11 3 3x4 3 1 6.142[4 Nk 2-64-2 8 518 OWNS-, & 8x10 M188He�-I 2 5.1820 -383 &132x4 -353 10 3.182 -140.7 84224 3-1-10.7 ti gg 144WM28-1 6 11-14ZSMS-1344J 112c4N 17 7x12= 18 18 18 18 20 14 21 13 22 12 23 1000 II WO= 3x8 11 W= 7x10 M188H8= 718= 318 If 0.80(030) 1-0-0, 54-129-&14 , 1411 , 18 5 2 _ , 22-&4 27.44 4-4-12 4.42 442 4.4-2 442 47-0 Plate Offsets(YY): [1:0.1-3,04.4[1:0.1-6,Ed9e],[5:0.1-4,0.1-8],[6:0.3.0,0-2-4],V:0.3-8,Edgey[8:0.1-12,0.1-81,[11:0.5.4,0.0.21,[13:0.3-0,0.3.12],114:0.5-g0448L [15:0- Q Q- .8I,[16:038,0.148] LOADING(lief) SPACING 24).0 CSI DEFL in poo) Udstl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.60 Vert(LL) 0.231415 >998 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC OA? Vat(TL) -0.381415 >840 180 MISSHS 2441190 BCLL 0.0 Rep Stress Inor NO WB 0.66 Horz(TL) 0.13 11 nth We BCDL 10.0 Code FBC2010/TPMW (Matrix) Weight:390 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlira. BOT CHORD 2x6 SYP M 26 BOT CHORD Rigid calling directly applied or 9.00 or.bracing. WEBS 2x4 SP No.3"Except' 6-14.2x4 SP Not SLIDER Left 2x4 SP No.3 2-36,Right 2x4 SP No.3 2-3.8 REACTIONS Qb(siae) 1=552M)4-0 (min.0.3-0),11=674SIMechanical Max Houz 1=217(LC 9) Max UpORd=.=1(LC 8),11=-3166(LC 9) Max Gray 1=7222(LC 16),11=7544(LC 15) FORCES Pb)-Maximum CompresslonlMaximum Tension TOP CHORD 1-2=147961815$2-3}1465818184,34=1230815166,4-5w-1220 5786,5.8=-952314057,84=4422/4027, 7-8=942 3997,8 9=1193TJS015,9.10}1329815591,10.11¢13365/5567 BOT CHORD 1-17=5754113566,17-18=•6754/13586,18.18=5754113588,16-19=5754113586,1519=-5754113586, 1520=.473SM1483,1420-4735J11483,1421=4378111110,1321=4378111110,1322=4883111942, 12-22=-48 11942,12-2&AS=194Z 11-2U4863MI942 WEBS 316=778/2208,315=237811151,515=1291YJ258,514=-35MODS,6-14=-28WM%8-14=324211552, 8-13=1077/2785,9.13=991/571,9.12 /'1824 NOTES 1)2-ply truss to be connected together with 10d(0.148°x3°)nalls as follower. Top chords connected as follows:2x6.2 rows staggered at 0.9-0 oc. Bottom chords connected as follows.2x6-2 rows staggered at 0.9-0 or. Webs connected as follows:2x4.1 row at 0.9.0 or. 2)A8 loads are conaidered equally applied to a0 piles,except it noted as had(F)or back(B)face in the LOAD CASE(S)section. 1 noted as or unless otherwise indicated. Pty to ply connections have been provided to dlsMbute only vada (F1 (B), 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10-,176niph(34euxmd gust)Vasd=l36mph;TCDL=9.Opsf;SCDL=&Opef,t=108;Cat.0;Exp C;Encl.,GCp1=0.18, MWFRS(envelope)automatic zones cantilever kdtt exposed;Lumber DOLa1.80 plate grip DOL=1.80 5)All plates are MT20 plates unless otherwise Indicated. 0)Plates chocked for a plus or minus 0 degree rotation about its center. 7)This teras has been designed for a 10.0 pef bottom chord live load nonconcunent with any other live loads. 8)Rata to gtrder(a)for truss to truss connectloua. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3051 Ib uplift at joint 1 and 3166 Ib upUtt at)oini 11. 10)This teras has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonce ncu Trent with any other live loads. 11)Grder carries tle-In span(s):16.8-0 from 1-0-0 to 27-4.4 12)°Semi-rigid pitchbreake with fbwd heals°Member end tbdty model was used in the analysis and design of this truss. �� 2 1 Job ry Tnrss Teres TYIN LAO CONSTRUCTION A00021 M 121-107 GR2 ROOF TRUSS 1 Job Relenenoe(aptionep BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2092 MITek Industries,Inc.TUB Aug 2814:43:38 2012 Pegs 2 ID:gYen2JYmbwAMl pami.YjPJLLzOIS1ZSL.Yw4gJCZCloumY MXSuznLjbyDMOyIW LOAD CASE(S)Standard 1)Regular.Umberhwream=IA Plate bmr lAO Urdk m Loads 0" Vert:1-8}76,8.11}75,1-17=-20,11-17—W2(F}333) i Job Truss Truss Type �y Py LAO CONSTRUCTION 121407 GR3 ROOF TRUSS 1 1 A0002133 Job Reference BEST TRUSS CO.,MIA41%FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek lndustrie%Inc.Tue Aug 2814:43:40 2012 Paget ID:gYwi2JYmlewt WftuwnLyjPJU-s DyBpMVYWNaBowleX 13■1-01880 23-0.11 28.8-0 5-0-0 4-2-0 4.2-0 5.2-0 4.8.11 6.7.5 8ca�V4°0-i' Me= 6 Bis= 30= 6A 59 2- 3X40- 8A0 NY 3 4 7 4x12 6402x4 -389 -1129 2 1-0 3142.4 -183 �13 8112x4 -183 7-10 1 0 _ 6 ,� 69 I MO= 1B 14 17 1s 13 12 18 11 2D 10 21 8 22 3x10 II 4K7_ 3XIO= 330= 6x8 MM= 3x4= 7x10 MUM= 20 11 3x6 II 090I82�1) 0•s-0to•1+6) 1.4-0 28-84 ,1.09, , 50-0 , 82-0 13.4-0 1880 23011 27 10 27$-0 1.0-0 350 42-0 42-0 5-2-0 4811 4-3-5 04-0 Plate Offsets MY): [1:0.0.7,0.4-BL[1:1-2-14,0-2-Oy[3:0.3-0,0.2.12],[5:0",0.3.4],[8:0-0.13,1-4-13],[8:0.2-10,Edge],[10:03-8,0.4-8],[13:04-4,0.1-8] LOADING(ps!) SPACING 2-0-0 CSI DEF. In poo) Ydefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.78 VergLL) OA21143 0-801 360 MT20 244/190 TCDL 15.0 Lumbo Increase 1.33 BC 0.50 Vert(TL) -0.711143 >472 180 M18SHS 244/190 BCLL 0.0 Rep Streas Incr NO WB 0.84 Hom(TL) 0.14 8 We We BCDL 10A Code F1BC2010/rPl2007 (Matrix) Weight:187 lb FT=0% LUMBER BRACING TOP CHORD 2x8 SYP N6.2 TOP CHORD Structured wood sheathing directly applied or 2-S-2 oc purlie. BOT CHORD 2x8 SYP M 26 BOT CHORD Rigid ceiling directly applied or 5.45 oc bracing. WEBS 2x4 SP No.3•Except' WEBS 1 Row at mddpt 4-14,5.10 5.10:2x4 SP Not WEDGE Right:2x4 SP No.3 SLIDER Lsft 2x4 SP No.3 21-10 REACTIONS (Ih/sie) 1=2137/08-0 (ndm O.2-1),8=1832!0.8.0 (mdn.0-1-9) Max Harz 1=467(LC 13) Max UpIM I¢1159(LC 8),8=-714(LC 9) Max Grav 1=2475(LC 2),8=1889(LC 2) FORCES (Ib)-Maximum ConpreaelordNlaxinaan Tension TOP CHORD 1-Z�-5401/2482,243=-5318+2508,3-15-4975!2398,4-15=497=3118.4-5—733'1/3301,5.8 3500/1474, 07 3518/1521,7-B=-3980/1483 BOT CHORD 140=-2327/4659,1418}2327/4859,14-17 3447/7394,17-18a3447f1394,13-18}3447/7394,12.13=-3447/1394, 12-19=-3447!/394,11-19—3447//394,11-20}327///330,10- 3277/7330,10-21}1275d3539,9.21}1275)3=, 9.220.1275(3539,8.22m-12M= WEER 3.14=4M887,4-14 2741/1215,4-13=%WM3,411 37//247,5.11=20/255,5.10-4485122 ,8.10 2139, 7-10496/375,7-9-0/255 NOTES 1)Unbalanced roof live toads have been considered for this design. 2)Wind:ASCE 7-10;175mph(Smoond gust)Vasd=138mph;TCDL=9.Opsh BCDL=6.0psh h=10R;Cat fl;Exp C;Encl.,GCpi=0.18-, MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOW.60 plate grip DOL=1.80 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless othwwtse Indicated. 5)Plates checked for a plus or minus 0 degree rotation about Re center. 8)This truss has beer designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by other's)of b%m to bearing plate capable of withstanding 1159 lb uplift at Joint 1 and 714 lb uplift at joint S. 8)This truss has been designed for a proving wed load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonco current with any other live loads. 9)"Send-rigid pitchbreais with fixed heels°Member end fbdty model was used In the analysis and design of this truss. 10)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)278 Ib down and 139 Ib up at 5-0.0,and 822 Ib down and 410 Ib up at 9.3.4 on bottom chord. The desigNselection 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). LOAD CASE(S)Standard Continued on page 2 Job I • Tna<s Truss Type LAO CONSTRUCTION 12HO7 GR3 ROOF TRUSS 1 1 A0002133 Job Reference BEST TRUSS CO„MIAMI,Ft-BEST TRUSS CO. 7.340 s Feb 24 2012 Mfiek Iniuebles,Inc.Tue Aug 2814:43.412012 Page 2 10:gYwi2JYmMwt?bM=nd yIPJU-103WLoGWNSj7PBRzwrMrFOIY%e?kSeExlzbypeW LOAD CASE(S)Standard 1)Regular:Lumber hm 1.33,Plate Increase--I.00 UnBorm Loads(pit) Vert 1-3}75,3.15}113(F} ,546m-75,54=45,08=.75,14420,14-18a30(F¢10),8.180.20 Concentrated Loads(lb) Veit 14=-240013=•7100 Job • • Tnas TruasTwo LAO CONSTRUCTION - 12HO7 GR4 ROOF TRUSS 1 1 A0002134 Job Reference BEST TRUE$CO.,MIAMI,FL,BEST TRUSS CO. 7.340 a Feb 24 2012 MITek Industries,Inc.Tue Aug 2814.43:42 2012 Page 1 ID:gYen2JYmi mt?bMxuamLyJPJU-oN4JOcA8Bmr_1LOYRv1A3oX6yPbNUWnq*f2yj[GV 7-11-0 11-10-0 17-8-0 7-11-0 311-0 510-0 acre-1x0.1 saes= 2 am 12 �NO,2' 430 11 Me_ 3 4 1- Pb2. 342a8No.2-6.100 za2Xa -2•�o�s 6413 482X4 -1 1 2X4 11.9 3$2X4 -133 11 -088 1-8 2ffi Not-12-" 682X6 NO2.68.1 dddlll 319 8 73= 9 6 10 6 6X12 11 7f6- 506 080(01.8) 1-0-0 7-11-0 11-10-0 17-8-0 1-0-0 8.11-0 311-0 5.10-0 Plate Offsets MY): [1:0.0.3,Edge1,[1:0.3.8,0.1-21,[3:064r 0-2-121,[4.Edge,0.349,[5:0.3-0,0.2121,[8:0.3-0,0-0.8] LOADING(psf) SPACING 2-0-0 CSl DEFL in Poe) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.78 Vat(LL) 0.12 5-0 >999 360 MTS 244/190 TCDL 15.0 Lumbar Increase 1.33 BC 0.89 Vat(TL) -0.22 54 >942 180 BCLL 0.0 Rep Stress Ior NO WB 0.73 Hoz(TL) 0.04 5 n1a Na BCDL 10.0 CodeFBC2MOfrP1207 (Matt) Wdght:109Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5.2.3 oc purlins, BOT CHORD 2x8 SYP No.2 accept and vellcals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 7-0-5 oc bracing. WEDGE WEBS 1 Row at midpt 3-0 Left:2x4 SP No.3 REACTIONS pin/sba) 5=11S1/Mechanical,UN4/0-841 (min.0.1-8) Max Hors 1-205(LC 8) Max Up11ft5=818(LC 9),1-398(LC 8) Max Grev 5=1368(LC 2),1=1024(LC 2) FORCES pb)-Maximum CompresslaNMaximum Tendon TOP CHORD 1-2=-1788/626,2-3=-18431633,3.4}203/95,4-5 287/198 BOT CHORD 1-8}551/1490,7-8=-551tl490,7-9}1112 ,S.O=1112/2833,8.10. 1117/2880,5.10-1117/2850 WEBS 2-7}2171604,3.7=12 1881,34}531382,3-5}256SI1067 NOTES 1)Unbalanced roof live loads have been considered for this dedWL 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=.Opsf;BCDLjcd.Opsf;h=1 Oft;Cat 11;Exp C;Encl.,GCpI=0.1 S; MWFRS(envelope)automatic zorre,cantilever left exposed;Lumber DOL=1.80 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Plain checked for a plum or minus 0 degree rotation abort its center. 5)This truss las bear designed for a 10.0 pot bottom chord Iivs load nonconcurrent with any other live loads. 6)Refer to girder(e)for truss to truss connections. 7)Provide mechanical connection pry others)of truss to bearing plate capable of withstanding 616 Ib uplift at Joint 5 and 396 Ib uplift at joint 1. 8)This truss has been designed for a waving concentrated load of 200.0I1;dead located at a0 mid panels and at a0 pond points along the Bottom Chord,nonconctamit with arty otter live loads. 9)"Semi-rigid pltchbruaks with fixed heels"Member end fixity model was used in the analysis and design of this lovas. 10)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)500 Ib down and 249 Ib up at 14-10-0 our bottom chord. The dedgNedection of such connection dwAce(s)is the responsibility of Others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as frond(F)or back(B). LOAD CASE(S)Standard 1)Regular.Lumber Increase-1.33,Plate Increase=1.00 Uniform Loads(pit) Vert:11-2=45,24=45,34=45,1-5=-20 Concentrated Low pb) Vert.10=- 3 Job . VTruss Truss Type LAO CONSTRUCTION 12H07 H1 ROOF TRUSS 1 1 00002135 Job Reference o BEST TRUSS CO„MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc.Tue Aug 2914:43:45 2012 Page 1 ID:gYwi2JYn*wt7blVpmsmLyjPJU-CylreeC_QhDYupllghS7ohQ2u8Pma_T2Xm6MypeS 10.0.0 18.2-0 26.2-0 10-0-0 8.2-0 1080 900=1:46.8 so= se= 2 11 12 3 24 so0 12 10 13 372¢4 1-42 -1 2-7 2K41 -343 382x4 -394 -11-04 14 8 4 0$4 I ,s 87 16 ss 17 M= Md=7x10 11 so= 74 we= 7x10 11 3x4= 0390-145) 04OP148) 10-0-0 18-2-0 27-2-0 28-2-Q 1-0-0 90-0 B-2-0 900 mate Offsets MY): [1:0-3-%Edge],[2:0.3-0,0.2121,[3:0.5.4,0.2-121,[4:0.3-B,Edgel,[5:0.3.0,0.0.41,[8:0.140,0.240 LOADING(psi) SPACING 2-0.0 CSI DEFL In (loc)- Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.81 Vert(LL) 0.18 1-7 >999 390 KM 2"190 TCDL 15.0 Lumber Increase 1.33 SC 0.93 Vert(TL) -0.37 4-6 >8119 180 BCLL 0.0 Rep Stress Ira YES WB 0.16 Horr(TL) 0.07 4 n/a rda SCOL 10.0 Code FBC20 W PMW (I awk) Weight:162 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Structural wood sheathing directly applied or 249.2 oo purllnue. BOT CHORD 2x8 SYP Not BOT CHORD Rigid ceiling directly applied or 7-4-11 oc bracing. WEBS 2x4 SP NoJ WEBS 1 Row at midpt 3.7 WEDGE Left:2x4 SP No.3,Right 2x4 SP No.3 REACTIONS pbfbi e) 1=13071040 (min.0.1-15),4=1307/0.8.0 (min.0.1-15) Max Hoa 1=154(LC 10) Max Upliftl=-=(LC 10),4—IM(LC 11) Max Gray 1=1514(LC 2),4=1514(LC 2) FORCES Pb)-Maximum CompressloNMaximum Tension TOP CHORD 1-9}2928/1256,9.10-2780/1271,2-10=272WI304,211=-2WW1332,1142a26 M332,3-12}26M332, 3.13=-2725/1305,13-14=.278Q/t272,4-14:*.M /1257 BOT CHORD 145=-982M497,8.15"Wa497,741-911P1A97,7-18=9612505,8.18}981/2505,"=-98 7,5.17"497, 417=983/2497 WEBS 2-7=4=,3.7-29110W,3-6=01W NOTES 1)Unbalanced roof live krads have bees considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=9.Opsh,BCDL=G.OpsF,h=1 Oft;Cat II;Exp C;Enc1.,GCpi=0.18; MWFRS(envelope)automatic move and C-C Extertor(2)0.3.15 to 3-3.15,Interfor(1)3315 to 7-0-0,Extetor(2)7-0.0 to 1000, Interior(1)130-0 to 15.2-0,Exterlor(2)18.2-0 to 27-10.1 zone;cantilever left and right exposed;C-C for mks and forces& MWFRS for reactions atom;Lumber DOL=1.60 plate grip DOL=1.80 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or mine 0 degree rotation about No carrier. 5)This truss has been designed for a 10.0 pot bottom cited live load noncon urrent with any other live load. 6)Provide mechanical connection(by others)of bum to bearing plate capable of withstanding 531 Ib uplift at joint 1 and 531 Ib uplift at joint 4. 7)This tunas has beet designed for a moving concentrated load of 2W.0Ib dead located at all mid panels and at all panel points akmg the Bottom Chord,nonconcurrert with arty other live load. 8)°Seni-rigid pkchbrWm with fixed heels°Member and fbdty model was used in the analysis and design of this trues. LOAD CASE(S)Standard Job • 0Truss Tru8sTYpe my Ply LAO CONSTRUCTION 12H07 H2 ROOF TRUSS 1 1 A0002136 Job Reference BEST TRUSS CO,MIAMI,FL.,BEST TRUSS CO. 7.340 a Feb 24 2012 MITek indushle9,Ina. Tue A199 2814:43:47 2012 Page 1 ID:gYO12JYmiawt?blllPWamLYJPJU4Lbc3too 888 12-04 152.0217-11 28.2-0 8.8-8 8811 42-0 56.11 885 8mieaIA" MS= so= 3 4 SAO 12 19 11 2L4 Q 2x4 2 S 109 3-82L41103-4-7-3 4-7 2K4110 -4-76 -1326 9 12 -9414 57 14 1 0 I 13 8 14 7 18 4X7 40 4x12 11 7x8= 74= 4212 11 saapi tS 9591a145) 1.40 20-2.0 1-0-0 i i 1240 102-0 -- 20.10-0 27-2r0 140-0 108-0 42-0 1050 0•MO 0." 1-0-0 Plate Offsets(Y,Y): 11:04nEdge7,111:0-3-6,0-2-61,[3:0.3.0,0.2-121,[4:0x-0,0.2-121,[6:0.0.3,Edge],[5:0440.245],[7:0-",04-81,[8:0.3-0,34-01 LOADING(PSI) SPACING 24.0 CSI DEFL in pox) Vde l Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.68 Vet(LL) 0.18 1-6 >999 890 MT20 244/190 TCDL 15.0 Lumber Ino 1.33 BC 0.69 VWM) -0.57 1-8 >583 180 BCLL 0.0 Rep Stress Incr YES WS 0.83 Hoz(TL) 0.06 8 nfa we BCDL 10.0 Cade FBC8910/rPi2007 (Matrix) Weight:171 Ib FT=0% LUMBER BRACING TOP CHORD 20 SYP Not TOP CHORD Structural wood sheathing directly applied or 41-7 oc puribm BOT CHORD 2x8 SYP Not BOT CHORD Rigid ceiling directly,applied or 7-1-9 oc bracing. WEBS 2x4 SP NoJ WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS (Iblal* 1=1307/041-0 (min.0.1-15),6=1307/0.8-0 (min.0.1-15) Max Horz 1.1 S5(LC 15) Max Up9tt1=571(LC 10),6=571(LC 11) Max Gray 1=1513(LC 2),8=1513(LC 2) FORCES pb)-Mwdmwn CompressiorvWlmdmum Teslon TOP CHORD 1-9}3217/1427,2-9=-3143P1450,2-10-2528]1144,3-10 243&1164,34..2287/1156,411=r2435HIS4, 5.11.252811144,5-12.314311450,8.12=3217/1427 BOT CHORD 1-13=-11 1,8.13}11 1,8-14.752(2184,7-14=752 O4,7-15.11 /2881,6.15.11 /2881 WEBS 248=-779/557,3-8=-113/489,47}113(489,5.7.779/859 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10075mph(34econd gust)Vasd=136mph;TCDL=9.0psf-,BCDL=B.Opsf;h=1 Oft;CaL 11;Exp C;Encl.,GCpI=0.18; MWFRS(envelope)automatic zone and C-C Extmlor(2)0.3.15 to 3.3-15,Intrelor(1)3-3-15 to 9-0.0,Extelor(2)9-0-0 to 19.2-% Interlor(1)19.2-0 to 2410.1 zone;cantilever left and right expose!;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.W plate grip DOL=1.80 3)Provide adequate drainage to prevent event water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its canto. 0.0 p9f bottom chord live load nonconctowd other live loade. 8 Provide mechanics]comThis truse has bow m(by others)the )of truss to bearing plate capable withstanding 671 Ib uplift Joint 1 and 571 ib uplift at Joint 6. 7)This buss has been designed for a moving concentrated load of 2W.Olb dead located at a9 mid panels and at all panel pointe along the Bottom Chord,nonconcument with any other live loads, 8)"Send-rigid pitchbreaks with fixed heeW Member end fbdty model was used In the analysis and design of this toss. LOAD CASE(S) Standard Job • 4 Truss Tnurs Type CONSTRUCTION 12HO7 H3 ROOF TRUSS 1 1 A0002137 Job Reference(Optional) BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MfTelr Imlusbfes,Inc.Tus Aug 2814:43:49 2012 Page 1 ID:gYeri2JYmlawMWpmamLy)PJU44?MU4FWvLN02TO)OGryXakrruwWoNdSUt7F8yjleO 10-0-0 18.8-0 , 28-8-0 -- ' 10-060 8.80 10-0-0 saft 8x8= 80_ 2 11 12 3 soD 12 10 13 3-72[4 1.2 -1 2.72x4 -3.03 362x4 -3+83 -11-06 14 9 1 4 m 086 44 m Lir LH I 18 87 10 85 17 8x8= me=7*10 II ad= 7x0 W8= 711011 3x4= 086(0.7-781 086(0.148) 1-4.0 2841-0 1-0-0, 18-" , 27.4.0 27-8 0 0.4.0 1 0 0 Plate Offsets MY): [1:0.3.10,Edge],[2:0.3-0,0.212),[3:0.4.4,02-12],[4:0.3-10,Mi e],[5:03-0,0404],[8:0.1-10,0.28] LOADING(psf) SPACING 260.0 CSI DEFL in poo) Udell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.81 Vert(LL) 0.19 1-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(L) -0.37 48 >900 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.08 4 n1a Na BCDL 10.0 Code FBC2M WrPl2007 (Mabtx) Weight:188 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD<. Structural wood sheathing directly applied or 2-8.10 cc purlins. BOT CHORD 2x8 SYP Not BCT CHORD Rigid calling directly applied or 7-3-10 cc bracing. WEBB 2x4 SP No.3 WEBB 1 Row at midpt 3.7 WEDGE Left:2x4 SP No.