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HomeMy WebLinkAboutTRUSS PAPERWORKn® Lumber design values are in accordance with A I 1 section 6.3 These truss designs rely on lumber values establishedfished by others. MiTeko CTi P rnPY RE: J36905J36905A-ASHTON MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Dave Golden Homes Project Name: Ashton Residence Model: Tampa, FL 3361MkgNP-1) Lot/Block: Subdivision: C�iiHB'VY Address: Johnson Road St. Lucie County City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017rTP12014 Design Program: MiTek 20/20 8.2 f4unoo etion1 'IS Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 170 mph Ike Roof Load: 37.0 psf Floor Load: N/A psf 03NNVDS This package includes 41 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. FNo. Seal# Truss Name Date No. Seal# Truss Name Date 1 T15400884 IA01 1023/18 18 T15400901 B052 10/23118 1� IT15400885 I_A02 10R3/18119 IT15400902I col G 11023/18 3 T15400886 A02A 10R3/18 20 T15400903 CO2 1023/18 4 T15400887IA03 1023/18121 T154009041CO3G 110R3/18I 15 IT15400888 IA04 110/23118 122 IT15400905 I V4 110/23/18 1 16 T15400889 IA05 1023/18 123 I T15400906 I V8 110/23/18 17 IT15400890IA06 1023"a124 T15400907 V11 10/23/18I 18 IT15400891 A07 I1023/18125 IT15400908IV12 110123/181 19 IT15400692 IA08 11023/18 126 IT15400909 I V16 110123/18 1 110 I T15400893 A09G 11023/18 127 I T15400910 I V20 1 10/23/18 I Ill IT15400894IA10 10R3/18I26 T154009111V24 11023/18I 112 IT15400895 1A11 110R3/18 I29 IT15400912 I V28 110123/18 I 113 IT15400896 1Al2G 110/23/18 130 IT154009131ZCJ1 110/23/181 114 IT15460897IB01 110/23/18131 1T15400914 ZCJ3 I10123/18I 115 IT15400898 11302 110R3/18 132 I T15400915 1 ZCJ5 1 10/23/18 1 116 IT15400899IB03 110R3/18I33 1T154009161ZCJ5B 110/23/18 117 IT15400900 I B04 110R3/18 134 I T15400917 I ZEJ5 110/23/18 1 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: Velez, Joaquin 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 ANSVTPI 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 MTeles 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/TPI 1, Chapter 2. RECEIVED JAN 17 2019 ST. Lucie County, Permitting ON........ ..1 r 4� GENS No 68182 9 STATE OF : 41 Z <[/ ANcO A,: OR t � I?. ����• i1.V/ONAl ** Joaquin Velez PE No.66102 MiTek Usk Inc R. Cert 6634 6934 Parini Fast ONS Tampa R. 33610 Date: October23,2018 Velez, Joaquin 1 of 2 RE: J36905-J36905A-ASHTON Site Information: Customer Info: Dave Golden Homes Lot/Block: Address: Johnson Road City: Fort Pierce Project Name: Ashton Residence Model: Subdivision: INo. ISeal# ITruss Name I Date 35 IT15400918 I ZEJ7 10/23/18 36 T15400919 I ZERA 110/23/18 37 T15400920 I ZERB 110/23/18 I 38 T15400921 I ZERC i 10/23/18 I �39 T15400922 I ZHJ7 10/23/18 I 40 T154009231ZHJ10 10/23/18 141 T15400924 iZHJ10A 10/23/18 State: FL 2of2 Job Truss Truss Type Oty Ply ASHTON T15400884 J36905J36905A A01 ROOF TRUSS 2 1 Inl. Reference (optional) --- ----_832050dt 62018 Mi i ek, ind.stres.-InE—ra—e Oct panel 7-1-6 Sx5 = 5.00 r12 5 7-16 Scale = 1:73.3 3, = -V 4x6 = ` 3x4 = `y LV 3x4 = L, 4x8 -LV 3x4 = 3x6 = 34 = 0Id LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeB L/d PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 To 0.91 Vert(LL) -0.35 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ved(CT) -0.6413-14 >816 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz CT) 0.16 9 n/a We BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wlnd(LL) 0.4113-14 >999 240 Weight: 222 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 4-9.7 cc bracing. WEBS 2x4 SP No.3 WEDGE Lcr: 2x4 SP No.3 REACTIONS. (lb/size) 1=1615/0.4-0,9=1689/0-8-0 Max Hoa 1=413(LC 6) Max Uplift 1=874(LC 8), 9=991(LC 8) Max Gmv 1=1718(LC 14), 9=1791(LC 15) I FORCES. (lb) - Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 1-2=3638/1881, 2-4=-3505/1891, 4-5=2693/1585, 6-6=2706/1589, 6-8=3635/1940, 8-9=3770/1931 BOT CHORD 1-16=1567/3581, 14-16--1172/2923, 13-14=727/2129, 11-13=1182/2643, 9-11=1619/3402 WEBS 573=488/1148, E13=811/602, 6-11-390/861, 8-11=-443/419, 574=-079/1126, 4-14=771/586,4-16=340/733, 2-16=-391/398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf, h=15h; B=45R; L=44ft; eave=5tt; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); 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 nonconcurent 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 (d between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift atjoint(s) except 0=11b) 1=874, 9=991. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is ahvays required. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East ENd. Tampa FL 33610 Date: October 23,2018 ®WARMNO - Vedry desl9n parzmaf. and READ NOTES ON THIS AND MICLUOED hU rEK REFERENCE PAGE Im1-747J m. 10PoMOI S BEFORE USE Design wild for use only with Wek®conneetors. 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 wrffy Me apsti tiilyofdeslgn parameters and piopeWnwryarato this design into the onrag builiingdeslgn. Bracing indicatedlatepreventbuckfngotindiNdualWsawebend/orchordmembersanly. Add'Nonallempomryand permanent bradng MOWis ahvays mqulred for stabgily aM to prevent co¢apsewM possible perspnN Nltayand pmpeM damage. Forge and guidance regarding the Iabritalion, storage. delivery, erection and aradng oltmsses and truss systems, see ANSVIPI1Quality Criteria, DBMS and BCSI Building Component Safety Infem.We avacible from Truae Plate Institute, 218 N. Lee Street, S.A. 312. Alexandria, VA22314. 69M RaM1e Fast sm. Tampa, FL 36610 rJob Truss cuss Type Oty Ply ASHTON T75400885 J36905J36905A A02 Hip 1 1 Job Reference (national) 7-13 6-96 6-93 2-0-0 ' 6-96 5.00 12 5s6= 54 = 5 6 Scale = 1:75.7 17 16 `� 15 14 " 13 12 _ 3x6 2.4 II Sx5 = 3x4 = 3x4 = 6x6 = 2x4 I 3x6 I A3 10.3 0 I 2-0 122-0 I 26a ( 3h-f I 4-0 i LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 CSI. DEFL. in (too) Odell Ld Gd Plate p DOL 1.25 TC 0.82 Vert(L) -0.31 1314 >999 360 Lumber DOL 1.25 BC 0.98 Ven(CT) -0.6013-14 >868 240 Rep Stress Incr YES WB 0.72 HOR(CT) 0.20 10 n/a n/a Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.43 1314 >999 240 BRACING - PLATES GRIP MT20 2441190 Weight: 2361b FT=0% TOPCHORD Structural wood sheathing directly applied or 2-2-0 cc punins. BOTCHORD Rigid calling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 4-15, 7-14 REACTIONS. (lb/s'Ize) 1=1615/0-0-0, 10=1689/0-e-0 Max Ham 1=329(LC 6) Max Uplift 1=874(LC 8). 10=991(LC 8) FORCES. (lb) - May. Comp./Max. Ten. -All farces 250(I1b) or less except when shaven. TOP CHORD 1-2=3454/1871, 2-0=-2907/1656, 45=2253/1389, 5b=2015/1353, 6-7=2252/1389, 7-9=2949/1674, 9-10-359611931 BOTCHORD -1-17=1561/3179, 16-17=1561/3179, 15-16=1197/2666, 14-15=771/2015, 1314=120B/2643, 12-13=1623/3262, 10-12=162313262 WEBS 2-16=562/401, 4-16=36/481, 4-15=946/568, 5-15=-325/621, 6-14=-325/627, 7-14=967/583,7-13=-108/520,9-13=-081/455,9-12=0/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3second gust) Vasd=132ni TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=5ft; Cal. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 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 1001b uplift atjoint(s) except (jl=lb) 1=874, 10=991. 8) Warning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. C Joaquin Velez PE No.68182 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 23,2018 ®wAWdNO- VeBeldeafgejummerwsanJBEAD NOTES ON MISANOINCLWEOMNEKREFERENCEPAGSWP7C3., SOPoMOISBEFOM USE Design ualid for use only when, Mnek®connedors. This design is based only upon parameters shown, and is for an individual building component, net a truss system. Before use, the bu0ding designer must verify Me appfcebifty of design parameters and pmpedyinwryorala this design Into the overall bulldingdesign among Indicated lsto prevent bucung ofindividual irussweb andbrchord members only. Addhonaltemporeryandpem,anentbrating Wel( Is aWays required for stablifty and to preveffl course with possible persons] tryand property damage. Forgeneralgodaneafeganfingthe fobdcatlOn,storage, degvery,eretlion antl braWpo}Wsses and lrusa rystema, see ANSUIPI1 Quality Caesars. DS& and Best Building Component dead Parke East Gen. SafetyInfomution available from Truss Plate InstWne, 218 M Lee Street, Suite 31Z Alexandria, VA22314. Tampa, FL 36aO Job Truss Truss Type Oty Ply ASHTON T75400886 J36905J369D5A A02A Hip 1 1 Job Reference o ii0 al s_Ft,Pierci FL-3494 ----8220'S Ocr62018biTekln us es,Inc. ue Oct 23 13:04:24 2018 Page 1 ID:dSLbweHSzV"6S5m9E7cezyRrlrrndHOtdU8z9WLdDVepCcgpRsHEntmZ eZISNqyQWIL 37de T-a 1}late 2oa.o zzad 296a at-0 3S 13 sea 43ao 7-tit 696 S,gG z-0-0 F% s.]-10 o-t- 3 1-74 458 t-0-0 1� S5= 5.00 52 5x5 = 24 23 22 21 " 20 a 14x1z 1118 15 14 3x6 i 2x4 II 518 = Us = 3x4 = 71 = 2x4 Had II 3x6 - 6x6 = 6x1GM18SHS = 37-7-0 ].tit 1}10.t0 A80 y[A-0 39y 3St-0 3} 13 42A a3 ]-13 686 685 20: 696 21-10 0.1- 3 1-74 aa2 1� Scale = 182.5 3i [t Plate OBsets(XY)- It'0-0-130-"I f7'O-2440.2-01 18�0.3-OEdael 1160.fi-00.4121119�0-0-00-1-121123'03-00-3<I LOADING (psf) SPACING- 2-00 cSL DEFL. in (too) OdeO Utl PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.89 VerULL) -0.54 17 >972 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.01 18-20 >516 240 M18SHS 244/190 BCLL 0.0 - Rep Stress Incr YES WB 0.98 Hoa(CT) OA2 12 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -MS Wrid(LL) 0.80 17 >655 240 Weight: 261 Ile FT=0% LUMBER - TOP CHORD 2x4 SP No.I -Except' 3-5,": 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Excefor 16-17: 2x6 SP SS - WEBS 2x4 SP No.3'Except' 9-18,14-16,7.17: 2x4 SP No.2, 10-15: 2x4 SP 285OF 1.8E 11-16: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (Iblsize) 1 =1614/0-4-0,12=1686103-0 Max Hoa 1=329(LC 6) Max Uplift 1=875(LC 8), 12=992(LC 8) BRACING. TOP CHORD Structural wood sheathing direly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1Raw at midpt 4-22,7-21,7-17 FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=345411871, 2-4=2896/1653, 4-5=2250/1390, 5.6=2012/1354, 6-7=2252/1392, 7-9=5998/3342, 9-10=6104/3267, 10.11=A738/4547, 11-12=3704/1982 BOT CHORD 1-24=1561/3174, 23-24=-1561/3174, 22-23=1196/2663, 21-22=772/2012, 2D-21=1212/2652, 18-20=-128/251, 12-14 =1705/3379, 16-17=4204/8443 WEBS 2-24nO/251, 2-23=571/403, 4-23=84/477, 4-22=948/566, 5-22=320/617. 6-21=336/637, 7-21=993/588, 7-20=356/325,17-20=1107/2454, 9-17=259/315, 10-16=148712980, 10-17=3291/1626, 11-14=297311576, 14-16=2184/4333, 11-16=2308/4692, 7-17=187513450 NOTES- 1) Unbalanced! roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.Opsf; h=15ft; B=451t; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) AD 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 nonconcurnent with any other live loads. 7)' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except ()t=lb) 1=875,12=992. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc FL Cart 6834 B904 Parke East Blvd. Tampa FL 33610 Data: October 23,201 S ®WARMNG -VeNfy dealgo pmerefers and REAL NOTES ON WIS AND INCLL OFJ) a9TEar REFERENCE PAGE MII-'/4n rev. 10TIN015 BEFORE USE Design valid for use onlywith Mfrecrommedors. The design is based only upon parameters shown, and is for an IMiveaut bantling comptnem, not a truss system. Before use, the building designer must verlythe appliaakepty of design parameters and property incorporate this design Into me overall buddingdesign. 9raciagindkated lstopreventbucking oflndiodualtmssweb augor NoN members only. Margaret temporary and permanent bracing MiTek' is always restored far stabMy and to prevem collapse with possible personal inbuyand property damage. For general guldanco regamNg the fabricatbn, storage. delivery, etedbn and bracing of Muss and buu asserts. sea ANSUTPI1 Quarry Criteria,USB-89 antl Bmt Building Component SMety Inlormaden available from Truss Plate Instant. 218 N. Lee abroad. Suite 312. Alexandria, VA22314. 69M Parke East Bled. Tampa, FL 36610 Job Truss Truss Type Qty, Ply ASHTON T75400887 J36905-J36905A A03 Hip 2 1 ob Befiftence (options]) J� d 82ZVs Uci- ti 2U1 DMI feaclndustnedlnc. Tue Oct 2313:04:252018 Page ID:dBLbmHSzWxBCs5m9E7c8zyRrtr-0 BfQDe6vHHMznoiBWjrN1_4Ae8haT18tDU4wHyQVJtK 18E-0 24414) 30.98 I 36-10.13 I 4�0 Stai 6.0-0 S10 61fi 6-93 1-0-0 Scale=1:75.5 S5= _ 5.00 12 Sx8 5 6 .. .., 15 .. 14 .., --.. .. 34 3x4 = 54 M = 3x8 = 3x4 = 41 = 3x4 = 3x6 = 94i14 1&B-0 24.3-0 I 3210.2 I 4 � 9b14 9-2-2 6-0-0 9-2-2 95.1d Plate Gliders MY)- 11:0-0-0040-7I 13:Oa-0 Edael 16'0.572 0.2-81 ' LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (roc) Vden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.35 1577 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.68 1577 >768 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.17 10 hire Na BCDL 10.0 Code FSC2017/TPI2014 Maix-MS Wrid(LL) 0.411517 >999 240 Weight: 228 He FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (ID/size) 1=161510-4-0.10=1689/048-0 Max Holz 1=300(LC 6) Max Uplift 1=-874(LC 8), 10=991(LC 8) BRACING- J TOP CHORD Structural wood sheathing directly applied or 2313 oc purtins. BOT CHORD Rigid ceiling directly applied or4-9-11 oc bracing. WEBS 1 Row at midpt 4-15, 575, 7-14 FORCES. (lb)-Max.Comp./Max. Ten. -All forces 250 lid) or less except when shown. TOP CHORD 1-2=-3462/1918, 2-4=-3206/1779, 4-5=-2436/1466, 56=2194/1418, 6-7=-2440/1468, 7-9=3306/1821. 9-10=3580/1973 BOT CHORD 1-17=1612/3285, 1517=-1278/2802, 14-15=-889/2199, 12-14=1295/2733, 10.12=1670/3269 WEBS 2-17=315/362, 4-17=125/500, 4-15=745/523, 515=2641639, 6-14=266/752, 7-14=7931542, 7-12=165/597, 9-12=-385/392 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=170mph (3-second gust) Vesd=132mph; TCDL=4.2psf. BCDL=6.Opsh h=1511; B=15ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); 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 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 vide will fn 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 Qt=lb) 1=874,10=991. 8) Wanting: Additional permanent and sightly bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.60182 MTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Cate: October 23,2018 ®w-NG-Vedfydesfgnpar'ameters and REAP NOTES ON THISANDINCLUDEDMREKREFERENCEPAGEW42473on,. 1Nd]Rd15BEFORE USE �* Design valid torus• onlywIli Mreb®confl Qom Ten design is based ordyupon parameters shown, and is for an Individual Wading mmpsneM nor a hers system. Before use, me In3dhg designermon verdyme app3arbetyafdesign parameter am! pmpedy Ncoryorale this design Nlothe overall buddmgdeslgn, Bradig Indus•] is In prewst butlSng ofiMMdual truss web anNorchord members only. Addlionaltemoonsyandpermanembracing MiTek- is aWays regtdred Mr slabSny aM to prevelx mlapsewab posubb pers�nallnLmyam PmpeMdamage. For general guidance regarding Na Modesto.,st.ge,deavery,ereGon and braing of cusses and runs systems. see MIATPll Quality criteria, OSM9 and Beal Building component Safety Informatlan available from Truss %ale InMOute. 218 N. Lee street, Suite 312, Alexandria, VA=14. sees Parke East BIM. Tampa, FL 36610 Job Truss Truss Type Ory Ply ASHTON T75400888 J36905-46905A A04 Hip 2 1 Jab Reference (optional) am 5.00 12 -- 8 ZU SUct SZU1B Mi I ex Say = 3x4 = 5 6 5x5 = 7 Tue OdF23 f3:04:26 2018 Pane 1 Scale=1:75.4 18 17 16 25 26 to 14 13 3x4 = 4x5 = 3x8 = US = 4x6 = 3x4 = 3x6 = 3x6 = LOADING (pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 fpDEO li SPACING- 2-0-0 CS'. DEFL. in (too) NdeB List Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.45 15-16 499 360 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.8015-16 >652 240 Rep Stress Incr YES WB 0.68 Horz(CT) 0.17 11 r9a n/a Code FBC2017FTPI2014 Matdx-MS Wnd(LL) 0.41 16-18 >999 240 BRACING- PLATES GRIP MT20 2441190 Weight: 2291b FT=0% TOP CHORD Structural wood sheathing directly applied or 2.6-7 oc puffins. BOTCHORD Rigid calling directly applied or 4-9-13 oc bracing. WEBS 1Row at midpt 6-16,6-15 REACTIONS. (lb/s¢e) 1=161510-".11=16891"-O Max Hors 1-270(LC 6) Max Upfft 1=874(LC B), 11=991(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-U77/1927, 24=3260/1810, 4-5-2615/1537, 5-6=2369/1478, 6-7=238211484, 7.8=2628/1642, 8-10=3377/1859, 10-11=3617/1990 BOT CHORD 1-18=1626/3180, 16-18=1345/2810, 15-16=1095/2475, 13-15=1366/2846, 11-13-1694/3306 WEBS 2-18-2701308, 4-18=104/398, 4-16=601/469, 5-16=3461733, 6-16=352/175, 6.15=-333/165, 7-15=-347r733, 8-15=650/490, 8-13=148/478, 10.13=346/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=6.Opsh h=15ft; B=45ft; L=24ft; eave=5ft; Cat 11; Etp C: Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water Paneling. 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 chard live load nonconcunent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 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 1001b uplift at joint(s) except @=1b) 1=874,11=991. B) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 2Id Joaquin Velez PE No.68182 IdfTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING-VenydesignparametersandRElDNOTESON1NISANDINCWDEOMNENREFERENCEPAGEMI-7! m.10MMOI5BEFOREUSE. Design valid for use onywini MrekIDconnersom. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the nursing designermust veny the ap,kablliy otdesigo parameters and pmpedy Inmryomte this design Into ire ovenig building Emign. Grating Indicated is to prevent buckling of indMdual truss web and/or chord members only. Additional temporary and pennanenl brad,, MiTek' Is aways required for steadily and to prevent aaapse with pduable personal Njury and property damage. Far general guidance regaming the fabrication, storage. cannery, emdion and Orztlng stWsses and uu ssystems.see MSM110uarly Cnteda, DSBa9 and BCSI Burling component 69% Parke Fast Blvd. Saferybdermatlon avadabte ham Truss Rate InMWa.218 N Lee Sbed, Suae 312 AlaaMda. VA22314. Tampa, FL 56610 Job Truss Truss Type Ory Py ASHTON T75400889 J36905J36905A A05 Hip 2 1Job R u� 7-M 5x8 = 0.220 5 Vet B 2Uld MI I 5x8 = Mc. ueu32313:U4:212U1B Scale=1:74.2 15 — 13 " 12 " 11 1° 9 44 = 2x4 I ass = 3x8 = 3x4 = 2M 11 3x6 — 3x4 = 44 = 7514 I 144i-0 I 21 E-0 I 2&&D 35-10.2 i 4 � 75-14 7-2-2 71L(1 7hr1 7_9_9 zo_te Plate Offsets tX Y)— 130-5-12 0-2-81 150-572 0-2-81 LOADING (Pat) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.30 12 499 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Ved(CT) -0.5811-12 >904 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.20 7 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Mamx-MS Wnd(LL) 0.45 11-12 >999 240 Weight: 221 lb FT=ON LUMBER - TOP CHORD 2x4 SP N0.2'Except- 1-3: 2x4 SP No.t BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/s'Ize) 1=1615/0-0-0,7=168910E-0 Max Horz 1=240(LC 6) Max Uplift 1=-874(LC 8).7=991(LC 8) BRACING- TOPCHORD Structural wood sheathing direly applied. BOT CHORD Rigid selling directly applied or 1-4-12 oc bracing. FORCES. (lb)- Max. Comp./Max. Ten. -All forms 250(I1a) or less except when shown. TOP CHORD 1-2=3453/1873, 2-3=2816/1603, 3-0=-2849/1734, 45=2849/1734, 5-6=-2841/1614, 6-7-358611929 BOT CHORD 1-15-1562/3170, 13-15-1562/3170, 12-13=1123/2560, 11-12-1132/2555, 9.11=1619/3251, 7-9-1619/3251 WEBS 2-15=0/274, 2-13=682/484, 3-13-118/501,112=242/583, 4-12=428/399, 5-12=2301559, 511=135/539, 6-11=808/537, 6-9=0/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fl; B=45ft; L=24ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18: MWFRS (directional); 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 20.0psf 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 Ot=lb) 1=874, 7=991. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.88162 MTek USA, Inc. FL Can 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 AWARMNO-Vadrydaslgn paremanm and READ MOMS ON MSANDINCLUDEDMTENNEFERENCEPAGEMR-7VJ rw. las%12 5BEFORE USE Devgn wags loruse omyrgll MTek®cwmestom. Tbis design b based m* upon parameters sbovm, aM is fw an Wi pual WadM mmponeN, not ��®R qqq a buss syMem. Before use,the bugdmg designer must w*the app5cabSayofdesign paremeters and ln popedymrporate this designWome overag ♦f�+��.YYY■■■ WMmgdesign. Bn giMi ediatdprevemburJg ofln dual Wang ba oraoAN mbmonbr. Additionaltemporuyandpemunentbradg MOW always requiredforarobiandy ato prevem calapse with possible persdrul injury and property damage. For general guidance rega,ding the fabriratbn,garage, deWery. erection and bredng ofbusses and Muss systems,sea ANSI/rPI1 Ouainy Cateria,DSB-99 and Bear Building Component Safety bdamestlen avalable earn Truss Fiats losses 218 N. Lee Sanest, auto 312. A medina, VA 23314. 6904 Parke East BM. , Tampa, FL MIO Job Truss Tmss Type Ory Pty ASKION T75400890 J36905J36905A A06 Hip 2 1 Job Reference (optional) — — ---East Coast Truss;l-Pierce,-fL-34946 6514 Sx5 = 3X4 = 8220 s Oct-62013 MTek Industnelnc. 3X4 = 5x.5 Scale =1:74.2 16 15 it `a as ,.a cr ne " 11 10 3r� = 2X4 II 4x6 = lot = 3Xa = 2x4 II 3x6 3x8 = 41 = 6b14 12A-0 214i-0 304i-0 36-10.2 4341-0 1 � 6b14 6-2-2 9-0-0 I I 9-0-0 1 1 6-2-2 8-9-14 Plate Offsets (X Y)— WO-0.0 0-031 LOADING (psf) SPACING- 2-D-0 CSI. DEFL in (loe) Idler L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.84 Vert(LL) -0.33 11-13 >999 360 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.77 VerUCT) -0.6811-13 >767 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.19 8 nha n1a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Wnd(LL) 0.49 13 >999 240 Weight: 2191b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied. BOTCHORD 2x4 SP No.1 BOTCHORD Rigid telling directly applied or 4-10-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1615/0-4-0, 8=1689/0-e-0 Max Horz 1=210(LC 6) Max Upldt 1=874(LC 8), 8=991(LC 8) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-2=3471/1888, 2-3=2981/1674, 3-0=2710/1617, 4.5=3233/1878, 5-6=2743/1631, 6-7=3019/1690, 7-8=3632/1955 BOTCHORD 1-16=1587/3159, 15-16=-1587/3159, 13-15-1527/3178, 11-13-1532/3189, 10-11=165513300. 8-10=-165513300 WEBS 2-05=5211394, 315=349/812, 4-15=758/396, 5-11=734/384, 6.11=360/838, 7-11=-6631455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.Opsh h=15ft; B=4511; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1;60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondin9. 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 nonconcunent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rn between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=874, 8=991. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 8904 Padre East Blvd. Tampa FL 33810 Date: October 23,2018 ®wARMNa-Vereydesign parameters eadREdDHOTES OHMS AND rNCLUDEDM1rfl(REFERENCEPAMEMP7V3 . 10/02/2015 BEFORE ME Design valid for use antywill MTek® connectors. This design Is based only upon parameters shown, and Is for an MdMdu d balding component, not my a truss system. Berors use, the building designer must very 0e appliwbiliy of design parameters and property Incorporate this design No the overall buldingdmign. Bmcingindiratadlstopmv MbuWngofindMdualtmsaweban oraom membenany.Additienaltempamryandpermaneft radrg MOW Is allays required for stability and to prevent wilapse with passible personal Injury and propeM damage. ForgenereiguidameregaNUigthe fabrication, storage, delivery, aMCI. and bmdng ofInssea and Ines systems. sea ANSVTPlt quality Orgeda, DSB419 and BCSI Building component 69" Parke East and. Safety In am etion arrgable ham Truss Plate Institute, 218 K Lee Street. Mae 31Z Amanda. VAM314. Tampa, FL send Job Truss no Type Oy Py ASHTON T75400897 J36905J36905A A07 Hip 1 1 Jab Reference Optimal) --tamoasr-nuns' L-rnm .rtL�ea 8220 a Oct 62018 MITek Industries, Inc. Tue Oct 23 13:04:29 2018 Pagel ID:d8LbmHSzW BCs5m9E7cBryRrlr-YIRAGandyWooSO5TQMonXt9jkFTGW/fknrSD32yQWG 362< sou ttoo rats 2s�-] 3aog 3aa4 3s2L2 4a.00 5&t4 s23 ]+9 ]-2-t3 J}e t-H-14 59-14 1K-0 UGO Scale=1]4.8 T n S an W 4aS = 3x8 = 6x10 M18SH5 = 64 M18SHS = 2x4 II 24 23 22 21 20 19 18 17 16 15 34 = 2.4 II 3x4 = 44 = 3x8 = 2x4 II 3x8 M18SHS =5x10 = 2x4 leads = 34= 2x4 II Bx10 = 1 seta nnu ts4a 2s7-7 3soo °�S84 4 5&f4 I S23 ]+s ]-2-t3 I ]<B I tb4 Iraa t-t4t4 5-s14 Ob0 Plate Offsets (X y)— 13'0-5-12 0-2-81 15'0-3-0 Edgel 17'0-4-0 0-1-131 110�0-4-8 0-5-01 I71'0.60 0-0-01 rl5'038 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.57 20-21 >919 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.D0 Vert(CT) -1.02 20-21 >518 240 M18SHS 244/190 BCLL 0.0 - Rep Stress Incr VES WE 0.92 Horz(CT) 0.39 13 Na n/a BCDL 10.0 Code FBC20171fP12014 Matrix -MS Wnd(LL) 0.80 20-21 >663 240 Weight: 241 Ib FT=0 3 2x4 SP No.2'Excepr 17-19: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except' 10-18,7-10,11-12,9-16: 2x4 SP No.2, 11-15: 2x4 SP No.1 REACTIONS. (Ib/size) 1=1664/0A-0, 13=1855/0R0 Max Hom 1=175(LC 6) Max Uplift 1=910(LC B), 13=1115(LC 8) BRACING. TOP CHORD Structural wood sheathing directly applied or 1-10-14 oc purlins. BOTCHORD Rigid ceiling d'vecty applied or 2-2-0oc bracing. WEBS 1Raw at midpt 6-21.6-18 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3815/2096, 2-3=-3323/1878, 3-4=3978/2328, 4-6=3978/2328, 6-7=3223/1931. 7-8=5591/3177, 8-9=5709/3196,9-12=7218/3993,12-13=-4087/2279, 10-11=3508/6748 BOTCHORD 1-24=1799/3477, 23-24=179913477, 21-23=146013026, 20-21=2040/4029, 18-20=2040/4029, 13-15=1961/3723 t WEBS 2-23=-543/376,3-23=83/413,3-21=636/1233,4-21=-421/400,6-20=0/288, 6-18=-1133/521, 7-18=1792/1006, 10-18=1992/4018; 12-15=2919/1636, 7-10=2191/4092, 11-15=-2472/4698, 11-12=1652/3242,9-10=2206/1221, 9-11=1155/2130 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5fl; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOIL=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 Five load nonconcurtent 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) except Ot=lb) 1=910,13=1115. 9) Graphical puffin representation does not depict the sure or the orientation of the pudin along the top and/or bottom chord. 10) Warding: Additional permanent and stability bracing for truss system (not part o1 this component design) is always required. Joaquin Vales: PE No.68182 hhTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33010 Data: October 23,2018 AWARMNG-VWfyduignpenmptense.dR NOIESONTNRANDINCWDEDMREKfgEF NCEPAGE703..lW=OI5BEFON WE Design valid for use only with finessedanneaors. T01s design is based only ulson parameters shown, and Is form misread building component not �' a tmse system. Before use. the building designer must vent' me appiiwbility of design parameters and property imp orate and design Into Me ovmall buildingdesign. Bmdnglndiptedbtopre buckMofindMdual Wssweba or Moo membemo*. Additional temporary and permanent among MiTek' is always required for stability and to prevent collapse wM possible le personal Injuryand property damage. Forgeneralguldanceregardingthe bandsman. storage. delivery preplan and trading ofWsses and brute systems. are ANSUTPI1 Quality Cars DS689 and BC518u8ding component 69M parka East Blvd. SafetyInformation av=lahom Truss Platel=Wa,218NLee Steel,Suke112.N=Wm ,VA22314. Tampa. FL 36510 5.00 12 3x4 = 5z5 = 3x4 = M — 3z4 = 5z5 = 4 25 5 6 7 8 26 9 Scale=1:76.2 18 17 16 15 14 13 3x8 = 34 3z8 M18SHS = 3z4 = 3z4 = axis M18SHS = 3xe = az6 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) BdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.76 Vert(LL) -0.53 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Be 0.83 Vert(CT) -1.0415-16 >506 240 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 HOrz(CT) 0.24 11 n/a We BCDL 10.0 Code FBC2017rrP12014 Mabix-MS Wind(LL) 0.79 15-16 >668 240 Weight: 212 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Stmctural wood sheathing directly applied or 2-2-0 no pudins. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-18,B-13 REACTIONS. (Ib/s¢e) 2=1700/0-8-0, 11=1700/0-e-0 Max Hom 2=154(LC 7) Max Uplift 2=995(LC 8), 11=995(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3695/2043, 3-"- 40811846, "=-3143/1771, 5.7=4531/2514, 7-8=4531/2514, 8-9=3143/1771, 9-10=3408/1846, 10-11=-3695/2043 BOT CHORD 2-18=1754/3386, 16-18=-2200/4337, 15-16-2422/4725, 13-15=2200/4337, 11-13=1754/3386 WEBS 3-18-338/304, 4-18=-439/1019, 5-18=1468/825, 5-16-71/443, 7.16=-311/249, 7-15-311/249, 8-15=7lf443, 8-13=1468/825, 9-13=439/1019, 1(3-13=339/304 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf h=15ft; 13=4511; L=241t; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 pet 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. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=995,11=995. 9) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Data: October 23,2018 ®WARMNG- VarflydeYgnpanmerers antl READ NOTES ON SCSANDINCLWEDfn7El(REFEBENCEP4GEa1lF7WJ rev, 10101r7013BEFORE USE f' Design wand for use onywith MRoMoonnadora. This design is based only upon parameters shown, and is for an IndiNdual building component, not a truss system. Before use, the building designer must wordy the applisabilM of dedgn parameters and property Incoporate this des an Into the overall `a buildingdesign. Bracing Indicated late prewem boosting oHndmdual miss web anNorchoin members may. Additional temporary and permanent bracing MiTek' isallaysrequiredfarSm WandldprevemmaapsawMpostlepersonal NjMwdpmpemydamage. Forgeneralguidanceregainingtha fabdoad0n.stgmge. deWery, eraction and bracing oftrusses and boas systems, see ANSUIPII Quality Criteria, OSB-09 and SCSI Building Component 6904 Parke East BNd. Safety lefomueon avalable tram Truss Plate InsWme, 2f8 at Lee Suaet, Suae312, AlexarMtla, VA 2g314. Tampa, R 36610 Job Truss Truss Type Ory Pty ASHTON T75400893 J36905J36905A A09G Hip Girder 1 1 Job Reference (optional) ——�astcoasw 3-2-2 5-0-0 34 _ Sz8 = 5.00 12 2z4 II 44 = 3z6 = L•IFY{rF3�Il:Y{�IL:1r5B [a3 4x6 = 2x4 II Inc. Tue Oct 23 1304:32 2018 Pane 1 Sx8 = Scale =1:76.2 25 24 47 48 23 49 22 50 5121 52 53 20 54 55 1956 57 18 58 17 59 60 16 15 3z6 = 2114 II 3z4 = 3xe = 3x6 = 5z5 = 2z4 II 5z5 = 3a6 = Sz8 = 3z4 = 2z4 II 34= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vital Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.09 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.50 Vert(CT) -0.08 17-19 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(CT) 0.02 13 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 231 Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or5-3-14 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 6-0 0 oc bracing. WEBS 2x4 SP No.3'Excepl' 6-21,9.19: 2x6 SP No.2 REACTIONS. Allbeanngs0-8-0. (lb) - Max Harz 2=125(1_C 30) Max Uplift All uplift 100 Us or less atjoint(s) except 2=405(LC 8), 21=1297(LC 8), 19=1273(LC 8). 13=-089(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=661(LC 36), 21=1172(LC 36), 19=1161(LC 37). 13=668(LC 37) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-11771522, 3-4=902/429, 4-5=581/258, 5-6=581/258, 6-8=242/618, 8-9=229/567, 9-10=617/244, 10-11-617/244, 11-12=934/388, 12-13=1196/483 BOT CHORD 2-25=370/1152, 24-25=370/1152, 23-24=208/889, 21-23=561/471, 20-21=6151265. 19-20=615/265, 17-19=591/457, 16-17=170/835, 15-16=334/1076, 13-15=334/1076 WEBS 3-24=352/236, 4-24=139/326, 4-23=303/207, 5-23=293/176, 6-21=907/504, 8-20=725/489, 8-19=-679/895, 9-19=895/489, 9-17=532/1308, 10-17=293/176, 11-17=305/179, 11-16=1401325, 12-16=357/243, 6.23=563/1334, 8-21=702/911 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional); 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 rive load nonconourrent 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{+0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 405 Do uplift at joint 2, 12971b uplift at joint 21, 1273111 uplift at joint 19 and 389 lb uplift at joint 13. 8) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13. 14, 15, 16, 29, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39 hasdrave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 41g 1s Joaquin Velez PE No.68182 Ii USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33810 Cate: October 23,2018 QWesuhm-VueYstssl9npenmetusaMNEAO NOTES ON THISMOINCLOOEOMIrEKNEFEFUNCEPAGEM-7473 m.`010120f51?FORENSE �* Death vafd for use only with MmeMoorriwom. This design is based only upon parameters shown, and is he an Individual building component.not atmsas"em. Before use, the building designer must ven"e applicability ofdeegn parameters and pmpedy incorporate this design into the mrall bugdingdeelgn. Baring indlwted late prevent budding ofindividual truss web salon Moth members a*. Additional temporary and petmanerd bradng ■.Y MiTek' is ahvaye required for stability and to prevent waapse whh posable personal Inpuyatg property damage. Forgeneralguidasceregardingthe Mutation. Mange. delivery, erection and bradng survives and truss systems, sea ANSMI1 Quality Chiral DSS89 and SCSI Building Component SafetylNormatlen available hem Truss Plate InstMe. 218 H Lee Street, Sude 312,A aasudda, VA 22314. 6904 Parke East Saw. Tampa FL 36610 Job Truss Truss Type Oty PIy ASHTON T15400893 J36905J36905A A09G Hip Ginter 1 1 Job Reference (optional) -East Coast -Truss. trPierce; FL 946 8.220 s Oct 6 2MMTek Industries, Inc. Tue Oct 23 13:04:32 2018 Page t ID:d8LbmHSzW.,BCs5m9E7cazyRrlr-NK61ugV FRANJsg26VMU9VnLZSdmjc9AUphtNyOWtD NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 86 Ib down and 83 Ib up at 7-0-0, 86 It, down and 83 to up at 940-12, 86 lb down and 83Ib up at 11-0-12. 86 It, down and 83 Ito up at 13.0-12, 86 Ib down and 83 In up at 15-0-12, 86 lb down and 83 It, up at 17-0-12, 10616 down and 108 lb up at 19-D-12, 106 Ib down and 1081b up at 21-0.12, 10616 down and 108 Ib up at 22-11-4, 106 Ib down and 108 lb up at 24-114, 86 It, down and 83 Ib up at 26-114. 861b down and 83 Ib up at 28-114, 861b down and 83Ib up at 30-114, 86 Ib down and 83 In up at 32-114, and 86 Ib down and 83 to up at 34-114, and 268 Ib down and 208 Ib up at 37-0-0 on top chord, and 142 Its down and 1241b up at 7-0-0, 56Ib down and 49 Ito up at 9-0-12, 56 Ib dawn and 49 Its up at 11-D-12, 56Ib down and 49 Ib up at 13-0-12, 56Ib tlown and 491b up at 15-0-12, 56Ib dawn and 491b up at 17-0-12, 1471b down and 2401b up at 140-12, 1471b down and 2401b up at 21-0-12, 1471b down and 24O Ib up at 22-114, 1471b down and 2401b up al 24-114, 56Ib down and 491b up at 26114, 56Ib down and 4916 up at 28-114, 561b dawn and 49 Ib up at 30-114, 56Ib down and 49 Ib up at 32-114, and 56I11, down and 49 lb up at 34-114, and 1421b down and 12416 up at 36-114 on bottom chord. The design/selection of such Connection devices) is the responsibility clothiers. 10) Warning: Additional permanent and stability bracing for truss system (not part o1 this Component design) is always required. 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 (ph) Vert: 14=54, 4-11=-54, 11-14-54, 2629=20 Concentrated Loads (lb) Vert: 4=28(F) 7=29(1`) 11=69(F) 24=86(F) 16=86(F) 32=28(F) 33=28(F) 34=28(F) 36=28(F) 37=28(F) 38=29(F) 39=29(F) 40=29(F) 41=28(F) 42=28(F) 44=28(F) 45=28(F) 46=28(F) 47=35(F) 48=35(F) 49=35(F) Si 51=35(F) 52=147(F) 53=147(F) 54=147(F) 55=147(F) 56=35(F) 57=35(F) 58=35(F) 59=35(F) 60=35(F) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=57, 24=25, 4-35=49, 3542=33, 1142=25, 11-13=36, 13-14=24, 21-26=12, 19-21=32(F=44), 19-29=-12 Horz: 1-2=66, 24=-34, 11-13=44. 13-14=33 Concentrated Loads (lb) Vert: 4=26(F) 7=62(F) 11=17(F) 24=68(F) 16=68(F) 32=37(F) 33=37(F) 34=34(F) 36=21(F) 37=21(F) 38=62(F) 39=62(F) 40=62(F) 41=21(F) 42=16(F) 44=13(F) 45=13(F) 46=13(F) 47=27(F) 48=27(F) 49=27(F) 50=27(F) 51=27(F) 52=232(F) Si 54=232(F) 55=232(F) 56=27(F) 57=27(F) 58=27(F) 59=27(F)60=27(F) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plp Vert: 1-2=24, 24=36, 4-36=25. 3643=33, 1143=49. 11-13=25. 13A067, 21-26=12, 19-21=32(F=44), 19-29=-12 Horz: 1-2=33, 24=44, 11-13=34, 13-14=66 Concentrated Loads (Ib) Vert: 4=18(F) 7=62(F) 11-35124=68(F) 16=68(F) 32=13(F) 33=13(F) 34=13(F) 36=16(F) 37=21(F) 38=62(F) 39=62(F) 40=62(F) 41=21(F) 42=21(F) 44=34(F)45=-37(F)46=-37(F)47=27(F)48=27(F)49=27(F)50=27(F)51=27(F)52=232(F)53=232(F)54=232(F)55=232(F)56=27(F)57=27(F)58=27(F) 59=27(F)60=27(F) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Inaease=1.60 Uniform Loads (pit) Vert: 1-2-17. 24-29.4-11=16, 11-13=7, 13-14=19, 21-26=20, 19-21=24(F=44), 19-29=20 Horz: 1-2=3; 24=15, 11-13=21. 13-14-33 Concentrated Loads (Ib) Vert: 4=29(F)7=108(F)11=62(F)24=87(F)16=87(F)32=23(F)33=23(F)34=23(F)36=23(F)37=23(F)38=108(F)39=108(F)40=108(F)41=23(F)42=23(F) 44=23(F) 45=23(F) 46=23(F) 47=35(F) 48=35(F) 49=35(F) 50=35(F) 51=35(F) 52=240(F) 53=240(F) 54=240(F) 55=240(F) 56=35(F) 57=35(F) 58=35(F) 59=35(F) 60=35(F) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=19, 24=7, 4-11=16, 11-13=29, 13-14=17. 21-26=20, 19-21=24(F-04). 19-29=20 Horz: 1-2-33, 24=21, 11-13=15, 13-14�3 Concentrated Loads (Ib) Vert: 4=12(F) 7=108(F) 11 =104(F) 24=87(F) 16=67(F) 32=23(F) 33=23(F) 34=23(F) 36=23(F) 37=23(F) 38=108(F) 39=108(F)40=108(F)41=23(F)42=23(F)44=23(F)45=23(F)46=23(F)47=35(F)48=35(F)49=35(F)50=35(F)51=35(F) 52=240(F)53=240(F)54=240(F)55=240(F)56=35(F)57=35(F) 51 59=35(F)60=35(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) list Parallel: Lumber Inaeaee=1.60, Plate Inaease=1.60 Uniform Loads (pit) Vert: 1-2=84, 24=52, 4-11=52, 11-13=52, 13-14=84. 