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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/fPI 1 section 6.3 I These truss designs rely on lumber values established by others. MiTek® � � on%Am I%., . RE: J36840 -Caliandro 3 ,L LL, �v r j MITek USA, Inc. Site Information: 6904 Parke East Blvd. Tanga, FL 33610-4115 Customer Info: Dave Golden Homes Project Name: Caliandro 3 Model: Caliandro Lot/Block: . Subdivision: . Address: xxx Bridle Way,. Sc City: Ft. Pierce State: FL. Py�SO NName ame: Address and License # of Structural Engineerof Record, If there is one, for the buiRinbLC/e License #: Cpun Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017fTP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 75 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date I No. I Seal# Truss Name Date 1 1 T15716697 1 A01 G 12/3/18 118 1 T15716714 1 Al 12/3/18 12 I T15716698 I A02 12/3/18 119 I T15716715 I Al 12/3/18 13 1 T1 5716699 1 A03 112/3/18 120 1 T1 5716716 1 A20 112/3/18 14 1 T1 5716700 1 A04 112/3/18 121 1T157167171A21G 112/3/18 15 1 T15716701 I A05 112/3/18 122 1T157167181B01G 112/3/18 16 1 T1 5716702 1 A06 112/3/18 123 IT15716719jB02 12/3/18 17 I T15716703 I A07 12/3/18 I24 I T15716720 B03G 12/3/18 Ie IT157167041A08 I12/3/18 125 T15716721IB04G 112/3/18 19 IT15716705IA09 112/3/18 126 1 T1 5716722 1 C01 G 112/3/18 110 T15716706 J Al O 12/3/18 127 1 T15716723 I CO2 1 12/3118 11 T15716707IAt1 112/3/18 128 1 T1 5716724 1 CO3 112/3/18 112 IT15716708 I Al2 112/3/18 129 1 T1 5716725 1 C04 112/3/18 113 I T15716709 I A13 5716726 I C05 112/3/18 1T157167101A14 (12/3/18 /1 123 330 114 1T157167271DO1G 112/3/18 115 I T16711 I A15 12/3/18 I32 1 T1157167281 D02 112/3/181 12TI1833T5 7167291 D03 12/3/18157 117 1 T15716713 I A17 112/3/18 134 1 T1 57167301 D04 112/3/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI1TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for Wek's customers file reference purpose only, and was not taken Into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPl 1, Chapter 2. Thomas A Albanl PE No.39380 Mtrek USA Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: December 3,2018 Albani, Thomas 1 of 2 RE: J36840 - Caliandro 3 Site Information: Customer Info: Dave Golden Homes Project Name: Caliandro 3 Model: Caliandro 3 Lot/Block: . Subdivision: . Address: xxx Bridle Way,. City: Ft. Pierce State: FL. INo. I Seal# I Truss Name Date 35 1 T15716731 1 DOS 12/3/18 I36 T15716732 I D06 112/3/18 I 137 IT157167331D07 112/3/18 I 138 1 T1 5716734 1 D08 112/3/18 I 1439 D09 112/3/18 I 0IT17175IE01G I12/3/18 141 1T157167371E02 112/3/18 I 142 1 T1 5716738 1 E03 112/3/18 I 143 1 T1 5716739 1 E04 1 1213/18 44 T15716740 1 MV2 112/3/18 I 45 T15716741 MV4 112/3/18 46 1 T1 5716742 1 MV6 112/3/18 1 147 1 T15716743 1 MV7 112/3/18 1 148 1 T1 5716744 1 PB01 112/3/18 I 149 1 T1 5716745 1 PB02 112/3/18 1 150 1 T157167461 PB03 112/3/18 I 151 1 T1 57167471 PB04 112/3/18 I 152 1 T1 5716748 1 PB05 112/3/18 153 1 T1 5716749 1 PB06 112/3/18 I 154 1 T1 5716750 1 PB07 112/3/18 I 155 T15716751IPB08 112/3/18 156 T15716752PB09 112/3/18 157 IT15716753 I PB10 112/3/18 I 158 IT15716754 I PB11 112/3/18 I 159 1 T15716755 I PB12 112/3/18 I 160 1 T157167561 PB13 112/3/18 161 1 T15716757 1 V4 12/3/18 162 1 T1 5716758 1 V8 112/3/18 163 IT15716759IV12 112/3/18 64 IT15716760IV16 112/3/18 I 65 1T157167611V20 112/3/18 66 IT15716762IV24 112/3/18 1 167 1 T1 5716763 1 ZCJ 1 112/3/18 1 168 1 T1 5716764 1 ZCJ3 112/3/18 I I69 IT15716765IZCJ5 112/3/18 I I7o IT157167661ZEJ3 112/3/18 I 71 1 T15716767 I ZEJ5 112/3/18 I 172 1 T1 5716768 1 ZEJ5A 112/3/18 73 1 T15716769 ZEJ7 112/3/18 I 174 T15716770IZHJ3 112/3/18 175 1T157167711ZHJ7 112/3/18 I 2of2 Job Truss Truss Type City Ply Caliandro3 T15716697 J36540 A01G Half Hip Girder 1 q G Job Reference (optional East Coast Tmss, Ft. Pierce, FL-34946, 3-94 NAILED NAILED NAILED NAILED NAILED NAILED 4x4 = 6x8 = fi.W 12 NAILED NAILED 4x4 = NAIAD 4x4 = 41 = 4 28 29 5 30 31 32 5 33 7 9 34 4 Al-9 4.11.9 4-11-9 4.11.9 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 20 II 4x4 = 4x6 =4x4 =NAILED 4x5 = 35 9 36 37 38 10 39 11 12 40 41 13 42 Scale -1:81.4 NAILED 5x8 43 14 25 44 45 24 46 47 23 22 48 49 21 50 51 30 52 19 1s 53 54 17 55 56 16 57 58 15 44 = 4x4 cc cc 4x4 = 61 = NAILED 44 = NAILED 48 cc cc 44 = NAILED 4x8 = 44 = NAILED 3x8 THJA28 NAILED 4x4 = NAILED NAILED 4x8M18SHS = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (roc) i L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.49 Vert(L-) 0.79 20-21 ,713 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -1.03 20-21 >544 180 M18SHS 2441190 BOLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.16 15 n/a Na BCDL 10.0 Code FBC20177rP12014 Matnx-MS Weight: 6551b FT=0 LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 •Except• TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, 14: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 7315 cc brecing. WEBS 2x4 SP No.3'Except• 4.24,5-22,6-21,8-20,10-20,12-18,13-17,14-16: 2x4 SP Ni REACTIONS. (Ib/size) 15=3732/Mechanical,2=3621/0-8-0 Max Horz 2=251(LC 22) Max Uplift 15=1808(LC 8), 2=1777(LC 8) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2.3=762313637, 3-4=7490/3560, 4-5=-10186/4969, 5-6=-12246/5973, 6-8=13152/6427, 8-9-12852/6287, 9-10-12852/6287, 10.12-11434/5612, 12-13=8810/4343, 13-14=5036/2516, 14.15=3618/1837 BOT CHORD 2-25=-3217/6787, 24-25=308516715, 22-24=4815/10181, 21-22=5824/12246, 20-21=6278/13152, 18-20=5463/11434, 17-18=-4194/8810, 16-17=2367/5036 WEBS 4-25=83f720, 4-24=2089/4220, 5.24=2132/1301, 5-22=1221/2528, 6.22=1181/816, 6-21=-550/1129, 8-21=377/429, 8-20=-371/183, 9-20=536/504, 10-20=817/1717, 10-18=1533/986, 12-18=1537/3177, 12-17-2332I1370, 13-17-2212/4570, 13-16=316011797, 14-16-292616038, 3-25-2741273 NOTES- 1) 2-ply truss to be Connected together with 10d (0.131"x3") nails as follows: Top chords Connected as follows: 2x4 -1 row at 0-9-0 Co. 2x6 - 2 rows staggered at 0-9-0 Co. Bottom chords connected as follows: 2x6- 2 rows staggered at D-9-0 Co. Webs connected as follows: 2x4 - 1 row at 0-9-0 Co. 2) All loads are considered equally applied to all plies, except ff noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=151t; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18: MWFRS (directional); cantilever left and right "posed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. Thomas A. Mbani PE No.39380 8) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. • FL Cott 9534 A, Inc.9) M17sk USInc.Blvd. This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0.0 wide 8904Pa Tampa FL 3381D P will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. Date: 11) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift atjoint(s) except (jt=1b) December 3,2018 on a on page WARNING- Verfordear9npanmelen and READNOTES ON TNISAND INCLUDEDMITEKREFERENCEPAOEMIF74r3rev. f0/03/]0f5BEFORE USE. Design valid for use onywun MRekleconnectors. This design is based only upon parameters shore. and Is for an Individual building component, not �• le a Muse 3yatern Before use, Me Wilding dedgnermust verify the eppgeabory of design parameters and property lnce,com to this design into Me owned buildingdesign. Smdng Indicated llsto prewebruckling ofintlMdualmnwob and/orchord members only. Additionaltempomi, and permanent bracing MiTek" Isahvays requiredf4rstablliy entl to prevenips cogae with possible personal Injury and property damage. For general guidance regarding the fab(CBGnn, 6lMdge. delkely.ere e110n and bfaelflg of W68ae and 1ue86yatem 4, BGe ANSVTPII Quality editors, DSM9 and SCSI Building Component 6904 paves East Bud. SafetyInformation eversible ham Truss Plate InsNme, 218 N. Lee Street, Suite 312, Alexandra, VA22314. Tampa, FL Scale Job Truss Truss Type Oty Ply Celiandro3 T75716697 J36840 A01G Half Hip Girder 1 2 Job Reference o Tonal East Coast Tmss, Ft. Pierce, FL- 34946, 8.22o s Nov 16 2018 MRek Industries, Inc. Mon Dec 310:11:57 2018 Page 2 ID:75Fw6HEhcvl7NghPrFl7EyV Wk3-BhlkTIBZIgOAXi7P9k51e02wNNT74VR0_OleyCiem NOTES- 12) Use Simpson Strong -Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at 7-0-6 from the left end to connect tmss(es) to front face of bottom chard. 13) Fill all nail holes where hanger is in Contact with lumber. 14) "NAILED" Indicates 3-10d (0.148"x3'1 or 3.12d (0.1486.25") toe -nails per NDS 9uldlines. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 14=-54, 4-14=54, 2-15=20 Concentrated Loads (Ib) Vert: 4=115(F) 7=-115(F) 25=359(F) 22=-61(F) 6=115(F) 9=115(F) 20=61(F) 12=115(1`) 17=.61(F) 11=-115(F) 19=-61(F) 28=-115(F) 29=115(F) 30=115(1`) 32=115(F) 33=115(F) 34=115(F) 35=115(F) 37=115(F) 38=115(F) 39=115(F) 40=115(F) 41=115(F) 42=115(F) 43=115(F) 44=-61(F) 45=61(F) 41 47=-61(F) 48=61(17) 49=-61(F) 50-61(F) 51=-61(F) 52=61(F) 53=61(F) 54=6l(F) 55=61(F) 56=61(F) 57=-61(F) 58=61(F) AWARNING - wady dash,,im matars and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII.747d rev. 1=240 t S BEFORE USE. Design valld for use only with i weredors. This design is based only upon parameters shown, and is or an lnclNdual buldl9comp0nen,not � a Was system Before use. Me building designer must sally Me appgwbgy of design parameters and property lcooratethb design We Me overall buldbgdetlgn.Brad, lrldicoled is to proven buci of Individual thus web andfor choN members only. Addifional temporary and permanent bmdng MiTek' Is always hulelred Or stability and to preset collapse wlh possible personal Injury and property damage. For general guidance reganing the fabrlWgen,storage, dehery,erection and trading ormses and muss streams. we Magri Dually Crtterla, DSBd9 and SCSI Building Component 6901 Pane East Blvd. Safety Information avalable hem Truss Fee Institute, 218 N. Lee Siren, Suite 312, Alexandra, VA 22314. Tempe, FL 36610 s , aI Job Truss Truss Type Oty Ply Caliendro3 T75716698 J36840 A02 Hip 1 1 Job Reference (optional) East CoastTross, FL Pierce, FL-34941i, ii Sx8 = a rn 71-0 71-0 axe = 3x8 = Scale=1:81.4 2x4 I 4x4 sure = sure = 6x10 = 1g 18 17 16 15 14 13 12 41 = 31 = 5x8M18SHS = s4 = 502 = 4x6 = sx8 =3x8 I LOADING (Pal) SPACING- 2-0-0 C51. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.66 17 ,857 240 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ver(CT) -0.92 17-18 a611 180 BCLL 0.0 ' Rep Suess Incr YES WB 0.97 Horz(CT) 0.21 12 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP N0.2'Excepr BOTCHORD 15-18: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-1807/041-0, 12=1733/Mechanical Max Horz 2=302(LC 7) Max Uplift 2=-877(LC 8), 12=778(LC 8) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-3=3425/1573, 3-0=-3185/1453, 4-5=4052/1926, 5-6=4513/2132, 6.8=4100/1949, 8.9=4100/1949, 9-10=2889/1407, 10-11=847/458, 11-12=-1740/780 BOTCHORD 2-19=1354/3034, 18-19=1147/2813, 17-18=1754/4108, 16-17=1923/4513, 14-16=1198/2889, 13-14=-279/726 WEBS 3-19=336/233, 4-19=-10/387, 10.13=-1251/629, 11-13=648/1566; 4-18=679/1547, 5-18=711/454, 5-17=201/S42, 6-16=-093/218, 8-16=-376/314, 9-16=644/1442, 9-14=-1192/695, 10-14=1150/2545 PLATES GRIP MT20 244/190 M18SHS 2441190 Weight: 260 lb FT=0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at ri l 6.16, 10-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=6.0psf h=15ft; 8=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and night exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1:60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 pad bottom chord live load noncencurent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in a8 areas where a rectangle 3-64) tall by 2-D-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=877,12=778. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 MiTok USA, Inc. FL Can 0634 9904 Parke East Blvd. Tampa FL 33810 Data: December3,2018 ®WARNING-Verirydeafanpmamatere and READNOTES ON MIS AND INCLUDEDMITEKREFERENCEPAOEMII.7473rev. 1"W016 BEFORE USE. ■ Design valid far use onywah MTek®cunnenon.Thb design is banedmal upon parameters shown, end b for an indMdun bu0din9compared. net � a truss system. Before use, me bulling designer must verify Me applicably no of design parameters d property Incorporate Has design Into Me overall bviliingdesign. Bracing indicated is to prevent bucPLng of lndMdual Miss web motor nod members only. Addigonaltempararyandpermanxdbradng M!Tek' Is alhuWa required for stability and to prevent collapse with possible personal injury and ismany damage, For general guidance regarding the fabrication. sludge, delivery, ereWon and braing oftmsses and truss sWems,am ANSIRPll Dually Criteria, DBMS and BCSI Building Component Safetylnformatlen avalable from Truss Plate Innlne, 21a N. Lee Street, Sube 312, Alexandria, VA n314. sand Food Fan Blue. Tampa, FL 36610 J Truss Tmssip Type Oty Ply Caliandro3 T75716699 J36840 A03 Hob 1 1 Job Reference National) East Coast Truss, Ft. Pierce, FL- 34946. 1 5t 114 -0-0 5-9-0 5.2-12 Sa= 31 = 4 » a 5 7-11-2 56 = 3xB = 5x8 = a 24 25 7 8 Scal, 1:81.4 - EhA-,67 7= � I � 18 17 26 16 15 V 4x8 = 2x4 II 3x6 = Sx6 M = 3xa = 14 13 28 12 29 11 10 ass = 3.6 11 Plate Offsets (R.Y)- WO-6-0.0-2.81. I6:0-2-8.0-3-01. 18:0-6-0.0-2-81 LOADING Unf) SPACING- 2-0-0 CSI. DEFL. In (too) NdefI Lrd PLATES GRIP TCLL 20.0 Plate Grtp DOL 1.25 TC 0.75 Vert(LL) 0.47 14-16 >999 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 Sc 0.93 Ven(CT) -0.68 14-16 >821 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Hom(CT) 0.19 10 ma n1a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 266 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6,6-8: 2x4 SP No.1 BOT CHORD Rigid calling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpl 5-14. 8.12 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=180VO-8-0, 10=1733/Mechanical Max Harz 2=344(LC 7) Max Uplift 2=877(LC 8), 10=778(LC 8) Max Grav 2=1870(LC 13), 10=1733(LC 1) FORCES. (lb) -Max. CampJMax.Ten.-All mfces 250(lb) or less except when shown. TOP CHORD 2-3=3533/1527, 3-4=3104/1416, 4-5=3622/1755, 5-6=3627/1765, 6-7=3627/1765, 7-8=2846/1417, 8.9=-1384/679, 9-10-17141795 BOT CHORD 2-18-1306/3252, 17-18=-1306/3252, 16-17=1066/2826, 14-16-1491/3686, 12-14-1154/2868, 11-12=385/1180 WEBS 3-17=-499/275, 4-17=-52/449, 4-16-516/1230, 5-16-536/392, 6-14=412/345, 7-14=-425/963, 7-12=4016/629, 842-934/2078, 8-01-916/499, 9.11=631/1573 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=15ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcomenl with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 he uplift at joint(s) except Ol=1b) 2=877,10=778. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock IS, applied directly to the bottom chord. Thomas A Alban! PE No.39380 MTek USA, Ina. FL Celt 6834 6904 Parke East Blvd. Tampa FL 33610 Date; December 3,2018 ®WARNING. Vedly dealers paramateraend READ NOTES ON THISANDINCLUDEDMIMKREFERENCE PAGENI.7473 rev. 10/012015BEFORE USE. Design valid for use only with MTeWconnedocu. This design b based only upon parameters shave, and is far an Individual building component, not a truss system. Before use, to building designer must verify Me applicuicaq of design parameters and prepedy incorporate this design Into the overall bulldingdalign. BracinghdicatedistoprevdntbUOiMg Oflndiddualtmmwebandlor OoMmembemonV. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery ereUion and trading Of Munn and Wu ayateme. an MSM11 Duality CMema, DSBA9 and SCSI Building Component 6904 Parts Fast Mad, SafetyInformation available hem Truss Plata Insnuta, 218 N. Lea Street, Suite 312, Alexandra, VA22314. Tampa. FL 36610 Job Truss Truss Type ON Caliandro3 T75716700 J36840 A04 Hip 1 �Ply 1 Job Reference (optional) East Coast Truss, Ft. Fierce, FL-3494D, 7.1-12 3xa = 5xa = 3x8 = 2x4 3x0 = Ara = Scale=1:81.4 11 17 16 15 14 13 12 11 44 = 2x4 II 3aa = Sx5 = Sx0 = 34 = 3x6 = 3xa II LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) gdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ved(LL) 0.39 14-15 ,999 240 MT20 2441190 TCDL 7.0 Lumber COL 1.25 BC 0.82 Vert(CT) -0.5714-15 >988 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Hom(CT) 0.17 11 Na rue BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 2761b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP N1.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP N1.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-14,9-13 REACTIONS. (lb/size) 2=1807/04e-0, 11=1733/Mechanical Max Hom 2=386(LC 7) Max Uplift 2=877(LC 8), 11=778(LC 8) Max Grav 2=1911(LC 13), 11=1771(LC 14) FORCES. (lb) -Max. Camp./Max, Ten. -AU forces 250(lb) or less except when shown. TOP CHORD 2-3=3584/1514, 3-0=3030/1367, 45=3208/1544, 58=3136/1540, 6-8=3136/1540, 8-9=2575/1302, 9-10=1707/812, 10-11=-1725/809 BOT CHORD 2-17=1284/3321. 16-17=1284/3321, 15-16=976/2764, 14-15=1234/3291, 13-14=986/2649, 12-13=-47211457 WEBS 3-17=0/261, 3.16=646/352, 4-16=88/509, 9-12=690/406, 10-12=626/1660, 4-15=344/878,5-15=-4611320,6-14=-356/299, 8-14=328/781, 8-13=929/555, 9-13=698/1634 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Ops1; h=1511; B=45ft; LW7ft; eave=6ft; Cat. II; Exp C; Encl.. GCPI=0.18: MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at Joint(s) except Ql=1b) 2=877,11=778. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas Alban! PE 11D.39380 MIT* USA, Ina. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Data: December 3,201 E ®WARMNB - VeNrp daelpn parameters and READ NOTES ON TAUSAND INCLUDED MNER REFERENCE PAGE MII.7470 rw. 14/0=015 BEFORE USE. Design veld for use only with Mtrek® connectors. This design la based ony upon parameters shown, and is for an Individual boatiing component, not aaaaaa ■pr■� amessystem. Barone use, be building designer must sandy be appbceahy of design parameters and property Incorporate this design Into the orem0 buildingdeeign. Bradng indicated 6 to prevent buddr,g ofind4dual tmssweb anNarchord members only, AddiOoneltemmmayandpermanentbmcing MiTek' is always required for stability and to poneed w0apse won possible personal Injury and property damage. For general guidance regarding the fabrication. Ubag.. degvery, arecdon and bracing of Wsses and truss ensure. see ANSUIPI1 Quality Craeda, DSB49 and Beat Building Component 6904 Parke East Blvd. Safery Information avagable Wm Truss Plate Institute, 218 N. Lee Same , Suite 312, Alexandda, VA 22314. Tampa, R 36610 r. . Job Truss Truss Type Oty Py Celiandre3 T15716701 J36840 ADS Hip 1 1 Job Reference(ontionall East Coast Truss, FL Pierce, FL-34945, 6.220a W.t.al6Mnenntuusmes, I.,, Mm, Doc a 10.2.02 20.3 yc, ID:75Fvo6HEhcvr/NghPrFREyV Wk3-4GUenBoJOGIgGlb4BiKdRd7oGpOX8KLEbilARsyCiah 141541-0 21-1-12 27-0-0 32-1P4 39-0-0 47-0-0 -0-0 7.94 7-2-12 6.1-12 5-10-0 5-10-4 6-1-12 8-04) Scale =1:81.4 5x8 = M = 2x4 II 34 = 34 = Sx8 = 19 18 16 - 15 -- 13 -- 12 11 4x6 = 2x4 I 3x8 = 44 = 3x8 = 4x6 3x8 = 3x8 = 4x8 3xB = 7-0 I. I 18-0-0 I 2&-11--1122 5-10.n-0-0 I 4-0 LOADING (pail SPACING- 2-0-0 CSI. DEFL. In (IOC) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ve tiLL) 0.32 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.4615-16 >999 180 BCLL 0.0 Rep Stress Ina YES VVB 0.94 Hoa(CT) 0.16 11 Wa Wa BCDL 10.0 Code FBC2017lrP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 BOTCHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 2=1807/D-8-0, 11=1733/Mechanical Max Hoa 2=428(LC 7) Max Uplift 2=-877(LC 8), 11=778(LC 8) Max Gran, 2=1923(LC 13). 11=1785(LC 14) FORCES. (lb)- Max. Camp./Max. Ten. - All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=3566/1499, 34=2896/1316, 4-5=2847/1401, 5-6=2754/1383, 6.7=2754/1383, 7-9=2347/1216, 9-10=1897/893, 10-11=1710/821 BOTCHORD 2-19=1257/3327, 18-19=1257/3327, 16-18=885/2649, 15-16=10312938, 13-15=846/2434, 12-13=-514/1616 WEBS 3-19=0/316, 318=-781/425,4-18=117/565,9-12=-518/346, 10-12=-608/1710, 4-16=-231/651, 5-16=-389/246, 6-15=312/265, 7-15=271/673, 7-13=846/471, 9-13=52611305 11 Weight: 290 lb FT-0% Structural wood sheathing direly applied, except end verlicals. Rigid ceiling directly applied. 1 Row at midpl 3-18, 5-15 1?6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=47ft; eave=6ft; Cat. II; Ecp C: En-L. GCpl=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fa between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 he uplift at joints) except (jt=lb) 2=877,11-778. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 I IiT9k USA, Inc. FL Cart BB34 6904 Parks East Blvd. Tampa FL 33810 Dale: December 3,2018 ,AWARMNO-Verifydest,p✓ametersend READ NOTES ON MIS AND INCLUDED U KREFERENCEPAGEwl.7c3ray. 1=212015 BEFORE USE Design valid forum ontywith Unstrap connectors. We design is based only upon parameters shorn, and is for an Indiodual building component, not a buessystem. Before use, the building designer must verRytheapplicabriy of dasignparame eandpmperlyincomorste this design Wo the.verall buildingdesign. amend Indicated is to prevent buckling of indrAdueltrufs web endlcr Chard members only. Addiaonaltemporary and permanent bracing MiTek' is always required for stm,liyand to prevent collapse with possible personal injury and properly damage. For general guidance regaMing the fabrication, storage. delivery, emotion and bracng ofbusses and truss systems, see ANSUIPII Dually Criteria, DSB49 and BCSI Building Component 69N Perk. &at BNd. Safety Information UaUable hem Tmss Plale lnsl 0a.210 N. Leo Street, Suite 312, A mndda, VA n3l4. Temps, FL 36510 Job Truss Truss Type Cry Ply Caliandro 3 T15716702 J36840 A06 Hlp t 1 ab e ce o tional East Coast Truss, FL Pierce. FL -Mute, [•,La1 44 = 6.5-11 6-9-3 axe = 3x8 = 214 11 5x8 4 5 6 21 7 16 In. 74 <a is 12 <0 11 <r 34 = 44 — 3x8 = 41 = 3x6 = 3x8 = Scale=1:82.5 a 10 6x8 M18SHS = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.88 Be 0.95 WB 0.89 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) In (loc) Well Ud -0.29 16-17 >999 240 -0.5710-11 487 180 0.17 10 n/a Na PLATES GRIP MT20 244/190 M18SHS 2441190 Weight: 2941b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-11, 8-10, 5-14, 512, 6.12. 7-12 REACTIONS. (lb/size) 1=1734/0-8-0, 10=1734/Mechanical Max Hoa "51(LC 7) Max Uplift 1-777(LC 8), 10-780(LC 8) Max Gray 1=1924(LC 13). 10=1893(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3790/1570, 2-3=-3588/1501, 34=2827/1290, 4-5=2637/1306, 5-6=2347/1216, 6-7=2347/1216, 7-8=2038/984 BOT CHORD 1-17-1346/3590, 16.17=-1073/3102, 14-16-795/2618, 12-14=-882/2743, 11-12=509/1782, 10-11=-460/1358 WEBS 2-17-365/309, 3-17=-138/553, 3-16=-713/405, 4-16-200/776, 7-11-293/209, 8-11=123f727, 8-10=-1995/857, 4.14=1411459, 5.12=481/149, 6-12=376/309, 7-12=457/1081 NOTES- 1) Unbalanced roof live loads have been Considered forthis design. 2) Wind: ASCE 7.10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL-6.Ops1; h=15ft; 3=45ft; L-07ft; eave=6ft; Cat. 11; Exp C; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water painting. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 pat bottom chard live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf an the bottom chord in a8 areas where a rectangle 3-6-0 tall by 21F0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=1b) 1=777,10=780. 10) This buss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 112" gypsum sheetrock be applied directly to the bottom chord. 9 I� Thomas A. Albanl PE No.39380 hliTek USA, Inc. FL Cart 6634 9904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 QWARNND-Vasty Eaten pammelem anEREAD MOM OHMSANDINCLUDEDMTENREFERENCEPAGENI-702mv. 1MM015BEFOU USE. Design who forum only whi MmeMweremom. This design is based only upon parameters shown, and is farm In4Mdual building mmponem, not waaw VVE1 a Inds system. staffers use, the building designer must verify me 8,:11 Jiy of design parameters and properly Incorporate this design Into the overall buildingdesign.Brecing Indicated Is to prevent building ofindMdual sun web and/or chard members only. Additioneilemporery and penmanembracing MiTek' Is always required !erslabllity and le prevent ccaap'. with possible personal injury and property damage. For general gulden'. regaining the fabrication, storage, dellway, erection and bmcing of trustee and Was systems,see ANSm`PI1 Quality Crime,DSB-a9 and BCSl Building Component 69M Parts East Blvd. Safety Information available from Toss Plate Inmula, 218 N. Lea Street, Suite 312, Alexandre, VA 22314. Tampa, FL MID Job Truss Truss Type Oty Ply Caliandro3 T15716703 J36840 A07 Hip 1 1 Job eference o floral East Coast Truss, Ft. Pierce, FL-34946. s 2-8-0 6.00 FIT 8.220 s Nov 16 2018 MITek Induslne5. Inc. Man LisC 3 1U:12:U4 2018 5x8 = 2.4 II 5.8 = god II 7 a 26 27 9 Scale=1:83.3 exam,e, A , _ 4x6 = 3.4 II 3x8 = 3x8 = 3x8 =qM' 3 U = 3x6 II 12.00 12 5.8 M183HS LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Inc, YES Code FBC2017/rP12014 CSI. TC 0.69 BC 0.78 WB 0.85 Matrix -AS OEFL. in (loc) adeft Lid Ven(LL) 0.52 20-21 >999 240 Ven(CT) -0.73 20-21 >770 180 HOrz(CT) 0.34 12 n/a rda PLATES GRIP MT20 244/190 M18SHS 2441190 Weight: 3191b FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structuml woad sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied. Except: 19-21: 2x4 SP 285OF 1.BE. 6-18: 2x4 SP No.3, 21-22: 2x4 SP No.1 1 Row at midpt 6.19 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 519, 7-19, 7-17, 7-16, 8-16, 9-16, 9-15, 2-21: 2x4 SP No.2 3-20 REACTIONS. (lb/size) 1=1734/0-8-0, 12=1734/Mechanimi Max Harz 1=493(LC 7) Max Uplift 1=777(LC 8), 12=780(LC 8) Max Grav 1=1851(LC 13),12=1829(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=375711586. 2-3=7979/3240, 35=4171/1757, 5-6=3091/1404, 6-7=3036/1495, 7.8=2229/1206, B-9=2229/1206, 9-10=2008/1027, 10-11=1762/818, 11.12=1773/812 BOT CHORD 1-22=1390/3580, 20-21-277317092, 19-20=-1418/3936, 16-17=705/2384, 15-16=504/1777, 13-15=-088/1490, 21-22=169814445 WEBS 5-20=134/672, 5-19=-1264/605, 17-19=659/2534, 7-19=810/1998, 7-17=.809/370, 7-16=175/271, 8-16=-085/400, 9-16=351/892, 10-15=-1161487, 10-13=7091404, 11-13=638/1663, 2-22=-3001/1142, 3-21=-662/1997, 2-21=166614290, 3-20=3189/1370 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; LW7ft; eave=6ft; Cat. II; ESP C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncenwrtem with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will M between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1-777. 