%Right:2x4 SP No.3 REACTIONS (Ib/size) 1=1331/08.0 (min.01-15),4=1331/08-0 (min.01-15) Max Hoa 1=154(LC 14) Max Upliftf--536(LC 10),4--536(LC 11) Max Grev 1=1541(LC 2),4=1641(LC 2) FORCES (Ib)-Maximum Compreselon Maximum Terson TOP CHORD 1-9=40007284,9.10}2857h2g9,2-10}2801/1332,2-11¢2879/1347,11-12 2879/1357,3.12=-267911357, 3.13--2801/1333,13-14--285811300,414--3001/1286 BOT CHORD .1-15--1008/2587,8-15=40=507,74-4006007,7-18=-100712678,8-18}1007M76,5.8--100912587, 5-17=4000=67,417=1008/2687 WEBS 2 7=0/384,3.7--30%WI,3- 0/403 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Va9d=138mph;TCDL=9.Opsf•,BCDL=S.Opsf;h=101%CaL 11;Exp C;Ertel.,GCpl=0.18; MWFRS(envelope)automatic zone and C-C Exterior(2)0.3-15 to 3-3.15,Interlor(1)3-3.15 to 7-0-%Exterior(2)74-0 to 1000, Intedor(1)13.0.0 to 16.8-0,Exterlor(2)18-8-0 to 284.1 zone;cantilever left ami right exposed;C-C for m®mbars and formes& NIVVFRS for ueactlo s shown;Lumber DOW.60 plate grip DOL=1.80 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or mine 0 degree rotation aborad Its center. 5)This truss has been designed for a 10.0 pot botton chord live load nonconcurrent with any other live Ioada. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 538 Ib uplift at joint 1 and 536 Ib uplift at joint 4. 7)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all add panels and at all panel points along the Bottom Ch otd,nonconmffrent with any other live loads. 8)"Sammi-rigid pitchbreaks with fired heels°Member end fbdty model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job ► 4Trc Truss Type �Y PIY LAO CONSTRUCTION 12H07 H4 ROOF TRUSS 1 1 A�2138 Job Rete+em:e BEST TRUSS CO.,MIANO,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc.Tia!Aug 2814:43:512012 Page 1 ID:gYen2JYmiewt?blVJxuanlLyjPJU-1876vhHIOXzickCaVyZP1yg80aWh bkwoMEJ0VJIeM 688 12.0-0 165-0 22-1-11 28-84 685 5511 4-8-0 58.11 85.6 8ca�1!4'dt' 6d= _ 3 4 6A6 12 10 11 2 8 1'3 382x4 10 3-4-7.3 4.72[4 -474 -1328 0 "t�7 28 -60-14 0-7 14 1 6 m -0-68 M21912 2_ io 13 8 14 7 16 - 41ff It7 40 3X10 II .7x6_ 7x6_ 3X10 11 ose(a1�sI asaal-1sI 1-4-0 2684 110-0 12-" 18.84 27-" 27$0 1 0-0 1043-8 4-84 10.8-0 N4+0 04.0 Plate Offests MY): [1:0-1-1,1-4.131,[7:0.3.8,0-2-8],[3:0.3-0,0-2-121,[4:0-3-0,0-2-121,[6:0-1-1,1-4-131,[6:a3.8,0-2-8L[7:0-3-0,0.4-M,[S:a3 0,0-449 LOADING 0" SPACING 260.0 CS! DEFL In poo) Vdefl Ud PLATES ©RIP TCLL 30.0 Plates Increase 1.00 TC 0.89 Vert(LL) 0.20 1-8 >899 380 MT20 244/790 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(TI-) -0.58 1-8 >577 180 BCLL 0.0 Rep Stress Irmr YES WB 0.62 Hor4rp 0.08 8 Na n/a BCDL 10.0 Code FBC20I(YTP12007 (Matrix) Weight 173 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.13 oc pudirm BOT CHORD 2x8 SYP Not BOT CHORD Rigid ceilhg directly applied or 7-0.7 oc bracing. WEBS 2x4 SP No.3 WEDGE Left 2x4 SP No.3,Right 2x4 SP Nc.3 REACTIONS pbfslze) 1=1331/0.8-0 (min.0-145),6=1331/0.8-0 (min.0-145) Max Hors 1-185(LC 11) Max Uplifts=-577(LC 10),&z-5"(LC 11) Max Grav 1=1541(LC 2),8=1541(LC 2) FORCES (lb)-Maximum ComprOBWOn AWdmum Tension TOP CHORD 1-g—32M481,2 9-3211/1484,210 -2591V1180,3.10=-2501IR201,34e•2354R193,411 2606/121, 5.11'-2599/1180,5.12}3211/1484,8.12=-3284/1481 BOT CHORD 1-13-1219P22Y,8.13-1219/2922,8.14=-78812231,7-14=-786F M,7-15-1219/2922,8.15-1219/2!122 WEBS 248=-7731800,3.8-11491,4.7¢1081491,5.7-773/862 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-1q 175mph(3-second gust)Vascb136mph;TCDL=9.0psf;BCDL=6.0psh,h=1 OR;Cat 11;Exp C;Encl.,GCpi=O.18; MWFRS(envelope)automatic zone and C-C Exterior(2)0-315 to 34-15,bnerlor(1)3315 to 9-0-0,Mderior(2)9"to 19.841, Interlor(1)19-8.0 to 25.4-1 zone;candlevre left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to present water ponding. 4)Plates checked for a plus or minus 0 degree rotation about Re carte'. 5)This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. a)Provide mechanical comectlon(by others)of truss to bearing plate capable of withstanding 577 Ib uplift at joint 1 and 571 Ib uplift at john 8. 7)This bum has bow designed for r o .01b dead located at all add panels and at all pointe along the Bottom Chord, nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreake with fixed heels°Member end fbdty model was used In the analysis and design of this truss. LOAD CASE(S)Standard Job . • Truss TnWs Type UCTION A0002139 12H07 H5 ROOF TRUSS 1 1 Job Reterence(01111011111) BEST TRUBS co,MIAMI,FL,BEST TRUSS CO. 7.340 8 Feb 24 2012 MITek Industries,Inc.Tue Aug 2814:43:53 2012 Page 1 IO-gYen2JYn mt?bfVjxuand yjPJU-zVELJMOYBIKb1MEdNbtONIRtOAvAMnONOrKOvypeK U." 7-8.5 1404 144-0 20.1141 ,_ 28$0 78.5 8311 6-3-11 7-84 0.4.0 scab a 1:488 8x8= 6-M 12 4 4x7 12 13 No 1 4 1 4317-- 2X4-- 3 8 2x$ 2 8 49214 -666 111.3 •7--2.7 "20 8 14 1 7 14 •6880-8.8(�e 1.10 W NO2.1oa6 8,0 awe Not. 7 8 z�No2-toss b 18 10, 8 8 18 4x7-- 4x12 I I W= 3x8 4.7-- 4x12 11 = 0.80(62 680(�I 1.0-0 144.0 27-8-0 ,'iB•8-q 1�0 0 13-" 13.4.0 Plate Offsets MY): [1:0.38 0.2-61,[1:0-0.3,Ed9e,[7:0.38,02-81,[7:0�3,Ed9el LOADING(pot) SPACING 2-0-0 CSI DEFL in Poe) Udetl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.17 7-9 >999 360 KM 2441190 TCDL 1&0 Lumbar Increase 1.33 BC 0.78 Vert(TL) -0.76 7-9 >441 180 BCLL 0.0 Rep Shwa brcr YES WB 0.39 Hwz(TL) 0.08 7 Na rda BCDL 10.0 Code FBC201 WTPl2W (Mahm Weight:172 Ib FT=00/6 LUMBER BRACING TOP CHORD 2x6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4.0.2 oc purls. BOT CHORD 2x8 SYP Not BOT CHORD Rigid ceilbg directly applied or 7-1-3 oc bracing. WEBS 20 SP Nc.3 WEBS 1 Row at midpt 2-9 WEDGE Left:2x4 SP No.3,Right:20 SP No.3 REACTIONS pb/sizs) 1=1331101.0 (min.02-0),7=1331/08-0 (min.02-0) Max Horz 1¢220(LC 11) Max Upilfti¢616(LC 10),7=418(LC 11) Max Grav 1=1541(LC 2),7-1541(LC 2) FORCES (Ib)-Maximum CompreselonlMardmurn Tendon TOP CHORD 1-11¢3229/1311,2.11¢315911341,2-3=-23861958,312w-227&M,412--2273flWl,4-13=.2273/10W, 5-13}22781 1,5-6m-238811168,8.14}3159!1341,7-14=3229/1311 BOT CHORD 145 1180/2882,1015-118VAll?,9.10-1180FAM 849-1072/284&18}70721 2,7-16}107212882 WEBS - 449o-316/1136,8.9}983/751,249=-983/749 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;176mph(3-second gust)Vasd=136mph;TCDLm.Opsf;BCDL=S.OpsN h=10ft;Cat.11;Exp C;EncL,GCpt=0.18; MWFRS(envelope)automatic zone and C-C Exterlor(2)0.3-15 to 3315,Intelor(1)3.3.15 to 11-4-%Exte lor(2)11-40 to 14.4-0, Interior(1)17-4-0to 25.4-1 zone;cantilever left and right exposed;C-CIbrinentbin and forces&MWFRS far reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 3)Plates checked for a plus or mime 0 degree rotation about its center. 4)This bum has been designed for a 10.0 pot bottom chord live load nonconcurre nt with any other Ove loads 5)Provide mechanical connection(by others)of trues to bearing plate capable of withstanding 616 Ib uplift at joint 1 and 616 Ib uplift at joint 7. 6)This truss las beet designed for a moving concentrated load of 200.0Ib dead located at all cold panels and at a0 panel points Wong the Bottom Chord,nonconcurrett with any other Ove loads. 7)°Sent-rigid pitchbreaks with fixed heels'Member std fbdty model was used in the analysis and design of this tns& LOAD CASE(S)Standard Job . s Truss Truss Type oty Ply LAO CONSTRUCTION 12HO7 H6 ROOF TRUSS 1 1 AOOO214O Job Reference(opoonap BEST TRUSS CO.,MUM,FL.,BEST TRUSS CO. 7.340 a Feb 24 2012 MITek Industries,Inc.Tue Aug 2814:43:0 2012 Page 1 ID:gYen2JYmWwrAAVJxtt fn yIPJU-wlMdk3KG4[UBSLWd ntZogr BgOwSTWgQKRSny)lel 17-84) 28-8-0 11.0-0 641-0 11-0-0 sane U4 dr 54= Sx8= 2 11 12 3 SAO 12 10 1-22.0 .1 2-72X4 3-44-373-7 7-" MG 2104113 1-22x6 -1 2.72 -4 3.73.7 -74.9 382x4 -4.24 -12-14 '7 9 14 ,b 1 4 -658 441421ONO2-1000 IT-] I 1s 8 7 18 6 S 17 5x8= SA=7x10 II 417= 3x4= 2%411 417_ WO 11 640(01-18) 684(6.146) 1-0-0 10-0-0 6.8.0 104-0 Plate Offsets MY): (1:0310,Edge1,MO-3-0,0.2-12],[3:0.5.4,0.2121,[4:0.3-10,Edgel LOADING(psi) SPACING 24).0 CSI DEFL In Poe) Vdeff Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.45 Vert(LL) 0.22 1-7 >909 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.48 4$ >728 180 SCLL 0.0 Rep Stress Inor YES WB 0.38 Horz(TL) 0.07 4 We n/a SCOL 10.0 Code FBC2010/TP12007 (Melt) Weight:16511; FT=0% LUMBER BRACING TOP CHORD 2x8 SYP M 28"Except' TOP CHORD Structural wood sheathing directly applied or 4.8-10 oc purlins. 2-3:20 SYP No.2 BOT CHORD Rigid codling directly applied or 7-5.6 oc bracing. BOT CHORD 2x8 SYP No.2 WEBS 20 SP No.3 WEDGE Left:2x4 SP NoA Flight:2x4 SP No.3 REACTIONS ptr/sts) 1=1331/08.0 (min.01-15),4=1331/0.8-0 (min.01-15) Max Hor11-170(LC 11) Max Up1Ut1-558(LC 10),4--SWLC 11) Max Grav 1=1541(LC 2),4=1541(LC 2) FORCES pb)-Mardmum Compress MVMMdmwn Te Wan TOP CHORD 1-9=-2887/1224,9.10}272811243,2-10P-26M279,2-11}2585/1318,11-12}256511318,312=.2 5/1318, 313}2857h279,1314a272611243,4-14x•2888/1224 BOT CHORD 1-15=-941/2444,8.15}941/2444,741=-g41/2444,7-18}941/2451,8.18}941/2451,5-=-942/2443,5-17o.942/2443, 4.17}942/2443 WEBS 2-7-300,3-7-W=O,9,34-0/391 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,175mph(3-second gust)Vasd=136mph;7CDL=9.Opef;BCDL=&Ops-;h=1 Oft;Cat.II;Exp C;Enol„GCpI=0.18; MWFRS(envelope)automatic mom and C-C Exterlor(2)03-15 to 3.315,Interior(1)3315 to 600,Exterlor(2)600 to 11-0-0, intefor(1)1440 to 1448-0,E)dedor(2)17-8-0 to 254-1 zorw cantilever lett and right exposed;C-C for members and forces& MWFRS for reactions shown;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[We load nonconcurr�ent with any other live loads. 8)Provide mechanical connection pry others)of truss to bearing plate capable of withatanding 556 lb uplift at joint 1 and 558 Ib uplift at Joint 4. 7)This truss has beer designed for a moving concentrated load of 200AIb dead located at all cold panels and at all panel pointe along the Bottom Chord,nommncurrsrt with any other We loads. 8)°Sent-rigld pitchbreaks with fbmd heels°Member end fbdty model was used in the analysis and design of this trrsa. LOAD CASE(S)Standard Job 0 f Truss Truss Type GLY PlYLAO CONSTRUCTION 121407 H7 ROOF TRUSS 1 1 A0002141 Job Reiw+ence BEST TRUSS CO.,MUM,FL,BEST TRUSS CO. 7.340 s Feb 242012IMiTek Industries,Inc.Tue Aug 2814:43:87 2012 Page 1 ID:gYeri2JYndawt?blVJxuamLyJPJU-s00091d-WcNkrKifOsCgpHDv70?ZYOFtpHkpYXgyjkg 7.0.5 13.0-0 1650 217-11 2880 7-" 5.1141 2-80 5.1141 7-" ecde-IA9$ em 12 = Me= 4 8 3d 4x7 18 427 14 9 3 294-- 214 2 7 1-3 5-10 2K4 63-889 �J 4112x4 -883 b 13 e s 1s 2.112[4 .8.7-0 1 9 a 1-1 -ass a9s cp 1-122dNo.2-%" 9122t9 -"4 ED 8.92BN"-1000 1 c 417 17 12 11 18 10 9 19 4X7 a 411211 4X7= 3x4 3X4 4x7= 4X12 11 = = asalal gel 0"0.145) 1-0-0 289-0 10-0i i 13-0-0188-0 27.40 22-$0 1-0-0 11-84 2-8-0 11-8-0 0=4=0 04-0 10-0 Plate Offsets MY): [1:0.0.3,Edge1,[1:0-38,0.2-81,[4:0.3-0,0.2.121,15:0-M#2421,18:0-3-6,04%,[8:00.3,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in Poe) Udefl Ud PLATES GRIP TCLL 30.0 Pietas Increase 1.00 TC 0.71 Vet(LL) 0.17 141 >999 380 NIM 244/180 TCDL 15.0 Lumber Increase 1.33 BC 0.74 Vert(TL) -0.65 8.10 a514 180 BCLL 0.0 Rep Stress[nor YES WB 0.83 Horz(TL) 0.08 8 Na We SCOL 10.0 Code FBC2MOfrPI2007 (MaIrk) Wdght:177Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4.040 oc purlins. BOT CHORD 2x8 SYP Not BOT CHORD Rigid ceiling directly applied or 7-2-4 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS Qbfsb:e) 1=1331/0.8-0 (ndn.0.1-16),8=1331/0.8.0 (min.0.1-15) Max Hors 1=200(LC 10) Max Uplfltt¢595(LC 10),8}595(LC 11) Max Grev 1=1541(LC 2),8=1541(LC 2) FORCES (lb)-Maximum CompresslontMaximurn Tension TOP CHORD 1-13}3284/1402,?-13}3192!1428,2 3 2494/1085,314=.2400/1091,4.14 2392/1112,4.5=424811115, 5-15-239211112,8152400/1091,8.72494/1085,7-18-31921428,818}3284/1402 BOT CHORD 147-1181P1941217=-1181=41142-.1181MA 1148=,.MM15,10.18e$81/2115,9.10--1181PAA 9.19}1161X1902,8.19--11e1/2902 WEBS 2-11=-W/706,4-11=-133M27,5-10=-133M27,7-10--W/708 NOTES 1)Unbalanced roof live loads have been considered for We design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDL=O.Opsf,BCDL=B.Opsf•,h=1 Oft;CaL II;Exp C;Encl.,GCp1-0.18, MWFRS(envelope)automatic zone and C-C Extedor(2)0.3-15 to 3315,Interlor(1)33.15 to 1040,Exterior(2)10.0.0 to 1884 Interlor(1)186-0 to 254-1 zon%cantilever left and right exposed;C-C for menbe a and forte&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 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 pot bottom chord Ove load nonconcument with any other live loads. 8)Provide mechanics!connection(by others)of truss to bearing plate capable of withstanding 595 Ib uplift at joint 1 and 595 Ib uplift at joint 8. 7)This truss has been designed for a moving concentrated load of 200.01b dead lat all mid panels and at all panel points along the Bottom Chord,nomconcurnmt with any other live loads. 8)°Seml-rigid pitchbreaks with fbred heals"Member ed fbdty model was used in the analysis and resign of this trema LOAD CASE(S)Standard Job # Y In= TWO 01y Ply LAO CONSTRUCTION 12H07 HG1 ROOF TRUSS 1 1 .00002142 Job Refensnrs o BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. ID: 7.340 a Feb 24 2012 MfTek Industries,Inc.Tue Aug 2814:44.05 2012 Page 1 gYen2JYmiawt?blVJxuemLyjPJU-do2i+�'TSXJgkjIuHYKupitbvFYADEOQ�_7zI>�yjl� 4$5 8-0-012-1-4 18.012 202-0 23.7-11 28-2-0 4Sb 3.511 4-1x1 3.118 4.1-4 3.5.11 468 anile a 747.0 8x8= 2X411 3x4= 5x8= 4 8 8 7 5.00 V2 3x4 3x4 3 8 Sf8 WTI Sx$8n189F�: 4 - 4172x.0 -2.11.3 618Zx4 -2.113 6142x4 -2413 7-122X41103-2-11-43 I -84089 182x4 -1 512 13 10 1 10 94 I 19 18 20 17 1s 15 M 14 13 12 22 11 23 MWO= 7x12= 2x4 II 7x8= 518M183F18= 9x10= 7x8= 8x8-.0185}18= 7X= 29411 7x12— 8x19= 040(0313) 040(6313) 1-4.0 282-0 i 1-0-0i i 48-8 860 1214 16612 20.2-0 237--11 26160 27-Tr0 1." r 3.2-5 3 511 4.1-4 311-8 41-4 3611 32-5 0.4_0 1-0-0 Plate Offsets()l,Y): [7:0.1-7,0.4-101,[7:0.1-7,Edge],[4c0.5-%0.3.41,V:0.5.8,x3.41,[10:0.1-7,0.410],[10:0.10.9,Edge],[12:0.3.0,0.4121,[14:0-3-0,0.4-41,[15:0.5-0,0.4-41, 17:044,04121 LOADING(per SPACING 2-0-0 CSI DEFL in Poe) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC OA7 Vert(LL) 0.381415 >915 380 M7`20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.90 Vert(R) -0.551415 >804 180 MISSHS 2441190 SCLL 0.0 Rep Stress Incr NO WB OAS Houz(TL) 0.17 10 n/a We SCOL 10.0 Code FBC20f WrPMW (Mafrbc) Welght:195 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood suss!! 9 directly applied or 248-9 oc purlins. BOT CHORD 2x8 SYP Not*Except' BOT CHORD Ftlgid ceiling directly applied or 44-11 oc bracing. 13-16:20 SYP M 28 WEBS 2x4 SP No.3 SLIDER Lit 2x4 SP No.31-9.10,Flight 2x4 SP No.31-9.10 REACTIONS (Ibfsize) 1=2809/080 (min.0313),10 0.8-0 (min.0.3.13) Max Horz 1=124(LC 8) Max UpfHt181518(LC 4),1081518(LC 6) Max Grav 1=3215(LC 18),10==S(LC 17) FORCES (Ib)-Maximum CompresslonlMaxinarm Teralon TOP CHORD 1-28704313318,2-3=8921/3343,3-4}724313538,4 i-77841.x,5-877784/ 29,8.7-7r/ZWW,7-8-7242!3537, 8•9}892413344,9.10--7048/3319 BOT CHORD 1.1982974/8438,18-1982974/8438,18.2082974/8438,17-20.--297418438,18.17}315318887,15.1883153/8887, 15-21837301/884,14218373WM4,13148313518793,12-138313515793,12-2?=-2059/8348,11-228 911SI 48, 11-238295918348,1x2382959/8348 WEBS 31881831183,31782(Y7/849,417875811880,415877811450,5-158130/382,8.1581391125,614819W389, 7-14879ii/1487,7-12=•755!1877,8.1?=-201852,8-1181801184 NOTES 1)Unbalanced roof live loads have been considered for this deign. 2)Wlrrd:ASCE 7-10;175mph(3-sewnd gust)Vasd=136mph;TCDL=9.0psf;BCDL_S.Opsf;h=l Oft;CaL II;Exp C;Enol,GCpi=0.18; MWFRS(envelope)automatic zone;cantilever left and right wwsed;Lumber DOL=1.80 plate grip DOL=1.80 3)Provide adequate drainage to prevent water ponding. 4)All plates are MM plates unless otherwise Indicated. 5)Plates checked for a plus or minus 0 degree rotation about Its center. 8)This tries has beat designed for a 10.0 pef bottom chord live load tnoreoncurrent with any other live toads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1518 Ib uplift at joint 1 and 1518 ib uplift at joint 10. bum has 8)This the Bottom n designed noncfor a m_ovient with concentrated .Olb dead located at all mid panels and at all panel points alonr live loads. 9)Girder carries hip end with 8-0-0 right side setback,8.0.0 left side setback,and 74x0 end setback 10)°Semi-rigid pifchimmiks with lbued heels°Member and flxfty model was used in the analysis and design of tins truss. 