21-26-12, 19-21=32(F=44), 19-29-12 Hoa: 1-2=-93, 24=61, 11-13=61, 13-14=93 Concentrated Loads (lb) Vert: 4=40(17) 7=43(F) 11=70(F) 24=68(F) 16=68(F) 32=40(F) 33=40(F) 34�40(F) 36=40(F) 37=40(F) 38=43(F) 39=43(F) 40=43(F) 41=40(F) 42=40(F) 44=-40(F) 45=40(F) 46=40(F) 47=27(F) 48=27(F) 49=27(F) 50=27(F) 51=27(F) 52=232(F)53=232(F)54=232(F)55=232(F)56=27(F)57=27(F)58=27(F)59=27(F)60=27(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Pare11el: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pill Vert: 1-2=51, 24=1 9. 4-11 =1 9. 11-13=19. 13-14=51, 21-26=12, 19-21=32(F=44), 19-29=-12 Horz: 1-2=-60, 24=28, 11-13=28, 13.14=60 Concentrated Loads Old) Vert: 4=7(F) 7=76(F) 11=9(F) 24=68(F) 16=68(F) 32=7(17) 33=7(F) 34=7(F) 36=7(F) 37=7(F) 38=76(F) 39=76(F) 40=76(F) 41=7(F) 42=7(F) 44=7(F) 45=7(F) 46=7(F) 47=27(F) 48=27(F) 49=27(F) 50=27(F) 51=27(F) 52=232(F) 53=232(F)54=232(F)55=232(F)56=27(F)57=27(F)58=27(F)59=27(F)60=27(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pip Vert: 1-2=4, 24=16, 4-11=16, 11-13=16, 13-14=-4, 21-26-20, 19-21=24(F=44), 19-29=20 Horz: 1-2-10. 24=2, 11-13=2, 13-14=10 -Antjmj,d on pp, a ®WARMND- VairydWgnparamefersaMRFADNOTESONTMSANOWCLOOEDMr KBEFENENCEPAGE6111-7473..=4,03/I015BEFON USE *R Design valid foruse only wl0 MReM mnnedors. Tbb design is based arli parameters shown, antl is tm an adi4dual building component, not BBB atmss system. Before use, We building destgnermustwrdy Oeappgmbiliryufdeagn parameters and properly lncoRorste this design Ntolheoverall ■•Y■ bugdingdesigo. BmangindimtedistoprevembuWngoflndWualWsswebu&aroboNmembersonly. Additional temporary and permanent broi MiTek- IsaMayeregWmdrorstabgiya toprevemmlapwwphposaibl=personalbjury pmp rlydamage. Forgeneraiguidancereoudmgthe fabsicatbn, storage. delivery. erection and badng ofbusses andmsa sinuous. see ANSMI1 OuaMy Criteria, DSB$9 and SCSI Sandbag Component 69U5 Padte East Byb Safetybeomation awitable ham Tmzs P ale Institute. 218 K Lee Street, Suite 31ZA1euandra. VA22314. Tampa, R 38610 Job Truss mss Type Oty PN ASHTON T15400893 J35905J36905A A09G Hip Ginter 1 1 Job Reference (optional) --- - 8.220 s Oc( 6 2018 MITek Industdes, Inc Tue Oa 13: 2304:32 2018 Page 3 ID:dBLbmHSZWxBCs5m9E7c8zyRrl r-NK61ucjV FRANJsg26VMU9VnLZSdmjc9AUphtfNyOWtD LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=23(F) 7=1 08(F) 11 =89(F) 24=87(F) 16=87(F) 32=23(F) 33=23(F) 34=23(F) 36=23(F) 37=23(F) 38=108(F) 39=1 08(F) 40=108(F) 41=23(F) 42=23(F) 44=23(F)45=23(F)46=23(F)47=35(F)48=35(F)49=35(F)50=35(F)51=35(F)52=240(F)53=240(F)54=240(F)55=240(F)56=35(F)57=35(F)58=35(F)59=35(F) 60=35(F) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-4, 24=16, 4-11=16, 11-13=16, 13-14=4, 21-26=20, 19-21=24(F=44), 19.29=20 Herz: 1-2-10, 24=2, 11-13=2, 13-14=10 Concentrated Loads (lb) Vert: 4=23(F)7=108(F)11=89(F)24=87(F)16=87(F)32=23(F)33=23(F)34=23(F)36=23(F)37=23(F)38=108(F)39=108(F)40=108(F)41=23(F)42=23(F) 44=23(F)45=23(F)46=23(F)47=35(F)48=35(F)49=35(F)50=35(F)51=35(F)52=240(F)53=240(F)54=240(F)55=240(F)56=35(F)57=35(F)58=35(F)59=35(F) 60=35(F) 13) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl Left): Lumber Increase=1.60, Plate Inaease=1.60 Undonn Loads (pit) - Vert: 1-2=-46, 2.4=-55, 4.11=45, 11-13=28, 13-14-19, 21-26=20, 19-21 =1 3(F=33), 19-29-20 Harz: 1-2=2, 2-4=11, 11-13=16, 13-14=25 Concentrated Loads (Ib) Vert:4=67(F)7=81(F) 11=156(F)24=87(F) 16=87(F)32=63(F)33=63(F)34=63(F)36=63(F)37=63(F)38=81(F)39=81(F)40=81(F)41=63(F)42=63(F)44=63(F) 45=63(F)46=63(F)47=35(F)48=35(F)49=35(F)50=35(F)51=35(F)52=131(F)53=131(F)64=131(F)55=131(F)56=35(F)57=35(F)58=35(F)59=35(F)60=35(F) 14) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. III Right): Lumber Increase=1.50, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=19, 24=28, 4-11=45, 11-13=55, 13-14=46, 21-26=20, 19-21=13(F=33), 19-29=20 Holz: 1-2=25, 24=16, 11-13=11, 13-14=2 Concentrated Loads (lb) Vert: 4=55(F)7=81(F) 11=188(F) 24=87(F) 16=87(F) 32=63(F) 33=63(F) 34=63(F)36=63(F) 37=63(F) 38=81 (F) 39=81(F) 40=81 (F) 41=63(F) 42=63(F) 44=63(F) 45=63(F) 46=63(F) 47=35(F) 48=35(F) 49=35(F) 50=35(F) 51=35(F) 52=131 (F) 53=1 31(F) 54=131(F) 55=131 (F) 56=35(F) 57=35(F) 58=35(F) 59=35(F) 60=35(F) 15) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Intl 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 ' Undone Loads (pit) Vert: 1-2=37, 24=45, 4-11=45, 11-13=45, 13-14=37, 21-26=20, 19-21=13(F=33), 19-29=20 Herz: 1-2=-7, 24=1, 11-13=1, 13-14=7 Concentrated Loads (Ib) Vert: 4=63(F) 7=81(F) 11=177(F) 24=87(F) 16=87(F) 32=63(F) 33=63(F) 34=63(F) 35=63(F) 37=63(F) 38=81(F) 39=81(F) 40=81(F) 41=63(F) 42=63(F) 44=63(F) 45=63(F)46=63(F)47=35(F)48=35(F)49=35(F)50=35(F)51=35(F)52=131(F)53=131(F)54=131(F)55=131(F)56=35(F)57=35(F)58=35(F)59=35(F)60=35(F) 16) Dead +0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Intl Znd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (till) Vert: 1-2=37, 24=-45, 4-11=45, 11-13=45, 13-14=37, 21-26=20, 19-21=13(F=33), 19-29=20 Harz: 1-2=7, 24=1, 11-13=1, 13-14=7 Concentrated Loads (lb) Vert: 4=63(F) 7=81(F) 11=177(F) 24=87(F) 16=87(F) 32=63(F) 33=63(F) 34=63(F) 36=63(F) 37=63(F) 38=81(F) 39=81(F) 40=81(F) 41=63(F) 42=63(F) 44=63(F) 45=63(F) 46=63(F) 47=35(F) 48=35(F) 49=35(F) 50=35(F) 51=35(F) 52=131(F) 53=131(F) 54=131(F) 55=131(F) 56=35(F) 57=35(F) 58=35(F) 59=35(F) 60=35(F) 28) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-257, 24=25, 4-35=49, 3542=33, 1142=25. 11-13=36. 13-14=24, 21-26=12, 19-21=32(1`=44), 19-29=12 Harz: 1-2=36, 24=-34, 11-13=44. 13-14=33 Concentrated Loads Qld) Vert: 4=72(F) 7=87(F) 11=215(F) 24=142(F) 16=142(F) 32=83(F) 33=83(F) 34=80(F) 36=-67(F) 37=67(F) 38=87(F) 39=87(F) 40=87(F) 41-=-67(F) 42=62(F) 44=59(F) 45=59(F) 46=59(1`) 47=56(F) 48=56(F) 49=56(F) 50=56(F) 51=56(F) 52=1 O(F) 53=10(F) 54=10(F) 55=10(F) 56=56(F) 57=56(F) 58=56(F) 59=56(F) 60=-56(F) 29) Reversal: Dead +0.6 MVJFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (ph) Vert: 1-2=24, 24=36, 4-36=25, 3643=33, 1143=49, 11-13=25, 13-14=57, 21-26=12, 19-21=32(F=44), 19-29=12 Harz: 1-2=33, 24=44, 11-13=34, 13-14=66 Concentrated Loads (lb) Vert: 4=64(F) 7=87(F) 11=233(F) 24=142(F) 16=142(1`) 32=59(F) 33=59(F) 34=59(F) 36=62(F) 37=67(F) 38=87(F) 39=87(F) 40=87(F) 41=-67(F) 42=67(F) 44=80(F) 45=-83(F) 46=83(F) 47=56(F) 48=-56(F) 49=56(F) 5G-56(F) 51=56(F) 52=10(F) 53=10(F) 64=1 O(F) 55=10(F) 56=56(F157=-56(F) 58=56(F) 59=56(F) 60=56(F) 30) Reversal: Dead +0.6 MWFRS Wnd (Neg. Internal) Left: Lumber Increase=1.60, Plate Inaease=1.60 Uniform Loads (pit) Vert: 1-2=17, 24-29.4-11=16, 11.13=7, 13-14=19, 21-26=20, 19-21=24(F=44), 19-29=20 Harz: 1-2=3, 24=15, 11-13=21, 13-14=33 Concentrated Loads (lb) Vert: 4=17(F) 7=38(F) 11=136(F) 24=122(F) 16=122(F) 32=23(F) 33=23(F) 34=23(F) 36=-23(F) 37=23(F) 38=38(F) 39=38(F) 40=38(F) 41=23(F) 42=23(F) 44=23(F) 45=23(F) 46=23(F) 47=48(F) 48=46(F) 49=48(F) 50=48(F) 51=48(F) 52=18(F) 53=18(F) 54=18(F) 55=18(F) 56=48(F) 57=48(F) 58=48(F) 59=48(F) 60=48(F) 31) Reversal: Dead +0.6 MWFRS Wmd (Neg. Internal) Right Lumber Increase=1.60, Plate Increase=1.60 Uni(orn Loads (pit) Vert: 1-2=19, 24=7, 4-11=16. 11-13-29, 13-14=17, 21-26=20, 19-21=24(F=44), 19-29=20 Ham: 1-2-33. 24-21. 11-13=15, 13-14=3 Concentrated Loads (lb) Vert: 4=34(F) 7=38(F) 11=94(F) 24=-122(F) 16=122(F132=23(F) 33=23(F) 34=23(F) 36=23(F) 37=23(F) 38=-38(17) 39=38(F) 40=38(F) 41=23(F) 42=23(F) 44=23(F) 45=23(F) 46=23(F) 47=48(F) 48=48(F) 49=-48(F) 50=48(F) 51=-48(F) 52=18(F) 53=18(F) 54=18(F) 55=18(F) 56=-48(F) 57=48(F) 58=-48(F) 59=48(F) 60--48(F) 32) Reversal: Dead +0.6 MVJFRS Wnd (Pos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 WARNING - Verdydssignperemefensand READNOTES ONTNISANDINUMDED 89rEKRE7ERENCEPAGEAeA7W3.. fMMMI5 BEFORE WE Design valid for use onywith MreMconnegors. This desgn is based only upon parameters shown, and Is Wan Individual building compeneal, not ��- a musssystem. Before use, the building designer must very Me applicability of design parameters and properly ineorporala this design Me the overall 7 buildingdesign. among Indicated late prevent booming oflnchridual tmas web andbrchord members only. Addhimal temporary and permanent bidding MOW is sheave r ,ul far stabgdy ant to proven mlap. wM posed¢ personal olmyand property damage. For general guldarra regarding the fabrication. garage. delivery, ereclon and bragng oreasses and buss systems, sere ANSBTPI1 Quality Criteria, DSMS and BCS1 Building Component 6904 padre East Shni. safetybdornseon av iahem Tmss PMte Insitme,218h Lees et.Su4e3lZAlmNOa,VA22314. Tampa, FL 36510 ASHTON T15400893 LOAD CASE(S) Standard Uniform Loads (pill Vert: 1-2=84, 24=52, 4-11=52. 11-13=52, 13-14=84. 21-26=12, 19-21=32(F=44), 19-29=12 Hon: 1-2=-93, 24=61, 11-13=61, 13-14=93 Concentrated Loads (Ib) Van: 4=86(F) 7=106(F) 11=268(F) 24=142(F) 16=142(F) 32=86(F) 33=-86(F) 34=86(F) 36=86(F) 37=86(F) 38=106(F) 39=106(F) 40=106(F) 41=86(F) 42=86(F) 44=86(F) 45=56(F) 46=86(F) 47=56(F) 48=56(F) 49=56(F) 50=56(F) 51=56(F) 52=10(F) 53=10(F) 54=10(F) 55=10(F) 56=56(F) 57=56(F) 58=56(1`) 59=56(F) 60=56(F) 33) Reversal: Dead +0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=51, 24=19, 4-11=19, 11.13=19, 13-14=61, 21-26=12, 19.21=32(F=44), 19-29-12 Hon: 1-2=50, 24=28, 11-13=28, 13-14=60 Concentrated Loads (Ib) Vert: 4=54(F) 7=73(F) 11=189(F) 24=142(F)16=142(F) 32=-54(F) 33=64(1`) 34=54(F) 36=-54(F) 37=54(F) 38=73(F) 39=73(F) 40=73(F) 41=54(F) 42=54(1`) 44=54(F) 45=-54(F) 46=54(F) 47=56(F) 48=56(F) 49=56(F) 50=56(F) 51=56(F) 52=10(F) 53=10(F) 54=10(F) 55=10(F) 56=56(F) 57=56(F) 58=56(F) 59=56(F) 60=.56(F) 34) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-4, 24=16, 4-11=16, 11-13=W 13-14=-4, 21-26=20, 19-21=24(F=44), 19-29=20 Hon: 1-2=10, 24=2, 11-13=2, 13-14=10 Concentrated Loads (Ib) Vert: 4=23(F) 7=38(F) 11=109(F) 24=122(F) 16=122(F) 32=23(F) 33=23(F) 34=23(F) 36= 23(F) 37=23(F) 38=38(F) 39==38(F) 40=38(F) 41=23(F) 42=23(F) 44=23(F) 45=23(F) 46=23(F) 47=48(F) 48=48(F) 49=48(F) 50=-48(F) 51=48(F) 52=18(F) 53=18(F) 54=1 B(F) 55=18(F) 56=-48(F) 57=48(F) 58=48(1`) 59=48(F) 60=48(F) 35) Reversal: Dead +0.6 MWFRS Wild (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=4, 24=16, 4-11=16, 11-13=16, 13-14=4, 21-2118-21=24(F=44), 19-29=20 Hon: 1-2=10, 24=2, 11-13=2, 13-14=10 Concentrated Loads (Ib) Vert: 4=23(F) 7=38(F) 11=l09(F) 24=122(F) 16=122(F) 32=23(1`) 33=23(F) 34=23(F) 36=-23(F) 37=-23(F) 38=38(F) 39=-38(F) 40=38(F) 41=23(F) 42=23(F) 44=23(F) 45=-23(F) 46=23(F) 47=48(F) 48=48(F) 49=48(F) 50=-4B(F) 51=48(1`) 52=18(F) 53=18(F) 54=18(F) 55=18(F) 56=48(F) 57=48(F) 58=48(F) 59=48(F) 60=48(F) 36) Reversal: Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Inl) Left): Lumber In=ase=1.60, Plate Increase=1.60 Uniform Loads (p#) Vert: 1-2=46, 24=55, 4-11=45, 11-13=28, 1&14=19, 21-26=20, 19-21=13(F=33), 19-29=20 Hon: 1-2=2, 24=11, 11-13=16, 13-14=25 Concentrated Loads (Ib) Vert: 4=7(F) 7=36(F) 11=-34(F) 24=56(F) 16=56(F) 32=12(F) 33=12(F) 34=12(F) 36=12(F) 37=12(F) 38=36(F) 39=-36(F) 40=36(F) 41=12(F) 42-12(F) 44=12(F) 45=12(F) 46=12(F) 47=21(F) 48=21(F) 49=21(F) 50=21(F) 51=21(17) 52=-45(F) 53=45(F) 54=45(F) 55=-45(F) 56=21(F) 57=-21(F) 58=21(F) 59=21(F) 60=21(F) 37) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Inaease=1.60 Uniform Loads (pit) Vert: 1-2=19, 24=-28, 4-11=45, 11-13=55, 13-14=46, 21-26=20, 19-21=13(F=33), 19-29=20 Hon: 1-2=25, 24=16, 11-13=11, 13.14=2 Conoenrated Loads (Ib) Vert: 4=20(F) 7=36(F) 11=3(F) 24=56(F)16=56(F) 32=12(F) 33=12(1`) 34=12(F) 36=12(F) 37=12(F) 38=-36(F) 39=-36(F) 40=36(F) 41=12(F) 42=12(F) 44=12(F) 45=12(F) 46=12(F) 47=21(F) 48=21(F) 49=21(F) 50=21(F) 51=21(F) 52=45(F) 53�45(F) 54=45(F) 55�45(F) 56=21(F) 57=21(F) 58=21(F) 59=21(F) 60=21(F) 38) Reversal: Dead +0.75 Roof Live (bal.) +0.75(0.6 MVJFRS Wind (Neg. Intl 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Unifoml Loads (piq Vert: 1-2-37, 24=-45, 4-11=-45, 11-13=45, 13-14=37, 21-26=20, 19-21=13(F=33), 19.29=20 Hon: 1-2=7, 24=1, 11-13=1, 13-14=7 Concentrated Loads (lb) Vert: 4=12(F) 7=36(F) 11=14(F) 24=56(F) 16=56(F) 32=12(F) 33=-12(F) 34=12(F) 36=12(F) 37=-12(F) 3B=-36(F) 39=36(F) 40=36(F) 41=12(F) 42=12(F) 44=12(F) 45=12(F) 46=12(F) 47=21(F) 48=-21(F) 49=21(F) 50=21(F) 51=21(F) 52=45(F) 53=45(F) 54=45(F) 55=45(F) 56=21(F) 57=21(F) 58=21(F) 59=21(F) 60=21(F) 39) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wnd (Neg. Intl 2nd Parallel): Lumber IncreasemI.60, Plate Increase=1.60 Uniform Loads (plp Vert: 1-2=37, 24=45, 4-11=45, 11-13=45, 13-14=37, 21-26=20, 19-21=13(F=33), 19-29=-20 Hon: 1-2=7, 24=1, 11-13=1, 13-14=7 Concentrated Loads (Ib) Vert: 4=12(F) 7=36(F) 11=14(F) 24=56(F) 16=56(F) 32=12(F) 33=12(F) 34=12(F) 36=12(F) 37=12(F) 38=36(F) 39=36(F) 40=36(F) 41=12(F) 42=12(F) 44=12(F) 45=12(1`) 46=12(F) 47=21(F) 48=21(F) 49=21(F) 50=21(F) 51=21(F) 52=-45(F) 53=-45(F) 54=-45(F) 55=45(F) 56=21(F) 57=21(F) 58=21(F) 59=21(F) 60=21(F) AWARNING -Verdydealpnpenmer. odiREAD MOMS ON THIS AM INCLUDED )KITEKIIERERIENCEPAGENTY-70J.. IMMO15 BEF'ORE WE Design wild for use only with MreeZoonnedors. This thus gn is based only upon parameters shown, cow is for an individual building component not a buts system. Before use, the building designer must verify Me applicability of design parameters and properlyincoryom ethis design Rothe overall buJdingdeslgn. Bracing indented late preventMlltre bucg ofindividualss web lumber chord members any. Mcloonal temporary and permanent bmdrg Met(is always required far stably and to prevent collapse with pension, personal Ijer l property damage. Far general guidanceregaNlg the fabd Uen,storage.deWey,erotlmmdbmdgeftmneswdwzssystems,see ANSIRPIll Quality CAteda,DSO-89 and SCSI Bu0ding Component 6904 pahe East SafetyBdoreatlon avnlable Dom Tmss PineInMN 8.218N.Leeabeet.5fte31;A1euMda.VA22314. Tampa.F 36610 Job Truss Tmss Type OH PH ASHTON TI M00894 J36905436905A A10 Hip - 7 7 Job Reference (optional) - - -East Coast-Truss,PL-Pierce,. Fl, M4 54i-1d 10.84 � 5614 5-2-2 5.w 12 J7, d 8.220 s Da 6 2018 3x8 = Sae - 2x4 II 44 = 5X5 = Inc. Tue Oct 2313:04:33 Zola Scale=1:74.2 18 17 16 1s 14 13 12 11 34 = 214 II 3X4 = 44 = 3�B = 2x4 II 5X6 VJB = 3x8 = 2x4 II 3x6 _ 54i14 168-0 18-0.9 25J-] ( k -0 43A2 I 5A5-14 Plate Offsets (X,Y)- f1:0-0-0.0-031. f30-5.12.0-2-BI. 15:0-3-0.Edoel LOADING (psf) SPACING- 2-0.0 Cat. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 VerULL) -0.39 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.7514-15 >703 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.82 HOR(CT) 0.21 9 nits n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.58 14.15 >907 240 Weight: 222111 FT=0% j UMBER - TOP CHORD 20 SP No.2'Except' 3-5 2x4 SP 285OF 1.8E, 5-7: 20 SP No.t BOTCHORD 2x4 SP No.1'Except* 13-16:2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/s'2e) 1=1615/0-".9=1689/0-8-0 Max Horz 1-180(LC 6) Max Uplift 1=874(LC 8), 9=991(LC 8) BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1Raw at midpt 6-15,6-12 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 25D(I1b) or less except when shaven. TOP CHORD 1-2=3475/1889, 23=3137/1753, 3-4=3761/2176, 4-6=3761/2176, 6-7=2923/1706, 7-8=3193/1776, 8-9=3671/1971 BOTCHORD 1-18=1598/3145, 17-18-1598/3145, 15-17-1347/2857, 14-15-1855/3779, 12-14-1855/3779, 11-12-16B7/3343, 9-11=168113343 WEBS 2-17=-376/278, 3-17=53/373, 3-15=590/1174, 4-15=419/399, 6-14=0/292, 6-12=1123/568, 7-12=380/892, 8-12-5301340 NOTES- 1) Unbalanced mof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst, BCDL=6.Opsf, h=l St B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C: End., GCpi=0.18; MWFRS (directional); 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 five load nonconcu ent with any other live bads. 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 874 lb uplift at joint 1 and 991 lb uplift at joint 9. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart SSU 6904 Parke East Blvd. Tampa FL 33810 Data: October 23,2018 WARNING. Verilydeeignpammeters andREIIO NOMS ON r ANOINCLUDEDMNEKREFERENCEPAGEI 7a3 rw. 1W 3,2015BEFORE USE. --■�' Design valid ror use any with MRekebcunneelm. This design is based only uponpammetem shown, and is form indiNdual building component, not a "as system. Beams use, the building designer must wally 0e appl eaflardy of dedgn parameters and propeM incorporate this design into the overall ■�j.`■rj bugdingdeslgn. among indicated lsto promet budding oflndiddual truss web anNorchord members only. Additional temporary and permanent bmdng M!Tek' is always required for stability and to prevent meapse with possible personal Injury and property damage. Forgeneral gWdanae rogardmg tha hbrka ad storage, degvery, are Won aM emdng of uusses are truss systems. see ANSUiPll Duality Cdreda, DSBJW and BOsl Building Component 8994 Pape EastBNd. Safetylnformation avarablet1Gm Truss PIMe Ins ..218KLeaS .LSuke312,Ak Nda,VA2=14. Temp.M 35510 Sx5 = 5.00 12 Type City PN ASHTON 1 1 Job Refe(optionall 8.220 s OC 6 2018 MITek Industries, li ID:d8Lbw HSzWxBCs5m9E7c8zyRrlr.JiE3JIlmn2Q5Y9_C _ 21-8-0 I 2&2-0 3dA-0 1 38 66f1 64i-0 85-0 4 scot = 3xd = 34 _ 3x4 = Sx5 T15400895 Scale =174.2 17 16 15 14 13 12 3x6 = 31 31 M18SHS = 3x4 = 3x4 = 3x8 M18SHS = 3x8 3xS = 6-6-o nd.o 2641-0 'l4a11 q 84d-0 I Bgf-0 I 84i-0 I I 841-0 9-0-0 Elate Offsets(XYl— 11,Oh00-0-71 LOADING (psq SPACING- 2-0-0 CSL DEFL. in goc) Well L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.75 Vert(LL) -0.51 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -1.01 14-15 >519 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WB 0.48 Hom(CT) 0.24 10 n/a We BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wlnd(LL) 0.77 14-15 >682 240 Weight: 209 lb FT=0% J-UMBER• BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-17,7-12 REACTIONS. (lb/size) 1=1615104-0, 10=168910-8-0 Max Horz 1=151(LC6) Max Uplift 1=874(LC 8), 10=991(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-2=-3482/1949, 2-3=3272/1793, 34=3031/1724, 45=4456/2483, 5-7=-4478/2492, 7-8=-3116/1760, 8-9=3379/1834, 9-10=3667/2031 BOT CHORD 1-17=1655/3150, 15-17=-2164/4252, 14-15=2396/4661, 12-14=2181/4291, 10-12=174313360 WEBS 3.17=4110/951, 4-17=1495/838, 4-15=79/460, 515=324/255, 5-14=297/243, 7-14=-65/433,7-12=1446/816,8.12=-434/1008,9-12=-340/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 8=450; L=24ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 psf bottom chord live load nunconeument 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 874 Ib uplift at joint i and 991 Ib uplift at joint 10. 9) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68192 MTek USA, Inc. FL Cen 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING- VaNfy Cesrgnparsmefers read O NOTES ON nU3ANG1NCLU0m AmEKREFERENCEPAGEWr-]A] rev. 1NlsofiBEFORE USE Desgnv dinfuse "evrb MReM connectors. Tins design b based cony upon parameters ardent, and Is for an eginaval trading mmpanent. eat a buss system. Before use, We buading designer must verify Me appLYabili y of design parameters and propedy lncoNorzte Nis design laud Me ovens buadvg assign. Bracing Indicatetl sets preverd bucking ofind'Mdual Wssweb aMlm MON members only. AIditonaitemponry and permanein bnWg MiTeK is ataays required for subaity and to prevent maapae with possible peranwl Nlary and property damage. For general guideaw regaadmg Ne fabdratbn.storage, centers, ereeion and bracing oftusses and Was systems. see ANSI Pll Guagty entrants, DSB4t9 and Bwl Budding component Safety Ifdmmatlon available Man Truss Plane Institute, 219 N. Lee Street. suds M2, Alexandria, VA 22314. 6904 Pares Fast BW. Tamp. FL 36810 J36905-J36905A IA12G IHip Girder I1 1 I T15400896 35-14 5-0 8320 Scale =1:741 3x4 = 5.00 FIT Sale — 2x4 1 34 = 2x4 II 3x4 = Sall= 3x4 = 3xd = 3x4 = 3 32 33 34 4 35 5 36 6. 37 7 8 38 39 9 40 10 41 1142 43 44 12 3xd G In, so 3xd C 2 13 ES�� > r1 t 14 151¢ m to aeZ 25 24 45 23 46 47 22 494e 50 21 51 52 20 53 54 79 55 18 56 57 17 16 3x6 = 2x4 II 3x4 = 3x4 = 6x12 = sod = Sad = 6x10 = 3x4 = 9x4 — 2x4 II ax6 = LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (too) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ved(LL) 0.17 20-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Ven(CT) -0.09 20-21 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 HOrz(CT) 0.03 14 n/a me BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight: 233 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 4.11-8 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid Ceiling directly applied or 5-10-13 no bracing. WEBS 2x4 SP No.3'6rcepV 5-22,10-19: 2x6 SP No.2 REACTIONS. All bearings 0-8-O except (t=length)1=0-". (Ib) - Max Horz 1=121(LC 23) Max Uplift All uplift 100 Us or less at joints) except 1=-457(LC 8), 22=3342(LC 6), 19=3031(LC 8). 14=570(LC 8) Max Gmv All reactions 250 lb or less at joinl(s) except 1=595(LC 1), 22=2696(LC 17). 19=2787(LC 18), 14=692(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1117/906, 2-3=905/870, 4-5=1272/1155, 5-6=1285/1166, 6-6-343f792, 8-9=379/900, 9-10=1233/1218, 10-11=-1233/1218,11-12-28210, 12-13=967/875, 13-14=1234/922 BOT CHORD 1-25=7181994, 24-25=718/994, 23-24=64.5/838, 22-23=240/518, 21-22-2671283. 20-21=-817/505, 19-20=303I134, 18-19=337/646, 17-18=667/896, 16-17-737/1110, 14-16=737/1110 WEBS 2-24=-348/250, 3-24=638/605, 3-23=-834/907, 4-23=1041/967, 4-22-1478/1589, 6-22=1351/1839, 6-21=1368/926, 8-21=287/331, 9.20=1301/914, 9-19=1411/1866, 11-19=1574/1457, 11-18=839/967, 12-18=1037/1203, 12-17=-697/647, 13-17=385/223 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vutt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nnncancument with any other rive 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 rd between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 457 Ill uplift at joint 1, 3342 lb uplift at joint 22, 3031 lb uplift at joint 19 and 570lb uplift at joint 14. 8) Load easels) 4, 5, 6, 7, 8, 9, 10, 11, 13. 14, 15, 16, 21, 22, 23, 24, 25. 26, 27, 28, 29, 30, 31, 32 has/have been modified. Building Joaquin Velez PE No.68182 designer must review loads to verify that they are correct for the intended use of this truss. MTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 23.201 S A wARN1NG- Verilydaall Paremeren antl READ NOTES ONTNISANDINCLUDMAIIfE FERENCEPAGEM-7J 3. 14=2015BEFORE USE ��■■e Design vadd forum onlymah MnekOomnsamrs. This design u based oldy uponperemeters shown,and is(man inenddual buddng mmponeM not awls system. Seem uze,the Mabmg designer mustverify the appgcabg4y of dearn parameters and pmpeM inmmorrte Nis design into Me awardsbindingdesign. Bmangindicated is topreventbua9ng of ind'MdualWssweba orMothmembemony. Addigoneltempomryandpemunentbmng TT is always requred tar stabSly and to prevent ooeapsevoln possRie personal h7ur,and pmpeM damage. ForgeneralguldancaregainingtheANSIIfPll Quality Criteria, DSBJI9 and SCSI Budding Component evadabletomTmvPisteIns 0,218N.LeeSIMOLSuke312,Alexandda,VA22014. 04 Parts Fast BMSalaryinformation mpa, FL Y£10 T15400896 NOTES- 9) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 10616 down and 114 IS up at 641-0, 106 lb doom and 108 lb up at 8-8-12, 1061b down and 108 lb up at 10-8-12, 1061b down and 108 lb up at 12-8-12, 1041b down and 101 IS up at 14-8-12, 104 IS dam and 101 lb up at 16-8-12, 104 IS down and 101 Ib up at 18-8-12, 1041b down and 101 lb up at 2041-12, 104 IS down and 101 Ib up at 22-7-4, 104 lb dawn and 101 IS up at 24-7-4, 104 lb dawn and 101 IS up at 26.7-4, 1041b down and 101 lb up at 28-7-4. 154 IS doom and 193 IS up at 30-7-4, 154 lb down and 193 lb up at 32-7d, and 106 lb down and 108 lb up at 34-7-4, and 236 lb down and 350 Ib up at 36-8-0 on lop chord, and 384 Ib down and 548 lb up at 6-8.0, 147 Ib down and 240 IS up at 8-8-12, 147 Ib down and 240 Ib up at 10.8-12, 147 lb down and 2401b up at 12-8-12. 154 lb down and 25511a up at 14-8-12. 154 lb dawn and 255 lb up at 16-8-12, 154 IS down and 255 lb up at 18-8-12, 154 Ib down and 2551b up at 20-8-12. 154 lb down and 255 lb up at 22-74, 154 lb down and 255 lb up at 24-7-4, 1541b down and 255 lb up at 26-7-4. 154 lb down and 255 lb up at 28-74, 85 lb down at 30-74, 051b down at 32-74, and 1471b down and 240 Ito up at 34-74, and 384 I6 dam and 548 lb up at 36-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 (ph) Vert: 1-3=54, 3-12-54. 12-15-54, 2649-20 Concentrated Loads (Ib) Vert: 3=29(B) 7=24(15) 12=139(13) 24=384(13) 6=24(B) 21=154(B) 20-154(B) 9=24(B) 17=384(B) 33=29(B) 34=29(8) 35=29(B) 36=24(B) 37=24(13) 38=24(B) 39=24(B) 40=24(B) 42-115(B) 43=115(B) 44=29(B) 45=147(B) 46=147(8) 47=147(8) 49=154(B) 50=154(13) 51=154(B) 52=154(B) 53=154(B) 54=154(B) 55-68(8) 56-68(8) 57-147(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (ph) Vert: 1-3=25, 3.32=58, 32-36=49, 3641=33, 1241=25, 12-14=36, 14-15=24. 2648=12, 1948=32(F=44), 19-29-12 Horz: 1-3=-34, 12-14=44, 14-15=33 Concentrated Loads (Ib) Vert:3=54(B)7=55(8)12=226(B)24=528(B)6=55(B)21=247(B)20=247(B) 9=55(B) 17=528(B) 33=46(B) 34=46(B) 35=46(B) 36=45(B) 37=55(B) 38=55(B) 39-=55(B)40=55(B)42=150(B)43=152(B)44=70(B)45=232(B)46=232(B)47=232(B)49=247(B)50=247(B)51=247(B)52=247(B)53=247(B)54=247(B) 55=28(B) 56=28(13) 57=232(B) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Inuease=1.60 Uniform Loads (plf) Vert: 1-3=36, 346=25, 3641=33, 1241=49. 12-14=25, 14-15=57, 26-48=12, 1948=32(F=44), 19-29=-12 Horz: 1-3=-44, 12-14=34, 14-15=66 Concentrated Loads (lb) Vert: 3=65(B)7=55(B)12=208(B)24=528(B)6=S5(B)21=247(B)20=247(B)9=55(B)17=528(B)33=70(B)34=70(B)35=70(B)36=61(B)37=55(B)38=55(B) 39=55(B)40=55(B)42=131(B)43=128(6) 44=46(B) 45=232(B) 46=232(B) 47=232(B) 49=247(B) 50=247(B) 51=247(B) 52=247(B) 53=247(B) 54=247(B) 55-28(B) 56=28(B) 57=232(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plp Vert: 1-3-29. 3-12-16, 12-14=7, 14-15=19, 2648=20, 1948=24(F=44), 19-29-20 Harz: 1-3=15, 12-14=21, 14-15=33 Concentrated Loads (lb) Vert: 3=114(B)7=101(B)12=308(B)24=548(B)6=101(B)21=255(B)20=255(B)9=101(B)17=548(B)33=108(B)34=108(B)35=108(B)36=101(B)37=101(B) 38=101(B)39=101(B)40=101(8)42=193(B)43=193(B)44=108(B)45=240(B)46=240(B)47=240(B)49=255(B)50=255(B)51=255(B)52=255(B)53=255(B) 54=255(B) 55=20(B) 56=20(B) 57=240(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Inceease=1.60 Uniform Loads (pip Vert: 1-3=7, 312=16, 12-14=29, 14-15=17, 2648=20, 19-48=24(F=44), 19-29=20 Horz: 1-3=21, 12-14=15, 14-15�3 Concentrated Loads (Ib) Vert: 3=98(B) 7=101(B) 12=350(B) 24=548(B) 6=101 (B) 21=255(B) 20=255(B) 9=1 01(B) 17=548(B) 33=108(B) 34=108(B) 35=108(8)36=101(B)37=101(B)38=101(B)39=101(B)40=101(B)42=193(B)43=193(B)44=108(B)45=240(B)46=240(B) 47=240(B)49=255(B)50=255(B)51=255(B)52=255(B)53=255(B)54=255(B)55=20(13)56-20(B)57=240(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plp Vert: 1-3=52, 3-12=52, 12-14=52, 14-15=84. 2648-12, 1948=32(F=44), 19-29=12 Horz: 1-3=61, 12-14=61. 14-15=93 Concentrated Loads (Ib) Vert: 3=43(B) 7=36(B) 12=173(B) 24=528(B) 6=36(B) 21=247(B) 20=247(B) 9=36(B) 17=528(B) 33=43(B) 34=43(B) 35=43(B)36=36(B)37=36(B)38=36(B)39=36(B)40=36(B)42=125(B)43=125(B)44-03(B)45=232(B)46=232(B) 47=232(B)49=247(B)50=247(B)51=247(3)52=247(B)53=247(B)54=247(B)55=28(B)56=28(B)57=232(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plp Vert: 1-3=19, 3-12=19, 12-14=19, 14-15=51. 2648=12, 1948=32(F=44), 19-29-12 Horz: 1-3=28, 12-14=28, 14-15=60 Concentrated Loads (Ib) Vert 3=76(B) 7=69(B) 12=252(B) 24=528(B) 6=69(B) 21=247(B) 20=247(B) 9=69(B) 17=528(B) 33=76(B) 34=76(B) 35=76(B)36=69(B)37=69(B)38=69(B)39=69(B)40=69(8)42=157(B)43=157(B)44=76(B)45=232(B)46=232(B) 47=232(B) 49=247(B) 50=247(3) 51=247(B) 52=247(B) 53=247(B) 54=247(B) 55=28(B) 56=28(B) 57=232(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1a=16, 312=16, 12-14=16, 14-15=4, 2648=-20,1948=24(F=44). 19-29-20 Horz: 1-3=2, 12-14-2, 14-15=10 A WARNING- VedlydaWgo Parametarsandi NOTES ON THIS AND INCLODEDMIIEKREFERENCE PAGE M6747l rev. 161MG015BEFORE USE R Design valid far use only with MlTel4l,connwors. This design a based only upon parameters shown. and is nor an lndMdual building mmWitard,not �e• a Was system. Before use, the building designer must verify the applicobgiyo/design parameters and properly incorporate this design Into the awash ■ bulldingdesign. Bracing Indicated is to prevent building of indMdual Ouse web arapor chord members any. Additional temporary and permanent bidding MiTek' is always required forstr iliy and 10 prevent collapse with possible personal lojuryand property damage. For general guidance regarding the tabdcatbn, stomga, detivery,aredion and bmdng al Wases and tmss cyslems,see ANSIRPH Quality Criteria. DSMS and SCSI Burning Component 69" park. past BNd, Safety Information avhblehem Tmu%ateln 0.218NLee Sb Sube012.Am Wda,VA22314. Tampa,R 36610 Jab Truss Tmss Type Qty Ply ASHTON T15400896 J36905-J36905A Al2G Hip Girder 1 1 Job Reference fopfonall - --EestGoasl-Trusa�l.- Parrett, -Ft34946 8:220 s Ocl 6 2018 MTek IndusMes, Inc. -Tun Od 23 13:04:36 2018 Page 3 ID:dSLbmHSzWxBCs5m9E7c8zyRrlr-FSMpk mOJfgpnTBpLKQQJLxya3x4fO8mOQf5p8yQNR9 LOAD CASE(S) Standard Concentrated Loads (lb) Vert 3=108(B)7=101(B)12=334(B)24=548(B)6=101(8)21=255(B)20=255(B)9=101IS) 17=548(B)33=108(B)34=108(B)35=108(B)36=101(B)37=101(B) 38=101(B)39=101(B)40=101(B)42=193(8)43=193(B)44=108(B)45=240(B)46=240(B)47=240(B)49=255(B)50=255(B)51=255(B)52=255(B)53=255(B) 54=255(B) 55=20(B) 56=20(B) 57=240(B) 11) Dead +0.6 MWFRS Wlnd (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIt) Vert: 1-3=16, 3-12=16, 12-14=16, 14-15�4, 26-48=-20, 1948=24(F=44), 19-29=20 Horz: 1-3=2, 12-14=2, 14-15=10 Concentrated Loads (Ib) Vert: 3=108(B) 7=1 01 (B) 12=334(B) 24=548(B) 6=1 D1(B)21=255(3)20=255(B)9=101(B)17=548(B)33=108(B)34=108(B)35=108(B)36=101(B)37=101(B) 38=101(B)39=101(B)40=101(B)42=193(B)43=193(B)44=108(B)45=240(B)46=240(B)47=240(B)49=255(B)50=255(B)51=255(B)52=255(B)53=255(B) 54=255(B)55=20(B)56=20(B)57=240(B) 13) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate InCease=1.60 Uniform Loads (pIp Vert: 1-3=55, 3-12=45, 12-14=28, 14-15-19, 26-48-20. 19-48=13(F=33), 19-29=20 Horz: 1-3=11. 12-14=16, 14-15=25 Concentrated Loads (Ib) Vert: 3=86(B)7=75(B)12=218(B)24=281(B)6=75(B)21=181(B)20=181(B)9=75(B)17=281(B)33=81(B)34=81(B)35=81(B)36=75(B)37=75(B)38=75(B) 39=75(B)40=75(B)42=140(B)43=140(B)44=81(B)45=131(B)46=131(B)47=131(B)49=181(B)50=181(B)51=181(B)52=181(B)53=181(B)54=181(B) 55=20(13) 56=20(121) 57=131(B) 14) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Increase=1.60 Unifonn Loads (pll) Vert: 1-3=28, 3-12=45, 12-14=55, 14-15�46, 26-48=20, 19-48=13(F=33), 19-29=20 Horz: 13=16, 12-14=11, 14-15=2 Concentrated Loads (lb) Vert:3=73(B)7=75(B)12=250(B)24=281(B)6=75(B)21=181(B)20=181(B)9=75(8)17=281(B)33=81(B)34=81(B)35=81(B)36=75(8)37=75(8)38=75(B) 39=75(B) 40=75(B) 42=140(B)43=140(B)44=81(B)45=131(B) 46=131(B)47=131(B) 49=181(B) 50=181(B) 51=181(B) 52=181(B) 53-181(B) 54=181(B) 55=20(B) 56=-20(B) 57=131(B) 15) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=140, Plate Increase=1.60 Uniform Loads (pll) Vert:1-3=45, 3.12=45, 12-14=45, 14-15=37, 26-48=20, 1948=13(F=33), 19-29-20 Horz: 1-3=1, 12-14=1, 14-15=7 Concentrated Loads (III) Vert: 3=81(B) 7=75(B) 12=238(B) 24=281(B) 6=75(B) 21=181(B),20=181(B) 9=75(B) 17=281(B) 33=81(B) 34=81(B)35=81(B) 36=75(B)37=75(B) 38=75(B) 39=75(B)40=75(B)42=140(B)43=140(B)44=81(B)45=131(B)46=131(B)47=131(5)49=181(B)50=181(B)51=181(B)52=181(B)53=181(B)54=181(B) 55=20(13) 56=20(B) 57=131(B) 16) Dead+0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Intl 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Unttomm Loads (plf) Vert: 13=45, 8 12=45, 12-14=45, 14-15=-47, 26-48=20, 1948=13(F=33), 19-29=20 Horz: 141=1, 12-14=1, 14-15=7 Concentrated Loads (lb) • Vert: 3=61(B)7=75(B)12=23B(B)24=281(B)6=75(B)21=181(B)20=181(B)9=75(B)17=281(B)33=81(B)34=81(B)35=81(B)36=75(B)37=75(B)38=75(B) 39=75(B)40=75(B)42=140(8)43=140(B)44=81(B)45=131(B)46=131(B)47=131(B)49=181(B)50=181(B)51=181(B)52-181(B)53=181(B)54=181(B) 55=20(B) 56=20(B) 57=131(B) 21) Reversal: Dead +0.6 MWFRS Wmd (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pi) Vert: 13=25, 332=511, 32-36=49, 36-41=33, 12-41=25, 12-14=36, 14-15=24, 2648=12, 19-48=32(F=44), 19-29=12 Horz: 1-3=-34, 12-14=44, 14-15=33 Concentrated Loads (lb) Vert:3=95(13) 7=85(B) 12=214(8) 24=119(13) 6=-85(B) 21=6(B) 20=6(B) 9=85(B) 17=119(13) 33=103(B) 34=103(13) 35=103(13) 36=95(11) 37=85(B) 38=85(B) 39=85(B) 40=85(B) 42=129(B) 43=127(B) 44=79(B) 45=10(B) 46=10(B) 47=10(B) 49=6(B) 50=6(B) 51=6(B) 52=6(B) 53=6(B) 64-6(B) 55=64(B) 56=64(B) 57=10(B) 22) Reversal: Dead +0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=36,3.36=25,36-41=33,12-41=49,12-14=25,14-15=57,26-48=-12,19-48=32(F=44),19-29=-12 Horz: 1-3=-44, 12-14=34, 14-15=66 Concentrated Loads (lb) Vert: 3=84(B) 7=85(B) 12=222(13) 24=119(B) 6=-85(B) 21=6(8) 20=6(B) 9�85(13) 17=119(8) 33=79(13) 34=79(B) 35=79(1!1) 36=79(13) 37�85(11) 38=-85(11) 39=85(13) 40=A5(B) 42=148(B) 43=151(S) 44=103(B) 45=10(B) 46=10(B) 47=10(B) 49=6(B) 50=6(8) 51=6(B) 52=6(B) 53=6(B) 54=6(B) 55=64(B) 56=64(B) 57=10(B) 23) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=140 Uniform Loads (plf) Vert: 1-3=29, 3-12=16, 12-14=7, 14-15=19. 26-48=20,1948=24(F=44), 19-29=20 Horz: 13=15, 12-14=21, 14-15=33 Concentrated Loads (lb) Vert: 3=32(B) 7-36(B) 12=138(B) 24=100(121) 6=36(B) 21=14(B) 20=14(13) 9=36(B) 17=100(13) 33=38(B) 34=38(B) 35=38(13) 36=36(8) 37=36(B) 38=36(B) 39=36(B) 40=36(B) 42-86(B) 43=86(B) 44=38(121) 45=18(B) 46=18(B) 47=18(B)49=14(B)50=14(B)51=14(B)52=14(B)53=14(B)54=14(B)55=56(13)56=56(B)57=18(8) 24) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-3=7, 3-12=16, 12-14=29, 14-15=17, 2648=20,1948=24(F=44), 19-29=20 Horz: 1-3=21, 12-14=15, 14-15=3 AWAFOANG- Vedydesignparameters and READ NDIFS ON rMSAND fNCLWEDd9 KREFERENCE PAGE 48 W3 rev. 100=015BEFORE USE Design vagd for use onlywimh MiTno0ocrmectors. Thus design is based only upon parameters shown, and is form individual building component, not �*eR a bass system. Before use, me building designer must vemy lye apt U1,11iy of design parameters and properly incorporate this design Into the oaraft -.Y■ -1Y� buildingueslgn. Brotngindleated Into prevenibuckling ofmndlWdualimssweb andm Nord members only. Addionaltempo2ryandpermonentbrado, Mffek' isarwaysmgWmd NrstabgiyaMtoprevemcUPMwilyposablepersonal NjMry Wpedydamage. ForgeneralgWdaneeregardingme fabdwtbn,storage, tlelivery, eretllon antl bmdng dfbasstl and buss systemn.see ANSUrPH Duality Orients, DSB-89 and BCS1 Building Component 6904 Poe, East Blyd. Sated nformatfon scrag ehwn Tmss Plate InsN e,218KLee Street.Suhe312,A1eaand4a,VA22314. Tampa FL 36610 Job Truss Truss Type py Py ASHTON T15900896 J36905-J36905A Al2G Hip Girder 1 1 Job Reference D tional 8220 9-Oct 6 20T8 MiTek Industries, Inc Tue Od 23 13:04:36 2018 Page 4 ID:d8LbmHSzV4xBCs5m9E7c8zyRrlr-F5Mpk mOJfgpnT8pLK0OJLxya3x4fO8mO0f5p8y0Wt9 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=49(B) 7=-36(B) 12=119(B) 24=100(13) 6=36(B) 21=14(B) 20=14(B) 9=36(B) 17=100(B) 33=38(B) 34=38(B) 35=38(B) 36=36(B) 37=36(13) 38=36(B) 39=36(B) 40=36(B) 42=-86(B) 43=86(B) 44=38(B) 45=18(B) 46=18(B) 47=18(B) 49=14(B) 50=14(B) 51=14(B) 52=14(B) 53=14(B) 54=14(B) 55=56(13) 56=-56(13) 57=18(B) 25) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-3-52, 3-12=52, 12-14-52, 14-15=84, 2648=12,19-48=32(F=44), 19-29=12 Hors: 1-3=-61, 12-14=61, 14-15=93 Concentrated Loads (lb) Vert: 3=106(13) 7=104(B) 12=-236(B) 24=-119(B) 6-104(B) 21=6(B) 20=6(B) 9=104(B) 17=119(B) 33=106(B) 34=-106(B) 35=-106(B) 36=-104(B) 37=-104(B) 38=104(B) 39-104(B) 40=104(B) 42=154(13) 43=154(B) 44=106(B) 45=10(B) 46=10(B) 47=10(B) 49=6(B) 50=6(B) 51=6(3) 52=6(3) 53=6(B) 54=6(B) 55=64(B) 56=64(B) 57=10(B) 26) Reversal: Dead +0.6 MWFRS Wmtl (Pos. Internal) 2nd Parallel: Lumber Inaease=1.60, Plate Inaease=1.60 Uniform Loads (pit) Vert: 1-3=19, 3-12=19. 