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TRUSS PAPERWORK
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: 1690522-PACE-MUNYAN - Site Information: Customer Info: PACE 2000 Project Name: MUNYAN Model: Lot/Block: . Subdivision: . Address: STATELY OAKS STREET. City: PORT SAINT LUCIE State: FL MiTek USA, Inc. SCANNED 6904 Parke East Blvd. BY Tampa, FL 33610-4115 'St. Lucie County 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: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 70 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date I No. I Seal# I Truss Name Date 1 1 T16616056 I A01 3/26/19 118 1 T16616073 B06 3/26119 12 1 T16616057 1 A02 13/26/19 119 1 T16616074 1 B07 - 13/26/19 13 1 T16616058 1 A03 13/26/19 120 1 T1 6616075 1 B08 13/26/19 1 14 1 T16616059 1 A04 13/26/19 121 1 T1 6616076 1 B09 13/26/19 1 15 1 T16616060 1 A05 13/26/19 122 1 T166160771 C01 13/26/19 1 16 1 T16616061 1 A06 3/26/19 23 T16616078 CO2 13/26/19 1 17 T166160621 A07 3/26/19 124 T166160791 CO3 13/26/19 1 18 T166160631 A08 13/26/19 125 1 T166160801 C04 13/26/19 1 19 1 T16616064 1 A09 13/26/19 126 1 T16616081 1 C05 13/26/19 1 110 1 T1 6616065 1 At 0 13/26/19 127 1 T1 6616082 1 CJ 1 13/26/19 1 111 I T1661:0:6 All 13/26/19 128 T16616083 CJ2 13/26/19 1 112 IT16616067 Al2 13/26/19 129 IT16616084 CJ3 13/26/19 113 1 T1 6616068 1 B01 13/26/19 130 1 T1 6616085 1 CJ4 13/26/19 1 114 1 T1 6616069 1 B02 13/26/19 131 1 T1 6616086 1 CJ5 13/26/19 1 15 T166160701B03 3/26/19 32 1T16616087CJ11 3/26/19 16 T16616071 B04 3/26/19 33 T16616088 CJ12 1 3/26/19 117 1T16616072'1B05 13/26/19 134 1 T1 6616089 1 CJ31 13/26/19 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021 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 ANSI/TPI 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 MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. NOPQUIN t No 68182 :9 STATE OF r4/Z [late: March 26,2019 Velez, Joaquin 1 of 2 RE: 1690522-PACE-MUNYAN - Site Information: Customer Info: PACE 2000 Project Name: MUNYAN Model: . Lot/Block: . Subdivision: . Address: STATELY OAKS STREET, . City: PORT SAINT LUCIE State: FL No. Seal# Ifruss Name FDate 35 T16616090 1 CJ32 3/26/19 36 T16616091 I CJ51 13/26/19 37 T16616092 CJ52 13/26/19 1 138 T16616093 D01 13/26/19 1 39 T16616094 D02 3/26/19 40 T16616095 D03 13/26/19 141 1 T1 6616096 1 E01 13/26/19 J 42 1 T16616097 1 E02 1 3/26/19 1 143 I T16616098 1 E03 13/26/19 144 IT16616099IEJ2 13/26/19 1 145 1 T1 6616100 1 EJ3 13/26/19 1 146 1 T16616101 EJ5 3/26/19 1 47 T766161021 EJ7 13/26/19 1 148 1 T16616103 I EJ21 3/26/19 149 1 T16616104 1 EJ31 3/26/19 I �50 T]6616105IEJ51 13/26/19 �51 T1661:106 G01 3/26/19 1 52 T16616107 G02 3/26/19 1 53 T16616108 G03 3/26/19 1 154 I T16616109 1 HJ1 13/26/19 1 155 I T166161101 HJ3 13/26/19 1 156 1 T1 6616111 1 HJ5 13/26/19 1 157 I T1 6616112 1 HJ7 13/26/19 58 (T16616113. HJ21 3/26/19 159 1 T166161141 K01 1 3/26/19 1 160 1 T1 6616115 1 K02 13/26/19 1 161 1 T16616116 J M1 13/26/19 1 162 1 T1 661611TJ M2 13/26/19 1 163 1 T1 6616118 1 Vol 1 3/26/19 1 64 �T16616119 V02 1 3/26/19 1 165_ �T16616120I V03 13/26/19 166 1 T1 66161211 VO4 1 3126/19 1 67 1 T1 6616122 1 V05 13/26/19 1 168 1 T1 6616123 1 V06 13/26/19 169 1 T16616124 1 V07 1 3/26/19 j 170 1 T1 6616125 1 V08 13/26/19 1 2of2 Job Truss Truss Type i • Oty Ply T16616056 1690522-PACE-MUNYAN A01 Roof Special 1 1 Job Reference (optional ounuers rim Jource, rlam Glry, rL- Ubbb, 5x6 = tl24u S use 5 2u18 MI I eK Inaustnes, Inc. I Ile Mar 26 06:54:38 2019 Page 1 ,E1YuEMmJmnYyfZ4F-rgvt6ml mFGnbd06NU19sd[Etgn99W73_ISoF1zX8M7 Scale = 1:82.0 3xd i 3x4 4x6 7 9 4x6 C 4x6 q 6 10 3x4 C 5 11 10x16 MT20HS= 516 = STI.5x8 STP= 3x4 i Sx8 9 12 13 ST1.5x8 STP= 274 26 3 m N d 2x4 2 m m m .0 19 19 18 16 6x8 II 23 22 21 29 29 17 15 14 3x4 = 3x8 = 3x5 = 5x12 = 2x4 II 6x3 3x4 II 3x4 = 7xIO = 1 S-1-12 10-0-0 14-10-8 20-10.8 26-10-8 34-0-0 40-3-8 5.1-12 4-104 4-10-B fi-0.0 6.0.0 74-8 �75-5-0 11-5 u Plate Offsets (X Y)-- [2:04-9 Edger [6:0-3-0 Edge] [10:0-3-0 Edge] 113:0-3-12 Edger [20:0-7-12 0-4-01 [23:0-3-8 0-2-81 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) 0.29 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.49 15-16 >985 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WE 1.00 Horz(CT) 0.12 26 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 2731b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-8-14 oc bracing. Except: 5-22: 2x4 SP No.3 10-0-0 oc bracing: 20-22 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-18,-8-18, 9-18 13-14: 2x6 SP No.2 OTHERS 2x4 SP No.3 *Except* 13-25: 2x8 SP 240OF 2.0E SLIDER Left 2x6 SP No.22-10-0 REACTIONS. (lb/size) 2=1927/0-8-0, 26=1753/0-6-8 Max Horz 2=501(LC 12) Max Uplift 2= 939(LC 12), 26=-819(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=-3192/2458, 4-5=-3392/2721, 5-7=-2745/2326, 7-&=-2098/1982, 8-9=-2098/1964, 9-11= 2595/2159,11-12=-2902/2197,12-13=-2477/1837 BOT CHORD 223=-2250/2686, 22-23=-193/259, 5-20=-355/528, 19-20=-2446/3012, 18-19=-1935/2389, 16-18=-1695/2262,15-16=-1936/2494,14-15= 285/374 WEBS 4-23=401/465,20-23=-2090/2465,4-20=-207/345,5-19=847/757,7-19=291/635, \\QV(N 7-18=-938/999,8-18=-1- 7 204/1390, 9-1862/811,9-16=-167/461, 12-15=-1526/1228, \♦ 13-15= 1939/2626,11-16=-350/345,13-26=-2050/1530 ♦♦ ♦♦ ON. �J J .•'GENS'• F '•• NOTES. V 1) Unbalanced roof live loads have been considered for this design. NO 68182 •:'�' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; ExP C; Encl., * GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 44-13 to 20-10-8, Comer(3) 20-10-8 :• to 26-10-8, Extedor(2) 26-10-8 to 39-5-8 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water pending. 3 S F : 4) All plates are MT20 plates unless otherwise indicated.00 ��� • �i T'•;C 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • Q;� G� ♦� �iS ' R 1 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 fit between `('j�,♦` S' will the bottom chord and any other members, with BCDL= 10.Opsf. I A� E\\`♦ 7) Bearing at joint(s) 26 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify ,;,ON capacity of bearing surface. 8) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE No.68182 2=939, 26=819. MITek USA, Inc. FL Cert 8634 6904 Parke East Bind. Tampa FL 33610 Date: March 26,2019 Q WARNING -Verily design "rame(erseed READNOTES ON WISAND INCLUDED MREArREFERANCEPAGEMD-74Rrev. faNYfeiSBEFORE USE Design valitl 'anise oozy with MRak� connectors.IDis designbbam only upon parameters shown, and Is for an Indivitlwlbuiltling component,not a huss syiem,ee'0'0 use. the buiitling designermusfveriy the oppllcob" of design parameters and properly lncomorote in6 design info the overall building design. Bracing Indicated is fo prevent buckling of inddual truss web antl/ar chord members only. AtldBional temporary and pennanenf bracing MiTek' is always required for stability and to prevent collapse wlih possible personal m7ury antl property tlamage. For general guidance regarding iha fobriconon.storage.J.".,,em.'0n.nd brodng of trusses antl huss syslemx see�WS 11 pualtly CMOM, D59-09 antl eC3i Buerlhp Component 6904 Parke East BNtl. 5-firty InfOlmGtbravalloble hem Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexondna, VA 22314. Tampa, FL 33610 Job Truss Thus Type , a Oty Ply T76616057 1690522-PACE-MUNYAN A02 Roof Special 1 1 Job Reference (optional ounuers I.,., puurl:e, naa flay, 11- JZJoo, a.z4us Uec amro Muexmausmes,mc. iuemarzbue:b4:4uzu1a 5.6 = 6.00 12 8 3x4 i 3x4 4x6 7 9 4x5 i 6 \ 06 - 6x8 = 8x14 MT20HS = STI.5x8 STP= 11 3x4 is 5x6 i ST1.5x8 STP= 254 3 14 II 2 m kH VIA, ory 6x8 II 19 17 26 16 2] 15 14 13 12 21 20 3x4 = 3x8= 3x6 = 5x6 = 3x4 II 6x8 = 3x4 1 1 ]x10 = 3x4 = 61-12 10-0-0 14-10.8 20-10-1 26-10-8 33-5-0 3 0 40-3-8 St-19 d.1nd dd a.P n.n.n 6'-n.e 0.0.A lL9.e A.A.A 24 Scale = 1:81.7 Plate Offsets (X,Y)-- (2:0-4-9,Edgel, (6:0-3-0 Edge] (11:0-3-12 Edgel f18:0-7-12 0-4-01 (21:0-3-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(L-) 0.29 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.42 17-18 >999 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress [nor YES WB 0.94 Horz CT) 0.21 24 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 2721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 -Except' TOP CHORD 8-10: 2x4 SP No.1 BOT CHORD. BOT CHORD 2x4 SP No.2 *Except* 5-20: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 "Except' 11-12,11-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 11-23: 2x8 SP 240OF 2.0E SLIDER Left 2x6 SP No.22-10-0 REACTIONS. (lb/size) 2=1927/0-8-0, 24=1760/0-6-8 Max Hoa 2=541(LC 12) Max Uplift 2=-935(LC 12), 24=-830(LC 13) FORCES. (lb) - Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-3192/2439, 4-5=-0392/2713, 5-7=-2745/2313, 7-8=-2100/1965, 8-9= 2105/1955, 9-10=-2626/2108, 10-11=-2531/1925 BOT CHORD 2-21=-2312/2687, 20-21=-198/258, 5-18=-363/530, 17-18=-2517/3012, 16-17=-2002/2389, 14-16=-1760/2267, 13-14=-1971/2582,12-13= 1991270 - WEBS 4-21=-401/475, 18-21=2148/2466, 4-18=-217/345, 5-17=-847/763, 7-17=-394/630, 7-16=-936/1005, 8-16=-1207/1407, 9-16=-770/814, 9-14=-89/411, 10-14=-403/289, 10-13=-1374/1225,11-13=-2064/2702,11-24=-1828/1361 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 3-8-3 oc bracing. Except: 10-0-0 oc bracing: 18-20 1 Row at midpt 7-16, 8-16, 9-16, 11-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Corri-1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8, Exterior(2) 26-10-8 to 39-6-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=1b) 2=935, 24=830. IN .�'tt' 0 �C E NV �C�1 �'• No 68182 � 9 STP OF ' 40 O R IV N Joaquin Velez PE No.68182 MITO USA. Inc FL Celt 6634 6904 Parka East Blvd. Tampa FL =10 Dale: March 26,2019 Q WARNING -Verily daa/9npvametem and READ NOTES ON THIS AND INCLUDED MITENREFERANCEPAGEUX74YJrev. 1111A0.'Y291SREFORE USE Design valid for use aNy with MI1eksis connectors. This design Is based any upon parameters shown, and Is for on Individual building component, not �,- o truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design into Me overall building design. Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse MM possible personal injury and property damage, For general guidance regarding Me fabricatiom storage, delivery, erection and bracing of trusses and truss systems. seeANSV P11 Quality Cri DSB-89 and SCSI Building Component 69M Parke East Blvd. Safety Informa6amovailoble from Trust Plate Institute. 218 N. We Street, Suite 312. Alexandra VA 22314. Tampa, R. 33610 Job Truss Truss Type 4 Oty Ply T76616058 1690522-PACE-MUNYAN A03 Roof Special 1 �JbSafamr�c, Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 26 06:54:41 2019 2.4 5x6 = 6.00 F12 STP= '_ "4,6 _ 3x8 = 4x6 = 5x8 = 3x4 11 2x4 II 6x8 - Scale =1:79.8 o O 21 m 1N O Ia LOADING (pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TC 0.73 BC 0.84 WB 0. if Matnx-SH DEFL. in (log) Vdefl Ud Ve I(LL) -0.35 13-15 >951 240 Vert(CT) -0.58 13-15 >574 180 Horz(CT) 0.08 21 n/a n/a PLATES GRIP MT20 244/190 Weight: 2681b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-9 ad pudins, 10-11: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-2-0 oc bracing. Except: 6-17: 2x4 SP No.3, 14-16: 2x4 SP No.1 3-7-0 oc bracing: 16-17 WEBS 2x4 SP No.3 *Except* WEBS i Row at midpt 7-16, 9-15, 11-13 11-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 11-20: 2x8 SP 240OF 2.0E SLIDER Left 2x4 SP No.3 3-7-4 REACTIONS. All bearings 12-9-0 except Ut=length) 17=0-3-8, 17=0-3-8, 21=0-6-8. (lb) - Max Horz 2=580(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 18 except 2= 203(LC 12). 17=-1018(LC 12). 21=615(LC 13) Max Grav All reactions 250 Ib or less at joints) except 2=478(LC 23), 18=253(LC 23), 17=1893(LC 2), 17=1863(LC 1), 21=1145(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOPCHORD 6/386, 102-4 BOT CHORD 2-'8=450'22389, 0/223, 1091 6 17/31622/1380, 6916= 276/332, 115-16=-303/270, ,\\\OPQUI......... J •%G •• 1 '�� 13-15=-876/1066 E N g WEBS 4-17=-476/730,7-16=-1354/1210,7-15=-325/678, 8-15=-306/350, 9-15= 723/835, V lC••• 9-13=-378(713, 10-13=-1158/974, 11-13=-1119/1514, 11-21=-1172/838 NO 68182 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., : l GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Extenor(2) 4-0-13 t0 20-10-8, Comer(3) 20-10-8 O�•• Sf O F : �/Z to 26-10-8, Extedor(2) 26-10-8 to 39-6-8 zone; cantilever left and right exposed ;C-C formembers and forces & MWFRS for Lumber DOL=1.60 DOL=1.60• 0 reactions shown; plate grip 3) Provide adequate drainage to prevent water ponding. �ii�iS' O R \ •'•�'J\\\� 4) This truss has been designed for 10.0 bottom live load loads. • • • • • • • •(G� a psf chord nonconcurrent with any other live ' \\\ -'.,i10 N A111��\\\ 5) This Iruss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68182 capacity of bearing surface. MITek USA, Inc. FL Carl 6634 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 18 except ft=lb) 6904 Parke East Blvd. Tampa FL 33610 2=203, 17=1018, 21=615. Date: March 26,2019 QWARNING- werUVdesfgnpenmerersand READNOTES ON TNISAND INCLUDED MDEKREFERANCEPAGEMs.74larev. 111=2015BEFORE USE Design valid for use only with Ni connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��• th a truss system. Before use, the building designer must verify e applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWing of Individual truss web and/or chord members only. Atlditional temporary and permanent bracing MiTek' Is always required for stablllly and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII QuaW CtBnW, DSB-69 and BGSI Building Lompanr of 69M Parke East Bivd. Safety fnbrmatbnavollobie from Truss Rate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type , Oty Ply T76616059 1690522-PACE-MUNYAN A04 Roof Special 1 1 Job Reference (optional) blMaere Twat Source, Plant Uty, 1-1--a2bbb, U.241J a Use 52p18 MI I eK Inausine5, Inc. I as Mar 26 06:54:43 But 3x4 i 3 24 at II 2 1 x5 21 28 20 ST1.5x8 STP= 2z411 3.8 MT20HS II 5x8'= BOB F12 7 5x6 q 26 27 6x8 0 6 e 2x4 11 2x4 II 25 3x6 i 9 5x6 = 5 10 4 8 54 =29 30 17 31 32 5z8 = 15 14 19 2x4 II 4[12 = STI.5xB STP= 5z12 = 6x12 MT20HS= Scale = 1:84.4 6x8 = 6x8 = 2x4 It ST1.5x8 STP= 3.6 = 12 a a 3 N Nlo 1 6 33 34 13 5x6 = 6-6-4 12-5-0 12FS-0 20-10-8 260 129-01-8 40-3-8 6-fi-4 5-10-12 0 fl-1-ft 5--&10.9 3-p-fl K. Plate Offsets (X Y)-- [2:0-1-13 0-3-107 [12:0-4-0 0-1-01 [16:0-4-12 0-241 [19:0.3-8 0-3-01 [21:0-2-14 0-0-141, [21:0-0-0 0-3-101 - - LOADING (ps!) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) -0.22 13-14 >999 240 MT20 244/190 - TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.4713-14 >694 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) -0.05 23 Ids n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Weight: 2851b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except* TOP CHORD 10-12,1-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except* BOT CHORD 5-19,9-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 12-13: 2x4 SP No.2, 2-21: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 *Except* 12-23: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 21=625/0-8-0, 19=2723/0-8-0, 23=1597/0-6-8 Max Harz 21=605(LC 12) Max Uplift 21=305(LC 8), 19=-1270(LC 9), 23=-769(LC 13) Max Gmv 21=631(LC 23), 19=2723(LC 1), 23=1597(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-559/715, 3-5= 256/270, 5-6=-68/303, 6-7=-1797/2218, 7-8=-1823/2208, 8-9=-2303/2451,9-10=-24D4/2454,10-11=-1993/1895,13-23=-1261/1451, 2-21=-569/924 BOT CHORD 20-21=-849/407, 19-20=-849/407, 18-19=-2376/2481, 5-18=-340/408, 17-18=-1284/1097, 16-17=-2052/1958,13-14=-1095/1166 WEBS 3-20=376/274, 3-19=-570/1017, 6-18=-2294/2477, 6-17=5301760, 7-17= 545/449, -14-16= 1929/2080,10-16=-337/209,10-14=-1435/1641, 11-14=-1248/1289, 11-13=-1776/1696,B-17=-1011/1256, 8-16=362/549 Structural wood sheathing directly applied or3-10-8 oc puffins, except end verticals. Rigid ceiling directly applied or 4-0-10 oc bracing. Except: 2-8-0 oc bracing: 18-19 1 Row at midpt 6-18, 11-14, 11-13, 8-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 44-13, Exterior(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-12, Exterior(2)26-10-12 to 39-6-8 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water painting. 4) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 23 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=305, 19=1270, 23=769. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4001b down and 746 lb up at 19-0-0, and 400 It, down and 746 lb up at 23-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others ,,)� No 68182 STOF Joaquin Velez PE No.68182 MITek USA, Inc. FUCert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Continued on pane 2 - - - - — - - - - - I►WARNOVG-Yerttydesrgn parameters and READ NOTES ON THISANDINCLUDEO 10IIEKREFERANCEPAGEM274TJ rev 1GO2015BEFOPE USE Design valid for use only with MOeleg connectors. This design Is based only upon parameters shown, and is for an Individual building component not a Muss system. Before use. the building designer mug verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual fuss web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the MiTek' fobrlcaron, storage; delivery, erection and bracing of fusses and truss systems SeeANSVIPII CuoBry CMrrM, DSB-89 and BCSI Buldli Component Safety Infarmalbnovalloble from Truss Plods Institute. 218 N. Lee Street Suite 312. Alexontlrl¢ VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type . . Oty Ply T16616059 1690522-PACE-MUNVAN A04 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:54:43 2019 Page 2 ID:OMGHgVGe6ryE1 VuEMmlmnVytZ4F-Cojm9Zr9bou3iPI391 dKZg?7VrUZgmoBDAVvFzXBLw NOTES- 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 (plo Vert: 1-2= 70,2-26=-70, 7-26=-190(F=-120), 7-27=-190(F=-120), 10-27=-70, 10-12=-70, 19-21=-20, 16-18=-20, 13-15=-20 Concentrated Loads (lb) Vert: 26=-400(F) 27=-400(F) Job Truss Truss Type , Oty Ply T16616060 1690522-PACE-MUNYAN A05 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:54:45 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-8AgXaFt07Pen)dSSHSfoe547_f9 W IhM5b%ff_7zX8Lu 27-11-8 1A 6-0j4 12-9-0 18-9-12 20-10-8 24-11-4 6- 33-6-8 37-11-a 40.3-B 1-B-0 fi4i-0 6-242 4-p-12 4-0-12 44-12 -9-1 sd-e a-s-e 2<-0 5z8 = -2-8 Scale = 1:98.0 6.00 12 31 7 32 34 i 2z4 11 3z4 5x6 i 6xe = 6x8 C 4x10 MT20HS= 8 5.6 3x6 = 5x6 = 33 ST1.5z8 STP = �9 10 12 28 2x4 I 2 �31b i 18 18 35 36 15�36 37 38 34 2z4 II 5x8 =. 16 15 14 39 40 13 22 21 20 2z4 II 5x8 = 5x6 - ST1.5x8 STP= 2x4 II ST1.5x8 STP= 6x8- 3.8 MT20HS I I 5x6 = 6x12 MT20HS= 2.4 = 2x4 11 &6-4 12-5-0 12]�-0 20-00-8 26-9-0 2T-11r8 33-6-8 37-11-8 6.6.4. 5-10.12 0-4-0 8-1-e 5-10-8 .2- 5.7-0 45.0 I42-3-8 2-4-0 Plate OHsets(X,Y)- [2:0-1-130-3-101 [11i0-3-00-2-0] [12:0-6-12Edgel [17i0-2-80-2-81 [20:0-3-BO-3-01 [22:0-2-140-0-141 f22:0-0-00-3-101 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) 0.23 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.2917-18 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) -0.12 28 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Weight: 300 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 `Except` TOP CHORD 4-7,7-9: 2x4 SP M 31 BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD 5-20: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except WEBS 2-22: 2x8 SP 240OF 2.OE, 12-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 12-27: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 22=618/0-8-0, 20=2772/0-8-0, 28=1579/0-6-8 Max Horz 22=613(LC 12) Max Uplift 22=-299(LC 8), 20=-1323(LC 9), 28=-748(LC 13) Max Grav 22=626(LC 23), 20=2772(LC 1), 28=1579(LC 1) FORCES. (lb) - Max. Comp_/Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-550l718, 3-5=-287/277, 5-6=-102/305, 6-7= 1930/2236, 7-8=-1854/2223, 8-9= 2599/2646,9-10=-2309/2343,10-11=-1334/1296,2-22=-565/926,13-27=-1258/1458, 12-27=-1258/1458 BOT CHORD 21-22=-840/399, 20-21=-840/399,.19-20= 2426/2512, 5-19=-340/407, 18-19=-1287/1112, 17-18=2067/2013, 13-14=-430/477 WEBS 3-21=-379/276,3-20=-57211018,6-19=-2355/2511,6-18=-544/792,7-18=-551/476, 9-17=-1346/1343,10-14=-1405/1445,14-17=-1176/1299,10-17=-1490/1386, 11-14=-1384/1548,11-13=-1430/1304,8-18=-1058/1294, 8-17=-473/780, 12-28=-1592/1440 - Structural wood sheathing directly applied or3-2-14 oc pudins, except end verticals. Rigid ceiling directly applied or 3-11-15 oc bracing. Except: 2-6-0 cc bracing: 19-20 1 Row at midpt 6-19, 9-15, 10-14, 10-17, 11-14, 11-13, 8-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 44-13, Exterior(2) 4.4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8, Exterior(2) 26-10-8 to 37-11-8, Comer(3) 37-11-8 to 396-8 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearing at joint(s) 28 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except 6t=11b) 22=299, 20=1323, 28=748. aC E •� F No 68182 9 sT of w i,frf /0NAI S % Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33610 Date: March 26.2019 J ob Truss Truss Type . . Oly Ply T16616060 1690522-PACE-MUNYAN A05 Roof Special 1 1 Jab Reference (optiona0 Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2018 MTek Industries, Inc. Tue Mar 26 06:54.45 2019 Page 2 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-SAgXeFt07P8nsd SSHSfoe54T_f9 W IhM5b%tf_7zX8Lu NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 Ib down and 746 Its up at 19-0-0, and 400 Ib down and 746 Ib up at 23-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-31=-70, 7-31=190(F=-120), 7-32=-190(F=-120),9-32= 70, 9-11=-70, 11-12=-70, 20-22=-20, 17-19=-20, 13-16— 20 Concentrated Loads (lb) Vert: 31=400(F) 32=400(F) AWARNING -VedlydesignParameter and READ NOTES ON MIS AND INCLUDED MNEKREFERANCEPAGE M074"nn,faMIZO1SBEFORE USE. Design valid for use only with MOek9 connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a buss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall bulltling design. Brccing Indicated is to prevent buckling of Individual Inn web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal hjury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hums and truss systems seeANlill Quo' Criteria. OSB-59 and BCSI Building Component BONParke East Blvd, Safoly hrformalbMvailable ham Truss Plate Institute. 218 N. Lee Sheet. Suite 312 A nanddo, VA 22314. Tempe, FL 33610 Job Truss Truss Type . . Oty Ply T1fifi1fi061 1690522-PACE-MUNVAN A06 Roof Special 1 1 Jab Reference (optioned) o ItUem nett aumUe, ramf uy, rL- oe000, 0.-d4u s Uec o zV re mu eR maustnes, Inc. I us Mar zU Wb4:41 Lule 23 44 22 ST1.5%B STP= 2x4 II 5x8 II 5x8 = Scale=1:98.0 6.00 12 32 7 33 21 2x4 II ST1.5x8 STP = 5x6 = 6x8 = 2x4 II 2x4 5x8 = 17 16 2x4 II 5x12 = 15 4x6 = 8xl4 MT20HS = 6x8 = 6x8 = ST1.5xB STP= 3 12 29 I9 I9 14 13 Ste = 3x4 11 12-5-0 12 0 20-10-8 26-9-0 32-0.0 36.10-0 40-3-8 fi.fi.d I S.1 n.1a nd�n A.1-A S.in.A I LA.n I d.1 n.n 1LA Plate Offsets (X n-- [3:0-3-0 0-3-4j [12:0-10-0Edoe] [18:03-12 0-2-0][21:0-3-8 0-3-0] [23:0-5-8 0-2-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 VerI LL) 0.18 9-18 >999 ,240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Ved(CT) -0.3119-20 >999 180 MT20HS 187/143 BCLL 0.0 " Rep Stress [nor NO WB 0.91. Hom(CT) -0.12 29 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 3191b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 "Except" TOP CHORD 9-11,11-12: 2x6 SP No.2, 1-3,3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except" - BOT CHORD 5-21,9-16: 2x4 SP No.3 WEBS 2x4 SP No.3 "Except" 2-23: 2x8 SP 240OF 2.OE, 12-13: 2x4 SP No.2 WEBS OTHERS 2x4 SP No.3 "Except* 12-28: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 23=630/0-8-0, 21=2580/0-8-0, 29=1499/0-6-8 Max Horz 23=609(LC 12) Max Uplift 23=-304(LC 8), 21=-1503(LC 9), 29=330(LC 13) Max Grav 23=636(LC 23), 21=2580(LC 1). 