12=780. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2"gypsum Thomas A.Albani PE No.39360 sheetrock be applied directly to the bottom chord. MITek USX Ina FL Cod 0834 6904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 AWARMNO-Vedrydeska l.romehnendl,EAD NOTES ON THMAND INCLUDEDM?ENREFERENCEPAGEMI1-7473 rov. 10,0120159EFORE USE Design valld for use only with Mlrekde connectors. This design is based only upon parameters shown, and is for an lnuMdual building component, not ■■■ 9 a Tmss system. Before use, the building designer most veNythe appll bliryofdesign parameters and Property inwryorme Ws design We the overall buiidingdealgn. Meant indipted[a to prevent budding of lndhidual truss web Sadler chord members only. Additional temporary and permanent bradng MiTek' Is always required for stability and to prevent carapse who possible personal injury and property damage. For general guidance regarding the fabdcamn.Storage. deiwery, emotes and bradng ofeusses and Muss systems. See ANSIRP11 Quality Criteria, DS1i and Bael Banana Component 6SO4 Pares Fast Blvd. SSrery Information avalaaie ham Truss Plate Institute, 218 N. Lee Street, Suae 312, Alexandre, VA22314. Tampa, FL M610 Job Truss Tmss Type ON PN Caliandro3 T15716704 J36840 ADS Piggyback Base 7 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, Industries, Inc. Mon Dec 310:12:u82015 ' 241-0 1-0-0 6-74 6-7-8 2.1-0 84)-0 8-0-0 - 5-10-4 - 6-1-12 Scale=1:83.3 Sx8 = 2.4 11 Sx8 = 6.00 F12 3x4 I 7 8 6 m27 9 sale0 3x8 1- Al� 4axe i3x1D2 4Y 1 20 6x8 = 29 29 14 30 �6 p-4 9 16 f--122 6x8 M18SHS G 5x6 = 18 17 16 13 12 3x4 Il US = 3x8 = 44 — 54 M185H5 % 12.00 12 31 =44 Sol = 3x6 II 2-8-0 q-6-0 27-0-0 I 1611-8 354g0 40.10-0 47-0-0 2-0 2111 I 6]-8 -1-0 B-0-0 r7l 8-7 I I 8-0-0 5164 6-1-12 t Plate Offsets (X.Y7— 17:OS-4.0.2-01. 19:0-G0.0.2-8). (17:D-3A.0-1-81. f19:0.2-0.0-3d1 f21:0.3-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.46 20-21 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.68 20-21 >830 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Hom(CT) 0.32 12 n1a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 3191b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 *Except' 2-0-0 oc puffins (2-2-0 max.): 7-9. 19-21: 2x4 SP 270OF 2.2E, 6-18: 2x4 SP No.3, 21-22: 2x4 SP No.i BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3*Except' 1Row at midpt 6-19 2-21: 2x4 SP No.2 WEBS 1 Row at midpt 5-19, 7-19, 7-17, 7-16, 8-16, 9-06, 9-15, 3-20 REACTIONS. (lb/size) 1=1734/0-8-0, 12=1734/Mechanical Max Harz 1=493(LC 7) Max Uplift 1=777(LC 8), 12=780(LC 8) Max Gmv 1=1851(LC 13), 12=1829(LC 14) FORCES. (Ib)-May. CompJMax.Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=3757/1586, 2-3=7970/3237, 3-5=-4173/1757, 5-6=3089/1403, 6-7=3034/1493, 7-8=2229/1206, 8-9=2229/1206, 9-10=2009/1028, 10.11=-1762/817, 11-12=1773/812 BOT CHORD 1-22=1389/3579, 20-21=-2776/7094, 19-20=141813936, 16-17=70612384, 15-16=505/1778, 13-15=488/1490, 21-22=1693/4430 WEBS 5-20=136/679, 5-19=1266/606, 17-19=656/2521, 7-19=80511991, 7-17=-805/369, 7-16=175/269, 8-16=482/398, 316--349/890, 10-15=-118/490, 10.13=709/403, 11-13=637/1662, 2.22=2974/1133, 3-21=-652/1970, 3.20=3192/1372, 2-21=-1666/4287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf, 11=158; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Forcing. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about 8s center. 6) This truss has been designed for a 10.0 par bottom chord live load noncencurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at join(s) except at=lb) 1=777,12=780. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Thomas A.Albani PE No.36360 sheetrock be applied directly to the bottom chord. 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chard. MiTak U91y Inc. FL CON 6634 8904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 AWARNING. Veritydeargnpanmetent and READ NOTES ON MIS AND INCLUDED 4 KREFERENCE PAGE VbZmrev, IMMO15BEFORE USE. Design valid forum only wish MReks,scru ms. TNa design is baud only upon parameters shown, and Is for an IndiNdual balding campanenl,net m� a truss system. Before use, 0e building designer must wvfy theappfwbilayofrimign parameters and pre,im iicerpon1e01a design Whom awing buildingdeelgn. Bracing Indicated is to Prevent Welding ofladrAdualtruss web androrchord members only. Marginal temporary and permanent bracing MiTek' Is always required far stability and to prevent collapu with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, euxbon and brdng of trusses and truss splems, see ANSIRPII Quality Canada, DS849 and SCSI Building component Safety Information wallable from Truss Plate Institute, 218 N. Lee meet, Sage 312, Alexandra, VA22314. 6904 Parke Best BNd. Tampa, FL W610 Job Truss Truss Type Cy Celiandro3 T15716705 J36840 A09 Piggyback Base 1 [ly i Job Reference (optional East Coast Truss, Ft. Pierce, FL-34945, 5x8 = 2.4 II 5x5 = Sa8 = Scale = 1:83.2 19 2a esia 17 41 16 {e fa 14 13 JO 12 '1 11 41 = 31 = sure = 34 = M = 44 = Safi = 20 II 5x5 = 34 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 VerI LL) -0.34 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.6017-19 ,935 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.15 11 ma Iva BCDL 10.0 Code FBC20177rP12014 Matnx-AS Weight: 3211b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.1 "Except' 2-0-0 oc purlins (3-4-6 max.): 5-8. 15-18: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 20 SP No.3 *Except' WEBS 1 Row at 111 4-17, 7-14, 8-13, 9-11, 6-16 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 1=1731/0-8-0, 11=173110-8-0 Max Horz 1=493(LC 7) Max Uplift 1=776(LC 8), 11=778(LC 8) Max Grav 1=1924(LC 13), 11=1893(LC 14) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=375211555, 2-0=-3523/1475, 4-5=2646/1237, 5-6=2302/1206, 6.7=2303/1206, 7-8=1896/1028, 8-9=-2017/1022 BOT CHORD 1-19=1323/3581, 17-19=-1015/3020, 16.17=70D/2466, 14-16=572/1983, 13-14=499/1780, 12-13=-477/1518, 11-12=-47711518 WEBS 2-19=✓113/349, 4-19=157/643, 4-17=8131455, 5-17=227/885, 7-14=800/410, 8-14=-332/1026,8-13=295/96,9-13=117/455, 9-12=01288, 9-11=2157/797, 5-16=165/286, 6-16=-416/338,7-16=268/745 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsp h=158; B=4511; L�7ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) 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 par bottom chord live load nonconcument with any other live loads. 6) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ut=1b) 1=776, 11=778. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Thomas A. Albani PE 110.39311111 MiTak USA, Inc. FL Cert 6634 9904 Padre East Blvd Tampa FL 33810 Date: December 3,2018 ® wARMNO- wraydealgn paramelers entl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a111-T473 rev. 10/OM015 BEFORE USE. Design ward for use Unit MlTek®connagors. This design is based orgy upon parameters shown. and Is for an individual hulloing movement, not � a tides system. Before Use, Me building designer must veiny the applicability of design parameters and property incamnrem Wa design Into Me over" bulldingdeslgn. Bracing Indicated is to prevent bucNing of individual Musa web and/or Grand members ony. Additional temporary and permanent bracing MiTek- is always required s r stabrly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rubrication. storage. dervery,eredlon and orders of losses and truss systems, see ANSIRPH Duality Criteria, DSB49 and BCSI Building component 69U Parke Fast Bind. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AleaaMda, VA 22314. Tamp. FL 36810 Job Truss Tmss Type Chi Ply Callandra3 T75716708 J36840 A10 Piggyback Base 1 1 Jab efe ce o tional East Coast Truss, Ft. Pierce, FL-34946. I 6-3-12 6-3.12 '2-14 '241-0 ' 6-14 e ^^ r 5x8 =U4 3xa = Bx5 = Sz5 =5x5 = zp a4 xa " 24 23 " 2.4 �= 3x8 = Us = ,c 14 13 46= 4x8 = 3z8 = 4x8 = 3x4 11 2x4 I ex8 = 5x8 = 3.6 = 3xe It 2.4 II axe = &9-0 194]-0 -0 33-0-0 5-1-9 7-1-8 41-2-12 45<0 7-0- &&4 9-2-12 -0-8 6-3-12 6-3-12 2-1A 2-I}0 4-1-0 41-0 1-&0 LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Veri 0.34 21-22 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.56 24-26 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hom(CT) 0.22 13 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Exceit' 1-25,23-25: 2x4 SP No.1, 6-23: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3'Except' 22-24: 2x4 SP No.2, 12-13: 2x6 SP No.2 WEBS REACTIONS. (Ib/size) 1=1731/0-e-0, 13=1731/0-8-0 Max Harz 1=494(LC 7) Max Uplift 1-776(LC 8), 13=778(LC 8) Max Gray 1=1883(LC 13), 13-1747(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260(Ib) or less except when shown. TOP CHORD 1-2=3659/1554, 2-4=3430/1475. 4-5=2566/1237, 5-6=2516/1267, 6-7=2536/1275, 7.8-2028/1117.8-9=223211191, 9-10=1842/1001, 1D-11=2076/1069, 11-12=-1661/880, 13-15-1699/786, 12-15=-1680/807 BOT CHORD 1-26=1322/3500, 24-26=-1016/2943, 22-23=-295/0, 21-22-80612617, 20-21-806/2617, 19-20-679/2093, 17-19=-544/16Dl WEBS 2-26=-0141347, 4-26=1541629, 4-24=804/459, 5-24=10871344, 22-24=768I3056, 5-22-700/1902, 7-21=01368, 7-20-849/283, 8-20=-3111764. 10-19=319/713, 11-19-98/447, 11-17=633/364, 12-17=683/1667, 9.19-10241409 Scala=1:92.7 PLATES GRIP MT20 2441190 Weight: 3421b FT=0% Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purling (3-5.8 ni 5-8. 9.10. Rigid ceiling directly applied. Except: 1 Row at midpt 6-22 1 Row at midpl 4-24, 5-24, 7-22, 7-20, 9-19 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 5=45ft; L=47ft; eave=6ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water podding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psi bottom chard live load nonconwrtent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001E uplift at joint(s) except (jt=11s) 1=776.13=776. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Wrek USA, Ine. FL Cart 6834 6904 Paine East Blvd. Tampa FL 33610 Dale: December 3,2018 ®WARMNG - Verify design panmelers antl READ NOTES ON THIS AND INCLUDED MREN REFERENCE PAGE MIId03 rw. I M"015 BEFORE USE. Design valid foruseanh, ih MRek®cannectne.Thls design Is Lasedonlyupon parameters sheen, and Is loran bd,dilvalbudding component, not seeses ITSF St.,, system. Before use, the talking desigaid an st veiiy the applicability of design parameters and propeM lncorycratethls des gri mathe overall Luildingdesign. Bracing Indicated12toprevenibuckingoflndMdualtmsswebandlorchordmembersony. Additional temporayand permanent boars MiTek' Is always required for stablliy end 10 prevent collapse with possible personal Injury and preped/ damage. For general guldonce regarding the fabdoafion, storage, delivery, erection and bracing oltmsses and taxis systems. see ANSIITPI1 Quality (aboard, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information evadable from Tmss Plate Indbute.218 N. Lee Street, Sure 312, Alexandda, VA22314. Tampa, FL MIS Job Truss Truss Type Dry Py Cariandm3 T15716707 J36840 All Piggyback Base 1 1 Job Reference (optional) East Coast IWas. FI. Pierce, FI.-J4U4b, 6-8-5 ' &1-13 6-1-13 1-4-8' 6-3-12 63.12 41-8 '2-0-0 ' 4-0 '2-241 Scale=1:92.7 5x8 3x4 I 3x8 = Sx5 = RDD F12 _ 26 32 25 as 24 23 34 2x4 II 35 3x8 = 35 to 3xa = 14 13 3x6 = 4x8 4x6 = 3x4 II 34 = 3x6 = 2x4 II = &a = 5'ra = 3xa II 2.4 II 3xa = t sea 1&0.0 2r}0.N zfi-e-a I uao 37-1-e �41a1 43-ta �sa.oq Plate Offsets (X.YI— 15:0-s0.0-2-81. (8:0.2-8.0.2-01. 110:0.2-8.0.2AI, 122:0-2-0.0.2-01 LOADING (pso SPACING- 2-D-0 CSI. DEFL. in floc) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.34 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.56 24-26 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hom(CT) 0.23 13 rda We BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 337 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' 1-25,23-25: 2x4 SP No.1, 6-23: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3'Excai 22-24: 2x4 SP No.2, 12-13: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 1-1731/0-8-0,13=1731/0-8-0 Max Harz 1494(LC 7) Max Uplift 1=776(LC 8), 13=778(LC 8) Max Grav 1=1890(LC 13), 13=1792(LC 14) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250 fill) or less except when shown. TOP CHORD 1-2=-3675/1554, 2-0=-3446/1475, 4-5=2583/1237, 5-6=2533/1267, 6-7=2553/1275, 7-8=206711118, 8.9=2298/1183, 940=2117/1072, 10.11=1651/856, 11-12-1604f732, 13-15-1763/776, 12-15=-1764/'786 BOT CHORD 1-26-132213514, 24-26=1016/2958, 22-23=295/0, 21-22=806/2640, 20-21=60612640, 19-20=717/2134, 17-19=-576/1783 WEBS 2-26=414/347, 4-26=154/629, 4-24=-804/459, 5-24=1098/343, 22-24=768/3073, 5.22=-701/1919, 7-21=0/371, 7-20-8441281, 8-20-288/796, 9-19-1055/513, 10-19=472/1244, 10-17=834/254, 11-17=-265/242, 12-17=655/1622 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-5-8 max.): 5-8, 9.10. Rigid ceiling directly applied. Except: 1 Row at micipt 6-22 1 Row at mill 4-24, 5.24, 7-22, 7-20 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh, h=15ft; 8=45ft; L=47ft; eave=6ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pontling. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live Iliad nonconwment with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (p=lb) 1-776,13=778. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No,39380 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, Inc. FL Cart 8634 6904 Parka East Blvd. Tampa FL 33810 Date: December3,2018 ®WARNING-Verey dea/9n pen m d. end READ NOTES ON MIS AND INCLUDED MIrEN REFERENCE PAGE MIi-7473.. 10,03/2015 BEFORE USE. Design valid for use only w]M Mmek® connectors. This design is based only upon parameters shots, and is for an lnIEuaI building wmpanenl, not �- n atnsyslemBeforeusa, Me lending designer must wriy the appawlUdy of design parameter and patent,inco rate MI as al. Into me 4veaa ■ Imuffingdesign. Erasing boosted is to ancient bucNing of indhAdual Was web another chool members only. Additional temporary and permanent boxing MiTek- Isalwaysrequired for stability and to prevent collapse wM possible personal Injury and papally damage. For general guidance regarang the rabtico94n, storage. delivery. medlon and basing of amoo. and pass systems, see ANSVTPH Quality Creeds, DSB-09 and BC5l Building Component 69M Perks Fag Ehal. Safety Informatlon bubble horn Truss Plate Institute, 218 N. Lea Street, Suite 312,AImsvn&M VA 22314. Tampa, FL 36510 Job Tress Tfuss Type Oty Ply Caliandro3 T15716708 J36840 Al2 Piggyback Base 1 1 Job Reference (optional East Coast Truss, FL Pierce, FL-34946, I-= 6-1-13 3x8 = 8.220 s NOV 18 21116 MI 5x5 = Inc. man use a iu:12:11 zulb rape l zg iu 4a -' 22 21 'u 2x4 11 as 3x8 = 4x8 =a" as 13 12 4x8 3x6 = 4x6 = 3x4 I 34 I - 34 = 6xe = 5ie - 2x4 II 4xB = 2x4 II LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.35 19�20 -999 240 TCDL 7.0 LumberDOL 1.25 BC 0.78 Ven(CT) -0.56 22-24 >996 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.25 12 WE n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORE BOT CHORD 2x4 SP No.2 *Except' 1-23,21-23: 2x4 SP No.1, 6-21: 2x4 SP No.3 BOT CHORE WEBS 2x4 SP No.3'Except' 11.12: 2x6 SP No.2, 20-22: 2x4 SP No.2 WEBS REACTIONS. (lb/size) 12=1731/0-8-0, 1=1731/0-8-0 Max Horz 1=568(LC 7) Max Uplift 12=781(LC 8),1=773(LC 8) Max Grav 12=1751(LC 13). 1=1892(LC 13) 1 FORCES. (Ib)-Max. Comp./Max. Ten. - All forces 250 Ila) or less except when shown. TOP CHORD 1-2=3679/1547, 2-0=3450/1468, 45=2587/1231, 5-6=2536/1263, 6-7=2556/1272, 7-8=2058/1113, 8-9=-2338/1159, 9-10=2092/1023, 12-14=1676/810 BOT CHORD 1-24=1344/3506, 22-24=1038/2950, 20-21=295/0, 19-20=826/2633, 18-19=826/2633, 17-18=752/2128, 1517-416/1175, 14-15=41611175 WEBS 2.24=-414/347, 4.24=-154/629, 4.22=-804/459, 5.22=10931445, 20-22=793/3065, 5-20=717/1916. 7-19=01369, 7-18=837/278, 8-18=236/792, 9-17=12031664, 10-17=701/1646, 10.14=-1885/897 Scale =1:91.4 PLATES GRIP MT20 244/190 Weight: 3281b FT=O% Structural wood sheathing directly applied, except end venicels, and 2-0-0 oc pur ins (3-5-7 max.): 5-8, 9-11. Rigid ceiling directly applied. Except: 1 Row at midpt 6-20 1 Row at midpt 4-22. 5-22, 7-20, 7.18, 9.18, 10-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vufw160mph (3-second gust) Vasd=124mph; TCDL=4.2psp BCDL=6.OpsY h-15ft; B=4511; L= 71t; eave=611; Cat. 11; Exp C; Encl.. GCpF0.18; MWFRS (directional); cantilever left and right exposed ; end vertical leftand right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Dt=lb) 12-781, 1-773. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the Orientation of the purlin along the top and/or bottom chord. Thomas ANbani PE No,38380 MTekUSA, Inc. FL Cad GB34 6904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 ®wARMNa-Verity tlesign Pnamerers enCREAD NOTES ON THISANDINCLUDED MITEK REFERENCEPADEMIA7473 rev. 1/034015 BEFORE USE. R Design wild faruse only wilt Mfrek®cammurnm. This design is based only upon parameters shown, and is far an individual balding component, not ��• a truss sy dwr. Before nee, the balding doeigoardint vwifythe apPlioabi0y of design parameters and propeM inmrporalelhis design Nadia oveme buildingdeign. Bracing Indicated is to prevent buckling ofindMdual tress web andker chord members only. Addflonal temporary and permanent bm6ng MiTek' Is always required for stability and to prevent calapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage,delNery, ereoaGn and among oftmsses and tress systems, am ANSIRPI10uality Corona, DSI-89 and SCSI Building Component 69" Parke East Blvd. Safety Information avagable from Truss Plate Institute. 218 N. Lee street, Safe 312, Alexandria, VA22314. Tampa, R Sell Job Truss Truss Type Oty Ply Caliandro3 T15716709 J36940 A13 Piggyback Base 1 7 Job Reference (optional east G0851 Im55, FL Pieres. FL -Mai ail 6-1-13 7-0 7-0 8-0-0 6-0-0 Scale=1:81.7 5x5 = 3x8 = 5x5 = II as xa,o 15 ea 14 ea ,A 12 41 11 10 Ass = 34 = 44 3x8 = 2,4 II 4x6 = 3x8 = 44 = 3x8 11 LOADING (part TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- %0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/rP12014 CBI. TC 0.92 BC 0.95 WB 0.85 Matrix -AS DEFL. Ved(LL) Vert(CT) Horz(CT) in (too) Well L/d -0.35 15-17 -999 240 -0.61 15-17 >916 180 0.14 10 n/a Na PLATES GRIP MT20 244/190 Weight: 295 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.1'Exmpt' 2-0-0 oc puffins (3-5-13 max.): 5-7. 8-9. 13-16: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 4-15. 6.15, 6.12, 9-11 9.10: 2x6 SP No.2 REACTIONS. (Ib/size) 10=1731/0-8-0, 1-1731/0-8-0 Max Holz 1=543(LC 7) Max Uplift 10=780(LC 8), 1=-774(LC 8) Max Grew 10=1762(LC 14), 1=1913(LC 13) FORCES. (I e) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3729/1551, 2-0=350011471, 4-5=2621/1232, 5-6=2322/1174, 6-7=1946/1053, 7-8=2204/1069,8-9=-1753/837, 9-10=1724/807 BOT CHORD 1-17=1338/3554, 15.17=-1029/2991, 14-15=743/2426, 12-14=743/2426, 11-12=-61311725 WEBS 2-17=-4121349,447=-157/645, 4-15=-815/456, 5-15=265/818, 6-15=-286/166, 6-14=01356, 6-12=7901256, 7-12=1281663. 8-12=-86/337, 8-11=1398/785, 9-11=989/2296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=47ft; eave=6tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0.0 wide will fit between the bottom chard and any other members, with BCDL = 10.0pi 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except 0=11f) 10=780,1=774. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size orthe orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MTgk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®WARNING. Vedry design paramorers and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PACE 114II.7473 rw. 10/0=015BEFOREUSE. Deslgavelld foruseonlysim MRaMeta necroce. This design is based onlyuponpammelem shonn,and lsloran NdlAduel buildingcomponem,nor ■■■■ �� m atuss system. Before e,the buJding designer must early me applicability of design parameters and propedyincarporate Nlsdm nintothe eseag ` bugdingdeslgn. Bracing Indicated is to prevent bucNlng of lndiNdualeuss web server chord members only. Additional temporary and permanent treeing WOW always required for stability and to prevent callapsewnh possible personal injury and property damage. For general guidance standing the fabrication. storage, delivery,ereaien and bracing offense and truss systems, sea ANSUTPh Quality Create. DSBA9 and BCSI Building Component 69M Parke Fast BNd. SaferylMamatlrn available from Truss Plate lnstlme,218 N. Lea lusai Sure 312. Alexandra, VA22314. Tampa, FL Met 0 Job Truss Truss Type Cry Ply Celiantlro3 T75716710 J36840 A14 Piggyback Base 1 1 ob eferenre o tional East Coast Truss, Ft. Flow, FL-34946. 8.220 s Nov 162018 MITeK Industries. Inc. Most Uec J 1 U:12:1 J ZUl IS Pagel ID:75Fvo6HEhcvf7NghPrFf7EyV Wk3-BNfoSxxDooh647xBLW 1 COy4oZFleDPxs7VSGKIYCiaW 0.&5 I 12 l3 St-13 140.0 I 2340 0.0-5 61-13 498 axe = 3x4 = Scale =1:60.2 once = Us = 3x4 = said = 2.4 II 3x4 = 19 2t.]-t 21 2398 tm52.12 2an2 o--122-aa LOADING (psp TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING• 247-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TO 0.42 BC 0.86 WB 0.50 Maldx-AS DEFL. Vat Vert(CT) Horz(CT) in (too) Well Ud -0.23 1671 >999 240 -0.3710-11 >709 180 0.03 8 Na n/a PLATES GRIP MT20 244/190 Weight: 16016 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied, except end verticals, and BOT CHORD 2x4 SP No.2 2-0-0 oc pudins (10-0.0 max): 5-6. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-10, 5-8, 6-8 REACTIONS. fib/size) 1=793/0.8-0, 8=957/OJ-8 Max Hoa 1=510(LC 8) Max Uplift 1=-243(LC 8), 8=-543(LC 8) _ Max Grant 1=843(LC 13). 8=1043(LC 13) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 1-2=1397/380, 24=1172/299, 4-5=305/48 BOT CHORD 1-11=753/1331, 10-17=-434 777 WEBS 2-11=-001/356, 4-11=-1691644, 4-10=-778/464, 5-10=215/787, 5-8=10061468 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=15ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - 10.Opsf. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(s) except atolls) 1=243,8=543. 8) This truss design requires that a minimum of 7116" structural woad sheathing be applied directly to the top chord and 1/2' gypsum sheetrack be applied directly to the bottom chord. 9) Graphical Pullin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Thomas A Alban! PE No.39380 MTsk USA, Inc. FL Cog 6634 6984 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 ®WARNING. Vetrydesi9npammale s and READ NOTES ON MISAND INCLUDEDMITEKREFERENCEPAOEMl.7Q3rev. 1WDL201SBEFORE USE Designvalidforuseooyweh MtTek®conneCars.This designbbased onlyupon parameters shown,and lsforanlndivlwal building component, not �f■��■1 space system. Before use,the building designer must vedry the applkability of design parameters and property incorporate this design lntolheeverali bulidingdesign. Bracing Indicated is to prevent buckling oflndMdual truss was sadder Nord members a*. Additional temporary and permanent brazing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication,storage, delivery, erection and loading aftmsses and was systems, sea ANSUTPII quality otters,DSB-09 and BCSl Building Component 6904 Parka Fast M. Safety Informatlon availableaom Truss Plate InMRWo,218N.Lea Stmel,SY6e312.Al ndda,VA22314. Tampa. FL 36510 Job Tmss Truss Type Oy Py Cullinane T15716711 J36840 A15 HALF HIP I 1 Job Reference o do al East Coast Truss, FL Pierce, FL-34946, 8,220 s nav i o 20 is MITun nmuam=a. Mv. Niva DEC agz ID:75Fvo6HEhM7NghPrFflEyV Wk3-RDAJHyrZ6pziB W OuEYRx9dzXf5xysB7M9 W sgyCiaV �21 z- I t9oo I z3-se 't+o e.e-s e-1-13 a1-13 a9a 4xa = 3x4 = scale =1:60.5 3x4 = 3x4 = 3x4 = 3x4 = 2.4 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.41 BC 0.86 WE 0.50 Matrix -AS DEFL, Van(LL) Ven(CT) HIOa(CT) in (loc) Well Ud -0.23 11-12 -999 240 .0.37 11-12 >707 180 0.03 9 Na n/a PLATES GRIP MT20 244/190 Weight: 162 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 5-11, 6-9, 7-9 REACTIONS. (lb/sae) 2=86710-8-0, 9=955103-8 Max Hoa 2=565(LC 8) Max Uplift 2=345(LC 8), 9=.539(LC 8) Max Gmv 2=912(LC 13), 9=1041(LC 13) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1387/363, 3-5=1164/285, 5-6=305/48 BOTCHORD 2-12=733/1320,11-12=-429/774 WEBS 3-12=395/344, 5-12=154/636, 5-11=775/457, 6-11=213/786, 6-9=1005/467 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps/; BCDL=6.Opsf h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to Dealing plate Capable of withstanding 100 Ib uplift at joint(s) except (1t=lb) 2=345,9=539. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albert PE No.39380 MTak UK Inc. FL Cart 6634 6904 Parke East Blvd. Tampa PL 33810 Date; December 3,2018 A—smoG- Vedrehou9nparaceh. entl READ NOTES ON MIS AND INCLUDED MIFENREFEnNCE PAGE MII.74ra rev. fOPo 015 BEFORE USE. Design valid for use only with Mirek0connectors. This design is based only upon parameters shown, and is form In4lNdual building component, not asseas a toe system. Before use, the building designer must verify the applicability of design parameters and property Incoryoratelhis designate the overall bulldingdeelgn. Bracing Indicated is to prevent buckling of Individual truss web clever chord members only. Additlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal stay and property damage. For general guidance regarding the fabrication, storage, delivery, emotion and belong of losses and lmsa systems, me ANSUIP11 Quality Claims. DSM9 and BCSI Building Component 69H Parke East BNd. Safety Information avagable hem Tmss Plate InMWe.218 N. Lee SbeeL Sutra 012.Alemndda, VA22314. Tampa. FL Scene Job Truss Truss Truss Type Dry Py T15716712 FRedfem3nce J36840 Hatt Hip 1 1 o tional East Coast Truss, FL Pierce, FL-34946, �1 14.0 58.13 16 2018 MITek Industries, Inc. 4xe = 3x4= Scale =1:52.0 3,4 = 14 = axis = 3x4 = 3.8 11 LOADING (psl) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 SCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CS]. DEFL. in (loc) Udefl L/d TC 0.50 WALL) -0.12 IN11 -999 240 BC 0.71 Ven(CT) -0.24 11-14 >999 180 WS 0.99 Horz(CT) 0.03 8 n/a We Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 BOTCHORD WEBS 2x4 SP NILS WEBS REACTIONS. (lb/size) 8=873/D-3-8, 2=949/D-8-0 Max Horz 2=511(LC 8) Max Uplift B=472(LC 8). 