12-14=19, 14-15=51, 26-48=12, 1948=32(F=44), 19-29=-12 Horz: 1-3=28, 12-14=28, 14-15=60 Concentrated Loads (Ib) Vert: 3=73(B) 7=71(B) 12=203(B) 24=119(B) 6=71(B) 21=6(B) 20=6(B) 9=71(B) 17=119(B) 33=73(B) 34=73(B) 35=73(B) 36=71(B) 37=71(B) 38=71(13) 39=71(B) 40=71(B) 42=121(8) 43=121(B) 44=73(13) 45=10(B) 46=10(B) 47=10(B) 49=6(B) 50=6(B) 51=6(B) 52=6(S) 53=6(B) 54=6(B) 55=-64(B) 56=64(B) 57=10(B) 27) Reversal: Dead +0.6 MVJFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Inaeaseml.60 Uniform Loads (pIQ Vert: 13=16, 3-12=16, 12-14=16, 14-15=4, 26-48=-20, 19-48=24(F=44), 19-29=20 Horz: 1-3=2, 12-14=2, 14-15=10 Concentrated Loads (lb) Vert: 3=38(B) 7=36(8) 12=128(B) 24=100(13) 6=-36(B) 21=14(B) 20=14(B) 9=36(B) 17=100(13) 33=38(121) 34=38(B) 35=38(B) 36=36(121) 37=-36(B) 38=-36(B) 39=36(B) 40�36(13) 42=86(B) 43=86(B) 44=38(B) 45=18(B) 46=18(B) 47=18(B) 49=14(B) 50=14(B) 51=14(B) 52=14(B) 53=14(B) 54=14(B) 55=56(1!3) 56=56(13) 57=18(B) 28) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert 1-3=16, 3-12=16, 12-14=16, 14-15=4, 26-48=20,1948=24(F=44), 19-29=20 Horz: 1-3=2, 12-14-2, 14-15-10 Concentrated Loads (Ib) Vert: 3=-38(B) 7=36(B) 12=128(12) 24=100(13) 6=36(B) 21=14(B) 20=14(B) 9�36(13) 17=100(B) 33=38(B) 34=38(13) 35=38(B) 36=36(B) 37=36(B) 38=36(B) 39=36(13) 40=36(B) 42=86(B) 43=-86(B) 44=-38(B) 45=18(B) 46=18(B) 47=1 B(B) 49=14(B) 50-14(B) 51=14(B) 52=14(B) 53=14(B) 64=14(B) 55=-56(B) 56=56(B) 57=18(B) 29) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=55, 3-12=-45, 12-14=28, 14-15=19, 26-48-20, 19-48=13(F=33), 19-29=20 Horz: 1-3=11, 12-14=16, 14-15=25 Concentrated Loads (Ib) Vert: 3=31(B) 7=32(13) 12=133(13) 24=224(13) 6=32(B) 21=51(B) 20=51(B) 9=32(B) 17=224(6) 33=36(B) 34�36(1]1) 35=36(B) 36=32(B) 37=32(B) 38=32(B) 39=32(B) 40=32(B) 42=110(B) 43=110(B) 44=36(B) 45=45(B) 46=-45(B) 47=45(B) 49=51(B) 50=51(B) 51=51(B) 52=51(13) 53=51(13) 54=51(B) 55=66(B) 56=�66(B) 57=45(B) 30) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MVIFRS Wind (Neg. Int) Right): Lumber Inaease=1.60, Plate Inaease=1.60 Uniform Loads (pit) Vert: 1-3=28, 3-12=45, 12-14=55, 14-15=46, 26-48=20, 19-48=13(F=33), 19-29=20 Harz: 13=-l6, 12-14=11, 14-15=2 Concentrated Loads (lb) Vert: 3=44(B) 7=32(B) 12=118(B) 24=224(B) 6=32(B) 21=51(B) 20=51(B) 9=32(B) 17=224(B) 33-36(B) 34-36(B) 35=36(13) 36=32(B) 37�32(S) 38=32(B) 39=-32(B) 40=-32(B) 42=11 O(B) 43=11 O(B) 44=-36(B) 45= 45(B) 46=-45(B) 47=45(B) 49=51(B) 50=51(5) 51=51(B) 52=51(S) 53=51(B) 54-51(B) 55=66(B) 56=66(B) 57=-45(B) 31) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6.MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: "=-45, 3-12=45, 12-14=45, 14-15=37, 26-48=20, 19-48=13(F=33), 19-29=20 Horz: 1-3=1, 12-14=1, 14-15=7 Concentrated Loads (Ib) Vert: 3=36(B) 7=32(B) 12=125(B) 24=224(8) 6=32(13) 21�51(B) 20=51(13) 9=32(B) 17=224(1!1) 33=36(B) 34=36(B) 35=36(B) 36=-32(B) 37=32(13) 38-32(B) 39=32(B) 40=32(13) 42=110(B) 43=11 O(B) 44=36(B) 45=45(B) 46=-45(B) 47=45(B) 49=51(3) 50=51(B) 51=51(B) 52=51(B) 53=51(B) 54=51(B) 55=66(13) 56=66(3) 57=-45(B) 32) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wlnd (Neg. Int) 2nd Parallel): Lumber Inaease=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 13�45; 3-12=45, 12-14=45, 14-15=-37, 26-48=20, 19-48=13(F=33), 19-29=20 Horz: 1-3=1, 12-14=1, 14-15=7 Contaminated Loads (Ib) Vert: 3=36(B) 7=32(B) 12=125(B) 24=224(B) 6=32(B) 21=51(B) 20=51(B) 9=32(B) 17=224(B) 33=36(B) 34=36(B) 35=36(B) 36=32(B) 37=32(B) 38=32(13) 39=32(131) 40=32(B) 42=11O(B) 43=110(B) 44=36(13) 45=-45(B) 46=45(B) 47=45(B) 49-51(B) 50-51(B) 51-51(B) 52-51(B) 53-51(B) 54-51(B) 55=66(B) 56=66(B) 57=-45(B) AWARNING-Verily Eesfgnpeamereraand READ NOTES ON DaSAND INCLUDED MNEKREFERENCE PAGE 011IA]47)rw. faDM015 BEFORE USE *R Durango valid for use only with MRekee connectors. We design is based ony upon parameters shown, and is for an Individual building aumpanerd, not wee a Me syatern. Before use, the Wilding designer must vary Us app9cebl4ry of design parameters and property incorporMd this design Into the omml ib •YY■ building design. Bredng lndlaeted is to prevent buckgng of Individual fares web"or choM members only. Acideanal temporary and permanent bradig MiTek' Is sways mgWmd kr dab6ry aM to prevent cegapsa wM passible personal UjW a M pmpeMdamage. For general guidanceregarding the , fabrication,Lane. debvery, eredion and lemming of Wssas andbuse systems, see ANSUTPitawrdy Monte, Dail and BCSI Building Component 6904 Parke East Blvd. Way bdormaUse ava9able ham Tmss Ptak lnsl4Ma, 21a NLee 64ee1, 6u1ea12, AIeraMda, VA 22a14. Tampa R 3661D Job Truss Truss Type Oty Ply ASHTON T15400897 J36905-J36905A BO1 ft00F TRUSS 4 1 Job Reference d lional 1-0 d Scale=1:51.8 ax4 = 3x4 = 3x4 = 4x4 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC2017/rP12014 CSL TC 0.65 BC 0.73 WB 0.39 Malnx-MS DEFL. in (loc) Udell L/d Vert(LL) -0.27 8-10 >999 360 Vert(CT) -0.4710-13 >753 240 Horz(CT) 0.07 6 r✓a n/a Wind(LL) 0.24 8.16 >999 240 PLATES GRIP MT20 244/190 Weight: 1301b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3-0-5 oc puffins. 130T CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Itusize) 2=1170/0-8-0, 6=1170/0-8-0 - Max Ho¢ 2=-258(LC 6) Max Uplift 2=708(LC 8). 6=708(LC 8) FORCES. (Ib) - Max. CompJMax, Ten, -All forces 250 (lb) or less except when shown. TOPCHORD 23=2206/1226,3-0=1965/1131,4-5=1965/1131,5.6=2206/1226 BOT CHORD 2-10=972/2099, 8-10=490/1313, 6-8=972/1998 WEBS 4-8=330/824, 5-8=475/465, 4-10=330/824, 3-10=475/465 NOTES- 1) Unbalanced reef live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=300; eave=oft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 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, with BCDL = IQ.0psL 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 708 lb uplift at joint 2 and 708 to uplift at joint 6. 7) Warning: Additional permanent and stab80y bracing for truss system (not part of this Component design) is always required. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. )$ Joaquin Velez PE 119.68182 MITek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33810 !late: October 23,2018 ®WARsi Vedrydealgn P4ameh ..d READNOri ON TNISAND INCLUDED MREKREFERENCEPAGEWI.7a3 ay. IMI/2013BEFORE USE �* Design valid refuse onlywith MRedeconnedon. This design is based only upon parameters shown, and is far an lndl4dual building composed, not a truss system. Before use, the bending designer must veriythe applirabirM of design paramecia and property incorporate this design into the overall ■.Y■■■ buildingdesigh. Baring indicated is to prevent bucking oflndrAdualtass web andfordloM members only. Additional temporary and permanent badng MOW is always required brstathiy and to prevent cola se, with passible personal MluryanE property damage. For generdi guldenu regarding the Iabdralfon, Mpage.delivery,erawan and batlrg of wssm antl Wssaystems,see ANSVTP11 Quality Cdterla, DS"9 and Best Bugding Component asset Parke Fast Bthl. Safetybdormagan avaMlefrom Tmss Plate InMkOa.218NLea Slaet.SuM1e312,AIe Mda,VA22314. Tampa FL 36610 Job Truss Tmss Type Oty Ply ASHTON T15400898 J36905J36905A B02 Hip 1 1 Job Reference (notional) ras1".. rruss, rr nerce, rL .wuao 8.220 a Oct 6 2018 MTek Industries. Inc. Tue Oct 23 13:0 -37 2018 Pa0e 1 6-2-2 4s8 = 4x4 = Scale =1:52.7 J 12 lu 9 3x4 = 1x4 II 3x4 = 3x4 = 3x3 = 1.4 It 3z4 = LOADING (psQ SPACING- 24}O CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ve1t(LL) -0.13 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.2512-13 499 240 BCLL 0.0 ' Rep Suess Ina YES WB 0.65 HOR(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Wind(LL) 0.19 12 >999 240 Weight: 1481b FT=0% LUMBER- BRACING - 'TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlms. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 2x4 SP No.3 -REACTIONS. (lb/size) 2=1170/0A-0, 7=1170/0." Max Herz 2=214(LC 7) Max Uplift 2=708(LC 8), 7=708(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD 2-3-2317/1233, 3-0=1665/965, 4-5=1480/953, 5-6=1666/965, 6-7=2316/1233 BOT CHORD 2-13=990/2089, 12-13=990/2089, 10-12=573/1479, 9-10=990/2088, 7-9=-990/2088 WEBS 313=0/283, 3-12-715/462, 4-12=135/389, 5-10-1351389, 6­10=715/461, 6-9=0/282 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=6.Opsh h=1511; B-0511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp 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 nonconat ent 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 id between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable o1 withstand Ing 708 Ib uplift at joint 2 and 708 Ib uplift at joint 7. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 AwARMNG.V.hi dufgnparametenandR DHOTE50Nr ANDINCWDEDh KREFERENCEPAGE11f17- 3rev.1d 015BEFOR WE Destgnv dMruseontlr M'7eammn on.TNsdeslgn BbaudoMyuponpamMenebom,aMlsWw WM MbuWtl,g poneN.not I Moo' a truss system. Before use, Co bWGmg desgnermuslvedrythe aMiiabiN/ old.4gn parameters ad propertymig ln,paam ut den a20 do the ow bmldmgduign. BmdngbMimtedistoprevedbuWgotNdMdualWuwbanN OoMmembenonV. AddNonaltemponryandp.mamantan Wg MiTek' is WaysmgiMd MstabUya top MmUpsawMposzi personal NryryaMprepmtydamage. Forgeneralguidanceregarcogme (abnce0on, storega, defrvery,ereOim antl badngofWues and Wusystems,see ANSVIPII Quality Criteria, DS8416 and BCSI Building Component Safety Nformanon available from Truss Plate Institute, 218 N. Lee Steed, Sude 312. AlexaMda, VA 22314. 69N park. Fast SM. Tampa, FL 36610 Job Truss Truss Type pry Ply ASHTON T15400899 J36905J36905A B03 Hip t 1 ob e e ence o tional - �8stCoarst-Tmss-FL-Pierceft2494 -- - - __8220 s Oct 6 2018 MiTek lndusmiie�nc TueOct 23 t304:38 2018 Page l ID:d8LbMHSzWxBCs5m9E7cAzyRrlr-BUTaftGrHwW1 nHCSISuOmOGUteA7L2sk8B10yOW17 I-1-0-0 4 5-9-14 11.0-0 18A-0 23-10.2 1 2941-0 31-" 5.2-2 4A = 4x6 = 4 20 21 5 Sees =1:52.7 I; 16 1. u e 3x4 = 1x4 II 14 = 3x4 = 3x2 = 1x4 II 14 = Plate Offsets MY)- f4:054.0-2-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in ([cc) l/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.13 1D-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.30 10.12 >999 240 - BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Hom(CT) 0.09 7 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.1910-12 >999 240 Weight: 1441b FT=0h LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-9-9 cc bracing. BOTCHORD 2x4 SP No.2 WEBS 1Row at midpt 4-10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1170/04i-0, 7=1170/0.8-0 Max Horz 2=184(LC 7) Max Uplift 2=708(1_C 8), 7=708(LC 8) FORCES. (lb) - Mu. Camp./Max. Ten. -All forces 250(I1c) or less except when shown. TOP CHORD 2-3=2354/1253, 34=-1860/1050, 4-5=1678/1028, 5.6=1860/1050, 6-7=2353/1253 BOT CHORD 2-13=1018/2128, 12-13=1018/2128, 10-12=699/1678, 9-10=-1018/2128, 7-9=1018/2128 WEBS 3-12=-544/364,4-12=-69/423,5-10=69/424,6-10=-544/354 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst. BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); 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 pst 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) 01 truss to bearing plate capable of withstanding 70816 uplift at joint 2 and 708 Ib uplift at joint 7. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE Ne.88192 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 23,2018 AwANMNa-wmyWalanparamar aadaEuINoms ONWISMOINCLUDEDM/IEK ERENCEPAGEA 7C3m 100=15BEFORE USE Dedgn vaed torus¢ oNywM MreAOmmiedors. ibb design b baud Dray upmparameters abown, mx! arm. IMiMdum 6uadmg mmponem, not �■1 awsssystem. Before usa. Ne bugdag den nermustwry Ne a,,bmKVofdeugnparametersand pmpe4,kmorpom1eW3 designhdo Neoveraa buadmgdeslgn. BreWg indicated isto pmvem bu6Bng ofbrMdual bussweb adlor obor members only. AddNonattempmaryandpeimanentmadog MiTek' isaNraysmqumdkrstabeilyaMtoprevemwl2pwwMposzidapersonalbjury pmpenydamage. ForgenerdlgWdancaregard'vgme hbrication,Memoe, derweryemcbon and bmdng ofbusses and Wsa systems,see ANSMI1 Quality Ceterla, DSB4g and SCSI Building Component 69M Parke East BNd. safety Iromtation avaihbie from Tmae %ate InsOMe. 218 N Lee sveet Sude 312, AlamWda, VA 22314. Tampa. FL 3661O Job Truss Truss Type pry Ply ASHTON T75400900 J36905J36905A B04 Hip 7 1 Job Reference (optional) 14 4-9A4 4x8 = 1x4 II 4 19 5 20 418 = 6 42-2 4-9.14 ' 14-0 Scale-1:52.7 1C 11 1V 3x4 = U4 = 5, = 3x4 = U4 = 9.60 i1410-0 I RMi 29A-0 I Plate Offsets (X Y)- 12:0-1-6 0-0-01 14,0.5-0 0-2-0I I6,0-5-40-2-01 18 0-" 0.0-01 111,04-0 0-3-01 LOADING (psQ SPACING- 2-0.0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 10-18 -999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.3610-18 >986 240 BCLL 0.0 ' Rep Stress Incr YES VVB 0.23 Hoa(CT) 0.09 8 Na n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wrid(LL) 0.23 11 >999 240 Weight: 144 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid Ceiling directly applied or 5-74 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ih/size) 2=1170/0-8-0, 8=1170/0-8-0 Max Hoa 2=154(LC 7) Max Uplift 2=708(LC 8). 8=708(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shaven. TOP CHORD 2-3=2352/1317, 34=2039/1110, 45=2184/1295, 5.6=2184/1295, 6-7=2039/1110, 7-8=-2352/1317/ BOT CHORD 2.12=-1086/2152, 11-12=-795/1848, 10-11-79511848, 8-10=1086/2152 WEBS 3-12=372/319, 4-12-34/391, 4-11-264/505, 571=360/340, 6-11=264/505, 6-10=-34/391,7-10=372/319 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fi; B=45ft; L=2411; eave=4ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 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 five load noncencumant 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 rd between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 708 lb uplift at joint 2 and 708 lb uplift at joint 8. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.88182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33010 Data: October 23,2018 ®WARMNO-Vedtydeaignpa efe and REAONOMSONri05AN01NCLWFJIMREK6EF NOEPA0EMI-Ill .1==016BEFONEVSE Oedgn valid (arose OnlywiN MTek®co,mMon. Tbu Design is baxd oNyuponparamners Mown, area is reran IMiuAml bugd'ng rnmponem, net a truss system. Baran use,the b0d'ng tlesgner must wM/Na apPgcabSryoldedgn parameters antl pmpedy iM orponde tins desgn iMo me owrM W31r,design. Bmtlng lMiated isto prevent budig ofNOMdual Ouss web anYorcimd members only. AtldnionallempOrsryandpe,manembred,g MiTeW isalwaysmqu dfofsliRd aMtop aMmc pmwMposdblepersowlhiwandpmpe3ydamage. Forgeneralgudamemgam.g10e Mbrkatbn,Mo,age,deWerye,aW=Mdbma goftmsseswd Wsssystems,sw ANSgiP11 Quality Odteda, 06Bd9 and SCSI Building Component 6901 Pant East BW saf of lafonnsti m avaUbb born Truss Rate InMeule, 218 N. Lee Stmet S.A. 31Z Aiaxandda, VA=14. Tampa, FL 36610 Job Truss Truss Type pry Ply ASHTON T75400901 J36905J36905A 805G Hip Girder 1 1 Job Reference (optional) 44 M18SHS = 1.4 II us = 5.00 12 4 24 25 5 26 27 28 29 30 6 31 53-4 3-2-2 3-9-14 ' 1-0-0 Scale =1:52.7 4x8 MIaSHS = 32 7 3x4 3 2 3x4 a g 17 16 33 M 15 35 14 36 13 37 38 12 11 4z10 = 1x4 II 3x4 = 3.10 = 4x8 M18SHS = 1x4 II 3xa = lx4 11 4x10 = 7-0-0 123d 17- 2 22.8-0 25* 29A-0 M3-414 1 I 4 32-2 Sad i 5141 1 53-0 32-2 341-14 Plate Offsets O(.YI- 12:0h0 0-0-41 14:0-5-0 0-2-0I rT0-4-0 0.1-131 19'0-0-0 0-0-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) kde8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ved(LL) 0.99 13-15 >361 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.73 13-15 >486 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Hoa(CT) -0.24 9 n/a hie BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 149 he FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except` TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc pudins. 4-7: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 2-10-5 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E WEBS 1 Row at midpt 4-15, 6.12 WEBS 2x4 SP No.3 REACTIONS. (Ibfsize) 2=2224/D-e-O, 9=22B2/0.8-0 Max Hoe 2=125(LC 24) Max Uplift 2=2272(LC 8), 9=2341(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-3=5027/5139, 3-0=4912/5260, 4-5=6149/6712, 5-6=6149/6712, 6-7=4730/5141, 7-8=5061/5435, 8-9=5170/5309 BOT CHORD 2-17=.4619/4601, 16-17=-4619/4601, 15-16=-4704/4551, 1315=6536/6193, 12-13=-6536/6193, 11-12=4775/4732, 9-11=4775/4732 WEBS 316=-457/231, 4-16=718/696, 4-15=2040/1894, 5-15=-372/398, 6-13=571/564, 6-12=173511875, 7-12=1654/1540. 8-12=-071238 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutl=170mph (3-second gust) Vasd=132mph; TCOL=4.2psY BCDL=6.Opsf; h=15fl; B=45ft; L=24ft; eave-0ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate 9np DOL=1.60 3) Provide adequate drainage to prevent water panting. 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 nonconcurrenl 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 chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2272 lb uplift at joint 2 and 2341 lb uplift at joint 9. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Us down and 114 Ib up at 7-0-0, 106 lb down and 108 he up at 9-0-12, 106 lb dawn and 108 It, up at 11-0-12, 106 lb down and 108 lb up at 13-0-12, 1061b down and 108 lb up at 14-10-0. 1061b doom and 108 lb up at 16-7d, 106 lb doom and 108 Ib up at 18-7-4, and 106 Ib down and 108 Ib up at 20-7-4, and 2361b down and 350 He up at 22-8-0 on top chord, and 384 lb down and S48 Ib up at 741-0, 147 lb dawn and 240 Us up at 9.0-12, 1471b down and 240 Ito up at 11-0-12, 147lb dawn and 240 lb up at 13-0-12. 147 Us down and 240 lb up at 14-1 D-0, 147 He dam and 240 lb up at 16-7-0, 147 Ib dawn and 240 He up at 18-7-0, and 147 Ito down and 240 he up at 20.7-4, and 38416 down and 5481b up at 22-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 23,2018 AWARMNp-Verllydaslgnparamsfers and READ N07E5 ON 7HISANDINCLIIpEDh KREPERENCEPACEN97C3ro faN M58EFORE USE Design vats for use ordy with MTeM cmnedtom This design is based only upmparamelers shmer. end is M an lrtliNtlual beading mmponem not a brea system Before use. Me bolding designer moat verity Me appaablity of design pammears and properly Incoryorate Nis design Edo the overall buldng design. Bracing Indicated is to Pevembudda, ofindividual Wss web areVorchord members only. AddiMonaltemponeyandpemunembudng MiTek' Is always requred f4rsubley and to prawnt maapas web possible personal inlM'aM pmpeaydamage. ForgenendguidancaregaNingMe fabrication, storage. delivery. ereaim and bracing ofburses and Muss systems.see AN3IRPNOuallty ethane. DSB4t9 and Best Burdett, Component 6904 Parke East Blvd. safety M,fbrmatl4n available horn Truss Plata Maness. 218 N. Las &.at, Suite 312. A vomdda, VA22314. Tampa. FL 36610 T16400901 Girder 8320 s Oct-6 2018 MITek Inustneslna LOAD CASE(S) Standard 1) Dead +Roo( Live (balanced): Lumber Increase=1.25, Plate Inaease=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-7=54, 7-10=54, 18-21-20 Concentrated Loads (lb) Vert: 4=29(F) 7=139(F) 14=147(F) 16=384(F) 12=384(F) 24=29(F) 25=29(F) 26=29(F) 28=29(F) 30=29(F) 31=29(F) 32=29(F) 33=147(F) 34=147(F) 35=147(1a) 36=147(F) 37=147(F) 38=147(F) AIVAt-ma-Verrfydas/gnpantand.and READ NOTES ON Nf12 AND/NCWOFD ABTEKFFFERENCE PAGE IMI-)QJ m. IW=Of5 BEFORE WE �* Dewirm id for use ordyweb MReMocrnecmn. TNs design b baud only upanpammelem sham, and Is ton an MdiAual Inset, component, mt e� a mat, "stem.BaMMMa. the building designer must verify Me appficab3ny of design parameters and pmpeVacorpamm this design into me mmrd0 ■•Y■ Madmgdes,n. Bradngadir-atedistopr Mbuc"ofin dualwzs br orMoMmem o* AddNoiallempoaryandpearanentbmUe, We[(6arraysmqulmdmratab84yaMtopavemmeapuwLhpossiblepe=Minlmyand Mo rlydamage. Fagenemlguldanceregamngthe Mbriu .storage,deMm ,ereclmo dbmdngolwssesandtmsssystems,sm ANSVIP11 Quality omens. 