29=1499(LC 1) FORCES. fib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-564/766, 3-5=-254/257, 5-6=-69/287, 6-7= 1662/2447, 7-8=-1686/2446, 8-9= 2232/2738,9-10=-2007/2481,10-11=-659/827,11-12= 748/813,2-23=-574/953 BOT CHORD 22-23=353/410, 21-22=-845/407, 20-21=-2229/2654, 5-20=-339/396, 19-2D=-1407/1020, 18-19=-2244/1857,9-18=-1046/1183,14-15=-1426/1362 WEBS 3-22=-377/274, 3-21=-566/1003, 6-20=-2124/2694, 6-19=609/688, 7-19=-566/516, 15-18=-1376/1295,10-18=-1394/1014,10-15=-155/327, 10-14= 1280/1397, 12-14=-1175/1196,8-19=-1032/1359,8-18=-377/639,12-29=-1510/1571 Structural wood sheathing directly applied or 4-10-12 oc puffins, except end verticals. Rigid ceiling directly applied or 3-10-6 oc bracing. Except: 2-11-0 oc bracing: 20-21 10-0-0 oc bracing: 16-18 1 Row at midpt 6-20, 10-18, 10-14, 8-19 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 44-13 to 20-10-8, Corri 20-10-8 to 26-10-0, Exterior(2) 26-10-0 to 36-10-0, Comer(3) 36-10-0 to 39-6-8 zone; cantilever left and Fight exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 29 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 23=304, 21=1503, 29=830. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4001b down and 746 lb up at 19-0-0, and 4001b down and 746111 up at 23-M on top chord. The design/selection of such connection device(s) is the resoonsibility of others ``�%�OPpUIN `. EN S' No 68182 9 STV9 OF ' �/Z 'O�F '�� O R 1 O ���:` O N A� �c?C�`. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 iongnued on page 2 I►WARNING- Vedfydeslgnparamerersand FlEAO mores ON THWAND INCLUDED MTIEKREFENANCEPAGEM674M rev. la4Ai2oltsSUONEUSE Design v01id for use only wilh MBeksts connectors. This design Is based only upon pafameters shown, and Is for an Inc Mdual bulltling component, not a buss system. Before use, ire building deslgner mu#verify the appllcablinyof design parameters antl properly incorporate this design Into the overall building design. Bracing Indicated s to prevent buadhg of individual hum web and/or chord members only. Additional temporary end permanent bracing Is always required for stablllty, and to prevent collopse with possible personal hjury and property damage. For general guidance regarding the fabrlcotiom storage, delivery, erection and bracing of trusses and truss systems seeANSUIPII GuaII1y CDtorb, DSB49 and BCSI Building Component Safety Informptionavoiloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. �t MOW 69" Palle East BNd. Tampa, FL 33610 Job Truss Truss Type Ply T7661fi061 1690522-PACE-MUNYAN A06 Root Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:54:47 2019 Page 2 ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F-4ZyH?wugfOOVAOcgOthGjW 9os8simblO3r8m2Oz%6Ls NOTES- 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25,.Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 232=-70, 7-32=-130(F=-60), 7-33=-130(F=-60), 9-33= 70, 9-11=-70, 11-12= 70, 21-23= 20, 18-20=-20, 16-17=-20, 13-16=-20 Concentrated Loads (Ib) Vert:-32=-000(F) 33=-400(F) - A WARNWG-Verifydestgn pammetersend READ NOTES ON THISANOINCLUDED 11IITEArREFENANCEPAGEMIF74Tdrev. HIMISM15BE50REUSE Design valid for use only with MBel connectors. This design 6 based only upon parameters shown, and Is for an IncMduol building component, not ' a hum System. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Aditional temporary and permanent bracing WOW . 6 always required for stabllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrCofioru storage, delivery, erection and bracing of hnsses and huss Systems, seeANSUB'IL. Cuaitly Citlab, DSS419 and SCSI Building Component Safety lnformalbrnvailable from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Atexandda, VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job Thus Truss Type . Oty Ply T16616062 1690522-PACE-MUNYAN A07 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL.32566, 8.240 s Dec 6 2018 Mrrek Industries, Inc. Tue Mar 26 06:54:48 2019 6.8 = 5x8 = 6.8 = 6x8 = 6.00 12 6 27 6x8 = STP= 19 28 18 17 k0(4 II aw - 13 '- .. '•• 2x4 II 5.8 = 2x4 II ST1.5x8 STP= 2x4 II ST1.5xB STP= 5x8 = 3x8 W20HS 11 6xB = 2x4 11 2x4 = 6-6-0 46. 0 1 - 0 1-:1-0-8 26-9-0 2 -10 0 33-0-0 38-3-8 6-6-0 5-6-12 0-8-0 8-1-8 _ 5-10-8 - -1- 5-2-0 &&8 Scale=1:93.0 Plate Offsets (X,Y)-- [2:0-1-13,0-3-101. [9:0-4-0 0-1-0][14:0-5-8 0-2-81 [17:0-3-8,0-3-0] [19:0-2-14 0-0-10] [19:0-0-0 0-3-10] LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.11 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Ver(GT) -0.2315-16 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Hom(CT) -0.05 24 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 267 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excepi TOP CHORD 4-6: 2x4 SP M 31, 6-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 2-19:2x6 SP 240OF 2.OE, 9-10:2x4 SP No.2 WEBS OTHERS 2x4. SP No.3*Except* 9-24: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 19=638/0-8-0, 17=1751/0-8-0, 24=1121/0-6-8 Max Ho¢ 19=648(LC 12) Max Uplift 19=-287(LC 8), 17=-996(LC 12), 24=-595(LC 13) Max Gmv 19=642(LC 23), 17=1751(LC 1), 24=1121(LC 1) FORCES. (lb) -Max. Comp✓Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-570/658, 3-5=-277/187, 5-6=-920/860, 6-7= 879/789, 7-8=-1181/956, 8-9=-650/473, 2-19=-581/903, 9-24=-1082/822 BOT CHORD 18-19=-877/414, 17-18=-8T7/414, 16-17=-1426/1308, 5-16=-1347/1344, 14-15=-973/1193 WEBS 3-18=-382/272, 3-17=-523/971, 5-15=-501/828, 6-15=49/332, 7-15=670/602, 7-14=-349/510, 11-14=-465/640, 8-11=-960/835, 9-11=-825/1136, 8-14=-729/815 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 5-10-2 oc bracing. Except: 4-10-0 oc bracing: 16-17 1 Row at midpt 7-15, 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1 Sit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterfor(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8, Extenor(2) 26-10-8 to 37-6-8zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCULL = 10.Opsf. 7) Bearing at joints) 24 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ut=1b) 19=287, 17=996, 24=595. No 68182 �9 1.S OF ' �/� •'I;. /ONAL S-.V% Joaquin Velez PE No.68182 Mliek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL M610 Data March 26,2019 AWANNWG- Verity deslgnpsremetersomfREAONOTES ONTNISANOWCLUOEOMREKREFENANCEPAGEM674nmv.la1142DI5BEFOBEUSE Design valid for use onlywrM MBelc®connactors. This design Is based only upon parameters mown, and Is for on Individual building component, not a hiss system. Before use, the building designer mustverily the appllcabliity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWIng of Intlivitlual buss web and/or chord members only. Additional temporary and permanent bracing Isalways required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding Me fabrication storage, delivery, erection and bracing of hisses and buss systems seeAN3t/IPII Du criteria. 05889 and SCSI Sulding Component Safety Infanpationavailable from Tress Plate Institute. 218 N. Lee Street Suite 312. Alexandtl¢ VA 22314. M[Tek- 6904 Pake East Blvd. Tampa, FL 33610 Job Truss Truss Type r , Ply T16616063 1690522-PACE-MUNYAN A08 Roof Special �Qty 1 1 Job Reference (optional) aunoers ". oaurce, riern \Ay, rl.- aLabb, 6.24U a UBC b 2Ul is MI I ex mausmes, Inc. I Ue Mar 2a Ub:b4:bU 2Ul a 19 ST1.5x8 STP = axe MT20HS II 3x4 i 3 27 5x6 = 6.00 F12 7 3x4 i 3x4 - Sure — 6 8 8x12 = 2\ 29 5x6 = 5T1.5xe STP= 9 10 9 T+flm 31 32 15 33 34 V 30 �dx6 = Sx8 = 13 �5 12 11 8 11Sx8 = bx6 = ST1.5x8 STP= 11-10-0 5-3-0 6-3-8 6xe = Scale=1:83.3 666--44 102-0 2fi90 23900 3 . 51-2 15 80-10.8 .8 I 5-08 8-8 Plate Offsets(X,Y)— [2:0-1-130-0-101 [10:0-1-12,Edge1 [14:0-2-e0-2-81115:0-4-00-3-01 [17:0-3-80-3-0] [19:0-0-00-3-10] [19:0-2-140-0-10] LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.85 Vert(LL) -0.23 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.46 14-15 >670 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WB 0.73 H0m(CT) -0.09 26 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 270 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excepr TOP CHORD 9-10:2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 5-17:2x4 SP No.3, 14-15: 2x4 SP No.t WEBS 2x4 SP No.3'Except' WEBS 2-19: 2x8 SP 2400F 2.0E OTHERS 2x4 SP No.3 *Except* 10-25: 2x8 SP 2400F 2.0E REACTIONS. (Ib/size) 19=631/0-8-0, 17=1795/0-8-0, 26=1120/0-6-8 Max Ho¢ 19=608(LC 12) Max Uplift 19=-304(LC 8), 17= 985(LC 12), 26=-565(LC 13) Max Gmv 19=639(LC 23), 17=1795(LC 1), 26=1120(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-572/720, 3-5=-250/250, 5-6=-58/258, 6-7=-87a/945, 7-8=-881/899, 8-9=-1674/1253,9-10=-1430/1030, 2-19=575/926 BOT CHORD 18-19=-862J419, 17-18=-862/419, 16-17=-1449/1253, 5-16=-347/415, 15-16=-490/484, 14-15= 858/1064 WEBS 3-18=-377/273, 3-17=-570/1019, 6-15=127/461, 7-15=-417/467, 12-14=0/299, 9-14=-1136/941,10-14=-1083/1509, 8-15=-654/756,8-14= 342/694,6-16=-1189/1003, 10-26=-1137n92 Structural wood sheathing directly applied or 2-2-0 oc Outline, except end verticals. Rigid ceiling directly applied or 5-11-6 oc bracing. Except: 3-10-0 oc bracing: 16-17 1 Row at midpt 10-14, 8-15, 6-16 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8, Exterior(2) 26-10-8 to 37-6-8 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; 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) Allplates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Bearing at joint(s) 26 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 19=304, 17=985, 26=565. No 68182 F 4U c. 0 R % P Cj\��,• S,ONA111 ' �?`,%% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Bate: March 26,2019 ,&WARNING-yeHty Ceslgrparametere antl READNOTES ON TNISAND INCLUDED MFrEKREFERANCEPAGEMff TM3rev. lNUa@015 BEFORE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and u for On Indivdual building component, not �,- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate th6 design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addlflonal temporary and permanent bracing M1Tek• Is aiwaysmquked for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding in. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN5U1PI1 Quality CRedo, DSB49 and BCSI Buli Component 6904 Parke East Blvd. Safety Info rnotlonavolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. uexondda, VA 22314. Tampa, FL 33610 Job Truss Truss Type I City Ply T16616064 1690522-PACE-MUNYAN A09 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566. 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:54:52 2019 6.00 12 5x8 = 20 'O 19 18 11-10-0 5-1.0 5x8 = 6-5-8 30 I ST1.5x8 STP= ST1.5x8 STP= 5.8 II 6x8 = 6-6-4 12-1-0 12-9r0 20-10-0 20-11-0 26-9-0 29-2-4 31-10-0 38-3-8 6-6-4 5-6-12 8 8-1-0 0- -0 5-10-0 1 2-5-0 2-]-02 I ES-8 Scale = 1:77.0 STP= 26 Plate Offsets (X Y)-- 19:0-1-12 0-3-01 r14:0-5-e 0-4-01 r16:0-4-0 0-3-01 r18:0-3-8 0-3-01 [20:0-5-4 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(ILL) -0.11 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Ved(CT) -0.25 16-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) -0.08 26 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matir Weight: 250 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 8-9,1-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 2-20: 2x8 SP 240OF 2.OE, 13-15: 2x4 SP No.2 WEBS OTHERS 2x4 SP No.3 *Except* 9-25: 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 20=632/0-8-0, 18--1 71/0-8-0, 26=1082/0-6.8 Max Hon: 20=567(LC 12) Max Uplift 20=-325(LC 8), 18=-975(LC 12), 26=-585(LC 13) Max Grav 20=640(LC 23), 18=1771(LC 1), 26=1082(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-565/784, 5-6=-924/962, 6-7=-922/878,7-8=-1548/1270, 8-9=-1110/855, 2-20= 578/966 BOT CHORD 19-20=-829/409, 18-19=-829/409, 17-18= 1445/1283, 5-17=-1361/1314, 15-16=-1204/1415,14-15=-1205/1418 WEBS 3-19=-378/272, 3-18=-526/956,5-16=-477/850, 6-16=-98/316, 7-16=-847/882, 8-11- 1220/1027,9-11=-972/1256, 7-14=-67/352, 11-14=-957/1239,8-14=-537/449, 9-26= 1107/826 Structural wood sheathing directly applied or 4-4-7 oc puffins, except end verticals. Rigid ceiling directly applied or4-11-14 oc bracing. Except: 4-9-0 oc bracing: 17-18 1 Row at midpt 7-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8, Exterior(2) 26-10-8 to 37-6-8 zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)26 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 20=325, 18=975, 26=585. No 68182 9 S OF 44/� %�O�F �4 R l 0 . ' N MiTek USA, Inc. Ft. Cad 6634 6904 Parka Fast Blvd Tampa FL 33610 Date: March 26,2019 O WARNING- Verity design pammetersand READ NOTES ON TNIS AND INCLUDED MNyEKREFERANCE PAGE MX74M rev. IDV3Is!0i5 BEFORE USE Design valid for use only with MiTek® connectors. This dedrin Is based only upon parameters shown, and Is for an indNltlual bulldrig component, not ��- a truss system. Before use. the building designer must verifyihe applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated! Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiTek' Is always required for slololity and to prevent collapse with pos9ble personal injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of tnsses and toss systems, seeAlfifi it Quality criteria, DSB49 and ISO] Bulding Component 6904 Parke East BNtl. Safety NFormationavolloble from Truss Plate Institute. 218 N. Lae Street. Suite 312 Alexandrio, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T16616065 1690522-PACE-MUNVAN A10 Root Spedal 1 1 Job Reference (optional) Builders FntSource, Foe Piece, FL 31 Tue Mar 5x8 = 5.6 = 31 OHS= STP= 21 20 19 3x4= -"- 11-10-0 5.3 0 5x8 63-8 3.4 11 STI.5xe STP= Sx8 II ST1.Sx8 STP= 6x8 = fi6 I K1.2 50, 0.400 1iI3 1-1 224-71-10-0 I 69 u2 -4 I 1111 i 313- -8 28 Scale = 1:74.5 Plata Offsets (X,Y)-- [3:0-3-0 0-0-01 [5:0-5-e 0-2-41 [6:0-3-8 0-2-41 19:0-1-12 0-3-01 [14:0-5-8 0-4-01 [19:0-3-8 0-3-01 121:0-5-8 0-2-81 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) -0.09 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Ver(CT) -0.22 14-15 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) -0.05 28 Na Na BCDL 10.0 Code FBC2017/TP12014 Matfix-SH Weight: 263 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 -Except' BOT CHORD Rigid ceiling directly applied or 5-5-2 oc bracing. Except: 4-19: 2x4 SP No.3 4-3-0 oc bracing: 18-19 WEBS 2x4 SP No.3-Excepr WEBS 1Row at midi 5-17,7-15 2-21: 2x8 SP 240OF 2.OE, 13-26: 2x4 SP No.2 OTHERS 2x4 SP li •Except• 9-27: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 21=640/0-8-0, 19=1778/0-8-0, 28=1118/0-6-8 Max Hoa 21--49112) Max Uplift 21=-336(LC 8), 19=-BB4(LC 12), 28=-556(LC 13) Max Grav 21=646(LC 23), 19=1778(LC 1). 28=1118(LC 1) FORCES. (fig) -Max. Comp./Max. Ten. -AU forces 250 (Ib) or less except when shown. TOP CHORD 2-29=-579/855, 3-29=A51/867, 3-4=-127/255, 4-30=-859/879, 5-30=-846/903, 5-6=-872/1100,6-31=-1070/1038,7-31= 1083/1014,7-8=-1681/1349,8-9= 1071/799, 2-21=-584/1007 BOT CHORD 21-02= 824/422, 20-32=-824/422, 19-20=-816/419,18-19=-1437/1215, 4-18=-1368/1242, 16-17=-415/659,15-16=-415/659,14-15=1159/1467 rV WEBS 3-20=-374/272, 3-19=-546/962, 4-17=-440/895,5-17=-444/321, 5-15=-454/531, `u \`\\ �I F� �' 7-15=-744/T77, 7-14=-11/426, 8-11=-1173/974, 9-11=-972/1303, 11-14— 845/1127, 8-14=-361/392, 9-28=-1164/861 \\ P.OIN �i ' �� �j',' ,� �; L E N S�`• NOTES- Unbalanced roof live loads have been considered for this design. `,\\ NO 68182 i •; 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; 4=15111; Cat. 11; Exp C; Encl., * ;• GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 4A-13 to 18-10-0, Comer(3) 18-10-0 = to 28-11-0, Extedor(2) 28-11-0 to 37-6-8 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & -fl ; MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 : - �• S O F 3) Provide adequate drainage to prevent water ponding. All (V T •� 4) plates are MT20 plates unless otherwise indicated. Tn'• P ; � ���j\` ••• 5) All plates are 2x4 MT20 unless otherwise indicated. < O fi 1 O • `C'J\ \\\ �' •' • •' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �j SS/ ` 7) his truss has been fora liveloadof 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \\\ i��0 N A% will between the domc herd other �•eiti.\ 8) Bearing at joints) 28 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.681N capacity of bearing surface. MITek USA, Inc. FL Cad 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 21, 884 Its uplift at 6904 Parke East Blvd. Tampa FL 33610 joint 19 and 556 lb uplift at joint 28. Daft: March 26,2019 ,&WARNING-MdrYdesf9n pmemshrsend READ NOTES ON THISAND MCLUOEOMIFEKREFERRNCEPAGEMX74nJre.. 101XV2015BEFORE USE Design vend for use only with MOei connectors. This design Is based only upon parameters shown, and Is for on IndMtlual building component, not a truss system. Before use, Me buhding designer must vainly the oppllcabily of design parameters and property Incorporate this desgn Into the overall building design. Bracing Indicated is to prevent buckling of lndlvldual huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal InJury and property damage, For general guidance regarding the fabrication, storage, deliveri erection and bracing of trusses and that systems seeAllfla I Qua' y CM•M. DSB49 and SCSI SuSdbD Component Safety Inform rtionpvaJoble from Trim Plate Institute. 218 N. Lee Sheet, Suite 312. Alexcntlrlo. VA 22314. M!Tek' 690a Perk. East Blvd. Tampa, FL 33610 Job Truss Truss Type x y Ply T16616066 1690522-PACE-MUNYAN A71 Roof Special �C` 1 1 Job Reference (optional) tlmlders rust bounce, Plant Uty, FL - 3258b, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:54:56 2019 Page i ID:QMGHgVGe6ryE1YuEMmJmnYyfZ4FJl?hu??JXnXDIOoZOGMNbQ1 L94_oNhAj7lpkt?zXBLj 373-0 -1b-0 644 129-0 10-10.0 20.10.0 2411-0 26-9-0 31-0-0 3410-0 1 3- 24030 1-00 66q 6-2-12 41-0 q-08 40.6 1-10.0 47-e 3 5-0 1-5-8 2e6 0.5-1a Scale=1:76.1 5u6 = iR 6.00 12 3x4 = 5x6 = 6 7 US C 28 27 'r 26 5x12 = Sire = ST1.5x8 STP= 3x8 II ST1.5x8 STP= 6xe = 37-M 3600 66-6 12R 1L9-0 16-100 2411-0 NN We 341aa 3b�16p�3 -&2 q(V&e 666 S-lo-lz dd0 a1O &1-0 t-100 47-e ssE 50-d'1-38' z�66 Plate Offsets (X,Y)-- [2:0-1-13,0-3-10], [3:0-3-0,0-3-4], [5:03-0,0-2-0], [7:0-3-0,0-2-0], [14:0-3-10,0-0-0], [17:044,0-34], 122:0-6-8,04-0], [26:0-3-8,0-3-01, [28:0-2-14,0-1-10], r28:0-0-0 0-3-101 LOADING (psq SPACING- 2-" CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.35 19-20 >952 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.4819-20 >687 180 BCLL 0.0 ' Rep Stress [net YES WB 0.83 Horz(CT) 0.03 14 n/a in/at BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 285111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-5-14 cc pudins, BOT CHORD 2x4 SP Ne.2 *Except* except end verticals. 8-21: 2x4 SP No.3, 14-17: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-7-14 cc bracing. Except: WEBS 2x4 SP No.3 *Except* I Row at midpt 4-25 2-28,13-14: 2x8 SP 240OF 2.OE, 16-18,9-17,11-15,13-15: 2x4 SP No.2 3-9-0 cc bracing: 25-26 OTHERS 2x4 SP No.3 WEBS 1Row at milli 6-24 REACTIONS. (lb/size) 28=565/0-8-0, 26=1954/0-8-0, 14=1186/0-6-8 Max Hom 28=425(LC 12) Max Uplift 28=-312(LC 9). 26=-875(LC 9), 14=-616(LC 13) Max Gray 28=597(LC 23), 26=1911), 14=1186(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=494/806, 34=-129/349, 4-5=-63a762, 5-6=-527/750, 6-7=-1085/1257, 7-8=-1241/1354,8-9=-153611456,9-10=418413422, 10-11=4355/3495, 11-12= 3129/2434,12-13=-3129/2434, 2-28= 540/975 BOT CHORD 27-28=-713/349, 26-27=-705/345, 25-26=-1604/1321, 4-25=-1546/1314, 23-24=-516/876, 22-23=- r)/�� WEBS 3-27=-37-23=416/3560823=-689/908420-22' 1761136 9?-20 2291, 5 314711097/861, /♦♦♦, 0 -972/ ..... 17-20= 1276/1554,9-17=-2363/3001,11-17=-1964/1573,11-15=-2525/2090, ,` � C E N SF••' 13-15=-2554/3284 V\ NOTES- No 68182 •: 1) Unbalanced roof live loads have been considered for this design. * : 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., - GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 44-13, EMerior(2) 4-4-13 to 16-10-0, Comer(3) 16-10-0 "t7 : : to 22-10-0, Exarior(2) 22-10-0 to 24-11-0, Corri 24-11-0 to 30-11-0, Exterior(2) 30-11-0 to 39-11-14 zone; cantilever left and S F CAl right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip �44l O;• 3) Provide adequate drainage to water ♦i��i5' ' R•• prevent pending. 4) All are 2x4 MT20 indicated. S • • . • ...... ��,�� plates unless otherwise ♦ ♦♦/♦♦ill 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 'This 6) 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= I Joaquin Velez PE N0.68182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) MITek USA, Inc. FL Cart 6634 28=312, 26=875, 14=616. -6904 Parke East Blvd. Tampa FL M610 Date: March 26,2019 Q WARNING -yedlydeslgo parapeters..READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMX7V3.v. 1I11AXY201SBEFORE USE Design valid for use only wnh MnekO connectors. This design Is based only upon parameters shown. and Is for an Intlhgtluol builtling component, not 0 hum system. Before use, fine building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual hum web antl/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse Wh possible personal Injury and property damage. For general guidance regarding fine fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIRM QualXXyy Cil DSP49 and BCSI Building Component Si Infomlaflonovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Aiexontlrio. VA 22314. rsA WOW 6904 Parke East Bhd. Tampa, FL 33610 Job Truss Truss Type . . Oty Ply T76616067 1690522-PACE-MUNYAN At: Hip 1 1 Job Reference (optional) ;is! w. P;ain C;iy, ML-32566, 8.240. uec 620 i6 Mi Tek industries, inc. sue Mar zb UO:b4:b62m 9 rages ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-Fg7RJh1 a3PmrtiyyYhOrgr7fPuborfCOa2lrxtz)(BLh 160 6-6-0 12-9-0 1641-0 �1-6-f1 6-s-0 6 za-0� 2s0-8-12 26-90 I 54 40-5-0 42-1-0 6 --z-12 --12 11-9-6' Scale=1:82.8 6.00 12 5.6 2.4 11 5xa = o.e u 6 7 8 2x4 M 20 eo 19 f8 2e 27 - 15 .. ._ ._ 5x8 = 3x6 = 3x4 = 2x4 II ST1.5x8 STP= STI.5x8 STP = 2x4 II ST1.5x8 STP = Bx10 = 5xB 11 5x6 = 6xB = E6C 12 to 11�9a15D 1 204,12 26-M Plate Offsets (X Y)-- [6:0-3-00-2-07 [8:0-6-00-2-8][9:0-4-0 0-3-01 [70:0-3-10 0-1-13][12:Edge 0-3-0] [12:0-3-10 0-0-01 r1 B:0-3-8 0-3-01 [20:0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.16 16-17 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.96 Ved(CT) -0.30 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Hoa(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 237 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 9-11:2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 5-18:2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except* 2-20,10-12: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=442/0-8-0, 18=2131/0-8-0, 12=1276/0-8-0 Max Horz 20=281(LC 12) Max Uplift 20=-348(LC 12), 18=-927(LC 9), 12=-701(LC 13) Max Gmv 20=483(LC 23). 