11)Hanger(e)or oder correction device(e)shall be provided sufficient to support concentrated load(s)1244 Ib down and 510 Ib up at 20-2-0,and 1244 Ib down and 510 Ib up at 640 on bottom chord The desigNselection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the trines are noted as front(F)or back(B). LOAD CASE(S)Standard Continued an page 2 Job i T ;ws �TrussType my PV LAO CONSTRUCTION 12H07 G1 ROOF TRUSS 1 1 A0002142 Job Reference(oplJonaQ BEST TRUSS CO„M AML FL.,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Irmkmffles,Inc.Tue Aug 2814:44:05 2012 Page 2 ID:gYen2JYntawt?bfVpammLyIPJU-IozPrTSXjgk)IuHYKuphbvFYADEOGO_7zbpNho LOAD CASE(S)Standard 1)Regular:Lumber Increase-IM,Plate lnmeasftl.W Uniform Loads(pfQ Vat 14}75,4-7=48(F.",7-10}75,147}40,1217¢180(F}140),1012c-20 Conowdrated Loads(lb) Verh 17=-597(F)12=.W(F) Job I I Tri Truss TVP= QtY PlyLAO CONSTRUCTION A0002143 12H07 HG2 ROOF TRUSS 1 1 Job Retetetwe BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,I1c.Tue Aug 2814:44:13 2012 Page 1 ID.gYe12JYm18wt? MxugmLy)PJU-OUMMYYgHMF&AOZyZwbavMRSSJWhO YIW 8-0.0 12-34 16412 20.8-0 28-8-0 8.0.0 434 41-8 43 4 660 sc I/ell, gee— 3xs= 214 11 OX10= 3 4 8 g BA0 12 0 2� 7419 �f1 & 3142x4 -7111 412216 -1111 5.112 6 -2-113 "2W -2.113 81088= 1 8 18 14 13 12 16 11 10 8 17 Mao= M2= AS= ad AHS= 318 11 8110= om M188H8= US II 7x12— Wo= 080(0711) 080(0711) ,1.0-0, 800 , 12-3.4 , 16412 2060 27-84 28-8-Q 1.0 0 7-0-0 43.4 41-8 434 7-0-0 1-0-0 Plate OffseIsKY): [1:0.1-3,0.4-10],[1:0.1-5,Edgel,[3:0.3.8,0.341,[8:0.5.4,0-3-8y[8:0.1-11,0-0-101,[5:0.10.7,Edgel,[9:0.412,0.1-8],[11:O6AO.4A,[12:0.4.44,0.1-81, [14:0.2-12,0-0421 LOADING 0" SPACING 26" CSI DEFL In poo) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.52 Vwt(LL) 0.381142 >921 380 KM 2441190 TCDL 15.0. Lumber Increase 1.33 BC 0.47 Vert(TL) -0.551142 >811 180 MISSHS 244/190 13CLL 0.0 Rep Stress Ircr NO WB 0.93 Hcrr(TL) 0.18 8 nfa We SCOL 10.0 CodeFBC2MWTPMW (Ma" Weight:188 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Structural wood sheathing directly applied or 2-65 oc purlins. BOT CHORD 2x8 SYP M 28 BOT CHORD Rigid csiling directly applied or 544 oc bracing. WEBS 2x4 SP No.3 SLIDER Lett 2x4 SP No.3 348.2,Right 2x4 SP No.3 341.2 REACTIONS (Webs) 1=2858/08.0 (min.0.2-11),8 0.8-0 (min.0.2-11) Max Horz 1=124(LC 8) Max Upfl l¢1550(LC 4),8}755%LC 5) Max Grov 1=3274(LC 18),8=3274(LC 17) FORCES (ib)-Maximum Tension TOP CHORD 1-2}7403549,2-3 729813578,34 /3401,4.5=. 12f4084,5.6=-=314084,8.7}72MM",7.8 7483/3549 BOT CHORD 1-15 3159/8874,1415-3159/8874,13-14=}3073/8150,12-13}3873/8150,12-1&:.W3I815q 11-18}3873/8150, 1011=3170/8850,9.10}317018850,9.173142/8775,8-17¢314218775 WEBS 3-14=•1214/2797,414=4851/884,4-12=-W/1057,4-11=-12QtI3S,5.11=-1811359,8.11=-903/1714,8.9--U21757 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136nph;TCDL=9.0psf;BCDL=G.Opsf;h=1 Oft;Cat.II;Exp C;Encl.,GCp1=0.18; MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.80 plate grip DOW.80 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)13. 0)Plato(s)at joint(s)1,1,1,1,3,8,8,8,8,8,14,4,12,5,11,9 and 10 checked for a plus or minus 0 degree rotation about Its center. 7)Plates)at Joint(s)13 checked for a plus or minus 3 degree rotation about Its center. 8)This miss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of mass to bearing plate capable of withstanding 1550 lb uplift at Joint 1 and 1550 ib uplift at joint S. 10)This truss has beer designed for a moving concentrated load of 200.01b deal located at all mid panels and at all panel points Wong the Bottom Chord,noreouncurent with any other live loafer 11)Girder carries hip and with 8-0-0 right side setback,600(eft side setback,and 740.0 and setback 12)°Send-rigid pitchbreaks with fbwd heels°Member end fbdty model was used In the analysis and design of this truss. 13)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)1244 lb down and 510 Ib up at 20.8.0,and 1244 Ib down and 510 Ib up at 84-0 on bottom chord. The designiselecdon of such connection devices)is the responsibility of othea. 14)In the LOAD CASE(S)section,loafs applied to the face of the truss are noted as front(F)or lack(B). LOAD CASE(S) Staniland Continued on page 2 Job : f Truss Truss Type CRY PiYLAO CONSTRUCTION 12H07 HG2 ROOF TRUSS 1 1 A0D02143 Job Reference(optionen BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7-M08 Feb 242M2 MITek Irrdudrks,Ina.Tus Aug 2814:44:13 2012 Page 2 I0:gYen2JYmIawt?bWpcusmLyjPJU-0LSRWDYYgHIaF8u4oZyZxAravFS4R8SJ9zDhO5lyj1e0 LOAD CASE(S)Standard 1)Regular Lumber Increasewl.33,Plate Incr l.W Uniform Loads a" Vert 1-3=-75,3.6}38(F-38),68-45,144x2%9.14=-1fi0(F6-140),8-9—20 Coruuertrated Loads(Ib) Vat 14a897(F)9-697(F) Job . I T TruesTme CONSTRUCTION 12HO7 HG-3- ROOF TRUSS 1 1 A00021" Job Reference BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 8 Feb 24 2012 MiTek Industries,Inc.Tire Aug 2814:44:16 2012 Page 1 I0-gYen2JYmiawt?blVJxusmLyJPJ GYECQef49Lu1cfBv2h3yJldz 2.40 8-0-0 9.10.0 14.2-0 15.10-0 'r 2-40 3SO 310.0 r 4-0-0 1-841 Scale-1:26,8 Sx8= Sx8= 3 4 34216N&2-340-0 SAO 12 3102x4 -1314 7 482-4 -12-1 2 13 -688 48218 1 Nat-3310 1 38 2i6 Not-311-0 S 1 3 .0$8 No2-47-13 8 7.82,eNo2- def 7x8 4 % 417II 18 1p NO2-24.1 7x8= 67 .,it Iy 1, 3x4= 12 7 11 2m 12 MO= 7x8= 17 o.3-0Ia2� o�at� osgar� 9.848 14.2-0 f 4-10•Q 15.10-0 , 1-8-0 o•9.O 3841 0.8.8 2-11-0 4.68 0.9-0 1.00 Plate offsets MY): [2:0-24,0-149],[3:0.64,x2-12],[4:0.3-O,0-2-121,[6:0.4.8,0-0.13],[7:0-7-8,04-M,[8,0-4-0,04-%,110:0-3-0,04-41,[11:0.3-0,0.4-4) LOADING(psf) SPACING 2-0-0 CSI DEFL In (loo) Wall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.45 Vert(LL) 0.14 8.9 >999 360 Mf20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -0.22 8-9 >648 180 BCLL 0.0 Rep Stress Imcr NO WS 0.81 Hwz(TL) 0.11 6 Na Na BCDL 10.0 Code FBC20f 0/rP12007 (Matrix) Welght:94 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Stnwtural wood sheathing directly applied or 3-8.3 oc purling BOT CHORD 2x8 SYP Not BOT CHORD Rigid coiling directly applied or 6.00 oc!racing. WEBS 2x4 SP No.3-Excepr 2-10:2x4 SP No.2 REACTIONS pbfsize) 8 OGS%-6-0 (min.01-9),11=1522/0.8-0 (min.0-2-3),7=1011044 (min.(1.9.9) Mex Hors 11=93(LC 8) Max UpliftSw4WLC 5),11 -923(LC 4),7o.397(LC 13) Max Grav 6=1436(LC 18),11=1837(LC 18),7=252(LC 34) FORCES (Ib)-Maximum Compresslon/Mandmum T"on TOP CHORD 1-2=-281/420,2-3¢3497/1583,3-0=-3715/1721,45}408911809,68 4049/1714 BOT CHORD 1-12}3491283,11-12=-3481283,11-13=-4941130,101&,-M 136,1014130813242,9.14}1305/3244, 9.15}1323/3311,8-15-1323/3311,8.16=-1550/3781,7-18}1580/3745,7-17 158813731,6.17 1588/3731 WEBS 2-11=-1740/874,2-10o-141WWI,310-1881721,38=300/837,""W1348,5-7=,-448I387 NOTES 1)Unbalanced roof live loads have bent considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCOLa9.Opsh,BCDL=B.Opsf-,h=1 Oft;Cat.II;Exp C;Encl.,GCpl=0.18; MWFRB(envelope)automatic zoite;cantilever left and right exposed;Lumber DOL=1.80 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 joint(s)S. 5)Plate(e)at jolnt(s)1,3,4,6,11,9,7,2 and 10 checked for a plus or minus 0 degree rotation abort Its center. 6)Plate(q)at joint(s)8 checked for a plus or minus 2 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)Provide mechanical connection(by others)of trues to bearing plate capable of withstanding 605 Ib uplift at joint 8,923 Ib uplift at Joint 11 and 397 Ib uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at a9 panel points along the Bottom Chord,nonce curre nt with any other live loads 10)Girder cartes hip end with 8.0-0 and setback 11)°Serd-rigid pitchbreaks with fixed he"Member end fbdty model Was used In the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)784 lb down and 313 Ib up at 9.8-8,and 784 Ib down and 313 ib up at 8-0.0 on bottom chord. The design/selection of such connection dsvice(s)Is the responsibility of others. 13)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)Regular:Lumber Increase=1.33,Plate bncrease=1.00 Uniform Loads(plf) Verh 1-3=46,34=437(F6.63),441=45,141=40,10-11=.20,9.10}37(Fa17),S-9=}37(F¢17),7-8}20,6.7}20 Continued on page 2 Job • Trues Truss Type LAO CONSTRUCTION 12H07 HH1 ROOF TRUSS 1 1 A0002145 Job Reference o BEST TRUSS CO.,MIA111%FL,BEST TRUSS C.O. 7.340 s Feb 24 2012 MiTek Industries,Inc. Tue Aug 2814:44:17 2012 Pagel ID:gYen2JYndawt?b1 OUMTILyjPJU-MwMab3uWFOMdM P1 VM§693Pd4KJIWkDWyjidy 855 12-0-0 17-80 - - 6$5 54-11 55-0 Sa=le-1:29A 29411 3 4 342K8 Ne.2-Sao Li s 9.00 V2 294 -- 1 Nat-1 2 No -9.104 492W N06 1-4-7-3 3820 Na 1-47.3 7 2$2x4 1 11 -03a 1a 29ONo,2-12-0-0 "2x9 Not-5&1 9 6 10 8 32A0 11 710_ Oa0(04-� 1-0-0 1-4-p 12.0.0 17-84)_ 1-0-0 105-0 545 Plate Offsets MID: [1:0-0.13,1-4-131,[1:0.3-8,0.1.27,[3:05.4,0.212],[5:0.3.0,0.2-12],[8:0.3-0,0.4481 LOADING 0" SPACING 2-0.0 CSI DER. in poc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.10 1-8 a999 380 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vert(TL) -0.43 1-8 X483 180 BCLL 0.0 Rep Stress Ince YES WB 0.87 Hwz(PL) 0.02 5 We Na BCDL 10.0 Code FBC201 WrPM007 (Matrix) Walght:119 Ib FT=0% LUMBER BRACING TOP CHORD 20 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 545 ac purlins, BOT CHORD 2x8 SYP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD R191d calling directly applied or 8-142 oo bracing. WEDGE WEBS 1 Row atmldpt 3.5 Left:2x4 SP No.3 REACTIONS pbfsize) 5=817/MechaMcal,1=8171044 (min.0.1-8) Max Horz 1--4MLC 10) Max UpIHt5}423(LC 8),1}378(LC 10) Max Grov 5-00"2),1=94%LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1.7}1691/843,27x-1817/888,241=-W M,3-8=572(345,3.4--9/8,4-5=-2371170 BOT CHORD 1-8�-907/1893,8.9=-80711593,8.10 4041847,8.10847 WEBS 2 --.W J828,3-8}1401584,3-5=-11381538 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDL=9.0psf;BCDL=B.Opsf•,h=10ft;CaL II;Exp C;Encl9 GCp1=0.18; MWFRS(emralope)automatic zone and C-C Exterlor(2)0.3.15 to 33.15,IntedoKI)34-15 to 940,Exterlor(2)940 to 124-0 zone;cantllmrer left exposed;C-C for members and forces&MWFRS for reaction shown;Lumber DOL=1.80 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 ce W. 4)This truss has been designed for a 10.0 pot bottom chord live load nonconcurnmt with any other live loads. 5)Refer to~s)for truss to Muss connections. 8)Provide mechanical connection(by others)of Muss to bearing plate capable of withstanding 423 Ib uplift at joint 5 and 378 Ib uplift at joint 1. 7)This buss has been designed for a moving concentrated lead of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)°Send-rigld phtchbreake with fixed heals°Member and fbdty rtmdal was used In the analysis and design of this buss. LOAD CASE(S)Standard Job * Tnsa Tna:sType LAO CONSTRUCTION 12HO7 HH2 ROOF TRUSS 1 1 AO0O2146 Job Reference BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. - 7.340 s Feb 24 2012 Wrek Industries,Ino.Tue Aug 2814:44:18 2012 Page 1 I0:gYen2JYMewt?bl bwwnLyjPJU-IJFIQwcMgNtLUn?s7YkdtHoBTrnpJqu8VO81yyjldx 7$7 , 144).4 17-8-0 , 74.7 8.5.13 3-7-12 7,e= scale=131.1 294 II SAD 12 4 8 46298 NO2-3.7--12 4171- N062-3 294\\ 2 86294 -588 48 -7.1-11 48294 81b11 NO2- 9 1 11 -086 1-7298NO2-12-" 25294 W-3.3.7ED 6.7298NO2-W 3x4= 11 8 7 12 6 3x4= 417= 4x5= 3x10 II O r4Qe8� , 9.4.4 1748-0 1-0-0 84-4 8.3.12 Plate Offsets(X Y): [1:0-"A-1-21,[1:0-0.13.1 31 LOADING(psf) - SPACING 2-0-0 CSI DEFL In Poe) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.38 Ven(LL) 0.07 1-8 >999 350 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.45 Vert(TL) -0.22 1-8 >943 180 BCLL 0.0 Rep Stress Inor YES - WB 0.91 Horr(TL.) 0.02 8 Na n1a BCDL 10.0 Code FB=0/rPMW7 (Mabix) Welght:120 Ib FT=0"/" LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural Wood sheathing directly applied or 5.842 cc purlins, BOT CHORD 2x8 SYP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 8.2-4 oc bracing. WEDGE Left:2x4 SP No.B REACTIONS (I&sln) 8=817/Machankml,1=817108-0 (min.0.14Q Max Horz I.WLC 10) Max UpIM%"42(LC 10),1--373(L.0 10) Max Grov 8el948(LC 2),1=948(LC 2) FORCES (lb)-Maximum CompresslonlMaximum Tension TOP CHORD 1-9-1874/553,2-9}15821682,2-3=-1350/500,3-10}12481520,410=,-1241/541,4-5=-10/0,541=-127/95 BOT CHORD -141=-SB 1558,8-11 888/1558,7-8=-281/507,7-12m.261/507,8.11.-28'1/507 WEBS 2-8=42116","o-491111073,44=48"M NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDLa9.Opsh,BCDL=S.Opsh h=101t;Cat.11;Exp C;Encl.,GCpI=0.18; MWFRS(envelope)automatic zone and C-C Extefor(2)03-15 to 3.3-15,Interior(1)3.3-15 to 11-04,Exterior(2)114)4 to 1404 zorm;cantilever lett eucposed;C-C for members and forces&MWFRS for reactions shorn;Lumbar DOL=1.80 plate grip DOL=1.80 2)Provide adequate drainage to prevent water ponang 3)Plates clacked fora plus or minas 0 degree rotation about Its center. 4)This toss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)Refer to~s)for truse to truss connectlora. 8)Provide mechanical connection(by otters)of truss to bearing plate capable of wittatanding 442 lb uplift at joint 6 and 373 lb uplift at joint 1. 7)This truss has beer designed for a miring concentrated load of 200.01b dead located at all mid panda and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Send-rigid pitchbrealcs with fixed heels"Member end fbdty model was used in the analysis and design of tlds truss. LOAD CASE(S)Standard Job. Tnara Tnrss Type oty Ply LAO CONSTRUCTION 12H07 HH3 ROOF TRUSS 1 1 A0002147 Job Reference o Donal BEST TRUSS CO.,MIAMI,FL,SESTTRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc. Tue Aug 2814:44:20 2012 Pagel ID:gYen2JYmlawR?blVpcuamLy)PJU-hhN4_cdxBRdbbBwWWC14M0UGSOHeXBeptGgryjldv 8-0-0 17-8-0 8.0-0 9.8-0 acme o t�9.8 5x8= 4xe= 2 9 10 3 232x9 NO2-9+8-0 5.09 12 8 7 1 NO2-& 34294 W-2-11.9 2$294 -2-11.9 1 1-5298140t-12-" U ELI 45298NO2-5 -1 drill 11 8 5 12 4 3x8= 2¢4 11 4x7— 4X5_ tsgatsl 8-0-0 17-8-0 0- 7-10-0 9.8.0 Plate OffBats p(,Y): [2:0-5.4,0.3.07,[3:Edg%0.2-OI LOADING 0" SPACING 2-0-0 CSI DEF. in (loo) Well lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.84 Vert(LL) 0.10 1-8 >999 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.54 Vert(TL) -0.27 4.8 >767 180 BCLL 0.0 Rep Stress it= YES WB 0.83 Horr(TL) 0.03 4 We n1a BCDL 10.0 Code FBC201 WTP12007 (Metft) Walghh 1081b FT=O% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Structural wood sheathing directly applied or 5.3.10 oc purlins, BOT CHORD 2x8 SYP Not except and verdcohL WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 8-7-8 oc bracing. WEBS 1 Row atmidpt 2-4 REACTIONS Oblabie) 1=833h40 (min.0-1-8),4=833/MechoWcal Max Hmz I-W(LC 10) Max UpUM-358(LC 10),4-457(LC 8) Max Gray 1=984(LC 2),4=984(LC 2) FORCES (lb)-Maximum CompresalonlMatdmum Tension TOP CHORD 1-7o-1708J855,7-8-1598/881,248col O W690,2-9-- W42,&10—79/42,3-10=-7W42,34-423f3W BOT CHORD 1-11-759h514,8.11-7M514,54k-75BM524,5.12-75511524,4-12-755/1524 WEIR 2-80418,24=45331781 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDL=.Opsf;BCDL=O.Opst,h=10f;Cat.d;Exp C;Ertel.,Gq".18, MWFRS(s wo ops)automatic zone and C-C Exterior(2)4.0.1 to 21145,Intedor(1)21145 to 5.0-0,133defor(2)5-"to 8-0.0, Idelor(1)11-0.0 to 14.84 zorre;cantilever left exposed;C-C for menbes and foxes&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOLA.80 2)Provide adequate drainage to prevent water ponding.. 3)Plates checked for a plus or minus 0 degree rotation about its cents. 4)This truss has been designed for a 10.0 psf bottom chord live load nonaoncunent with any other live loads. 5)Refer to~a)for fives to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 358 Ib uplift at joint 1 and 457 lb uplift at joint 4. 7)This truss has been designed for a moving cont eaftled load of 200.01b deet located at all mid panels and at all panel points along the Bottom Chord,non Trent with any other live loads. 8)°Serd-rigid pitchbreaks with fixed heels"Member and fbdty model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job. Tres TnWs Type LAO CONSTRUCTION 12H07 HH4 ROOF TRUSS 1 1 - A0002148 Job Refererrrs(optional) BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc.Tue Aug 2814:44:212012 Pegs 1 ID:gYen2JYmtawt?blVbumwLyIPJU-9bcSCresy HRCLVdGF Idu 1040 , 17$0 , 10-0-0 780 scmeelaes SW= 29411 2 8 10 3 2,92 Not-7-" 8.00 12 6 .8.0.4 1 NO2-1 342 -383 282[4 -393 7 ri1 1-5 2x6 Not-12-" 4-528 Not-W 11 6 8 12 4 4X5_ 2K4 11 43ff_ 4X6_ 08-0(0.140 10-0-0 17-8-0 0--0 9.10-0 7-84 Date Offsets MY): [2:084,034] LOADING(psi) SPACING 24.0 CSI DEFT- in floc) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.85 Vet(LL) 0.15 1.8 >999 300 MT20 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vert(TL) -0.32 1-8 >642 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 4 n1a n1a BCDL 10.0 Code FBC2010/TPMW (Mob" Weight:1108 Ib FT=W%o LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Structural wood sheathing directly applied or 410.4 oc purling, BOT CHORD 2x8 SYP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling dWectly applied or 9.2-3 oe bracing. WEBS 1 Rorer atmidpt 2-4 REACTIONS (IbIbbs) 4=817/Machanical,1=817/048-0 (min.0.1-8) Max Hors 1=3MXLC 10) Max Up11114=436(LC 0),1--W7(LC 10) Max Gray 4=g48(LC 2),1=948(LC 2) FORCES (Ib)-Maximum CompmsslorVMardmum Tension TOP CHORD 1-7=-1398/488,7-8-1254/483,2-Ba1199/518,2-9=-24/14,9.10=-23114,3.10 23A 4,3-4 27 BOT CHORD 1-11=-813/1202,8.11=813/1202, 1/1211,5.12 811/1211,412=-811/1211 WEBS 243=11K24,24=43621865 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDL=9.0psf•,BCDL=S.Opsf;WWII;Cat.8;Exp C;Encl.,GCpk0.18; MWFR.S(envelope)automatic zone and C-C E)terior(2)0.3.15 to 3.3-15,Interfor(1)3-3-15 to 74-0,Extefior(2)74)-0 to 10-0-0, In to for(1)13-0.0 to 1484 zone;cantilever left sxposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOW.80 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has beer deigned for a 10.0 pot bottom chord live load rwnconcurrent with any other Iive loads. 5)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 438 Ib uplift at john 4 and 367 lb uplift at joint 1. 7)This truss has been designed for a moving concentrated loud of 200.0Ib dead located at a8 mid pautels and at all panel points along the Bottom Chord,nonconcurre t with any other live loads. 