2=411(LC 8) Max Grant 8=1004(LC 13), 2=1000(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(IS) or less except when shown. TOP CHORD 2-3=1619/522, 3-5=1421/454, 5-6=680/248, 6-7=576/282, 7-8=879/500 BOTCHORD 2-11=83011518, 10-11=562/1043 WEBS 3-11-3511305, 5-11=-136/545, 5-10=-669/397, 7-10=-455/929 PLATES GRIP MT20 2441190 Weight: 1431b FT=0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Raw at midpl 7-8. 6-10 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=4511; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left exposed; Lumber DDL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 ps1 bottom chord live load noncancurrenl with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will Fn between the bottom chord and any other members, with BCDL = 10.0ps1. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at joint(s) except (jt=lb) 8=472,2=411. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 kLTek USP, Inc. FL Cod 6634 8904 Parke East Blvd. Tampa FL 33610 Date; December 3,2018 AwARNwa-Vsdryden0npammefenand READ NOTES ON MIS AND INCLUDED MITENREFERENCE PAGE 11111-7473rev. 10,01201S BEFORE USE. ��� Design valid for use onlywilb Webb connectors. This design Is based only upon parameters shown, and Isla an Mo Mdual bugdin not r.,� 9component, a truss system. Belore use, ma buadmg designer must verify the applicability of dengn paameters and property Incorporate this design the oveta0 FAY ■■ bunting design. among Indicated is to prevent bucking of Individual truss webandlor chord members only. Motional temporary and permanentbrading iTek' Is always resulted for stability and to prevent colapsewith possible personal Injury and property damage. FergenemIguidanceregardingthe fabrication. storage, delivery,emotion and tomong ofnussec a rdindiisystorm. see ANSIRPIt Quality Cdleda, DSa-89 and SCSI Building Component 69"Parke San Blvd. SaferyrMormatlon available brim Truss Pine Innaute, 218 N. Lee Stmel. Suhe 312. Albxndds, VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Caliandro3 T75716713 J36840 A17 Half Hip 1 1 ' Job Reference o tional East Coast Truss, FL Fierce, 1-1--34U4t. i1 7.9-4 04 = 3rFREyV Wk3.byLwja55j3hy5fmOfavOaiBjSo50oCIpT5wa2yCiaT 19.3.0k 23-9-8 43-0 4-6-B Sralo: 1/4"' 14 = 3x4 = 3x4 1x4 11 3x8 = 4x0 _ 5x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 TCDL 7.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 BCDL 10.0 Code FBC2017ITP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=873/D-3-8, 2=949/0-8-0 Max Hou 2=529(LC 7) Max Uplift 7=-433(LC 5), 2=-083(LC 8) Max Grav 7=953(LC 13), 2=959(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1462/632, 3-4=836/439, 4-5=696/466 BOT CHORD 2-10=-664/1427, 9.10=66411427, 7-9=3351484 WEBS 3-10=0/301, 3-9-739/438, 5-9-213/610, 5-7-8441463 DEFL. In (loc) Well L/d PLATES GRIP VergLL) -0.23 7-9 >999 240 MT20 244/19D Vert(CT) -0.38 7-9 >753 180 Horz(CT) 0.04 7 due n/a Weight: 140 lb FT=0% BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-7, 3-9, 5-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18: MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 7=433,2=483. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39390 MTek USA, Inc. FL Cad 8634 6904 Parke East Blvd Tampa FL 33610 Date: December 3,2018 ®WARMNG-Vedy Jaslpn perimeters and READN07ES ON 7711SAND INCLUDEDA11TENNEFERENCEPAGEMO.74 2 . 10,032015 BEFORE USE. Carl, va0d for use only watt MDek® connedara. This design Is based any upon pa2mere a shown, and is form iMiWdual banding component, not �- a truss system. Before Use. No belong designer must verify Me applicability of design parameters and property Incorporate this design into the anon bufforgdesign. Bracing indicated Is to prevent budding oflauMdualtrusewl, mWorchord members only. Addillonal mmporary and permanent trading MiTek' Is always required for slablliy and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, detivery, aredlon and trading of lmsses and truss systems, sea ANSIMP11 Quality Criteria, DSB419 and BCSI Building Component 6904 Parke Fast BM. Safety Informatlon available from Truu Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL seat Job Truss Truss Type 0y Caliandro3 T75718714 J36840 A18 Half Hip 1 [ly 1 Job Reference (optional) East Coast Tmss, FL Pierce, 1-L-3494b, 6-2-12 Scale=1:43.6 Axe = 1x4 II 4x4 = 4 15 8 5 8 3x4 = 1x4 II 3xA = 3x9 = 1x4 3x8 II LOADING (psq TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING• 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TO 0.84 BC 0.49 W13 0.64 Mainx-AS DEFL, in (too) DtleO L/d VeR(LL) 0.08 11-14 >999 240 VeR(CT)-0.1311-14 >999 180 Horz(CT) 0.03 7 We Na PLATES GRIP MT20 244/190 Weight: 142 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP Na.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP Ne.3 WEBS 1Row at midpt 4-9 REACTIONS. (lb/size) 7=873/0-3-8, 2=949/0-e-0 Max Holz 2=461(LC 7) Max Uplift 7=427(LC 5), 2=-486(LC 8) Max Gray 7=935(LC 13), 2=963(LC 13) FORCES. (Ile) - Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3-1531/656. 34=98(3/498, 45=588/406, S6=-588/406, 6-7=833/443 BOTCHORD 2-11=67111471.10-11=671/1471. 9-10=-470/912 WEBS 3.11=0/279, 3.10=647/368, 4.10=98/470, 4-9=437/168, 5-9=330/3D7, 6-9=437/940 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=15g; B-05fl; L=24ft; eave=oft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This cause has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 fall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at Joint(s) except Ql=lb) 7=427, 2=386. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39390 MiTek USA, Inc. FL Cod 6034 6904 Parke East Blvd Tampa FL 33810 Date: December 3,201 S WARNING- verify Julep parameters and READ NOTES ON MIS AND INCLUDED MITEN REFERENCE PAGEMUJ473 rev. l0/Oa/2OIS BEFORE USE Design valid for use only satin MRek®connedons. Title design is based only upon parameters 31aorm,and is for an Individual building componerd,not R a lose system. Before use, the building designer must verify the appricab0ty of design parameters and propertyIncoRorala this design led the summit bulldingdesign. Bracing Indicated is to prevent buckling ofindMduel tress web andlarchool members only. Additional tempemry and permanent among MiTek' Is ahvays required for stability and to prevent collapse whh passible personal Injury end propertydamage. For general guidance regarding the fabdcmlon, storage. delivery, erection and among of trusses and truss syatems, sea ANSUIP11Quality Criteria,DS9-09 and SCSI Building Component 69M Parke East Blvd. Safety Information available hem Truss Plate Institute, 218 N Lea Seed, Suite 312, Ale andda, VA nrlik Tampa, FL Seats Job Truss TrussType Oty Caliandroa T1571fi715 J36840 A19 Half Hip 1 [ly 1 Job Reference o do al East Coast Tmss, FL Pierce, FL-34945, 5-2-12 LR-at7 6-4-12 [_!W Scale =1:42.0 4x4 = 3x4 = 1x4 II 3x4 = 3x0 = ox, — axe 11 b9d 1 11-0-0 1 1]-0-12 I 73-94a I Plate _Offsets _(X.Y)— 14:0-&4.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.07 10-11 0999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.10 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Hom(CT) 0.03 7 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 1351b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=873/0-3-8, 2=949/&8-0 Max Holz 2=394(LC 7) Max Uplift 7=422(LC 5). 2=-088(LC 8) FORCES. (lb) -Max. Comp,/Max. Ten. -All tomes 250(I1b) Or less except when shown. TOP CHORD 2-3=1570/678, 3-4=1121/554, 4-5=773/474, 5-6=773/474, &7=-815/444 BOT CHORD 2-11=678/1430, 10-11=678/1430, 9-10=51IW977 WEBS &10=526/295, 4-10=70/392, 4-9=284/108, 5-9=-392/353, &9=-479/1009 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling direly applied. WEBS 1 Row at midpt 4.9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf. h=1511; B=45ft; L-24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 par bottom chord live load noncencument with any other live loads. 6) • This truss has been designed for a live load of 2O.Dpsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift M ioinds) except Qt=lb) 7=422,2=488. 8) This truss design requires that a minimum of 7/19'structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Con 6634 6904 Palle East Blvd. Tampa FL 33810 Date: December 3,2018 AWARNINO- Venrydealgn pammefa a end READ NOTES ON THISANDINCLUDEDde7EK REFERENCEPAGEWg 743.. f0/ MOMBEFORE USE Design valid forum only with MTek9 cmmedos. This design is baud 0ny upon pammmee shown. and is loran individual bustling card"O tnot awme �■ EF a Imes system. Before use, the building designer must verify to appliwbN'y ordaslgn parameters and property lncoryorale are design into the overall building design. sradng indicated is to prevent budding Of individual from web andlor choN members only. Muskrat temporary and permanent bracng MiTek- IsaiwaysmqulredforstebigtyandtopreventwflapsewhhpossibiepersonallnjuryandpropeMtlamage. For general guldaue regaming the fabrication. storage, deilm , creation and bracing Oflhisses and train systems, am ANSmPll Quality Criteria, Dii and Best Building Component 69M Parke East Blvd. Safely Informallon available from Truss Plate lnslhme,218 N.Lee street, Suite 312. Alemndda, VA22314. - Tampa, FL MI Job Truss Truss Type Dry Ply Callandro3 T15716718 J36940 A20 Half Hip 1 1 Job Reference (optional East coast Truss, FL Faeroe, FL-3494B, C3 7412 7-0-12 Scale = IAZO 48 = 1x4 II 44 = 4 14 5 6 3x4 i 3x4 = 3x8 = ''`� axe II 941e 16 12 23-g-e e-0-0 I 7-0-12 I 74-12 t LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inch YES Code FBC2017/TPI2014 CSI. TC 0.53 BC 0.69 WB 0.76 Matrix -AS DEFL, Vad(LL) Vert(CT) Hoa(CT) in (loc) War L/d -0.14 10-13 aS99 240 -0.2910-13 -966 180 0.03 7 n/a n/a PLATES GRIP MT20 2441190 Weight: 125 lb FT-0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end ver icals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1Raw at midpt 4-9 REACTIONS. flatsize) 7=873/0.3-8, 2=949/0-8-0 Max Hom 2=326(LC 7) Max Uplift 7=417(LC 5), 2=490(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shown. TOP CHORD 2-3=1550/727, 3-4=1292/598, 4-5=1044/575, 5-6=1 D44/575, 6-7=803/449 BOT CHORD 2-10=703/1404, 9-10=556/1118 WEBS 310=338)248, 4-10=16/402, 5-9=-051/392, 6-9=-556/1191 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=S.Opsf, h=15ft; 8=459; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pon ling. 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 chard live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0.0 wide will Td between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 No uplift at joint(s) except jt=lb) 7=417, 2=490. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MITok USA, Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 AWARNING-Verla dm/9nparamefm end REI1DNOTES ON THIS AND INCLUOEDM?ENREFEa NCEPAGENI-7R3nv. 10A)MOISBEFORE USE. Catalan valid for me arlywM Milsocconnedars. This design Is based only upon parameters shown, and Is for an hormone! bulding component. not aawas 031 e tom system. Before me, the building designer must verily, the appacabaity ofdesign pamme em and properly harpoons this design into the overall buildingdeslgn. BmdngLMlwtedlslaprventbuc ingafindMduallmsswebanWorchoMmembemany. Additional temporary and pemanentbracing MiTek' Is allays required for stability and to prevent collapse with possible personal injury and property current. For ganeml guidance regarding the fabdaation, storage, delivery. erection and loading Of losses and truss systems, see ANSVIPI1 Quality Criteria, DSB49 and BC5l Building component Safety Information available from Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alesandda, VA22014. 6904 Parke East Blvd. Tempe FL 36610 Job Truss Trues Type Dry Ply Celiandro3 T15716717 J36840 A21G Hah Hip Girder1 1 Job Reference (optional) East Coast Truss. Ft. Pierce, FL-34946. 1-0.0 4.2-7 5ca1e=1:34.9 NAILED NAILED NAILED 4xB = tx4 3z4 = 4x4 = NAILED NAILED NAILED NAILED 4 15 5 16 17 18 6 19 7 3x4 = 3x4 = NAILtu axe = nwLou 4x4 = N.Ltu 3z6 II Special NAILED NAILED NAILED LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017rrP12014 CS1. TC 0.52 BC 0.70 WB 0.74 Matnx-MS DEFL. in (too) NdeB L7d Vert(LL) 0.11 10-11 >999 240 Vert(CT)-0.1611-14 >999 180 Horz(CT) 0.05 8 n1a n/a PLATES MT20 Weight: 109 lb GRIP 2441190 FT-0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3.5-5 oc purling, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-7 oc bracing. REACTIONS. (lb/size) 8=1688/0-3-8, 2=1370/0-8-0 Max Hors 2=259(LC 24) Max Uplift 8=823(LC 5), 2=-691(LC 8) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(lb) or less except when sham. TOP CHORD 2-3=2521/1170, 3-4=2342/1082, 4.5=2168/1098, 5-6=2168/1098, 6-7=1486080, 7-8=1557/875 BOT CHORD 2-11=110412291, 10-11=-1007/2117, 9-10=769/1486 WEBS 4-11=73/658, 6-10= 480/443, 6.10= 426/913, 6-9=1071/741, 7.9=940/1945, 3-11=-285/237 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.1B; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water poncling. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 0=11t) 8=823,2=691. 8) "NAILED" indicates 3.1 Od (0.148"x3') or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 3651b dawn and 991b up at 7.0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 14=54, 4-7=54, 8.12=20 Thomas A. Albani PE No.39380 n7ok USA Ina FL Cot 6634 8904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 AwAfeMNa.Verify design pa wn.taa and READNOTEG ON THIS AND INCLUDEDMITEKREFERENCEPAGEMY-T411 rev. f0/00/a015 BEFORE USE. Design valid for use any" MRek®connectola.Thla design Is based any open parameters shown, and is for an Ir4lNdual Mddiag component, not a tress syslem. Before use, the bugdlog designer must vedry me applicability of deslgn parameters and pmpeM lnculpuatethls design into the oveall buildingdesign. Bracing Indicated late preventbucding ufindlvidualbunweb andoorohuN members only. AddNanaltempoary and permanent bracing MiTek' Is shoats required for stalet y and to prevent coaapse with possible personal Injury and pmpeny damage.. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and pass systems, sea ANSIRPIt Quality Criteria, DS849 and BCSI Building Component 69U Parke East Blvd. Safety Information available hornTruss Plate InsNme.210 N. Lee Street. Suae 312. AiexanLda, VAT2314. Tampa, FL 36610 Jab Truss Truss Type DIV PN Celiandro3 T15716717 J35340 A21G Half Hip Girder 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL- 34946. 8220 s Nov 16 2018 Wek Industries, Inc. Man Dec 310:12:19 2018 Page 2 ID:75Fv06HEhaDNghPrFf?EyVWk3-7%03M90 NeRGI.OLhn8wDKoVgrbd3ckVRKOXNyCiaO LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=115(B) 8=68(B) 11=359(B) 5=115(S) 10=61(B) 6=115(B) 9=61(13) 7=135(B) 15=115(B) 17=115(B) 19=115(B) 20=-61(B) 21=61(B) 22=61(B) ®WARMNO - Vertly dss19e Penmelws snd JR i NOTES ON THIS AND INCL UDED NITEK REFERENCE PAOEW1.747J.. I MMOI5 aEFORE USE Oeslgnvalid faruse oMywkh MBeLOconnedom. ThIs design is based any upon pammders shown, and is form IMMdual bugding component, Act ■ a Wes nslem. Before use, the building designer must verify the applicability of design parameters and properly inwRoate this design We the overall busdingdeslgn. Bracing Indicated late prevent buckling of lndMdualtrus web andlor chats members only. Addltlonattemporary and permanent trading MiTek' Is always required for Stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. Storage, deikrery, erection and bating of busses and tress Systems, see ANSMI10ualiy Won, DSB49 and BCSI Building Component 6904 Parke Fast Bind. SafetyInformation evandate ham Truss Plate Institute, 218 N. Lee 3heef. Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Tuss Truss Type Qly Ply Calientlro3 T75716718 J36840 801G Hip Girder 1 1 Job Ref ice o Iional East Coast Truss, Ft. Pierce, I-L-J499E, 6.00 12 NAILED 4x8 \\ 21 NAILED 3 2 a " 14 2fi 1.4 II NAILED 3z4 = Special NAILED ID:75Fva6HEhcv17NghPrFf?EyV M 10-2-0 i 1344 2-0-0 8-2-0 4x4 = NAILED NAILED 23 27 13 28 NAILED 3a0 = NAILED NAILED 7, = 1.4 II 9 NAILED 24 1z4 nn 29 NAILED NAILED NAILED 4x8 // x 25 12 al 1x4 3x4 = Special Scale=1:33.6 Plate Offsets (Ki 12:0-040-0-01. if 1:0-0d.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) UdeO LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.21 Vert(LL) 0.05 13-14 499 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.08 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 96 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 11=688/0-8-0, 2=760/0-8-0 Max Holz 2=170(LC 7) Max Uplift 11=279(LC 8), 2=-386(LC 8) Max Grav 11=750(LC 30), 2=817(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-7-8 Be bracing. JOINTS i Brace at Jt(s): 7, 5, 8 TRUSS DESIGNED FOR NAND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSVrPI 1. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=1485/509, 3-4=753/285, 4-6=700/331, 3-5=523/212, 5-7=523/212, 7-8=523/212, 8-10=523/212, 6-9=708/332, 9-10=762/285, 10-11=15381552 BOT CHORD 2-14=-415/1435,13-14=-427/1418,12-13=-469/1372, 11-12=-460/1390 WEBS 7-13-10/349, 10-13=297/151, 6-7=143/427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1601 (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=15g; B=45f; L=24ft; eave=4N; Cat. II; Exit C; Encl., GCpi=0.18: MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcarrenl with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 100 IS uplift at jDlnt(s) except (jt=lb) 11=279,2=386. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" Indicates 3-1 Bid (0.148"x3") or3-12d (0.148"113.25") toe -nails per NOS guidlines. 10) Hanger(s) or other Connection devices) shall be provided sufficient to support Concentrated load(s) 92 IS down at 3-0-0. and 92 lb down at 13-3-4 on bottom chord. The design/selection of such Connection devices) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the fete of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 1-3-54, 3-6=-54, 6-10=54, 10-11=54, 15-18=20 Thomas A. Albani PE No.30380 MTok USA, Ina FL cart 8034 6904 Parke Ent Blvd. Tampa FL 33810 Date; December 3,2018 irtinuad on none 2 AWARNINO-Vanyy design parameters antl READNOTES ON THIS AND INCLUDED MITEI(REFERENCEPAOEMIn7473 rev. 10MMOIS BEFORE USE. Dustin valid for use ontywitb Mrek®connecars.This design is based airy upon parameters shown, and is for an Individual budding component, not �p■7pr� Net a Cruse system. Seforeme,Ne Wilaing deal gnermust witty Ne appecobill ofderigo parameters and preperly, lncoryomelms design lnlothe overall buildingdealgn. Bracing indicated lslo prevent buWing oftndlWdual lmssweb andfar d,aN members any. AddWonal temporary and permanent binding iviiTek" Is events required for stability and to prevent collapse waft possible personal Injury and property damage. For general guidance regarding the fabrication, stoage,delivery. eredlon and baling of tresses and buss systems, see ANSUTP11 Quality Create,DSB-89 and SCSI Building Component 6904 Parke East Bind. Safety Information evadable ham Truss Plate listener, 218 N. Lee Street, Suite 312. AlwanEda, VA22314. Tampa. FL 26610 Job Truss Truss Type Qty Ply Caliandre3 T75716718 J36840 B01G Hip Girder 1 1 Job eerece (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.220 s Nov 162018 MiTek IndusBles, Inc. Mon Dec 3 10:12:212018 Page 2 ID:75Fw6HEhcAINghPfFREyVWk3-yw8pnglEvFh 2DYkpCA4lePDxTaT56GlzlphcFyCiaO LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=7(F) 3=7(F) 10=7(F) 14=26(F) 13=11(F) 12=26(F) 21=7(F) 22=7(F) 23=7(F) 24=7(F) 25=10(1a) 26-11(F) 27-11(F) 28=11(F) 29=-11(F) AWARMND•VerNy daslgnpanmrtetf and READ NOTES ON MMANDtMCLUDEDMRKREFERENCEPAGEM-7473 a ay. f0/ OISSSFONE USE Design varid for use ontywth MRekdl commands. This designis based oilyupon parametershown, and Is for an Indiifthal burning companeM,her, ��• a tasseystem. Before use, Ihebuildmgdesigner must verify the apprwbrRy of deslgnparametem and propeMlncomerale Wtdeslgo(Me the overall Witingdesign. among lndiwledlstopreventbucMngofindMnualtruss web andlofchord members only, Additional temporary and permanent trading WOW always hei iren far statlliyre and to prevent corapwith possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, eretllon Bad among of tastes and truss systems. see ANSV1PI10uality Cdreda, DS849 and BCSI Building Component Safety Inlotmatlon available from Tmss Plate InsthOo.218 N. Lee Sireet. Suhe 312,A.ndda, VA 2231e. 69M Parke Past BNd. Tampa, FL 35510 Job Ill uss Truss Type City Ply Celiendro3 T15716719 J36840 B02 Common 2 1 Job Reference (optional East GOast truss, FL VIerl rL-s Cuci. 1-0 I 3x4 = &9-12 4x4 = 4 Us = 4-0 Scale = 1:29.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-D-0 Plate GripDOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017rrP12014 CSL TC 0.31 BC 0.58 WB 0.18 Matill DEFL. in Ven(LL) -0.07 Ved(CT) .0.15 Hor2(CT) 0.02 (too) Odell L/d 7-10 -999 240 7-10 >999 180 6 n/a that PLATES MT20 Weight: 721b GRIP 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structuralwood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/si2e) 6=601/Mechanical, 2=679/D-8-0 Max Hoa 2=170(LC 7) Max Uplift 6=266(LC 8), 2=374(LC 8) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(Ib) or less except when shaven. TOP CHORD 2-3=9971479, 3.4=761/360, 4-5=762/362, 5-6=1006/494 BOTCHORD 2-7=355/885,6-7=375/886 WEBS 4-7-137/465, 5.7=330/256, 3-7=316/232 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10: Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpIl8; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=266, 2=374. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top Chars and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Miami PE No.39380 MTak USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 AWARNINa-Vadfydeafst,rmmelem and READNOTES ON THISANDINCLUDED MITENREFERENCEPAGEMII-T4Td rev. 10/03/2015 BEFORE USE. DDealvalid forum oNywah MmekaD wmando s. This design is based only upon parameters shown, and Is for an legividuel hurtling component, net e• Is! a truss system. Before use, to building designer must verify the applicability of design pammetem and property interacted this design brio the overall b.bargdesign. Bracing Wall 1,toprevent beeldingoflntlMdualtruss web androtChord members only, Adddionaltemporayand permanent bracing MiTek' Is always required for stability and to prevent wrapm with possible personal Injury and property damage. For general guidance Call the fabrication, storage, cl Carman and bracing of trusses and tun systems, ma MS111 Il Quality Criteria. Deal and SCSI Bultding Component 6904 Parke Fast Blvd. Safety Information a bbleham TMae Plate Ins1GNe.213N.Lee Sireel,Suae312,Alexandria,VA=14. Tampa, FL 36610 Job Tmss TrussType Dry Ply Caeantlro3 T15716720 J36840 B030 Roof Special Girder 1 1 Job Reference (optional) East Coast Trust, Ft. Pierce, FL-34946. I a 4 3.9.12 SOO 12 3.4 i 3 . 0.220 5 Nov 162018 MI1 ek lnausVles, Inc. Mon UfiC J IV:1Z:Z32Uld rage s ID:75Fw6HEhcvr/NghP(FREyV Wk3-ulGeBM3URryiHXi6wOCYo3VNbH76ZquKO31og8yCiaM 11-0A 3.2-0 16-0112 240413 I 101-113 9d-2 2 -07 41-5-0-7 Scale=1:53.9 4z4 = NAILED 4 3x4 = NAILED NAILED 7x8 = 2.4 II NAILED 41 = 4x8 = 54 = 5 2425 6 26 7 2g NAILED 9 NAILED 10 ad if [El UU 99 111 it 28 30 g= 20 I� r 19 1 Z12 17 16 1432 73 33 34 35 12 36 37 11 4 � SA= 1x4 I axe M18SHS = 6x10 = NAND 41 = 5x8 = 5, = 3x12 = 1x4 II 3xBM18SHS = NAILED NAILED NAILED NAILED NAILED Special 4-0-0 i &z-0 11-0-0 I ffi-0-12 I 20-B-3 2410-13 I 2&113 t Plate Offsets (X.Y)- 12:0-0-0.0-1.101. f2:0.03.Edael. f5:0-5-0.0-3-81,19:0-3-8.0.2-01. f11:0-2-0.0-3-01. f13:0-3-8.0-2-01 LOADING (psl) SPACING. 2-0-0 CSI. DEFL. in (too) Well LA PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.52 15-16 >676 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.71 15-16 >5D2 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Hori(CT) 0.15 11 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 1751b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD 8-10,5-8: 2x6 SP No.2 BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3'Excepl' WEBS 11-20: 2x8 SP No.2, 6-15: 2x6 SP No.2 10-11.7-15,10.12: 2x4 SP No.2 REACTIONS. (lb/size) 11=2047/0-3-8.2=1685/0-8-0 Max Holz 2=248(LC 7) Max Uplift 11=973(LC 8), 2=849(LC 8) FORCES. (Ib)-films. CompJMax.Ten. -All forces 250(I1g) or less except when shown. TOP CHORD 2-3=-321711476, 3.4=2956/1427, 4-5=2934/1430, 5-6=6648/3207, B-7=6647/3205, 7-9=-5402/2608, 9-10=3342/1631, 10-11=-1966/1000 BOT CHORD 2-19=1268/2834, 18-19=-1268/2834, 16-18=-2431/5299, 15-16=-2428/5303, 13-15=2500/5402, 12-13=1522/3342, 11.12=-169/313 WEBS 3.18=370/218, 4-18=1108/2389, 5-18=3452/1676, 6-15=365/294, 5-15=84011590, 7-15=685/1430, 7-13=1070/664, 9-13=1138/2399, 9-12=1566/913, 10-12=1648/3497 Structural wood sheathing directly applied or 2-6-7 oc purling, except end verticals. Rigid ceiling directly applied or 3.11-13 oc bracing. 1 Row at midpt 10.11. 548 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=6.Opsf; h=15ft; 8=45ft; Lii eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus Or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at )olnt(s) except Ut=lb) 11=973,2=849. 9) "NAILED" indicates 3-1 Did (0.148'1 or 3-12d (0.14M.25") toenails per NOS guidiines. 10) Han9er(s) or other connection device(s) shall be provided sufficient to support Concentrated loads) 895 Its down and 457 ID up at 16-0.12 on bottom chord. The designiselection of such connection devices) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss ere noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Albani PE No.39380 li USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 AWARNIND - Vadly design panmafare and MI) NOTES ON THIS AND INCLUDED SfIrEK REFERENCE PA 0E 5167R3 rev. I MM0/5 BEFORE USE Design valid for use only with MRek® Connectors. This design is based only upon parameters shown, and is bran Individual building Component, not a truss system. Before use, the building designer must vedryrue applicability of design parameters and properly lnwryordelMs design Into the overall buildingdesim. Baca, Indicated Is to Moved Inserting ofirdikiftal tress web andlor Chord members only. Additional temporary and permanent bracing MiTek' is okays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage. dellVery, modiOn and bracing of trusses and truss systems. see ANSU1P11 quality Crier, DSB49 and SCSI Building Component 6904 Parke East Slid. Safety Information avallable from Trans Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 3e610 Job Truss Truss Type ally Ply Calandra 3 T15716720 J36840 B03G Roof Special Girder 1 f ob Reference o tional East Coast Truss, Ft. Pierce. FL- 34946. 