18=2131(LC 1), 12=1287(LC 24) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown.' TOP CHORD 2-3=-287/807, 3-5=-48/623, 5-6=0/616, 6-7=-781/901, 7-8=-781/901, 8-9= 1253/1051, 9-10=-1780/1305,2-20=-433/943,10-12= 1179/1234 BOT CHORD 19-20=-553/193, 18-19=-553/193, 17-18=-1763/966, 5-17=-303/389, 14-16=-408/1035, 13-14=-853/1465,12-13=-851/1467 WEBS 3-19=376/294, 3-18=-634/1027, 6-16=-634/1161, 7-16=-471/425, 8-16=-415/235, 8-14=-260/449, 9-14= 522/596, 6-17=-1461/665 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 2-2-0 oc bracing: 17-18 1 Row at midpt 6-16, 8-16, 6-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; E>te C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 42-0-3 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11c) 20=348, 18=927, 12=701. OPp..IN,VFW No 68182 9 STOF Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING- VC111ydmr9n yarameferaand REAGNGTES ON THISANO INCLUDED MNE4rREFERANCEPAGEMo7473rev. 1016S1015 BEFORE USE Design valid for use only with M1700 connectors. this design Is based only upon parameters shown and Is for an individual building component, not a trust system. Before use, me building designer must verify me applicability of design parameters and properly Incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Word members only. Additional temporary antl permanent bracing IS always required for stability and to prevent collapse with possible personal lniury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP]l Qual"ryIy Cmedn, DBBd9 and BC51 Balding Component Se'ty Nfommlbfpvoilable from Truss Plate terraria, 218 N. Lee Street, Suite 312. Alexand0a. VA 22314. WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type . Oty Ply T16616068 1690522-PACE-MUNYAN B01 Hip 1 1 Job Reference (optional) dual Firsr source, ream sAry, rL - JZbba, U.24U s Uec 5 ZUIU MI I ex InaUSMea, Inc. I ue Mar 26 06:54:59 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F.ktgpW 12CgivodsX85Ov4C2ftvdlzoal_9pi2PWzX8Lg 42-1-0 -1-8-0 5-1-12 10.0-0 14-11-0 19-10-0 21-11-0 27-3-D 33-E-B 393-0 0-5- 1-11 5-1-12 4-10-0 4-11-0 411-D 2-1-0 5i-D 6-0-8 fi-OB -1 14-0 Scale=1:87.6 5x6 = 5x6 = 6.00 12 9 9 31 i 46 7 10 2x4 1 4x6 5x6 116 11 IL 3x4 4 5 5x8 i 4 30 412 ST1.5x8 STP= 29 3 12 2x4 11 2x4 11 13 14 12 Am Im & Id 22 21 ST 1G5xB STP-. Bali 11 26 2524 31 32 33 17 5z8 = 3.4 = 6x8 = 3.4 11 6z8 = 3.4 11 3x4 II 7x10 = 7x10 = 3z12 Mi20HS= 5x6 10-N 19-10-0 pp1-11-pp 27-3.0 33-3-8 1 -04 4p-5-p 15-1-12 1 12 4-104 940-0 12-1-O I 5-4-0 6-0-8 6-0�, Plate Offsets (XY)-- [2:0-4-9,Edge], [5:0-3-0,Edge], [8:0-3-0,0-2-0], [9:0-3-0,0-2-0], [71:0-3-0,0-0-0], 113:0-1-1,0-2-0], [15:0-6-0,0-1-0], [20:0-7-0,0-3-12], [22:0-4-0,0-3-0], [2 123:0-4-12 Edge) (26:0-3-e 0-2-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.47 22-23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.94 22-23 >512 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.14 13 Na n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-SH Weight: 2881b FT=20%_ LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. Except: 6-25,10-18: 2x4 SP No.3, 20-22: 2x4 SP No.1 10-0-0 oc bracing: 23-25, 18-20 12-16: 2x8 SP 240OF 2.OE, 13-15: 2x6 SP No.2, 22-23: 2x4 SP M 31 WEBS 1 Row at micipt 7-23, 7-22, 8-22, 10-21 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-10-0, Right 2x4 SP No.3 1-0-8 REACTIONS. (lb/size) 2=1932/0-e-0, 13=195510-8-0 Max Hori 2=356(LC 12) Max Uplift 2=-931(LC 12), 13=-924(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3201/2195, 4-6=-3305/2289, 6-7= 3362/2513, 7-8=-2195/1712, 8-9=-1892/1615, 9-10=-2199/1703,10-11=-2713/1919,11-12=-2597/1813, 12-13=-2019/1310 BOT CHORD 2-26=-1833/2694, 25-26=-255/231, 6-23=-385/455, 22-23=-1298/2360, 21-22=-832/1892, 20-21=-1254/2353, 10-20= 220/456,16-17=-750/1112,12-15=-352/442,13-15=-893/1467 WEBS 4-26=-330/307, 23-26=-1593/2516, 4-23= 13/297, 7-23=-792/1013, 7-22=-851/P24, 8-22=-562/827,9-21=-518/652,10-21=-7961706,17-20=-1213/2021,11-20=-50/276, 11-17=-525/435,12-17=-638/1184 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 42-0-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard 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-M wide will fit between the bottom chord and any other members, with BCDL = I 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joini(s) except (jt=lb) 2=931, 13=924. E No 68182 O: :iC S OF '441 Joaquin Velez PE No.68182 N11Tek USA, Ina R- Cert6634 6904 Parka East Blvd. Tampa FL=10 Oats. March 26,2019 Q WARNING -Verify deslgeperametersand READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE 1110-7473ty. iGa32015BEFORE USE Design valid for use any with MOek® connectors. This design b based only upon parameters shown, and is for on Individual building component, not a buss system. Before use, me building designer must verify the appllcabllity of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated u to prevent buckling of lndvil Muss web and/or chord members only. Atlditional temporary and permanent bracing M[Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricofidn storage, delivery, erection and bracing of Inisses and truss systems, se.ANSLgpll QuaCrealo, DS349 paid ill Balding Component 69" Palle East DWI. Safety Infomrptbrmolloble from Tess Plate Institute. 218 N. Lee Sheet. Suite 31Z Alexandria. VA 22 14 I Tampa. FL 33610 Job Truss Truss Type Oty Ply Tifi616069 1690522-PACE-MUNYAN B02 Hip 1 1 Job Reference (optional) Builders First bource, Plant Ully, FL-32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:02 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYy24F-8SMy83447dHNUJFjnW TnghHOHVzEnMTbVgG34ezX8Ld 42-1-0 1801 0-e 51.12 iD-0-0 142-0 10d0 2&5-0 213U 29-0-0 3238 3 3 3F7-12 39d 5 1-0-0 51-12 b10.4 4-2-0 4-2-0 S1-0 3t0.0 295 4 2-11-0 1 4a-9 2-54 4.14 14o Scale = 1:83.6 5x8 = Sx6 = 6.00 12 8 9 4x6 1 76K 10 11 3x6 C 46 i 2x4 11 12 2z4 = 6 13 5 36 5x8 i ST1.5x8 STP= 3 44 2x4 = 14 US 11 15 3 16 2x4 11 2x4 II 2 17 8 m ] I m ram d ]m 6 27 25 o ST .5x8 STP = o 6x8 31 30 29 37 38 26 39 23 22 21 20 7x10 = 4x6 = 3x8 = 6x8 11 6x8 = 7x10 = 6x8 = 3x8 5xi2 = - 7xIO = 39-00 5-1-12 1aL-0 1&4-0 2350 2)5D. 29-0-0 367-12 3BL-0 0. 5-1-12 b164 B-0L S1-0 3-1U0 2-1-0 738 19P4 -1 o-1D-0 Plate Offsets MY)-- [2:0-4-9,Edge], [5:0-3-0,Edge], [8:0-6-0,0-2-81, [9:0-3-0,0-2-0], [17:0-5-0,0-1-15],[19:0-7-12,0-6-0],121:0-3-8,0-3-12], [22:0-3-8,0-4-8], [24:0-7-8,0-4-0], r28:04-12 Edgel [31:0-3-e 0-2-8] LOADING'(psf) SPACING- 2-" CSI. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Onto DOL 1.25 TC 0.78 Vert(LL) -0.29 27-28 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Ved(CT) -0.64 27-28 >757 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.97 Horz(CT) 0.17 17 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-SH Attic -0.0821-22 1091 360 Weight: 3051In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-5: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 6-30,10-23: 2x4 SP No.3, 26-28: 2x4 SP No.1 20-23,17-19:2x6 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 11-22,13-32,14-21: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-10-0, Right 2x4 SP No.3 1-6-13 REACTIONS. (lb/size) 2=195310-8-0, 17=2064/0-8-0 Max Hom 2=333(LC 12) Max Uplift 2=-900(LC 12), 17=-837(LC 13) Max Grav 2=1953(LC 1), 17=2281(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3247/2155, 4-6=3426/2241, 6-7=-3478/2447, 7.8=-2515/1754, 8-9=-2177/1611, 9-10=-2469/1711,10-11=-2914/1921,11-13=-2796/1634,13-14= 3027/1750, 14-15= 3022/1573,15-17=-3538/1788 BOT CHORD 2-31= 1799/2745,.3031=-231/275, 6-28=-369/425, 27-28=-1310/2570, 25-27=-922/2211, 24-25=-1129/2555,10-24=-439/792,22-23=-189/294,21-22= 1176/2611,20-21=-274/442, 15-19=-547/988,17-19=-122112717 WEBS 431=-337/304, 28-31=-1583/2559, 4-28=-40/338, 7-28=-741/925, 7-27=-747/743, 8-27=-551/896,9-25=-054/799,10-25=-786/514,22-24=-996/2448, 11-24=-293/299, 22-32=-626/440,11-32=-6131454, 14-21=-754/733,19-21=-1074/2491, 14-19=-185/340 Structural wood sheathing directly applied or2-2-14 oc pudins. Rigid ceiling directly applied or2-2-0 oc bracing. Except: 6-0-0 oc bracing: 19-20 10-0-0 oc bracing: 28-30 1 Row at midpt a-25 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 42-0-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nunconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Ceiling dead load (5.0 psf) on member(s). 13-14, 13-32 8) Bottom chord live load (40.0 par) and additional bottom chord dead load (5.0 psf) applied only to room. 21-22 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 2=900. 17=837 "opp.. IN r VFIcc,�0 �.'il GENS .� ., V'V F i No 68182 9 S O F ' 11J 14'0NA' E'%%"% Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26.2019 -on:nuea on page 2 - WARNING-Ver/fydeWgnpemmeters end READ NOTES ON THISAND INCLUDED MITEKREFENANCEPAGEMIPZMMv. 1WD32015 BEFORE USE Deslgn valid for use only with Mnek® connectors. ibis tl.slgn Is based oNy upon parameters shown, anti 6 for an individual building component, not a fruss system.Before use, the builtlingdesignermust veMy 'haapplicablli of design paameter'anti properly Incorporate this tledgnInto the overall builtling design. Bracing indicated btoprevent buckling ofl daIduol buss web anti/or ched membersoniy. Addtional temporary ontl permanent brocing Is always requlreo for staby ontl to prevent ccropse with possible personal injury ontl propedy tlamage. For general guitlance regartling the tobrlcptlon, storage:' Ro v. erection and brocing of busses and buss systems seeANS6 a d8o1yy Ca 1. DSB49 and aC51 fWldNp famponml Saltily Infmmtdbmv.Il.b,. hem inr35 Plot. InsnNte, 2" N. Lee Sheaf, Suite 3,2, Aie..ncl"., VA 22314. ��- MiTek' 6904 Palle East 6N4. Tampa, FL 33610 Job Truss Tmss Type . Oty Ply T1661 6069 1690522-PACE-MUNYAN B02 Hip 1 1 Job Reference optional) Builders First Source, Plant City, FL- 32566, NOTES- 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 8.240 s Dec 6 2018 MiTek Industdes, Inc. Tue Mar 26 06:55:02 2019 Page 2 ID:OMGHgVGe6ryEtYuEMmJmnYytZ4F-8SMy83447dHNUJFnW TnghHOHVzEnMTbVgG34ezX8Ld Job Truss ype CRY Ply T76616070 1690522-PACE-MUNYAN B03 LROOSFSPECIAL 1 1 Jab Reference (optional) Builders First Source, -1-6-0 Plant City, FL - 32566. 5-1-12 to-0-0 17-11 8 8.240 s Dec 6 2018 MlTek Industries, Inc. Too Mar 26 06:55:03 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-oewKMP5iuxPE5TgvKE ONugZKvLjWgFIkKOcd5zX8Lc 19-7.0 25.5-0 2Z :0 29-0-0 32.3 11 -3 36J-12 B-2- 40-5-0 2-1-0 1-8-0 5-1-12 440-0 5-10-0 1-10-0 2-14241-] 0.11- 3 3-4.42-2-e 1-8.0 Scale = 1:84.5 5x6 = 5.6 = 6.00 r,2 6 7 5x6 = 34 8 4x6 O 33 9 Sire 1 0 4x6 i 35 5 5x6 i 36 3x8 4 12 d 3 3 5x8 I 13 2 1 1 � 14 Njm b 6x8 I 26 2524 37 38 21 17 15 f 7x1022 1918 6xB = 06 11 5x8 = 3x4 II SX8 3x6 = 32 7x10 = 5xB = 7x10 = 51-12 16OU 17-11-e 2i5-0 213a 244-0 359-0 3b2b 7- 2 4 51-12 41P-0 b 7$0 tdp0 2-t-0 ed12 10. 2 2-2-0 1412 Plate Offsets (X,Y)--[2:0-5-0,0-2-7],[4:0-3-0,0-3.O],[8:0,3-0,0-2-0],[10:0-4-0,0-3-4],[16:0-3-8,0-2-B],[17:0-3-8,0-2-8],[20:0-7-4,0-5-8],[22:0-5-0,0-4-8],[23:0-7-0,0-5-4], 126:0-3-8 0-2-121 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (loc) Il L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.15 21-22 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.39 22-23 >999 240 BCLL 0.0 Rep Stress Mar YES WB 0.94 HOrz(CT) 0.19 32 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matril Wind(LL) 0.21 22-23 >999 240 Weight: 3321b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or2-2-14 cc pudins, 6-7,7-8: 2x4 SP No.2, 8-10,1-4: 2x4 SP No.1 except end vedicals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-7-9 cc bracing. Except: 5-25,9-18: 2x4 SP No.3, 15-19: 2x6 SP M 26, 27-32: 2x4 SP No.2 6-0-0 oa bracing: 18-20 WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 23.25 17-20,10-17,11-28,12-16,13-16,27-31: 2x4 SP No.2 WEBS 1Row at midpt 5-22,7-22,7-21 13-32: 2x6 SP No.2 OTHERS 2x4 SP No.3, SLIDER Left 2x4 SP No.32-8-8 REACTIONS. (Ib/size) 2=204510-8-0, 32=2393(Mechanical Max Horz 2=329(LC 12) Max Uplift 2=-830(LC 12), 32=-591(LC 13) Max Grew 2=2045(LC 1), 32=2585(LC 2) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ih) or less except when shown. TOP CHORD 2-4=-3184/1178,4-5=-3664/1404,5-6=-2721/1066,6-7=-2574/114217-8= 2608/972, r BOT CHORD 25 62 8240 2670. 2 26=-206 376?5-23=-147 570, I N I. 22-23=-1254/ 305, 21-22= 586/2595, ``% 01.1.. E 20-21=-498/2799, 9-20=-45/1102, 17-18=-151/529, 16-17=-394/2997 ,�� J p N S F•�• WEBS 4-26=-555/286, 23-26=-960/2352, 4-23— 140/646, 5-22=1165/839, 6-22=-671/1950, V 7-22=-1326/597,7-21=-176/359,8-21=-201/930,9-21=-734/142,17-20= 278/2585, NO 68182 10-20=579/0, 17-28=-698/336, 10-28=-690/344, 12-16=-706/192, 13-16=-509/3098 NOTES- - 1) Unbalanced roof live loads have been considered for this design. -0 : : a 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., 0 % g OF ; 44/Z GCpi=0.18: MW FRS (envelope) gable end zone and C-C Extenor(2) -1-7-3 to 2-5-5, Interior(l) 2-5-5 to 17-11-8, Extedor(2) 17.11.8 0 to 19-7-0. Interior(l) 19-7-0to 25-5-0, Exterior(2) 25-5-0 to 29-3-5, Interior(1) 29-3-5 to 42-1-13 zone; cantilever left and right exposed for members and forces & MWFRS for Lumber DOL=1.60 DOL=1.60 �i�'n'••A% i��s' fi ;C-C reactions shown; plate grip 3) 400.011a AC unit load on the top chord, 33-0-0 from left two 2-0-0 ,• `C?,�� I� S� •' ��` placed end, supported at points, apart. 4) Provide adequate drainage to prevent water pending. �� 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. Jaaquln Velez PE No.68182 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide MITek USA, Inc. FL Cert 6634 Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6904 Parke East llNd. Tampa FL 33610 8) Ceiling dead load (5.0 psQ on member(s). 11-12, 11-28 Date: 9) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to mom. 16-17 March 26,2019 lIQ Heterto gimer(s) for truss to truss connections ongnueo on page z I►WARNING-V.,WdstgnPmamefe..dREAONOWSONMMMOINCLUDWMRKREFERANCEPAGEML]473.v. raila20f5BEFOREUSE - -- valid for use only with Mgel� connectors. This design is based ody upon parameters shown, and a for an indlviduol building component, not Wit a hum system. Before use, the bulltling designer must verify the opplacblllty of design parameters and properly Incorporate the design Into the overall bulltling deal Bracing Indicated is to prevent buckling of Individual hum web and/or chord members any. Additional temporary and permanent bracing MiTek' nalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonallnyayandpropertydamage, For general guldonce regarding the tabrl Ion. storage, delNery. erection and bracing of busses and hum systems seeANSVTPI1 QuallM CrB•M, DSO-09 and SCSI Building Component 6904 Parka Bear Blvd. SaNry Informptbrrno�oble ham Truss FlMe Imtltute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type . PlyT16616070 1690522-PACE-MUNYAN B03 ROOF SPECIAL Fly 1 Job Reference (options[) Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:04 2019 Page 2 ID:OMGHgVGe6ryE1 YUEMmJmnYyIZ4F.4gUiZk6KtFX5idP6uxV Fv6Nk3JhyFHVuz_IA9XzXBLb NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (t=lb) 2=830. 32=591. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ,&WARNING-Verl]ydes/gnpammetersemd READNOTES ON THISAND INCLUDED IKMEKREFERANCEPAGEMX7473rev. 10i 0159EFOREUSE. Dedgn valid for use any with MRak® connectors. fib design Is based only upon parameters shown, ontl is for m Inc Mduol building component, not a I system. Betole use, the building dedgner must vent" the opplkbbllity of design parameters and properly Incorporate ""design Into the overall buIdNg design. Bracing lndicateduto prevent buckling of I dNitlual buss web and/ or chord members only. AdtllHonal temporary ontl permanent bracing b always required for stablllty ontl to prevenicoliapse with possible personal Injury ontl property tlamOge. For general gultlance regarding Me taoric.M.' storage, delivery, erection and bracing of louses and truss systems sas SU1Pit CuaON CM.M. Dslld9 and it I IWldbp Component Sabfy Ind... 0rpv."It". ham Truss Plate Inst . 218 N. Lao Street. Suite 312 Alexontl00 VA 22 14. T Mj10k• 6904 Palle East BbO. Tampa, FL 33610 Jab Truss cry Ply T1fi616071 1690522•PACE-MUNVAN B04 �Tms"Type ROOF SPECIAL 1 1 an Reference optional) bulloers rust source, riant ury, VL-p4abb, a.e4u s uec a zula ran ex mousmes, Inc. I us mar 2b ua:bb:ab amB Scale=1:78.5 5x6 = 6.00 r12 5x6 = 6 7 5x12 = 5x6 C 8 3x4 1 32 10 3x6 G 4xfi G 33 342x1 = 5 11 35 4 36 3x4 i 2x4 I a 2x4 — 2 3x6 i 31 5x8 2 13 1 6x8 II 26 25 26 22 3] 2Qa 21 39 O 14 IN 17 16 2x4 II ll? 3x8 = 3x6 = 5x6 = 18 5x6 = 3x4 II 5zB — 3x4 11 2x4 II 3x6 = 30 7xlD = 7z10 = 6xB = 2x4 = 5-1-12 10-0-0 17-0-0 21-7-0 27-3-0 29-4-4 3fi-7-12 38-2-6 40.5-0 5-1-12 4-00-4 74?0 4-7-0 5-8-0 2-10 7.3-8 `I-6-12 2=2-8 Plate Offsets (X Y)-- 16:0-3-0 0-2-01 17:0-3-0 0-2-0] [9:0-3-0 0-0-7] [15:0-3-8 0-3-0] [16:0-3-8 0-2-8] [19:0-4-8 Edgel 123:0-7-12 0-4-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.19 19-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.49 22-23 >978 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.98 Horz(CT) 0.25 30 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.26 24 >999 240 Weight: 298 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6: 2x4 SP No.1, 9-13: 2x4 SP M 31 GOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 6-M oc bracing: 17-19 5-25,9-17: 2x4 SP No.3, 14-18: 2x6 SP M 26 10-" oc bracing: 23-25 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-22, 7-22, 8-20. B-19 23-26,16-19,10-16,11-29,12-15,13-15: 2x4 SP No.2 13-30: 2x6 SP No.2 SLIDER Left 2x4 SP No.32-10-0 REACTIONS. (Ib/size) 1=1923/Mechanical,30=2270/Mechanical Max Horz 1=321(LC 12) Max Uplift 1= 724(LC 12), 30=-483(LC 13) Max Gray 1=1923(LC 1), 30=2500(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-3425/1398, 3-5=3694/1521, 5-6=-2843/1201, 6-7=-2464/1164, 7-8=-3539/1486, 8-9=-2906/1036,9-10=-3330/1075,10-11=-31671969,11-12=-36091824, 12-13=-3430/650, 14-30=-2500/483, 13-14=-2436/526 BOT CHORD 1-26=-124af2893, 25-26=-141/251, 5-23=-179/575, 22-23=-1257/3316, 20-22=-717/2527, 19-20=-890/3098,9-19=-190/1424,16-17=-161/319,15-16=-524/3070 WEBS 3-26=-435/256, 23-26=-1124/2682, 3-23=-84/462, 5-22=-1093(/74, 6-22=-269/933, 7-22=-442/148, 7-20=-676/1871, 8-20=-1585/690, 8-19=387/415, 16-19_ 392/2866, 10-19= 696/0,16-29= 609/347,10-29=-600/356,12-15=-705/213, 13-15=-508/3065 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-10; Vult=160m h 3-second gust) Vasd=124m h- TCDL=4.2 sf• BCDL=5.0 st h=15f; Cat. 11; E C Encl. GCpi=0.18; MWFRS (envelope) gable end zone and C-C Ext nor(2) 0-0-0 to 4-0-8, Interior(1) 4-0-8 to 17-0-0, Exterior(2) 17-0-0 to 21-7-0, Interior(1) 21-7-0 to 27-5-0, Exterior(2) 27-5-0 to 31-5-8, Interior(1) 31-5-8 to 40-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.0Ib AC unit load placed on the top chord, 33-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water panting. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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) Ceiling dead load (5.0 pso on member(s). 11-12, 11-29 8) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 pso applied only to room. 15-16 9) Refer to girders) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 in uplift at joint(s) except 01=11o) 1=724. 30=483. oPQuiN I vF�F,��� No 68182 IZZ �: S * OF :� T' . •�i,F . C O R 1 Q P, N�,. Joaquin Velez PE N0.6BI82 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 AWARNING-wrAydeslsopenmrfereandREADNOTESONTHISANDINCLUDEDMBEKNEFEBANCEPAGEM6T47arev.l041M2015BEFOREUSE. Design volra d for use only with Meek® connectors. This design Is based only upon pameters shown. antl Is for on Individual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters antl properly Incorporate this design Into the overallbulldIng design. Bracing Indicated is to prevent bucklingof Individual buss web antl/or chord members only. Additional temporary antl permanent bracingIsaiwaysrequiredforstabllilyandtopreventcollapsewithpossibiepersonallnluryandproperlydamage. "901 For general guidance regarding the fabrication, storage. delivery, erection antl bracing of trusses and truss systems seeANSUIPII QuaBly criteria, DSB419 antl eCSI Buldi ig Component East Blvd. Sabh bsfoanatbmyolObia from Truss Rate InsllNte. 218 N. We Sheet. Suite 312. Alexondria, VA 22314. Tampa, FL 33610 Job Truss Thus Type Ply Tifi616072 1690522-PACE-MUNYAN B05 ROOF SPECIAL �Qty 1 1 [Job Reference o tional Bullders inner 60UfCa, VIM uty, FL- 32bdb, 1 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:08 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyIZ4F-zcjDP69HT1 W CE77naB4yXMYwO8B6gUucjNllzXBLX 29-50 5-1-12 M 15D0 2LL11O 23]-B 93O 29dd 31-93 YB 36]-12 3&244P5-0 5-1-12 4-104 5-0D 'J _d zoo 3-e-B 2 1 2-03 114-5i a-0n 1i-tz e 12 Scale = 1:75.6 5x8 = Sx6 = 6.00 12 4x6 i 34 3x6 i 5 3x4 i4 3 46 i 33 1 2 6x8 II 28 27 26 5x6 = 3x4 II 7x10 = 35 36 7 6x8 = 2x4 II 6x8 = 24 40 23 22 41 42 3x4 = 3x8 MT20HS= 5x8 = 2x4 = 20 19 18 3x4 II 5x8 = 7x10 = 38 2x4 II 2x4 II 39 61312 6 = 5x6 15 a 1� m 16 ]a mlN 2x4 11 4x6 = 32 5x6 = 2x4 - 2x4 11 29:5.0 62A 5-1-12 10-00 15L0 20.11U 2]-39 29dA 3S9U ]- 2 4PSO 51-02 0.1a-0 5-0-0 5-11-8 6ha 2-14 6d-0 16 2 2-2-8 00.12 16-12 Plate Offsets (X Y)- [1:04-9 Edge][6:0-6-0 0-2-81 P'0-3-0 0-2-01 18:0-3-12 0-2-81 [10V-4-4 0-3-01 118;0-3-8 0-2-81 [21-0-44 Edge] [25:0-7-8 0-4-41 - - LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.20 21-22 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.4821-22 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Hou(CT) 0.25 32 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.25 26 >999 240 Weight: 308 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 8-10,10-14: 2x6 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 5-27,9-19: 2x4 SP No.3, 16-20: 2x6 SP M 26, 21-23: 2x4 SP No.t WEBS 2x4 SP No.3 *Except WEBS 15-32: 2x6 SP No.2 25-28,18-21,10-18,11-30,12-17,14-17,2931: 2x4 SP No.2 SLIDER Left 2x6 SP No.22-10-0 REACTIONS. (Ib/size) 1=1923/Mechanical, 32=2283M1echanical Max Holz 1=330(LC 12) Max Uplift 1=-692(LC 12), 32=-454(LC 13) Max Grav 1=1923(LC 1), 32=2500(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-3431/1430, 3-5=-3679/1562, 5-6=-3015/1323, 6-7=-2931/1286, 7-8=-3294/1373, 8-9=-3392/1170,9-10=-3380/1163,10-11=-3175/988,11-12=-3644/882,12-13=-3433/692, 13-14=-3491/713,1632=-2500/503,14-16=-2397/556 BOT CHORD 1-28=-1256/2901, 27-28= 119/264, 5-25=-214/554, 24-25=-1350/3277, 22-24=-951/2641, 21-22= 1124/3579,9-21=0/369,18-19=-198/322,.17-18=-625/3098,16-17=-104/351 WEBS 3-28=436/273, 25-28=-1155/2678, 3-25=36/452, 5-24=-918/633, 6-24=-333/636, 6-22= 151/576, 7-22= 358/1229, 8-22=-1551/515, 8-21=442/425, 18-21=-459/2923, 10-21=-840/1120,1830_ 505/345,10-30=-500/351,12-17=-688/181,14-17=-594/2860 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 5-14 oc bracing. Except: 6-0-0 oc bracing: 19-21 10-0-0 oc bracing: 25-27 1 Row at midpt 8-22 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; CaL II; Exp C; End, GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 4-03. Intenor(1) 4-0-8 to 15-0-0, Exterior(2) 15-0-0 to 19-0-8, Interior(i) 19-0-8 to 20-11-0, Extedor(2) 20-11-0 to 23-7-0, Intedor(1) 23-7-0 to 29-5-0, Exterior(2) 29-5-0 to 33-5-8. Interior(1) 33-5-8 to 40-24 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.011b AC unit load placed on the top chord, 33-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Ceiling dead load (5.0 psf) on memher(s). 11-12, 12-13, 11-30 9) Bottom chard live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18 10) Refer to girder(s) for truss to truss connections. No 68182 �% ST OF :'�4U Al Joaquin Velez PE No.68182 MTek USA, Inc. H. Cert 6634 6904 Parke East Bind. Tampa FL 33610 Date: March 26,2019 Q WARNING -Ndly design parameters and READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGE MIP74M v. IfV0.32015 BEFORE USE Design valid for use only with M7ek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeliNSIttli Cup1Cyy CMglo, D88-09 and BCSI Building Component Safety Infonnp8onavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314, ��• MiTek' 6904 Parke East Blvd. Tampa. FL 33610 Jab Truss Truss Type Oty ply T16616072 1690522-PACE-MUNYAN BOS ROOF SPECIAL 1 7J,6 Reference (optional) Burlaers Furst bounce, Plars tAry, FL- 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:08 2019 Page 2 ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-zciDP69fiT1 W CEjt7naB4yXMYwO8B6gUucjNl12XBLX NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=692, 32=454. 12) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. QWARN/NG- Verdytlesign peramefersend READNOTES ON THIS AND INCLUDED MREKRFFERANCE PAGE M/N473rev. ibD 16 BEFORE USE, Design valid for use only erm MBek® connectors. This design Is based only upon parameters mown, and Is for an Individual braiding component, not a inns system. Before use, ttre bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall . buildingdestgn. Bracing indicated is to prevent buckling ofIndividual hussweband/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrical storage. delivery, erection and bracing of trusses and truss systems, seeANSUIPiI Quo' My Cdi DS849 and BCSI Su1dYrD Component 69M Parke East Blvd. Safety InformpMomvolloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Aleio. xor VA 22314, Tampa, FL 33610 Job I nsss Trusts Type Piy T16616073 1690522-PACE-MUWAN We Roof Spetlal 1 1 Job Reference (optional) Builders FirctSource, Fad Piece, FL M945 Scale=1:73.1 Sx6 = 3x4 = 5x6 = 4 5 6 5x6 = - 2x4 II 5x8 = 3x8 = 4x6 3xB = axe IT I 4-9-0 5.6= 19 2x4 = 6-7-12 13-0.0 22-11-0 31-5-0 40.5-0 6-7-12 6-4.4 1 9.11-0 8-6-0 9.0.0 Plate Offsets (X Y)-- f4:0-3-8 0-2-41 16:0-3-00-2-01 18.0-4-0 0-2-81 115:0-3-12 0-3-01 LOADING (psf) SPACING- 2-M CS]. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.32 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Veri -0.6714-15 >721 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.21 19 n/a n/a BCDL 10.0. Code FBC2017/TP12014 Matrix-SH Weight: 251 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 13-15:2x4 SP No.t WEBS 2x4 SP No.3 *Except* 10-19: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 3-8-1 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied Or 1-4-12 oc bracing. WEBS 1 Row at midpt 5-15, 5-14, 7-12, 9-11 REACTIONS. (Ib/size) 1=1808/Mechanical, 19=1808IMechanical Max Horz 1=340(LC 12) Max Uplift 1=-750(LC 12), 19=-846(LC 13) FORCES. (lb) -Max. Cc mpJMax. Ten. -All forces 250 (I e) or less except when shown. TOP CHORD 1-2=-3224/2461, 2-20=-3116/2479, 3-20=-3008/2481, 3-21=-2713/2115, 4-21=-2702/2139, 4-5=-2346/2068,5-6=-2609/2265,6-7=-2936/2427,7-8=-2290/1992, 8-9=.2607/2054, 11-19=-1808/1405 BOT CHORD 1-16=-2358/2734, 15-16=-2358/2734, 15-22=-1884/2604, 22-23=-1884/2604, 14-23=-1884/2604,14-24=-2233/3024, 24-25=-2233/3024, 13-25=-2233/3024, 12-13=-2233/3024,11-12=1677/2025 WEBS 3-15=-485(701, 4-15=-605/793, 5-15=567/416, 6-14=-781/1054, 7-14=-97P1990, 7-12=-1034/819, 8-12=-4311752, 9-12=-93/309, 9-11=-2534/2142 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) 0-0-0 to 6-0-0. Exterior(2) 6-M to 13-M. Comer(3) 13-0-0 to 19-0.0, Exterior(2) 19-0-0 to 22-11-0, Comer(3) 22-11-0 to 25-7-0, Exteffor(2) 25-7-0 to 31-5-0, Comer(3) 31-5-0 to 36-2-8, Exterior(2) 36-2-8 to 40-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 750 lb uplift at joint 1 and 6461b uplift at joint 19. 11111111//// IN No 68182 #C 00. % Joaquin Velez PE No.68182 Mirek USA, Inc. FL Cart 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING -Verity design parametem and READ NOTES ON MIS AND INCLUDED MREK REFEAANCE PAGE M0.7flilo. fNATRa15BEF0REUSE Design valid for use only with Mil connectors. This design Is based only upon parameters shown, and Is for an Inckridual building component, not a Muss system. Before use, Me buliding designer must verify me applicability of design parameters and prope0y Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual cuss web and/or chord members only, Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of fusses and buss systems. seeANSVIPII Quality CrCeda, 055-69 and BM Holding Component 6904 Parke East Blvd. Safety Informalbrpvo0able from Truss Plate Institute. 218 N. We sheet, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job nos toss ype y y 681]4 60 1690522-PACE-MUNYAN BO] Pobi Special 1 t Job Reference o tional 'an Fleca, rl. A9e4b Feb 6.ao F12 5.8 = 2x4 II 5.8 = 5z6 = Sx6 2x4 II 3x4 = am - 3xB = 3X4 = axe = 5x8 = 2x4 II 5-7-12 11-0-0 17-71-8 24-11-0 33.5-0 4o-5-0 sa-t2 1 s-0-0 1 s-1ae 1 6-11,e a.; 7.n.o Scale=1:73.1 5x8 = 21 2X4 = Plate Offsets (X,Y)-- 14:0-5-8,0-2-4116:0-6-0 0-2-87 f8:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.33 14-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.4914-15 >983 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.22 21 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 2531b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 10-21: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 3-1-6 REACTIONS. (lb/size) 1=1808/Mechanical, 21=1808/Mechanical Max Hom 1=350(LC 12) Max Uplift 1=-728(LC 9). 21=-908(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 5-0-0 oc bracing: 11-12 WEBS 1Row at midpt 7-12,9-11 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3229/2391, 2-22=-3129/2395, 3-22=3056/2406, 3-23=-2845/2144, 4-23=-2828/2164, 4-5=-3105/2381,5-6=-3105/2381,6-7=-3287/2431,7-8=-2308/1659,8-9=2525/1788, 11-21=-1808/1255 BOT CHORD 1-18=-2428/2729, 17-18=-2428/2729, 17-24=-1959/2483, 16-24=-1959/2483, 15-16=-1959/2483,15-25=-2060/2933,1425=-2060/2933,13-14=-2481/3420, 12-13=-2481/3420,11-12=-1574/2228 WEBS 3-17=-316/575, 4-17=-231/374,4-15=-524/917, 5-15=-551/500, 6-15=-293/406, 6-14=-635/988, 7-14=-975/834, 7-12=-1427/1116, 8-12= 516/815, 9-12=-102/272, 9-11= 2663/1885 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) 0-0-0 to 6-0-0, Exterior(2) 6-0-0 to 11-M, Comer(3) 11-0-0 to 17-0-0, Exterior(2) 17-M to 24-11-0, Comer(3) 24-11-0 to 27-7-0. Extedor(2) 27-7-0 to 33-5-0, Comer(3) 33-5-0 to 34-2-8, Exterior(2) 34-2-8 to 40-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 1O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7281b uplift at joint 1 and 908 Ito uplift at joint 21. OP(�UIN rV. "� .' CENS 'F' No 68182 �'. cT OF ;�4J � •���F .,C R10PN % Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 26,2019 �WARNWG-Vehrydesl9nparemetereand READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE Mp7473rex. lDrpYf016BEFOREUSE Design vend for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for cn Indivldual bustling component, not a hus system. Before use, the building designer must verify the appllcablllty of design parameters end properly Incorporate this design Into the overall bullding design. Bracing lndicotetl is to prevent buckling of lndNlaual has web and/or chord members only. Adtlitional temporary and permanent bracing IS always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the fobricoflon storage, delivery, erection and bracing of pusses and pus system% weANSVRII Quality CrBeda, DSBI and SCSI Building Component Sobly In/ormaeorxrvctable from Tnus Pate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. MiTek' 69N Parke East Blvd. Tampa, FL 33610 Jo b russ =a ype y T166160]5 1690522-PACE-MUWAN BOB Roof Special 1 1 Job Reference optional) Widens rirsrsourc , FOR Piece. FL 3494> R nnRo Scale=1:71.4 5x6 = 9x4 = 46 = 3x0 = ,, 5x6 = axis = rnr — axe — 5x8 = 5x12 = 2x4 II axis = 20 4-&0 2x4 = I I 9-0-0 17-11-8 26-11-0 34-9-4 40.5-0 9-0-0 8-11-8 9-11-8 7-10-A 5.7.1, Plate Offsets (X Y)-- f4:0-3-0 0-2-01 16:0-3-0Edgel 18:0-3-0 0-2-01 f14:0-4-00-3-01 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ver(LL) 0.42 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.65 14-15 >746 180 BCLL 0.0 Rep Stress lncr YES WB 0.73 HOrz(CT) 0.24 20 Ora n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 234 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 *Except* 18-20: 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 11-20: 2x6 SP No.2, 9-13,11-13: 2x4 SP No.2 SLIDER Left 2x4 SP No.3 2-6-9 REACTIONS. (lb/size) 1=1808/Mechanical, 20=1808/Mechanical Max Horz 1=295(LC 12) Max Uplift 1=-786(LC 9), 20=-944(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3184/2435, 2-21=-3101/2436, 3-21=-3075/2444, 3-22=-2968/2188, 4-22=-2926/2200, 4-5=-2643/2117,5-6=3658/2634,6-7=-3658/2634,7-8=3330/2453,8-9=-3704/2616, 9-10=-2436/1661,10-11=-2436/1662,12-20=-1808/1224,11-12=-1757/1237 BOT CHORD 1-17=-2407/2688, 16-17=-2483/3486, 15-16= 2483/3486, 14-15=-2568/3721, 13-14=-2792/3941 WEBS 3-17=-161/478, 4-17=-013/925, 5-17=-11731728, 5-15=-88/381, 7-14=-651/475, 8-14=-823/1334,9-14=-1057/856,9-13=-1828/1373,10-13=-419/386,11-13=-1961/2875 Structural wood sheathing directly applied or 2-0-2 oc puffins, except end verticals. Rigid ceiling directly applied or3-8-12 oc bracing. 1 Row at midpt 5-17, 9-13, 11-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) 0-0-0 to 6-0-D, Exterior(2) 6-M to 9-0-0, Comer(3) 9-0-0 to 14-11-11, Exterior(2) 14-11-11 to 26-11-0, Comer(3) 26-11-0 to 29-7-0, Exterior(2) 29-7-0 to 40-2-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 par bottom chord live load nonconcurrent with anyother live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7861b uplift at joint 1 and 944111 uplift at joint 20. ,�poPQUIN No 68182 ir '9 SC 'I/Z :��O�tc c• O R, U P-' N %' ONA; ,��`� Joaquin Velez PE No.68182 MIi USA. Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING- Irvilydeslgn peramerersend READ NOTES ON TNISANO PICLUOEDIRTEKREFERANCEPAGEM474T3 env. 10b 2015BEFORE USE ��• Design valid for use only with MBekO connectors. This design Is based only upon parameters shown and Is for an Individual bwitling component, not a huss system, Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building desgn. Bracing Indicated 6 to prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is alwo,s required for stability and to prevent collapse wish possible personal hlury and property damage. For general guidance regarding the fobricatlon, storage. delivery, erection and bracing of trusses and buss systems, seeANSUIPl1 CualNByy Criteria. G99419 and BCSI Buldhp Component 69N Parke East Blvd. 311et9 lntamlationovailable from Truss Plate Ini 218 N. We Street Suite 312, Alexandria. VA 22314. Temps, 1 33610 Job Truss Thus Type Oly Ply T16616076 1690522-PACE-MUNYAN B09 Roof Special Girder 1 2 Job Reference (optional) Builders Furst Source, Plant Dilly, FL - 32566, 8.240 a Dec 6 2018 Mil Industries, Inc. TUe Mar 26 06:55:22 2U19 rage 1 ID:OMGHgVGe6ryE1 YuEMmJmnYy1Z4F.YIZW LuJdPmoXtOnZygUev6otZo_TOxY6n67OUzX8LJ F- 117 7834 2- 0 -87--00 35-4-05-0-7 -05 3&1 80 31 -50 1 5--5-4A0 0 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6.OD 12 Sx6 = NAILED Sk8 ` NAILED 46 ` 51 Special NAILED NAILED NAILED NAILED NAILED 5X _ 1 25 26 27 2 2B 29 303 31 ' 32 433 5 34 6 35 36 7 Sx8 = 8 24 39 40 41 23 42 43 4422 45 21 46 20 47 48 49 19 50 18 51 17 16 34 II NAILED Sx8 = NAILED NAILED 4x6 = 3x8 = NAILED NAILED 4x6 c Sx8 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special Scale = 1:68.7 NAILED NAILED4x6 = 9 37 38 10 N m 4 13 15 12 53 11 NAILED NAILED LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Mar NO Code FBC2017/TPI2014 CSI. TC 0.86 BC 0.93 WE 0.94 Matrix-SH DEFL- in (loc) Vdefl Lid Ved(LL) 0.52 19-20 >820 240 Ved(CT) -0.54 19-20 >790 180 Horz(CT) 0.15 15 Na Na PLATES MT20 MT20HS Weight: 4861b GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP Ni TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc pudins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 12-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. WEBS 2x4 SP No.3 *Except* 9-15: 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 24=3290/Mechanical, 15=3941/0-4-0 Max Horz 24=-94(LC 9) Max Uplift 24=-2561(LC 4), 15=-3008(LC 5) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-24=-3130/2545, 1-2=-4137/3221, 2-3=-4137/3221, 3-4=-7495/5823, 4-6=-7495/5823, 6-7=-4704/3613, 7-8=-5192/3933, 8-9=-432/481, 9-10=-432/481 BOT CHORD 22-23=-5103/6573, 20-22=-5103/6573, 19-20=-5321/6908, 17-19=-5321/6908, 16-17=.9045/4109, 15-16=-3039/4105 WEBS 1-23=-3847/4943, 2-23=-785/882, 3-23=-2952/2296, 3-22=-10/500, 3-20= 857/1117, 4-20=-709/791, 6-201 6-19- 0/520, 6-17=2671/2141, 7-17=-1042/1649, - 8-17=-694/723, 8-15=-5391/3988, 9-15=-557/573, 10-15=-590/541 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasl124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.01 on the bottom chord in al I areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girders) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 24=2561, 15=3008. 11) 'NAILED" indicates 3-1 Dal (0.148'x3") or 3-12d (0.148'1 toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 245 lb down and 42411b up at 28-11-0 on top chord, and 393 lb down and 2821b up at 28-9-4 on bottom chord. The design/selection of such connection V ,%%(Fo.' %%ciENs - No 68182 STApEFTI ' �/� ®® 'IZ 00, O�C O R II P, jN o,p Joaquin Velez PE No.68182 MITek USA, Inc. FL out 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 26,2019 on nuea on ,,page 2 WARNG-- ad/ydesgnpammetemand READNO7ESONWSANDUICLUDEDMREKREFERANCEPAGEMIA7478mx.rD OISREFOREUSE. Design valid for use only with M8elag connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must very y the opplicobllity of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to prevent buckling of lndNidual tmssweb and/or chord members only, Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guldence regarding the fobricaeon, storage, delivery, erection and bracing of trusses and full systems, seeAN81/1PIl Quality Criteria. DSB49 and BC81 Building Component Safely Informatbrpvoilable from Truss Plate Institute, 218 N. Lee Street Suite 312. Ale.cy lo, VA 22314, 69B4 Parke East Blvd. Tampa, FL 3= Job Tmss Truss Type I • Qry, Ply Tifi616076 1690522-PACE-MUNYAN B09 Roof Special Girder 1 2 Job Reference (optional) Builders First Souroe, Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:22 2019 rage 2 ID:QMGHgVGe6ryE1YuEMmJmnYyfZ4F-YIZW LW dPmoXtOnZygUev6otZo_TQxY6n67oUzX8LJ LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-70, 7-8=-70, 8-10=-70, 14-24=-20, 11-12=-20 Concentrated Loads (Ib) Vert: 7=-219(B) 14=-73(8) 19=-73(B) 6=-114(8)17=-393(B)5=-114(B) 25=-1 22(B) 26=-1 14(B) 27=-1 14(B) 28=-114(B) 29=-114(B)30=-114(B)31= 114(B) 32=-114(B)33=-114(B) 34=-114(B) 35=-114(8) 36=-114(B)37=-114(B) 38=-114(B) 39=-75(B)40=-73(B)41=-73(B) 42=-73(B) 43=-73(B) 44=-73(B)45=-73(B) 46= 73(B)47=-73(B)48= 73(B)49=-73(B) 50=-73(B) 51=73(B)52=-73(B) QWARNING- Vedtydesl9Rparamefs..dREAONOTES ON TNISANDWCLUDMMREKREFERANCEPAGEMM174TJrev. 1GMJIin15BEF0RE USE. Design valid for use only with MreM connectors. this design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, fie building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of ndivldual truss web and/or chord members only.. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of fusses and truss systems seeANSVIPiI GualBv Criteria, DS549 and BCSI Building Component 69D4 Palle East Blvd. Salary Infptmatbnovailobletdm Truss Plate InsMufe. 218 N. Lee Steel. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16616077 1690522-PACE-MUNYAN co,. Hip 1 1 Job Reference (optional) bunaem First 6ource, VIM l:rty, I-L-32566, 824Ua UDC 62018 MITek industries, Inc. Tue Mar 2606:55:232U1Y 2x4 6.00 12 5xB = 5 2x4 11 6x8 = 6 7 Scale=1:74.4 16 15 14 13 " 12 11 10 ST1.5x8 STP = ST1.5x8 STP = 5x6 = 3x8 = 5x6 = 5x6 = 3x6 11 3x8 II 6xB = LOADING (ps' TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.93 BC 0.68 WB 0.88 Matrix-SH DEPL. in (loc) Met L/d Veri -0.12 12-13 >999 240 Vert(CT) -0.26 12-13 >999 180 Horn(CT) 0.06 10 n/a n1a PLATES GRIP MT20 244/190 Weight: 236 lb FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-13 2-16: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 16=320/0-8-0, 15=1902/0-8-0, 10=1508/Mechanical Max Harz 16=276(LC 12) Max Uplift 16=-315(LC 12), 15=-756(LC 9), 10=-649(LC 13) Max Grav 16=339(LC 23), 15=1902(LC 1), 10=1508(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-79/353, 3-4=-152/608, 4-5=-1343/1159, 5$--1862/1577, 6-7=-1862/1577, 7-8=-1995/1529, 8-9=-2108/1634, 2-16=-3017736, 9-10=-1460/1244 BOT CHORD 15-16=-268/155, 14-15=-524/620, 13-14=-647/1144,12-13=-923/1690, 11-12=-1326/1832 WEBS 3-15=-385/571, 5-14=-475/350, 5-13=-616/1003,6-13=-632/570, 7-13=-331/363, 7-12=-159/355, 8-12=-234/495,8-11=-302/357,9-11=-1241/1796, 4-14=-351/827, 4-15=-1537/688 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Ecp C; Encl., GCpl=0.18; MW FRS (envelope) gable and zone and C-C Comer(3)-1-7-3 to 44-13, Exterior(2) 4-4-13 to 40-34 zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joints) except of=lb) 16=315, 15=756, 10=649. No 68182 00, ST OF :��/Z* Z O R \ Q P, N Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING - Ver/fydeslaa porsen foreanLREAD NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIL)4T3 rev. 1BMY1p159EFOREii Design valid for use only with Mnekg connectors. This design b based only upon parameters shown, and is for an individual building component, not ��- a Muss system. Before use, the building designer must verify fire applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual hums web antl/or chord members only. Adtlitional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system& seeANSVIPII Quality CrSeria. DSB,69 and BCSI Balding Component 6904 Parke East Blvd. Safety Infomtn8onavailable from Truss Plate Institute, 216 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . - Ply T16616078 1690522-PACE-MUNYAN CO2 Hip �Qty 1 1 Job Reference (Optional) Ounces rust source, rlarn carry, rL- Jzaoo, o.evu s vac 0 &U l o mu ex mausmes, mc. ua mar eo ucameo m ro 2,4 i 5x8 = 3x4 = 4 5 5x6 = 3x4 = 5xB = 6 7 8 Scale=1:74.4 I 22 21 20 5x6 = 3.6 = 14 13 12 11 ST1.5x8 STP= ST1.Sx8 STP= 2x4 II 5xB = 5x8 = 6x8 = 3x8 11 2x4 = 2x4 11 3x6 II LOADING III TOLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.21 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TC 0.69 BC 0.95 WB 0.79 Matrix-SH DEFL. Vart(LL) Vert(CT) Horz(CT) in (loc) Vdefl L/d -0.24 11-12 >999 240 -0.5111-12 >801 180 0.09 11 Na We PLATES GRIP MT20 244/190 Weight: 250 lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc pudins, BOT CHORD 2x4 SP No.2'Except' except end verticals. 18-20,6-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1Row at midpt 9-11 2-22: 2x8 SP 240OF 2.OE OTHERS 2x4 SP No.3 REACTIONS. '.(lb/size) 22=263/0-8-0, 21=1969/0-8-0, 11=1491VMechanical Max Horz 22=246(LC 12) Max Upli022=-232(LC 12), 21= 858(LC 9), 11=-631(LC 8) Max Grav 22=275(LC 23), 21=1969(LC 1), 11=1498(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-110/299, 3-4=-1337/1031, 4-5=-2072/1591, 5-6=-2495/1871, 6-7=-2477/1861, 7-8=-2125/1692, 8-9=-2050/1554, 9-10=-251/266, 2-22=-244/609, 10-11=-235/363 BOT CHORD 16-17=-584/1094, 15-16= 116712071, 6-15=-262/243, 12-13=-958/1765, 11-12= 1290/1737 WEBS 19-21=-1779/1208,3-19=-1776/1220,3-17=-688/1469,4-17= 658/411,13-15=-1168/2075, 7-15=-338/588, 7-13=-846/610, 8-13=-451/598, 8-12=-140/293, 9-12=-101/409, 9-11=1963/1487, 4-16=-852/1375, 5-16=824/632, 5-15=-392/610 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3)-1-73 to 4-4-13, Extenor(2) 4-4-13 to 40-3-4 zone; cantilever left and fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except ft=lb) 22=232, 21=858, 11=631. m o 916 OENS'.1 No 68182 9O: Sf F :��� i Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 ,&WARNING- Veldydeslgn parametersand READ NOTES ON TNRAND INCLUDED INEKREFERANCEPAGENI474TJrea. lavcseD1SBEFORE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a muss system'. Before use, the building designer must verify the applicability of design parameters and properly Incorporate his design Into the overall buildingdeslgn. Bracing indicated Is to buckling of Individual muss web and/or chord members any.. Additional temporary and pennanentbrocing MiTek' prevent is always required for stabllity and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of husses and truss systems, seeANSVIPl1 CucdMyCMode, DSB-89 and BCSI Buldhg Component 69M Palle East Blvd. Safety t0ormationovoilable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312 Ahxondrla VA 22314. Tampa. FL 33610 Job Truss Truss Type t Oty Ply T16616079 1690522-PACE-MUNYAN CO3 Hip 1 1 Job Reference (optional Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:5528 2u19 214 5.8 = Eno 3x4 = 2x4 11 3x6 = 3.4 = 6 7 8. 7x10 = 3 24 Scale = 1:74.4 21 20 193.4 II 3x8 = 14 13 12 11 ST1.5x8 STP= ST1.5x8 STP= I 2x4 11 6x8 = 6x8 = 3x6 11 2x4 = 3x4 II 3.6 II 6a-0 8-1e-09--0 15 -1-12 21-0-0 2s-0.0 MSS !"l sa-o zs-o o- -0 s-t-1z sto-4 4-e-o 7-s-o 7-e-o Plate Offsets(X))-- 14:0-6-00-2-81 [9'0-6-80-1-12] [10'Edoe0-2-0] [13:0-4-00-2-4] [15'0-5-00-2-07 [16:0-3-80-1-8] [1T0-1-80-3-0111T0-3-003-01 [21-0-5-00-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(L-) 0.27 6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.3715-16 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.98 Horz(CT) 0.08 11 n/a Na BCOL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 234 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 9-10: 2x4 SP M 31, 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except' r 17-19,6-14:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 2-21: 2x8 SP 240OF 2.0E, 10-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 21=159/0-8-0, 20=2084/0-8-0, 11=1479/Mechanical Max Horz 21=215(LC 12) Max Uplift 21=-232(LC 12), 20- 999(LC 9), 11=674(LC 8) Max Gray 21=208(LC 19), 20=2084(LC 1), 11=1479(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-03 oc bracing. WEBS 1 Row at midpt 4-16 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-201/482, 3-4=-803f760, 4-5=-2315/1738, 56=-3047/2209, 6-8=-3005/2182, 8-9=-2533/1918,9-10= 2145/1506,2-21=-176/565, 10-11=-1409/1216 BOT CHORD 20-21= 374/272, 19-20=-301/198, 16-17= 365/617, 15-16=-1385/2315, 6-15=-252/247, 12-13=-1099/1813, 11-12=-363/239 WEBS 18-20=-1837/1229, 3-18= 1823/1222,5-16=-962f747,5-15=-562/885,13-15=-1422/2481, 8-15=-409/673, 8-13=-979f730, 9-13= 634/938, 10-12=-817/1592, 3-17=-737/1373, 4-17=-973/601, 4-16=-1257/2019 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.1e; MWFRS (envelope) gable end zone and C-C Comii -1-7-3 to 4-0-13, Extedor(2) 4-4-13 to 40-3-4 zone; cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load honconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 21=232, 20=999, 11=674. %%� OPaUIN .� GENS No 66182 -53'. S OF i Date: USA, Inc. FL Celt 6634 redo East Blvd. Tampa R. 33610 March 26,2019 Q WARNING - Verify deslgnparsmeferaanCREAD NOTES ON THISAND INCLUDED MREKREFERANCEPAOEMX74nJre.. 1Q 015BEFOREUSE. Design valid for use only will, Maek0 connectors. We design Is basso only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must ver'dy the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary and peananent bracing MiTek' Is always required for stability and to prevent collapse with possible personal blury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSVIPII GuaBh CriteM. DSB49 and SCSI lull Component 69N Parke East Blvd. Safety Infalmationovailoble from Truss Plate Institute, 218 N. Lee Sheet. Sure 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type + Dry Ply T16616080 1690522-PACE-MUNYAN C04 Hip 1 1 Jdb Reference o tional Inniaers rina source, riantuy, rL- azbbb, a.znu s uec b 4m a mu ex mousries, ino. ue mar zb uo:oa:c. .... 2.4 6.0o FIT 5x6 = 3x6 II 3 4 3x6 = 4x6 = 3x4 11 5xB = 5 6 7 8 Scale = 1:74.4 5x6 = 2x4 II 5x6 = 9 10 11 2x4 II m 1.19 30 29 28 5x8 = 23 22 21 20 19 18 16 15 ST1.5x8 STP = ST1.5xs STP = 2x4 11 6.8 = 4x6 = 6xB = 2x4 11 3x6 11 5x8 11 5x8 11 3x4 11 2x4 11 3x6 II 4x6 = LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.87 BC 0.83 WB 0.97 MaiWeight: DEFLin (loc) Vdefl Ud Veli 0.46 24-25 >883 240 Vert(CT) -0.63 24-25 >647 180 Hom(CT) 0.11 15 n/a ri PLATES GRIP MT20 244/190 2421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 26-28,7-23:2z4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-3-11 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-29, 4-25 5-24,22-24,4-25: 2x4 SP No.2, 2-30: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 30=26/0-8-0, 15=1474/Mechanical, 29=2251/0-e-0 Max Holz 30=247(LC 12) Max Uplift 30=-196(LC 16), 15= 780(LC 8), 29=-1182(LC 9) Max.Grav 30=163(LC 10), 15=1474(LC 1), 29=2251(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-373/718, 3-4=-35a/633, 4-5= 2589/1763, 5-7=-3987/2566, 7-8=-3899/2504, 8-9=-2581/1655,9-10=-1963/1263,10-11=-1980/1270,2-30= 119/428,13-15=-1446/901 BOT CHORD 29-30=-563/327, 28-29=-362/180, 25-26=-286/150, 24-25=-1666/2589, 7-24=280/263, 20-22=-1891/3082,14-17=-684/1139,13-14=-684/1139 WEBS 5-25=-1117/831,5-24=-875/1512,22-24=-1846/3105,8-24=-739/1168, 8-22=-928/683, 27-29=-2015/1380,3-27=-632/952,4-25=-1875/3115,11-13=-1684/1040, 1 t-17=840/1454, 17-20=-1551/2546, 9-17=-738/465, 8-20=-587/384, 4-27=-1595/1050 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=150; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3)-1-7-0to 4-4-13, Extedor(2) 4-4-13 to 40-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except Qt=lb) 30=196, 15=780, 29=1182. / No 68182 9 SfOF :�u/Z 00 O.. �OAIA1_E-.J -'a/111111N`- Joaquln Velez PE No.68182 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL MID Date: March 26,2019 O WARNING -Verily design parameters andREAD NOTES ON TMISANDINCLUDED MREKREFERANCEPAGEM17-7473rev. faalQ015BEFOREUSE. Deegn valid for use only with Minna connectors. Mb design Is based only upon parameters shown, and Is for an Individual building component, not ��- 7 a muss system. Before use, the building designer must verity Me appicab0lty of design parameters and properly incorporate this design Into the overall bulldingdeslgn. Bracing indicated is to bucNing of Individual hum web and/or chord members only. Additional temporary and permanent bracing MITOk' prevent Is always required for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regardiing the fobricoaon. storage, delivery, erection and bracing of humps and muss systems, seeuidil P1t Gualev OrBeM. D5i and SCSI Bultlhp Componi 312, Alexandria, VA 22314. 