8)"Send-rlgld pitchbreaks with fixed heels"Member ed fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job. 0Tees Truss Type LAO CONSTRUCTION A0002149 12H07 HHS ROOF TRUSS 1 1 Job Reference(optionail BEST TRUSS CO.,MUM,FL,BEST TRUSS CO. 7-W8 Fab 242012 MiTek Industries,Inc.Tue Aug 2614:44:22 2012 Pagel ID:gYen2JYndaMrt? MxuamLy)PJUd4UrPHtCrAgV4ppydgoVSSc47olbYU16MNvJypdt 6.8.5 12-0-0 178.0 8.8.5 5.5.11 5S0 sane=1:21M 8X8- 2c4 11 3 4 3428 No.2-866 ri 8 an 12 2r4 1 Not-1 2 \4-7-3 -479 302c4 7 2$ 1 1-0 -0.86 1$28 Not-126-0 LIJ 86 28 Not-56.1 dddlll 3s0- 9 0 10 5 ado II M- 6x8 0'8'0(0.1,81 1.0.0 12-0-0 17-6-0 1-0 0 10.84 5.8-0 Plate Ofleets MY): [1:0-0-MI-4-131,[1: -21,[3:0.5.4,0.2-121.[5:0.3-0,0.2-12],[6:0.3-0,0.4-81 LOADING(pol) SPACING 2-0.0 CSI DEFT- in Poe) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.10 14 >999 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vet(rL) -0.43 1-6 a483 180 BCLL 0.0- Rep Stress lura YES WB 0.67 Hoz(TL) 0.02 5 We n1a BCDL 10.0 Code FBC2MWTPMW7 (Matrbn) Wdght:1191b FT=0% LUMBER BRACING TOP CHORD 2x6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 541-8 oc purlins, BOT CHORD 2x6 SVP Not except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or B-1-12 oc bracing. WEDGE WEBS 1 Row atmidpt 3-5 Left:2x4 SP No.3 REACTIONS (Iftize) 5=617/Mschardca1,1=8170&0 (min.0.148) Max Hor11=429(LC 10) Max Up1flt8-423(LC 6),1}378(LC 10) Max Grav S=MLC 2),1=946(LC 2) FORCES Pb)-Maximum Compression/Maximum Tension TOP CHORD 1-7-1691/843,2 7}1617/888,2-&A84/324,3 e-S?J345,3.4}9/8,44=.237/170 BOT CHORD 1-9}907/1593,8.9=.W/1593,8.10}404/847,5.10-404/847 WEBS 2-0=-835J6�,3.8=440/584,3-5-11381538 NOTES 1)WAW:ASCE 7-10;175mph(3-second gust)V 138mph;TCDL=9.Opsf;BCDL=O.W,h=10tt;Cat.11;Exp C;Fsd„GC[l=0.18; MWFRS(envelops)automatic zone and CTC Extelor(2)0.3-15 to 3.3-15,brterior(1)3315 to 9-0-0,Extelor(2)9.0.0 to 12-0-0 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lundie DOL=1.60 plate grip DOL=1.80 2)Provide adequate drainage to prevent water ponding. 3)Plates chocked for a plus or minus 0 degree rotation about Its center. 4)This truss has been designed for a 10.0 pot bottom chord live load nam:ormment with any other live loads. 5)Refer to girders)for truss to truss connections. 6)Provide mechanical connection(by othere)of truss to bearing plate capable of withstanding 423 Ib uplift at joint 5 and 376 lb uplift at joint 1. 7)This truss has been designed for a moving concentated Toad of 200.01b dead looted at all mid panels and at all panel points along the Bottom Chord,no conc urrent with any other Ove loads. 8)°Send-rigid pitchbreaks with fixed hails"Member end fhdly mutat was used in the analysis and design of this truss. LOAD CASE(S)Standard Job. Truss Truss Type LAO CONSTRUCTION A0002150 12H07 J2 ROOF TRUSS 2 1 Job Reference BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek IrKkwVhM Inc.Tue Aug 21114:44:23 2012 Page 1 ID:gYen2JYmiawt?blVj MWLVJPJU4G2DcdgqUM?981f4Ng8v1(_kWMCWGm& kle 2.0'0 J r 2-0-0 8Ce1B a 1�.8 3 s.Mo I2 , �a2xewoa � 2 t NCL3-04 24)4 , 8 4 3_ 3x8 11 o4salai-M 1-0.0 , 1-80 J 1-0-0 Plate 0ftsds MY): [2:044,0-1-21,[2.0-2-4,14121 LOADING(psl) SPACING 2-0-0 CSI DEFL in Poe) Vdati Lid PLATES GRIP TCLL 30.0 Rates Increase 1.00 TC 0.08 Vert(LL) -0.00 2 >90 380 KM 244M90 TCDL 15.0 Lumber Increase 1.33 BC 0.07 VWM) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Inor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20I WrPIM007 (Matron) Weight:11 Ib FT=00/9 LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 24).0 oc purlins. BOT CHORD 20 SYP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oo bracing. WEDGE Flight 2x4 SP No.3 REACTIONS (IWabs) 2=97/0.8-0 (min.0.1-8),4=19/Mechanical,3=7?/Meclmnical Max Harz 2=74(LC 10) Max UplKUW-14 LC 10),3-4"(LC 10) Max Grav MMC 23),4=219(LC 24),3=88(LC 2) FORCES (Ib)-Mwdmum Congx:-I xVMwdn u n Tension TOP CHORD 1-2=M,2-3}88(40 BOTCHORD 2-r5--M,"=0/0 NOTES 1)Wind ASCE 7-10;175mph(3-second gust)V 138mph;TCDL=9.W,SCDL=8.0psf;h=1011;CaL 11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterlor(2)mrta;cantilever left exposed;C-C for members and tones&MWFRS for reactions shown;Lumber DOL-1.80 plata grip DOW.80 2)Plates checked for a plus or mimm 0 degree rotation about its center. 3)This truss has been designed for a 10.0 pat bottom chord live loaf nonconcurrent with any ober live loafs. 4)Refer to girders)for truss to trams connections. 5)Provide mechanical connection(by others)of trams to bearing plate capable of withstanding 33 lb uplift at joint 2 and 81 Ib uplift at joint 3. 8)This truss has been designed for a moving concentrated loaf of 2W.01b dead located at all mid panels and at all peel points along the Bottom Chord,noncon>currert with any otter live loofa 7)"Send-rigid pitchbreaks with fired heels"Member end fbdty model was used In the analysis and design of this truss. LOAD CASE(S)Standard Job. Tnrsa Truss Type Ply LAO CONSTRUCTION 12HO7 J2A ROOF TRUSS 1 1 AOOO2151 Job Reference BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 a Feb 24 2012 MITek Industries,Inc.Tue Aug 2814:44:24 2012 Page 1 I0:gYenWYmWmt?blVjxuamLyjPJU-ZScb�gSFgT03oECxNI9twXuOuw9DtYnV(b7zcyjldr 2-0'0 2-0-0 acme=fes 2 sao 12 ! 4 1 1 1.22x8 Nat-248 MM- O 132,8 Not-261 044 1-M 4 3x4= 3tt8 If 3 1-tF0 2-0-0 1-8-0 0-0-0 Plate Offsets MY): [1:04-GA-1-21,[1:0-2-5,1-4-131 LOADING(psf) SPACING 2-0.0 CSI DEFL in pox) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 1 nfr 120 MM 244190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 VwK L) -0.00 1 nfr 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horr(TL) 0.00 n1a n/a SCOL 10.0 Code FBC2010/TPI2007 (Mab" Welghb 11 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2.0.0 oc purpns. BOT CHORD 2x8 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEDGE Right:2x4 SYP M 31 REACTIONS pblslze) 3=2(10.40 (min.0.148),2-189/Mechanical Max Hors 3=-5MLC 23),2a575(LC 23) Max Up1Ift3=.28(LC 8),2=-121(LC 10) Max Grev 3=220(LC 24),2=280(LC 23) FORCES (Ib)-Maximum CompressloniftWmum Tension TOP CHORD 1-2=-M638 BOT CHORD 1-4=575/642,3-0=-575/542 NOTES 1)Wind:ASCE7-10;175mph(3-second gust)Vasd=138mph;TCDL=O.Opsf;BCDL=(LOpsf•,h=101t;CaL II;Exp C;Encl.,GCp1:-A18, MWFRS(envelope)gable rend zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about iia center. 3)This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4)Refer to gkder(s)for truss to trues connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3 and 121 Ib uplift at joint 2. 6)Non Standard bearing condition. Review required. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all add pandle and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels'Member end fbdty model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job• TresTruss Type Oty Ply LAO CONSTRUCTION 12H07 J2B ROOF TRUSS 10 1 A0002152 Job Reference BEST TRUSS CO.,MIA1Ay FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc. TUB Aug 2814:444 2012 Page 1 ID:gYen2JYmiawt?bIV)xuwnLyjPJU-ZScbgagSFg703oECXNfgtwXvmuwlDfYnVtMzcypdr 2-0-0 2-" 8ca�=t�.s 2 r B.W 12 r 5 1 1-2219NO2-26" Nos- e r b 132BNo2-241 4 3 2x4= ate II asaa1.31 Plate Offsels(X,Y): [1:0.4.8,0.1-21,[1:0-2-5,1-4-13] LOADING 0" SPACING 2-40 CSI DEFL In (hoc) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 1 >999 380 KM 2441190 TCDL 15.0 Lumbar Increase 1.33 BC 0.07 Vect(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Imx YES WB 0.00 Hwz(TL) -0.00 2 Ne Na BCDL 10.0 Code FBC2M 0 TP12W7 (Matrix) Weight:11 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 24).0 oc pubis. BOT CHORD 2x8 SYP No.2 BOT CHORD Rigid calling directly applied or 10.40 oc brecing. WEDGE Right:2x4 SP No.3 REACTIONS (lbJslze) 3=191111echanlcal,1=92148-0 (mlm 4148),2=7?JMectwdcal Max Hort 1=74(LC 10) Max UpIffH-38(LC 10),2=-M(LC 10) Max Grev,3=219(LC 24),1=248(LC 23),2=67(LC 2) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=4W40 BOT CHORD 14--010,3.40 NOTES 1)Wind:ASCE7-10;175mph(3-second gust)Vaed=138mph;TCDL=9.l)pst,BCDL=B.Opah h=10ft;Cat II;Exp C;Encl.,GCpk0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)xate;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation abed its center. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurratt with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 Ib uplift at joint 1 and 81 Ib uplift at joint 2. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurratt with any other live loads. 7)"Semi-rigid pitchbreake with fixed heels°Member and fbdty model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Tams Type LAO CONSTRUCTION 12HO7 J-2 C- ROOF TRUSS 1 1 AOOO2153 Job Retereree(opllonaO BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek industries,Inc. T1m Aug 2814:44:25 2012 Page 1 ID:gYen2JYmiawt?bM uand y)PJU-1fAz1Jh4?zFthyoOVSAOP7408HDBy"4b1V2yJidq 2-0-0 2-0-0 scab a 1:8.8 2 i &W NY i 1 1.22x8 Not-248 No.3- 0 I 2x8 NO2-241 a , 4 3 3x8 i: B 3x8 II 2-0-0 1.40 1-0-0 Plate O[feete(X,Y): [1:0314,4148],11:42-5,1-4-131 LOADING(pot) SPACING 2-0-0 CSI DEFL in Poe) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.27 Vwt(I.L) 0.01 3 >999 380 KM 244190 TCDL 15.0 Lumber Increase 1.33 BC 0.28 Vwt(TL) -0.09 3 >264 180 BCLL 0.0 Rep Stress In:r YES WB 0.00 Horzrm) 0.00 n1a Na BCDL 10.0 Code FBC2D10/rP12007 (Matrix) Weight:11 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 24)A oo purlins. BOT CHORD 2x8 SYP Not BOT CHORD Rigid calling directly applied or 10.0.0 oc bracing. WEDGE Right:2x4 SP No.3 REACTIONS pb(size) 1=9110 -0 (min.41-8),2=811MechaNcal Max Hors 1=83(LC 24),2-"LC 24) Max Upliftl:}51(LC 10),2o-58(LC 10) Max Grav 1=261(LC 23),2=213(LC 24) FORCES Pb)-Maximum CompresslordMaximum Tension TOP CHORD 1-2:-29/28 BOT CHORD 14=411%3.4=0/0 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vssd=136mph;TCDLF9.OpsF BCDL=&Opsf;h=10ft;Cat.11;Exp C;End.,GCpt=0.18; MWFRS(mnralops)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for rrnembes and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 pot bottom chord five load nonconcurrmnt with any other live loads. 4)Refer to gbder(s)for truss to truss connections. 5)Provide mechanical connection(by othere)of Cruse to bowing plate capable of withstanding 51 Ib uplift at Joint 1 and 55 Ib uplift at joint 2. 8)Non Standard bearing condition. Review required. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all raid panels and at all panel points along the Bottom Chord,noncomame t with any otter live loads. 8)°Send-rigid pitchbreake with fbmd heels"Member end fbdty modal was used In the analysis and design of this truss. LOAD CASE(S)Standard Job, aTnrsa Truss Type Qh Pty LAO CONSTRUCTION A0002154 121-107 A ROOF TRUSS 1 1 Job Reference BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.340 a Feb 24 2012 MITek Industrles,Inc.Tue Aug 2814:44:4 2012 Pap 1 10:gYen2JYmlawt?bWbmmn LWPJU-WrkLPWndi0kioNefthdylcE hcghYV4yk iMMidp 1-8-0 3-Fr13 , 4-0-0 , 14-0 1-9-13 083 Scale 1.122 4 Mu 3 900 NY 2 dt 1-42x8NO2.488 38 N0.3-083 1 9 2 No3-04.1 86 Not 663 9.72x9 Not-141-7 17 NO2.1-&1 9 l$ 8x8= 6 a 3x8_8 080(61 14) 2.8012 7 7X9_ 1-0-0 1-8-0 3-5.13 13.1 p 1-0-0 0.8 0 1-9.13 0-4-110-14 Plate OtfMs MY): [1:0.5-2,0.1-11,[8:0.212,0.1-8],[7:044,0-3-81 LOADING 03" SPACING 2-0.0 CSI DEFL In poo) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 8 >999 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.00 8 >990 180 BCLL 0.0 Rep Stress Irm YES WB 0.10 Horz(TL) 0.00 5 Na nla BCDL 10.0 Code FBC211 WTPMW (Melt) Weight:22 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Structural wood sheathing directly applied or 40.0 oc pwfhmL BOT CHORD 2x8 SYP No.2 BOT CHORD Rigid coiling directly applied or 8-0-0 oa bracing. WEBS 2x4 SP No.3 REACTIONS (flus) 1=010-6-0 (min.0.148),4=91/Mechanical,7=2040.8-0 (ndn.0.1-8),5=61Mechanical Max Hort 1=142(LC 10) Max UpllfHm:12(LC 24),4=-72(LC 10),7m468(LC 10) Max Grav 1=223(LC 25),4=186(LC 24),7==7(LC 28),SLC 28) FORCES (Ib)-Maximum Compresslor%Wnium Tension TOP CHORD 1-2¢148$2,2-3--87124,"=-51/71 BOT CHORD 1-8 ,7.8=r88I55,7-9}40/0,6.9 31/6,5.8x0/0 WEBS 2.7=473/312,3-8-219 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf•,BCDL=G.Opsf;h=101h Cat.II;Exp C;Enol.,GCpl=0.18, MWFRS(erwelope)gable and zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for mmnbers and forces& MWFRS for reactions shown;Lumber DOL=1.80 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 pot bottom chord We load no concurrent with any other live loads. 4)Refer to gUder(s)for truss to trios connections. 5)Provide finical connection(by others)of truss to bearing plate capable of withstanding 12 Ib uplift at joint 1,72 Ib uplift at joint 4 and 168 Ib uplift at joint 7. 8)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)°Semi-rigid pitchbreaks with fixed heels°Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type GU+ Ph LAO CONSTRUCTION 12M07 IAA ROOF TRUSS 2 1 A0002155 Job Reterems(apdonal) BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.340 s Fab 24 2012 MITek Industries,Inc.Tue Aug 2814:44:27 2012 Page 1 ID:gYwi2JYmiewC? MxuamLVjPJU_iqS?IKXbWbwGyncWCeVY80LOyh=DB047axyjldo 1-841 L 4-40 18 0 2-40 BaoM=122 3 5.00 12 2 13 2,s.No2-488 4 1 7 NO-031 4-5 2M5 Not-2-5.12 1.5 Not-13 ,b 3S=8 d 0,8„0(0,140 D440 2W 12 5 7x8- 1-0.0 1-8.0 3.148 4-010 1-0-0 0.8-0 2-2-6 1 Plate Offsds MY): [7:0.5.2,4141[5:43.8,43-81 LOADING(psf) SPACING 2-40 CSI DEFL in poo) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0 AO 5 =999 380 MT20 244190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 VwM) -OAO 4.5 >999 180 BCLL 0.0 Rep Stress[nor YES WB 0.10 Hwz(TL.) -0.00 3 n/a nfa SCOL 10.0 Code FBC2M WrPMW (Matt) Wdgft 21 Ib FT=0% LUMBER BRACING TOP CHORD,2x8 SYP Not TOP CHORD Structural wood Shead"directly applied or 440 oc purlins. BOT CHORD 2x8 SYP No.2 BOT CHORD Rigid coiling directly applied or 640 oc bracing. WEBS 2x4 SP No.3 REACTIONS pblsme) 1=47/0-8-0 (ndn.4140,3o75JMechanical,5=1999.8.0 (mIn.41-8),4=2SWechanical Max Hort 1=142(LC 10) Max Upllfi W4WLC 10),5-172(LC 10) Max Grow,1=227(LC 24),3="LC 2),5=301(LC 25),4=22i(LC 28) FORCES pb)-Maximum CompressioNMaxdmum Tension TOP CHORD 1-2=450/49,24=491418 BOT CHORD 1-&s- 8,541=4W58,5-7=-2410,4-7 /24 WEBS 2-5=2831318 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDLxG. af,BCDL=fLApsf-,h=101t;Cat.ll;Exp C;Encl.,GCp1-0.18; MWFRS(envelope)gable and zone amt C-C Exterior(2)zone;cantilever left unposed;C-C for mambas and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about Ile center. 3)This truss has been designed for a 10.0 psf bottom chord live load noncoraurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide m eclardcal connection pry otitre)of truss to bearing plate capable of withstanding 82 lb uplift at joint 3 aml 172 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated lend of 200.01b dead located at all mid panels and at a0 panel points along the Bottom Chord,nonconcurrard with any o0w live loads. 7)"Semi-rigid pitchbrenks with fixed heels°Member end fbdty model was used in the analysis and design of tido truss. LOAD CASE(S)Standard I Job . Teresa Truss Type LAO CONSTRUCTION 12HO7 AB ROOF TRUSS 1 1 A00021 Job Refeencs(optionep BEST TRUSS CO.,MIAMI,RL BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,into.Tue Aug 2814:44:28 2012 Pagel ID:gYen2JYmkwA?bMxuaml-yJPJU4Es8gL dueSYQXzADj81ndVrVlogPzNO2ptiftldn 2.4-0 _ 4-0-0 2-40 1$0 Scale a 1:122 3 SAO 12 3x9 11 2 1.32x6 bbl-468 4 l 1 2.9 No.3 068 7 482x6 Not-1-9.9 1-52x6No2-2.41 I�[ 3X4= 8 a Il 280 12 9 140 3-1" Plate Offsels(X111: [2:0-44,00121,[5:a3-0,a3-g] LOADING(pat) SPACING 2-" CSI DEF. in poc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.00 S >999 3S0 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.10 Vet(rL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Icor YES WB 0.23 Horz(TL) -0.08 3 n1a n1a BCDL 10.0 Code FBC2MWTPMW (Metric) Weight 21 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Struchual wood sheathing directly applied or 440.0 oc purlins. BOT CHORD 2x8 SYP Not BOT CHORD Rigid calling directly applied or S"oc bracing. WEBS 2x4 SP No.3 REACTIONS (IWstre) 3=1020schanical,5=481/0-8-0 (min.0-1-8),4e18I11lechardcal Max Hors 5=142(LC 10) Max UpIlft3=-353(LC 24),53280(LC 8) Max Grav 3=34(LC 0),5=734(LC 24),4=218(LC 28) FORCES (lb)-Maximum CompressioaffiMmurn Tension TOP CHORD 1-2=142152,2-3}158182 BOT CHORD 1.8=181113, -151113,3.7=2310,4-7=0= WEBS 2-5o7031728 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDL-SApsf,BCDL=B.W,h=101t;Ca.11;Exp C;Erol.,GCpk0.18, MWFRS(envelope)gable and zone and C-C E3derior(2)zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about Its center. 3)This truss fres been designed for a 10.0 pot bottom chord live load nommncurrert with any other live loads. 4)Refer to girder(e)for truss to truss cormectiorre. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 353 Ib uplift at Joint 3 and 200 Ib uplift at joint 5. 8)This tures has beer designed for a moving comrerrtrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,noraoncunwd with any other Iive loads. 