05689 and BCSI Balding Component 6904 parse East am. 5alety Inlormadon ava lefmm Tmu Plata InstkOo.218N.Life SbeeLSude312Aleeandda,VA22814. Tamp.R 36510 s Type Ioty PIy 1 IASHTON GIRDER T15400902 3-5-12 3-2-4 3-0-0 41 = 4x4 = tx4 II 3x4 = 3x4 = 3x8 = 1.4 II 4x8 II LOADING (psf) SPACING- 2-D-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20171TP12014 LUMBER - 'TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-6-0, Right 2x8 SP No.2 2-6-0 REACTIONS. (Ib/size) 1=1545/0-e-0,8=1545/0-8-0 Max Hoa 1=100(LC 24) Max Uplift 1=1560(LC 8), 8=1560(LC 8) Scale = 1:28.6 4x8 II CSI. DEFL in (too) Vdeft Ud PLATES GRIP TC 0.95 VeA LL) 0.18 12-13 >999 240 MT20 2441190 BC 0.87 Vert(CT) -0.14 12-13 >999 240 WB 0.20 Horz(CT) -0.06 8 n/a Na Matrix -MS Weight: 98 to FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-5 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD, 1-3=2127/2172, 3-4=1940/1995, 4-5=1811/1922, 5.6=1943/1997, 6-B=2126/2171 BOT CHORD 1-13=1828/1840, 12-13=-0828/1840, 10-12=1751/1809, 9-10=1828/1839, 8-9=1828/1839 WEBS 3-13=340/307, 4-12=-549/524, 5.10=551/517, 6-9=337/305 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate gnp 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 pat bottom chord live load nonconcurent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1560 lb uplift at joint I and 1560 to uplift at joint 8. 8) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 232 lb down and 2241b up at 1412, 232 Its down and 2241b up at 3412, 232 lb doom and 2241b up at 5-4-12, 232 lb down and 2241b up at 74-12, 232 lb down and 22416 up at 9.3-4, 232 Ib down and 22416 up at 113-4, and 232 lb doom and 224 lb up at 133-4, and 232 Ib down and 2241b up at 15-3-4 on bottom chord. The designiselection of such Connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1 4=54, 4-5=-54, 5-8=54, 14-20=20 Concentrated Loads (Ib) Vert: 13=232(F) 9=232(F) 28=232(F) 29=-232(F) 30=-232(F) 31=-232(F) 32=-232(F) 33=232(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 8634 5904 Parke East Blvd. Tampa FL 33610 Date: October 23,201 S ®WARMMG-Verilydesr9nparamef..dREADNOTESONTMSANDINCLUDEOMTEKREFERENLEPAGEMI-T4T9rev. 10401/2015SEFOBEUSE. Design odid for use only with MTeMsonnectom. This design is based a* upon parameters shorn, and is for an individual building component, not a truss system. Belpre use, the building desgner must wiry the appkabirdy of design parameters and property incoryorate this design into the overall buildingdesign. Bmdngindiwtedistopre MbutlhgofindiNdualbws bw&oraodmembemany. Addhanaltemporary and permanent bracm, is p� IVI)Tre1. rl always required for stability and to prevent collapse with possible personal Injury, and property damage. For general guidance resenting the fabrication. storage,delivery, erection and braking oftmsses and truss systems, me ANSVIPI10uality Odterla, DSB49 and BCSI Building Component Safety IMormation avagable from Truss Pinte Institule, 218 N. Lee Street, suite 312, Alexandda. VA 22314. 69M Parke Fast BNd. Tampa. FL 36610 Scale=133.7 4x6 = 4d = 3x4 = tx4 II 3x4 = 3x4 = 3x4 = 7-0 12-" i 19-" t 74 5b0 7-0 Plate Offsets (%.Y)— I2:0-5-4.0-2-01 LOADING fast) SPACING- 2-0.0 CSI. DEFL. in (too) Vde8 L/d PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.71 VerULL) 0.32 8-11 >716 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.20 8-11 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.10 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 78 lb FT=O% LUMBER - 'TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 1=713/0.8-0, 4=790/041-0 Max Hoa 1=123(1_(36) Max Uplift 1=805(LC 8), 4=926(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1285/1419, 2-3=1140/1381, 3-4=1290/1404 BOT CHORD 1-8=1157/1141, 6-8=-1169/1148, 4-6=1141/1132 WEBS 2-8=232/262, 3-6=226/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 3.8-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B-05ft; L=24ft; eave=oft; Cat. II; Fxp C; Encl.. GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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-" 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 805 lb uplift at joint 1 and 926 lb uplift at joint 4. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cert 6634 B804 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 AWARMND-VwNYdesignp ete andREADNOMS ONTHISANDINCLUDEDN KREFERENCEPAGE4re-1473rt 14,0174,15BEFOREUSE Design v4dloruwo*wnitMTel wm,e mo isde9gn isbased oM/upon parameters sham,artl Isbran IMIWdual Wsfingmmponem not pj[� abusssyslem.Beforeuse,l6e Wisfing desimwrmunvedry Neapp6 ffftyofdesgnpmamMemwd prepedylnm"rateNudesgn intolheoverou bude'ugdeslgn. Bredng b mtedktopmveMbuo i6 olindWuMWssweba ortl Mmemben only. )WdiionaltempmaryandpemuneMbrades MiTek' is always required for stabnty and to prevent mlapse wM posed4a persmul trier, and pmpedym daage. ForgeneralguidancaregaMMgthe fabdmgon, storage, delivery, erepion and bradng ofbusses and euss sWems,see ANSU 110ualiry Creeds, DSBBS and SCSI Bending Component 6904 Parke East BIM. Saler,lMormallon eversible bout Tmss Plate InG4me, 218 N. Lee Streel, S0e312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Tmss Type Ory Ply ASHTON T75400904 J36905-J36905A CO3G HIP GIRDER 1 1 Job Reference fooll.n.11 1-0-0 5-" 54 = 5.00 12 3 17 18 19 13 Tue Oct 4-0-0 1x4 I Sx8 = 20 4 21 22 23 24 5 31 _ 1x4 II J 5x8 = 1x4 II 3x6 = 1-0-0 ' Smle=1:35.8 Plate Offsets (X.Y)- 13:0-64.0-2-121 15:0-6.4 0-2-121 1942-80-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.37 8-9 >623 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.25 8-9 432 240 BCLL 0.0 ' Rep Stress Inv NO WB 0.48 Horz(CT) -0.09 6 n/a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 851b FT=0% LUMBER- iOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 -REACTIONS. (lb/size) 2=1167/043-0, 6=1208/0.8-0 Max Hors 2=95(LC 23) Max Uplift 2=1418(LC 8), 6=1466(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2383/2822, 3-4=2906/3559, 4-5=2941/3598, 5-6=2490/2949 BOT CHORD 2-10=2475/2157, 9-10=2496/2173, 8-9=2614/2273, G8=2591/2256 WEBS 3.10=320/334, 3-9=1019/881, 4-9=459/501, 5.9=901/786, 5-8=334/351 BRACING. TOP CHORD Structural wood sheathing directly applied or 2-11-9 cc purtins. BOT CHORD Rigid ceiling directly applied or 3-5-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf BCDL=6.Opsf; h=15ft; B-05ft; L=24ft; eave=4ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (directional); porch 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 chard live load mmconcurem with any other live loads. 6)' This buss 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) Previte mechanical connection (by others) of buss to bearing plate capable of withstanding 14181b uplift at joint 2 and 1466 lb uplift atjoint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb dawn and 1541b up at 5-0-0, 661b down and 148111 up at 740-12, 66 It, down and 1481b up at 9-0-12, 66 lb down and 148 lb up at 10.3-4, and 66 lb down and 148 lb up at 12-3-4, and 191 lb down and 3581b up at 14.4-0 on top chord, and 1151b down and 1461b up at 5-0-0, 47111 down and 60 Ib up at 7-0-12. 47 lb doom and 60 Ib up at 9-0-12. 47111 down and 60 lb up at 103-4, and 471b down and 60 lb up at 1234, and 115 Its dawn and 146 lb up at 143-4 on bottom Nord. The design/selection of such connection devices) is the responsibility of others. 9) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 13=54, 3.5=-54, 57=54, 11-14=20 Joaquin Velez PE No.68182 MiTek USA Inc. FL Cart 6634 8984 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 Aw-o-Venoydssiynp oso-ore sam-NOTES ON MSANDINCLUDED M KREFERENWPAGEBin-703 rev. IMUYVIISBEFORE WE Design said foruu o*v1h Mitek®cormadomMe des'sn is baud only upon paramnen sanns. and is foran tolmdual bmldmg component. not a Wu system Before use.Me boners desgnermust verity Pe epparabBdy ofdevgn parameters and position incoosemte this desgn Into the nerall ����YY■■■ -•Y� boldingdesign. Br gIMitated Istoprevembud6 ofindMdual Wssweba or Mathmembero*. Addr5onallempmer,andpmmanetdbradrg MiTek' Is always requited for stabliy and to posvem cogitate wbh possib a personal M)uyand propemydamage. For generel g ndancts reganmg the continues, storage,delivery, erection and bmdng ofeusses and Wss systems.see ANSU1P11Quality Canada, DSMS and BCSI Bustling Component MISS Parke East Blvd. Saleylnlonnation available more Truss Plate banans.218 N. Lea Mas. aunts 312, AIexanMa, VA22314. Tampa, FL 36510 Job Truss msa Type Qty Pty ASHTON T75400904 J36905J36905A CO3G HIP GIRDER 1 1Job Referenoe (optional) 6320 T Oct'6 2018 MiTek Indusu�nc. Tue Os 23 13:04:44 2018 Page 2 ID:dBLbweHSzWkBCs$m9E7c8zyRrl r-OeNQjsl Q7hglilLpDZlel GGQIgXX1 N)(EgbWSgyQW N LOAD CASE(S) Standard Concentrated Loads (M) Vert: 3=59(B) 5=144(B) 10=100(B) 8=100(13) 19=59(B) 20=59(B) 21=59(B) 22=59(B) 25=-40(B) 26=40(B) 27=40(B) 28=40(B) AwARNING -Verily dealg o parameters and READ NO TES ON TTOS AND INCLUDED dVTEK REFERENCE PAGE em-7473 rev. 14032015 BEFORE USE Oes,,mdfaruse earadib MnOducomeears.Tbia design is based only upanywammern shown, am Is to an iMiNdual Uedmg compares. not a truss syndem. Before use, Me budding designer must sandy Me applita" of design parameters and property Incorporate M design We Me oremg bugdmgdesign&atlng Ndratetl isto paves butldng of indMduU wsswebaMlordos members psy Addrionaltemporaryandpemamembracing MiTek' Isabsaysregsmd NrstabddyaMtopesemmdepewebpossibkpermnalmjwyandpmpemydamage. ForgenemIgutdanareganingtha Tabricalun,storage. u.N.N. erection and bmtlng NUsses and Una synems,see ANSM11 Quality Criteria,DSB-89 and BCSI Bullding Component Safetylnformation as lUlehem Tmns Platelnmdae,218N.Ua SUeLSuLe312.A1evan&a,VAU314. 69W puree Fast Bird. Tampa, FL 35610 Job Truss Truss Type Qty Ply ASHTON T75400905 J36905-J36905A V4 Valley 3 1 Job Reference (optional) ———tasst.aalI 2.4 '- S.00 12 2 8.220 s Oct 6 2018 MITek Industries, Inc Tue Oct 23 13:04A92018 Page 1 ID:d6LbMHSzV"Cs5m9E7c8zyRrtr.NbekTQwAFfJUTGJbZ9TL5 KOJWCOtgOyl HluyQWsy Sx4 = ad LOADING (psf) SPACING- 210-0 CS'. DEFL. in (loc) VdeO Ud TCLL 20.0 Plate Grip DOL .25 TC 0.06 Vert(L-) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) nfa - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 3 Iva We BCDL 10.0 Code FBC20171TPI2014 Mahix-P LUMBER - TOP CHORD 2x4 SP N0.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=9414-0-0.3=94/441-0 • Max Hoe 1=19(LC7) Max Uplift 1=51(LC 8), 3=51(LC 8) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. 3 Scale =1:7.5 PLATES GRIP MT20 2441190 Weight: 10 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 act purlins. BOT CHORD Rigid ceiling directly applied or 1G40 oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: VuH=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf1 BCDL=6.0psf; h=15ft; B=4511; L=24ft; eave=oft; Cat. II; Exin C; Encl., GCpl=0.18: MWFRS (directional); Lumber DOL=1.60 plate gnp 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 per 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 rd between the bottom chord and any other members. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Joaquin Velez PE No.68182 Melt USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 AWARNINO-Ver/tydesignparemelenandR NOMSONr ANDMCLW DhD KRF UNCEPAGE3 7C3 .r0A=MSBEFOREOSE Design valid Wass onywith MTek®mnnectam Tho design b based oeyuponparetmten seven, am is form lnGMduat buiang component not a Wus tem.Baforeuse,doe WUmgdesigmrmunverRy NeapprrabTMofdeslgnpammKemm pmpedyincmpmeOJsdeegnwoNeoverea burdmildesipn. BraWg bMrsted is to paread backlog a[MMdualWse web andtorckeN members a*. MMOnattemporteryandpermaneMbraeW MiTek' isaM mclWredkrstabSMaMtoprevemcoaapwwMposzibbpersonath)W'andpmpeny a age. Forgenerdlipmanceregartmg Na attestation, storage, delvery, ereGbn and bating ofhmsses and uses system, see ANSMI10uality Crlteda, DSM9 and Beal Building Component 6904 Paden East BW. Safety Information avallable from Trass pass Institute. 218 N. Lee Stmet. Suite 312.Masendda. VA 4314. Tampa, FL 36610 Job Truss Truss Type Oy Py ASHTON T75400906 J36905-J36905A V8 Valley 3 t Job Rmferenoe (optional) 2313:04:502018 Page 1 erw.a Sees =1:14.6 4x4 = 2 4 2.4 % 1x4 11 2w1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Ilden L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - ate 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 rile rVa BCDL 10.0 Code FBC20171TP12014 Mahn Weight: 24 lb FT=O% 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=118/e-0-0,3=118/8-0-0,4=248/840O • Max Hoa 1=49(LC 6) Max Uplift 1=83(LC 8), 3=83(LC 8), 4=97(LC 8) FORCES. (lb) -Mu. CompJMax.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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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. 6) This truss has been designed for a 10.0 pat bottom chord live load noncencument with any other live loads. 6) • This truss has been designed for a rive 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 connecflon (by others) of truss to bearing plate capable of withstanding 100 Ib uprm at joint(s) 1, 3, 4. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No,68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 23,2018 A —No - VWlydedgnpenmereae and READ NOTES ON 1105 ANOINOLUDEa MI/ER REFERENCE PAGE Wp WJI rev. 14MV2015 BEFORE USE DeO, mLd car.. opVvMh MTekW oo11nMa9. We deal, is based Onh'apanparamereR sliamn, anti la for an indMdYal Mad" componea net ��- awusyalemreus . Befoe, the Watling tle9gnen must veiny Weapplicie yofdesgn parameters and pmpedy ince,made Nis design bdo he avem0 buddingdesign. eradrg IndintedisWprevembuGMof Mrs duMwssweb Mdortl memberaNy. Addkanal temporary an0 pelmanenl braU�g iTek u always required for stab dy andto Prevent caaapsewdh passible personal bjuyand pmpeM theories. Forgenenlguddanceregar4mgmer hbrcatbn, smraga, tleWery,ere6on and bmdng alwasea entl wza 9yslems.zee AMMIl Quality entente,DSa-e9 and Best Belding component 69U Pane Fast Blvd. SafetyInf rm allon avaaable cam Truss Pirte Madme, 218 N. Lea Sveet, Suite 312, A remneda, VAP2314. Tampa. 11 36610 Jab Tra Truss Truss Type ON Ply ASHTON T15400907 J36905-J369D5A GABLE 1 1 Job Ref(optional) 5-3-12 4 — — — — — —8.220 s Octfi 2018 MTek Industries, Inc Tue OG 23 13:04:44 2018. Page 1 4x4 = Scale =1:1&8 12 11 10 9 8 2x4 G 1.4 II 1x4 II 1x4 II 1.4 II 1.4 II 2x4 C LOADING last) SPACING- 2-0-0 CS]. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.D6 Ved(LL) Na - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.03 HOrt(CT) 0.00 7 Na We BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 'BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-7-8. (lb)- Max Horz 1=68(LC6) Max Uplift All uplift 100 lb or less at joint(s) 1, 7,11.12.9.8 Max Grav All reactions 250 lb or less at joint(s) i, 7,10, 11, 12, 9, 8 FORCES. Ilia) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 2441190 Weight: 381b FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO NAND GORMAL TO THE FAC, SEE STANDARD INDUSTRY ABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER B PER ANSBTPI 1. NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10: Vult=170mph (&second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Pxp C; Encl., GCpi=0.18; MWFRS (directorial); 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 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 1001b uplift at joint(s) 1, 7, 11, 12. 9, 8. 8) Waning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. Joaquin Velez PE No.68182 61Tek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 23,2018 ®WARMNG-VadyydeargnpanmefrasandR DNOMSOMMSANDINCLUDEDMRENREFERENCEPAGEa 7A3..1N0 OSBEFOREIRE Design valid foruse only with MITek® coemedms.Tbta design Is based omyupon panmems shown, and is loran IndiNtlual bustling ranponem, not ��- almssryneMBefomuso,rue MW ogdesgnermustw*rueappg MtyofdesgnpammeenandpmKrIyincogo eNisdesgn"o Neovera0 buadbgdesign. Bacbprevent g indicated budding of Ndlvidualbusawnb eb aMloraAON members only. Addnaltempomi,andprm eanentbrzdeg _ MiTek is ateaya mqured for cablAy and to proven meapse was possible personal Njuyand pmpedydamage. For genera guidanco Mmang the Iabdca0on,storage, delNery,ersaon and bndng ofwssn and lmss rystems,see ANSIRPI1 Quality Cdxda, DaBd9 and BCSI BuOtling Component 6903 Pare Fast Blvd. Safety bdormallon available rnm Tmss Plate Insane, 218 N. Lee atmet, suse3lZ mmndda, VA 22014. Tampa, FL 36610 J b Refe (optional) T15400908 J36905J36905A V12 Valley 2 1 -East Coast Truss FtPlbeca FL-S494 6220 s Od 6 2078 M7ek Industries, e O Inc. Tuct 2313:04:45 2018 Page 1 ID:d8LbweHSzWzBCs5m9E7c8zyRrlr-UgODd2tfBQpXMSKYMj4XBFpVV2i3UGau4TKK3d6yQWt0 6-0-D 12-0-0 84}0 fi Do Scale = 1:18.9 4x4 = H 4 3x4 i 3x4 1.4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vart(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES NB 0.07 Horz(CT) 0.00 3 n/a his BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 38 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 'BOTCHORD 2x4SPNo.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=170/12-0-0, 3=170/12-0-0, 4=439/12-D-0 • Max Horz 1=79(LC 6) Max Uplift 1=109(LC 8), 3=109(LC 8), 4=-206(LC 8) Max Grav 1=175(LC 17), 3=175(LC 18), 4=439(LC 1) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 fib) or less except when sham. WEBS 24=288/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-sectnd gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (directional); 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 nonconwrent 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 1001b uplift at joint(s) except (jt=lb) 1=109, 3=109, 4=206. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 fi iTek USA, Inc. FL Cart 6634 SIM Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARMNG-Velrydesamleramefersand READ N0TES OH MSMDINCLUDWD KREFERENCEPAGEMIF7473rev. 10,0L2015BEFORE USE. aaa' Design wild for use onlywith MITek® cunnedurs. This design is based only upon parameters shown, and is for an individual building component, not a Innis system. Before use, the building designer mug verity the appficabi4ly of design parameters and propeM inwryorate the design Imo the overall building design. Bracingindicated is to prevent buckling of individual truss vrcb dMOr chord members only. Adddanal temporary and permanent bredng MOW always required forstability and to prevent collapsewM possible personal injury situ propertyMariana. For general guidance regarding the fabdoation,stmage, delivery, erection and bmdng ofbussesand Wss arcane, see AfgSVIPI1 Quality Criteria, DSM9 and BCSI Building Component Safety Information available from Truss Plate Indefinite. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 69M Parke Fast Bind. Tampa, FL Seat Job Truss Truss Type Ply ASHTON jdry T15400909 J36905-J36905A V16 GABLE 2 1 Job Sefeletace o tional 3x4 i 4x4 = 3 7 ix4 II 6 1x4 II LOADING (psq SPACING- 2-0-0 CSL DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 V6rt(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.13 VerUCT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inor YES W8 0.08 Horz(CT) 0.00 5 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 -BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale=1:25.3 3x4 -- PLATES GRIP MT20 2441190 Weight: 551b FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-0-0. (lb)- Max Horz 1=108(LC 6) Max Upldt All uplift 100 lb or less atjoint(s) 1, 5.7 except 8=220(LC 8). 6=220(LC 8) Max Grav All reactions 250 lb or less at joinl(s) 1, 5 except 7=262(LC 1), 8=330(LC 13), 6=330(LC 14) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(Ib) or less except when shown. WEBS 2-8=246/262, 4-6=246/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) W nd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2psY BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 Ova load nonconcunent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0.0 wide will fit between the bottom chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011, uplift at joint(s) 1. 5, 7 except (p=lb) 8=220, 6=220. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE Ne.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tamps FL 33610 Data: October 23,2018 Job Truss Truss Type Oty Ply ASHTON T75400910 J36905J36905A V20 GABLE 1 1 J b Reference footiomill - -EastC ast-1 4x4 = Scale=131.6 3x4 i 8 7 6 3.4 1x4 II ass = 1x4 II LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) WellL/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 H.R(CT) 0.00 5 n/a nra BCDL 10.0 Code FBC2017rTP12014 Matrix-5 Weight: 71 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 oG bracing. OTHERS 2x4 SP No.3 -REACTIONS. All bearings 20-0-0. (ID) - Max Hoa 1=138(LC 6) Max Upl'dt All uplift 100 lb or less at joint(s) 1, 5 except 8=294(LC 8), 6=294(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5,7 except 8=443(LC 13), 6=443(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-8=3211343, 4-8=321/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (directional); 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 par bottom chord live load noncencument 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 joint(s) 1, 5 except (jl=1b) 8=294, 6=294. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68192 MTek USA, Inc. FL Cart 6634 69g4 Parke East Blvd Tampa FL 33610 Data: October 23,2018 AWARMNG•V.11sdesf, pemmerere and READ NOTES ON THISAND INCLUDED MTEKREFEFENCE PAGE W7473r . 101012f5BEFORE USE. Deognvaadfor use onlywith Miek®wnnedon. Thb design Is based only upon permeates shvam, and is for an individual MWQmg comppnem,net ��■e�pj aone system. Before use, vie hugtlmg desgner must verily Me eppgrab9dy of design pasmeten and pmperry Nwryorale Me design title Me omoall buildingdesgn. adngadlratedistoprevenbud&u ofind'MduAtmsaweba oraoMmembenoM/ Additiotultempa2ryaMpem,anentbntirg MiTek' is None remand or stabary and to prevent colapse won possible penanalmJsymp pmpedy damage. Forgeneel guidance ngaNMg Me fabrication. sterage,delivery, etecon and among oftmsses and tmss systems, sea MS711 Ouafty Cdterla, D5889 and Goal Building Component rk 69M Pae East Blvd Safety Information ava9able ham Truss Mate Instnme, 218 N. Lea Street, Sun 312. AheaMda, VA 22314. Tampa. FL 36610 Scale=1:37.9 04 = 4 3x4 % 12 11 10 9 8 3.4 1.4 II 1.4 II 5x8 = tx4 II tx4 It 24-0O Plate Offsets (%Y7- 1100-2-8 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 HOR(CT) 0.00 7 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 9016 FT=0% LUMBER- BRACING - 'TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 104 oc bracing. OTHERS 2x4 SP No.3 -REACTIONS. All bearings 244)-0. (lb)- Max Ho¢ 1=168(LC7) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 10 except 11=217(LC 8), 12=201(LC 8), 9=217(LC 8), 8=201(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 1, 7 except 10=263(LC 1), 11=326(LC 13), 12=306(LC 13), 9=326(LC 14),8=306(LC 14) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(I1b) or less except when shown. WEBS 3-11=2471267, 59=247/267 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf h=15ft; B=45ft; L-24ft; eave=oft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about is center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 par 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. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1, 7, 10 except (jt=lb) 11=217, 12=201, 9=217, 8=201. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33010 Data: October 23,2018 ®WARMNO-weavdaslgnpanmat— antl NEADNOFEs ON Fran ANOINCLMMD KREPERENCEPAGEa 7W3.. fOro3Re156£FORE WE Design valid forum orywith Mrrek®mnnedors. Mus design is baud anty Iran pammd m shwa, and is for an Individual loading mmponena, not IMF a Muss syuem. Before use, Me bmlding desgnermust verify Me apprxabghy of design Parameters and properly incorporate this design Into Me overs0 buSlkgdesign. tracing Mastered is to preveu bucking nrindrodual truss web an6or Nord members ony Addidonaltempareryandpeannwrtbradhg MiTek- isallaysmgWredkrstabWaMtopuvemmiapuwMp SMUt Personal Mjwy pmp rlydamage. Fargeneralguidanceregarding Me fadicanbn,-amass, ternary. mcion and brads, ofbusus and truss systems,see ANSIRP110uality Criteria, DS0419 and SCSI Selling Component 6904 Parke Said BIW. SafetylMormatlon avaaable horn Truss Plate In-aiWa, 210 N. Lee SMeal, Suae 31g. Plexandda, VA22314. Tampa FL Mato ir!lik 414 = Scale=1:44.2 3x4 4 12 it 10 9 a 3.4 C 1x4 II 1x4 II Sx5 = 1.4 II 1x4 II 28-0-0 Plate Offsets (X VH 110'42-8 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Rdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Ven(CT) We - n/a 999 - BCLL 0.0 Rep Stress [nor YES WB 0.11 Horz(CT) 0.00 7 n/a We BCDL 10.0 Code FBC2017/-rP12014 Mabix-S Weight: 1091b 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 10-0-0 oe bracing. OTHERS 2x4 SP No.3 -REACTIONS. All bearings 2841-0. (lb)- Max Hom 1=198(LC 7) Max Uplift All upl0t 100 lb, or less at joints) 1, 7 except 11=191(1_C 8), 12=277(LC 8), 9=191(LC 8). 8=277(1_C 8) Max Grav All reactions 2501b or less at joint(s) 1, 7 except 10=402(LC 13), 11=343(LC 13), 12=415(LC 13), 9=343(LC 14), 8=416(LC 14) FORCES. (lb) -Max. Comp.iMax.Ten.-All forces 250(I1h) or less except when shown. WEBS 2-12=-30V326,6-8=302M(I NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf,, h=15ft; B=45ft; L=24ft; eave=oft; Cat II; Exp C; End., GCpi=0.18; MWFRS (directional); 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 bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will to between the bottom chord and any other members, with BCDL = 140psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift at joints) 1, 7 except (jt=lb) 11=191, 12=277, 9=191, 8=277. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 hIlTek USA, Inc. FL Gent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 AWARMNO•Vedlydesignpanmafeu and READ NOTES ONTMSANDINCLUDED Wffss( FERENCEPA0Eeg47413. 14T=15 BEFORE USE Design valid forum omywNr M1bTek® mmectora We design B based ordy upon parameters shear, and is for an M cMdual buadng component, not a Wse system. Before use, Ue bugdmg designer mud verify me appasabdM of design parameers and properly lnmrponlellus design and Me overall buadmgdesign. BmWg NdicWistopeveNWWgofindMdualimuweballortloNm bmody. AddMional temporary and pertnanem botirg MOW is akvaya required for sWbyty and to prevent meapm wign posdble pe sanal'mjury and prepedy damage. Fm general giddame fegammg me ImncagaM1stooge, deavery,ereNon arN bratlnp ofWssm and Wv ryatems.sea MSM110uality CMeda, DSM9 and SCSI Building Component 69M Parke East BNd. Sarety Information availablebom Tnu Plata InsWOo.219N.Lea Sbeet.Sude312Ale da,VA=314. Tamp. FL Seats Job Truss Type Dry J36905J36905A IZCJ1 (Jack-0P n 116 PN 1 I ASHTON T15400913 1 -1-0-0 i 0-1 1-4-0 0-11-01-0 1 2x4 = Scale =1:6.6 LOADING (pso SPACING- 2-0.0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 VerULL) 0.00 5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wnd(LL) -0.00 5 >999 240 Weight: 511b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP Nc.3 TOP CHORD Structural wood sheathing directly applied or 0.114 oc pudins. -BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ec bracing. REACTIONS. (Ibfs'u:e) 3=2/Mechanical,2=158/046-0,4=15/Mechanist Max Horz 2=75(LC8) • Max Uplift 3=2(LC 1), 2=220(LC 8), 4=15(LC 1) Max Gmv 3=22(LC 8), 2=158(LC 1), 4=48(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shaven. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45tt; L=24ft; eave=4ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); 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 ndnconcument 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-G-0 wide will id between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 4 except N=lb) 2=220. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 Awau-mO-VwTydaUgnpenmefers endlrEAO NOTES ON TNISANOINCLOOEOMREKREFERENCEPAOEMII-rlra rev. 10=2015 BEFORE USE Designr dfervor onlyvim MTek®cenneaors. We design is based onvuponparameten sheen, and is la an brdAdual budd"mg eonNeent. no a Wss ryRen soon use. the buldbrg designer must vemyNe appoc0ofty of design parameters end property inw,rante Nu desgn oft,he area= ■.Y■ buldmgdeslgn.&dnglndirstedisto MwNbuddugaNdMdual Wssreb W&Wa N=mb o*. AtldNanallemponry and pemanentbatlrp MiTek' Is oeayo required for VabRy and to parent aapse vim possible personal njmyand properly damage. ForgenenlgWdanceregartingthe fabriralun, atoogr, deWary,eredian and bating olimssea and con rystems,see ANSM11 Quarry criteria, OSBas and BC5l Bening Component Safety In/ormolen avalable ham Tmss Plate IrletrNe.310 N. Lee SImeL Suae 31g, AlexaMda, VA22314. 6904 Pads East BNB. Tampa. FL 36610 Job Truss Tmss Type Oty Ply ASHfON T15400914 J36905J36905A ZCJ3 JACK -OPEN 16 1 Job Reference (optional) — — -East Coast -Truss. Ft.. Pierce.FL-494 . 20'S Oct-62018MReKGdus nt eslne. Tue 0T23_T3:04i51 2018 Page l ID:d8LbweHSzV"Cs5m9E7c8zyRrlrJ_mUu6y0nGZg5nniLBxOW3do6CJglxzrGnNpmyOWsw -14-0 I 2-114 t -0-0 2-11-4 scale =1:10.8 2x4 = LOADING (psi) SPACING- 2-40 CSI. OEFL. in (loc) Udell UdrMT2 ES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.23 Vert(L-) 0.01 4-7 >999 240 244/790 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 240BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rya NaBCDL 10.0 Code FBC2017rFP12014 Matrix -MP t: 111b FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=59/Mechanica1, 2=195/O-".4=31/Mechaniwl Max Hoa 2=124(LC 8) Max Uplift 3=66(LC 8), 2=247(LC 8), 4=45(LC 5) Max Grav 3=59(LC 1), 2=195(LC 1), 4=48(LC 3) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf; h=15ft; B=45R; L=24ft; eave=oft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chard 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 a0 areas where a rectangle 3-6-0 tail 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, 4 except 0=11a) 2=247. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.88192 MTek USA, Inc. FL Cert6634 8904 Parke East ENd. Tampa FL 33010 Date: October 23,2018 ®wARMNG-VerlfydW9wpar4metersend READNOTESONTNRANDINCLUDEOMITEKREFERENCEPAGEMII-)Q3rev.Iwmof5BEFOREUSE Design valid foruse anlywilh Wetc®correctors. The design u based onyupon parameters shown, and is for an lndiNdual building compenerd.not a buss system. Belpre use, Me building designer must verity the appiitabily ofdedgn parameters and propel, lnmrpaute We design Into the oveall ��+��.YYY■■■_ buldirgdeslgn. lading Indicated is to preyed buckling otinimdual Wss web amber cod members only Additional temporary and permanent burin, MiTek Is always required for salary and to prevent mlapseweh possibe personal Injury and propenydamage. Forgenealgodameregadingthe fdukatbn,storage,delivery, erection and trades ofbusses and buss systems,see MW`1PIt Quality Werra, DS0 S and BCSI Bustling component 6904 Page EastBM. SafetyIntormetion avalable born Truss Plate Institute, 218 K Lee Ste22 Steel Suite 31Z Alexandra. VA314. Tampa, FL 36610 Job Truss Truss Type Ply ASHTON rio" T15400915 J36905J36905A ZCJS JACK -OPEN 1 Job Reference (optional) '. FL-34946 8220 a Oct-6 2018Mrfeklndosmeslnc Tue Oct 23 13:04:51 2018-Page 1— — — — — ID:d8LbweHSzWxBCs5m9E7c8zyRrlrJ_mUu6y0nGZ95nnij_BxOW3ZE681gIKnGnNpmyOWsw -1dD 411-0 ' 1-0-0 4-11-0 $cale=1:14.9 2x4 = 411-0 LOADING (pat) SPACING- 2-0-0 CS]. DEFL. in (loc) Udeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.08 4-7 >691 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC20171TP12014 Matnx-MP Weight: 18 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc pudins. ' BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. REACTIONS. (lb/sae) 3=112/Mechanical,2=262(0.8-0,4=59/Medlanical Max Horz 2=174(LC8) • Max Uplift 3=130(LC 8), 2=308(LC 8), 4=83(LC 8) Max Gmv 3=112(LC 1), 2=262(LC 1).4=86(LC 3) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15fl; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=D18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurnent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprm at joint(s) 4 except (jt=1b) 3=130. 2=308. 7) Warning: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. Joaquin Velez PE No.66182 MTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 13810 Date: October 23,2018 Jab Truss Truss Type Dry Ply ASHTON T75400916 J35905436905A ZCJ5B Jack -Open Supported Gable 2 1 Job Refinance D lions --East Coastiruss, FL-Piercer=L34946 8220 a OWS2018 MiTeklndaslnes7nc. Tue Oct 23"13:04:522018-Page1----- ID:d8LbweHSzWxBCs5m9E7c8zyRrl r-nAKs5Sz2YahXiwMuHhiAzjcl6WQDPln64wXxMCyQWsv 2x4 = LOADING (psq SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ibts'lze) 3=124/4-11-0, 2=264/411-4, 4=49/411-0 Max Horz 2=175(LC 8) Max Uplift 3=138(LC 8), 2=202(LC 8) Max Gray 3=132(LC 13), 2=264(LC 1), 4=99(LC 3) Scale=114.9 R SUPPORT FREE END RD IS REQUIRED. CSI. DEFL. in (lac) Vde6 L/d PLATES GRIP TC 0.58 Vert(LL) 0.01 1 fur 120 MT20 2441190 BC 0.51 Vert(CT) 0.02 1 n/r 120 WE 0.00 Horz(CT) -0.00 3 n/a n1a Matrix-P Weight: 18 lb FT=0% BRACING. TOP CHORD Structural woad sheathing directly applied or 4-11-4 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) -Max. Comp./Mat. Ten. -All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL-6.Opsf h=15ft; 8=45ft; L=2411; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional): Lumber DOL=1.60 plate gap DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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) except (t=lb) 3=138,2=202. 9) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 AWARKING-VsdrydeJ9aRarame=enand READ NOTES ON TNISANDINCLUDEDWMKREFERENCEPAGEa 703nIIMM015 BEFOREUSE *R Nsigavald Pause onlywah MlTekaawrmeclors. This design B bash orgy upto parameters shown, and is for an lndMdual boughs wmpanmd,md L ee• a Uuss system Before use, the Wilting desynermust veray Na app&abLry oldesign panmelere and propety hwryoralethis design kc m.overall ■•Y■ bugtingdesign. Bretlnglrgitaletl Is to pnvembuUkng of and duAMnss ba or AoNmemMmo*. Atldifonaltempararyaodpemamera bnabg WOW Is always required Iarsta it lyarM to prevent wilapse an possible personal injnyam prosody damage. Far general guidance regarting Ue hbrkalion,storage, degvery,ereGion and bradng or Wsaes and Wu ryalems.see ANSIITPI10uality Onteda, DSMS and BCSI Building Component 69U Parke Fast BNd. SafetyIrdoanatlon available Imrn Tmss %ate 1nMOe, 21e N Lee Sbeel, Su4e 3II.Alexandda, VA 22314. Tampa, FL 36610 Seeks =1:15.0 pYCFJ 5-0A LOADING (psly SPACING- 2-D-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.09 4-7 >662 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Ven(CT) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.00 HOR(CT) -0.00 3 n/a ma BCDL 10.0 Code FBC2017/rP12014 Matnx-MP Weight: 18 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc putting. 'BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=113/Mechanica1, 2=264/0-8-0, 4=60/Mechaniwl Max Horz 2=176(LC 8) • Max Uplift 3=132(LC 8), 2=310(LC 8), 4=84(LC 8) Max Grav 3=113(LC 1), 2=264(LC 1), 4=87(LC 3) FORCES. (Its) -Max. Comp./Max. Ten. -All forces 250(Ito) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pat bottom chord live load nonco mm nt with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except 0t=1b) 3=132, 2=310. 7) Wanting: Additional permanent and stability bracing for truss system (not pan of this Component design) is always required. Joaquin Velez PE No.88182 MTek USA Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARMNG- VerllydWgnparamefere and READNOMS ON MMANDINCLUDEDMNEKREFERENCEPAGE8111-7v9.. reasons BEFORE USE • Design valid for use only with MTek a connectors. This design Is based a* upon paramount shown, and Is for an individual building component, not a ouss system. Befpre use, Ne building designer must verity Me apprsbgity of design parameters and property incorporate Mis design into Me overall bviNingdesign. among Indicated is to prevent mosdrg of indmalual truss web and/or Nord members only. AddNonal temporary and permanent bradng MiTek' is always required for stability and to prevent oAmse with possible personal inpri property damage. For general guidance regarding the fabrication. storage, delivery, erection and trading oftrusses and truss systems. see ANSMIIQualiy Coterie, DSBA9 and Best Building Component salary barometer, available tam Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 6904 Palle Ear Blvd. Tampa. FL M10 Type T15400918 3x4 = 33-10 Scale = 1:19.0 66-0 0 60 LOADING (psU TCLL 20.0 SPACING- 2-0-0 Plate Gnp DOL 1.25 CSI. TC 0.63 DEFL. Vert(LL) in 0.18 (loc) 6-9 Well >451 L/d 240 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ven(CT) -0.15 6-9 >543 240 BCLL 0.0 Rep Stress Ina YES WB 0.12 HGrc(CT) -0.00 5 Was W. BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 29 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 e BOTCHORD 2x4SPNo.