6904 Palle Best Blvd. Tampa. FL 33610 Safety Mformpibllavolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite Job Truss Thus Type • Qry Ply T16616081 1690522-PACE-MUNYAN C05 Hip Girder 7 2 Job Reference o tional cunoers ruse oource, riam wy, 11.- aeaoo, ray= I D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-Ccl2s?T9aSJgJEiteF117RcsMPnHsOJs101 DOZXBL7 40-5-0 11-0-9 k 16,3-2 21-0-D 24-106 29-11-13 3a.08 3441-11 39-&12 39-lo-P 1-e-0 F No2-6-0 ItL-D 5-0-9 4-10-9 a-8-14 3.10E s-1-6-t1 a-11a 4 -1 o-1 0�-4 NAILED NAILED Special NAILED NAILED NAILED 4x6 = 6.8 6x8 _ 4x6-= 5X8 = 6.00 12 - NAILED 4x6 i 3x4 i 5 6 30 31 7 32 33 8 0 34 ST1.SxB STP= u u u m 4 3 2x4 11 2 4 23 45 46 22 47 48 49 21 50 3x6 Be 27 2644 25 Sx8 = 4x6 _ 2x4 11 ST1.5xB STP= NAILED NAILED NAILED NAILED 3x6 II 2x4 II axis = NAILED 2x4 11 Bx12 = NAILED Special FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 0-7.0 Scale=1:74.4 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2x4 fi 7x10 = NAILED 4xG NAILED 46 = NAILED 5x8 35 10 36 11 37 36 39 12 40 41 13 42 43 14 m u u m m u m N O m 20 m to 0 Sx12 = o 79 51 18 52 53 17 54 55 16 56 57 15 2z4 II 6xB = NAILED 5x6 = NAILED 3x6 = 3x8 II NAILEDNAILED NAILED NAILED NAILED NAILED NAILED NAILED 2-GO I 5.0-0 6-4-0 8-10-0 H-0-9 AM21-0-0 i 1-6 29-11-13 30-p-8 34-11-11 35-0-14 40-5-0 Plate Offsets (X Y)-- [2:0-4-1 0-0-5] [5:0-4-0 0-1-151 [6:0-0-0 0-4-01 [11:0-5-0 0-0-8] [17:0-3-00-3-01 f 18:0-2-8 0-2-8] [20:0-4-00-2-8] [22:0-3-8 0-2-81 [24:0-9-8 0-5-0] LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.83 Vert(LL) 0.56 20 >725 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.50 20 >817 180 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) -0.05 15 file rda BCDL 10.0 Code FBC20177TPI2014 Matnx$H Weight: 537 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP Ni *Except* TOP CHORD Structural wood sheathing directly applied or 5-11-0 cc puffins, 1-5: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-0-8 cc bracing. 10-19: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 23-25,7-21,9-20,6-22: 2x4 SP No.2, 14-15,6-26:2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-12 REACTIONS. (lb/size) 2=-1516/0-8-0, 15=1964/Mechanical, 26=5129/0-8-0 Max Horz 2=226(LC 8) Max Uplift 2=-1695(LC 20), 15=-1920(LC 4), 26=-4580(LC 5) Max Grav 2=1582(LC 4), 15=1965(LC 20), 26=5129(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2819/3079, 4-5=-3194/3643, 5-6=-4620/5199, 6-7=-395/236, 7-9=-4221/3638, 9-10=-6653/6142,10-11=-6478/5991,11-12=-4948/4698,12-13=-4602/4448, 13-14=-3018/2946,14-15=-1873/1849 r 569/2320, BOT CHORD 18-619915 07,21-22=294/395,20-217-3638/22351020=-293/317108-19=-388/400, IN'I/4�i 17 `,\o% E Al WEBS 18-20=-4528/4779, 11-18=-1307/1223, 11-20=-1383/1644, 14-16=-3245/3325, .••gyp S F••'. 13-16= 1416/1417,13-17=-1723/1818,24-26=-5176/4663; 6-24=-3301/2926, �' 5-27=-822/921,4-27=-9591783,24-27=-1243/1047,5-24=-285912609,12-17=-713/705, : NO 68182 ••• 12-18=-287/397,7-22=-1973/1846,7-21=-4304/4751,9-21=-1434/1466.9-20=-2675/2599, = * :.• 6-22=-5440/6344 NOTES- 1.11Q 1) 2-ply truss to be connected together with 10d (0.131•x3°) nails as follows: 9 •, S OF 4/Z Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 0 0 • �" 1// Z ,i ' ,'. k Q, '� Bottom chords connected as follows: 2x4 - I row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. ei��' fl ()� \�% • •��\\\\ front back face in LOAD CASE(S) Ply to �i ss� 2) All loads are considered equally applied to all plies, except if noted as (F) or (B) the section. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=151t; Cat. 11; Exp C; Encl., Joaquin Velez PE No.68182 GCpii18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip Di1.60 MITek USA, Ina FL Cert 6634 5) Provide adequate drainage to prevent water ponding. 6904 Parke Fast Blvd. Tampa FL 33610 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Date: 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 March 26,2019 on nuea on page 2 WARNWO- Vedfydeslgn parameters and READ NOTES ON MISANDINCLUDED MITEKREFERANCEPAGEMB-7473niK 1rV0340151?l USE Design valid for use only with Meek® connectors. This dei Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate his dei Into the overall burdingdesign. Bracing indicated B to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent Is always required for stability and a prevent collapse with possible personal injury and property daB8ymyage. For general guidance regarding the Bali Informutbrgvallable fromTmss Plate Institute, 218 NB Ise Skeet. Suite 312. Ale 1a�o. VA 22314.�A�. DSB49 and BC31 Bultlhp Component Tampa, FLe 336101vd. Job Truss Truss Type r Oty Ply ^ T16616081 1690522-PACE-MUNYAN C05 Hip Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:34 2019 Page 2 ID:OMGHgVGe6ryE1 YUEMmJmnYyfZ4F-CCI2s7T9aSJgJEiteF117RMMPMHSOJsf0l DozXBL7 NOTES- 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1695, 15=1920, 26=4580. 10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 11) "NAILED" indicates 3-10d (0.148'x3') or 3-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 205 lb down and 3441b up at 5-0-0 on top chord, and 99 lb down and 182 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 5-14=-70, 2-25=-20, 20-23=-20, 15-19=-20 Concentrated Loads (Ib) Vert: 5=-141(F) 8=-52(F) 10=-67(F) 20=-30(F) 16=-30(F) 13=-67(F) 27=-53(F) 18=-30(F) 30= 67(F) 31=-52(F) 32=-52(F) 33= 52(F) 34=52(F) 35= 52(F) 36=-67(F) 37=-67(F) 38=-67(F) 39=-67(F) 40=-67(F) 41=-67(F) 42=-07(F) 43=-71(F) 44=-30(F) 46=-56(F) 47=-56(F) 48=-56(F) 49=-56(F) 50=-56(F) 51=-30(F) 52=30(F) 53— 30(F) 54= 30(F) 55=30(F) 56=30(F) 57=-30(F) ,&WARNING-Veritydesfgnparandievand READ NOTES ON TNISANDINCLUDEDNRKNEFENANCEPAGER&74T3 rev. faTY1015BEFONEUSE Design valid for use only with MiTek® connectors. Ihls design Is based only upon parameters shown, and is for an Individual bustling component not ��- a truss system. Before use, the building designer must verify the applicability of design parameters antl property incorporate thus design into Me overall r1 bullcagdeslgn. Bracing Indicated b to prevent buckling of Individual truss web choler chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M(Tek* fobricotlon. storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Quality Criteria. OS849 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavclloble from Truss Plata Institute. 218 N. We Skeet Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss - Truss Type Oty Ply T16616082 1690522-PACE-MUNYAN CJ1 Comer Jack 14 1 Job Reference o tional Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:35 2019 Page 1 ID:OMGHgVGe6ryEtYuEMmJmnYyfZ4F-gos04LUnlmPihxOH3CyZXge930opgOXsSSJMJIEZXBL6 -o-0 ' 1-o-0 Sera II Scale = 1:8.9 LOADING (psf) SPACING- 2-6-0 CSI. DEFL. in floc) Well I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Verl 0.00 5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 VeTICT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-R Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=317/0-8-0, 3=-63/Mechanical, 4=-58/Mechanical Max Horz 5=82(LC 12) Max Uplift 5=-202(LC 12), 3=-63(LC 1). 4=-58(LC 1) Max Gray 5=317(LC 1), 3=38(LC 8), 4=35(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-244/656 Structural wood sheathing directly applied or 1-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Elm C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except (jt=lb) 5=202. �` .' GENg No 68182 �•. sF rye. �ONA� rc�.%%% Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 26,2019 O WARNING.Ved/y tlestgn parameters and READ NOTES ON THIS AND INCLUDED Mn EK REFERANCE PAGE MII-7477 rev. I&Iu2015 BEFORE USE Design valid for use only with MneW connectors. Ws design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual puss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrPI1 CualBy Crenb, D5849 and 9C81 Balding Component Safety Infamratlmravoiioble from Truss Plate Institute. 218 N. Lee Shoat. Suite 312, Alexandria, VA 22314. MiTek" egos Parke East Blvd. Tampa. FL 33810 Job Truss Truss Type f Cry ply T16616083 1690522-PACE-MUNYAN CJ2 Comer Jack 1 1 Job Reference (optional) builders First Source, Plant City, FL-32566, 8.240-s Dec 6 201 B MiTek Industries, Inc. Tue Mar 26 06:55:37 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYy24F-cBzBV1 V1 tNhPAiRRKNb?13EPvc61UOMIYdFPg7zK8L4 1-0-0 1-0-0 Sail II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) /deft LJd TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 VBit () 0.00 5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOTCHORD REACTIONS. (Ib/size) 5=317/0-8-0, 3=-63/Mechanical, 4=-58/Mechanical Max Horz 5=82(LC 12) Max Uplift 5=-202(LC 12), 3=-63(LC 1), 4=-58(LC 1) Max Gray 5=317(LC 1). 3=38(LC 8), 4=35(LC 12) FORCES. Ill -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-244/656 Scale = 1:8.9 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% Structural wood sheathing directly applied or 1-0-0 cc puriins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf: BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 5=202. %`�.oPQuini .� GENg'.�'.� No 68182 �'. ST OF :i/Z \��. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 26,2019 AWANN/NG-Ve,Wd. ignperametersendRE DNOTESONMSANDINCLUDEDMREKNEFENANCEPAGEM674M.v.fW O15BEFBREUSE Deal valid for use any with MflakG connectors. This design Is based only upon parameters shown, and Is for onnovel building component, not a buss system. Before use, the building designer must verify the applicablety of design parameters and properly Incorporate Mis design Into me overall buildingdeslgn. Bracing indicated is to prevent buckling ofIndividual bussweb and/or chord members only. .Additional temporary end permanent bracing MiTek' Is always required for stabIliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecton and bracing of musses and truss system% seeANSI/IPII Qua Oh OrtlnO, DS549 and BCSI Building component 69N Parke East Blvd. Sol Infoanoeonavalloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job T Truss Type Qt Oty Ply T76616084 1690522-PACE-MUNYAN �G�J3 Comer Jack �:_ 1 IJob Reference�Vonat Builders Fist Source, Plant City, FL- 32566, 8,240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:38 2019 3x6 II 3-0-0 3-0-0 16 Scale=1:14.0 Plate Offsets (X Y)-- 12:0-4-1 0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) -0.00 2-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 2-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00' Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-P Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-8-10 REACTIONS. (lb/size) 4=72/Mechanical, 2=27510-8-0, 5=29/Mechanical Max Horz 2=108(LC 12) Max Uplift 4=-75(LC 12), 2=-80(LC 12) Max Gray 4=72(LC 1), 2=275(LC 1), 5=59(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exanor(2) zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 4, 2. .OP...UIIV rVF� ,.", �J ..CENg1 No 68182 v: ¢z '0'. S OF •,�S'`SIONAI EC10�• 111111110 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 66M 6904 Parke East Bind. Tampa FL 33610 Date: March 26,2019 O WARNWG-Verify Cesl9nparemetenand READNOTES ON MN MDINCLUDOD EKREFERANCEPAGEm 74mmv. faN34015BEFORE USE Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component riot ��' a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent callopso with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSIM11 Quietly CAedo, DSB419 and SCSI Building Component 6904 Parka East Bind. Safety Informationavardble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type . Oty Ply T16616085 1690522-PACE-MUNYAN CJ4 Jack -Open 2 1 Job Reference (optional) Builders First Source, Pland City, FL- 32566, LOADING (psf) SPACING- 210-0 CSI. TCLL 20.0 Plate Gdp DOL 1.29 TC 0.68 TCDL 15.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-R 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 26 06:55:402019 Page 1 I0:OMGHgVGe6ryE1YuEMmJmnYylZ4F-1 mfJ72XwA13_1990?V8iNisv9p70hn5BFbT4QRzXBL1 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.00 5 >999 240 MT20 244/190 Vert(CT) 0.00 5 >999 180 Horz(CT) 0.00 3 Na n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=301/0-8-0, 3=-46IMechanical, 4=-48IMechanical Max Horz 5=87(LC 12) 'Max Uplift 5=-189(LC 12), 3=-06(LC 1), 4=48(LC 1) Max Gov 5=301(LC 1), 3=30(LC 8), 4=30(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-236/625 Scale =1:9.2 Weight: 9lla FT=20% Structural wood sheathing directly applied or 1-1-7 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right etposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except Qt=lb) 5=189. \\\\IIf IIIlI1,I ,,pOPQUIN J �. GENS••��'�. No 68182 A, ; ��/: Joaquin Velez PE No.68182 i USA, Inc. FL Cart 6634 69N Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING - Vmltydeslgn Parameters andREADNOTES ON THSANDMCLUDED MrrEKNEFERANCEPAGEMX7,runa.. landttfufSaEFOREUSE. Design valid for use only with MBe& connectors. Mis tleslgn Is based only upon parameters shown, and Is for an Individual building component not a hum system. Before use, Me braiding designer must verify the oppllcobilily of tleslgn parameters and properly Incorporate Mis design Into the overall building design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricatim storage, delivery, erection and bracing of trusses and hum systems, seeANSUIPil Quality Criteria. DSB49 and SCSI Building Component 69M Parke East Bind. Safety tnfoenatlomvalloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Ory Ply T16616086 1690522-PACE-MUNYAN CJ5 Comer Jack 8 1 Job Reference (optional) Builders First Source. Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:40 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-1 mfJ72XwA13_1990?V8iNisuOp5whn5BFbT40RzX8L1 Scale = 1:19.9 Plate Offsets (X Y)-- i2:0-4-1 0-0-5f LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.04 2-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.07 2-5 >831 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 271b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-10-0 REACTIONS. (lb/size) 4=155/Mechanical, 2=35210-8-0, 5=49/Mechanica) Max Horz 2=157(LC 12) Max Uplift 4=-134(LC 12), 2=-91 12) Max Grav 4=155(LC 1), 2=352(LC 1), 5=99(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 101 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psq BCDL=5.Opsf; h=15ft; Cat..11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-7-3 to 4-4-13, Interior(1) 4-4-13 to 4-11-4 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' 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 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Ut=lb) 4=134. %IIIIIIIIIIIIijil" Id, �G E N V *'. No 68182 9 STA OF '444/ u 00�F All O R 1 O P N ,'041/ONA' %%%%... Joaquin Velez PE No.681B2 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 QWARNWG-Vedtydeslgnpamme(ers And READNOTESONTNISANDINGLUDEDMWEKREFERANCEPAGEMX74YJmv.1NA'YlOISBEFOREUSE Design valid for use only will MOekO connectors. This design Is based only upon parameters shown, and Is for an individual bull8ing component, not ��- a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate finis design Into the overall balding design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllity, and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the MiTek* fabrication, stodge, delivery, erection and bracing of busses and truss systems WeANSVIPil GuaBh CMsM. DS349 and BCSI Buldbp Component 6904 Parke East Blvd. Safety Udoanatiorrlvciloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 31Z Alexantltlo, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16616087 1690522-PACE-MUNYAN CJ11 Comer Jack 8 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8,240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 26 06:55:35 2019 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 SPACING- 2-0-0 Plate Grip DOL. 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 Scale = 1:8.9 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 244/190 BC 0.03 Vert(CT) -0.00 2 >999 180 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix-P Weight: 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ito/size) 3=53/Mechanical, 4=16/Mechanical, 2=107/0-4-0 Max Horz 2=71(LC 12) Max Uplift 3=-65(LC 12), 2=-51(LC 12) Max Grav 3=53(LC 1), 4=32(LC 3), 2=107(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (Ile) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom cho(,d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Re uplift at joint(s) 3, 2. ,`,%�OPQV I 11 N t VFW ���, •''LENS No 68182 -0: SF � � • iyi�,S'S+,O N Al ,�C1,``, Ifilli Joaquin Velez PE No.68182 Mink USA, Inc. R. Celt 6634 6904 Parke East Blvd. Tampa FL=10 Date: March 26,2019 ,&WARNING-Vshrydeslgnparimetersand NEADNOTE50N MIS AND INCLUDED MREKREFENANCE PAGE MIP74Tlre1 100=15 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based any upon parameters shown, and Is for an Individual building component, nap 0 true system. Before use, fine bullding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual huts web and/or chord members only. Addltlonal temporary and permanent bracing M1Tek- Isalwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSWII Quo" y Cdteda, DSB419 and BCSI Building Component Safety Infoenationavolable from Truss Plate Institute, 218 N. Lee Street Sulfa 312, Alexandria. VA 22314, 69M Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oly Ply T16616088 1690522-PACE-MUNYAN CJ12 Comer Jack 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 Is Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:36 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F-8_PpHhUP64ZYZYsFmf4mCshOECo01_6cKzVsHgzX8L5 00-11 --11.0 ' 0 s nnF-19 3x8 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 4 >999 180 BCLL 0.0 " Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=34/0-7-0, 2=25/Mechanical, 3=9/Mechanical Max Horz 4-19(LC 12) Max Uplift 2=-25(LC 12), 3=-4(LC 12) Max Grav 4=34(LC 1), 2=25(LC 1), 3=15(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:8.9 PLATES GRIP MT20 244/190 Weight: 4 lb FT=20% Structural wood sheathing directly applied or 0-11-0 oc pur ms, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pst bottom chord live load nonconcumant with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 3. 'ENS*-.VF�FZ�'. \ No 68182 S OF 00.f.R ` Joaquin Velez PE No.68182 MRek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 26,2019 QWARNING-VerDydesignParametersomd REAONOTES ON MSAND/NCLUDWMIIEKREF£RANCEPAGEMIN4n3rc. 10032015BEFORE USE Design validfor use only win MBek®connectors. This design is based only upon parameters shown and Is for an lntllvltlual building component, not �!- ■` a truss system. Before use, the building designer must ved the applicability of design parameters and papery Incorporate this design Into the overall bulldingdestgn. Bracing indicated b to buckling of lntllvltlual truss web and/or chord members only, Additional temporary and bracing MOW prevent permanent Is always required for stability and to prevent collapse with possible personal Imiury and property damage. For general guidance regarding the fabrication, storage, doWery, erection and bracing of trusses and muss sysf9rn& weMSM11 Quo Bh Cil lo, DSB49 and BCSI Building Componont 6904 Parke East Blvd. Safety Informationavoilable ham Truss Plate Institute. 218 N. tee Street, Suite 312. Alexandria, VA 22 14. Tampa, 1 33610 Job Truss Truss Type - Oty Ply T16616089 1690522-PACE-MUNYAN CJ31 Comer Jack 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 3zB . 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:38 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMrWmnYyfZ4F-4NXZiN W fehpGorOet46E[Hng6009DtbunH_zMZzXBL3 3.0.0 a-o-D Scale = 1:14.0 Plate Offsets (X YY)— f4:0-4-5 0-1-8] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HoFz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-R Weight: 10 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 4=122/0-4-0, 2=86/Mechanical, 3=36/Mechanical Max Ho¢ 4=96(LC 12), Max Uplift 4=-29(LC 12), 2=-102(LC 12), 3=-11(LC 12) Max Great 4=122(LC 1), 2=86(LC 1), 3=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0=0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except Qt=lb) 2=102. %�OPQUINt �iE�i��i .� ENS No 68182 '9 S OF ' 41J `i. C? ONAI- e %%%' Joapuin Velez PE No.68182 .Mfrek USA, Ina FLCer16634 69N Parke Past Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING -Vertty Cesfgnpammetemand READ NOTES ON TN/SANDPICLUDEDMrt REFENANCEPAGEMX74TJmv. 10013,2015BEFONEUSE Design valid for use only with Mnei0 connectors. This design Is based only upon parameters shown, and Is for on Individual bullding component, not a busssystem. Before use, the bullding designer must verity the applicability of design parameters and properly lncorporatethis design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ppAA rv11T18k• b always required for stoblllty and to prevent collapse with possible personal Injury antl property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and Muss systems, seeANSUIPII CuaInI1Wy Criteria. DSB-69 antl SCSI la3dlng Component 6904 Palle East Blvd. Safety Warmatbnwolloble from Truss Poole Institute. 218 N. Lae Sheet Suite 312 Alexondtlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type - Oty Ply T16616090 1690522-PACE-MUNVAN CJ32 Comer Jack 1 1 Job Reference (optioned) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:39 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-ZZSxviXIP?x70?agRodTgUJq_Oo?yK2OxkW u?zXBL2 Scale=1:14.0 3x8 II ST1.54 STP= 2-11-0 2-[1-0 LOADING (fri SPACING- 2-0-0 CS]. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01-. 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 10 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=122/0-7-0, 2=88/Mechanical, 3=34/Mechanical Max Hom 4=67(LC 12) Max Uplift 4=-13(LC 12), 2=-70(LC 12), 3=-2(LC 12) Max Grav 4=122(LC 1), 2=88(LC 1), 3=53(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-11-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4, 2, 3. % .oPQ0IN e vE�F.,. .� DENS No 68182 1 1% S F t�4/Z n to '0NA' ,e�``�� Joaquin Velez PE Na.68182 Milk USA, Inc. R. Celt 66M 6904 Parke East Blvd. Tampa R. &MO Date: March 26,2019 Q WMIli Vedlydestgnparenrereraend BEAD NOTES ON MIS AND INCLUDED MDEKBEFERANCE PAGE M0.y4ya rev. laTaaplS BEFORE USE Design valid for use only Win Maeirll) connectors. this design Is based only upon parameters shown and Is for an hdNidual building component, not ��- a Fuss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into at. overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent braiding WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delNery, erection and bracing of trusses and truss systems, SeeANSI/I9II GuaiMyCiBenp, DS5419 and BCSI Building Component 69M Palle East Blvd. Safety Informatbnavoliobie Rom Truss Plate Institute. 218 N. use Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply T1fi616091 1690522-PACE-MUNVAN CJ51 Jack -Open 1 1 Job Reference o Planet nmmers nrst source, dent ury, rL- J2oob, l0x12 = b.241) s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:41 2019 F1VuFMm.lmnVvOd0.VvniKnWar:A 1N17n1 ,Plcnnynpr I TFnd- 2-4-5 4-11 15 -4 25 I 2-pr -4 Scale = 1:18.7 Plate Offsets MY)- T3:0-0-00-1-151 I6:Edge0-5-9116:0-1-120-M1 LOADING (pst) SPACING- 2-0-0 cSl. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.06 5-6 >999 240 MT20 244/190 TCDL , 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.06 5-6 >951 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-R Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=470/0-4-0, 4=226/Mechanical, 5=67/Ivlechanical Max Herz 6=179(LC 12) Max Uplift 6=-205(LC 12), 4=-221(LC 12), 5=-9(LC 12) Max Grav 6=470(LC 1), 4=226(LC 1), 5=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-6=-442/504, 1-3=-244/371, 2-3=-377/206 Structural wood sheathing directly applied or 2-2-0 oc pudin, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) 0-1-12 to 2-4-12, Exterior(2) 0-1-12 to 4-10-8 zone; cantilever left and right exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joints) 5 except Ot=lb) 6=205, 4=221. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. `��.OPpUIN v. . .�GENg ;1 O; i No 68182 *: :* 9 ST OF ,0 N A' Joaquin Velez PE No.68182 i USA, Inc. FL Cad 6634 6904 Parke Past Blvd. Tampa R.33610 Date: March 26,2019 Q WARNAG- Verilyhsign penrmehmsend NERD NOTES ON WSAND INCLUDED MNEKRfsFERANCEPAGEMX74>3rey. fa0.'Y20159EF0RE USE valid for use only withM7ek& connectors. Phis design is based only upon parameters shown, and Is for on individual building component, not Nit a truss system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and mss systems, seeANSVIPIt Quality Cmnlu, DS049 and BCSI pull Component 6904 Parke East Blvd. Safety Infarmntbrpvaiiabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T16616092 1690522-PACE-MUNYAN CJ52 Jack -Open 1 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, 3x8 II 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:42 2019 Page 1 I D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-z8n4YkZAiwKiHTJP6wBAS7xHedkX9hbUivyAVKzX8L7 Scale=1:18.9 4-11.0 Plate Offsets (X ))-- [1:0-1-6 0-2-12] [4:0-2-5 0-2-41 [4:0-0-0 0-2-121 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in floc) Wall Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) 0.06 3-4 >993 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Veri(CT) -0.05 3-4 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-R Weight: 17111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=208/0-7-0, 2=147/Mechanical, 3=61/Mechanical Max Ho¢ 4=114(LC 12) Max Uplift 4=-29(LC 12), 2=-112(LC 12). 3=-2(LC 12) Max Grav 4=208(LC 1), 2=147(LC 1), 3=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4,3 except (jt=1b) 2=112. �.oPQuiN rv�C.,. No 68182 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 O WARNING -Vedlydesignparzmefersand READNOTES ON TNISANO INCLUDED MREKNEFENANCEPAGEJlff Jrev. lWAi2p]SBEFOFE USE Design valid for use only with Mnek® Connectors. ➢his design Is based only upon parameters shown. and s for an Individual building component, not ��• a truss system. Before use, the building designer must verify the opplicobllily of design Parameters and propery Incorporate Ins design Into the overall building desgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse win, posdble personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of hums and truss systems. SeeANSIMII Quality CMrrria, DS"9 and lest Building Component 6904 Parke East Bind. Safety lrformationovailable from Truss Plate Insttute. 218 N. We Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T16616093 1690522-PACE-MUNVAN D01 COMMON GIRDER 1 2 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 26 06:55:44 2019 2x 5.6 II Scale=1:45.4 0 = la 6x12 MT20HS= .- STi.5x8 STP= 3.8 It 8x10 = 8x10 = 10x12 = 8x10 = HTU26 8x10 = 3x13 11 6.12 MT20HS = HTU26 HTU26 HTU26 HTU26 Special 1 2-10-10 1 5.5-12 &0-14 1 10.8.0 1 13-3-2 1 15-10.4 1 16-5-6 1 27-4-0 2-10-10 2-7-2. 2-7-2 2-7-2 2-7-2 2-]-2 2-]-2 2-10-10 Plate Offsets (X,Y)- [2:0-0-0,0-0-131, [10:0-0-0,0-0-13], [12:0-5-12,0-1-81, [13:0-5-0,0-6-0], [14:0-5-0,0-5-81, 115:0-6-0,0-6-0], [16:0-5-0,0-5-8], [17:0-5-0,0-6-0], [18:0-5-12 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 _ TC 0.57 Vert(LL) 0.15 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.2313-14 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WB 0.99 Hom(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-SH Weight: 3861b FT=20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* 6-15:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=4922/0-8-0, 10=9430/0-8-0 Max Ho¢ 2=187(LC 31) Max Uplift 2=-2140(LC 8), 10=-3241(LC 9) Max Grav 2=4922(LC 1), 10=9603(LC 2) BRACING - TOP CHORD. Structural wood sheathing directly applied or 3-6-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2,3=-8149/3400, 34---8943/3777, 4-5=-9097/3860, 5-6= 8719/3664, 6-7=-8728/3666, 7-8=-11258/4403,8-9=-14125/5000, 9-10=-15453/5100 BOTCHORD 2-18=-2961/6857, 17-18=-2961/6857, 16-17=-3374/7995, 15-16=3327/8053, 14-15=-3726/10018,13-14=4293/12644,12-13=4214/13043,10-12=4214/13043 WEBS 6-15- 297177162, 7-15=4276/1356, 7-14= 1436/4890, 8-14=-4126/976, 8-13= 778/4146, 9-13=-514/0, 9-12=415/2138, 5-15=-365/420, 5-16=417/624,4-16=-318/363, 4-17=491/307, 3-17=-550/1335, 3-18=482/264 NOTES- 1) 2-ply truss to be connected together with 10d (0.131•x3•) nails as follows: Tap chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Be. - Bottom chords connected as follows: 2x8 2 rows staggered at 04-0oc. Webs connected as follows: 2x4 -.1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(5) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exia C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and fight exposed ; Lumber DOL=1.60 plate gdp DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=2140, 10=3241. 9) Use Simpson Strong -Tie HTU26r(20-10d Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 13-0-12 to connect trusses) to front face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss) or equivalent spaced at 2-0-0 oc max. starting at 15-0-12 CENS'.�'.� No 68182 *: ;* - 9 ST * OF '441 T Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33610 Date: March 26,2019 on uea on a e z USE WAHva e- erse dONTH1aase INCLUDED Mara flEFERANCEshowr PAGEMor - is an IndivOlu 1purciBEFORE Desigon only with onlyuponparametersshown and IsfaranIcoparol bulltling component, for useonly with MRek®connectors. connectors. atruss yste and pro Incorporate a huss system. Solaro use. the building designer mucIlingry the applica "verify er appli Into fie overall "901 ly. p rarydesign ohortlmeamage. ly. uss a and/ r chord a and permanent bracing buckling ofciabl upltran We5ry building design. &or sta adds ' k always required for stability and geneAdditional idance re ility revetco with pass d ggldan0e the ton and l%seeA d property damage. hussrsonN ere bracling of and buss systems, a.For DSB-eml fabrication, storage. delctal. erection antl bracing of Quality doing o O6e39 and BCSI BUAdbp Component East Blvd. , AlexaDfPa VA 223 4. $pbM 6rformatbrlovollable from truss Plate Institute, 21 B N. We Street. 8uae 312, Alexandria, VA 22314. 18 N. Terri Tampa, 1 33610 Job Truss Truss Type City Ply T16616093 1690522-PACE-MUNYAN D01 COMMON GIRDER 1 2 Job Reference (ootiona0 Builders First Source, Plam City, FL- 32566, 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 26 06:55:442019 Page 2 ID:GMGHgVGe6ryE1 YuEMDUmnYyfL4F-vXugzGaOEXaPWmToELDeXY1dvRPVGMYn9CRHYDzXBKz NOTES- 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 254511a down and 631 lb up at 19-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70,-6-19=-70, 2-10=-20 Concentrated Loads (lb) Vert: 14=-1788(F)21— 1788(F)22— 1788(F) 23=-2263(F) 24=-2250(F) 25=-2353(F) AWARNING -Ved/ydeslgnp.remefersendREAD NOTES ONTHISANDINCLUDED MITEKREFEHANCEPAGEMIPT4njrv.1DAYl0ISB FORE USE Design valid for use only with MQek® corinectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. Me building designer must verify the applicabllily of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Atltlttlonal temporary and permanent bracing M)Tek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPl1 Quality Cdterb, DSBd9 and BCSI Bu9dbQ Component 6904 Parke East Blvd. Safety Informetlanm c fable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Temp., FL 33610 Job Truss Truss Type Ply T16616094 1690522-PACE-MUNYAN D02 COMMON �Qty 8 1 [JobR (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Inc. Tue Mar 26 06:55:45 2019 Page 1 5x6 = 3x4 3x4 = 5 7 6.00 F12 2x4 II 19 T15202x4 II 8 4x6 i 3 4x6 i 18 2x4 2 1 5.6 II 14 2x4 II 13 12 3x8 MT20HS = 2x4 II Scale=1:43.2 9 4x6 4x6 1 21 10 2x4 II 11 to N44 j /4-9-12 I 21-40 8-3-8 6-6-4 Plate Offsets(XY)-- f2:0-4-10-0-51 N0:0-4-10-0-51 LOADING (pst) SPACING- 2-0-0 CS]. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) -0.55 12-14 >462 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.8512-14 >300 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES VIB 0.92 Horz(CT) 0.04 10 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(L-) 0.45 2-14 >575 240 Weight: 110 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.23-7-4. Right 2x6 SP No.2 3-7-4 REACTIONS. (lb/size) 2=1155/0-8-0, 10=1155/0-8-0 Max Hom 2=-188(LC 17) Max Uplift 2=-491(LC 12), 10=-491(1-C 13) Max Great 2=1281(LC 2), 10=1281(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied or4-4-9 op puffins. BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1978/525,4-5=-1542/578, 5-6=-197/693, 6-7=-198/693, 7-8=-1542/578, 8-10=-1978/526 BOT CHORD 2-14=-334/1579, 12-14=-334/1579, 10-12= 334/1579 WEBS 5-15= 2377/783, 7-15=-2377/783, 8-12=01618, 4-14-01618 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-7-3 to 1-4-13, Intedor(1) 14-13 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0, Intedor(1) 13-8-0 to 22-11-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-15, 7-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ft=lb) 2=491, 10=491. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. oPQUiN t VET No 68182 �'53 R T Al nF t•ZuC Joaquin Velez PE No.68182 MiTek USA Inc. FL Gen 6634 69M Parke East Blvd. Tampa FL 33610 Date: March 26,2019 AWARNING- Ved1ydaa9nparemetars and READNOTES ON MMANDINCLUDEOMrrEKREFERANCEPAGEM674M.re.. 18Na¢af5BEFORE USE Design valid for use only with M6ekib connectors. IDIs design Is based only upon parameters shown, and Is for an IndMduol building component not a truss system. Before we, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erectlon and bracing of trusses and truss systems, eeeANSVr?II Quol8y Criteria, DS1149 and BCSI Building Component 69N Pale East Blvd. Safety Nfonnationo oiiable from Truss plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16616095 1690522-PACE-MUNYAN D03 Hip Girder 1 1 Job Reference (optional Builders First Source, Plain City, FL- 32566. 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:47 2019 Page 1 DMGHgVGe6ryElYuEMmJmnYyfZ4F-K6arbRDJXSy_NECMvTmL9AflTeKrgr DsAgx9XzXBKw 12-8-0 3-5- 14-8-0 16.8.0 19-2-0 21-40 23-0-0 2-o-0 -s- 1-z-s 2-o-o z-s-o z-z-o 1-B-o 4x6 = Scale=1:46.8 TOP CHORD MUST BE BRACED BY END JACKS, ,q# ROOF DIAPHRAGM, OR PROPERLY CONNECTED ,IGI� PURLINS AS SPECIFIED. NOR a'\t ISTI'111�dI��L4:Tl _ A k 11 3B 39 40 41 42 43 44 45 46 le 111_ 12 4x611 11 t0 9 ST1.5x8 STP= 5x6 = NAILED 6xs = NAILED NAILED 6x8 = NAILED 5.6 = 46 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2-2-0 7-10-9 13-5-7 19-2.0 21-4-0 2-0-D 5-fl-9 S&14 SA-9 2-2-0 Plate Offsets(XY)-- 12:0-2-100-1-31 [3:0-1-80-5-31 [3:0-5-80-2-0114:0-3-00-3-01 [6:0-5-40-2-01 [6:0-1-80-0-141 U:0-2-100-1-3119:0-1-00-2-4] rl2:0-1-80-2-41 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(L-) 0.35 10-11 >736 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93, Vert(CT) -0.4610-11 >558 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.76 Hoa(CT) 0.05 7 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or4-6-10 oc puffins. 3-4: 2x4 SP No.1 Except: BOTCHORD 2x4 SP No.2 2-3-0 oc bracing: 5-6 WEBS 2x4 SP No.3 2-11-0oc bracing: 3-4 OTHERS 2x4 SP No.3 3-0-0 oc bracing: 4-5 SLIDER Left 2x6 SP No.2 2-2-0. Right 2x6 SP No.2 2-2-0 BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. JOINTS 1 Brace at Jt(s): 4, 5 REACTIONS. (lb/size) 2=989/0-8-0, 7=989/0-8-0 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE Max Hom 2=-58(LC 35) OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND Max Uplift 2=-562(LC 5), 7=-562(LC 4) (NORMAL TO THE FACE), SEE STANDARD INDUSTRY Ma%Gras 2=995(LC 43), 7=995(LC 42) GABLE END DETAILS AS APPLICABLE, OR QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1T FORCES. (lb) - Max. Comp./Max. Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-16221880, 3-4=-3141/1867, 4-5=-3141/1867, 5-6=-3100/1839, 6-7=-1619/881 BOT CHORD 2-12=-720/1380, 11-12= 715/1394, 10-11=-1809/3208, 9-10=-688/1385, 7-9=-692/1371 WEBS 3-11=-1175/1991,4-11=-407/370,5-10=-412/376,6-10=-1145/1952 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=562, 7=562. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) "NAILED' indicates 3-1 Did (0.148°x3') or 2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 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 (pIQ Vert: 1-3= 70, 3-6= 70, 6-8= 70, 2-7=-20 Concentrated Loads (Ib) Vert: 3=48(B) 6=48(B) 12=35(B) 9=35(B) %�O�ptpUINIVFW 4�1 LENS No 68182 0 STPJ� OF '4j/ 0 � Joaquin Velez PE No.68182 M1Tek USA, Inc. R.cent 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 26,2019 O WARNING -Verity dseersparamerere end READ NOTES ON TN/SAND INCLUDED llffrEKREFERANCEPAGEMX74nmr MU22015BEFORE USE Design valid for use only with MBea connectors. This dfxign Is based only upon parameters shown, and Is for on Indlvldual building component, not a truss system. Before use, the building designer must verify the appllcatchty of design parameters and properly Incorporate this design Into the overall bulldhgdeslgn. Bractrig Indicated is to bucking of Individual truss web and/Cr Chad members only. Additional temporary and permanentbrocing MiTek' prevent Is always required for stability and to prevent collapse with possible personal lofury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and brocing of trusses and hum systems seeANSVrPII QuolNy, Criteria, DSO-89 and SCSI Bulding Component 6904 Parke East Blvd. Safety Infohna8omvoiloble from Truss Plate Institute, 218 N. We Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ON Ply • T16616096 1690522-PACE-MUNYAN E01 Common Girder 1 2 Job Reference (optional) Builders Rmt Source, Plant City, FL-32566. 2x4 II 6.00 12 3x4 i 4 Sx12 i 3 10 = 14 3.6 I 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:49 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F-GUijO7eZ23CicYU1 uppEbkVXS7gldxWJU92EOzXBKu 9-0-0 10.10-8 14-3-8 18-0 0 F 1-10.8 1-10-8 3-SO 3-8-8 8z14 MT20HS I I Scale=1:38.7 6 THIS TRUSS IS NOT SYMMETRIC. 2x4 II 2x4 II PROPER ORIENTATION IS ESSENTIAL. 7 3x6 8 95z12 10 ]tP d 13 16 12 17 11 18 19 IL 10z12 = HTU26 12x14 = HTU26 3x8 H STI.5xe S 10x12 = HGUS28-2 HTU26 HTU26 HTU26 3-8-8 7-1-8 10-10-8 14-3-8 18-0.0 3-8-8 3-SO 3-9-0 3-SO 3-8-8 Plate Oftsets(XY)— [2:Edoe0-3-131 [2:0-3-20-5-5] [10:0-1-50-6-12] [10:1-6-140-1-51 [10:0-8-2,0-0-01 [13:0-6-006-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.13 12-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.1712-13 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WB 0.99 Hoa(CT) 0.04 10 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 2861b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-06, Right 2xB SP 240OF 2.0E 2-2-4 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=8809/0-8-0, 2=5327/0-8-0 Max Harz 2=179(LC 12) Max Uplift 10=-0087(LC 9). 2=-3057(LC 8) FORCES. (lb) - Max CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-4=-8717/4968, 4-5=-9749/5542, 5-6=9704/5629, 6-7=-10172/5380, 7-8=-10209/5285, 8-10=-11905/5780 BOT CHORD 2-14=-435717518, 13-14=-0357/7518, 12-13=-3813f7215, 11-12=-4939/10357, 10-11=4939/10357 WEBS 6-12=-2307/5172, 7-12=-193/261, 8-12=-1487/488, 8-11=606/1896, 6-13=-2943/4038, 5-13=-207/278, 4-13=-879/1455, 4-14=-910/511 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131•x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 Do. Webs connected as follows: 2x4 -1 row at 0-9-0 Co. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 364) 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 at=lb) 10=4087,2=3057. 9) Use Simpson Strong -Tie HGUS28-2 (36-1od Girder, 12-1 Od Truss) or equivalent at 7-1-8 from the left end to connect tmss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-1 Odxl 112 Truss, Single Ply Girder) or equivalent spaced at 4-0-0 at meet. starting at 9-0-12 from the left end to 13-0-12 to connect trusses) to back face of bottom chord. 11) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc meet. starting at 11-0-12 from the left end to 17-0-12 to connect trusses) to back face of bottom chord. \\\\\1111111//j�, ,`%.OPOUIN 'GENS No 68182 9'• ST OF �'i,F•, ( R 1,,% ,pNA' � Joaquin Velez PE No.68182 MTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 12 Fill all nail holes where ham er is in contact with lumber. on rue on page X WARNING-VeNtydesIsnpaamefereend READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMX7473rev. 1=3120156EFORE USE valid for use cnly Wth MlreW connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not a truss system. Before use, the building designer must vordy the applicability of design parameters and properly Incorporate this design Into the overall buflding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing b always required for smarty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobticotion. storage, delivery. erection and bracing of trusses and puss systems seeANSVIPII Quality Clients, DSe419 and SCSI Building Component Safety Infomra8onovotabie from Truss Rate Institute. 218 N. Ise Sheet, Suite 312. Alexandria, VA 22314. Nit MII TBk• 6904 Parke East Bind. Tampa, FL 33610 Job Truss TE01rues Truss Type Gty Piy T16616096 1690522-PACE-MUNYAN Common Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:49 2019 Page 2 ID:GMGHgVGe6ryE1YuEMmJmnYylZ4F-GUI107eZ23CicYLl1 uppEbkVXS7gldzWJU92EWOKu LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-6=-70, 6-10=-70, 2-10=-20 Concentrated Loads (Ib) Vert: 12=-1788(B)13-3270(B) 16_ 1788(B) 17=-1788(B)18=-1903(B) 19=-1903(B) Job Truss Truss Type Oty Ply T16616097 1690522-PACE-MUNYAN E02 Common 1 1 FkbRferce (opt'ona0 bDllders First bource, Plant Glty, rL-32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:50 2019 a, 4x6 = Scale = 1:36.1 ST1.Sx8 STP= 5xB = ST1.5x8 STP= 5.13 II Plate Offsets (X Y)— [2:0-1-13 0-3-101 [6:0-2-14 0-1-6] [6:0-1-13 0-3-101 U:0-0-00-3-10] [8:0-4-00.3-0][9:0-3-6 0-0-6] [9:0-0-0 0-3-101 LOADING (pat) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.14 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.25 8-9 >831 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except" TOP CHORD 4-6: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except' 2-9,6-7: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 7=776/0-8-0, 9=923/0-8-0 Max Ho¢ 9=191(LC 16) Max Uplift 7=-367(LC 13), 9=-474(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1091/1169, 3-0=-848/914, 4-5=-850/964, 5-6=-1120/1241, 2-9=-827/1080, 6-7=-675/851 BOT CHORD 8-9=-908/873, 7-8=-945/914 WEBS 4-8=-378/434,5-8=-258/554, 3-8=-213/498 Structural wood sheathing directly applied or 4-7-5 oc puffins, except end verticals. Rigid ceiling directly applied or 5-5-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-5-15, Exterior(2) 4-5-15 to 9-0-0, Comer(3) 9-0-0 to 15-0-0, Exterior(2) 15-0-0 to 17-8-6 zone; cantilever left and night exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joints) except (jt=lb) 7=367, 9=474. No 68182 ONY :9 SOF Z ((((((////// ` %%%� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Out 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 A WARNING -Verltytlealgnparamefersand READNOTES ONSNISAND INCLUDED MREKREFENANCEPAGEM 7fUolme lotWOMBEFOgE USE Design valid for use onlywith Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not Mi. a ruse system. Before use, Inc building di must verify Me applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding fine fabricatio6 storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPII QUORY Credits, OS049 and BCSI puking Component son Parke East Blvd. Safety Infodaationovailable from Truss Plate Institute. 218 N. Lee Sreaf. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type . aY Ply T16616098 1690522-PACE-MUNYAN E03 Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant Lily, FL- 32566, o.enu a use b eu is mu ex mausmes, inc. me mar 2x4 Special Special 4x6 = NAILED 4x8 - 4 14 5 5x8 II 2x4 II -- 2x4 II 5.8 II THJA26 NAILED THJA26 Scale = 1:38.0 LOADING (Pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 C51. TC 0.97 BC 0.60 WB 0.22 Matdx-SH DEFL. in Vert(LL) 0.12 Vert(CT) -0.12 Horz(CT) 0.04 (lac) Well Lid 9-11 >999 240 11 >999 180 7 Na Na PLATES GRIP MT20 244/190 Weight: 109 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-3 cc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.23-9-15, Right 2x6 SP No.2 3-9-15 REACTIONS. (lb/size) 7=1621/0-8-0, 2=1621/0-8-0 Max Horz 2=-132(LC 9) Max Uplift 7=-1135(LC 9), 2=1135(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2444/1749, 4-5=-2059/1591, 5-7=.2443/1749 BOT CHORD 2-11=-1416/2040, 9-11=-1422/2059, 7-9=1412/2040 WEBS 4-11=251/587,5-9=251/587 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCD1_=4.2ps1; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This Muss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joints) except (t=lb) 7=1135,2=1135. 7) Use Simpson Strong -Tie THJA26 (THJA26 an 1 ply, Left Hand Hip) or equivalent at 7-0-6 from the left end to connect tmss(es) to front face of bottom chord. 8) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 10-11-10 from the left end to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED' indicates 3-1 Did (0.148"1 or 3-12d (0.148°x3.25') toe -nails per NDS guidlines. 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 266 lb down and 424 lb up at 7-", and 266 lb down and 424 lb up at 11-0-0 on top chord. The designtselection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 No 68182 ' 0.. STOF ((((((///// v �e;SS,ONA; Er1% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 QWABNING. Verify dealgnparumefers and RE DNOTES ON MIS ANDINCLUDEDMREKFEFEMNCE PAGE 111474nne,- saNaQ015 BEFORE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applIcoblllty, of design parameters and properly Incorporate Mis design Into the overall buildingdeslgn. Bracing Indicated &toprevent buckling oflrxMdualM=web and/or chord members only. Additional temporary end permanent bracing MOW Is always required for stobiilty and to prevent collapse with possible personal Injury and properly damage. For general guidance regertling ma fabAcaton, storage, delivery, erection and bracing of trusses and truss systems, se9ANS1f1P11 Quality Criteria, D511d9 and BCSI Building Component 6904 Parke East Blvd. Safety Infafmatimlovanable from Truss Plate Institute. 