7)"Send-rigid pltchbreaks with fbmd heals"Member end fbdty model was used in the analysis and design of this turas. LOAD CASE(S)Standard Job , r P4C uss TrussTyps OLy Ply LAO CONSTRUCTION A0002157 12H07 ROOF TRUSS 10 1 Job Reference - BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Imduabto%lnc. TueAug 2814:44:292012 Pagel ID:gYen2JYmiawt?bWp u m LyIPJU-wOQU#dd33CnLPWdOEWWklm 4.40 440 sc�e a 1:122 2 am 12 22xsNI 2-4-" 1-32NBNo2-441 _ 4 3 3x8 H asa(o-1-th 1-0-0 1-4.0 4.0-0 140-0 440 2-8-0 Plate Offsets MY): [1:44441-21,[1:42-5,1-4-131 LOADING(psi) SPACING 2-0-0 CSI DER. in Poe) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1 AO TC 0.17 Vert(LL) -0.00 1-3 >999 380 KM 244/190 TCDL 15.0 Lumber Increase I M BC 0.18 Vert(TL) -0.02 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB OAO Horr(TL) -0AO 2 We n/a BCDL 10.0 CodeFBC2MWrPMW (Matt) Wsigi*.21lb FT=O% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Str ucknal wood sheathing directly applied or 4-0-0 cc purihre. BOT CHORD 2x8 SYP Not BOT CHORD Rigid ceiling directly applied or 10.40 cc bracing. WEDGE Left:2x4 SP No.3 REACTIONS pblsize) 2=1351Mechenlcal,3=38ANechanical,1=172/48-0 (min.414Q Mau Hbfz 1=142(LC 10) Max UpIM2=-154(-C 10),1=-88(LC 10) Max Grav 2-10"2),&dWLC 24),1=2g1(LC 23) FORCES pb)-Maximum CompressioNMmdmum Tension TOP CHORD 1-20.121108 BOT CHORD 14=0(0,34-00 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Va1d=138mph;TCDL=9.0psf•,BCDL=8.0psf;h=1 Oft;Cat 11;Exp C;Enct,GCpI4.18, MWFRS(envelope)gable aid zone and C-C Extoftr(2)zww,cantilevw left exposed;C-C for members and forces&MWFRS for reactions sham;Lumber DOL=1.80 plate grip DOL--1.60 2)Plates checked for a plus or minis 0 degree rotation about Its center. 3)TMs truss has been designed for a 10.0 psf bottom chord live load non concurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection pry others)of truss to bowing plate capable of withstanding 154 Ib uplift at joint 2 and 88 Ib uplift at joint 1. 8)This truss has been designed for a moving concentrated load of 2W.0Ib dead located at all mid mels and at all panel points along the Bottom Chord,nonconcurru t with any other live loads 7)"Semi-rigid pitchbreaka with fixed heels"Member and fbdty model was used In the analysis and design of this truss. LOAD CASE(S)Standard I Job - ATrless Truss Type Q►y Ph+ LAO CONSTRUCTION 12H07 .15C ROOF TRUSS 2 1 00002158 Job Reference o BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc.Tue Aug 2814:44:30 2012 Page 1 ID:gYen2JYmtawt?bMxuairLyjPJU-Oczs4l lDgWuM)hLH=MntaxPdMlgtlMloBGypol 6-0-0 60.0 scde c 1:140 2 B.OD FIT 12x8 Not-B7$ 1 11 132x8 No.2-841 30- 4 3 3x8 II "40140 1-0-0 0.40 3-84) Plate Offsets MY): [1:0.4.8,0.1.2],[1:0.2-0,1-413] LOADING(psf) SPACING 2-0.0 CSI DEFL In (loc) tidal Ud PLATES ©RIP TCLL 30.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.01 1-3 >999 380 KM 24090 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) 404 1-3 >999 180 BCLL 0.0 Rep Stress hncr YES WB 0.00 Horz(M) -0.00 2 Na n1a BCDL 10.0 Code FSC201(VTPl2W7 (Matrbc) Weight:28 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 8.0.0 oc purlins. BOT CHORD 20 SYP Not BOT CHORD Rigid calling directly applied or 100.0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS pb✓size) 2=173/Mechanical,3_01 Mechanlcrel,1=219l0.8-0 (min.0.1-8) Max Horz 1=178(LC 10) Max UpIMf2=-195(LC 10),1=4WLC 10) Max Grav 2=W(LC 2),3=248(LC 24),1=318(LC 23) FORCES (Ib)-Maximu n CompressioMMaldmam Terelon TOP CHORD 1-2o.18197 BOT CHORD 1.4=AYO,a4=-(VO NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDL=9.W,BCDL=S.Opsf;hol0ft Cat 0;Exp C;End.,GCpl=0.18; MWFRS(envelope)gable end zone and C-C Bderior(2)zore,cantilever left exposed;C-C for men m snd forces&MWFRS for reaction shown;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree natation about its center. 3)This truss has been designed for a 10.0 pef bottom chord live load nonconcurrent With any other live loads. 4)Refer to girder(s)for truss to tares connectlons. 5)Provide mechanical connection(by others)of mesa to beering plate capable of withstanding 198 Ib uplift at joint 2 and 88 Ib uplift at joint 1. 8)This truss has bear designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any otic live loads. 7)"Send-rigid pitchbreaks with fixed heele°Member end fbdty model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job . 0Trues Trhms Type Qly Ply LAO CONSTRUCTION 12HO7 J6 ROOF TRUSS 8 1 AO0O2159 Job Rederenoe(optionao BEST TRUSS CO,MIAVA FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MiTek Indusftkn,I=Tue Aug 2814:44:312012 Pegs 1 IO-gYen2JYmkmt7bMxuamLyIPJU-sp)O:IIMmrbp0l PtOYrLHotOKOMGZMpHp80nMldk (I" , 6.0.0 scoreot:tsa 2 SAO 12 -2298 NoZ-6-" t 14 1.9298 Not-W 9L 30= 4 3 3x8 11 1-0.0 04.0 4.84 Plate Offsets MY): [1:04-6,0-1-2],[1:0-2-5,1 31 LOADING 0" SPACING 240-0 CSI DEFL In poo) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.01 1-3 >999 360 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.29 Vert(TL) -0.08 1-3 >859 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 40.00 2 Na We BCDL 10.0 Code FBCM10/rPMW @Wk) Wdght:31 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SYP Not BOT CHORD Rigld ceiling directly applied or 1040 oo bracing. WEDGE Left 2x4 SP No.3 REACTIONS (iblshe) 2=210/MwJm*d,3=581Mechardeal,1=267/0.84 (min.0-14Q Max Hors 1=213(LC 10) Max Upldlt2=-235(LC 10),1¢106(LC 10) Max Grov 2-02(LC 2),3=25%LC 24),1=341(LC 23) FORCES (lb)-Maximum C4mproodofL4ft!mum Tension TOP CHORD 1-2=4881115 BOT CHORD 14=010,3.4 /0 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf6,BCDLdi.Opsh h=10ft;Cat 11;Exp C;Encl.,GCpI=0.18; MWFRS(envelope)gable end 2018 and C-C Exterior(2)zone;cantilever[sit exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.W plate grip DOL=1.80 2)Plates chocked for a plus or minus 0 degree rotation about tis cents. 3)This truss has been designed for a 10.0 pot bottom chord five load nonconcurrent with any otter live loads. 4)Refer to gird a)for truse to truss connections. 5)Provide mechanical connection(by others)of true to bearing plate capable of withstanding 235 Ib uplift at Joint 2 and 106 Ib uplift at Joint 1. 6)This muse has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom chord,nonconncurrent with any other live loads. 7)"Send-rigid pIlchbn%ft with fixed heels°Member ed fbdty model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job. ITruss TneaType QtY Ply LAO CONSTRUCTION 121-107 JIBE ROOF TRUSS 1 1 A0002160 Job Reference(60onal) BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 s Fab 24 2012 MTI'ak Industries,Inc. Tue Aug 2814:44:32 2012 Page 1 ID:gYen2JYndarrt?bWpwan LyJPJU-K?5cVlnTM7&A1rkP3o1CcsFSeeeSEbyLgnuFoy)IdJ 880 1-8-0 3.88 o" 8celea1:188 4 2X4 II 3 8.09 12 3-8 N(L3 14-2 -42K9No2-688 2 S8296 -04 9 1 2.7 1 672X8No2-341-10 / s-9 8 p 8x8= 7 Not-1 1 06%0-1.$) s 1.80 2.6012 3x8= WO=7 e8o 8.10.8 10-0 68 0 3-" 68-0 1 Plate Offsets MY): [1:05.2,0.1-11,[e:az 12,0.149,n:0-7-9,0.4-0] LOADING(psf) SPACING 24).0 CSI DEFL In poo) Udefl Lid - PLATES GRIP TCLL 30.0 Plates lncrmo 1.00 TC 0.13 Vert(LL) 0.01 8 >999 380 MT20 244190 TCDL 15.0 Lumber Increase 1.33 SC 0.17 Vert(TL) -0.03 8.7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) O.00 5 we we BCDL 10.0 Code FBC2M WTPI1?(W (Matrin) Weight:32 Ib FT=00/9 LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Strucdual wood sheathing directly applied or 840 oc purtlne. BOT CHORD 2x8 SYP No.2 BOT CHORD Rigid celling.directly applied or 8.0.0 oc bracing. WEBS 2x4 SP Nc.3 REACTIONS (Iftize) 1¢30/0.8-0 (min.0.1-8),4=161UMechanical,7 /0.8-0 (min.0.140,S=Wechanlcal Max Horz 1=213(LC 10) Max UplNti=41(LC 24),4=.124(-C 10),7}338(LC 10) Max Grav 1=191(LC 26),4=253(LC 24),7=453(LC 2),50205(LC 28) FORCES pb)-Maximum CompresslordMardmum Tension TOP CHORD 1-2=-28111911,2-3=41851,3-4}84/97 BOT CHORD 1.8}129/109,7-80.129109,7-9}41/0,590.2412,580.0/0 WEBS 2-7=-530/594,3-8 NOTES 1)Wind:ASCE 7-10;175mph(34econd gust)Vasd=138mph;TCDL=9.W,BCDL=S.Opsf;Willi;CaL II;Exp C;End.,GCpl 0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL--1.60 2)Plates checked for a plus or minus O degree rotation about its center. 3)This truss has been designed for a 10.0 ped bottom chord five load nonconcurrmtt with any other live loads. 4)Refer to girders)for mars to truss connections. 5)Provide mechanical connection pry others)of truss to bearing plate capable of withelanding 51 lb uplift at Joint 1,124 lb uplift at joint 4 and 338 Ib uplift at Joint 7. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other five loads. 7)°Send-rlgld pitchbreaks with fixed heels°Member end fbdty mods was used in the analysis and design of this miss. LOAD CASE(S)Standard Job. ' Truss TruseType LAO CONSTRUCTION 12HO7 1J6F ROOF TRUSS 2 1 AO0O2161 Job Reference BEST TRUSS CO.,MIAMI,FI-,BEST TRUSS CO. 7.340s Feb 242012 MITek Industries,Inc. Tre Aug 2814:44:33 2012 Pagel ID:gYen2JYn*wA?bl pmmTiLyjPJU.oBf7J2n6/R(ikdXhvnnJOkpPP Id! 8.60 1-8-0 440 Scale v t:leS 3 sao rW -32d Naz-sse a z 482e3Na2-464 aro W 30= WO=$ 1-0-0 1.8 0 5.10.8 8rOr0 1-0-0 68 0 42.8 0.14 Plate Offers MY): [1:0.51~40.141(5:0.7-12,0.4.01 LOADING(pan SPACING 2-0-0 CSI DER in poo) Wail Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.13 Vet(LL) -OW 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.20 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.00 3 n1a Na BCDL 10.0 Code FBC210/TPI2007 (Matt7c) Welgl*31 lb FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 8.0-0 oc purlins. BOT CHORD 2x8 SYP No.2 BOT CHORD Rigidceiling directly applied or 6.0.0 oo bracing. WEBS 2x4 SP No.3 REACTIONS (Ibleize) 1=-211044 (Gln.0.1-8),3=1340schmrical,5=3771044 (min.0.148),4=43IMechmgcal Max Hors 1=213(LC 10) Max Up=-26(LC 2),3}14RLC 10),&-343(LC 10) Max Grav 1—MLC 24),3=1(0(LC 2),&A42(LC 2),4=243(LC 28) FORCES (1b)-Maximum CompreeslonlMmdnurm Tension TOP CHORD 1-2w-211801,2-3=412411 BOT CHORD 1-8=.122MOO SSm.12WI09,S-7¢27/0,47=.OW WEBS 2-11=5131804 NOTES 1)Wind.ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDL=80psf-,BCD1.4.0paf;W0R;Cat.II;Exp C;Encl.,GCpW.18, MWFRS(envelope)gable end zone arae C-C Bderior(2)zow,cantilever left exposed;C-C for morilm and forma&MWFRS for reactions shown;Lumber DOL A.80 plate grip DOL=1.60 2)Plates checked for a plus or.minus 0 degree rotation abort Its center. 3)This trues has been designed for a 10.0 pat bottom chord live load noncomwrreet with any other live loads. 4)Raw to girder(s)for truss to truss connectlomL 5)Provide mechanical connection pry others)of truss to bearing plate capable of withstanding 26 lb uplift at joint 1,145 Ib upllft at joint 3 and 343 Ib uplift at john& 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)°Seel-rigid pitchbreake with fbwd heir°Member end fbdty model was used in the analysis and deign of this truss. LOAD CASE(S)Standard Job. n Trlafs Truss Type LAO CONSTRUCTION 12H07 A ROOF TRUSS 15 1 A0002162 Job Reference(optional) BEST TRUSS CO.,MMMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc.Tue Aug 2814:44:34 2012 Page 1 ID:gYen2JYmiawrMVft=nLyJPJU-HOONwOoJukObaL_7WUgVH1yT8wEAZAOFo_G?Klyjldh 8.40 i 8-0-0 acme=1:19.8 2x4 II 2 4 50 12 W Not-8.108 2320 W 1-1012 3x10 II 1 132x8 NO2-841 3x4= 5 3 3x4= 20 II OSO(013) Piste Offsets MY): [1:0.1-g i-4-131,[1:0.42,Edgel,[2:0.34,0.0.81 LOADING 0" SPACING 2-0-0 CSI DEFL hr poo) Udetl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.04 1-3 >999 380 MM 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) -0.20- 1-3 >444 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) -0.00 3 n/a n/a BCOL 10.0 Code FBC2 WrPMW (Matrix) Weight:45 Ib FT=0% LUMBER BRACING TOP CHORD 24 SYP Not TOP CHORD Structural wood sheathing directly applied or S"oc purlins, BOT CHORD 2x8 SYP No.2 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.04 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS pWdw) 3=35819echanical,1=35810.8-0 (ndn.0.148) Max Hors 1=20(LC 10) Max UpIM2=-218(-C 10),1=-147(LC 10) Max Grav 3.E14(LC 2),1=414(LC 2) FORCES (lb)-Maximum Compresslon/Maximum Tension TOP CHORD 140.232x/5,2.4=•197/147,2-3}423/455 BOT CHORD 1-5=010,3.50 NOTES 1)Wind:ASCE 7-10;175mph(3sexxnfd gust)Vasd=138mph;TCDLa9.Opsf;BCDL=B.Opsf;Ir10tt;Cat 11;Exp C;Encl.,GCpi=0.18, MWFRS(envelope)gable and zone and C-C Exterior(2)zone;cantilever lett exposed;C-C for members and fortes&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about its center: 3)This truss has been designed for a 10.0 pat bottom chord live load norrconpuratrt with any other live loads. 4)Refer to girder(8)for trues to truss comfectioruL 5)Provide mechanical connection pry others)of trues to bearing plate capable of withstanding 218 Ib uplift at joint 3 and 147 Ib uplift at joint 1. 8)This truss has beef designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel pointe along the Bottom Chord,n onconcurrent with any otter live loads.- 7)°Send-rigid pitchbreaks with fixed heels"Member end fbdty model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job, ITruss Trines Type QLY Ply LAO CONSTRUCTION 12HO7 M1 ROOF TRUSS 1 1 A0002163 Job Refemwe(o tlonal BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.340 a Feb 24 2012 MITek Induables,Inc.Tue Aug 2814:44:35 2012 Page 1 ID:gYen2JYmiawt7 MxuainLyjPJU-IanMkpMW*ftVZMLkpEUIDJgWIdGPleOZ 7WMg 40-0 4-0-0 Scale-1122 2 sao 12 1-22X8 No.2-4" 1 r; 1- 1.9 2X8 Not-441 3X4= 4 3 3,e u oaolo•1•sl 4.60 1-0-0 0.40 2-84 Plate Offsets(X,1): [1:0.4-8,0.1-2],[1:0.2-5,1-4-13] LOADING(pat} SPACING 2-60 CSI DER in pap) Vdet L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.17 Vet(LL) -0.00 1-3 >990 380 MTS 2441180 TCOL 16.0 Lumberhw mase 1.33 BC 0.18 Vert(TL) -0.02 1-3 >999 180 BCLL 0.0 - Rep Stress Incr YES WB 0.00- Horz(TL) 400 2 Na We BCDL 10.0 -- Code FBC20M O1rP12007 (Maim) Weight:21 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structure!wood sheathing directly applied or 4-0-0 oc purlhm. BOT CHORD 2x8 SYP Not BOT CHORD Rigid calling directly applied or 10.60 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS pbadze) W351Meclmrdcal,UMMechanloal,1=17210.8-0 (min.61-M Max Hart 1=142(LC 10) Max Upllft2=-154(LC 10),1�68(LC 10) Max Grav 2=1824LC 2),3=236(LC 24),1=290(LC 23) FORCES pb)-Maximum CompresslorYMaxImIun Tension TOP CHORD 1-2¢129/78 BOT CHORD 14=00,3.4= NOTES 1)Wind:ASCE7-10;175mph(3-second gust)Vasd=136mph;TCDL=O.Opsf;BCDL=B.Opsf;h=10ft;Cat.II;Exp C;End.,GCpl=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zorre;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This tams has been designed for a 10.0 psf bottom chord live load nonconcumud with any other live loads. 4)Refer to~a)for truss to buss connections 5)Provide mechanical connection pry others)of truss to bearing plate capable of withstanding 154 lb uplift at joint 2 and 86 ib uplift at joint 1. 6)This trims has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurreht with any oto live loads. 7)"Send-rigid pitchbreake with fixed heels°Member and fbdty model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job, Trues Truss Type CIy Ply LAO CONSTRUCTION 121-107 MG1 MONO TRUSS 1 1 A0002164 Job Reference BEST TRUSS CO.,MUM,Fl.,BEST TRUSS CO. 7.340 s Feb 24 2012 NffTek Indudrie%Inc. Tue Aug 2814:44:38 2012 Pagel I0:gYenWYmkwt?bMxu=CyjPJU4aniMWMW&SuVZMSLkpEUMJeyldWleReTyjldg 3'a0 3-0-0 - - 24 II aceta=1:122 2 5.00 12 1-2 2x0 Not.38.8 1 2.3 No 3. -2.12 1.3 W Not-30-0 4 3 3x4= 2x4 11 3a1 0-24(a1-M 3-0-0 3.60 Pule Offsets MY): [1:Edge,01-ej,[1:62-12,0.4-12] LOADING(pan SPACING 2-60 CSI DER. in (toe) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.01 1-3 >999 360 NITS 244190 TCDL 15.0 Lumber Increase 1.33 BC 0.26 Vert( L) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horzcm) 0.00 n1a nfa SCOL 10.0 Code FBC201 an7a007 (Matrix) Weight:18 lb FT=0°�u LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural woad sheathing directly applied or 340.0 oc purlins, BOT CHORD 2x8 SYP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10.0.0 oc bracing. WEDGE Left:2x4 SP Nc.3 REACTIONS (Ibfabs) 1=464/08-0 (min.0.148),3=464/0.2-0 (mal.0." Max Hors 1=140(LC 8) Max UpWH-217(LC 8),3}30RLC 8) Max Grev 1=80B(LC 18),3=5"LC 18) FORCES (Ib)-Maximum Compression#Amdmum Tension TOP CHORD 1-2s.-93f50,2-3113/30 BUT CHORD 14=010,34=0/0 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vae=138mph;TCDL=9.Opsf,BCDL=S.0psf;h=10ff;CaL 11;Exp C;Encl.,GCpk0.18; MWFRS(envelope)gable and zoea;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This bun has beer designed for a 10.0 pot bottom chord live load nonconctmont with any other live loads. 4)Provide mechanical connection(by others)of truss to bearing plate at joints)3. 6)Provide mechanical connection(by others)of truss to bearing plate capable of wlthstartding 217 Ib uplift at joint 1 and 308 Ib uplift at joint 3. 8)This lovas has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)Girder carries tie-In spsn(s):13-160 from 0-0-0 to 3-60 8)°Send-rigid pitchbreaks with fixed heels'Member end fbdty model was used in the analysis and design of tide truss. 