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=83/Mechanical, 2=336/0-8-0, 5=167/Mechanical • Max Horz 2=226(LC 8) Max Uplift 4=95(LC 8), 2=378(LC 8), 5=220(LC 8) Max Gray 4=93(LC 13), 2=336(LC 1), 5=171(LC 3) FORCES. (Ib)- Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=347/250 BOTCHORD 2-6=386/321 WEBS 3-6=345/415 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD Rigid ceiling directly applied or 7S6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwment 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) 4 except (p=1b) 2=378,5=220. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Ina. FL Cart 6634 6304 Parke East Blvd. Tampa FL 33610 Data: October 23,2018 ®WARNING VertytlWgnparametersandREADNOTE50NTNRANOINCLUDEDMITEKREFERENCEPAGEMO.7O3ree fO =dl5BEFOREUSE Design who foruse only with MTek®wnnecars. Wadesign is based only upon parameters shown, and isforan individual building mmpanem, not souse system. Before use.the building designer must verry the applicability of design parameters and pmpedyiocoryoratethis design teethe animal iii��.YYY■■■ buddingdesign. Bracing indicated is to prevent buWring of Individual Loss web ardor chord members only. Additional temporary and permanent bucim, MiTek' isa.prequiredfofstabiliryaMtopreventmgapsewehpassiblep=onalinjwyaMpmpeMdamage. For general guidance regarding the fabrication, stands. delivery, erection and bracing oftnesses and was systems, on ANSIRPII Quality Cr ia, DBMS and 8051 Building Component Szrety Information available Rom Tmss Plate InMMe,218N.Lee Scheel.Sude312,Ml ndda,VAM314. 6W4 Parke East BW. Tampa,R U610 Jab Truss Truss Type Cy Ply ASHTON I T15400919 J36905-J36905A ZEJ7A JACK -OPEN 12 1 Job Reference (optional) Scale=1:19.8 6 5 2x4 = 2x4 II 54-0 1-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.07 6-9 >980 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.04 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 29 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD ' BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x6 SP No.2 REACTIONS. All bearings Mechanical except (p=length) 2=04e-0.6=0-8-0. • (lb)- Max Hom 2=226(LC8) Max Uplift All uplift 100 Ib or less atjoint(s) 4, 5 except 2=263(1_C 8), 6=462(LC 8) Max Grav All reactions 250 Ib or less at joinl(s) 4, 2,5 except 6=400(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. -AU forces 250(I1b) or less except when shown. WEBS 3-6=263/307 Structural wood sheathing directly applied or 6.0-0 oc purlins. Rigid ceiling directly applied or 1040-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord five load noncencurent with any other live loads. 4)' This truss has been designed for a live load of 20.0ps/ on the bottom chard in all areas where a rectangle 3-&0 tall by 2-0-0 wide will Td 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 beading plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except (jl=lb) 2=263,6=462. 7) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING -Vero Gast laamerers and READ NOTES ON CMS AND INCLUDEDMrEKREFERENCE PAGE MIWV2..f0/dLa0158EFORE USE Design valid amuse m0yean MTeMemineams. We design is based o*upen parameters sbann.aM is( ar an LNivdual building mmponem, net ��• a buss ryders. Before Osa. am building design rosm veMythe apprvabgdy mdeeign parameters and properly moo Borate Nu desgn Intothe omrall 7 buOGngdesgn. &a gMWedlstopreveMbur MotNd'Mdualft ar ba &orchoMmemb o*. AddNonaltempo2ryandpermaneMb2Wg MiTek- isabvaysrequiredtaretabiNyantropreventmlapzarebposvDlepersonalmjmyaMpropeANSM1e. f Fahey roonsldanm19and 1gwe Waaea and Wgraid.Bu seo ANSVA2231 Quality Cdlerh, DSB89 and BCsl Building Component depvery,efrom 6904PaL 3r113Nd. ailety1donartlon Tmnd ladngof solely IMomanon available from Tmas Plate Insllma, 210 N. Lea Sbeel.0vae312, PJexaMda. VA 2231 a. Tampa, FL 36610 J369a5J36905A T15400920 3-9-10 5 4 3x4 = 3x4 = Scale =1:18.9 LOADING (psp SPACING- 2-0.0 CSI. DEFL. in (lac) VdeO Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.19 5.8 1438 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 VerbCT) -0.14 5-8 >569 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Holz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 27 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 ' BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=252/Mechanical,3=78/Mechanica1,4=174/Mechaniwl Max Hom 1=172(LC 8) Max Uplift 1=247(LC 8), 3�88(LC 8), 4=235(LC 8) Max Gav 1=252(LC 1). 3=89(LC 13), 4=174(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-336/248 BOTCHORD 15=386/310 WEBS 2-5=336/419 BRACING - TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied orb-5-11 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 par bottom chard We load noreconcument with any other rive loads. 4) -This truss has been designed for a live load of 20.0psf on the bottom chord in a8 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 girders) for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3 except (jl=1b) 1=247,4=235. 7) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East BNB Tampa FL 33610 Date: October 23,2018 ®WARMNO-V doaffeafgjessamefers and READ NOTES ON NUSANOINCLUOEOAgrENREFERENCE PAGE MIp24r3 rev. 10912015 BEFORE WE OedgnvoOd forum a*well MTek® carom ei, not design is based only upon parameter sawn, and is far an andwidual WOdang component, not a hues system. Before use, His bedding designer must ve,Cy the epplimb6ay of design parameter and propeMNearprate this design Into me mradl ■■�`YY■■ bu0d'ng design. Bmdng NNrated Is to prevent buJlng of molMdual insssam aMlm Nord member oNy. AddNOnaltemporaryantlilermanent DnGlg MOW isaPaaysmgdmd NrslabgaymMtopreventweepswMpossiNaperonm NjWy pmpftydamage. Forgeneralguldancere9arouhgme fabrication. atmage.delivery, ermim and Medng altruists and Vass assume,see ANSIIm110uality Creats, OSBa9 and SCSI Building Component Safety Information available from Truss Plate Intends, 218 N. Lee Street, Suite 312, MexaMria, VA=14. 690a Peke East&N. Tampa. FL 36610 Job Truss Truss Type Ory Py ASHTON T15400921 J369D5.J36905A 7.EJ7C Jack -Open 2 1 Job Reference o liO al _ _—EasLCoasLTr= ill PJeme,FL-34946 8220s Oct-62018 MRekIndustries, Inc. Tue Oct 23. 13:04:552018-Paget ID:d8LbweHSzWxBCs5m9E7c8zyRd r4:177jT7xgV36ZO5TygGthMEC3kNcc6 WLmuibzXyOWss 7-0O 7-0 Scale=1:18.8 2r4 = LOADING (par) SPACING- 2-D-0 CSI. DEFL. in (loc) Bdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.11 3-6 >739 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.24 3-6 >341 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 2 nia n/a BCDL 10.0 Code FBC2017/TP12014 Mabix-MP Wnd(LL) 0.20 3-6 >412 240 Weight: 22 to FT=Oh LUMBER - TOP CHORD 2x4 SP No.2 ' BOT CHORD 2x4 SP No.3 REACTIONS. (IWsize) 1=257/0-M, 2=169/Mechanical, 3=88/Mechanical Max Horz 1=175(LC8) Max Uplift 1=102(LC 8), 2=-177(LC 8) Max Grey 1=257(LC 1), 2=177(LC 13), 3=125(LC 3) FORCES. (lb) -Max. CompJMax.Ten.-Allforces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 noncenwrrent 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 rd between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 10011b uplift at joint(s) except (jt=lb) 1=102, 2=177. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is akvays required. Joaquin Vela PE No.68182 MiTek USA, Ind. FL Ced 6634 89D4 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WANMNG- Verfrydeaignpan M. and READ NOMS ONTMSANU WCLBDED M KREFERENCEPAGEMI.7!3.. r4NYa0159EFORE 115E Design mild for use onywah MTek9cmmecom This design b based ant/ upon parameters shorn. ant is far an individual building compound. not a truss system. Before use, the building designer must vedfyihe applicability dentin parameter and property Incorporate Ibis design into Ue overall iii��•�YY bugdingdmlgn. Binding lndlcated lsto prevent budding orindlMdual toss web snout Nod members only. Additional temporary and permanent bmdng MiTek- is always required for stability and to prevent w9apuwah possible personal k4wyand propemy damage. Far general guldence regadmg the labticatbn, atarsge. deWery, erection and bmctng elWuesaM Wss systems,see ANSMI1 Quality Cottons, DSMS and SCSI Building Component 69M Perk. East end. SxleyMformallon avaaablefrom Tmu Plate MMtd e,218RLee6 e1,Suaa312,Ml Mda,VA22314. Tampa,FL 36610 Job Truss Truss Type oty Ply ASHTON T75400922 J36905J36905A ZHJ7 DIAGONAL HIP GIRDER 2 1 Job Reference o tion it -—East-Coasl-1 FELB 3-2-9 23 Scale=1.16.6 782 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.32 4-7 >259 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.21 4-7 >392 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 3 Na nia BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 241b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins. ' BOT CHORD 2x4 SO No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Gc bracing. REACTIONS. (lb/size) 3=161/Mechanicel, 2=377/0-10-15.4=89M1echanical Max Horz 2=175(LC 8) • Max Uplift 3=173(LC 8), 2=-057(LC 8), 4=119(LC 5) Max Gmv 3=161(LC 1), 2=377(LC 1), 4=124(LC 3) FORCES. (lb) -Max. CompJMax.Ten.-Allforms 250(Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0ps1%, h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconwrtent 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-O tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (P=lb) 3=173, 2=457, 4=119. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 39 Its down and 83 Its up at 4-2-15, and 391b down and 83 lb up at 4-2-15 on top chord, and 90lb down and 41b up at 1-4-15. 90 lb down and 41b up at 1-4-15 , and 81b down and 41b up at 4-2-15, and 8 It, down and 41b up at 4-2-15 on bottom chord. The design rselection of such Connection device(s) Is the responsibility of others. 8) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face 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 Undone Loads (pit) Vert: 1-3=54, 4-5=20 Concentrated Loads (lb) Vert 10=11(1`=6, B=-6) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 23,2018 ®WARNING- Vedrydaaignpam aism antl READNOTES ON This AND MCLUDEDMI EKREFERENCE PAGE aO-rdr] rw. 1dAxWo15BEFORE USE R Design said far use onywM MiTek®wnnedms. This desgn is based a* upon p romders somm. all is far an Individual banding component. nor �[�• a bass symor. Seem use, me building desgoermust veMy me app6rsb0dy of design parameters and properly incagcale this desgn"a the overaa ■■■��•Y��■` Wndmgdesign BredngIMiraied Intop Mbud&IolbMMdualaussweba ord,oMmemberso*. Add'Nonaltemporaryantlpermanentba" MiTek' is allays required for sabLryand le preveN cc0apse weA possible pensowl Njuryantl pmpeMtlamape. For general guda me regaining me fabrication, storage, deMmy, emdion and Madrid oftrusses and arms systems, see ANSI/7P11 Quality Cmeda, DSM9 and BCSI Building Component Safetylnforenatlon avanabla Mom Truss Piste Inant0e, 218 N. Lee Same. Sucre 312. Afteamiris, VAM14. Bass Parke East BAN. Tampa, FL 35310 Job Truss Truss Type pry Py ASHTON T15400923 J36905-J36905A ZHJ10 Diagonal Hip Girder 4 1 Job Reference (optional) 8220 s Oc['62018 MRek Industries. Inc. Tue Oct 2313:04:56 2018-Paoe 1 Scale=121.4 2x4 0 1x4 II 3x4 = 6 410.1 LOADING (psq TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 24}0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSL TC 0.52 BC 0,59 WB 0.32 MaNx-MS DEFL. in Vert(LL) 0.15 VerUCT) -0.10 HOR(CT) -0.02 (loc) Udefl Ud 7-8 >766 240 7-8 -999 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 441b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purists. w BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or5-5-15 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (It/size) 5=187/Mechanicel, 2=516/0-10.15, 6=265/Mechanicel • Max Hoe 2=226(LC 8) Max Uplift 6=204(LC 8). 2�500(LC 8), 6=280(LC 8) Max Gmv 5=189(LC 3), 2=516(LC 1), 6=265(LC 1) FORCES. (to) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=871/817 BOTCHORD 2-8=886/811, 7-8=886/811 WEBS 3-8=-242/273, 3-7=872/953 NOTES- 1) Wind: ASCE 7-10; VuH=170mph (3-secand gust) Vasd=132mph; TCDL=4.2psf. BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave-0ft; Cat. 11; Exp C: End., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about 8s center. 3) This buss has been designed fora 10.0 pM bottom chord live load nonconcurtent 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 chum 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 lb uplift at joint(s) except at=lb) 5=204, 2=500, 6=280. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 83 Is up at 4-2-15, 39 lb dam and 83 lb up at 4-2-15, and 66 lb down and 155lb up at 7-0-14, and 66 lb down and 155 lb up at 7-0-14 on top chord, and 28 Its down and 4lb up at 14-15, 28 lb down and 41b up at 14-15, 8lb dawn and 60 to up at 4-2-15, 8lb down and 60 Its up at 4-2-15, and 31 Ib down and 110 lb up at 7-0-14, and 31 Its down and 110 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility Mothers. 8) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Inaease=1.25, Plate Inaease=1.25 Uniform Loads (pit) Vert: 1-5-54, 6-9=20 Concentrated Loads (Its) Vert: 13=70(F=35, B=35) 15=11(F=-6, B=-6) 16=-61(F=31, B=-31) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 8904 Parka East Elvd. Tampa FL 33610 Data: October 23,2018 AwAN wa;-Vedyydesign Pemmefers endflEaD NOTES ON TNISANOUICLUDED,LrEKREFERE110EPAGEIMINW3 rev. 1aN0R0158EFOAE ME Deign vue! foruse a* with MTek® cone am This design is based orayuponparameters sbwn,"is for an btGNdual bugdmg component,not a"" system Before use, the budding desgnermustveMy Me appgeablity of design parameters and propeM incorporate Nis design Moore evemp ■■��ff burdaigdesgn. Bracing lndioatee lsto Prevent bucl6rg ofhkMdualtmss web arMfor chord memeets oely. AddOlaWtemporaryandpennanentbraang MiTek' 7 isa aysrequ dgrMUdyandtopre MwbpwwMpossibbpersonalhim "pmp rlydamaga Forgeneralguidanmrega�ngthe fabrP n, storage, detwr , emotion and bmang of Wsses end truss systems, sea ANSUTPIt Duality Cdtedz, DSBa9 and east Building Component Bafetylnormaaon av Ublefrom Tmss Platelns e,21BRUeStreet.Su4e3l2NexanMa,VAU314. 69U Parke Easl Bhd. Tampa,M 36610 Sono=1:21.4 2x4 II LOADING (psq SPACING- 200 CSL DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ved(LL) 0.24 6-9 >368 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC OAS Vert(CT) -0.15 6-9 -581 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.07 Hom(CT) -0.01 4 n/a n1a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 38 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD tSOTCHORD 2x4 SP No.2 BOTCHORD WEBS 2x6 SP No.2 REACTIONS. All bearings Mechanical except (jl=length)2=D-10-15,6=0-11-5. air (Ib)- Max Ho¢ 2=226(LC 8) Max Upl'Ift All uplift 100 lb or less at joint(s) 4, 5 except 2�410(LC 8), 6=814(LC 8) Max Gav All reactions 250 lb or less atjoint(s) 4, 5 except 2=347(LC 1), 6=698(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. WEBS 3-6=463/533 Structural wood sheathing directly applied or 6-D-0 oc pudins. Rigid ceiling direly applied or 160-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nanconcument with any other live leads- 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 200 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except @=lb) 2=410, 6=814. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 39 lb down and 83 lb up at 4-2-15, 39 lb down and 83 Ib up at 4-2-15, and 14816 down and 1621b up at 7-0-14. and 6616 down and 155 lb up at 7-0-14 on top chord, and 901b doom and 4lb up at 1415, 9011, dam and 411b up at 1-4-15, 8 lb down and 4lb up at 4-2-15, and 8 lb down and 4 lb up at 4-2-15, and 31 lb down and 70lb up at 7.0-14 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face 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 Increaseml.25 Uniform Loads (pit) Vert: 14=54, 57=20 Concentrated Loads (lb) Vert: 11-82(F-35) 13=11(F=6, B=-6) 14=-31(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Elvd. Tampa FL 33810 Date: October 23,2018 AWARNING- Vedrydeatgapartmehas arMREAUNOTES ON TInSANDINCLWEOMISEHRE ERENCEPAGE0BF7m rev. 1"IQ r5BEFORE USE Dedgnvaed forum onlymth MReWtooneclors.TNa&Man is based aNyupmparmreters smart. and is loran MOMIMal bitlding mon,merd,not a Muss system. Before use, Me Wldmg designermust verify Me appembaay of design parameters and property lncerpoMe INs design into Me oamae ��+��.YYY■■■ bulling design. Bmdng lndkated is to amard bu[kIDig of lndvidual Im.mb aMtor tlmN members only. Addiemml temporary and pmmanem brad, MiTek' IsaWaysregulmdtorslebiaya topee MmaapWWMpossiblepersonalnlmyaMpmpedydamage. Forgentealgiddan[eregardgthe fabrimlien. Manage. delivery, erttlim and boring Witnesses and! am.s,,tem... AN$Irlpll Duality Criteria, DS"9 and Best Building Component Safety Information available from Truss %ate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA22314. 69W parka East that. Tampa, FL M10 mbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION -��jL►�IL�tlL:��113/\4" Center plate on joint unless x, y Apply e indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. ��115r For 4 x 2 orientation, locate plates 0- 'lid' 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 SIZE The first dimension is the plate width measured perpendicular x 4 to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated symbol shown and/or by textth in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Standards: 1: National Design Specification for Metal Plate Connected Wood Truss Construction. Design Standard for Bracing. Building' Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. I 6-4-8 t dimensions shown incasixteenths s III (Drawings not to scale) 1 2 8 7 6 - 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering RefeFence Sheet: Mll-7473 rev. 10/0312015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSlrTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no calling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cat or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSlrrPI 1 Quality Criteria.