218 N. We Street, Sete 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T76616098 1690522-PACE-MUNYAN E03 Hip Giber �Qty 1 1 Jab Reference o tional builders i-mat source, Plant cry, FL - 32565, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:51 2019 Page 2 ID:OMGHgVGe6ryE1 YuEMmJmnYy24F-CtpTRpgpahSOsrVBSJrHJOpjwFnwnj Kpmoe9lJz%BKs, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8= 70, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-219(F) 5= 219(F) 11=-393(F) 9=-393(F) 14=-114(F) 15=-73(F) ®WARNING-Ver/fydesigepafamerersend READNOTES ON TNISAND INCLUDED MNEKBEFERANCEPAGEMX74new. 10=015BEFOREUSE Design valid for use only with M19M connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buiidingdesign. Bracing Indicated Is to prevent buckling of Individual trussvreband/or chord members only. Additional temporary and permanent bracing Is always required for Stablllly and to prevent callopse with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeµSVIP11 Quality CMedo, DSed9 and SCSI Building Component Safety informationavoilable Mom Truss plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. , MiTek' 6904 Parke East BNd. Tampa. FL 33610 Job Truss Truss Type y Ply T16616099 1690522-PACE-MUNVAN EJ2 Jack -Open �Ot 5 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:52 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F.g3Nse9hRL aHT74101 MWSEMz7fEUVD3y75Nidzx8Kr 2-0-0 2-0-O Scale = 1:11.5 Plate Offsets (X Y)-- [5:0-4-13 0-2-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=274/0-8-0, 3=21/Mechanical, 4= 9/Mechanical Max Horz 5=118(LC 12) Max Uplift 5=-156(LC 12), 3=-44(LC 12), 4=-9(LC 1) Max Gray 5=274(LC 1), 3=22(LC 19), 4=21(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-230/567 Structural wood sheathing directly applied or 2-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for Muss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (it=1b) 5=156. `,�OPaC No 68182 1•. S O F '•4/ Z • Joaguln Velez PE No.68182 MITek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 QWANNING- Vedrydeeignperametemand READ NOTES ON MIS AND WCLUDEDMITEI(REFERANCE PAGE MG7473mv. 1=U115 BEFORE USE Design valid for use only with MBeW connector. iNs design Is based only upon parameters shown, and Is for an Indly dual building component not a most system. Before use, the bulltling designer must verify the appllaabllily of design parameters and properly Incorporate this colon Into the overall bulltling dedgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' b always requited for etObllfly and to prevent collapse with possible persona Flury and property damage, For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and nuss systems seeANSVni Duo) CrBeDo. USUP and BCSI Buldh0 Component Safety Informallonavcilobie from Truss Plate Institute. 218 N. Lea Street. Suite 312, Alexontlda. VA 22 14. 6904 Parke East Blvd. Tampa. FL 33610 Job rus Truss Type Ply T16616100 1690522-PACE-MUNYAN �TEJ3" JACK -OPEN �Qty 9 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566. 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 26 06:55:532019 ono a aiwxomr— Scale = 1:11.9 Plate Offsets (X Y)-- (5:0-5-00-2-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x8 SP 240OF 2.0E BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=285/0-8-0, 3=23/Mechanical, 4=-12fMechanical Max Horz 5=122(LC 12) Max Uplift S=-162(LC 12), 3=-46(LC 12), 4— 12(LC 1) Max Grav 5=285(LC 1), 3=23(LC 19), 4=20(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-237/581 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 3, 4 except Qt=lb) 5=162. POPpUW I V.... CEN,9 .� .� No 68182 00'. S OF :44/Z Joaquin Velez PE No.68182 MDek USA, Inc. FL Cart 6634 6904 Parke Past Blvd. Tampa FL 33610 Date: March 26,2019 QwARivaroydeslgnpammwersaed READ NOTES ON THIS AND WCLUDED MREKREPERANCEPAGEM67473mv. 1411320ISBEPOREUSE Design voll0 for use orrywith MnoM connectors. Thisdesign isbased only upon porometors shown and Is for an IndMdual building component, not a thuss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of IndMtluol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and muss systems, seeANSViPtt GuiIMyCMedo, DSt4l9 one BCSI Building Component 6904 Parke East Blvd. Sai Informa6nnovallable from Truss Plate Imiliute, 218 N. Lee Street. Suite 312 Alexontlrl¢ VA 22314. Tampa, FL M610 Job Truss Thus Type . city Ply T16616101 1690522-PACE-MUNYAN EJS Jack -Open 12 1 Job Reference o tional Builders First Source, riani tarty, FL-:i2555, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:55 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-5e3_GBjKevysKTpvN9wDUs_Pks5kiZpPhcicM R4zx8Ko 5-0-0 5-0-0 sxe II STI.5xB STP = LOADING (psf) SPACING- 2-0-0 C31. DEFL in (too) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Van 0.16 4-5 >348 240 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.15 4-5 >376 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=365/0-8-0, 3=137/Mechanical, 4=50/Mechanical Max Horz 5=223(LC 12) Max Uplift 5=-177(LC 12), 3=-162(LC 12), 4=-65(LC 9) Max Gran, 5=365(LC 1), 3=137(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-5=-321/665 Step=1:21.5 PLATES GRIP MT20 2441190 Weight: 21111 FT=20% Structural wood sheathing directly applied or 1-4-12 oc pur ins, except end verticals. Rigid ceiling directly applied or 8-7-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Extenor(2) 4-4-13 to 4-11-4 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 5=177, 3=162. .,0 �aC E N g,C�� i No 68182 �9 SOF O R 5 p4�s�10NA' � `%% Joa6uln Velez PE ND.68182 MITek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 0 WARNING- yeNly Jeslge paramefersand READ NOTES ON MIS AND INCLUDED WEKREFEIVINCE PAGE MIL747a rev. IDV320150EFOFE USE. Design valid for use only with MifelkSconnectors. This design is based only upon parameters snown, and is for on Individual balding component, not ��• a truss system. Before use, Me building designer must verify Me appllcoblllN of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequiredforstabilityandfopreventcoliopsewithpossiblepersonalNluryandpropertydamage. For general guidance regarding Me fabrication storage, tleMery, erection and bracing of trusses and muss systems. SeeANSVIPII Quality Ciffe , DSB49 and SCSI Building Component 6904 Parke East BNd. Si Iniormationovolloble from Truss Plate Instdute, 218 N. Lee Sheet, Suite 312, Alexondna, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty C' Ply T16616102 1690522-PACE-MUNYAN EJ7 JACK -OPEN 24 1 Job Reference o tional Builaers past Source, Plant City, FL- 32566, 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 26 06:55:562019 a, ST1.5x8 STP= 7.10 = Scale = 1:25.3 Plate Offsets(XY)-- [2:0-0-150-0-71f2:0-9-30-0-15][2:Edge0-4-41 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vasil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.95 Vert(LL) 0.06 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.07 2-4 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matfix-SH Weight: 351b FT=20% LUMBER - TOP CHORD 2x4 SP No.t BOT CHORD 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=184/Mechanical, 2=452/0-8-0, 4=93/Mechanical Max Horz 2=298(LC 12) Max Uplift 3=-222(LC 12), 2=-214(LC 12), 4= 12(LC 12) Max Gray 3=184(LC 1), 2=452(LC 1), 4=138(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD. Structural wood sheathing directly applied or 1-4-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=222, 2=214. "OPpUIN rVF�� GENS'.24� No 68182 9' STOF O,`SS'fit �NAm Joaquin Velez PE No.68182 Mink USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING -Vehfydesf9n peremefersentl READ NOTES ON TNISANO INCLUDED MIrEKREFERANCE PAGEMII-7473rev. ic=N115BEFOREUSE. Design valid for use only with MOek® connectors. this design Is based only upon parameters shown, and is for an Intllviducl building component, not a truss system, Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall buidIngdesign, Bracing indicotetl is to prevent buckling ofindNlduol truss web and/or chord members only. Additional temporary and permanent bracing Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobrlcafion. storage, delivery, erection and bracing of trusses and hum systems seeANSVIPI I Quality CMM r., DSO-89 and BC31 Building Component Safety Infarmallonavallable from Truss Rate Insfitute. 218 N. Lee Sheet, Suite 312. Alexantlrlo, VA 22J14. MOW 6904 Parke Eml Blvd. Tampa, FL 33610 Job Truss Truss Type . OtY Ply T76616103 1690522-PACE-MUNYAN EJ21 Jack -Open 2 1 Job Reference o Banal Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:53 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyIZ4F-8GxEsVh46ii859fW GktIPRu6R3Z1 EgJ6E67GNBz%8Kq Scale = 1:1 L3 LOADING (pat) SPACING- 2-" CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.78 Vert(LL) 0.00� 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Ven(CT) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Maid) Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS ' 2x4 SP No.3 REACTIONS. (lb/size) 5=294/0-8-8, 3=19/Mechanical, 4=-12/Mechanical Max Hum 5=115(LC 12) Max Uplift 5=-175(LC 12), 3=-40(LC 12), 4= 12(LC 1) Max Grav 5=294(LC 1), 3=19(LC 1), 4=24(LC 8) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-246/618 Structural wood sheathing directlyapplied or2-1-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to toss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4 except Ut=lb) 5=175. ``JOP.,UIN rVF� .� .' OENg .? .� No 68182 9 STf OF Z Joaquin Velez PE No.68182 M1Tek USA, Inc. R.Carl 6634 6904 Parke East Blvd. Tampa FL M610 Date: March 26,2019 A WARNING -Verity deafen paremefm.8.dREAD NOTES ON THISAND INCLUDED MIrEKREFERANCEPAGEMO-74T4 rev. 101X32D1a BEFORE USE. Design valid for use only with M7ek& connectors. This tleslgn Is based only upon parameters shown, and is for an individual building component, not ��- a hum system. Before use. Me building dealgner must verify the applicablllty of tleslgn parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only, Adtlltlonal temporary and permanent bracing MiTek' prevent Is always recurred for stability and to prevent collapse v4M possible personal Injury and property damage. For general guldance regarding Me fabrication, storage, doWery, erection and bracing of trusses and truss systems, seeANSU1P11 GuallIl1yy CMrrdo, DSB-59 and ICSI Building Component 6904 Parke East Blvd. Safety InfoenallarWoiloble from Truss Plate Institute, 218 N. We Sheet. 50e312, Alexandria, VA 22314, Tampa, FL 33610 J ob Truss Truss Type Oly Ply T16616104 ifi90522-PACE-MUNYAN EJ31 Jack -Open 1 1 Job Reference (optional) builders First Source, Plant Urty, 1-1--32566, 3x8 MT20HS It ST1.5x8 STP = 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:54 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-dSVc3ditcq?IJEjpRO_�iRMgTpVz7ZFTmspvdzXBKp LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ved(LL) 0.12 3-4 >680 240 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Verf(CT) -0.21 3-4 >370 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.09 2 n/a nfa BCDL 10.0 Code FBC2017/TP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 4=298/0-7-0, 2=222/Mecnanical, 3=76/Mechanical Max Hom 4=164(LC 12) Max Uplift 4= 48(LC 12). 2=-171(LC 12) Max Gmv 4=298(LC 1), 2=222(LC 1), 3=129(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:27.9 PLATES GRIP MT20HS 187/143 Weight: 23 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; E>is C; Encl., GCpi=0.l8; MWFRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(l) 6-2-12 to 6-10-4 mine; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated: 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 Qt=lb) 2=171. r ON .. W PV. .� J . LENS .. .� No 68182 ' .O. ky. A_ N. %% O�SS��NA� � Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING-Verifydeslgn parameters and READ NOTES ON THIS AND MCLUDED MIFEKREFERANCE PAGE MU-7473 rev. 1DA12D1S BEFORE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buiidingdesign. Bracing Indicated a to prevent bucking of Individual truss web and/or chord members any. Addelonaltemporary and permanent bracing B always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of feusses and truss systems seeAla ll Cual6v CMorla, DSB-59 and BCSI BulahD Component Safety Intoenatloncamlloble from Truss Plate torture, 218 N. Lee Street. Suite 312 Alexontldo, VA 22 14. I' MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply T76616105 1690522-PACE-MUNYAN EJ51 �Qly Jack -Open 6 1 Jab Reference (optional) Builders First Source, Plam City, FL.32566, 8.240 s Dec 6 2016 MiTek Industries, Inc. Tue Mar 26 06:55:55 2019 ID:OMGHgVGe6ryE1 YuEMnUmnYyfZ4F-5e3 GBjKevysKTpvNgwDUs TNsBliZpPhOcMR 3X8 II 9T1.5 B WrP= 2-10.0 5 -0-0 2-10-0 F 2-2-0 Smote = 1:18.9 Plate Offsets (X,Y)-- [3:0-4-7,0-1-61, [6:0-0-8,0-1-81, [8:0-4-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.05 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.05 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 5 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 6-7:2x4 SP No.3 BOT CHORD WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=383/0-8-0, 4=122/Mechanical, 5=76/Mechanical Max Hom 8=223(LC 12) Max Uplift 8=-168(LC 12), 4=-131(LC 12), 5=-30(LC 12) Max Gmv 8=383(LC 1), 4=122(LC 1), 5=110(LC 3) FORCES. (Ib) -Max. Comp./Maxi. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-8=-350/650 Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13. Exterior(2) 4-4-13 to 4-11-4 zone; cantilever left and fight elposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 5 except (jt=1b) 8=168, 4=131. No 68182 STrR )F •4U oPN Joaquin Velez PE No.68182 MRek USA, Inc. FL Cert 66M 69N Parke East Blvd. Tampa FL 33610 Date: March 26,2019 OWARNING-VertlYds/gnparemetersamd REAONOMSON TUSANDMCLUDWMITEKBEFEBANCEPAGEM0.747erev. 101102015BEFOBEUSE Design valid for use only with MSek® connectors. This design Is based any upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building daughter must verify the appllcobllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only, Addiflonci temporary and permanent brocing a always required for stability end to prevent collopse with possbia personal injury and property damage. For general guldence regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII Quality CMeda, DS849 and SCSI SuldhD Component Safety Infonnallo ovallable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312 Alexantlrlo, VA 22314. MiTek' Baca Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type y Ply T16616106 1690522-PACE-MUNVAN G01 Monopitch �Qt 1 1 Job Reference o ticm l eulaers rtrst Source, Plant Uity, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:57 2019 Page 1 ID:QMGHgVGe6ryE1 YuEMmJmnYyIZ4F.11 BlhslaAXDZamzHVayhZH3sXgn W Ryh9k5T W yzX8Km 40.12 8-1-8 4-0-4 4-0-12 2x4 8-1-8 ST1.5x8 STP = 64 = Scale=1:32.8 LOADING (Pat) SPACING- 2-041 CS'. DEFL in floc) Utlell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.45 Vent -0.13 4-5 >721 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.26 4-5 >362 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.15 Horz(CT) -0.00 4 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Weight: 47 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=352/0-6-0, 5=352/0-5-8 Max Hom 5=19112) Max Uplift 4=-192(LC 12). 5= 50(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces250 (lb) or less except when shown. BOT CHORD 4-5=-407/287 WEBS 2-4=-330/492 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 8-11-11 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 7-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joints) 5 except (jt=1b) 4=192. `%pOPQUIN IV�Ccc,,', �.-'LENS No 68182 53 0 SYf��+ OF (/ 0 Al p Joaquin Velez PE No.68182 Mirek USA, Inc. FL Cad 66M 8904 Parke East Blvd. Tampa FL M610 Date: March 26,2019 QWAFNING -Vedfydeaignperemefbrsbnd NEADNOTESONTNISANDPICLUOEDMREKREFENANCEPAGEMO74M... raN12015HEFOHEUSE Design valid for use only with MBeR® connectors. This design Is based only upon parameters shown. antl Is for on Individual building component, not �'- a truss system. Before use, the building designer must verify the eppllcabllBy of design parameters and property Incorporate this design Into fine overall building design. Bracing Indicated is to prevent buckling of mirvidual buss web and/or chord members only. Additional temporary and permanent bracing Mj;Tek- :1 Isalwaysrequiredforstabilityandtopreventcollo,ese with possible personal hlury and property damage. For general guidance regarding he fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Quad CMeM, DSB49 and BC51 Bulahg Cemponont 6904 Parke East Bmd. Sabfy Nfonnotbmvolloble ham Truss Plata Institute. 218 N. Lee Sheet, Suite 312, Alexantlrlo, VA 22 14. Tampa. FL 33610 Job Truss Truss Type Oty Ply T16616107 1690522-PACE-MUNVAN G02 Hip 1 �Pf,,... uuiiaers First Source, Plant Gny, FL-32565, 8.240 Is Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:58 2019 2x4 4x6 = 4x6 = 3x4 = ,,... — 3x4 = 5x8 11 Scale=1:41.8 Plate Offsets (X,Y)-- f2:0-4-1,0-0-51, f9:0-4-110-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vtlell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.11 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Ven(CT) -0.23 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.04 9 n/a n/a BCDL . 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 111 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-1, Right 2x6 SP No.2 2-5-1 REACTIONS. (lb/size) 2=1020/0-8-0, 9=1020/0-8-0 Max Holz 2=100(LC 11) Max Uplift 2=-292(LC 12), 9=-292(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-2-8 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-4=-1414/886, 4-5=-11387714, 5-6=-964/696, 6-7=-1138/714, 7-9=-1414/886 BOT CHORD 2-13= 646/1162, 11-13=-328/964, 9-11=-630/1162 WEBS 4-13=-278/369, 5-13=-99/277, 6-11=-99/277,7-11=-278/370 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-7-3 to 4-3-2, Intenor(1) 4-0-2 to 8-6-8. Exteror(2) 8-6-8 to 20-2-0, Interior(l) 20-2-0 to 21-9-3 zone; cantilever left and fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with anyother 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (jt=1b) 2=292, 9=292. OPQUIN IVFi .` �.' GENS'.2'.� F ' No 68182 �. SOF P. NAII- Joaquin Velez PE No.68182 MITek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa R.33610 Date: March 26,2019 QWARNING-Vdrydesl9aparametersend REAONOTES ON TNISANDWCLUOEOMIFEKREPPJLINCEPAGEMIL74m.re. lavjcro15aEOREUSE. Design valid for use only with MIfeIfill, connectors. this design Is based only upon parameters shown, and Is for an IndMducl bulldIng component, not a buss system. Before use, the building designer must verify a applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated 6 to buckling of Individual truss web and/or chord members only. Additional temporary and bracing MiTek' prevent permanent Is always required for stability and to prevent collapse will possible personal injury antl property damage. For general guidance regarding the fobrlca ion. storage, delivery, erectlon and bracing of trusses and truss systems. seeANSVMII Quality Criteria, DSM9 and BCSI BuSEbp Component 6904 Parka East Blvd. Safoly Warmatbmvclloble from Tinos Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T76616108 1690522-PACE-MUNVAN G03 Hip 1 1 Job Reference o tional uu0aers Fast source, Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:55:59 2019 Page 1 I1):OMGHgVGe6ryE1 YUEMmJmnYyfZ4F.zOIV6Vmgi8THp46gc?_9eiB8fUSEeM7 c2aaarzXBKk 13-2-0 20.2-0 21-10A 1.8.0 7-0-0 6-2-0 7-0.0 I 1-B-0 i 2x4 5x8 = 4x6 = ST1.5x8 STP= " 4xe = 5T1.5x8 STP= 7x10 = 2x4 II 3x4 = 7x10 = 3x12 MT20HS I I 3xt2 MT20HS II Scale = 1:41.8 Plate Offsets (X Y)- [2:OA-1 0-10-01 [2:0-0-0 0-3-51.13:0-6-0 0-2-8] [S:Edge 0-3-5] [5:0-4-1 0-10-0] LOADING (psi) SPACING- 2-0-0 C51. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.05 5-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.07 5-7 >999 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Hom(CT) 0.02 5 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 117 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4SP No.3 WEDGE Left: 2x8 SP 2400F 2.OE, Right: 2x8 SP 2400F 2.0E REACTIONS. (lb/size) 2=1013/0-8-0, 5=1013/0-8-0 Max Horz 2= 85(LC 10) Max Uplift 2=-280(LC 12), 5=-280(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1311/731, 3-4=-1034/752, 4-5=-13101729 BOT CHORD 2-9=-430/1029, 7-9=-429/1035, 5-7=-422/1028 WEBS 3-9=0/281.4-7=0/281 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psfl BCDIl5.Ops4 h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-7-3 to 4-4-13, Intedor(1) 4-4-13 to 7-0-0, Extedor(2) 7-0-0 to 21-9-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Pm'vide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=280, 5=280. No 68182 O N A' a��,``, Joaquin Velez PE N0.68182 MITek USA. Inc. FL Cert 6634 69N Parke Fast Blvd. Tampa FL 33610 Date: March 26,2019 OWARNING-Verilydesrgnysrameferse0d READNOTES ON TRISANDwCLUDEDMR KREFERANCEPAGEMIP74n3 V. 1GU3,2015SEFORE USE Design Valid for use only with MTek® connectors. this design Is hosed only upon parameters shown, and h for an Ind vidual building component, not ��- a truss system. Befole use. the butting designer must verify Me applicability of design parameters and properly Incorporate this design into the overall bulldingdesign. Bracing indicated Is to prevent buckshot oflndlvidualtruss web and/or chord members only. .AddItlonaltemporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems sseANSVI CoolRy Cdtada, DSBd9 and BC51 Building Companont totality Infohnatbnavoiloble from Truss male Institute. 218 N. Lee Sheet Suite 312. Alexandria. VA 22314, MiTek' 6904 Parke East BNd. Tampa. FL M610 Truss Truss Type rJtyPlyT16616109 [16 0522-PACE-MUNVAN HJ1 Diagonal Hip Girder 4 7 Job Rainranrc (optional) paupers rino source, ram ury, PL- azbtib, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:00 2019 3.6 II ST1.5x8 STP= Scale=1:10.0 LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.26 BC 0.09 WB 0.00 Matrix-P DEFL. in Vert(LL) -0.00 Vert(CT) -0.01 Horz(CT) -0.00 (loc) Vdefl Ud 2-4 >999 240 2-4 >999 180 3 n/a rda PLATES MT20 Weight: 11 lb GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.2 REACTIONS. (lb/site) 3=87/Mechanioa1, 4=27/Mechanical, 2=182/0-5-11 Max Hom 2=89(LC 4) 'Max Uplift 3=-98(LC 9), 2= 129(LC 4) Max Gmv 3=87(LC 1), 4=54(LC 3), 2=182(LC II FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL-5.Opst h=15R; Cat. II; Exp C;. Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to l truss to truss 5) Provide mechanical rc truss to bearing 100 lb E nnection (by others)of of plate Capable of withstanding uplift at joint(s) 3 except (jt=lb) 2=129. o!�'� QUIN VF�,,,, <� �j 6) "NAILED" indicates 3-10d (0.148°ICJ•) or2-12d (0.148°x3.25°) toe -nails per NDS guidlines. `% CP• `�� J •• \'CAE M 8 •• 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �. iC•••• LOAD CASE(S) Standard No 68182 • •.• i) Dead+Roof Live (balanced): Lumberincrease=1.25, Plate Increase=1.25 = * •: * = Uniform Loads (plf) Vert: 1-3=-70, 2-4=-20 -O : Lr OF �. .°4 0 R 1 D %% ,O N A...... %%, Joaquin Velez PE No.68182 MITek USA, Inc. FI. Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 O WARNING -Verity des19n laremetera and READ NOTES ON MIS AND INCLUDED WEIVREFERANCEPAGEK674TJrev. 1a03Q016SEFO1UF USE Design valld for use only vriih MBek®connectors. This design Is based only upon parametersshown. and Is for an Individual building component, not ��- a Can system. Before use, the building designer must verify the applicobllity of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of fusses and truss systems, seeANSVrPII Coo' Criteria. DSB-69 and SCSI Building Component 69N Palle East Blvd. a Safety Infoatbnovailobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexontltla VA 22y14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16618110 1690522-PACE-MUNYAN HJ3 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) bunuers rims source, ream ury, rL- beaab, 8.240 s Dec 6 2018 Mil Industries, Inc. Tue Mar 26 06:56:01 2019 Page 1 ID:QMGHgVGe6ryE1 YDEMmJmnYyIZ4F-voQF%Eo5Elj?3OG3kQOdj7EVBHEf6H IH4M3hgzxBKi -2-4-15 0-4-8 3.11-5 1-11-13 3-11-5 Scale=1:13.3 Plate Oftsets(X,Y)-- f6:0-4-30-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vart(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber COL 1.25 BC 0.44 Vert(CT) 0.04 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x8 SP 240OF 2.OE *Except* BOT CHORD 2-8: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=248/0-10-15, 4=35/Mechanical, 5=-14/Mechanical Max Horz 6=155(LC 4) Max Uplift 6=-227(LC 4), 4=-54(LC 4), 5=-45(LC 19) Max Glen, 6=312(LC 35), 4=54(LC 35), 5=52(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-266/189 Structural wood sheathing directly applied or 3-11-5 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to Uuss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joints) 4, 5 except 61=1b) 6=227. 6) 'NAILED' indicates 3-1 Od (0.148"x3') or 2-12d (0.148"x3.25') toe -nails per NOS guidlines. 