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)Regular:Lumber Increase-1.33,Plate borease=1.00 Uniform Loads(pif) Vert:1-3=-285(F=-2S1I),1-20.75 Job. Teas TnasTWO QlY Pty LAO CONSTRUCTION 12HO7 MG3 MONO TRUSS 1 1 AOOQ2165 Job Refere BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc.Tue Aug 2814:44:38 2012 Pegs 1 ID:gYen2JYntowt?bM=and yJPJU-Dnd.7L4q_O.MeJWeBVwift R1stju714WYFll8Ovylky 4-" , 4.0-0 2X4 II Scale-1.14.1 2 ILW 12 142X8 N0.2-4$8 1 23 2N 1 N(L3 1-7-12 132X8 NO2-40-0 4 3 3X8 II 294 II 0$0(018) 01.3(0-0 ) 4-0-0 , 4-0-0 Plate Offsets MY): [1:0.4-0,0.1-2I LOADING(psf) SPACING 2-0.0 CSI DEFL in poc) Well Ud PLATES (TRIP TCLL 30.0 Plates Increase 1.00 TC 0.43 Vert(I.L) 0.03 1-3 >999 360 MM 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vwt(TL) -0.06 1-3 >726 180 BCLL 0.0 Rep Stress iter NO WB 0.00 Horz(TL) 0.00 n/a Na BCDL 10.0 Code FBC2I0rTPI2007 (MaIrk) Weight:23 lb FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly appped or 440.0 oc purlins, BOT CHORD 2x8 SYP N(L2 except aid verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oe brad ng. WEDGE Leff:2x4 SP No.3 REACTIONS QbW=) 1=822/0.8.0 (min.0.1-8),3=822!0.1-S (min.0.1-8) Max Herz 1=175(LC 8) Max UplHtt=-424(LC 8),3=-526(LC 8) Max Gnav 1=1123(LC 18),3=1112(LC 18) FORCES (lb)-Maximum Compmelonifflaximurn Tension TOP CHORD 1-2=414/64,2-3=-158/1 SO BOT CHORD 14 /0,3.40 NOTES 1)Wind:ASCE 7.10;175mph(3-second gust)Vasd=136mph;TCDL=9.Opsh,BCDLd;.W,,h=1 Oft,CaL 11;Exp C;Ertl.,GCp1=0.18; MWFRS(envelope)gable and zorne;Lumbo DOL=1.60 plate grip DOL=1.80 2)Plates checked for a plus or mkuan 0 degree rotation about its center. 3)This truss has bean designed fora 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4)Provide meclankel connection(by others)of truss to bearing plate at joint(s)3. 5)Provide mechanical connection(by others)of truss to bearing plate capable of wkhstanding 424 Ib uplift at Joint 1 and 628 lb uplift at Joint 3. 0)This truce has been designed for a moving concentrated load of 200.OIb dead located at all ndd panels and at a0 panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)Girder carries tie-in span(s):184-0 from 04-0 to 44-0 8)"Send-rigid pitchbreaks with fbced basis"Member and fbdty model was used in the analysis and design of this truss. 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)Regular:Lumber Increase-1.33,Plate Increase-1.00 Uniform Loads(pif) Veit:14w-392(F=-372),1-2-75 Job. VTnrsa Truss Type Plr LAO CONSTRUCTION A00O I66 121-1O7 S4 ROOF TRUSS 2 1 Job Referee BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc.Tue Aug 2814.44:38 2012 Page 1 ID:gYen2JYmWwt?bMxuand yjPJU49Sum vEyaAIy1uUvRRMMXf?VxTrjcEDToWIdd 2-4-0 7-11-0 14.2-0 15.10-0 a.4-0 6.7-0 6.3-0 1-8.0 8cate=176A Me= 3 8.00 12 10 11 12 2x411 8 NOZ 2X6NO2- 2 a 1 3.72x4 No.3-1 8 7-82r8NO2-6141 we 11 672r8NO2-614 48 1 A 1 u, 142c8 NO2 e2- �1 3x4= 13 2 8 3X b02 1 8 7x6= 8x10= 1s 080(0.140 084(61.8) 080(0.147 1.6-0 2-4.0 8-3-0 14-2-0 1410d) 1510-0 , 1-8-0 0-8.0 5.11-0 511-0 0.60 1-0-0 Plate Offsets(X,YI: [5:0.5.2,0.1-11,[8:040,0.4.0),[7:0.3-8,0.2-M LOADING(pet) SPACING 2-O-0 CSI DEF. in Poe) Udall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.10 7 >999 360 KM 244/180 TCDL 15.0 Lumber Increase 1.33 BC 0.30 Vot(TL) -0.18 7 >794 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.08 5 n1a Na BCOL 10.0 Code FBC2M WTPMW7 (Matrix) Weight:83 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.60 oc puritra. BOT CHORD 2x8 SYP Not BOT CHORD Rigid calling directly applied or 10.00 oc bracing. WEBS 2x4 SP No.3 REACTIONS (IbIbbs) 5}44/0.8.0 (min.0.1-8),8=794/0.8-0 (min.0.1-x,8=724/0.8-0 (min.0.1-8) Max Horz 8-122(LC 16) Max Uplifts=-1811"30),8-388(LC 10),8=448(LC 11) Max Gray 6=192(LC 11),8=919(LC 2),8=843(LC 2) FORCES (Ib)-Maximum Compresslom%hudmum Tension TOP CHORD 1-2=-784/146,2-x/288,9.10-915/281,310}81114M,3.11 ,11-12=-879/312,4-12--g78f293, 46=-79W= BOT CHORD 143}137821,8.13 137821,8.14=-194/873,7-14a18g/OOS,7-15=181/744,8.15=497J722,6.16=-242W22, 5.18}242822 WEBS 248}892/623,37 455,4.8}9081715 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mpb{39econ d gust)Vasdu136mph;TCDLm9.Opsf;BCDL=O.Opsf,,h=1 Oft;Cat.11;Exp C;Encl.,GCp1=0.18; MWFRS(envelope)automatic zone and C-C F-uteior(2)-0.0.1 to 2-1145,Interior(1)2-1145 to 4-11-0,Extelor(2)4-11-0 to 7-11-0,Intefor(1)10.11-0 to 124.1 zone;cantilever left and right exposed;C-C for members and tones&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL-1.60 3)Plates checked for a pita or minus 0 degree rotation about Its center. 4)This truss has been designed for a 10.0 pet bottom chord Ove load noncomcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 Ib uplift at joint 5,386 lb uplift at joint 8 amd 546 Ib uplift at joint 8. 6)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panda and at all parte points along the Bottom Chord,roncomxunent with any other live loads. 7)"Semi-rigid pitchbrzoks with fixed heels°Member end fixity model was used In the analysis arW design of this truss LOAD CASE(S)Standard Job. . Tnas Tn=T"n Qly Ply LAO CONSTRUCTION 12HO7 STI ROOF TRUSS 1 1 A0002167 Job Reference BEST TRUSS CO.,MUM,FL.,BEST TRUSS CO. 7.340 a Feb 24 2012 MITek Indusbtes,Inc.Tue Aug 2614.44:40 2012 Pegs 1 ID:gYonWYmbwt?bllg mniLyIPJU4XwBRtUToM_GSGUorvWHBRAIBhzld8Awp0(gyJldb 7-0-0 , 15-4-026-" 26-8.0 7-0-0 84-0 32-0 10.2-0 scatty v0-nr 4 M_ 4 Me= so= 8.00 12 a 3-4 13 11 472 04 -399 -1128 1-2 -7 3-9 4-7 14 x-9294 -293 3-7 -3.10-14 1 8 w -6&6 S3 a � I� 18 9 8 18 76 17 8x6= 4x7 G 4x12 II hA0 I I 314= �— 7A0 wB= asIXoa tsl asa(a1-1S 7-0-0 18.8-0 27.84 1.0-0 8-0-0 11-0.0 9.2-0 1-0-0 Plate Offsets=): [1:0-0 3,Edge],[1:0-3.8,0.2-%,[2:030,0.2-12],(3:0.3-0,0.2-12],[5:0.3-10,Edge],[8:0-0-0,0-0.8] LOADING(psi) SPACING 2-0-0 CSI DEFL in Poe) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.88 Vet(LL) 0.23 5.7 >999 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(%) -0.51 7-9 >655 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horr(TL) 0.09 5 Na n/a BCDL 10.0 - CodeFBC2M01TP12007 (Matft) Wdght:189Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puritrre. BOT CHORD 2x8 SVP Not BOT CHORD Rigid calling directly applied or 5.11-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Roar at midpt 3.9 WEDGE Left-2x4 SP No.3,Right:2x4 SP No.3 REACTIONS (IbIbbs) 1=1331/0.8.0 (min.0.1-15),5=1331/0.8-0 (min.0.1-15) Max Hors 1=.157(LC 11) Max UpIHC1=-893(LC 10),&*-"%LC 11) Max Grav 1=1541(LC 2),5=1541(LC 2) FORCES Pb)-Maximum CompresalonlMmdmum Terelon TOP CHORD 1-10-3325/1458,10.11-.3230/1480,2110-3214/1485,2-12--3017/1475,3-12=-3017/1475,3.4=-2898f1397, 4-13}2810/131/4,13-14=-288811301,5.1423015PI285 BOT CHORD 1-15}1239/2918,9.15}12MVIS,8-go-1708/ 71,8.18}170813871,7-18-1708/ 71,8.7=-1009IMS, 6-17=-1009/2578,5.17--1009/25-/8 WEBS 2-907/559,3.9} 494,3-7}7774/973,4-7¢588/1517 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(34ecod gust)Vasc1=138mph;TC01.4.0psf;BCDL &0psf-,h=10f;CaL II;Exp C;Encl.,GCpI-.1 S; MWFRS(envelope)automatic zore and C-C F.xtelor(2)0.315 to 33.15,Interior(1)3-3.15 to 440,Extelor(2)4.0-0 to 7-0-0, Intelor(1)1040 to 154-0,Extelor(2)16-8-0 to 28.4.1 erre;cantllever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.80 3)Provide adequate drainage to proved water pmuling• 4)Plates chocked for a plus or mine 0 degree rotation abort No centre. 5)This truss has been designed for a 10.0 pat bottom chord Iive load nonconcurred with any other live loads. 8)Provide mechanical connectlon(by others)of truss to bearing plate capable of withstanding 893 Ib uplift at joint 1 and 540 Ib uplift at joint 5. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at a8 mid panels and at a0 panel points along the Bottom Chord,nonconoment with any other live loads. 8)"Send-rigid pitchbreaks with fixed heels"Membered fbdty model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job. Truss TrusaType NSTRUCTION 12HO7 ST2 ROOF TRUSS 1 1 Job Rebre o AO0O2168 BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MiTek Industries,Inc.Tue Aug 2814:44:42 2012 Pegs 1 ID:gYen2JYndavrtnATAuemLyIPJU-2wiOc7ul?CPTEZcf_lhNbiHgKBwRMIeECOcZypciz 9.0.0 17-4-0 ,18$0, 288.0 , 9-0-0 84-0 1-2-0 10.2-0 8ca1�jWc(j, me= Me= = 4 2 13 34 8.00 12 14 12 1 &102x4 13-3-" -11f1.8'2 -a Z-102c4 -8+13 18 9.0" 5"s. b � I� 18 10 9 17 8 18 78 19 417 4x7 7X10 II 8y8= SXIO b1189} I I 20 II 7x8 WB-- 3X4 B=3X4= 08010.148) 084P146) ,1-0-0, 90-0 17-4-0 18.8q 27-80 1880 1-0-0 80 0 84.0 1-2-0 9.2-0 1-0-0 Plate Offsets MY): [1:038,0.2 8],[2:0.3-0,0.2 12],[3:0.5-4,0.2-121,[5:0.3-8,0.2-8,[5:0.49,1-3-131,[8:0.3-0,044 LOADING 0" SPACING 2-0-0 CSI DEFL in poo) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.69 Vet(LL) 0.26 810 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.94 Vert(M) -0.47 810 >718 180 M1SSIHIS 244/190 BCLL 0.0 - Rep Stress bner YES WS 0.42 Horz(TL) 0.08 5 Na n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:170 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Structural wlood sheathing directly applied or 3-3.9 oc puriba. BOT CHORD 2x8 SYP No.2 BOT CHORD Rigid calling directly applied or 8.11-15 co bracing. WEBS 2x4 SP Nc.3 WEBS 1 Roar at mfdpt 3-10 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS Qbfslze) 1=1331148.0 (min.41-15),5=1331/0.8-0 (min.41-15) Max Hord 1-157(LC 11) Max Uplift1-03(LC 10),& 540(LC 11) Max Gray 1=1541(LC 2),5=1541(LC 2) FORCES Pb)-Maximum CompressioMMaximum Tension TOP CHORD 141-3182fP347,1142-3034/1356,212-2991/1388,213=-2839/140,3.13-2MM40,3.4=.2823/1372, 4-14-2988/1383,14-154029f1348,5-15=-3171/133414 BOT CHORD 1-18=1134!2733,1418}1134/2733,9.10=-103812893,9.17=40381269i,817}103MM3,818=40117 28, 7-18-1067/2728,87=.10.57/2728,8.19}7057/27n,5-19-1057/2728 WEBS 210x4/428,3-10-274!05,47-442fI M$.8-93?1575 NOTES 1)Unbalanced roof be loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(34erond gust)Vasd=136mph;TCDLm9.0psf•,BCDL=B.Opst;h=1 Oft;Cat.fl;Exp C;Encl.,GCpl=O.18; MWFRS(envelope)automatic zone and C-C Exterlor(2)0315 to 3-3-15,Intedor(1)3-3-15 to 840,Exterior(2)64-0 to 9.40, Irntefor(1)12-40 to 17.40,Extefor(2)18.6.0 to 26.4-1 zones,cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.05 plate grip DOL=1.80 3)Provide adequate drainage to prevent water ponding. 4)Ali plates are MT20 plates unless otherwise bndicate& 5)Plates checked for a plum or mimes 0 degree rotation about its center. 8)This truss has been designed for a 10.0 pot bottom chord live load nornconcur ent with any other live hada 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 053 Ib uplift at Joint 1 and 540 ib uplift at joint L 8)This truss has been designed for a proving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)°Send-rigid pitchbreake with fixed heels°Member and fbdty model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job i • . Truss Truss Type aY PIY LAO CONSTRUCTION 12H(17 T1 ROOF TRUSS 4 1 A0002169 Job Reference s BEST TRUSS CO,WAIA FL-,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek lndusbies,Inc.Tue Aug 2814:44:44 2012 Pagel ID:gYe 2JYmfawt?bPJbwaml yjPJU-Jg81IdX 7-8.5 14.40 _ 20.1141 28.8-0 7-8.5 8.7-11 8.7-11 7-8.5 Bode-1:472 ad= SAD V2 4 13 �� X12 �- 11 W� 24 3 S 11 2194 if 2 8 4-92K4 -8$8 111.3 -7-2-7 6.82X4 S 14 1 7 w 14 -688 u, 1402K8 No2-160-0 Ell 8.10 2K8 Na2-s sa 7-82X8 Not-1000 1 1s 10 9 8 1s 4Y1. d 437 4X12 11 an= 3x8 41A= 4212 11 = 6�Ka2al "4P2al 1-0-0, 14-0-0 27-84 RB-8.0 1.0-0 134.0 13-0-0 1.O-0 Plate Offsets MY): [1:038,0.249,11:0-0.3,F.dge],p:038,0.249,[7:0-",Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL In Poe) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.17 7-9 >999 380 KM 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) -0.76 7-9 >441 180 BCLL 0.0 Rep Stress I= YES WB 0.39 Horz(TL) 0.08 7 n1a n/a SCOL 10.0 Code FBC201 V P12W? (Metrix) Weight:172 lb FT=00/6 LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.2 cc purlins. BOT CHORD 2x8 SYP No.2 BOT CHORD Rigid calling directly applied or 7-1.3 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at nddpt 8.9,2-9 WEDGE Left:2x4 SP No.3,Flight:2x4 SP No.3 REACTIONS (IWske) 1=1331/040 (min.0.2-0),7=1331/0.80 (min.0.2-0) Max Hors 1=22D(LC 10) Max UpIM1z 816(LC 10),7--MG(LC 11) Max Grav 1=1541(LC 2),7-1541(LC 2) FORCES (Ib)-Maximum CompressloN lmdrtnan Tension TOP CHORD 1-11x3229/1311,2-11}3159/1341,2-3=-23881958,3.12=.22781981,412 2273/1001,4-13=-W3h001, 6.13¢22781981,54im-23881958,8.14 -3159h 341,7-14 322911311 BOT CHORD 1.16}1180!2882,10.16g1180/�82,9.10=-118012882,8.9=-1072/2882,818}1072/2882,7-1 X1072/2882 WEBS 4.9}31 OM 136,89}983851,2 9=-983!!49 NOTES 1)Unbalanced mat live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(34econd gust)Vasd=138mph;TCDLm9.Opsf;BCDL=S.Opsf•,h=10ft;Cat.ll;Exp C;Enid.,GCpt=0.18, MWFRS(envelope)automatic zone and C-C 133dedor(2)0.3-15 to 3316,Interior(1)3.3-15 to 11-40,Extolor(2)11-4-0 to 14.4-0, Intedor(1)17-4-0 to 04-1 zone;cantilever felt and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL--1.60 3)Plates checked for a plus or minus 0 degree rotation about Its center. 4)This trues has been designed for a 10.0 psf bottom chord live load nomxtncurre t with any oUwr live loads. 5)Provide rtw ilmileal comtoodon(by others)of ft ms to hovering plate capable of withstanding 816 lb up1Ut at joint 1 arui 016 lb uplift at joint 7. 8)This bum has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chard,nonconcurrent with any other live loads. 7)"Semi-rigid pftchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type y LAO CONSTRUCTION 12H07 72 ROOF TRUSS 5 1 Job RA0002170 efen3rtce o tlorra BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MiTek indusbies,Inc.Tue Aug 2814:44:48 2012 Pagel ID:gYen2JYmk wt?blVJxuaml-yJPJUMtMVRVXF30vdBvOD?2 JmYRUJIHdNW_OZrAeIKyJNV 7-8.13 141-0 20.7-3 28-2-0 7-8.13 683 883 7$13 acme=1:� se= 8A0 12 4 417- 13 3a ro2- 7 4O� B 20 3 7 20 G 2 8 48200 1 ia 3-8$2 111 -74).13 8920 8 14 1 7 m -066 1402Ke NO2-1000 M 8.10 2Ke W2- 7.82K3 N 02-10-" Id 18 10 8 8 18 W= W= 4x12 11 4X7= 30= 4.7-- 4x12 11 OS-0(a1-08) 080(0.148) 141-0 27-2-0 28-2-Q 1.40 131-0 131-0 1.0-0 Plate Offsets(X,Y): [1:42.14,Edgel,[1:003,Edge],(7:0.2-14,Edgel,[7:&",Edge] LOADING(psQ SPACING 2-0-0 CSl DEFL In (loo) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.16 7-9 >999 360 Mm 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vet(TL) -0.72 7-9 >459 180 BOLL 0.0 Rep Stress Incr YES WB 0.36 Horr(TL) 0.08 7 Na n1a SCOL 10.0 Cade FBC21 QIrP12007 (Matrix) Weight:169 lb FT=00/u LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Structural wood sheathing directly applied or 4.412 oo pur ins. BOT CHORD 2x8 SYP Not BOT CHORD Rigid calling directly applied or 7-2-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at mfdpt 8-9,2-9 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS pbfslze) 1=1307/040 (min.0.1-15),7=1307!0.8.0 (min.0.1-15) Max Hors i=217(LC 14) Max UplifttLC 10),7-80.5(LC 11) Max Gmv 1=1513(LC 2),7-1513(LC 2) FORCES (Ib)-Maximum CompreselonAlmdmum Tenon TOP CHORD 1-11=-3167/129$2-11}3097/1371,2-3=-2342!948,312-2234/988,4.12=.2233J987,4.13}2 7,5.13223406 ,5.8--2342/945,414-3097/1321,7-14.-3167/1292 BOT CHORD 1-15-1157/2807,1415}116712807,9.10=-115712807,8-9=-105812807,418}7058/2807,7-16}105812807 WEBS 49—31111113,6-9=-94W36,2-%--9W34 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vesd=1Wmph;TCDL=9.0psf;SCOL4.0psf;1=1Oft-,Cat 11;Exp C;Encl.,GCpi=0.18-, MWFRS(orw elope)autorrmtic zoos and C-C Exterior(2)0-3-15 to 3315,Interlor(1)33-15 to 11-1-0,Extedor(2)11-1-0 to 141-0, Interior(1)17-1-0to 2410.1 z onw,cantilever left mW right exposed;C-C for members and fonres&MWFRS for rewdons shown;Lumber DOL=1.60 plate grip DOL=1.80 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This bum has been designed for a 10.0 pof bottom chord live load nonconcurrent with any other live loads. 5)Provide mechardcal connection(by othav)of truss to bearing plate capable of withstanding 605 lb uplift at joint 1 and 605 Ib uplift at joint 7. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at a8 panel pointe along the Bottom Chord,nonconcurrent with arty other live loads. 7)°Seal-rigid pltchbreaks with fixed heals"Member end fbdty was used in the analysis and design of this truss. LOAD CASE(S)Standard Job. % Truss TnusaType GtV PIY LAO CONSTRUCTION 12H07 72A ROOF TRUSS 1 1 A0002171 Job Referents BEST TRUSS CO,MUM,FL,BEST TRUSS CO. 7.340 s Fab 24 2012 MiTek IrMuables,Inc.Tue Aug 2814:44:48 2012 Page 1 ID:gYsn2JYmiawt7blVbwmnLVIP L pDyrjldT 741-13 14.1-0 20-7-3 27-2-0 7-0.13 84-3 653 8513 Sc�=1:444 Sx8= 8.00 1a a 11 4x7 a 67� rat- 7 S 20 3 20 2 8 48260 110 3-882 8.7 12 8 1 -7-M3 -7-0.13 7 1 is 1.82x8Not40-0-17.82x8N*2.1324 13 8 14 40= 4612 II 7x10= 4x8 11 0"P144) 08-0(0.114) , , 141-0 _ 27-2-0 , M131-0 13.1-0 Plate Offsets MY): 0:0.2-14,Edgel.[1:003,Edge1[7:048,05141,18:0.5-0,0.4.81 LOADING(pot) - SPACING 2-00 CSI DEFL in (lot) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.16 1-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) -0.71 1-8 >451 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Hosz(TL) 0.07 7 Na n/a BCDL 10.0 Code FBC201 WTPMW7 (Matrix) Wsight:164 lb FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4.1.15 oc purihre. BOT CHORD 2x8 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-8 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS (Wiske) 1=1259/0.8-0 (min.0-144),7=12504-0 (min.0.1.14) Max Hom 1=217(LC 14) Max Upllftt-590(LC 10),7—U2(LC 11) Max Grey 1=1458(LC 2),7=1456(LC 2) FORCES (lb)-Maximum Compresslm ifflmdmum Tension TOP CHORD 1-9-3017/1240,2-9-2947/1269,2-3-2194/898,310-20MM8,4.10--2085 ,4.11=-MBWM,5.11}20MM2, Ul=-2174/908,8.12-2709/1182,7-12=-2792/1155 BOT CHORD 143}1124P2670,6.13}1124/2870,8.14=46912400,7-14 2400 WEBS 248}944/•/32,448-2691694,36c-8 017 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=9.Opi*,BCDL=S.Opsf,h=1 Oft;CaL 11;Exp C;Encl.,GCp1=.18; MWFRS(envelope)automatic zone and C-C Exterior(2)0315 to 3-3.15,Interior(1)3-3-15 to 11.1-0,Exte lor(2)114-0 to%1-0, Interlor(1)17-1-0 to 23100 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions showm;Lumber DOL=1.60 plate grip DOW AD 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any otic live loads. 