8.220 s Nov 162018 MITek Industries. Inc. Mon Dec 3 10:12.23 2018 Paget ID:75FVa6HEhcvfyNghPrFf7EyVVVk3-u1GaBM3URryIHXi6wdCYo3VNbH76ZquKO31og8yCiaM LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Inrease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4-54, 4-5=-54, 5-10=54, 1 t-21=20 Concentrated Loads (lb) Vert: 15=895(F) 26=62(1c) 27-62(F) 28=62(F) 29=62(F) 30=62(F) 31=67(1c) 32=37(F) 33=-37(F) 34=-37(F) 35=37(F) 36=-37(F) 37=37(F) AWARMNO-VeVde.Ygnparamefinend READNOMSONPIRANDINCLUDEDMMKREFERENCEPAGEMO.74 2m l==015BEFOREUSE. Design valid for use onlywith MRel:Isconnectors. This design is based only upon parameters shown, and Is form Individual pairing Componem, not �■{�■y a trues system. Before use, the building designer must verify me appiicabiliryofdangn parameters and propedylncoryoratethis design Onto the overall +.�`• buildingdeslgn. Bracing indicated is to prevent bucking ofindMdual truss web and/or chord members Only. Additional temporary and pmtnanent bracing Is MiTek' always required far stately and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery, erection and bracing of trusses and onto systems, see ANSVIPI1 Quality Criteria, DSB2g and BCSI Building Component 6904 Parke East Blvd. 6afetylnformation avageble fmm Tmss Plata Ink0Ne.218 R Lea Street, Suhe 312,AIevandda. VA22314. Tampa, FL 36610 Job Truss Truss Type _7 Celientlro3 71p" T15716721 J36840 B04G Roof $pedal Girder q J Jab e e nce o tional East Coast Truss, FL Pierce, FL-34946. 1-0-0 4-04 2-941 '1-0-6' 1-7-2 4.1-12 3-0D.4 3-10-0 3.104 4-5-5 Scale=1:55.3 6x8 MIBSHS = 7xt0 MIBSHS = 2x4 11 5 3x4 = 3x4 = 3x6 = 54 = 4x8 = 6x1D = 6.00 12 4 B 7 8 9 11 12 3x4 9141 0 3 0 D24 e5 2 �11 26 27 26 29 30 31 32 33 34 35 21 20 19 18 17 16 15 14 36 13 4x8 MIBSHS = ass 11 Bx10 =6x6 = 4x6 = Sam MIBSHS = 6x6 = 64 = 7x10 = 3xB MIBSHS II HHUS28-2 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 444 z1-1D 8-z-o saz 4-0-0 2-9b 1-0S i-1V 14 -a 12 3-104 3s.s1--07-2 I 3n04 I tz I 29-ttd 1 45.8 Plate Offsets (X,Y) - [2:03-4,0-1-7], [11:0-3-8,0.2-0], [13:0-4-12,0.3-2], [14:(-5-0,0-0-4), [15:0.1-12,04-0I, [16:0.3-0,0-0-01, [17:0-50,0-4-81, [79:0-2-12,0-2-4], [20:0-5.0 LOADING (psQ TCLL 20.0 TCOL 7.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber OOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.82 BC 0.87 WB 0.98 Matrix -MS DEFL, Vert(LL) Vert(CT) Horz(CT) in (loc) IftleB L/tl 0.63 17-18 -567 240 -0.8517-18 >419 180 0.16 13 Na WE PLATES MT20 M18SHS Weight: 711 lb GRIP 244/190 244/190 FT=O% LUMBER- BRACING. TOPCHORD 20 SP Nail *Except' TOPCHORD Structural wood sheathing directly applied or 3-6-1 oC purlins, 6-10,10-12: 2x6 SP No.2 except end verticals. BOT CHORD 2x8 SP SS *Except* BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. 13-17: 2x6 SP SS WEBS 2x4 SP No.3 *Except* 12-13: 2x8 SP No.2, 4.20: 2x6 SP No.2, 8-17,9.16,11-15: 2x4 SP No.2 12-14,5-19: 2x4 SP No.1 REACTIONS. (lb/size) 13=1411310-7-0, 2=1071110-8-0 Max Horz 2=267(LC 24) Max Uplift 13=6528(LC 8). 2=5076(LC 8) FORCES. (ID)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOPCHORD 2-3=-23535/10997, 3-4-24127111328. 4-5=-23725/11201, 5-6-23252110943, 6-7-27805113020, 7-8=32006/14934. 8-9=30790/14347, 9-11=26406/11838, 11-12=15700/7336, 12-13=1192715560 BOT CHORD 2-21 =9797121034, 20-21=9797/21034, 19-20=9471I20461, 18-19=12779/27579, 17-18-14759/31919, 16-17-14207/30790, 15-16=-11698125406, 14-15-7239/15700, 13-14=-275/499 WEBS 6-18=-2119/4869. 3-21-8941480. 3-20=579/766, 4-20=4271836, 5.20=2064/4234, 7-18=5428/2369, 7-17-109912658, 8-17=774/16D7, 8-16=1182/6", 9.16=3250/6973, 9-15=4691/2262, 11-15=-5831/12573, 11-14=-7983/3787, 12-14=8852/19126, 5.19=-7318/15686, 6-19=-1573817311 NOTES- 1) 3-ply trusts to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 cc, 2x6 - 2 rows staggered at 0-7-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 GO, 2x6 - 2 rows staggered at G-4-0 GO. Webs connected as follows: 2x4 - 1 row, at 0-9-0 cc, 2x6 - 2 rows staggered at N9.0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.OpsF h=1511; B=45ft; L=30ft; eave=41t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber Thomas A. Albani PE No.30300 DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. MITek USA Inc. FL Cart 8634 6) All plates ere MT20 plates unless otherwise Indicated. 6904 Parka East Blvd. Tampa FL 938f0 P 7) Plates checked fora plus or minus 0 degree rotation about its center. Date: 8) This truss has been designed for a 10.0 last bottom chard live load nonconcurrent with any other live loads. December 3,2018 Aw NINO- Verllydaargnparamefes and READ NOTES ON THIS AND INCLUDED MITENREFERENCE PAGE 110I.74rn rev. 1=2701SSEFORE USE Design valid for use onywah MBek®connec o s. This design Is based only upon parameters shown, and Is for an individual building component, not a tress system. Before use, the building designer must sandy the apptirabiliy of design parameters and property Incorporate this desgn into the owm0 buddngdeslgn. Bracing Indicated le to prevent bucking oflndMdual truss web andlor chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequiredforstablllyandtopreventcollapsewithpossiblepersonal injury and propeny damage. For general guidance regarding the fabrication,storage, delivery, erosion and bracing aftrusses and buss systems, see ANSIITPH Duality criteria, DSBA9 and SCSI Building Component 69M Parke East Blvd. Safety Information available from Truss Plate Insdute.218 N. Lea Camel, Subs 312, Alexandda, VA22314. Tampa, FL 36610 Job Truss Tmss Type Oly Ply Caliandro3 T75716721 J36840 B04G Roof Special Girder 1 Job Reference (optional) East Coast Truss, FL Pierce. FL-34946. 8.220 5 Nov 16 2018 MRex Industries, Inc. Mon Vec J 1u:13:Z4 [m6 Page Z ID:75Fvo6HEhM7NghPrFP7EyV Wk3-NNgyPi37CPAYvhHJUlgnLGlbbhV61G4TfilLCayCiaL NOTES- 9) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at)oint(s) except (it=lb) 13=6528, 2=5076. 11) Use Simpson Strong -Tie HHUS28-2 (22-16d Girder, 8.16d Truss, Single Ply Girder) or equivalent at 7-1-11 from the left end to Conned tmss(es) to back lace of bottom chord. 12) Use Simpson Strong-Tle HUS26 (14-10d Girder, 4.10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 29-0-12 to conned truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in Contact with lumber. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (piq Vert: 1-5-54. 5.6-54. 6-12=54, 2.13-20 Concentrated Loads (lb) Vert: 20=3712(B) 26-1713(B) 27=-1713(B) 28-1713(B) 29-1713(B) 30=1714(B) 31=1714(13) 32-1714(B) 33-1714(B) 34=1714(B) 35=1714(B) 36=1715(B) ®WARNING-Verlydesl0nperemeremand READ NOTES ON THISANDINCLUDEDMNEKREFERENCEPAGEMII-7473aev. IMOM015BEFORE USE. • R Design valid for use only with MRek®cunmdors. Thls design is based only upon parameters shown, and is for an indiNdual building component, net �[ a truss system. Before use, the budding deslgner mml walrythe applicability of design parameters and propeM lnwryorate this design Wo HM overall ■■■ buiWingdeslgn. among Indicated is to prevent buckling ofindMdualtrum web andlor Nord members only. Additional temporary and permanent brecing MiTek' 7 Is always moused for stability and to prevent collapse wdh possible personal Injury and property damage. For general guidance regarding the corralled. stMage, dellvery, madden and bracing cremates and toss systems, am ANSIRPH Duality Criers. DSB419 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information Sol from Truss Plate Institute. 218 N. Lee Street, Suhe 312, Alexandria, VA 22314. Tampa, FL U610 Job Tmss Truss Type Dry Ply Celiandro3 T75716722 J36840 C01G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 1- 0 4813 4-8-9 4z8 = NAILED NAILED NAILED NAILED _ _ NAILED NAILED 1x4 11 NAILED 314 NAILED data 4 24 25 5 26 27 28 29 6 30 31 7 k19Ep�Ss_I Scale =1:50.0 Szb _ 1.4 II ytq = NAILED 3z8 = 34 M185H5 = 3x4 = NAILED 3z4 = izb II axe = Special NAILED NAILED NAILED NAILED Special LOADING pall) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.26 Rep Stress Ina NO Code FBC20171TP12014 CSI. TC 0.79 BC 0.82 WB 0.51 Matrix -MS DEFL. In (loc) Iden Ud Vert(LL) 0.34 13 75 >991 240 Vert(CT) -0.4713-15 >718 180 Harz(CT) 0.14 9 n/a Na PLATES MT20 M18SHS Weight: 149 lb GRIP 2441190 2441190 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2.3-6 oc purling. 4-7:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or4-5-13 Dc bracing. BOTCHORD 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (Ha/size) 2=2110/04}0, 9=2110/0-6-0 Max Horz 2=159(LC 7) Max Uplift 2=1034(1-C 8), 9=1034(1-C 8) FORCES. (Ib)-Max. Camp./Max. Ten. -Ali forces 250(lb) or less except when shown. TOP CHORD 2J=4130/1672, 3-0=-3963/1853, 45=4570/2210, 56=4570/2210, 6-7=4572/2213, 7-8=3963/1852, 8-9=-4130/1872 BOT CHORD 2-17=1550/3699, 16-17=1550/3699, 15-16=1458/3560, 13-15=1969/4572, 12-13=1458/3545, 11.12=1550/3650, 9-11=1550/3650 WEBS 3-16=-323/252, 4.16=-84/637, 4-15=637/1336, 5-15=544/507, 6-13=573/508, 7-13=-641/1339, 7-12=83/6371 8-12=324/252 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf h=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 par bottom chord live load nonconcundanwith any other live loads. 7) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=10) 2=1034,9=1034. 9) "NAILED" Indicates 3-10d (0.148NY) or 3-12d (0.148"4.25") toe -nails per NDS guidlines. 10) Hanger(s) or other Connection devices) shall be provided sufficient to support Concentrated load(s) 365 Ib down and 99 lb up at 7-0-0, and 3651b down and 99 lb up at 2b11-4 on bottom chord. The designiselection of such connection devices) 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). Thomas A Alban! PE No.39380 LOAD CASE(S) Standard MITek USA, Inc. FL Cad 6634 1) Dead +Roof Live (balanced): Lumber Inuease=1.25, Plate Increase=1.25 8904 Parke East Blvd. Tampa FL 33810 Date; December 3,2018 AWARMNo.V gydeal0n1aremefvsand READ NOTES ON 7NISANDINCLUDEDMIMKN ERENCEPA0EM1.7c3 rev. 14,020015BEFOREUSE. Design wild for use only with Mmeat,connectors. This design is based only upon parameters shown, and b for an imividual basing component, net ®® �� a Wsa system. Before use, me bolding designer must verily lheepphooblliry oftleslgn parameter and properly Incorporate this design lntothe overall p■�f�t buildh9design. Bmdng Indicated is to prevent buckling of individual truss web andfor chord members only. Material temporary and permanent bracing MOW fabrication. required for Woolley and to prevent collapse wAh possible personal Inlury and property damage. For general guidance ra ing the fabrication,storage, calivery, erection and among oftmsses and man syslams, sea ANSUTPI1Quality Cdteda, DSB49 and 9CSl Bantling Component 69U Parke East Blvd. Safety Information avaeable from Truss Plate In ll ute, 218 N. Lee Sbeet S.k. 312, Atacama, VA 22314. Tampa. FL 36610 Job Truss Truss Type Qty Ply Celiandro3 T75716722 J36840 COIG Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL- 34946, 8.220 a Nov 16 2018 MTek Industries, Inc. Mon Dec 3 10:12:26 2018 Page 2 ID:75Fvo6HEhcvl7NghPrFPtEyVWk3-lbrigO5NkoKGB QhblmFQh7wdUCEmHym61WSHTyCiaJ LOAD CASE(S) Standard Uniform Loads(pff) Vert: 1-4=54, 4-7=54, 7-10=54, 18-21=20 Concentrated Loads (Ib) Vert: 4=115(8) 7=115(8)16=359(1!1) 12=-359(B) 24=-115(B) 25=-115(B) 26=-015(B) 29=-115(B) 30=115(B) 31--115(B) 32=-61(B) 33=61(B) 34=61(B) 35=61(8) 36=61(B) 37=-61(B) AwmNINO- V roydasfgn Wnmef. and READNOpES ON MSANDINCLUDEDMREKREFERENCEPAOEMO.7473.. 1011240155E0O USE Design valid for use only with MfFek®cooneson. This design is based only upon parameterrshown, and is form Individual bull caamponerd,not ��• a truss system. Before use, the building designer must verify the applicability of design parsmelers and property incorporate this design Wo the overall building design. Bredngindicated is to pnventbuckling of ind'Mdualtmss web andfor chord members only. Addill0na11emparery, and permanenl Orating Is MiTek' always required for stebigty and to prevent collapse wrh possible personal Injury and propertydamage. For general guidance regarding the fabrication, storage. delivery, creation and bracing of Nstee and Mess systems, see ANSUIPH Quality Criteria, DSM9 and SCSI Building Component Safety information avaUblefrom Truss Plate Insteme,618N.Lee Street,Suge312.Mema 0a,VA22314. 69M Parke East BW. Tampa, FL 36510 Job Truss Tmss Type ON PN Calendar T75716723 J36840 CO2 Hip 1 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL-34946, 8.22u s NOV 10 zu1 to yeti ex tausmes, Inc. ID:75Fva6HEhcA7NghPrFftEyVWk3-m4V51k6?V5S7mB7L as> I g-0-0 t441-0 ts-o-o I z�z-L r tr-D aa� a2-12 sea sa4 aznz 4x4 = 3x4 = 44 = 4 519 20 6 a9-0 1-0 Scale =1:50.0 3x4 = 3x8 = 3x4 = 3x4 = 3x8 = LOADING (psf) SPACING- 24)-0 CSI. DEFL. In (loc) UdellUd TCLL 20.0 Plate GripDOL 1.25 TC 0.34 Vart(LL) -0.16 10-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT)-0.3510-12 >951 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.07 8 Na n/a BCDL 10.0 Code FBC20177rP12014 Matrix -AS LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1108/0-6-0, 8=1108/0.6-0 Max Hoa 2=198(LC 7) Max Uplift 2=563(LC 8), 8=-563(LC 8) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-3=1908/889, 34=1644/749, 4-5=1434/725, 5-6=1434l725, 6-7=1644/749, 7-8=1908/889 BOT CHORD 2.12=660/1692, 10-12=554/1589, 8-10=660/1683 WEBS 3.12=348/265, 4-12=-125/488, 5-12=.304/173, 5-10=-304/173, 6.10=125/488, 7-10=-349/265 PLATES GRIP MT20 244/190 Weight: 137 lb FT = 0 Structural wood sheathing directly applied. Rigid calling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=6.Ops1; h=15ft; B=45ft; L=28ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except gt=lb) 2=563, 8=563. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. I� Thomas A. Albani PE No.39380 kgTak USA Ina FL Carl 6634 9904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 ®WARNING- VerIIF Esalgn Parameters end REA D NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE NI-7473 rev. 1=12015 BEFORE USE. Design valid forum only with MRek®who edom. This design is based only upon parameters shown, and Is for an Inasidual building component, not my a truss system. Before use, the building designer must verify the applicability of design parameters and propeM IncotporetetMs design Ito me overall buildiogdeslgn. Bmdng Indicated is to prevent buckling of lnclAdual has web andlorchom hembere only. Additional temporary and permanent brecing MiTek' Is etvays mqulmd for stability and to prevent callapsewth possible personal injury and property damage. For general goamoe rearming the Untlbatlon. storage, delishn , eradl0n and bmeing of Wsses and Was systems, sea ANSIITPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parka East BNd. Safety Infomlatlon available hem Truss Plate Insrute, 218 N. Lee Street, Suke 312, Alexandra, VA 22314. Tampa, FL U610 Job Truss Truss Type CityPy Celiandro3 T15716724 J36840 CO3 Hip 1 1 Job Reference a do el East Coast Truss, Ft. Pierce, FL-34946, 1-0 0 6.22U s Nov lu ZV16 an I ex maustnes, Inc. Mon UDc 3 Tuft Z:Z/ Zulu Page 1 Sao =1:50.0 4xa = 4x4 = 4 20 21 5 3x4 = 1x4 II 3x4 = US = 3x4 = 1.4 It 3x4 = LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Verft1) 0.11 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC `-0.47 Vert(CT) -0.17 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(CT) 0.07 7 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 1441b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1108/0.6-0, 7=1108/0-6-0 Max Hoa 2=236(LC 7) Met Uplift 2=563(LC 8). 7=563(1-C 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=1918/842, 3-4=1473/722, 4.5=1267/705, 5-6=1474/721, 6-7=1918/842 BOT CHORD 2-13=609/1699, 12-13=609/1699, 11-12=-355/1266, 9-11=609/1665, 7-9=609/1665 WEBS 3-12=528/291, 4-12=-72f387, 5-11=-721387, &11=528/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=15ft; B=45ft; L=28ft; save=oft; Cat. 11; Este C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. i 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconctrrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at Joints) except (t=lb) 2=563,7=563. 8) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE No.36380 MITek USA, Ina FL Cad 6634 6904 Parka East Blvd. Tampa FL 23610 Date: December 3,2018 ®VOIFEA NG- Volrydnlgnpowbro e, end READNOTES ON TM MO[MCLUDEDMOERREFERENCEPAGEMII.703 rev.I M"015aEFORE USE R Deaigavb[d far useml mot MTekdDcbm.ct ts. This design is based only upon parameters shown, and is form locMdual building component. net ��• a bursa system. Before use, the building designer must vmiy the applicabllay of design paramele s and property lncorporMe thls des m mdo the ovmall buil0ingdeslgn. Bidding lndicalaCbboprevent bucklingoflndiNdualtress web and/or chord members only. Addlllonaltemporary and permanent timing MiTek' Is always remined far stability and to prevent collapse with possible personal inlet' and property damage. For general guidance regarding the fabrication, storage, delivery, erection and among of trusses and muss systems, see ANSVTPH Quality Citeda, DSSA9 and BCSI Building Component 69M Parke East Blvd, Safety Information awbble Mm Tmss Plate tmft0e.218 N. Lee Sxet.suae 312, Aleu Mda, VA22314. Tampa, FL 36310 Job Truss Truss Type Oty Ply CellantlrD3 T15716725 J36B40 C04 Hip 1 1 Job Reference o Ilona/ East Coast Truss, FL Pierce, FL-34B4B, 11i 6-2-12 ' 24141 6-2-12 Scale = 150.0 4x8 = 4x4 = 4 20 21 5 15 3x4 = Ike II 3x4-= 3x8 = 3x4 = lx4 II 3z4 = LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 12 -999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.53 Vert(CT) .0.18 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Holz(CT) 0.07 7 US n/a BCDL 10.0 Code FBC2017/7P12014 Maldz-AS Weight: 151 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/s¢e) 2=1108/0-&0.7=1108/0-M Max Hoa 2=274(LC 7) Max Uplift 2=563(LC 8), 7=563(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forms 250(m) or less except when shown. TOP CHORD 2-3=1881/828, 34=1320/670, 4-5=1113/667, 5.6=1322/670, 6-7=1880/827 BOT CHORD 2-13=584/1673, 12-13=584/1673, 11-12=262/1111, 9-11=584/1626, 7-9=584/1626 WEBS 3-13=0/282, 3.12=664/369, 4-12-125/375, 511=126/385, 6-11=662/368, 6-9=0/280 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.0psf, h=I SR: B=45ft; L=28ft; eave=411; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joints) except (jt=1b) 2=563, 7=563. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 12" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.30380 MTek USA, Inc. FL Cert 6834 9904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®WARMNO- V¢Alydaelgaparamefefs and READ NGFES ON MIS AND INCLUDED MIMIC REFERENCE PAGE MII-7473.1 f0/OL2015BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not BR a truss system, Before use, the building designer must verify the applicability of design parameters and properly hodismate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary, and permanent bracing MOW ahvays required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance meaning the fabrication. etorage,delivery, reaction and bracing of trusses and tress systems, see ANSVTPII Quality Cdterla, DSa4i9 and BCS1 Building Component 6904 Parke East Blvd. Safety Information avallable from Toss Plate Insthute, 216 N. Lee Street, Suite 312, Alexandra VA2231L Tampa, FL U610 Job Truss Truss Type Oy Ply Caliandro3 T15716726 J36840 C05 Common 1 1 Job Re rents o lio al East Coast TNSS, rt. Via=. 1-1.-Mli4b, i 1 Sad = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 7-3-4 4.4 = ID:75Fvo5HEhcvi7NghPrFf7EyVM3{SdrSP7F1jiRS9GHIJy2K 20-&12 28-0-0 —I Bane i 7aa 4x4 = 3 Seats =1:49.5 3x4 = SPACING- 2-0-0 CSI. DEFL. in (roc) gdeft L/tl PLATES GRIP Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.28 6.8 >999 240 MT20 2441190 Lumber DOL 1.26 BC 0.84 Ven(CT) -0.40 6a >850 180 Rep Suess Incr YES WB 0.37 Horz(CT) 0.06 5 Na We Cotle FBC2017/TPI2014 Mabix-AS Weight: 125 to FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1-1036/0.6-0, 5=1036/0.6-0 Max Harz 1=267(1_C (5) Max Uplift 1-465(LC 8), 5=465(LC 8) FORCES. (lb) -Max. CompdMax.Ten.- Allforces 250(I1b) or less except when shown. TOP CHORD 1-2=1818/857, 2-3=1632/841, 3-4=1632/841, 45=1818/857 BOTCHORD 1-8=661/1751, 6-8=306/1095,5-6=-661/1588 WEBS 3.6=2711772, 4-6=448/390, 3-8=271/771, 2-8=448/390 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=6.Opsf; h=15fi; B=45ft; L=26111; eave=4ft; Cat. II; Exp C; Encl., GCpi=C.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (j1=lb) 1=465, 5=465. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Ina FL Celt 8834 8904 Parke East Blvd. Tampa FL 33810 Date: December 3.2018 ®WARMNG - Veroy deaign panmef ersand READ NOTES ON MIS AND INCL UDED MREK REFERENCE PAGE MX7A3 rw. 1410111015 BEFORE USE Designvalid foruseonywmt MRek®¢onnMors. This design is based wall u0on parameters shown, analisfaren Individual building component,not ITS I' stress system. Before use, the building designer must verRy to applicability of design parameters and property incomo slethis design wo us a ma0 bulidingdmpn. Bracing Indicated is to prevent buckllag oflndlNdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequired for stability and to prevent mAapse with possible personal Injury and property damage. For general guidance regareing the fabrication,¢larag.,delivery, ..or. and leasing of tenses and these systems. see ANSIMIll Quality 0dteria, DEB49 and SCSI Building Component 69" Parke East Bid. Safety Information singable from Tm¢s Plate Iashols. 218 N. Lea Seem, Suite 312. Alexandria, VA 22314. Tampa, FL 36510 Job Truss Truss Type Ory Pry Celiandro3 T75716727 J36840 D01G Roof Special Girder 7 1 b Reference (optional) East Coast Truss, Ft. Pierce, FL-34946. 1d 4D-9 3-11-8 Scale =1:40.9 2x4 II e 3x4 = 1.4 11 3x4 = '-- 3.4 = 'sue - US = Sx5 = 5x5 = Special NAILED NAILED LOADING (psq TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.52 BC 0.80 WB 0.96 Matrix -MS DEFL. in (roc) Udeg Ud Vert(L) 0.16 12 >999 240 Vert(CT) -0.2212-13 >999 180 Hoa(CT) 0.08 9 n/a the PLATES GRIP MT20 2441190 Weight: 137 lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3D-9 oc purling, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-11-13 oc bracing. REACTIONS. (lb/size) 9=1361/038, 2=1577/0-8-0 Max Hoa 2=386(LC 20) Max Uplift 9=635(1-C 8), 2=-783(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=2988/1331, 3-0=2779/1298, 45=2820/1385, 5-6=2396/1184, 6-7=2396/1184 BOT CHORD 2-14=1325/2714, 13-14=1325/2714, 12-13=1262/2534, 11-12=1411/2828, 10-11=642/1325, 9-10=643/1324 WEBS 313=319/220, 4-13=99/613, 4-12=258/493, 5-12=118/277, 5-11=603/300, 6-11=387/360, 7-11=-728/1426,7-9=1800/893 NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right "posed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=1b) 9=635,2=783. 7) "NAILED" indicates 3-10d (0.148"x3°) or3-12d (0. 1 4SN3.25") toe -nails per NDS guidlines. 8) Han9eKs) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 365 to down and 991b up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 1-4=54, 4-7=54, 7-8-54. 9-15-20 Thomas A. Albani PE No.19380 Concentrated Loads (Ib) Vert: 4=115(B)13=-359(B)12-61(B)5=11SIB) 6=115(B)11=61(B)19=-115(B)20=-115(B)23=-61(B)24=61B) MIT91: UAIIIFL Cart 8836 6904 Parke EastBlvd. TampaFL 33910 Date: December 3,2018 ®wARMNO- VerRpchargepenmererssad READNOTES ON MS AND INCLUDEDMnEKREFERENCEPAGEMII-refmv rWM015BEFORE USE Design sold Mcuse only with MrTek®cannedars. The design is based any met upon paraersam she, and is for an lndiNdual building component. not �`■� a Was system. Before use, Me bullding designer must writ' Me applicability of design parameters and prepedy incorporate this design he the overall bulWingnaWn. BmdnglndicatedlstoprnentbucklingofindlddualhusswebanNorchodmembemany. Additional temporary and permanent ar4dng iwiTek' Is always required far finality and to prevent collapse with possible personal injury and pmpeay damage. For general guidance regarding the fabdcatbn,storage, dellV4,election and trading closures and tmu systems, see ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East BW. Safety Information available horn Truss Plate Insurers, 218 N. Lea Street suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dry Ply Calandra T75716728 J36840 D02 Roof Speriel 1 1 Job Reference (optional East Coast TN5a, Ft. Pierce, tL-:f9B4b. 4-94 5-10-0 Scale =140.9 3,01 i 3x4 = axis = as4 = 5x5 = LOADING (sell TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/rP12014 CSI. DEFL, in (Joe) I/deft Lid PLATES GRIP TIC0.50 Vert(-L) -0.15 11-14 >999 240 MT20 244/190 BC 0.67 Vert(CT) -0.31 11-14 >887 180 WB 0.40 Horz(CT) 0.03 8 n/a hire Matrix -AS Weight: 12816 FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 8=842/0.3-8, 2=918/0-8-0 Max Horz 2=386(LC 7) Max Uplift 8=385(LC 5). 2=-474(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=1484/696, 3-4=1216/562, 4-5=999/544, 5-6=999/544 BOT CHORD 2-11=714/1365, 10.11=562/1064, 8.10=-234/321 WEBS 3.11=350/257, 4-11=-27/375, 6-8=814/461, 5-10=362/307, 6.10=383/870 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=45ft; L=2411; eave=oft; Cat. 11; Exp C; Encl., GCpl=0.18; M WFRS (directional); can8lever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconwment with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bosom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at Joint(s) except (t=lb) 8=385,2=474. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MITek USA Ina FL Cart 8634 8904 Parke East Blvd. Tampa FL 33610 Date; December 3,2018 ®wARMNo. VieWdeaignpared.l. aad READ NOTES ON THISANDINCLUDED all REFERENCEPAGERI-7473 rev. 1UM015 BEFORE USE. R Design valid cause, ony wish MmekWconnenors. lib design is hazed only upon parameters shown, and Isfor an hrdivldual budding western. not �q a truss system. Before use, the buldMg designer must verify No appacabrity oldesign parameters and propertyinwryoratethb design Indent nt overall bulldingdmign. Building indicated is to counts bucking ofinfludual that web and/or cluord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding this fabrication, storage, didNery emotion and brands chWSset and Was systems. see ANSIRPI1 Quality Create, DSB89 and Beat Building Component 69N Parke East Blvd. SafetyInformation avalable hem Tess Plate Institute, 218 N. Leo stair. Suite 312. Alexandria. VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Calimdm3 T16Ti6729 J36MO p0] ROOFTRUSS 1 1 Job e o tiona East Coast Truss, FL Pierce. FL M946 "' ID:75Fw6HEhcul7NghPrFftEyW4k3-GDDW759Gx0Ub71(Pugs7nNZPtIXIssgYye80CyC F -1-0-0 4E-0 &DO 714)-0 17-1.0 22-7141 1.q.p 9$0 480 2-0-0 6-1-0 S1D6 311 4.6 = Scale = 1:41.8 4x4 = 3x4 = 1x4 II ro - 1x4 II 4x4 = 4 n 3x4 = 4-6-0 2-0-0 4x8M18SHS = Plate Offsets (X YH 16�0-0-40-2-0I 17:0-2-0 0-1-12)f15D-1-11.0-0-81. fl6:0-2-8.0-1-111 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. In (loc) uden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0,52 12-14 >527 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.7911-12 -345 180 M18SHS 244/190 SCLL 0.0 ' Rep Stress Inv YES WB 0.92 Horz(CT) 0.04 9 Na rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.2711-12 378 360 Weight: 13416 FT=0% LUMBER - TOP CHORD 2x4 SP No.2'Except' 6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2'Exci 9-10: 2x4 SP No.1, 10.13: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3'Except' 5-16: 2x4 SP No.2 REACTIONS. (lb/size) 9=938/D-3-8, 2=990/D-8-0 Max Hors 2=394(LC 7) Max Uplift 9=352(LC 5). 2=431(LC 8) Max Grad 9=1030(LC 14), 2=1079(LC 14) BRACING - TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-16 2 Rows at 1/3 pis 5-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=1968/608, 3-4=1435/412, 4-5=-1167/437, 5-6=172/658, 6-20=142/716, 20-21=142/716, 7-21=142/716, 7.8=140/575 BOT CHORD 2-14=-618/1857. 13-14=618/1857, 12-13=-618/1857, 11-12=410/1284, 10-11=-409/1272, 9-10=-409/1272 WEBS 11-16=0/562, 7-16=549/401, 4-12=0/406, 3-12=647/343, 5-15=1923/519, 15-16=1943/543, 8-16=519/168, 9-16=1722/464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chard live load noncancurrent with any other live loads. 7) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-15. 15-16 9) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-12 10) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 9 and 431111 uplift at joint 2. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chard. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Atari PE No.39380 MITek USA, Ina FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 AWARNING -Verity design Panmaaa and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE 11111.7475 rev, 10921015 BEFORE USE Design valid for use only" MRedeconnestaa. This design is based only upon parameter, shorn, and is form Ind'Mdual bulding component, not C■I a muss system.Before we, Pe building designer must vent' Me apPrmserty of design parameters and properly incorporate this design we the avmall buildingdesign. Bracing Indicated is to prevent bucklingofinmidualtmm web and/or chord members only. Additional temporary and pemimisit bracing MiTek- Isahvaysrequlredfor stability and to prevent collapse with possible peached Injury and propertydamage. For general guidance regarding the fabncadlon,storage, delivery, election and bating brimmed and Miss systems, see ANSUTPll Quality Criteria, DSB49 and SCSI Building Component 69M Parke East sm. Safety Infmantlon avagable lam Taw Plata InstOme, 21a N. Lee SireM, Sube 312, PJexandna, VA22316. Tampa, FL 36810 Job Truss Tmss Type Gty Ply CaBentlro3 T75716730 J36840 D04 ROOF TRUSS 1 1 Job Reference ID lio al East Coast Tmss, FL Pierce, FL-34946, dti 0 45.0 4x8M18SHS = 622U S Nov 15 2U1B MI I eK 5-108 4x4 = 3x4 = 1x4 11 4x4 = ix4 II 4x4 = 3x4 = 4x8M18SHS = 48-0 I 9-0-0 I 73.0.0 1 17-1-0 22-118 48A 4tb 4-0-0 41-0 S1nA Scale=1:47.3 Plate Offsets (X.Y1- 46:0-5-0.D-2-01. r16:04-8.0-1-81 LOADING (psQ SPACING- 2-0-0 CSL DEFL. in (loc) NdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.46 12-14 >600 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.7011-12 >393 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Hocz CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 MBBIx-AS Attic -0.22 11-12 455 360 Weight: 1381b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 6-8: 2x4 SP No.1 BOTCHORD 2x4 SP No.2•Except• 9-10: 2x4 SP No.1, 10-13: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 *Except* 5-16: 2x4 SP No.2 REACTIONS. (Ib/size) 9=938/038, 2=990/0-8-0 Max Ho¢ 2=461(LC 7) Max Uplift 9=357(LC 5), 2=429(LC 8) Max Gran, 9=1049(LC 14), 2=1085(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied, WEBS 1Row at midpt 15-16,9-16 JOINTS 1 Brace at Jt(s): 15 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1970/600, 3-4=1471/410, 4-5=1178/436, 5-6=212)908, 6-7=195/919, 7-8=188/883 BOT CHORD 2-14=624/1886, 12-14=624/1886, 11-12=-427/1332, 9-11=425/1325 WEBS 4-12=0/463, 3.12=625/339, 11-16=0/502, 7-16=574/401, 5-15=21741700, 15-16=2182/708,8-16=848/333,9-16=-1822/516 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf,, h=15ft; B=45ft; L=24ft; eave=4N; CaL II; Exp C: Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrientwith any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0.0 vide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 45, 5-15. 15-16 9) Bottom chord live load (20.0 psQ and additional bottom chard dead load (5.0 psQ applied only to room. 11-12 10) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 9=357, 2=429. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2• gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A Albani PE No.39380 MITek USA, Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®wARNINO- vedfy desten permeier and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. fNO3/1016BEFOREUSE. Design valid far use onlywM MTek®coon¢dam. This design Is based any upon parameters showq and is form indiAdual burongcom darent, not qp� almsssystem.Before use, me buildingr designer must warty Me appiicataity oldesign parameters; and propertyincoMorate this design Into me overall buddingdesign. BrdngindicatedlstoprventbueMingafindividualtmssweban&orchadmembemony. AddiOonal iemparary and parmanem bradny MiTek' Is ahsays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, Stange. deavery, erection and bndng statuses and Coss systems, see ANSIRPIt Quality Criteria, DBMS and BCal Building Component 6904 Pasha East Bbd. Safety Information available from Truss Plate Moore. 218 N. Lee street, Suite 312. Alexandra, VA22314. Tampa FL M10 Job Truss Truss Type Cry Ply Cellandro3 71571673f J36840 D05 ROOF TRUSS 1 1 Job Reference (optional) East Coast Tmss, Ft. Pierce, FL-34946. iCE. 2-1-0 S-104 44 = 1.4 U 6, 4x4 = Scale =1:49.9 3x4 = 1.4 II 3x4 = 1x4 II 4x4 = 3x4 = 54 M = LOADING fast) SPACING- 2-0.0 CSI. DEFL, in (too) gdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.97 VIVI LL) 0.41 12 >662 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Ved(CT) .0.76 11-12 a,361 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.77 Hoa(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Attic -0.24 11-12 419 360 Weight: 14311a FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2'Excepr WEBS 1 Row at midpt 8-9, 5-15, 9-16 10-13: 2x4 SP No.1 JOINTS 1 Brace at A(s): 15 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=940/038, 2=99D/0A-0 Max Hom 2=529(LC 7) Max Uplift 9=362(LC 5). 2=-025(LC 8) Max Grav 9=1074(LC 14), 2=10B7(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=19671591, 3-4=1467/408, 4-5=1153/427, 5-6-306/931, 6-7-253/889, 7-8-3031953. 8-9=49/277 BOT CHORD 244=630/1923, 12-14-630/1923, 11-12=-438/1344, 9-11=442/1320 WEBS 4-12=0/555, 3-12=654/341, 11.16=0/460, 7-16-6151409, 5-15-21531787, 15-16=2153/791, 8-16=958/462, 9-16=18861578 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (8-second gust) Vasd=124mph; TCD1_=4.2pst BCD1_=6.Opsf, h=15ft; B=45ft; L=24ft; eaves ft; Cat. II; Exp C; Encl.. GCpi=D.18: MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Us center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-C-0 wide will fit between the bottom chard and any other members. 7) Ceiling dead load (5.0 psf) on member(s), 4-5, 5-15, 15-16 8) Bottom chord live load (20.0 full) and additional bottom chord dead load (5.0 psq applied only to room. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joint(s) except Qt=lb) 9=362,2=425. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. hliTgk USA, Inc. FL Carl 6634 6904 Padre East Blvd. Tampa FL 33810 Date: December 3,2018 AwANR9 G- Vanity design paramehme and READ NOTES ON This AND INCLUDED NITEK REFERENCE PAGE 1119d473 rev. 101012415 BEFORE USE. Design valid for use onry with MneW connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this deelgo Imo the overall buildingdeslgn. Bracing Indicated is to prevent buelding of individual muss web and/or choN members only. Additional temporary, and permanent bracing MiTek' Is always re4ulmd for stablIt tmal to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing ofhusses and truss systems, see ANSUIPH Quality Criteria, DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instuate, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL W610 Job Truss runs Type Oy Py Ceriandro3 T75776732 J36840 006 ROOF TRUSS 1 7 Job Reference lontionall East Coast Truss, Ft. Pierce, FL-34946, �1 ME 5x5 = Inc. Mon use 310:12:35 Zulu 34= Sears =1:54.4 3w1 = 1x4 II 3x4 = 1x4 II 31 = 31 = 4x6 = LOADING (pi TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TIC 0.71 BC 0.95 WB 0.65 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (lac) I/defl Ud -0.34 11-12 -806 240 -0.6611-12 >413 180 0.04 9 n1a Na -0.24 11-12 427 360 PLATES GRIP MT20 2441190 Weight: 143 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-7: 2x4 SP 270OF 2.2E BOT CHORD Rigid ceiling directly applied. BOT CHORD 20 SP Ne.2'Except' WEBS i Row at midpt 8-9. 6-15, SA5 10-13: 2x4 SP No.1 JOINTS 1 Brace at Jt(s): 15 WEBS 20 SP No.3 *Except* 8-9: 2x4 SP No.2 REACTIONS. (lb/size) 9=939/0.3-8, 2=990/0-8-0 Max Holz 2=596(LC 7) Max Uplift 9=360(1_C 5), 2=-422(LC 8) Max Grav 9=1100(LC 14), 2=1086(LC 14) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=1949/576, 3-5=1495/410, 5-6=1145/425, 6-7=338/844, 7-8=-277/778, 8-9=60/271 BOT CHORD 2-14=626/1930, 12-14-626/1930, 11-12=-040/1370, 9.11=-443/1355 WEBS 11-15=0/441, 7-15-590/420, 5-12=-41591, 3-12=632/322, 6-15=200/786, 9-15=1900/618, B-15=830/447 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gua0 Vasd=124ari TCDL-4.2psf, BCDL=6.Opsf, h=15m 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwtred with any other rive loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psi) on member(s). 5-6, 6-15 8) Bottom chord live load (20.0 psi) and additional bottom chord dead load (5.0 psf) applied only to room. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwohstanding 100 lb uplift et Joints) except Qt=lb) 9=360, 2=422. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to me to , chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.38380 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. MTek USA, Inc. FL Con 8634 6804 Padre East Blvd. Tampa FL 33610 Date; December 3,2018 AWARMNG. Veriydeal9nparemones ands?i NOTES ON TNISAND/NCLUDW MITEKREFERENCEPAGEMII.7C2nv. joloseulls BEFONE ME. for..Design islid foruan?, weh MTk®m ennolms. This design is band only upon parameters shaven, and is for an Individual building component. hot P■1 a truss system. Before use, the building designer must very lha epplkaDlliy of design parameters and property Incorporate this design We me overall bulldmgdesign. Bracing Indicated Is to prevent bueMing ofindividual Inv web and/or chord members only. Addinnal temporary and permanent trading WOW Is always required for slablary and to prevent collapse with possible personal Injury and property damage. For general guidance rag ruling the fabrication. storage. delivery. breach and bradng ofUueses and tmas systems, see ANSgrPit Dually others, DSB49 and SCSI Building Component 69M Parke Fast Blvd. Safety Information available Ram Truss plain InadiNe, 218 N. Lee Street Suite 312, Alexandra, VA 22314. Tampa, FL W610 Job Truss Truss Type Oy Py Caliandro3 T15716733 J36840 D07 ROOF TRUSS 1 1 Jab Reference 1. tional East Coast Truss, FL Planes, FL-34946. 8.1.0 Mon Dec 3 iu:12:33 20in 5x5 = 3x4 = Scale =1:60.3 3Y4 = 1x4 II 4x4 = 2x4 II 3xa = 3x6 II 3x4 = 5x6 WB= 4S-0 I 94)-0 8-1-0.0 i7-i 194)-0 I 22-114i r 4�{I 44e-0 1-11-0 3-11-8 LOADING (Bell TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Suess Ina YES Code FBC2017fTP12014 CSI. TC 0.96 BC 0.93 WB 0.78 Mabix-AS DEFL. Vert(LL) VerbCT) HOa(CT) Attic in (too) Well Ud 0.42 14 a659 240 -0.701344 o,393 180 0.03 10 ma We -0.1713-14 590 360 PLATES MT20 M18SHS Weight: 169 lb GRIP 2441190 2441190 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 8-9: 2x4 SP No.2 BOT CHORD Rigid calling directly applied. - BOT CHORD 2x4 SP No.2'ExcepV WEBS 1 Row at midpt 9-10, 8-11, 6.17, 11-17 12.15: 2x4 SP 270OF 2.2E JOINTS 1 Brace at Jl(s): 17 WEBS 2x4 SP Ne.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=938/0-3-8, 2=990/04" Max Hore 2=565(LC 8) Max Uplift 10=-425(LC 8), 2=330(LC 8) Max Grav 10=ll07(LC 14), 2=1103(LC 14) FORCES. (Ib)-Made. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=2013/381, 3-5=1495/198, 5-6=1181/216, 6-7-441/662, 7-8=293/618, 8-9-375/140, 9-10-1038/438 BOT CHORD 2-16-784/1911, 14-16=784/1911, 13-14=481/1300, 11-13=477/1278 WEBS 8-11=-665/1560, 9-11=38511036, 5-14=01511. 3-14-6901342, 13.17=01718, 7-17-1431275. 6-17=-18411740, 11-17-3015/1130, 8.17=2181/965 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psb BCDL=6,Opsf; h=15ft; B=45ft1 L=2411; save=4ft; Call. II; Exp C; Encl.. GCpi=0.18; M WFRS (directional); Cantilever left and right exposed; end vertical left exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcumenl with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 8) Ceiling dead load (5.0 psQ on member(s). 5-6, 6-17 9) Bottom chard live load (20.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 13-14 10) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ut=lb) 10=425,2=330. 11) This truss design requires that a minimum of7/16" structural wood sheathing be applied directly to the top chord and 1/2"gypsum Thomas A. Alban! PE No.30300 sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. hbTek USA, Ina FL Carl 88?4 8904 Parka Best Blvd. Tampa FL 33010 Date: December 3,2018 AWARNING. VedfydwIwpanmelwwmdREAD NOTES ON MIS AND INCLUDED MITEK REFERENCE PAOEOP7477rev. ltl/MOIS BEFORE USE Design veto for use only with Mlrek®connectors. This design Is based only upon parameters shown, and Is form IndMdual taxies component, not ��• a lam system. Before use, Pe tootling designer must ✓taffy the tit, erabgM1y of design parameters and property Incorporate this design We We ewmil buaaingdeslgn. Small Indicated lsto prevent buckling ofindlNdual Was web and/or chard members only. Additional temporary and permanent bracing WOW 7 always required for stablllry and lC prevent collapse with possible personal injury and prepeM damage. For general guidance repenting the raladcallon,storage. delivery. medion and beading of lasses and Vraa systems, see ANSVPfl Quality Others. DBMS and SCSI Building Component 69M Parke East Bind. saferylnformatloa availablefrom Tmsa Platelnsthule,216N.Lee Streel,Suhe312,Alaandda,VA22314. Tampa, FL U610 Job Truss TrussType Oly PIY Celiandro3 T15716734 J36840 DOB ROOFTRUSS 4 1 Job Reference (optional) East Coast Tmss, FL Pierce, FL-34946. 8220 s Nov 162018 MiTek Industries. Inc. Mon Dee 3 5x5 = 3x4 = 3A = 1x4 II 04 = 2.4 11 3x8 = 3x6 3x4 = 54 M = 46-0 941-0 17-14 19-0-0 22-11A d£-0 4E-D &1-0 1-11-0 3-1141 Scale=1.60.3 Plate Offsets KYI- WD-0-0.Edael. 18:0-2-8.D-2-41.117:0-2-8.0-2A1 LOADING (psf) SPACING. 2-D-0 CS]. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.42 14 >659 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.70 13-14 >393 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.03 10 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.17 13-14 590 360 Weight: 169111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 8-9: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2'ExcepV BOT CHORD 12-15: 2x4 SP 270OF 2.2E WEBS WEBS 2x4 SP No.3 JOINTS OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 10=938/038, 2=990/0.8-0 Max Holz 2=565(LC 8) Max Uplift 10=425(LC 8), 2=330(LC 8) Max Grav 10=1107(LC 14), 2=1103(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shaven. TOP CHORD 2-3=2013/381, 3-5=-1495/198, 5.6=1181/216, 6.7=441/662, 7-8=293/618, 8-9=-3751140, 9-10=1038/438 BOT CHORD 2-16=-784/1911, 14-16=-784/1911, 13-14=-481/1300, 11-13=-477/1278 WEBS 8-11=-664/1561,9-11-385/1035,5-14=0/511, 3-14=690/342, 13-17=0/718, 7-17=-143/274, 6-17=-18411740, 11-17=3015/1130,8-17=-2180/966 Structural wood sheathing direly applied, except end verticals, and 2-0-0 oc purling (6-0-0 max.): 8.9. Rigid ceiling directly applied. 1 Row at midpt 9-10. 8-11, 6-17, 11-17 1 Brace at Jt(s): 9, 17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); Cantilever left and fight exposed; end vertical left exposed; Lumber DOL-1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water policing. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for B 10.0 psf bottom chard live load nonconcunent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0t between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 5.6, 6.17 9) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 10) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ito uplift at joint(s) except 01=11b) 10=425, 2=330. 11) This truss design requires that a minimum of 7/16'slmctural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A Albani PE No.39380 Wrok USA In¢ FL Cart 6034 9904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®WARNING - Vedly dea/pn parameters end READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MO.1473 rev. 14M2/2015 BEFORE USE. Design valid for use only with MfrekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of coolie parameters and property lncomohna this design into the overall buildingdesign. among Indicated is la prevent buckling of Individual bass web anon chord members only. Additional temporary and permanent among MiTek- Is always required far stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, eretlion and bradng oftmsses and busa systems, see ANSUIPII Quality Criteria, DSB-9a and SCSI Building Component 69U Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrle, VA 22314. Tampa, FL U610 Job Truss Tmss Type Qty Py Cariandro3 T15716735 J36840 D09 Monepilch 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL- 34946. 8.220 s Nov 16 2018 MITek Industries, Inc. Mon Dec 310:12:40 2018 Page 1 ID:75Fvo6HEhcvl7NghPrFREyVWk3-uan?mAG9R55Hg8VNQhO) eiMC64?2kNgKCvBnyCia5 -0-0 7b 1-0-0 7-6a 3x4 i I Seale=1:25.0 14 = 3.4 II 7.5.8 7 5A I Plate Offsets (X.Y)— 13:0-0-13.0-1-81 LOADING Iasi) SPACING- 2-D-0 CSI. DEFL. In (loc) Odell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.10 4-7 >881 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.17 4-7 >527 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 me n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 31 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No,3 REACTIONS. (lb/size) 4=264/0-3-8, 2=34910-8-0 Max Horz 2=268(LC 7) Max Uplift 4=128(LC 5), 2=-222(LC 8) Max Grant 4=30a(LC 13), 2=349(LC 1) , FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsf h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rn between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of whhstanding 100 lb uplift at joint(s) except (p=lb) 4=128, 2=222. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lap chord and 1/2' gypsum sheetrock be applied directly to the bottom chard. Thomas A. Albani PE No.3938D MIM USA, Ina. FL Cod 8634 9904 Parke East Blvd. Tampa FL 33610 Date: December3,2018 ®WARNING - V+dly daalln panmef en and NEAR NOTES ONTNIS AND INCLUDED AUTEN REFERENCE PAGE alit-743 rev-10111,7015 BEFORE USE. pe5lgn valid forces day WM MIT.W oonneetam. This design is based boy upon parameters shown, and Is far an Individual Melding component. not a truss Walsh. Before use, me building designer must vent' the applicability of design parameter and pmperiy lncoM mte this design had the overall buildingdasign.Bnd, indicated Isis prevent buekling ofindivldual Wes web super chats membets only. Additional lemporary and permanent bracing MiTek' Is always mqulmd for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery,election and bracing ofhusses and truss systems, see ANSUIPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Imannaten avelable from Tones Plata Include,218 N. Lea Street. Suite 312, Alexandria, VA 22314. Tampa, FL State Job Truss Tmss Typo Qty Ply Caliandro3 T1571673fi J36840 EO1G Hip Girder 1 1 Job Reference (optional East Coast Truss, Ft Pierce, FL-34946, 4x4 = 6.ZZU 5 Nov lb ZUIU MI I ex 3-0-0 14-0 Scale-1:35.9 NAND 9 NAILED 1.4 II 29 33 1x4 II NAILED 6 10 NAILED 61 12 1x4 II 28 31 1[4 11 NAILED 4 12 NAILED NAILED 4x9 27 32 NAILED 4x6 // NAILED 9 3 33 n 1� 2 15 16 20 34 35 19 36 37 18 38 39 17 a 3x4 =a 1x4 11 NAILED 3x8 = NAILED NAILED 3x4 = NAILED 1x4 It 3x4 = Special NAILED NAILED Special ia4 11 7x6 = 3-0-0 7-as 1x4 11 1za7 7x8 = ix4 11 na-0 zao.o i 1 341-0 44i-9 46-13 I 1 4AS 3-0-0 Plate Offsets IX.Y)- f11:0-".D-2-0I LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdeft Lrd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.53 Vert(LL) 0.11 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Ven(CT)-0.1518-19 >999 180 BOLL 0.0 ' Rep Stress Ina NO WB 0.11 Hom(CT) 0.05 15 n/a n/a BCDL 10.0 Code FBC2017rrP12014 MaVix-MS Weight: 1311b FT=0% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied Or 4-4.2 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied Or 7-94 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 7, 11, Sig REACTIONS. fib/size) 2=901/0-e-0, 15=908/0-8-0 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND Max Horz 2=209(LC 24) (NORMAL TO THE FACE), SEE STANDARD INDUSTRY Max Uplift 2=444(LC 8), 15=446(LC 8) GABLE END DETAILS AS APPLICABLE, OR CONSULT Max Grav 2=9S4(LC 29), 15=961(LC 30) QUALIFIED BUILDING DESIGNER AS PER ANSIRPI 1. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1821/659, 34=785/239, 4-6=718/273, 6-8=667/329, 3-5=1119/547, 5-7=1119/547, 7-9=1102/561, 9.11=1102/561, 11-13=1132/581, 13-14=1132/581, 8-10=-673/326, 10-12=744/265, 12-14=802/223, 14-15=-1863/660 BOT CHORD 2-20=502/1788, 19-20=513/1773, 18.19=-580/1702, 17-18=-514/1692, 15-17-503/1707 WEBS 8-9=126/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psg BCDL=6.0psf; h=15ft; Bei L=24ft; eave=4ft; Cat. 11; Eli C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 201 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joinl(s) except (p=lb) 2=444,15=446. 8) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" indicates 3.10d (0.148'1 or 3-12d (0.148"1 toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 921b down at 3-D-0, and 92 to down at 16-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-8=54, 8-14-54, 14-16-54. 21-24=20 Thomas A Albani PE No.36380 INTO USA, Ina FL Cart BB34 8904 Parka East Blvd. Tampa FL 23610 Date: December 3.2018 ®WARMND-Vedlydasrpnparamafen and READ NOTES ON THIS AND M(CLUDEDMNEKREFERENCE PAGE MIIJdTdrov. laMdDafS BEFORE USE. awee �■■ Design valid for use ontywhh Mrreka connector. This design [$ based only upon parameters shown, and Is for an Individual building component, no Mal* a truss system. BGone,use, the building designer must vertu/ me appllcebilily of design parameter and properlylncorymetn this design into the overall �+�.Y bull4ingdesign. among indicated Is to prevent Winans orindNidual truss web andfor Chad members only. Additional temporary and permanent bracing MOW always requlredfor stability and to prevent compae with oneself personal injury and properly damage, For general guidance regarding the fabroatim.storage, dapvery,ereralon and Imi of trusses and mus systems, see ANSUTPI1 Quality omens. DSBA9 and BO5l Building Component Safety Information available from Truss Rate InsihNe, 218 N. Lee Slu el. Subs 312. Alexandra, VA 22314. 69M Parke East Blvd. Tampa, FL sai Job Tnlss Truss Type Oy Py CellandrD3 T75716736 J36840 E01G Hip Girder 1 1 Job Reference D bona East Coast Truss, FL Pierce, Fit. -34946. 8220 s Nov 16 2018 MTek Inauslries, Inc. Mon Dec 310:12A2 2018 Page 2 ID:75Fw6HEhCMNghPrFP1EyVWs3-qyNBsHPzIL73Sf iX62933nje)*AWED7oWOlr%yCla3 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=7(F) 14=7(1c) 20=26(F) 17=26(F) 27=7(F) 28=7(F) 29=-7(F) 31 31=7(F) 32=7(F) 33=10(F) 34=11(F) 35=11(F) 36=11(F) 37=11(F) 38=11(F) 39=11(F) AWARMNO. Verllydashalramater and READNOTES ON THIS AND INCLUDED MITENREFERENCEPAGEM167d1d rev. 1O/03I2OI5BEF0RE USE. Design valid for use only with MRek®connector. This design is based only upon parameters shown, and is for an individual building component, not ■pI■� a tiers system. Before use, the building dmlgnermunverirythe applicability of design parameters and property lncoryoratethh design into the overall boldingdesign. BrcinglndicatedIstoproventbacklingoflndMtlualireswebmayorchordmembersony, Additional temporary and permanentbradng MOW always required for mabll8y and to prevent catalpas with passible personal Injury and property damage. For general guidance regarding the fabdcatl0n,storage, chasery, maction and bidding of trusses and truss systems, see ANSIITPI10uality Cllorla, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information availablefrom That Plate lnsthute,218 N. Lee Blreet, Butte 312,Ateondry VA22314. Tampa, FL 38610 Job Truss Tmss Type Dry Ply Caliandrd3 Tt5716737 J36840 E02 Common t 1 ob Reference(optional East Coast Truss, Ft. Pierce, FL-34946, al 44L12 4x4 = 3 Scale=135.2 ii 4x4 = axe = 04 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.46 BC 0.89 WS 0.23 Matrix -AS DEFL. in Vert(LL) -0.16 Ven(CT) -0.33 Hol2(CT) 0.03 (too) gden Ud 7-10 >999 240 7-10 a726 180 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 88 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=738/0-8-0, 5=814/0.8-0 Max Hoe 1=204(LC 6) Max Uplift 1=-328(LC 8), 5=-434(LC 8) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1247/616, 2-3=939/448, 3-0=938/447, 4-5=1239/603 BOT CHORD 1-7= 416/1127, 5.7=39911087 WEBS 3-7=176/575, 4-7=401/301, 2-7=-4111320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsQ h=150; 13=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rn between the bottom chord and any other members. 