5)Provide mechanical connection(by others)of bum to bearing plate capable of withstandir:g 590 Ib uplift at joint 1 and 572 Ib uplift at joint 7. 6)This tnrse has been designed for a moving concentrated ntrated lit of 200.01b dead located at all mid panels and at all panned points along the Bottom Chord,nonconcurnmt with any other live loads. 7)"Send-rigid pitchbreaks with fbwd heels°Member and fbdty model was used In the analysis and design of this tnme. LOAD CASE(S)Standard Job Trus �TruseTyp cuy Pryr LAO CONSTRUCTION 12H(17 T3 ROOF TRUSS 1 1 AOOO2172 Job Reference o BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.540 s Feb 24 2012 MITek Industries,Inc.Tue Aug 2914:44,50 2012 Pags 1 ID:gYen2JYmlmWbNpnwmLyIPJU-pTBOHeft7fPKBoDBSF/FwOcCgMf6JLBcTTanuSyjidR 6.7-5 10-2-0 194-0 5.7-6 4.8.11 9.2-0 3 SAD FIT 7 a 20 S 1 Ne2-1 2 NI 2- 9 38294 IQ 1-38.9 8 26 W4 -4 4 1 -088 IF38 182 No2.100-0 J 482 M2-9+1 Lj d 3W- 10 S 11 ado 11 7X= GAN II 3X4= 08-0*140 1.0-01r4-p 10-2-0 19.4.0 , 1-0-0 9.10-0 ` 9.2-0 Plate Offsets MY): [1:0-1-14,Edgel,[1:0.0-13,1-4-13],[4:06AO-0.10I,[6:0-3-0,0-4.81 LOADING(pot) SPACING 2-0-0 CSI DEFL in poo) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.59 Vert(LL) 0.12 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.86 Vert(TL) -0.25 4-0 >911 180 BCLL 0.0 Rep Stress Inor YES WB 0.31 Hwz(rL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Welghh 110lb FT=0°/u LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural Wood sheathing directly applied or 4.8-6 oo purlins. BOT CHORD 2x8 SYP Not BOT CHORD Rigid ceiling directly applied or 8.10.8 oc bring. WEBS 2x4 SP No.3 WEDGE Lett:2x4 SP No.%Right:2x4 SP No.3 REACTIONS pbWw) 1 00/0.8-0 (min.0-140,4=900-Mechanlcal Max Horz 1=--157(LC 11) Max Upgft1}422(LC 10),4-408(LC 11) Max Gray 1=1042(LC 2),4=1042(LC 2) FORCES (Ib)-Maximum CompreaeloNMaxlmum Teelon TOP CHORD 1-8}2100f949,2.9—2007/988,2.7=-160-d754,3-7-1480 15,3.6-1608x13,8.9=-156W6g7,4-9---1703/883 BOT CHORD' 1-10}768HO21,5.10=-768h821,5.11=442N354,4.11¢442/1354 WEBS 245}544/465,3.6=-113/627 NOTES 1)Unbalanced foot live foods have been considered for this design. 2)YAW:ASCE 7-10,175mph(3-second gust)Vasd=135mph;TCDL=9.Opsf,BCDL=6.0psF,h=101h Cat.II;Exp C;End.,GCpk0.18; MWFRS(envelope)automatic zone and C-C Extelor(2)0315 to 3.3-16,Intatlor(1)3.315 to 7-2-0,Exter)or(2)7-2-0to 10-24 Inte for(1)132-0 to 18.3.4 z=ee;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Plates checked for a plus or minus 0 degree rotation about Its center. 4)This trues Inas been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 5)Refer to girdm(s)for truss to miss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstandhfg 422 Ib uplift at joint 1 and 408 lb uplift at joint 4. 7)This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcuna t with any other live loads. 8)"Send-rigid pitchbrealas with fixed heels°Member end fbdty model was used in the analysis and design of this bu3s. LOAD CASE(S)Standard Job, • Tena Tnes Type LAO CONSTRUCTION 12HO7 T4 ROOF TRUSS 1 1 A0002173 Job Reference(optionel) BEST TRUSS CO.,MIAMI,FL. BEST TRUSS CO. 7.340 s Feb 24 2012 MiTek Industries,Inn Tue Aug 2814:44:512012 Page 1 IO:gYen2.lYn*wA?blVjxuan&yJPJU-HfloVC70uaJBpyo00YeUTcgR_m012gv117uPOYAldO 7-11-0 1410-0 7-11-0 8.11-0 scft WrAl Me= 2 8.00 12 7 8 8 2XB NO2-7 8 6902- 2.82[4 W-2-168 3 1 14 -688 14216NO2-1088 Li En 34218 N062-4 04 d °1 ate= 10 8 4 11 40= W211 214 II 8110 II 0se16140 1-0-0 7-11-0 1410-0 1-0-0 8.7-0 8.11-0 Plate Offsets MY): [1:038,0.1-21,[1:044,Edge],[3:0.6,0.42] LOADING(psf) SPACING 2-0.0 CSI DEFL in Poo) Wall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.38 Vmt(LL) 0.08 1-5 >999 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vet(TL) -0.14 1-5 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.15 Hors(rL) 0.02 3 Na n1a BCDL 10.0 Code FBC2010/TPI2W (Mwk) Weightr 79 lb FT=0% LUMBER BRACING TOP CHORD 24 SYP Not TOP CHORD Structural wood sheathing directly applied or 8.0.0 oc purlins. BOT CHORD 2x8 SYP Not BOT CHORD Rigid calling directly applled or 10.0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS Pb/slze) 110-8.0 (min.0.141),3=1110MechaNc81 Max Hort 1=122(LC 10) Max UpIIH1-%W4LC 10),3}309(LC 11) Max Grew 1=794(LC 2),3=794(LC 2) FORCES Pb)-Maximum CompressionlMaxImum Tension TOP CHORD ::1-8}1318/838,67=}12021842,2 7¢1178(869,2-8}12081873,8-9=--12231847,3-9}13331843 BOT CHORD 1-10}4221101,610--42211057,45-422flOS7,411=}422!1697,3.11=-422!1697 WEBS 2-5}101692 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDLm9.0ps f,BCDL=B.Opsf;h=101t;Cat II;Exp C;Encl.,GCp1-418; MWFRS(envelope)automatic zone and C-C Exterior(2)0.3.15 to 3-3-15,Intefor(1)3315 to 411-0,Exterior(2)411-0 to 7-11-0, hnturlor(1)10.11-0 to 11-9.4 zone;candlever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.80 3)Plates checked for a plus or minus 0 degree rotation about Its outer. 4)This truss has been designed for a 10.0 pot bottom chord live loaf nonconclumd with any other live loads. 5)Refer to glyder(s)for truss to truss connections. 8)Provide mechanical oormectlon Pry others)of truss to bearing plate capable of winding 322 Ib uplift at joint 1 and 309 Ib uplift at joint 3. 7)This male has been designed ed fur a proving concentrated load of 200.OIb dead located at all mid panels and at all pard points along the Bottom Chord,nnomroncurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels°Member and fbdty model was used In the analysis and design of this truss. LOAD CASE(S)Standard Job. s Tnlss Tnrsa Type Glf+ Ph+ LAO CONSTRUCTION 12HO7 T5 ROOF TRUSS 1 1 AO0O2174 Job Reference o BEST TRUSS CO.,MUM,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MiTek Industries,lnc.Tue Aug 2814:44:53 2012 Page 1 ID:gYen2JYmienR?blVxwmiLyJPJU4M"- WWw2ftnBzgyY1EgCaleWMMRN%WCWIdO 7-11-0 9.1x0 17-8-0 7-11-0 1-11-0 7-10-0 scale=123.0 SA 2 SxB= 4X5— 0.0"12 3 4 10 00 302x8 N0.2-7-1 9 NCL2. 2$2X4 -2610.8 372X4 No.3-2.1.3 7 .7-" 4-92X4 1 11 -048 146218 Not-12-N 882x8 No.2-88.1 LJA 0811 3x8= 12 0 13 73x4= 0 14 0 MO 11 20411 4x7 3X4 11 "4(0-1.8) 7-11-090-0 17-8-0 1-0-0 8.11-0 12,1-0 7-10-0 Plate Offsete(XV): [1:o-3-0.1-21,[3:43.0.42-121,[5:0-2-0,00.8] LOADING(psi) SPACING 2-0.0 CSI DEFL in Poe) Udell Idd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.78 Vart(LL) 0.18 5.7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.61 Vert(TL) 431 5.7 >676 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Hor4M) 0.02 5 n1a nfa BCDL 10.0 Code FBC211101TP12007 (Matrix) Wsight:108 lb FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5.34 oo purlins, BOT CHORD 2x8 SYP Not except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 8-7-10 oc bracing. WEDGE Lett:2x4 SP No.3 REACTIONS pWsize) 5=8'17/Me0hanical,1=817/0.8-0 (min.0-1-8) Max Horz 1=248(LC 10) Max Upiitt5-414(LC 11),1=352(LC 10) Max Grav 5=946(LC 2),1=948(LC 2) FORCES Ob)-Maximum CompressiordMaximum Tension TOP CHORD 1-9=.1788f738,9.10=-167W45,2-10=-1849/172,2-31834/841,311=-150W721,4-11=-1507/721,4.5-857/478 BOT CHORD 1-1 751/1557,8.12=•751/1557,8.13=-751/1587,7-13}751/1557,8.74.59/118,6.14=-GWIl8,5.14=-59/118 WEBS 248}2181821,47=-70OH467,3-7=885✓518 NOTES 1)Unbalanced root live loads have been considered for this design. 2)%M d:ASCE 7-10,,175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BC0L=6.Opsf,h=1 Oft-,CaL II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)automatic zone and C-C Exterlor(2)0.3.15 to 3-3-15,Interior(1)3-315 to 4-11-0,Extmfor(2)4-11-0 to 7-11-0, Intertor(1)9.10-0 to 14.8.4 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOW.W 3)Provide adequate drainage to prevent water pondhg. 4)Plates checked for a plus or minus 0 degree rotation about Its center. 5)This truss has been designed for a 10.0 pat bottom chord live load nonconcurtsnt with any other live loads. 0)Rater to girders)for truss to truss connections. 7)Provide mechanical connection(by otters)of truss to bearing plate capable of withstanding 414 Ib uplift at Joint 5 and 352 Ib uplift at John 1. 8)This bum has bosh designed for a moving concentrated load of 200.OIb dead located at all mid panels amt at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigld pitchbreaks with fixed heNs°Member and fbdty nadd was used in the analysis and design of tits true. LOAD CASE(S)Standard Job • Truss Truse Type LAO CONSTRUCTION 12H07 T6 ROOF TRUSS 5 1 A0002175 Job Rateetce BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.340 a Fab 24 2012 MIITek Industries,Inc.Tue Aug 2814:44:54 2012 Page 1 ID:gYen2JYmlawt4blVJxuamLyjPJU•hE BSEntR_4 FB IsyjldN sa-5 10.2.0 17-84 5.7-5 411 7-80 acme-t= so= 3 LOD MY 3 9 1 NO2-1 Not- 10 a 382x1 -388 4X 7 4 28214 •4 1 482c4 -0." 1828N062-%" L—j8828M2-7$1 dddlll 3 = 11 0 12 0 3210 II WO_ 3X4 II 3X4= 048(0.18) 1-0-0 10.2.0 17-84 1-0.4 8-10.0 7-64 Plate Onsets(X,»: [1:0.144,Edael,[1:0-0-13,1-4-131,14:0-2-4.0-2-M,15:0-",04-51 LOADING 0" SPACING 2-0-0 CSI DEFL In poo) Udall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.05 1-8 >999 360 MT" 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) -0.24 1-6 x858 180 BCLL OA Rep Stress Incr YES WS 0.32 Hor411) 0.02 5 n/a Na BCDL 10.0 Code FBC2010/rP1207 (Matrix) Welght 11316 FT=0% LUMBER BRACING TOP CHORD 2x6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-74 oc purlins, BOT CHORD 2x6 SYP Not except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigkd ceiling directly applied or 8.11.5 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS (lb/atze) 1=817/08.0 (min.0.1-8),5=817/Machanical Max Hors 1=215(LC 10) Max UpM=-392(LC 10),5x3&%LC 11) Max Gm 1=946(LC 2),5=946(LC 2) FORCES pb)-Maximum CompressiafMaximum Tension TOP CHORD 1-7}18VJ838,2 7a-1745/857,2-8}13D0/823,3-8-1174/643,3-9=,-11W608,9.10}1207/580,4-10=-1311f576, 4.5=481!520 BOT CHORD 1-11x761/1619,8.11=-76111619,6.12x140/237,5.12x140/237 WEBS 2-6=.M483,$a=•WWt,44im- /850 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL.=9.0psf;BCDL=8.W,,h=1 Oft;Cal.II;Exp C;Encl.,GCpl-0.18, MWFRS(envelope)automatic zone and C-C Exterlor(2)0315 to 3.3.15,Interior(1)3.3-15 to 7-2-0,Exterior(2)7-2-0 to 10.2-0, Intelor(1)13-2-0 to 14-64 zara;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about He ceder. 4)This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 5)Refer to gbder(s)for truss to trues connections. 6)Provide mechanical connection pry others)of truse to bearing plate capable of withstanding 392 Ib uplBt at joint 1 and 353 Ib uplift at joint 5. 7)This truss has been deigned for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,non:oncurrent with any other live loads. 8)°Send-rigld pitchbreake with fired heels"Member end fbdty model was used in the analysis and design of this fres. LOAD CASE(S)Standard i 1 Job. 4 Tnass TnaasType ah+ Ph+ LAO CONSTRUCTION A0002176 121-107 V1 GABLE 2 1 Job Reference(aptioneD BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MlTek Industries,Inc. Tue Aug 2814.44:5.5 2812 Pap 1 ID:gYen2JY Wat?bMxuamLvIPJU-90_JKa LmMd OWOlOdSJCCNUa-gDLdWcZJypdM 2.0'0 2-" sc�e=1�.1 2 sw F12- 1-2294 -1.4.44 1.3 Mat-244 4 3 24 20NO.140 2-" 200(61$1 2-" LOADING(per SPACING 2-0-0 CSI DEFL in pox) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.04 Vert(LL) Na - Ne 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.13 Vert(TL) n(a - Ma 999 BCLL 0.0 Rep Stress Inar YES WB 0.00 Horz(TL) -0.00 2 We Ne BCDL 10.0 Code FBC2M WrP12W7 (Matrix) Weight:5 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 24.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 1040 oc bracing. REACTIONS (lb/size) 1=60124)-O (min.0.1-8),2=481240.0 (min.0.148),3=13/24.0 (min.0.1-8) Max Hort 1=45(LC 10) Max UpOtt1a25(LC 10),2=-52(LC 10) Max Grev 1=232(LC 23),2=!(LC 2),3=213(LC 24) FORCES pb)-Mmdnwnr CompreseioNMaximum Tereion TOP CHORD 1-240/25 BOT CHORD 1-4 0,3.4=010 NOTES 1)Wind:ASCE 7-10-,175mph(3-second gust)Vasd=138mph;TCDL=9.Opsf;BCDL=S.Opsf;h=10tt;Cat.11;Exp C;Enol.,GCpl=0.18; MWFRS(envelope)automatic erre and C-C Extrelor(2)zons;C-C for nrembers and forces&MWFRS for reactions shown; Lumber DOW.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about its cents. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 pot bottom chord live load nonconorrent with airy other live loads. 5)Bearing at joints)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 0)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 Ib uplift at joint 1 and 52 Ib uplift at joint 2. 7)This buss has been red for k Alb deet located at all mid panels and at all panel points along the Bolton Chord, 8)"Semi-rigid pftchbreaks with foxed heels°McN1er and fbdty model was used In the analysis and design of We Irtm LOAD CASE(S) Standard Job, o TnM Tnws Type City Ply LAO CONSTRUCTION 12HO7 Y4 ROOF TRUSS 1. 1 AO0O2177 Job fiterenoe(optionaii BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.340 s Feb 24 2012 MiTek Industries,Inc.Tue Aug 2814.44:55 2012 Page 1 ID:gYenWYm%wt?blVjxuen Ly)PJU-W JKa2wd3ldHZ88FOUktSJBfNVs-gDLdlacZMdM ' 4-" ' 40.0 Scale a 198 2 am 12 122x8 -3111 1 1-32K9N0.2-40O 4 3 3x4 (0-140) (0-140 4" 4" LOADING a" SPACING 2-0-0 CSI DEFL in poo) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244190 TCDL 1&0 Lumber Increase 1.33 SC 0.11 Vert(TL) Na - Na 999 BCLL 0.0 Rep Stress Itra YES WB 0.00 Hoz(TL) -0.00 2 n/a Na SCOL 10.0 Code FBC20 WTPMW7>- (Mat" Welghtr 17 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 440.0 oc purlins. BOT CHORD 2x8 SYP No.2 BOT CHORD Rigid coiling directly applied or 10.0.0 oc bracing. REACTIONS (Ib/siaae) 1=138/40-0 (min.0-14),2=107/440 (ndn.0.1-8),3=29/440.0 (min.0.1-8) Max Horz1=101(LC 10) Max UpIBCl=.57(LC 10),20-118(LC 10) Max Grav 1=271(LC 23),2=128(LC 2),SLC 24) FORCES (Ib)-Maximum Compressio~mum Te slon TOP CHORD 1-2=-W155 BOT CHORD 140,3.4=0/0 NOTES 1)Wind:ASCE 7-10;175mph(34econd gust)Vasd=138mph;TCDL=9.Opsf;BCDL=O.Opsf;h=10ft;Cat.11;Exp C;Encl.,GCpim.18; MWFRS(envelope)automatic zone and C-C Exte lor(2)=wC-C for members and forces&MWFRS for reactions shore; Lumber DOL=1.80 plate grip DOL-1.80 2)Plates checked for a plus or minus 0 degree rotation abort Re center. 3)Gable requires continuous bottom chord bearing. 4)This trues hea been designed for a 10.0 pel bottom chord live load nonconcurreut with any other live loads. 5)Bearing at joint(s)2 considers parallel to grain value using ANSUTW 1 angle to grain formula Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of thane to bearing plate capable of withstanding 57 Ib uplift at Joint 1 and 1181b uplift at joint 2. 7)This truss has been designed for a moving concentrated load of W0.01b dead located at all mid panels and at all panel points along the Bolton Chord,nonconcaureht with any other live loads. 8)"Semirigid pitchbreaks with fixed hwW Member end fbdty model wea used in the analysis and design of this truss. LOAD CASE(S)Standard Job o * Tnrsa Tn=Type QLY Pty LAO CONSTRUCTION 12H07 V6 ROOF TRUSS 1 1 A0002178 Job Referertce BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Irrdusfrles,Inc.Tue Aug 2814:44:58 2012 Pagel ID:gYen2JYn*wA?bWpmamLyjPJU-dcYhYmMaV9llvJgLpSEfAfeKenpP)7TUsPbA5MldL 8-0-0 8-0-0 294 11 Sete a 1.13.7 2 SAO 12 1224 -83.11 2-3 No.3 1$9 1 1.32x8 NO2.6-" 4 3 3x4 9 2x4 II 8.0.0 84Y0 LOADING 0=9 SPACING 24.0 CSI DEFL In poo) Weil Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 022 Vet(LL) n/a - n/a 998 KM 244/190 TCDL 15.0 Lumber Increase 1.33 BC 022 Vet(TL) n1a - nla 989 BCLL 0.0 Rep Stress Inor YES WS 0.00 Hor4m) 0.00 Na Na BCOL 10.0 Code FBC2M WrPMW (Matrix) Weight:29 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SYP Not TOP CHORD Structural Wood sheathing directly applied or 8-0.0 oo purlins, BOT CHORD 2x8 SYP Not except and velicats. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=2W844 (min.0.1-8),3=224/84}0 (min.41-8) Max Horz 1=188(LC 10) Max U#M=,.94(LC 10),3�184(LC 10) Max Grav 1=318(LC 23),3=318(LC 24) FORCES (Ib)-Maximum ConWessionlMaximum Tension TOP CHORD 1-2=-148F80,2.3270/303 BOT CHORD 14=0,34=0/0 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDL=9.W,BCDL=8.0{x;W Oft;Cat II;Exp C;Enc1„GCpl=-0.18; MWFRS(envelope)gable end zone and C-C Extetor(2)zwwC-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.80 - 2)Plates checked for a plus or mints 0 degree rotation abed its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 pat bottom chord live load non rent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 Ib uplift at joint 1 and 184 Ib uplift at joint 3. 8)This truss has beer designed for a movbrg concentrated load of 200.01b dead located at all m1d panels and at all panel points along the Bottom Chad,none oncurre t with any other live loads. 