6) Provide mechanical connection (by others) of trues to bearing plate capable of withstanding 100 No uplift at joint(s) except (t=11p) 1=328, 5=434. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Coft OB34 8904 Parke East Blvd. Tampa FL 33810 Date; December 3,2018 ®WARMNO. Vedy design pnamefersimc REAL) NOTES ON TMSANO INCLUDED 4f1TEK NEFERENCE PAGE Nei i 1=24015 BEFORE USE Design valid for use onywnb Mrrek®connedme. Tire design is based only upon parameters shpwn, and is for an Individual building component, not �■■*pe almsssystem. Before use, the building designer must vestry the applicability at design parameters and property acerporele this design into the overall -•Y� bulldingdeslgn. Bracing Indicated leto prevent buckling othdraldual Mass web androrcherd members only. Addilional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, Storage, delliay, section and Will drummed and Wee systems.... ANSVIPII Quality Cdters, OSB49 and BCSI Building Component 6904 Parka East Blvd. Gafey Infomal evallabla Boa Tons Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa. FL MID Job Truss Tmss Type Div Py Cabandre3 T15716738 J36B40 E03 Common 1 1 Job Reference (optional) East Coast I Was, H. Metals. K - 3 V40, 53-0 E 10:75Fvo6HEhaN7Nc 14-8-12 4-8-12 4x4 = 3 Scale=1:34.5 5 1$ 4x4 = 3x5 _ 4x4 = 1060 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.16 6-9 499 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.33 6-9 >727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Hom(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matdx-AS Weight: 861b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP I TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/0-8-0,5=740/041-0 Max Hors 1=-185(LC 6) Max Uplift 1=332(LC 8). 5=-332(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1253/625, 2-3=945/458, 34=9451458, 4-5=1253/625 BOT CHORD 1-6=479/1114, 5-6=479/1102 WEBS 3-6=188/577, 4-6=412/320, 2-6=411/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=4511; L=2411; eave=4ft; Cat. II; Exp C: End., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical cornectien (by others) of truss to bearing plate Capable of withstanding 10011, uplift at joints) except Qt=lb) 1=332,5=332. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Carl 0034 6904 Parke East Blvd. Tampa FL 33610 Data: December 3,2018 AwARNINo-yedrydealgnpammeters end READNOTES ON THIS AND INCLUDEDMITEHREFERENCEPAOEMII-7473 rev. MOWS BEFORE USE. Design valid for use onlyweh MmekA sonnedors.Thls design is based onNupon parameters shave, and is for an in�ividutl building component. not a truss system. Before use, the building designer must verify to appetablign iyofel paramelera and property mw oraleths design had the overa0 ��■��.YYY■■■ buldingdasign. BmeingindiwiedlslopreventbucdingofindMdualtmsswobanNorchadmembersonly. AddNanaltemporsryindpemanambradng WOW aiways required for nasally and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deevery. erection and trading ermined and truss totems. sea ANSUIpit Quality Criteria, DSB49 and BCSI Building Component 69H Parke an Blvd. Safery IMonnatlen availa0ie from Truss Plate InreNe, 21a N. Lee SIree6 Suee 312 AleuMria, VA 2]314. Tampa, FL 36610 Job Truss Truss Type City Ply Celiandro3 T15716739 J36840 E04 Moropitch 1 1 Job Reference o do al East Coast Truss, FL Place, FL - Miles, 31 ID:75Fvc6HEhcvl7NghPrFfyEyWA3.mL1WbYJfVKbjJlo9fX4TBUs6WIT2 VJQFgtPwQyCia1 2x4 II 2 3 4 3 2x4 II 4x4 = LOADING par) SPACING- 2-0.0 CSI. DEFL. in (too) War Utl TOLL 20.0 Plate Grip DOL 1.25 TC 0.37 Veri(LL) n/a - n/a 999 TCDL 7.0 LumberDOL 1.25 BC 0.30 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inc, YES WB 0.13 Horz(CT) .0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-4: 2x6 SP No.2 REACTIONS. (fig/size) 3=219/6-3-8, 4=219/63-8 Max Horz 4=272(LC 6) Max Uplift 3=151(LC 5), 4=36(LC 8) Max Gray 3=267(LC 13), 4=220(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shown. BOT CHORD 3-4=293/241 Scale = 1:26.9 PLATES GRIP MT20 2441190 Fit: 36 Is FT=O% Structural wood sheathing directly applied or 6-0-0 oC purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oC bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0A8; M4VFRS (directional): Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its Center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live Iliad nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(a) 4 except gl=lb) 3=151. Thomas A Milani PE No.39380 MiTsk USA, Inc. FL Cart 6034 6904Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®WARNING- yadrydeslgn parameters end READ NOTES ON MIS AND INCLUOEOMITEKREFERENCEPAGEMil.7c2rev, 10/02GOISBEFORE USE. Design valid for use only with MfTWOricaneclam. This design is based only upon pammeters shown; and Is for an Individual bullelng wmponent, not a Imes system. Before use, the bullda, designer must very 0e applicability of design parameters and property incoryorzte this design into the overall buildingdeslgn. Bracing Indicated isto prevent bucking afindlvidual lrussweb and/orchaN members only. Additional temporary and permanent bracing MiTek' Is anvays required for stmily and to prevent collapse with possible personal injury and property damage. For general guidance rescuing the fabticallon, storage, delivery science and bracing ofteri and truss systems, see ANSIRPl1 Quality orders, DSB49 and BCSI Building Component 6904 Parke East BNd. Safety Information avallable from Tens Plate Institute, 218 N. Lea Street, Suite 312, Alexandra, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply Caliandro 3 T15716740 J36840 MV2 Valley 2 1 Job Pefinance (optional East Coast Truss, Ft. Pierce, FL-34948, 210 4 24F0 O.GGV S IVOV "A . Lu to Ml l as llluuiulei, Ilu:. w"'.. "i" a Iv, IG.Y..... LVIa ..... ID:75Fvo6HEhc17NghPrFREyV W k3-FXbupuKlFdjawvNLDEbihiPMR9t2LcZUUdySsyCiaO 2 3 Scale =1:7.8 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) rda - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a his BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 5lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing. REACTIONS. (lb/size) 1=51/2-D-0, 2=3712-0-0. 3=14/2-D-0 Max Hom 1=37(LC 8) Max Uplift 1=14(LC 8), 2=41(LC 8) Max Grav 1=51(LC 13), 2=42(LC 13), 3=28(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=6.Opsl; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 5t between the boftom chard and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joints) 1, 2. Thomas A.Albani PE No.39380 MITok USA, Ina FL Cad 6634 8904 Parks East Blvd. Tampa FL 33810 Date: December 3,2018 A WARMNG-VedrydealOnlma noms andlrEADNOMS ON TNISAND INCLUDEDNITENREFERENCEPAGEMII.702 rev. 10N3R015 BEFORE USE. Design valid for use onNwlth MrrekS someone. Tre design Is based Only upon Parameters shown, and Is form Individual building Comparem, no Nat truss system. Before use, the building designer must varM Me applicability or dealgn parameters and pmpery inco mouthis deal emove Ove mO building doles. Bracing Indicated is to prevent bucMing of Individual truss web ami should members only. Additional temporary and permanent Orating MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSM9 and BCSI Building Component 6904 Parke East Blvd. SafetyInfomution available from Truss Plata Income. 218 N. Lee Shed. Sure 312. Alexandra, VA22314. Tampa, FL U610 Job Truss Truss Type Dry Callandro3 T15716741 J36640 MV4 Valley 2 [ly 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL-34946, 2Y3 0"'U s rvav IO Lu l o,m , I nn umubuiv, I.". nwn uec o ia.,a.-,a aa,o rnyv, ID:75Fvo6HEhcMNghPrFf?EyV W k3-FXbupuKlFdja.rvNLDEbihlPltggLLCZUUdySsyCiaO 2x3 If 2 3 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a - file 999 TCDL 7.0 Lumber DOL 1.25 BC 0.21 VerhCT) We - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Horz(CT) -0.00 3 n/a We BCOL 10.0 Code FBC20171TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=120/4-0-0,3=120/4-0-0 Max Holz 1=109(LC 5) Max Uplift 1=50(LC 6), 3=56(LC 5) Max Grav 1-120(LC 1).3=135(LC 13) FORCES. (Ib)-Mass. Comp./Max. Ten. -All forces 250(I11) or less except when shown Scale=1:12.8 PLATES GRIP MT20 2441190 Weight: 14 lb FT=0% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-sewn gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.0psf; h=15h; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.16; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rn between the bottom chard and any other members. 7) Provide mechanical Connection (by others) of truss to Dealing plate capable of withstand Ing 1001b uplift at joint(s) 1, 3. Thomas A Albani PE No.39380 MTek USA, Ina FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 AWARNING - Vedy dealai paomefua and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7472 ov. 11/034015 BEFORE USE. Design vaDd for use o*wM MTek®comecton. Tlds design Is based onlyupon paometers shaven, and is form Individual building compmeM, not HV a Uusssystem. Before use, me building designer must veMy the appacabmy of design parameters and property lnmryande this design into the o.mn buildingansign. among lndloatetl 111.prevent bucking offndMdual tmnwab andlorcha,d members any. Additional temporary and permanent bourne MiTek' is always required for stability and to prevent collapse whh possible personal Injury and propertydamage. For general guidance regarding the fabrication, storage. Denning, erection and bradng of trusses and miss systems, see ANSM11 Quality Criteria, DSM9 and 9CSl Building Component 6904 Pale East Bt Saferybdovnatlon available Iron Tmss %ale InctXNe, 21a N Lee BtreM, SuOe 31$P1eu0tltla, VA 22114. Tamp; FL 26610 Job Truss Truss Type Oil, Ply FCaI,,a:1M_3_T1571fi742 J36840 MV6 Valley 1ca o tional East Coast Truss, Ft. Plerce, rL-n494b. ID:75Fvo6HEhcul7NghPrFf7EyVWk3-U9GODLwDwRY3yXmy7xEvyMtY4hSRg8MV JyCla7 2Kd I I 2 3 2x3 1c 2x3 II LOADING (pap SPACING- 2-0-0 CS'. DEFL. in (loc) Vdefl Lrd TCLL 20.0 Plate Grip DOL 1.25 TO 0.77 Vert(LL) n/a - n/a 999 TOOL 7.0 Lumber DOL 1.25 BC 0.58 Ved(CT) n/a - 1 999 BCLL 0.0 ' Rep Stress Incr YES VVB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=194/6-0-0, 3=194/6-0-0 Max Horz 1=177(LC 5) Max Uplift 1=-81(LC 8), 3=-93(LC 5) Max Grant 1=194(LC 1), 3=219(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shown Scala=1:18.3 PLATES GRIP MT20 2441190 Weight: 21 to FT=0% Stmcturalwood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 cc treating. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to amount for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Do uplift at joints) 1, 3. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6034 9904 Parke East Blvd, Tampa FL 33610 Date: December 3,2018 ®WARNING- Vedrydcalgaparamefen and READ NOTES ON THISAND/NCLUDED MIri REFERENCE PAGEMII.74T3 rev.1 V3/2015 BEFORE USE. Design valid for use oniywdh MBekV connectors. This design is based only upon parameters shown, and is for an Individual building component, not aawaa a buss system. Before use, the building designer must verily the applicability ofdesign parameters and properly incoryoratethis design Into the overall buiidingdesign. ending indlczted is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required bar stability and to prevent calapsewith possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deavery. ¢(action and bracing ofimsses and truss systems, see ANSIITPII quality Colors, DBMS and SCSI Building Component 6904 Parke East Bhal. Safety li fermatlon available from Tmss Plate Insntute, 219 N. Lee Street, Suae 312. Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type cry Py Celiandra3 T75716743 J36840 MVI Valley 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34945, b.21DSNav3b2ulbmiiexmausmes,lnc, monuec a iu:ia:goeurn rage r ID:75Fvo6HEhCWNghPrFflEyVWk3-jj9GODLwO)TRY3yXmy7xEvyUDYBvSOp118MV JyCia? 2X3 II 3 5 4 2A' 1x4 11 2,3 It LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/e - n/a 999 TCDL 7.0 LumberDOL 1.25 BC 0.18 Vert(CT) n/a - aide 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(CT) -0.00 4 Na safe BCDL 10.0 Code FBC2017yrP12014 Matrix-S LUMBER- - BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/slze) 1=89d7-6-8, 4=110/7.6-8, 5=303/7-6-e Max Holz 1-229(LC 5) Max Uplift 1=8(LC 9), 4=67(LC 5). 5=191(LC 8) Max Grav 1=110(LC 14), 4=129(LC 13), 5=332(LC 13) FORCES. (Ib)-Max.Comp./Max. Ten. -All tomes 250(Ib) or less except when shown Scale=1:22.8 PLATES GRIP MT20 244/190 Weight: 291b FT=0% Structural wood sheathing directly applied or 6-D-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load noncencurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 4 except (jt=lb) 5=191. Thomas A. Albans PE No.38380 RNTak USA, Inc, FL Cad 0834 6904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 AwARNIND- Vedry dW9n parameters and READ NOTES ONTNIS AND INCLUDED MMEI( REFERENCE PAOEI II.24ra rev. 14MU12015 BEFORE USE. Deslgn was for use onywBh MITeepwnnectars. This design is based anlyupan parameters shown, and Is for an Individual building component, net r �r a [was system. Befora use, the budding designer must verify the appacabily of design parameters and prapeM Incorporate this design We the overall buffiingdeelgn. Bracing Indicated is to prevent bucMing ofiniNdual toss web and/or chaN members only. Additional lamporery and permanent bmcing WOW always requlmd for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the saterkadon,storage. dellvey,erectlon and braalng unionises and bass systems, see ANSIMP11 Quality Criteria, DSB419 and BCSI Building Component Safety Information avallable from Truss Plate Insuade, 218 N. Lee Street, Suite 312, Alexandra, VA22314. 69" Parties East Blvd. Tampa, FL 36510 Job Truss Truss Type CRY Ply Caliendo T75716744 J36840 PB01 Piggyback 1 1 ob eerence o tiona East CeaslTWs, Ft. Pierce. FL-34946. 8.220 a Nov 162018 Mrfek mduSVleS. Inc. Mon Dec 31 UA 2.41 ZUl8 Pagel ID:75Fvo6HEhc,A7NghPrft?EyVWk3.Bv4eEZLYnFxIADXkKfeAm7UgGyXGBl1 sxo53XlyCS_ 7-108 1 16 7-10-8 7-10.8 Scar. =1:27.4 4x4 = as d 14 = 10 9 8 3x4 = led II 1x4 II 1x4 II 160-0 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (roc) gdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 6 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Sc 0.11 Vert(CT) 0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 Na n/a BCDL 10.0 Code FBC2017rrP12014 Matfix-S Wnd(LL) 0.00 6 n/r 120 Weight: 56111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 Go purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-1-6. (Ib)- Max Hom 2=141(LC 7) Max Uplift All uplift 100 IS or less atjoint(s) 2, 6, 9 except 10=191(LC 8), 8=191(1_C 8) Max Grav All reactions 250 lb or less aljoint(s) 2.6 except 9=258(LC 1), 10=335(LC 13), 8=334(LC 14) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. WEBS 310=255/234, 5-8=254/234 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf, h=15g; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcumenl with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 2, 6, 9 except Qt=lb) 10=191, 8=191. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albani PE No.39300 M7ek USA, Ina. FL Ceft 6834 690E Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®WARNING- Verify design Pommel. and READ NOTES ON THIS AND INCLUDED Mf fsK REFERENCE PAGE MI1.7dr7 rev, I ML201g BEFORE USE Design maid for use only with Vinek®connectors. This design is based only upon pammetere shom, and is for en individual bulking component, net seases ■■*B1B ITS[ a truss system. Before use, the building designer must verify vie appllcabiliy of design parameters and property Incorporate this design Into the ovmali buralingdeaagn. Bracing Indicated is to prevent buckling of Individual truss web anclor Nod members only. Additional temporary and permanent bracing MiTek' Is ahvays requlredfor stability and to prevent collapse with possible personal injury and property damage. For general guidance resonant, the fabrication, storage. delivery, erection and bracing of trusses and mass systems, see ANSUTPn quality CrlMrla, DSB49 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information avallabie from Toss Plate Institute, 218 N. Lee Street, Sure 312, Alexandre, VA 22314. Tampa, FL 38610 Job Truss Tmss Type Oty Py Celiandro3 T75716745 J36840 P802 Piggyback 1 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL-34946. dice = 4 B.2m s NOV 1U zuw per I ex mausmes, Inc. mon uec a 1a:14:1e zeta raga a ID:75Fvo6HEheA7NghPrFflEyVWk3-f6G1RvMAYY59nN6=N9PJK1p9Mr6wLD0ASm2ByCVi Scale = 127.6 3x4 0 12 11 10 9 3x4 = 1x4 11 1x4 11 firs 11 1xa 11 LOADING (psf) TCLL 20.0 TOOL 7.0 BOLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inca YES Code FBC2017frP12014 CSI. TC 0.27 SC 0.20 WB 0.06 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING. TOP CHORD BOTCHORD in (loc) Ydefl L/d 0.01 8 rur 90 0.02 8 fur 120 0.00 7 n/a Tie 0.00 7 n/r 120 PLATES GRIP MT20 244/190 Weight: 60 lb FT=0% Structural wood sheathing directly applied or 6-D-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 14-1-6. (lb)- Max Horz 2=122(LC 7) Max Uplift All uplift 100 lb or less at)olnt(s) 2, 10 except 7=-131(LC 8), 12=-164(LC 8), 9=137(1_C 8) Max Grav All reactions 250 m or less atjoint(s) 2, 7, 11, 10 except 12=290(LC 13), 9=360(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsh h=15ft; B=4511; L=24ft; eave=4ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-041 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10 except g1=lb)7=131. 12=164, 9=137. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base muss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ced6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 ®WARMNO. Vadlydeaignparemetm; and READ NOTES ON THIS MD INCLUDED NOTEK REFERENCE PAGE M1AT475mv. 1040120dSBEFORE USE. Design said for use only with MlTeloSca numbs. This design is based only upon parameters shown. and is form indMdual buaduig,component,not �aaa■w truss ss system.Before use, the Wilding designer must vent' Na a,yability of design parameters and property incorporate this designinto the overall �■�.YY■` buildingdeslgn. Bracing Indicated late lumber buckling afintlMdual Wee web andmr chaN members only. Additional temporary and permanent bracing MiTek' is always required for mablityand to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. motion and bracing of misses and Uses systems, am ANSIRPII quality Crisis. DBMS and BCSI Building Component 69N Parka Fast Bid. Safety information available hem Truss Plate Institute, 218 N. Lee West, Suite 312, Alexxndna, VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Pty Caliandro3 T1571674fi J36840 PB03 Piggyback 1 1 Job Reference (optional) East Coast Tmss, Ft. Pierce, FL-34946, 4x4 = 4 16-0-0 8'uu s Nov ib Lulu ml I erc mausrnes, ma men use a iu:l L:4a eV la rage t ID:75FVo6HEhcvr7NghPrFf?EyW4k3-7lgPIFNoJsD?PXh6S4gerXZITmONfoi9P6bAadyClZy Scale = 1:27.6 14 = 12 11 10 9 3x4 = 1x4 11 1.4 11 ix4 11 1.4 11 LOADING (psf) SPACING- 2-0-0 CT. DEFL. in (too) bdeft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 8 n/r 90 TCDL 7.0 Lumber DOL 1.25 BC 0.07 VerUCT) 0.00 8 1 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 7 n/a the BCDL 10.0 Code FBC2017/7PI2014 Matrix-S Wind(LL) 0.00 7 1 120 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 PLATES GRIP MT20 244/19D Weight: 57111 FT=0% BRACING. TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-01 Go bracing: 9-10. REACTIONS. All hearings 14-1-6. (III)- Max Harz 2=122(LC 7) Max Uplift All uplift 10016 or less at)oinl(s) 2, 7, 11, 9 except 12=-161(LC 8), 10=12118) Max Grav All reactions 250111 or less at joint(s) 2, 7, 11. 10, 9 except 12=286(LC 13) FORCES. (Ild)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7, 11, 9 except Qt=lb) 12=161, 10=128. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consul qualified building designer. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ® WARNING. Verlfydul9n,sma ers and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MlAMI rev. IMp32015 BEFORE USE. aaa Design valid for use only with turrets) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incnmorata this design Into the overall buildingtheigt. Bracing Indicated is to prevent buckling oflndMdual truss web andIor chord members only. Additlonaltemporay and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. amnion and bracing of trusses and truss systems, see ANSVIPH Quality Coterie, DS9419 and BCSI Building Component 6904 Parke East Blvd. SaletylMorprelon avallabla Ram Truss Plate lnsteute,218 N. Lee street, But. 312,Alevandria,VA22314. Tampa, FL 36610 Job Truss Truss Type 0ty Ply Celiandro3 T75716747 J36840 PB04 Piggyback 1 1 Job Reference (optional) East Coast TruSG, FL Pierce, FL-34946, D.22u S rev 1d ZUIa mu ex inausmes, nm. mv„ vac a rv.,2.w 2013 Pave! ID:75Fvo6HEhcN7NghPrFf7EyWVk3-bVOnsb004ALsl hG17oB1O169OAY2OE[ldmrj64yCi7x F4, CPlAi 44 = 3x4 = 12 11 10 9 3x4 = 1x4 II 1x4 II LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.28 BC 0.17 WB 0.07 Matrix-S DEFL. in Vert(LL) -0.00 Vert(CT) 0.00 HOR(CT) 0.00 Wind(L-) 0.00 (loc) gdeg Ud 7 n/r 90 7 n/r 120 7 BIG Na 7 n/r 120 PLATES GRIP MT20 244/190 Weight: 54 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-1-6. (Ib) - Max Harz 2=122(LC 7) Maxi All uplift 100 to or less at joints) 2, 7, 11, 9 except 12=-149(LC 8), 10=179(LC 8) Max Grav All reactions 2501b or less atjolnt(s) 2, 7, 9 except 12=269(LC 13). 11=284(LC 1), 10=348(LC 14) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-10-2591248 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chard hearing. 6) This trues has been designed for a 10.0 par bottom chord live load nonconcurnent wkh any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2- wide will fft between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 7, 11, 9 except (jl=lb) 12=149, 10=179. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or Consult qualified building designer. Thomas A. Albad PE No.39380 MTak USA, Inc. FL Cort6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 3,2098 AwARMNa. Vertrydest,penmat. end READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mil-7a3 .lairdt ots BEFORE USE. Design valid tar use oNywim MtTek®cannactors. This design Is based enty, upon parameters shown, and is for an IrklNdual bugding component, not a Coss system. Before use, 0e Widing designer must verity Me appecobbry of design parameter and prapedy incorporate this design No the overall � 7 buildingdasign.BreinglMiwtedlstopraentbucklingaflndMduallmsawebanworOoMmemberony. AddNonaltemyorry and permanent bracing WOW always required for stabithrand to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrlcotbn, storage, delivery, erection and among of Wasps and truss Systems, see ANSMII Quality Chada, OSB49 and SCSI Building Component 6904 Parke East and. Safety Infons atlen avaeabt. hem Tmv PUte insMuto, 21$ N. Lee abet, Sub.312. Alexandria. VA22314. Tampa. FL 36610 Job Truss Truss Type Oty Celiandro3 T15716748 J36840 PBO5 Piggyback 1 [ly 1 Job Rafanance ( t' 11 East Coast Truss. Ft. Pierce, FL-34946, 6.220s nov i o 20 i o witted inuusmes, mc. rum Dec a 10.12.512018 Page 1 ID:75Fvo6HEhcvl7NghPrFf7EyVWk3-3hy94xO2rTTjegrVN6xyMeZtc7iGSs04GfMCIZw 16-0-0 16.0-0 Stale=127.1 4x4 = 4x4 = 3 9 4 3x4 = 8 7 3x4 = 1.4 II 1x4 1I 760-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci Ude0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.01 6 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.02 6 n/r 120 BCLL 0.0 ' Rep Stress Inch YES WB 0.05 Hom(CT) 0.00 5 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wnd(LL) 0,00 5 n/r 120 Weight: 531b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc outline. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 14-1-6. (b) - Max Horz 2=104(LC 7) Max Uplift All uplift 1001b or less at joint(s) except 2=141(LC 8), 5=-141(LC 8), 8=-135(LC 8). 7=-135(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 5 except 8=367(LC 13), 7=359(LC 18) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(Ile) or less except when shown WEBS 3-8=255/178 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.0psf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ' II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chard bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will gl between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 2, 141 lb uplift at joint 5, 135111 uplift at joint 8 and 135 It, uplift at joint 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albani PE No.39380 MiTek USA, Inc. FLCert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®WARNING. Vad1y dealgA parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 rev. 1"142015 BEFORE USE. aaaaa Design valid for.a.mh with MRek®wnneddrs. This design is based only upon parameters shown, and is for an Individual building component, net ��21 a truss splem.Beforauae, me building designer most vadythe appiicablliry of design parameters and property Incorporate this design Into the overall �1 buidingdeegn. Bracing Indicated is to prevent budding 0findivldual tmssweb andlorchdrd members only. Additional temporery and permanent bracing MiTek' is aWays required for stability and to prevent collapse with possible personal Injury and propeM damage.. For general guidance regarding the fabrication, Storage, delivery, erection and bracing 0ftmsaes and miss systems, see ANSVTPII Quality Criteria, DSB419 and BCSI Building component 69M Parke East Blvd. Safety Information available Irom Tmes Plate Muiturs. 