7)°Send-rigid pitchbreaks with fixed heels"Member end fbdty modal was used In the analyals and design of this truss. LOAD CASE(S)Standard Job ♦ Truss Truss Type LAO CONSTRUCTION 12H07 V8 ROOF TRUSS 1 1 A0002179 Job Refereroe(optionao BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.340 s Feb 24 2012 MITek Industries,Inc. Tue Aug 2814:44:57 2012 Page 1 I0:gYen2JYmiaw['t Mx=nLyjPJU-Sp831F49TpHLXtFYMpIWVSrB7RSaWXIeBypdK 8.0-0 20 11 Sade-117.8 2 e1.OD 12 S 1-22d -74811 4 28 -2-4+8 1 1.3 2K9 No.2-680 B 3 30 20 11 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in poo) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.42 Vert(LL) We - nfa 898 Mm 2441100 TCDL 15.0 Lumber Increase 1.33 BC 0.36 Vert(TL) We - n(a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor4 n) 0.00 Na n1a BCDL 10.0 Code FBC2010ITP12007 (Matt) Walght:40 lb FT=00/6 LUMBER BRACING TOP CHORD 20 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 841-0 oc purling, BOT CHORD 2x8 SYP No.2 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10."oo bracing. REACTIONS (lb/sfze) (min.(I-" Max Horz 1=237(LC 10) Max UpINi1=,.135(LC 10),3=.233(LC 10) Max Grav 1=.3WLC 2),3-36W 2) FORCES (Ib)-Maximum CompressionMlmdmum Tension TOP CHORD 1.4x188159,4.5=-1 NB3,2-6}187/125,2-3=,.375J379 BOT CHORD 1-8ala10,VI=W NOTES 1)Wlnd:ASCE 7-10;175mph(3-second gust)Vasd=138mph;TCDL=&Opst;BCDL=.Opsf,h=10tt Cat.11;Exp C;Encl.,GCpI=0.18; MWFRS(envelope)automatic zone and C-C Exterfor(2)1-1-12 to 41-12,Interior(1)4.1-12 to 4-10.4,Extedor(2)4-10.4 to 7-10.4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about Its center. 3)Gable requlres continuous bottom chord bearing. 4)This truss has been designed fora 10.0 pot bottom chord live Baron oncunu t with any other live loads. 5)Provide nmehanicsl connection(by others)of truss to bearing plate capable of withstanding 135 Ib uplift at joint 1 and 233 Ib uplift at joint 3. 8)This truss fres been designed for a moving concentrated load of 200.0Ib dead located at all mid panda and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)°Se i-ufgid plichbreaka with fixed heals"Member end fbdty model was used in the analysis and design of this tnuas. LOAD CASE(S) Standard W Dft TYP. 3112" 518°DM TYP. N f+f �1 N N N 1" VARIES M 1" I FRONT VIEW SIDE VIEW w a CFALRYRIE FHE2 FHE3 FHE4 1 GRAVITY 5940 5940 5940 " UPLIFT 7900 7900 7900 2 GRAVITY 10640 UPLIFT 10500 11300 11300 3 GRAVITY 1170 1174011740 O UPLIFT 10500 11300 1.1 ' p GRAVITY 11800 1180 800 t 4 UPLIFT 10500 11300 ;11 0 •. p WOOD TO WOOD ONLY ..; GENERAL NOTES p STRUCTURAL STEEL 114° 'a sy�a•►I' �!a " SHALL CONFORM TO THE LATEST AS Y Y.lr p ALL STRUCTURAL STEEL SHALL } tPUCtUreI APPROVED PAINT. WIN"24 E. 5th Street Hialeah, FL 33010 WELDING: Phone(305) 667-6797 p Ida P.E. 031508) SHALL BE IN ACCORDANCE WITH AWF. US((�WELDING ELECTRODE ISOMETRIC SERIES E-70. f CA Am N juAdAn y�yyru 0 (AJy► N1yV war �O� TmO� r. r.. ►. cc V Vpq I.' �� D Nd a. N ZZ 1 1 I I 1 1 1 1 NOO vN ,� ��„T� a1 �yv►I�1�� i _ ► W N w N N w N • �•.t� ��Zrl�r'1 !! WNCnJNWNtiNAAAAN1UNj if • • . X X X X WW • a NN NN NNN \ \ \ n r l o tq r m 11►r .. r• m 0� A X V► '� xx XX X � � 11 10 10 � IX XGA N o o mom j► N �yO 1 1 1 l'-_4 1 sn ,f .. .. ..... omCID AA s I ► mpmo ai j ►� M H s l � AA Aj► Ap►j1Am R p ` A A W w Wwww •- «- .. ..... ti 1 i GA I to Q v l �' N N to 1 CA i [A ►• •:►l• d 1' Coo m ►.. ►+ �.. mom 1 1 1 ► w l I �0V NT V \ V 1 WWVr "f' � NNnj NN N wWWWW CJ • NNNIU-16 D ^n nnn n n nn nn^ �O. O Q, v ►.. Nv fD " aTpa~�T ^ n 00 CLW a n Iz gi -4 TSa c4 j D Z C�ll ��lICAN O NUI VINO C/1 03. Q w 10 r A O ;a C3 C3 w MY N r M. eZ ZrC ryry0 z a y JFA cCA A 4 N L ► 3 C D -7 a~�7 v i a MIAMI-DADS COUNTY,FLORIDA M I�AOE MLrMO-DADS FLAGLMt BUILDING 1.10 WEST FI.AGLER STREET,SUITE 1610 BLITZING CODE COMPLIANCE OFFICE(BCCO) MU1.W,FLORIDA 33130-1563 PRODUCT'CONTROL DIVISION (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE piOA United Steel Prodt:cts Company. 14305 South Cross Drive#1200 Burnsville,1%1N SS306 SCOPE: verttin the use of constntction materials. This NOA is being issued under the applicable rules and regulations go 8 The documentation submitted has been reviewed by Mia NUattri Dade County and other areasa&County product Control twhere allsion and owed by by the Board of Rules and Appeals(BORA)to be used the Authority Having Jurisdiction(AHI). tral This NOA shall not be valid after the expiration date stated below. The Miami-Dademi-Dade County e County) reserve ct nt on Division(In Miami Dade County) and/Of if Dad the AEU (in areas other than Miami i e material fails to perform in ght to have this product or material tested for quality assurance purpo� such testing and the AHJ may immediately the accepted manner, the manufacturer will incur the expense revoke,modify,or suspend the use of such product or material within their jurisdiction.BCPRC reserves right to revoke this acceptance,if it is determined by Miami-Dade county Product Control Division that this product material fails to meet the requirements of the applicable building code. to comply with the Florida Building Code This product is approved as described herein, and has been designed including the High velocity Hurricane Zone. DEgCRIPTION: HUS,THD&THDH Series Wood Connectors. Drawing No. MD09-06, titled "HUS Series", "TFID Series", & `"fl'IDH Series„ APPROVAL b 3,dated g United Steel Products Company signed and sealed by R.W.Lutz, sheets 1 through 3,dated Dade Co,eruct Control Revision stamp with the Notice of Acceptance (NOA) P.E. bearing the Miami-Dade County number and Expiration date by the Miami-Dade County Product Control Division. NlissmE IMPACT RATING:None LABELING: Each unit shall bear a permanent label with the manufacturers name or logo, city, state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting tate performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISE LENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. 1NSPEGTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page,evidence page E-1, E-2&approval document mentioned above. The submitted documentation was reviewed by Jaime D.Gascon,P.E. NOA No:06.0921.05 o Expiration Date: Marcb 15,2012. Approval Date: March 15,2007 Z z�lo� Page I r • •' V mx nrmq IC lu t mm C LOM Y ULWO p10CR Sam P#871 t QnimmTnmts ��LOrldISfEIOADS(Ryit IMIta6fR amGE w M O O•ryBm Th _f "MB ,2 a S ,8 "d� 7 8 10d tkmmlon 2060 1D� am 1006 - R1C'ffi ,2 s 7' S• 7D 1sa omnasl • s 1oa Cemwoa S?20 s7o6 3666 1010 A POmtSt,mtelf m Zi.4arsV,etm4AN,1 psi mq�1�a ^�' •A,O�I Osanen li�I is a ectal!a A�eMat►ef a116•wt Mph d?: A,sa o0meltn NrtsalaiMladrn11r1da1lZ'axda lorigh d3`t{. �amdatwm6mtn MdaMdasala�wNamadrrrwaft& '{ ,�iiM'!S'li�nll0�an00aflrivatertlO�AR NeAadwrNClMlsisp�d I � • 60R1braildaradt�aUtlin6.NoN6+rNewmettpanatbwd. tlMWmatara>atettmi.San>nanPNa B • • � .,� . 4rft iMmmlamlYmirAstoa1d11Nmopst46dmOMtalajtdcat90a1tg�wsaanEird • :;z<;:'r; �'flrlaY�lnunh�d�raiWNn�rtl111Mslislhttf��6lea�a�rnHL • • N JUS SLMTIVXJOWoK OMAL o LOM Me TYMAL MCCMISTALLATM (�) F/1R119ER sClIm11LE`t sP�•OafA�t,p1076�)t t;100K a11�1 N O A Natdw idot k11poR ms a IHIMl6t 011fiE N a! T" d► Two C.=,A C,atffi % VS C,=,s a166a tof 7, S4 1 4 UMCtmmae 2 ,oaoomum 710 613 no Np1 AM 1s 1girt 1 4 tamommme 4 ,amoa om us 1aM ,Bea ,010 dtl67S 1S 1 s lum, an- 4 INC.nat- 1170 "Ok ,466 1160 11!6210 is tt/` , s 1odComman 4 ,oaoaaeioll 1420 ,695 I= Ills tl[ODLLT Ferae 1 taele m ..,`�ef• N., sea laa ap lrtitiieilri�rt •A loeoei.nem.UMSNswaoanaal4aNen.Ns�mer � '., all1NOO�ae11..e.1.Qir.NNN�b�.1w1EaM�oaaRSOle4Sa�hah�e�l.idAnafielM.a1G ,6 ilaoAn law etln Naattm as ttisw•N amaetinea miA moa ,b1tMd?SNiertiewaldmns11a6entaada Ns1mNm�trNaaltaispamtlled. h1>fllman0�dni p8mslanPiw NoA�eirNonoo�lep� 9f �� . %MdtmOtme►aao wuIt1tmatm%WWIweam aftwotArtb"*m70al oft UMTED STM.PRODUCTS COMPANY •'•'; � wo6som111mca0ssoR111s-SMTB100 • �, <'``•.. r'7�"• SURNSN6.1.E M ss mla Pit IOO.l E664 FACE MOUNT HANGERS we AIS VY DATE. STEVEN A.BREKKE ' 31MM I PROFESSIONAL ENGINEER Hwy a� - " - L CENSE NO.70432 SLANT NAIL DETAIL TYPICAL JUS INSTALLATION JUS t OF 2 ND44JC-JLIS M® MIANJ DADS COUNTY • PRODUCT CONTROL 9ECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DBPAKrMENT(BNC) 11805 SW 26 StteARoom 208 BOARD AND CODE ADMINISTRATION DIVISION M1=4 Florida 33175.1474 T(786)315.2390 F(786)313-2599 NOTICE OF ACCEPTANCE (NOA) www mbmM*da.gov/6n11ft United Steel Products Company 14306 Southcrm Drive,Suite 200 Burnsville,MN 55306 SCOPE:This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accept by Miami-Dade County HNC-Product Control Section to be used in Miami Dade County and other areas whom allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In Miami Dade County)and/or the AHJ(in areae other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke,modify, or suspend the use of such product or material within their jurisdiction. BNC reserves die right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of dwapplicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series WC,JUS,SIM&JL Steel Wood Connectors and Anchors APPROVAL DOCUMENT:Drawing No.At-AJC-Ju&m-jL,titled"Face Mount Hangers" prepared by United Steel Products Company,sheets 1 and 2 of 2,dated 03/28/11,signed and sealed by Steven A.Brekke,P.E.,bearing the Miaml-Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Mismi-Dade County Product Control Section. MISSILE IMPACT RATING:None LABELING:Each unit shall bear a permanent label with the manufacture 's name or logo,city,state and following statement: "Miami-Dade County Product Control Approved or MDCPCA",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or proem.Mdross of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT:The NOA number preceded by the words Miami-Dade County,Florida,and followed by the expiration date may be displayed In advertising literature. If any portion of the NOA Is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request ofthe Building Oficial. This NOA renews NOA 0 07-0214.20 and consists of this page 1 and evidence page E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Uhera,P.E. NOA No.11-0510.01 E:piraftu Dates Jane 04,2016 Approval Date:July 21,2011 Page 1 i a iglil�MMIioIN Lada SWCK XVAML N{MMM am wunder a N p lirr � girt �rirM � �tprt.r�1►Iwo i 10TWO 11� �>0�1Q'CO��a�st$jiNurrpgo�aCQW�rYOt�r t�*: ' C�mais0.1i2�rsY��Ori'laY�rs �r�rY4�n7a Ift +oao�w•rrw111ao� :� b�ilpril0001104a1 MrOMw Nr�worwYploit � O -` A'•�.�F � Ow4pwui<i�{�pP rcianubt�r0 t GKkMRNWFALLA710M wwsAT�Nr11st JLJQWvAvAMMuGW#jr:,QM w� Sg1�'iRNrSTALLAZIOM �W T0�NBr WA� �10110peotiry �■iOCiNiaNp+ Nnrr �ELp1100�s w N O � girt �tl� an m s � 4 tOdorrro� �� 'ti �`aLtf a INno2 100N Co 1i �� a sta ml �►t �ladett�Y�a t71p >� 170 w��a�rsaYmNto�amnus�miNo6...r awo 1 •��Miltir 6wus t 6simrr�Y"r4/�0oo7rY�r �� .e,.,e„y�,�,rNarionrN�mr A 1 taLarll0111o►aa.aoa�rrwaiN,lr� Lme.O<aaNnrpasw:NrAaro.i�pt4.irh.l0.a..o,;.r7p➢ooio� • N . _ UNMM MuK �OrPI11iY ANN MDUW SM A MEMMA >�i�>� �^�-=` _•A _f�� ;til: Ott NQ �� i MAIN MIAND•DADZ COUNTY ® P1IODUCr CONR90L sRCnON BUILDING AND N1eIGf1BORIlOOD COMnAANC`DWARTMWr(W4Q I IM SW 26 Sbeey Roar 200 MhmL Flatidt33175-247+ BOARD AND CODB ADMOM2ATION DIVI o" T(786)3M2599 F(M)213-259! NOTICE OF ACCEPTANCE OA Nww.adaal /bu9dUe United Sted Products Company 14305 Southersa Drive,Saito M HurmvWe,11'W W" mein the use of 9CotLs This u being isnr�under the applicable colas and regalatioru gav g submitted has been re __ a�nsh�>cdon trials.The docmnentadon viewed and odier where allowed by Cowry BW-Product Control Section to be used in Miami Dade Cowry the Au&Wty Having Jurisdiction(AIV). This NOA shall not be valid aft the expiration data stated below.The Miami-Dade County Product Control Section(In Miami Dade Coo*)tested die A19(lin areas other din Miami Dade Cowry)mom the right to have this product or material q awe 1�Poses. if this product or mate4al fells to perform in the accepted manna,the matnufaatmas will incur the expense of each tem and the AEU rosy Immediately revoke.modify,or suspend the use of snob product or materiel widdh their jurisdlction• BNC resmves the right to revoke this acceptance. if It Is determined by Mismi•Dads County Product Control Section that this product of material fails to mod the requirements ofd�icableomply h ildPlo tda Building This product in approved as described heroin,and has been designed Code;,Including the High Velocity HuM ms?•one. DESC1tIPTIONs%dee HJC,J[TS,SKS tit JL Sted Wood Cousecton sad Atehore APPROVAL1VID s Drawing No. 4NJC-JUS41CSJU&W"FM Moist Hangers" propas+ed by United Stasi Producats Company,sheets 1 and Z of2,dated 03101 It 81910d Wd S"WC0lrol renewal Amp with Notice of Steven A.Brener PPS.be Mian-Dade County Prodnsct Acoapmnce data the Miami-Dade County Product Ca ftl Section. MISSILE IMPACT RAt&Grs Now L,AUIM(;s Bach unit shall bear a pmmad label with the manufaatu:e> Or IOP,ccity and following eta"MiNW.Dade Cam prod Control Approved asN odwndw noted herein. on has been t110d and thele has been no chimp I�bl ebullding neptively affecting perfosmanca of this pe'°duot' no cban/e in applicable date as l(dun has been s revision or olreng0 in dw materials, aWOrdds OAS dwaft product Of press.Misuse,of this NOA as as endorsement of in the Other dell ma m dandy terminate this NOA.Failure to any prcduo�for sate.,advertising of any pwpm� comply with any section of this NOA duan be curse for termination and removal of NOA. s The NOA number preceded by the words Munni-Dade County,Florida,and followed by dw acphation date may be displayed in advertising Utereture. If any portion of the NOA Is displayed,then it shall be done in its entirety INSPBCTIONs A copy of this lsentirs NOA slnaU eI at the of tine B ldbng O�ato dw user by the mamffiWWM or i ial. diatribes end shall be svailrnb � 1 and evidmum page&1,as weU as approval This NOA renews NOA 0!7-0214.10 and 00=10 of this page doanmmst mentioned above was reviewed by Gariel M.Utnws,P.B. The submitted documaKetion NOA Nor 114510.01 isspi ndn Deas Jane 0/9 2016 AppnNW Daae J*219 2011 rep 1 STANDARD LATERAL WES BRACING TRUSSER S Z,- O.C. TV. ix4 or U3 LATERAL eRACE PER TRUER oEsm ON z—lod NAU M Wo FOR MM UP TO 4000 Oft FOACE2 w � A BESTN 6 RCCU#= N01rs iM7ERVALIPROxROTRest t TD AT 1d-0- FOR FMM ONATER 7MAN 2M lbs END OF 9RACINO MM SHAI RXW PONT` MX LU oA SW o LATERAL BRACING DETAIL ON I" OTAIL ALT. LATERAL BRACING DETAIL np. - Me e=om AD wa mmmUM MUST • M4-, OF 7W SMId !OR THE LOOM 4 THIP ORAL If TO K UM AS AN FOR COMMON LATERAL iAC0410Npf0NIITIQiW,O[NIQIMaa1 `y.°�•��i�'i � �Jo��i iN0001MIp1lgN,1• Wa(OrQ �` �4'°,.•' •'j:;;+�. 1NOCDMNIONfW/•tAlNA(!M� � / Con�u 1 VOW CL Wit e►Mwar Baa `p 6)667A7 PF Me s JUL 24 X012 Fit I�pt NI/L�IMI �pi11/Q1plr J/{{fl,IN NNNt Nld LIMtN11YYll•Ndl� MAY 14, 2012 TRUSSED VALLEY SET DETAIL TPA-VALLEY-190 -- _-_-- R MIT&Industries,Tampa,FL Page 1 of 1 GENERAL SPECIFICATIONS 1.NAIL SIZE-3.5-X 0.131'-16d --- _------- 2.WOOD SCREW-3•WS3 USP OR EOUIVALENT DO NOT USE.DRYWALL OR DECKING TYPE SCREW -- 3.INSTALL VALLEY TRUSSES(24.O.C.MAXIMUM)AND Mrrek Industries,Inc. SECURE PER DETAIL A 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE GABLE END,COMMON TRUSS INDIVIDUAL DESIGN DRAWINGS. OR GIRDER TRUSS S.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. S.NAILING DONE PER NDS-05 7.VALLEY STUD SPACING NOT TO EXCEED 48.O.C. S.BASE TRUSS AND VALLEY TRUSS MUST BE SOUTHERN PINE LUMBER. VALLEY TRUSS TYPICAL i! t! =x=_ _ > . BASE TRUSSES i tlifI 1 !- JL� P 12 VALLEY TRUSS TYPICAL GABLE ND,COMMON TRUSS OR % SEE DETAIL i" A BELOW(TYP.) SECURE VALLEY TRUSS r W/ONE ROW OF 18d NAILS 6.O.C. WIND DESIGN PER ASCE 7.10 MAXIMUM WIND SPEED 190 MPH MAX MEAN ROOF HEIGHT-30 FEET ATTACH 2x4 CONTINUOUS NO.2 SYP ROOF PITCH-MINIMUM 3/12 MAXIMUM 6/12 TO THE ROOF W/TWO USP WS3(1/4-X 3-) EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD-50 PSF MAX SPACING-24.O.C.(BASE gVALLEY) MINIMUM REDUCED DEAQ,40A I?A4 S PAF ON THE TRUSSES. •,� v i JOSE AUG 15 2011 Consultin + ' ruCtural c�. 1 tj 4 E,," fi:Str®ot ?�G. Hialea I��33010 ti' ,'. ccr'. DETAIL A Phone (3 ) 067-6797" . (NO SHEATHING) (Florida N.T.S. I 7 ' — Q " CORNER SET Gomm am PAM&ROOF Uff= 0 yam t g» r-Cr am tear eaa m r a svea��r� "am m� a m00w 1'-r amm— 0 teras 2 amass a OXWT 1=0 W/0 sW ewe tL 12 ajw=low wall -A7"In a(OPT tOw!00mW wat) .t�tw tr/( od v"N&os�xoezo7 WL Pau s -1-01 O AD 5(IiPLiF�!00 j w/(/!)ie/ 3 NA-'Me IVW a�"m!o0� a W/co 9 1 MIEN" AMLAK 31-'wa Zr M mortar r.er tri r� r er COMM stem— awe �°a uumm(to" 306 sea a ews was ews r-w fleas-usP co ors floor 02ND as a ami a ews was 1Yas V-Cr Am=- er was S. =d'JAI7m- tD IOas r� A r.er tr.or s'-d t'-er w w 00" No wigs a w a was was was coMAJOH JACK poop(120) 900 opm a 11706 Im e1Ms was Mo Wm a tal m mea t7s ff IML MM FWN M�m��we�i as m a uuueee stases ncaaaK t.Ka � ` JOSE MART�I�l P.E. pirLL OLJLMS Blow.aw4vRLcrWK 71-r 24 8L Z is Si an eOY Wo t tss COOK 2M 24 E 3 t!e SIMM, r-0r aw ML a is sit 33010 w„r aA Na 3 »sr sPNortoz�'Cua PFIOIrE W7 6"7 TRUSS CONNECTORS MAXIMUM OVERHANGS ed6av &LT® TO T1# TI/ Em W Kae (MAY,ed OMITT90 IM AA At '344)OVERHAND WITHOVT AETtA1N aim mm Wn" Rgnm GRACE 10p to pow 2 PW SCIMT LWT =4 2X4 � Um is Sr 2-" }1/•11 3��! 4-1M 1raa is v >1 4-}11 t•i0�0 4.4-11 r am to 9r 3•M 4-S•e }0.0 �•d-11 ul l• 9' 3•f-It 4460 }p p 4.9•� NSA is v 3-3-0 4-!•11 2-1-1 4•1a�s umm 11 V3' s•O�Q �•9.12, ss to sr 3�•0 �1-/ t.�.i. 4.ia•as 081 » sr }�•N }?•6 i�� 4•t i-ts wMeen sraeae rNcae ,,, JOSE MARTINEZ, P.E, nura ennead Ac" �vnro oee*ve�oertr „o Cmsuiting&vW9W Civit/t3tnamw ,r u,,,. 24 E. Sth Sft* Hialeah, FL 3301 Alat. wt fos !rw >e i" ' -.00N PhOna(301)fts low :,4 `softb! los .dorm p,��r� AP/IIOV�O EOR OT INC. �� 9��y��flw .r • ��,