218 N. Lea Street, Suite 312, Alexandra, VA 22314. Tampa, FL U610 Job Truss Tmss Type Chi, Callandr03 T75716749 J36840 PBO6 Piggyback 1 [ly 1 Job Reference, o tional East Coast Tmss, Ft. Pierce, FL-34946. d.44u srvov 10 a iO MI ex nmusnms, no, vawi -I v s.; ID:75Fw6HEhcO7NghPrFf4EyVv9k3.3hy94xO2rl7jegrVZw6xyfMoZvP7i6SsD4Gf WyCiZw M.M Sr41e=1:27.1 4x4 = 3 1.4 I 4x4 = 4 3x4 = 10 9 a Sad = 1x4 I ix4 II 1x4 II 160-0 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (roc) gdeg L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 Nr 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ver(CT) 0.00 7 nir 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Hou(CT) 0.00 6 Na Na BCDL 10.0 Code FBC2017frP12014 Matrix-S Wind(LL) 0.00 6 mr 120 Weight: 52 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14.1.6. (Ib) - Max Horz 2=67(LC 6) Max Uplift All uplift 100Its or less atjoint(s) 10, 8 except 2=-105(LC 8), 6=-105(LC 8), 9=166(LC 5) Max Grav All reactions 2501b or less al jolnt(s) 2, 6 except 9=325(LC 17), 10=258(LC 13), 8=255(LC 1) FORCES. fib) -May. Comp./Max. Ten. -All forms 250(I1b) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; hot Sit; B=45ft; L=241t; eave=oft; Cat. II; Pxp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 10, 8 except gl=lb) 2=105. 6=105. 9=166. 9) See Standard Industry Piggyback Tmss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39380 MTak USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Date; December 3,2018 AWARNING- Vedrydeebo,ormo. rs andREAD NOTES ON TNISANDINCLUDED 0715KREFERENCEPAGEMII-7473rev. IWOMOISSEFORE USE Design valid for use onlyw0b MmeM cunnedors. We design is based only upon parameters shown, and Is far an Individual building component, not a lhos system. Before use, the bullding designer must sentry the applkaeliy of design parameters and properly incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to prevent budding oflndlvldual loss web andror chord members only. Additlonallemponary and permerartbradni, MOW always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the recreation, storage, delivery, ereaton and bracing afbusses and truss systems, see ANSMIt Dually Criteria. DSB49 and BC5l Building Component SON Parke East Blvd. Safety Information available bon Tmss Plde Institute, 218 N. Lee Street, Suite 312, Assumable, le, VA 22314. Tampa, FL 36610 Job Truss Tmss Type Oy Py Caliandro3 T15716750 J36840 PB07 Piggyback 1 1 Job Refe ce o tional East Coast Truss, Ft. Pierce, FL-34945. kL.X-.i "vvID:75Fvo6HEhcvl7NghPrF%EyVWk3-XIWXHHPhcnbaG Oh7CDLTABT4zDls8sb54pgByyCiZv 6.00 12 axe i 3xa II Ball C 3 4 5 3x4 = 10 9 a 3xq v Scale=1:27.1 I i Ia r LOADING (psQ SPACING- 2409 C51. OEFL. In (too) WellUtl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.00 6 n/r 90 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.00 7 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 HomeCT) 0.00 8 We n!a BCDL 10.0 Code FBC201711PI2014 Matrix-S Wnd(LL) 0.00 6 n/r 120 Weight: 47 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 14-1-6. (to) - Max Holz 2=30(LC 7) Max Uplift All uplift 1001b or less at joinl(s) 2, 6 except 10=-101(LC 4), 8=-102(LC 5), 9=247(LC 5) Max Gmv All reactions 250 to or less at Joint(s) 2, 6 except 10=300(LC 1). 8=300(LC 1), 9=495(LC 17) FORCES. (to) - Max. Comp.[Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-9=372/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exile C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pelf bottom chord live load nonconwrtent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 be uplift at joint(s) 2, 6 except fit=lb) 10=101,8=102,9=247. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albert PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3381D Date: December 3,2018 QwA mG.VMlyde MperamerenendR NOMSONMXANDINCLUDWMREKREFERENCEPAGEMII-703.11==OISBEFOREUSE Design valid forum any with MTek® wnnedors. Tins design is based only upon parameters Shawn, am is for an individual building component, net a` a truss system. Before use, the bullding designer must wady me applicability of design parameters and property Incorporate this design into the ommH builingdeslgn. gracing lnaicmedistoprowess bucklingofIndividual bvwweb and/or Word members only. AaaXlonaltemporary and permanent throng WOW always required for stability and to prevent collapse with possible personal many and property damage. Far general guldance regarding the fabdconon, storage, delivery. eredlen and among elevates and Was syatems,sea ANSIPP11 Quality Criteria, DS949 and SCSI Building Component 69M Parka East Bind. Safety Information avamble from Truss Pinto Institute, 218 N. Lee Street, Sam 312, Remnant, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty PN Callandro3 T15716751 J36840 P808 Piggyback 3 1 ob Reference rotational East Coast Truss, Ft. Pierce, FL-34946, I 8.220 a Nov 16 201S MTek Industries, Inc. Mon Dec 3 10:12:53 2018 Page 1 ID:75Fva6HEhvA7NghPrFREyVWk3.044wUdDJN5jRue thvAaONkirNbYbcclKkZNjPyCiZu 14-0-0 7-0-0 44 = _ D 9 a 3x4 11 II 1z4 II im II 3a4 = Scale=1:23.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (roc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) -0.00 6 n/r 9D MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Ven(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.D6 Horz(CT) 0.00 6 Na n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Wind(LL) 0.00 6 n/r 120 Weight: 481b FT=0 LUMBER- EIRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-1-6. (lb) - Max Horz 2=122(LC 7) 1 Max Uplift All uplift 1001b or less aljoinl(s) 2, 6, 9 except 10=170(LC 8), 8=170(LC 8) Max Grav All reactions 2501b or less aljoint(s) 2, 6 except 9=267(LC 1), 10=299(LC 13). 8=298(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Id) or less except when shown. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 9 except N=1b) 10=170, 8=170. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult quafried building designer. Thomas A Albani PE No.36380 MTak USA, Inc. FL Celt 6834 6904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®WAWri Verercrasf pamrnalars anJREADNOTES ONTMSANDINCLUDEDa1NEKREFERENCEPA0EMI.7W3m. 101012015BEFOR6 USE Design yand for use mJywilli Ml7ed0cannectars. Uls design is based only upon parameters shwm, and is for an lrAividuel loRSmgcomponenl, not �- almss sysura.Baforeuse, Me building d.ld raremst property applicability ofdesign Parameters and propelacorporatelhb design nlnlotheoveraR bulldingdeaige. Bracing Indicated Is to prevent bucHing of indiAduelimn web andlor chord members only. Adtlaional temporary and permanent bracing iviiTek' batways required for finality and to prevent callapsewlth possible personal Injury and property damage. For general guidance regarding the fabdwtlon, storage, deltno , erection and bracing of trusses and muss systems, an ANSUmI1 Duality Orleans, DSBa9 and SCSI Building Component Safety Information available ham Tons Plate ImerWa, 218 N. Lee Streal, Sun, 312. Alexandra, VA22314. 69M Parka East BNd. Tampa, FL 361if 0 Job Truss Truss Type Oty Ply Caliandro 3 T75716752 J36840 PB09 Piggyback 1 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL-34946, 8.2.20 s Nov 162018 MiTek Industries, Inc. Mon Dec 3 10:12:54 2D18 Pagel ID:75Fvo6HEhcuDNghPrFf7EyVVvk3-UGeliyRx80sIMZ4EGGpYbHrKnuOK3guYOIxFryGIZI Sole -1:23.7 44 = 4x4 = e 7 3z4 = 1.4 11 1x4 II 3x4 = 144)-0 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In (too) NdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.01 6 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.02 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 5 n/a We BCDL 10.0 Cade FBC2017rrP12014 Malrix-S Wind(L-) 0.00 5 n/r 120 Weight 47 to FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-NO oc bracing. WEBS 2x4 SP No.31 REACTIONS. All bearings 12-1-6. (III)- Max Holz 2=104(LC 7) Max Uplift All uplift 100 Ib or less at jolnt(s) except 2=139(LC 8). 5=139(LC 8), 8=103(LC 8), 7=103(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 2,5 except 8=321(LC 13), 7=306(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (IS) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 13CDL=6.Opsf, 11=150; B=45ft; Lai eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chard bearing. 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconwfrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1391b uplift at joint 2, 1391b uplift at joint 5, 1031b uplift atjoint 8 and 103111 uplift atjoint 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albani PE No.39380 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 A widow-- Vedlydeei9npaasuffars and RSAV NOTES ON THIS AND INCLUDED MmfKREFERENCEPAGEMdJ47JreV. 1p/a3RefSBEFONE USE Design valid faruse oNywdh Mme poommWars. Thh design is based only upon parameters sham, and is for an lMlWdust building compared. not ■■■! � a truss system. Before use, the building designer must verily me applicability of design parameters and propeM incmpoatemb design Into the overall bulldingdeslgn. Bracing Indicated Is to prevent bucket, of Individual truss area antllm chord members any. Additional temporary and permanent bracing MiTek' Is always required far stability and to prem wcollapse won possible personal Injury and property damage. For general guidance regarding the estimation, storage. delivery. erection and bracing oftmssea antl ease systems, see ANS1111aIt Quality Criteria, DS&9 and BCSI Building Component Safety Information available Sam Truss Plane Institute, 218 N. Lee even, Suite 312, Alexandra, VA 22314. 69M Parke Flat Blvd. Tampa, FL 3661e Job Truss Type 0ty, Pty Caliandro3 T15716753 J36840 Palo Piggyback Piggyback 1 i Jab Reference (optional) East Coast Truss, Ft. Pierce, FL-34945. d.zzu s Nov 1b zuw mu as industries, no, mon uec a m:1n:Da zu in rage i ID:75Fw6HEhmPNghPrFf7EyW*3-y6BgvlRZvi 97SBGoLn25op_MBEu3W9In22UoHyCiZs Scale =1:23.7 04 = 4x4 = 3 9 10 4 _ 6 7 _ sure 1.4 II 1x4 3x4 4-0-0 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.00 5 air 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.00 5 fair 120 BCLL 0.0 ' Rep Stress Incr YES Wit 0.06 Horz(CT) 0.00 5 Na n1a BCDL 10.0 Code FBC2017lrP12014 Matnx-S Wnd(LL) 0.00 5 Nr 120 Weight: 44111 FT=0% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 12-1-6. fib)- Max Holz 2=67(LC 6) Max Uplift All uplift 100 lb or less at jotnt(s) except 2=101(1_(c 8), 5=101(LC 8). 8=141(LC 8), 7=141(LC 8) Max Gmv All reactions 25D lb or less atjoint(s) 2, 5 except 8=361(LC 17), 7=361(LC 18) FORCES. (Ift) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. WEBS 3-8=256/201, 4-7=256/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7.10: Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2pst BCDL=6.Opsf; h=158; B=4511; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panding. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord beating. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrenl with any other live loads. 7) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) o1 truss to bearing plate Capable of withstanding 101 Ito uplift at joint 2, 101 lb uplift at joint 5,141 Ib uplift at joint 8 and 141111 uplift at joint 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39300 MiTak USA, Ina. FL Cad 8634 9904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®wARA9NG- Mari/y0aefgnparnmefeo and READ NOTES ON TNISAIID/NCLUDED MREKREFERENCEPADEMIF74M rev. 1010MMISSEFOREUSE Design valid for use any with MdessDconnectors. T0ls design is based arty upon parametersshown, and is far an individual building component, not �r■.1 a buss system. Before use, the building designer must verify the applioabiliy of design parameters and properly Incorporate Ibis design Into Me overall `.��• buildingdeslgn. Bracing Indicated Is to prevent buckling olindMdualmass web andlorchord members only. Additional temporary and pelmaneatbracing MiTek' Is always required for stability and to prevent collapse with possible personal Her, and property damage. For general guidance regarding the information. storage, delivery, erection and among of tresses and doss systems,sea ANSI/1PI1 Quality Clients, CSBA9 and BCSI Building Component 69M Perks East Blvd, aaretylmermatlon avagabla bore Tmcs Plate Ins19Na, 21a N.lne Street. Suhe 312, Alexandria, VA 22aA. Tampa, FL 36610 Job Truss Truss Type Qly Ply Caliandro3 T75716754 J36840 PB11 Piggyback 1 1 Job a erence o tional East Coast Truss, Ft. Vance, kL-J4U4b, .. ... •� ID:75Fvo6HEhwUNghPrFf7EyVVVk3.ySBgvlRZvi_97S8GoLn25op3_BH93Wiln22UoHyCiZs Bx6 6 Us II 3 4 6 5 2x4 ee LOADING (psi) SPACING- 2-D-0 CSI. DEFL. in (loc) Ude0 -Id TCLL 20.0 Plate Grip DOL 1.25 TIC0.10 Vert(LL) 0.00 1 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 1 n/f 120 BCLL 0.0 ' Rep Stress ]nor YES WE 0.02 Hom(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=9213-10-3,2=80/3-10-3,6=132/3-10-3 Max Horz 2=46(LC 5) Max Uplift 5=54(LC 5), 2=83(LC 8), 6=-08(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown PLATES GRIP MT20 2441190 Weight: 14 lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf, h=15ft; B=451t; L=24ft; eave=4ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 2(1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 54lb uplift at joint 5, 83111 uplift at joint 2 and 48 lb uplift at joint 6. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Scale =1:9.5 R Thomas A. Alberti PE No.39380 MiTak USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: December 3,2018 ®WARNING. Vwgy deal,.pnamefenand READ NOTES ON THIS AND INCLUDEDMITEKREFERENCEPAGEMIA3473rev. r0/O22015BEFOREUSE. R Design valid for use only with Minekd connectors. This design is based only upon parametersshown, and is for an Individual building component, not �® a truss system. Before use, the building designer must verity the applicability of design parameters and property incoryorata this design his the overall •�Y■■ bulffingdealgn. Bracing Indicated is to prevent buckling ofindividual cues web andlor Cartl members only. Additional temporary and permanent bracing M!Tek* is always resulted for stability and to prevent wflapiewith possible personal Injury and walarty damage. For general guidance reg.Min, the fabrication, storage. delivery, erection and bracing oftrusses and truss systems, see ANSUIPI1 Quality Criteria, DSB419 and BC51 Building Component 69M Parke East Blvd. Safety Information avallable from Tmss Plate lnstoute, 218 N. Lea Street, Suite 312, Aureate, e, VA22314. Tampa, FL 36610 Job Truss TNss Type cry Ply Celiandro3 T15716755 J36840 PB12 Piggyback 3 1 Job Reference (optional) East Coast Tmss, Ft. Pierce, FL-34946, 2x4 = 3.71-8 ID:75FVD6HEhcvl7NghPrFf4EyV Wk3-Qfl27eSBgO601cjSM21HeOMEYacgozKB01niK7yCiZr 2x4 II 4 7 Scale: 1"=7' LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 0.11 Vert(LL) 0.00 1 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix-P Weight: 13111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. fib/size) 4=103/3-0-3, 2=139/3-0-3 Max Ho¢ 2=106(LC 5) Max Uplift 4=51(LC 5), 2=90(LC 8) Max Grav 4=118(LC 13), 2=139(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown Structural wood sheathing directly applied Or 3-11-8 oc purling, except end verticals. Rigid calling directly applied or 10-0-0 Oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonccncurrenl with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 51111 uplift at joint 4 and 90 he uplift at joint 2. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albert PE 11o.36300 MiTok USA, Inc. FL Can 6634 6904 Parke East Blvd, Tampa FL 33810 Data: December 3,2018 ® WARNING. WWI design p.reas.Wa and READ NOTES ONTHIS AND INCL UDED MITEK REFERENCE PAGE MII.747d re110/02/2015 BEFORE USE. Design valid for use only Win MnekW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tress g5tem. Before use, the building designer must vemyth, applicability of design parameters and property incorporate this design into the overall bulldingdeslgn. Bracing indicated is to prevent bucking oflndividual Imes web endlorchord members only. Additional temporary and permanent bracing M!Tek' Is always required far stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, nativery,erecton and bracing oftresses and tress Wstemc,see ANSUIPIt quality Ontario, OSS49 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available Dom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alwandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Ply Caliandro3 T1571fi756 J36840 P313 Piggyback 1 1 Job Reference f.plionall East Coast Truss, FL Pierce, FL-34946, 31 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 6x6 4 2x4 SPACING- 2-D-0 CSI. Plate Grip DOL 1.25 TC 0.04 Lumber DOL 1.25 BC 0.02 Rep Stress Incr YES WB 0.02 Code FBC2017/rP12014 Matrix-P K1 REACTIONS. (Ib/size) 5=62/3-0-3, 2=82/3-0.3, 6=98/3.0.3 Max Harz 2=46(LC 5) Max Uplift 5=-37(LC 5), 2=-78(LC 8), 6=-38(LC 5) FORCES. III) -Max.Comp./Max. Ten. -All forces 250(Ib) or less except when shown. it a NOv ll5 zulti MI I ex actual Inc. Man UCC J iv:12Ar [V IC rage I ID: 75Fvo6HEhcvl7NghPrFf7Ey\ANk3.urJOK_TpRJEtM(Ifv pWADvPN zOX01KFLXbsAyClZq 3x8 II 4 6 5 Scale =1:7.9 DEFL. in (roc) Udeg Ud PLATES GRIP Ven(LL) 0.00 1 n/r 120 MT20 244/190 Vert(CT) 0.00 1 n/r 120 Hoa(CT) -0.00 5 n/a n/a Weight: 11 he FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1 1-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf h=156; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCPI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) = This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37111 uplift at joint 5, 78 lb uplift at joint 2 and 38 Ib uplift at joint 6. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39380 MiTok USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; December 3,2018 ®WARNING- Versydealgn Penmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. IMV2015 BEFORE USE. �*R Design wild for use only with MlrekV connectors. This design Is based only upon parameters shot and Is for an IndMdual building component, not F�( 1 a truss system. Before use, the building designer must verity the applicability of design parameters and propeM Incorporate this design Into the overall ■■1/'YY■■ bulldingdesign. Bracing indicated b to prevent budding ofindMdual tressweb andfor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent wllapse with possible personal injury and property damage. For general guidance regarding me fabrication, stoiga, delNery, erection and bracing of trusses and truce systems, see ANSI P11 quality Crams. OSB49 and SCSI Building Component fi904 Parke East Blvd. Safety lnfermatlon teaileble from Truss Plate Instead, 218 N. Lee Street. Sure 312, Atexandda, VA22314. Tempe, FL 38810 Job Tmss Tmss Type Oy P7ra iendro3 T15716757 J36840 V4 Valley, 1 Refere ce o do al East Coast Truss, Ft. Pierce, FL-34946, 24 ID:75Fva6HEhcvl7NghPrFftEyVVJk3-JO?ZyOVjEcSOD1DbuNDosXwSCyhknKnx]IFfVyCSn 2x4 = 2 LOADING (pat) SPACING- 2-0-0 C51. DEFL- in (too) Ndell L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.06 Velt(LL) nhe - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - lies 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 Na n1a BCDL 10.0 Code FBC2017rrPI2014 Matnx-P S.I. =1:7.7 PLATES GRIP MT20 2441190 Weight: ll Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc purlins. BOTCHORD 2x4SPNo.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0.0 Max Hoe 1=26(LC (I) Max Uplift 1=46(LC 8), 3=46(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wild: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=6.0psf, h=15ft; 8=45ft; L=241q eave=4ft; Cat. II; Blip C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift m)oint(s) 1, 3. Thomas LARdmi PE No.39380 MiTak USA Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33810 Data: December 3,2018 ®WARNING-Vedtydesh bPenmerere entl READNOTES ON MS AND INCLUDEDMITEKREFERENCEPAGEMII.7C2rev. 100=01611EFORE USE Desigavalid for use ons iN MRek®connecters. This design Is based any upon parameters shown, and is for an IMivldual building component. not a Tmss system. Before use, the bolding designer must very the applicabiliy of design parameters and property incorporate this design Into the overall buildingdeslgn. Bracimv ng Indicated is to peM buckling efirdlMdual WaSubb dndn Ghard members only. Additional temporary and permanent bracing M!Tek' Is always requiredfor stablliy, and to prevent collapse with possible personal spe, and properly damage. For general guidance regarding the fabrlcatbg storage, delivery, eleNon and bracing oftmmses and time systems,sea ANSU1PIl quality Citeda, DSB419 and BCSI Building Component 60M Parka East BAN. Sarery lnformatlon avaleble loon Truss Plate Institute, 218 N. Lee street. Suite 31Z Awards, VA22314. Tampa, R 36610 Job Truss Truss Type Oty Ply T15716758 �Rf J36840 V8 Valley 7 1 (optional) East Coast Truss, Ft. Flence. FL-3114b, 4-0 Scale=1:14.7 2 44 = 4 2x4 ! 1x4 II 2.4 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 VerhCT) life - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 251b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=113/8-0-0, 3=11318-0-0, 4=275/8-0-0 Max Horz 1-62(LC 6) Max Uplift 1=63(LC 8), 3=63(LC 8), 4=-100(LC 8) Max Grav 1=115(LC 17), 3=118(LC 14), 4=275(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (directional): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chard beefing. 5) This truss has been designed for a 10.01 bottom chord live load nonconcurient with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 3, 4. Thomas It, Alban! PE No.39380 MITok USA, Inc. FL Cart 8634 8904 Parke East Blvd. Tampa FL 33810 Date: December 3,201 S ®WARNING- Verlrydssf9nparamele and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473rev. fGAV20f6 BEFORE USE. Design valid for use onywlih Mrrek®cannetl06. This design Is based any upon parameter shown, and Is for an IndlvldUN buliding component, not a truss system. Before use, the building designer must wdWhe applicability of design parameters and property Incorporate this design Into the overall ` buildingdeslgn. Bracing Indicated late preventbu Ving oflndridualimssweb and/orG,ommembers only. Additional temporary and permanent bracing MiTek- Isatways required for sublliy and to prevent cogapsewllh possible personal Injury and propeM damage. For general guidance reganling the fabrication, storage, delFrery, erenlon and bracing olbuMes and truss systems, sea ANSrPl1 Quality Canada, DSB49 and Bear Building Component 6904 Parke East BNd. Safety Informatlon Available from Tmea Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Cy Ply Canandro3 T15716759 J36840 V12 Valley 1 i Job Reference o tional East Coast Truss, Ft. Pierce, FL-34946, Sace=1:20.5 4x4 = 2 4 3x4 &4 II 3x4 C 12-0-0 LOADING (psf) SPACING- 2-D-D CSI. DEFL. In (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.59 Ven(LL) n/a - Ties 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) ma - hill 999 BCLL 0.0 Rep Stress Incr YES WE 0.06 Holz(CT) 0.00 3 n/a rda BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 39 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6.0-0so purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=180/12-0-0, 3=180/12-0-0.4=437112-0-0 Max Horz 1=99(1_(36) Max Uplift 1=100(LC 8), 3=-100(LC 8), 4=159(LC 8) Max Grav 1=182(LC 17), 3=188(LC 14), 4=437(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(m) or less except when shown. WEBS 24=282/207 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwnent with any other live loads. 6) • This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rot between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 1, 1001b uplift at joint 3 and 1591b uplift at joint 4. Thomas A. Albani PE No.38380 I Tsk USA, Inc. FL Can 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 ®WARMNO- Vedy dole. passed a and READ NOTES ON MIS ANDINCLUDEDM1rEKREFERENCEPAGE8111.74)3 rev. 10/O.V101SBEFORE USE weew Design valid for use only with MITeWcannedOrs. This design Is based only upon parameters shown, and is far an Individual bW4ing component, not abuse system. Before me, the building designer must vedry Ina applicability of design parameters and property incoryoate this design Into the overall 1/ bulldingdeslgn. Baring Indicated late prevent buclang aflndlNdual ones web endlor chard members only. Additional temporary and permanent brecing Welk' always required for slabilly and to prevent collapse with possible personal ln)ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and baring of misses and van systems, see ANSUfPll Duality Orleans, DBMS and BCS1 Building Component 6904 Parke Seat BIW. Safety Infamous. available been Tnea Plate Inalitule, 218 N. Lee Boost, Suite 312, Absences, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Celiandro3 T15716760 J36840 V16 Valley 7 1 Job Reference (optional East Coast Truss. Ft. Pierce, FL-34946. B.GLU s NOV 1b ZU1r1 Miles madames, Inc. Man use a lu:1T.00 Zulo rage l ID:75Fvo6HEhcvi7NghPrFf7EyVVVk3-MitpYKUSBGMk vIrTTKIjRRWWOHkGshUT7G80cyCiZp 16.0.0 e-D-O Scale= 127.0 4x4 = 3 Sao a 7 6 3x4 1x4 11 lad 11 1.4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(L-) n/a - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Hodni 0.00 5 n/a The BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 58 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (Ib)- Max Hoa 1=136(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=-206(LC 8), 8=-206(LC 8) Max Grant All reactions 250 lb or less at joint(s) 1, 5 except 7=253(LC 1), 6=353(LC 14), 8=354(LC 13) FORCES. (m) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=267/248, 2-8=-267/248 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 13CDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. It; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 In uplift at joint(s) 1, 5, 7 except Greta) 6=206. 8=206, Thomas A. Albani PE No.3938D MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Data: December 3,2018 ®WARNING-VeNydeeignparamefers end READ NOTES ON Made AND INCLUDED ShrEK REFERENCE PAGE MII.7473 rev. 10/OL2015BEFORE USE. sesess Design valid for use only with Wake connectors. This deslgo is based only upon parameters shown, and is for an Individual building component, not �- athsssystem. Before use, the building designer must worry the applicability of design parameters and propedy incorporate this design into the overall buildingdesign. among Indicated is to prevent bucking of lndMduai truss web and/or chord members only. Additional temporary and piummurd bmdng MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the herniation.storage, delivery, erection and bmdng oftmsses and thus systems, see ANSIITPN Quality Criteria, DSBA9 and Best Building Component 6904 Parke East Blvd. SafetyIMormation available from Truss Plate Insmute, 21a N. Lee Street, Suite 312, Alexandra, VA22314. Tampa, FL 36610 Job Truss Tmss Type Ory Ply Caliandro3 T15716761 J36840 V20 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pleme, 1-1.-34a41i, 44 = 3 Scale =1:33.4 3x4 G 8 7 6 3x9 0 lx4 I 1x4 I 1.4 LOADING (psp SPACING- 2-0-0 CSI. DEFL. In (too) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a - We 999 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) n/a - The 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 Na n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 PLATES GRIP MT20 2441190 Weight: 751b FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-0-0. (lb). Max Hoa 1=173(LC7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6=275(LC 8), 8=275(LC 8) Max Gmv All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=475(LC 14), B=475(LC 13) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. WEBS 4-6=349/325, 2-8=349/325 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7.10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Ops1; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Blip C; Encl., GCpl=O.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psi bottom chord live load noncencunent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 10011, uplift aljolnl(s) 1, 5 except (P=1b) 6=275, 8=275. Thomas A Albert PE No.39380 MITok USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 AWARNING. Vurt,dealgnparsmerna and REAO NOTES ON MIS ANDINCLUUEDN1rEKREFERENCEPAGENI-r473rev-i siolls 1SPEPORE USE �p■gyp■� Deal valid forum only with unek®connectors. This design is based only upon parameters shown, and 13 far an Individual building component. not a trum.,nom. Before use, the building assignor must verifyate applicabtiry, ofdeslgn parameters and property incamuram this design Imo%e overall bulldlogdeeign. Bracing indicated is to prevent buckling of lndivldualtams web andlor chow members only. Additional temporary and permanent bracing WOW always required for stability and to prevent callapsewith possible personal Injury and property damage. For general guidance rearming the fabrication, storage, delivery, eredlon and bracing ofbueses and three systems, see ANSUmll quality Catmia, OSBA9 and SCSI Building Component 69M Parka East Blvd, Safely Information available from Truss Plata Indnute, 218 N. Lee street, Suite 312, Nesandda, VA22314. Tampa, FL 35610 Job Truss Truss Type Oty Ply Calientlro 3 T75716762 J36840 V24 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 12-00 8.220 5 NOV 15 2016 MI I ex Industries. Inc. Mon Uec 6 1U:14:UU ZU15 vage 1 Scale =1:40.1 4x4 = 3 3x4 8 9 7 10 6 3.4 1x4 It tx4 II airs — 24-M Plate Offsets (X Y)— 16,0-2-8 0301 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) War LIG PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(L-) it - War 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-5 Weight: 89 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS, All bearings 24.0-0. (Ib)- Max Horz 1=210(LC7) Max Uplift All uplift 1001b or less atjoint(s) 1, 5, 7 except 6=-319(LC 8), 8=319(LC 8) Max Grav All reactions 250 to or less at joint(s) 1, 5 except 7=531(LC 13), 6=574(LC 14), 8=574(LC 13) FORCES. (Ib)-Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown. WEBS 3-7=257/87, 4-6=411/383, 2-8=411/383 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps/; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0.paf bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except at -lb) 6=319, 8=319. Thomas A. Alban! PE No.39380 MiT4k USA, Inc. FL Carl 6634 8984 Parke East Blvd. Tampa FL 33810 Data: December 3,2018 ®WARNING. Verify design panmefem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I-7471 rev. 1011,2015BEFORE USE. Design valid tar use only with Mlrek®conneclors. This design is based only upon parameters sum s, and Is for an InnWaluel building component, not MY 11• a muss system. Before use, the building dealgnor must verify the applicabiliy of design parameters and properly Incorporate this design Into the overall buidingdeslgn. Bracing Indicated lsto prevent buckling oflntlivldual was web andlor Card members only. Additional temporary and permanent bracing MiTek' Is aWays required for stability, and to prevent collapse with possible personal Injury and properly damage. For general guidance assuming the fabrication, storage, delivery, eredlon and bracing of busses and buss Systems, see ANSU7PIl Quality Criteria, DSBd9 and BCSI Building Component 69M Parke East BNd, Safety Information amiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aleaandrla, VAZN14. Tampa, FL 36610 Job Tmss Truss Type Gly Ply Caliandro3 T15716763 J36840 ZCJ1 Jack-0pe0 16 1 Joh eer ce optional East Coast Truss, Ft. Pierce, FL-34946, 1-0-0 Inc. Mon use 31 U:13:uz zults $tale =1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 499 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 a999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matridi Weight: 5lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or D-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-6-0, 4=15/Mechanical Max Hoa 2-79(LC 8) Max Uplift 3=3(1_C 1).2=194(LC 8), 4=15(LC 1) Max Gray, 3=21(LC 8), 2=158(LC 1).4=45(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsf, h=15ft; B-05ft; L=2411; mve=4ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except 0=1b) 2=194. Thomas A. Albani PE No.30300 INTak USA, Inc. FL Cart 6634 0904 Parke East Blvd. Tampa FL 33010 Data: December 3,201 S ,&WARNING- VedfydWgn parmardersand READNOTES ON MIS AND INCLUDEDMITEKREFERENCEPAGEMII.7c2 . l0/002015BEFORE USE. ■■■■ Design va0d for use oNywM MlTek®connectass. TAlldesign is based only upon parameters shorn, and is form aWMNal building component, not Ly a Was system Before use, Me Wilding designer must worry Oro applicability of design paramerele and pmpedy Incorporate MISS design Into Me overall` building design. Bracing Indicated Is to prevent Indicating of lndNidual truss Balm m/ar chard mummers only. Additional temporary and pemtanem bracing MiTek' Isatwaarmquimd fo meenyand to prevent Hope. with possible personal Injury and property damage. For general guidance regarding the fabtlwtlan, storage, tlegvery, erection and brsdng of Wases andwcc cystema sea MSM11 Dually Cdtend, DSM9 and BOSI Building Component 6904 Pake Fast BNd. Safety Information avagabteham Tmss Plale Institute,218N.Lee6 el,Sufte3l2,Amnd4a,VA22314. Tampa. FL 361 Job Truss Type Qty Ply Caliandm3T15716764 J36840 TzTcmjs3s Jack -Open 10 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Uec 3 1U:13:02 201d Page 1 ID:75Fvo6HEhcN7NghPrFt?EyVWk3-F06JNIXyFss9TXAciJPhtHCDQ7foCgp3OdEMXNyCIZI 14-0 2-114 Scale=1:12.7 2-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4.7 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 111 n/a BCDL 10.0 Code FBC20171TP12014 M81nx-MP Weight: 12 to FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=59/Mechanica1, 2=195/0-8-0, 4=30/Mechanical Max Hors 2=132(LC 8) Max Uplift 3=52(LC 8), 2=-154(LC 8) MBa Grav 3=68(LC 13), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib)- Max. Camp./Max. Ten. - All farces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps$ BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCPI=0.16; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads, 5) `This bass has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of lass to bearing plate capable of withstanding 100111 uplift at joint(s) 3 except (1=11h) 2=154. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Can 6834 8904 Parke East Blvd. Tampa FL 33810 Date; December 3,2018 ®WARNING- Avoydeal9n paramer us and READ NOTES ON THIS AND INCLUDED Met REFERENCE PAGE MII.142d rev. IMN2015 BEFORE USE. Design valid for use only with MiTek®connectors. This design Is based only upon parameters si and Is for an IndMdual bantling component, not a miss system. Betom use, the building designer must vedry the applicability of design parameters and property Incorporate this design Into the overall bulldingdesign. Bracing indicated is to prevent buckling ofindicdual tmaaweb anworch0rd members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regimi ng the Modcatlun,storage, delivery,oredion and bracing oftmsses and truss systems, sea ANSMII Quality Criteria, DSB49 and BCSI Building Component 6904 Parka East BW. Safety Informatlon avaliable from Thus Plate Institute, 218 N. Lee Street, Suite 312. Accountants, ntants, VA 22314. Tampa, FL U610 -Y ) r Job Truss Truss Type Dry Ply Calandro3 T75776765 J36840 ZCJ5 Jack -Open 10 7 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946. 8.220 s Nov 162018 MiTek Industries, Inc. Mon Dec 3 10:13:03 2018 Page 1 ID:75Fvo6HEhcvl7NghPrFf7EyVNlk3-I?gib1Ya09 04g1oGOwwOU9LIPxvx73DGH v4pyCiZk 4-114 _ s -0-0 4-11-0 Scale=1:17.6 14 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Udell Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 VefiL) 0.03 47 -999 240 MT20 244119D TCOL 7.0 Lumber DOL 1.25 BC 0.38 Ven(CT) -0.05 4-7 -999 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 1816 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-8-0, 4=57/Mechanical Max Hoe 2=185(LC 8) Max Upl'dt 3=107(LC 8), 2=-162(LC 8) Max Grant 3=129(LC 13), 2=262(LC 1). 4=85(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=0.2psf BCDL=6.Opsf h=15fl; B=45h; L=24h; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and Tight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This miss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at )oint(s) except (t=1b) 3-107,2=162. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Can 6834 6904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®WARMNG- VeNy Jeargnparami end READ NOTES ON MIS AND INCLUDED MREK REFERENCE PAGE 601I-7472hi 10NN015BEFORE USE Design valid for use only wide MReleIDwnnectors. This design Is based any upon parameters Shawn, and Is for an Inditldual building component, not Saaaas HV It a Casa system. Befog use, the building tlesign.ir must verify the applicability of design parameters and property incorporate this design [Me the overall boldingdesign. Bating indicated laid prevent budding ofindivldual Casa web andior chord members any. Additional temporary, and permanent bracing MiTek' 6 always requiredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftmsses and truss systems, sae ANSIRP11 Quality Citeda, DSB49 and BCSI Building Component 69N Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, auee 312, Alexandra, VA 22314. Tampa, FL W610 Job Truss Truss Type Oy Ply Caliandro3 Ti5716766 J36840 ZEJ3 JaU-0pen 15 1 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL-34946, 3-0 Scale =1:12.8 3-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 12111 FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/s¢e) 3=61/1blechanical, 2=19710-8-0, 4=31/1iffechanical Max Horz 2=133(LC 8) Max Uplift 3=53(LC 8), 2=154(LC 8) Max Gran, 3=70(LC 13), 2=197(LC 1), 4=50(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purling. BOTCHORD Rigid ceiling directly applied or 10-00 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=42psC BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4if Cat. II; Exit C; Encl., GCpl=0.18; MVJFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 lot bottom chord live load nunconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1 OD Ib uplift at joint(s) 3 except Ol=lb) 2=154. Thomas A Alban! PE No,36380 MRok USA, Inc. FL Cod 8834 6904 Parke East Blvd. Tampa FL 33810 Date: December 3,2018 ®WARMND -VeMy daslgn parameters andREAD NOTES ON MIS AND INCLUDED AMEN REFERENCE PAGE MII-74T3 nv- f amL201 S BEFORE USE Design valid for use omywith MRebIDcannecous. This desgn is based only upon parameters shown, and is for an Individual builds, component, not wassi �® a lws system. Before use, Me balding designer must very the explicatory of design parameters and property Incorporate this design Ira the overall ■W bulldingdesign, Bracing Indicated is to prevmh buckling ofindlNdual truss web and/or chord members only. Additional temporary and permanembracing MiTek' Is always required for stability and to prownt collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deiieery, erosion and bracing oftmsses and truss systems, see ANSO 11 Quality Criteria, Di and SCSI Building Component Safety Information available ham Truss Plate Institute, 21a K Lee SIree1, Suite 312, Auvandda, VA 22014. 6904 Parka East BIM. Tampa, FL 36510 -4 Job Truss Truss Type Oy Py Cariandro3 T15716767 J36840 ZEJS Jack -Open fi 1 Job Reference o tional East Coast Truss, Ft Pierce, FL-34946. 2x4 = 54 0 Scale=1:17.8 54aO LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 0de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.44 Vert(LL) 0.03 4-7 1999 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Harz(CT) -0.OD 3 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 1816 FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied. REACTIONS. (lb/size) 3=116/Mechanica1, 2=264/0-8-0, 4=57/Mechanical Max Herz 2=187(LC 8) Max Uplift 3=109(LC 8), 2=-163(LC 8) Max Gmv 3=131(LC 13), 2=264(LC 1), 4=87(LC 3) FORCES. III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=15R; B=45ft; L=2411; eave=oft; Cat. II; Ezp C; Encl.. GCpl=0.18; MWFRS (directional); Cantilever left and right "posed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at)oint(s) except (1=1b) 3=109, 2=163. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE No.3938D fdiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33110 Date: December 3,2018 ®WARNTNa.Vedlydes/gnpanmesere end READNOTES ON TN6 AND INCLUDED MTEKREFERENCE PAGE WW2rev, losessioLIBEFORE USE. ass— ■■■■R Design valid for use onywith MTaND contactors. This design is based arty upon parameters shaven. and is for an individual building component, not q a toes. system. Before use, the building dastgner must sandy the appliwailily of design parameters and property lncomoratethrs design lntothe overall buildingdeslgn. among IndicatedIstopreventbucMingoflndMdualtmsswebandrorchordmembersonly. Additlonaltemporary and pennanentbnong MiTek' Is always required for stability and to proven collapse with possible personal Injury and property damage. For general guidance regarding Na recreation. storage. delivery, erection and among of tresses and truss systems, sea ANSUrPH Quality Corona, DSBt9 and BCsl Building Component 6904 Parke East BNd. Safety Irdormatlon evatable tom Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL W610 I '[ Job Truss Tmss Type Dry Ply Celiendro3 T15716768 J36840 ZEJ5A Monopitch Girder 1 1 ob Refem ce o lional East Coast Truss, Ft. Pierce, FL-34946. 8.220 s Nov 16 2018 Mi Industries, Inc. Mon Dec 3 10:13:08 2018 Page 1 ID:75Fw6HEhcvl7 NghPrFP1EyVVvk3-0yUbelcjdcJBSem3aW57YsBnQUGCOlymZhgllyClZf &M 4x4 i 2x4 II Scale = 1:17.0 Plate Offsets (Yt— I1-04-60-1.91 LOADING (psy SPACING- 2-D-0 CSI. DEFL. in (too) Vde0 Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vart(LL) 0.09 3-5 >620 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Be 1.00 Ved(CT) -0.12 3-5 >470 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 23 IS FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=609/0-8-0, 3=915/Mechanical Max Horz 1=163(LC 5) Max Uplift 1=280(LC 8), 3=437(LC 8) FORCES. (Ito) - Max. Camp./Max. Ten. - All forces 250 gla) or less except when shown Structural wood sheathing directly applied or 5.0-0 oc putting, except end verticals. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15g; 8=4511; L=24f1; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IS uplift at joints) except 61=11b) 1=280,3=437. 7) Use Simpson Strong -Tie HUS26 (14-1 Bid Girder, 4-1 Did Tmss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starling at 2-0-12 from the left end to 4-0-12 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ply Vert: 1-2=54, 1-3=20 Concentrated Loads (Ib) Vert: 6=581(B) 7=583(13) Thomas A Albani PE No.36380 MiTek USA, Inc. FL Cart 8B34 9904 Parke East Blvd. Tampa FL 33610 Date: December 3,2018 ®wAmasho. Venrydealgnparemefers and READ NOTES ON THIS AND INCLUDED tali REFERENCE PADE11111-743rev. 1ePo3PlOf5 BEFORE USE. sesses *�� Design valid for use only with MRek9 connectors. This design Is based only upon parameters Shown, and Is for an Individual building component, not r'.: {q � a truss system. Before use, the building designer must verify the applicability of design parameters and prapery Incorporate this design into the overall ■■��YY ■■■ building design. Bracing indicated is to prevent bucki of Individual truss web and/or chord members only. Additional temporary and permanent tomong MiTek' Is always required for stability and m prevent cagapsewith possible persanal mary and property damage. For general guidance coming the fabrication, storage, delivery, areNon and bracing citrusses and truss systems, see ANSIRPH Duality others, DSBA9 and SCSI Building Component 6904 Parks East Blvd. safely Information avallable from Trues Plate Institute, 218 N. Lee Street. Suite 312, Alexandna, VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Call 3 T75716769 J36840 ZEJ7 Jack -Open 40 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL-34946. 8.220 s Nov 162018 MiTek Industries, Inc. Mon Dec 3 10:13:09 2018 Paget ID:75Fva6HEhcvi7NghPrFf7EyWVk3-Y92zrScLc7kAobDydHlK80FdgtSLrY57DRDHTyCiZe -0-0 74 W 1-0-0 I 7-D-0 I 3x3 = Scale=1:23.0 Plate Offsets KY)- 12:D-0-12.Edael LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.14 4.7 >603 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Ved(CT) -D.21 4-7 >391 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Holz(CT) -0.00 3 n/a are BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2411, FT=O% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=169/Mechanical, 2=336/0.8-0, 4=81/Mechanical Max Horz 2=241(LC 8) Max Uplift 3=-163(LC 8), 2=-178(LC 8) Max Grav 3=191(LC 13), 2=336(LC 1), 4=122(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(to) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=15ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=163. 2=178. 8) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 N'Tek USA, Ina. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33 01 D Dale: December3,2018 ®WARNING-Vadlydesipnperamelma end READ NOTES ON MIS AND INCLUDED MRERREFERENCE PAGE WA7473rev. f"341015BEFORE USE Design valid for use only with MBekstcmmectan. This design h based a* upon paremelem shown, and is far an MdiNdual building component. not a truss,stem. Before use. be building designer must verify Me applicability of design paremete s and propeM incorporate thle design into the overall buildingdealpn. Braces indicated is to prevent buckling ofindivldual truss web senator chom members any. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, atcrage. convey. anchor; and adding of Wa9ea and mass systems. see ANSUIPI1 Quality Cdtada, DS849 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available mom Tmss Plate Institute, 218 N. Lee alrem. Suite 312. Alexzndda, VA22d14. Tampa, FL 361810 'Ir A ,t Job Truss Truss Type Ory Pty Caliandro3 T7571fi770 J36840 ZHJ3 Diagonal Hip Girder 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 3 10:13:09 2018 Page 1 ID:75Fvo6HEhW7NghPrFf7EyVWk3-Y92zr5cLClkAobDydHlK800rq7oLrY57DRDHTyCiZe -1-10.10 4.23 1-10.10 4-23 Scale = 1:12.6 4.23 LOADING (psf) SPACING- 2-D-0 CSI. DEFL, in (lac) Udall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber COIL 1.25 BC 0.28 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 Rep Suess Incr NO WB 0.00 Hom(CT) 0.00 2 n/a here BCDL 10.0 Code FBC2017/'rP12014 Matrix -MP Weight: 16 I6 FT as 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=86/Mechanical, 2=27710-10-15, 4=43/10echanical Max Horz 2=133(LC 24) Max Uplift 3=66(LC 8), 2=231(LC 8) Max Grav 3=86(LC 1), 2=277(LC 1), 4=74(LC 23) FORCES. (lb) - Mae. Camp./Max. Ten. -All forces 250(I1b) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsh h=15ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except (A=lb) 2=231. 7) "NAILED" Indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3,25") toe -nails per NDS guidlines. 8) In the LOAD CAS E(S) section, loads applied to the face of the truss are noted as front IF) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=54, 45=20 Thomas A.Albani PE No.39380 MITek USA, Inc. FL Cod 6834 8904 Parke East Blvd. Tampa FL 33810 Data: December 3,2018 ®wARMNo-Vedrydeal9n Pan Wand READNOTES ON THISAND INCLUDEDMREKREFERENCEPAGEA91-703nv. 1MMO15BEFORE USE * Design valid for use onywiN MheMoomnetlom. This design Is based only upon parameters shown, and Is for an Individual building component, not �e a truss system. Before use, Me building designer must vent' Me applicabSly of design parameters and property incorporate this design Into the event: bulldingdesign. Bracing Indicated laid prevent buckling ofindiNdual tmssweb andmorchom members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse wm possible personal Injury and property damage. For Mental guidance mgarong the fabrication. storage, delivery, erection and bracing oftmsses and those systems, see ANSSMIt Duality Cdteda, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Spent, Suite 312, Alaaandda, VA 22314. Tampa, FL 36610 A a Job Truss Truss Type Ory Ply Cellandmit T75716771 J36840 ZHJ7 Diagonal Hip Girder 5 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, 8.220 s Nov 162018 MiTek Industries. Inc. Mon Dec 3 10:13:10 2018 Paget ID:75Fvo6HEhM7NghPrFf7EyVVVk3-OLbL3RdzNJl1 OIoeA_YZCuYfEJ14E0FEAngwyCiZd -- 110.10 5-1-9 9-10-1 1-70.10 5.1-9 4- 7 I 3x4 II Scale =1-23.7 L%4 NAILED NAILED NAILED era' Plate Offsets (X.Y1- 14:0-2-14.0-DAI LOADING (psQ SPACING- 2-0.0 CS]. DEFL. in (lac) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.06 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Ven(CT) -0.07 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO NIB 0.31 Horz(CT) 0.01 6 n/a Na BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 47 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS, (lb/sae) 4=124/Mechanica1, 2=506f0-10.15, 6=327/MechanimI Max Horz 2=248(LC 7) Max Uplift 4=-126(LC 5), 2=-329(LC 8), 6=89(LC 8) Max Gray 4=126(LC 28), 2=506(LC 1), 6=342(LC 30) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=830/271 BOTCHORD 2-7=3261701, 6-7=326f701 WEBS 3-6=7021319 Structural wood sheathing directly applied orb-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL-0.2psY BCDL=6.Opsf; h=15ft; B=45ft; L=2411; eave=49; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chard live load noncancurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 6 except (jt=lb) 4=126, 2=329. 7) Gap between inside of top chard bearing and first diagonal or vertical web shall not exceed O.SOOin. 8) "NAILED" indicates 3-1 Did (0.148"xY) or 2-12d (0.14SN3.25') toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-4-54, 5-8-20 Concentrated Loads (Ib) Vert: 13=75(F=38, 13=38) 15=10(F=5, B=5) 16=57(1`=-28, B=28) Thomas A.Alban! PE No.39380 MITek USA, Inc. FL Cod 8834 8904 Parke East Blvd. Tampa FL 33610 Data; December 3,201 S ®WARNING- Verity Cafrgnpassumdenarid READ NOTES ON WISANOINCLUDEOMIFEx REFERENCEPAGE MII.7473 rw. landmass BEFORE USE. seesee �' Design wrid for use onyw8h MTeM comments.This design is based only upon parameters shown. and is for an Individual building component. not �{p� � a truss system. Before use, me bolding designer must very Me appgwbildiirofdesign parameters and properyinco oralothis design the overall ■■■��.Y1 buildingdesign. Bracing indicated is to prevent buckling ofindMdual truss web anchor chord members only. Additional temporary and permanent bradng WOW allays required for stability and to prevent collapse with possible personal Injury and property damage. Forgenemi guidance regarding the fabrication, storage. deMB,$enookon and ending oltrusses and truss systems. see ANSM11 Quality omens, DSBA9 and Beat Building Component 69M Parke Fast Blvd. Safety Information mistake from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. R Seem Symbols PLATE LOCATION AND ORIENTATION 13I " Center plate on joint unless x, y offsets are indicated. 6EDimensions are in ft4n-sixteenths. Apply plates to both sides of truss and fully embed teeth. -yT15 r For 4 x 2 orientation, locate plates 0- Nit' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated the symbol shown and/or th by text in e bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 (dimensions shown t ft-in-sixteenths II (Drawings not to scale) BOTTOM CHORDS JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved rum W1 0 MiTeka MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For Vida buss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. S. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 9. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time o1 fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions indicated am minimum plating requirements. 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. . 13. Top chords must be sheathed or pudins provided at spacwg Indicated on design. 14. Bottom chorus require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed, unless otherwise noted. 15. Connections not sham are the responsibility of others. 16. Do not cot or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable envimnmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient 20. Design assumes manufacture in accordance with ANSIIrPI 1 Quality Criteria. f