7) 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 (plo Vert: 1-3=-70, 3-4= 70, 5-6=-20 Concentrated Loads (lb) Vert: 9=138(F=69, B=69) 10=98(F=49, 3=49) OPpUIN' VFW No 68182 9 S OF 1410. Z Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 ®WARNING-yerllydestpn pa1amefe14and READNOTES ON TNISANO INCLUDED MITEKREFERANCEPAGEMX7473mv. la/0.atI015BEFORE USE Design valid for use only with MBeM connectors. This design b based only upon parameters shown, and Is for an Individual building component, not a fnss5 system. Before use, the bullding designer must verity the applicability of design parameters and propery Incorporate this design into fine overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and parmonent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and huss systems, seeANSU711 Guaft CMeda, DSO-89 and SCSI Budding Component 6904 Parke East Bind. Safety Nfounallonovoilable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. Tampa. FL 33810 Job Tmss Type Cry Ply T16616111 1690522-PACE-MUNYAN �T. HJ5 Diagonal Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:02 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYy24F-0_ekaoj_3rsgYrFH7YsGKmglhaOrkYOIOoEBAzXBKh -2.4-5 0.4-8 3.6-1 7.0.2 r 1-11-13 (04-8 3.6-1 3.6-1 Scale=1:21.3 3x8 II NAILED NAILED 2x4 II Plate Offsets (X Y)-- 16:04-3 0-1-81 LOADING (psl) SPACING- 2-0-0 CS]. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ved(LL) 0.14 5-6 >576 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Ved(CT) -0.14 5-6 >586 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matdx-SH Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x8 SP 240OF 2.0E *Except* BOT CHORD 2-8: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=322/0-10-15, 4=173/Mechanical, 5=51/Mechanical Max Horz 6=232(LC 4) Max Uplift 6=-300(LC 4), 4=-199(LC 4), 5=-77(LC 4) Max Gray 6=405(LC 35), 4=173(LC 1), 5=108(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-038/256 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end veNcals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 5 except (jt=lb) 6=300,4=199. 6) 'NAILED' indicates 3-10d (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 34=-70, 5-6=-20 Concentrated Loads (lb) Vert: 9=138(F=69, B=69) 11=98(F=49, B=49) 12=-2(F=-1, B= 1) POU I N' VFW 0:0,�, � .��GENS� No 68182 00. 3 F �: �1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 26,2019 OWARNING-VsrllydesrgnparehxNrspnd READNOTES ON THISAND INCLUDED MITEKNEFERANCEPAGEMM174"rev. laNY1015aEFOREUSE. Design valid for use oNy with MdekS connectors. lhb design Is based only upon parameters shown and Is for on Indlddual building component, not ��• a buss system. Before use, the building designer must verity the Opplicablify of design parameters and properly Incorporate this design Into the overall buidingdesign. Spacing Indicated Ktobuckling oflndMlduolhuss"toand/or chord members only.. Additional temporary and permanentbracing MiTek' prevent s always required for stability and to prevent collopse with possible personal Wury and property damage. For general guidance regarding the fabrlcallon, storage, delivery, erecfion and bracing of horses and truss systems seeANSUIPI I Cuol j Creeds, DSB-0p and BCSI Building Component Saltily Nformotbrxrvolloblehem Truss Plate InsS1We. 21 S N. Lee Sheet. Suite 312, Nexandrlo. VA 22 14. 69M Parke East Blvd. Tampa, FL 33810 Jab Truss Truss Type Oty - Ply T16616112 1690522-PACE-MUNYAN HJ7 Diagonal Hip Girder 5 1 Job Reference (optional) Builders First Source, 9 Plant City, FL - 32566, 6.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:04 2019 Page 1 I D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-KN6O9FgzW g5awr7ePYaKLlsz[VGrJZNj mKHLG2zX8Kf 4-11-0 410.1 1-11-03 4-11-0 4-11-0 Special NAILED 4.24 12 13 NAILED 3x4 NAILED 4 12 NAILED NAILED 11 2x4 II 3 2 77 3x4 sk B 14 15 8 16 4x6 _ e NAILED NAILED 2x4 II NAILED 3x12 MT20HS II NAILED NAILED 2x411 NAILED 019 --11-0 9-10.1 0- 6 4-, I 4-11-0 4x6 =6 Scale=1:27.2 Plate Offsets (X,Y)- 13:0-0.6 0-1-2] 13:0-4-13 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.02, 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.03 7-8 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Mar NO WB 0.36 Hom(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -Sit Weight: 59 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 5=203/Mechanical, 3=499/0-10-9, 7=349/Mechanical Max Hom 3=303(LC 22) Max Uplift 5=-201(LC 4), 3=-384(LC 4). 7=-221(LC 4) Max Grav 5=203(LC 1), 3=553(LC 35), 7=349(LC 1) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-690/410 BOT CHORD 3-8=-517/610, 7-8=-517/610 WEBS 4-7=-664/562 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-8-14 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exit, C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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 100111 uplift at joint(s) except (]t=lb) 5=201, 3=384, 7=221. 7) "NAILED" indicates 3-1 Did (0.148"x3') or 2-12d (0.148"x3.25") toe -nails per NOS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIU Vert: 1-5=-70, 3-6=-20 Concentrated Loads (lb) Vert: 11=138(F=69, B=69) 13=-183(F=-56, B=-127) 14=98(F=49, B=49) 15=-%F=-1, B=-7) 16=-59(F= 21, B=-38) `%JOPpUIN rVF� 0 GENS No 68182 tt en , 0 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904Parke East Blvd. Tampa FL 33610 gate: March 26,2019 ,&WARNING-Ver/r7deslgnparemere..dREADNO7ES ON TNISANDMCLGDEDMREKREFERANCEPAGEMl47473rev. fON"GISBEFORE USE Design valid for use only with Meek® connectors. Ws design Is based only upon parameters shown, and Is for an Individual buiding component, not a truss system. Before use, the building designer must verify the appllcobllity of design parameters and property Incorporate this design Into the overall building design. Brodng Indicated 6 to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and loading of fusses and hul systems, seeANSVTPII Quality Cdhi DSB49 and SCSI Suadhp Component Safety informationalfrom Tr ss Hots Institute, 218 N. We Sheet Suite 312, Alexondsla. VA 22314, MiTek' SON Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type . Oty Ply T16616113 1690622-PACE-MUNYAN HJ21 Jack -Open 2 1 Job Reference (optional) builders Fuel Source, Plant aty, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:01 2019 LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (loc) Udefl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.02 4-5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 3 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x8 SP 240OF 2.0E BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=366/0-8-8, 3=116/Mechanical, 4=38/Mechanical Max Hom 5=194(LC 12) Mar Uplift 5=-192(LC 12), 3=-135(LC 12) Max Grav 5=366(LC 1), 3=116(LC 1), 4=74(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-3201734 Scale = 1:16.9 PLATES GRIP MT20 244/190 Weight: 20lb FT=20% Structural wood sheathing directly applied or 4-6-9 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc.bmcing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 5=192, 3=135. OPQUW GENS .� .� �\ F No 68182 ir 0'.. OF :�[UZ Joaquln Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Job Thus s Truss Truss Type Oly Ply 1690522-PACE-MUNYAN K01 HIP 1 2 Job Reference o tional Builders First Source, Plant City, FL-32566, W 2x1 5xa = NAILED 3 8.240 s Dec 6 2018 Mil Industries, Inc. Tue Mar 26 06:56:05 2019 Page 1 I YUEMmJmnYyrZ4F-oZgmNbrbH_DRX1agzF5ZI OSW uY62znt_I uoVzXBKe NAILED 2x4 II Sx8 = .ua n axe — oxo n 7x10 NAILED HTU26 NAILED HTU26 7x10 = HGUS26-2 Scale=1:30.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.11 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.13 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.54 Horz(CT) 0.03 6 Na n/a BCDL 10.0 Code FBC2017[rP12014 Matrt%.SH Weight: 1761b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-2-13 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=3629/0-8-0, 6=5682/0-8-0 Max Horz 2=89(LC 12) Max Uplift 2=-2419(LC 8), 6=-3021(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6332/4287, 3-4=-7251/4610, 4-5=-7251/4610, 5-6=-7365/4124 BOT CHORD 2-10=-3596/5293, 9-10= 3680/5385, 8-9=-3504/6379, 6-8=-3435/6206 WEBS 3-10=-1397/1531,3-9=-1158/2446,5-9=-1340/1158,5-8= 1169/2861 NOTES- 1) 2-plytruss to be connected together with 10d (0.131•x3•) nails as follows: `,11111111//,,� Top chords connected as follows: 2x4 - 1 row at 0-9-0 do. ,`�� all 1/ �1 Bottom chords connected as follows: 2x6- 2 rows staggered at 0-5-0 oc. `� �P- • �i� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. J .• G E N •• S 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ,�� V F'••, ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. NO 68182 •: 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. 11; E1gr C; Encl., * :• GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 — 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 ••• S OF ((/ 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 fit between the bottom <(/ �� T''•� Q;•' will chord and any other members. �� R t � 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) • �I SlS '"• " ` 2=2419, 6=3021. ` �N 9) Use Simpson Strong -Tie HGUS26-2 (20-16d Girder, 8-16d Truss) or equivalent at 5-1-8 from the left end to connect truss(es) to back face of bottom chord. 10) Use Simpson Stmng-Tie HTU26 (20-10d Girder, 14-10dx1 112 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to Joaquin Velez PE No.68182 connect truss(es) to back face of bottom chord. MITek USA, Inc. FL Cart 6634 11) Use Simpson Strong -Tie HTU26 (20-1 Did Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. 6904 Parke East Blvd. Tampa FL 33610 starting at 9-0-12 from the left end to 13-0-12 to connect truss(es) to back face of bottom chord. Date: 12) Fill all nail holes where hanger is in contact with lumber. March 26,2019 V,Wl; NANG VeNtydOslgnpar .f.1..dRE4DN0TES ON TNISAND/NCLUDWMI KNEE MCEPAGEMX7a3.re. 100320159EFONEUSE valid for use o*with Mliek6 connectors. This design Is based only upon parameters shown, and Is for on IndMtluai building component, not Nil'Design a truss system. Before use, fire bullding deslgner must verify Me applicability of design parameters and propedy Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of Inc ryclual truss web and/or chord members orry. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and less systems. seeANSimtl Qua Cr@oM, 1311l and SCSI Building Component 6904 Parke East Blvd. Safety 0dormm atbvalioble from Truss Plane Institute. 218 N. Lee Sleet. Suite312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type pry Ply T16616114 1690522-PACE-MUNYAN K01 HIP GIRDER 1 2 'onal Job Reference o Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:05 2019 Page 2 I D:OMGHgVGe6ryE1 YuEMmlmnYyfZ4F-oZgmNbrbH_DRX?agzF5ZuzO6 W uY62ZM--I uoVZX8Ke LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-70, 3-5=-70, 5-7= 70, 2-6=-20 Concentrated Loads (III) Vert: 10=-0(F) 9= 1454(B) 8=-O(F) 13=-1945(B) 14=-1459(B) 15=1478(B) 16=-1488(B) 0WARNING-yed/ydeal9nparamereI1.d READNOTES ON MIS AND INCLUDED 4TREKREFERANCE PAGE WP74Mrev. IIIII rS BEFORE USE Design valid for use only with MOekG connectors. This design Is based only upon parameters shown and Is for on individual buhtling component, not a hum system. Before use. Me bullding designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNldual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possi personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and hum systems seeANSVIPiI GuT2 Cdtedo. DSB419 and SCSI Building Component Safety Informationavollable from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type pry Ply T16616115 1690522-PACE-MUNYAN K02 ROOF SPECIAL GIRDER 1 1 Job Reference optional) nuimers r- rst bourse, Flan( uty, FL- 3256e, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:072019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYy24F-kynXoHsspbT9NjC4g71 zOUbJiEKW zCASH W?sNzX8Kc 2-9-16 6-8-0 10.61 13-40 2-9-15 I 3-10.1 3-10.1 2.9-15 Scale = 1:22.1 Special NAILED Special 424 12 4x6 = 4x6 NAILED 9x4 = NAILED 3 10 4 11 5 NAILED 4z6 % H H NAILED 2 6 4x6 1 M fl fl fl fl fl 9 3x4 8 s NAILED NAILED NAILED NAILED NAILED n i 6 4x6 II Special 3x= 4x6 II Special LOADING (ps, SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress InNO BCDL %0 Code FBC2017/TPI2014 CS]. TC 0.43 BC 0.62 WB 0.17 Matrix-SH DEFL. in Vert(LL) -0.08 Vert(CT) -0.19 Horz(CT) 0.02 (too) Vdefl Ud 8-9 >999 240 8-9 >843 180 7 Na Na PLATES GRIP MT20 244/190 Weight: 62 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 5-3-15 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-0 cc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-7, Right 2x6 SP No.2 1-6-7 REACTIONS. (lb/size) 1=494/0-10-9, 7=494/0-10-9 Max Horz 1=43(LC 34) Max Uplift 1= 279(LC 4), 7= 279(LC 5) Max Grav 1=545(LC 43), 7=546(LC 42) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1081/519, 3-4=-952/502, 4-5=-954/502, 5-7=-1083/518 BOT CHORD 1-9=-427/976, 8-9=-782/1362, 7-8=-398/957 WEBS 3-9=-59/307, 4-9=485/405,4-8= 485/405, 5-8=-59/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 1=279, 7=279. 7) "NAILED" indicates 3-1Od (0.148"x3°) or 2-12d (0.148°x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 50 lb up at 2-9-15, and 117 lb down and 50 Ib up at 10-6-1 on top chord, and 251b down and 16 Ib up at 2-9-15, 19lb down and 14 lb up at 3-0-12, and 19 lb down and 14 lb up at 10-3-4, and 25 lb down and 16 Ill up at 10-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-70, 3-5=-70, 5-7= 70, 1-7=-20 Concentrated Loads (lb) Vert: 2=62(F) 6=62(F) 12=44(F) 16=44(F) .% � . • CENS No 68182 9 S OF *44/Z Off. 00 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 65M 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Job Truss Truss Type City Ply T16616116 1690522-PACE-MUNYAN M1 Common 1 1 Job Reference (optional Builders Furst Source, Plant City, FL- 32566, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:08 2019 US = 31lB II Scale=1:13.0 18 LOADING (pet) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CS1. TC 0.48 BC 0.56 WB 0.05 Matrix-P DEFL. in Ven(LL) -0.00 Ven(CT) -0.00 Horz(CT) 0.00 (loc) Well Ud 6 >999 240 6 >999 180 4 n/a n/a PLATES GRIP MT20 2441190 Weight: 241b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=265/0-4-0, 4=265/0-4-0 Max Horz 2=-47(LC 17) Max Uplift 2=-137(LC 12), 4=-137(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-272/328, 3-4=-272/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 his truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any l ive loads. er TThis been in 4) truss has designed for a live load of 20. ps on the bottom hard all areas wherle arectangle 3-6-0 tall by 2-0-0 wide fit between the bottom chord will and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt=lb) `�� J .••� C E IV S ••. l ��� 2=137, 4=137. - No 66162 = �91 ST OF ' 4/Z e0%%% ,oNA` Joaquln Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNWO•Veriydeslgnparemefersend READNOTES ON MMANDWCLUDEDMWEKREFERANCEPAGEMI474nmv. TGAAY1015BEFORE USE. Design valid for use only with MneW connectors. This design Is based only upon parameters shaven, and Is for an Individual building component, not o huss system. Before use, the building designer must vedry the applicability of design parameters and properly haoiporom this design Into the overall building design. Siccing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and 0uss rydems seeANSUiPI I Qua[ ih Greeds, DSM9 and SCSI Building Component Safely Informanwoiloble from Truss Plate Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22914, ��- MiTek* 6904 Parke East Blvd.Bo Tampa, FL 33610 Job Truss Truss Type OtY Ply T16616117 1690522•PACE-MUNVAN M2 Hip Girder 2 1 Jab Reference optional) Builders First Source, Plant City, FL-32566, 8.240 s Dec 62018 MiTek Inc. Tue Mar 26 06:56:09 2019 Scale = 1:12.1 NAILED 4.6 = 46 = NAILED lb 3x6 It 3.6 II 220 3o-B0 480 542 a0.80 MO 1-1--o INFO Plate Offsets (X,1)-- [2:0-0-15,Edge] [2:0-0-15,0-9-01,15:0-0-15 Edgel [5:0-0-15 0-9-01 LOADING (psQ SPACING- 2-0-0 C51. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.00 7 >999 160 , BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Hom(CT) 0.00 5 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 221b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=265/0-4-0,5=265/0-4-0 Max Horz 2=40(LC 12) Max Uplift 2=-167(LC 8). 5=-167(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-302/185, 4-5=-302/184 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf: BCDL=5.Opsf; h=15ft; Cat. II; Exp.C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) except Qt=11a) 2=167, 5=167. 7) 'NAILED' indicates 3-10d (0.148•x3') or2-12d (0.148'x3.25') toe -nails per NOS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Van: 1-3=-70, 3-4=-70, 4-6=-70, 2-5=20 ��oPQUIN e VF4 �0�, CENS No 68182 0i6 F � 0: T' OR N " -''SSj0NA� 0�%%% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 691M Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING- Ver/lydeslgnpersmetersend READ NOTES ON MS AND MCLUDEVAUTEKREFERANCE PAGE MXZITJrev. In,032015 BEFORE USE Design valid for use only with Mrek® connectors, lh[s design Is based only upon parameters shown and Is for an individual building component, not a truss system. Before use, Me building designer must verlfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual muss web and/or chord members only. Acetone] temporary and bracing MiTek' prevent permanent Is always requlred for Mobility and to prevent collapse with possible personal In1ury and property damage. For general guldonce regarding Me fabrication, Storage, delNery, erection and bracing oftrusses end muss systems SeeANSDIPII QYOIMy Credo, D6649 and IICSI Building component 6904 Parke East Blvd. Sarah Informatlo avoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa. FL 33610 Job Truss Truss Type city Ply T76616118 1690522-PACE-MUNYAN Vol Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 6.240 s Dec 6 2016 MiTek Industries, Inc. Tue Mar 26 06:56:10 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-9XTfGJvk6W demSNohkbO59svNljM W c8FlfTizXBKZ 2-11-8 3.10-0 r 2-11-8 0-10-8 3 2x4 II 2x4 G 2.4 II 3.10-0 3.10.0 Scale = 1:10.1 Plate Offsets (X Y)-- [2:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 4 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 12 Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=138/3-9-6, 4=138/3-9-8 Max Horz 1=59(LC 12) Max Uplift 1=-34(LC 12). 4=-47(LC 12) FORCES. (II - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-10-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oo bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psQ BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.fi0 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. OPQUI N F VF�� , J 'S CENS'.l of No 68182 jW 10, . T ID tC0 R Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 OWARNING- Ventydadgnaanmetereend READ NOTES ON THISANU INCLUDED MITEKNEFERANCEFAGEMLL74731 rev. 10=015 BEFORE USE. DeSlgn volld for use only with MBea connectors. This design Is based only upon parameters shown, and U for on Individual building component, not ��- a puss system. Before use, the bulltling designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndiNduoi buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal uyury and property damage. For general guidance regarding the fobdcatlon, storage, delNery, erection and bracing of trrr es and truss systems seeANSVIFII Quality criteria, DS"9 and SCSI Building Component 6904 Padre East Blvd. Safety Informotionavollable from Truss Plate Institute, 218 N. We Street SuBe 312, Alexchdra, VA 22314, Tampa. FL 33610 Jab Truss Truss Type • Cry Ply T16616119 1690522-PACE-MUNVAN V02 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 2x4 G 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:10 2019 Page 1 ID:QMGHgVGe6ryE1 VuEMmJmnYyfZ4F-9XTfOJvk6W4emSnlohkb05CjvPJjMWcBFIMZXBKZ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.03 Ved(LL) Na - Na 999 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Ven(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=54/1-9-8, 2=42/1.9-8, 3=12/1-9-8 Max Ho¢ 1=30(LC 12) Max Uplift 1=-11(LC 12), 2=-32(LC 12) Max Grav 1=54(LC 1), 2=42(LC 1), 3=24(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:7.4 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVIFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. %�oPQUIN r VF�,��' No 68182 -'53O: ST OF :�/� RI Joaquin Velez PE No.68182 MRek USA, Inc. FL Out 66M 6904 Parke Fast Blvd. Tampa FL 33610 Dale: March 26,2019 Q WARNING -Verify dn1gnparemefer4 and REAONOTES ON THWANO INCLUDED M/TEKREFERANCEPAGEMLL7470ny.. 10'032015B£FORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bu IdIng designer must verify the oppllcabllity, of design parameters and properly Incorporate this design Into the overall bullding design. Bracing lndicoled is to buckling of hdlvlduai truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stabllity and to prevent collapse with possible personal Nlury and property damage. For general guldonce regarding the fabrication storage, delNery, erecflon and bracing of Musses and Muss Mtema seeANSVTPII Quality CrOeM, DS549 and aCSi Building Component 69N Parke East Blvd. Satisfy InfolnotbrrncRable from Truss Rote Institute. 218 N. Lee Stoat, Suite 31Z Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty ply T16616120 1fi90522-PACE-MUNYAN V03 Valley 1 1 Jab Reference (optional) Builders First Source, Plarx City, FL-32566, 6.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 d 3a6 = 2 2x4 O O 0� 3-9-0 DIO-B 3-8-6 2x4 1 Scale = 1:7.7 Plate Offsets (X,Y)-- [2:0-3-0,Edpe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.3 REACTIONS. (Ilia/size) 1=123/3-11-0, 3=123/3-11-0 Max Harz 1=21(LC 12) Max Uplift 1=-59(LC 12). 3_ 59(LC 13) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-0 0o puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beading. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-M wide will fit between the bottom chord and any other members. 6) Pmvide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1, 3. .�%%%SOP �G E N SF' No 68182 9 % S OF ' 14/Z S1110NAI- Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 AWARNING-VedlydesignporametersandREAONOTESONINISAND INCLUDED MITEKREFERANCEPAGEM&74YMI IhDYt075BEFOREUSE. Design valid for use only Wm MiTelrS, connector. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall building design.&ccing Indicated is to prevent buckling of Individual muss web and/or Chord members only. Addieoncl temporary grid permanent bracing Is always required for stability and to prevent collapse with possible personal Niury and property damage. For general guidance regarding the fabricoeon, storage. delivery, erection and bracing of misses and true systems weANSVrPI1 Qualify Criteria, DS549 and SCSI Building Component Safety Informationavolable from Truss Plate Institute. 218 N. lee Street. Suite 312. Alexondrl0. VA 22314, MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply T1fi616121 1690522-PACE-MUNYAN VO4 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32556, a d d 2.4 4 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:12 2019 Page 1 ID:CiMGHgVGe6ryE1YuEMmJmhYyfZ4F-5wbDr9v_e85Rt4cAtOjCgRBOPj2rBFSvcZEmYbzX8KK 2x4 II 4x6 = 2x4 It Scale-1:14.7 5-9-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(L-) Na - n1a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WE 0.10 Horz(CT) 0.00 n/a n/a BCDL 10.0 Corte FBC2017/TPI2014 Matrix-P Weight: 20 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=145/5-8-8, 4=59/5-8-8, 5=243/5-8-8 Max Horz 1=88(LC 12) Max Uplift 1=-78(LC 12), 4=-63(LC 13), 5=-102(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-174/339 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and fight exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) wT fls truss has been designed for a it between the bottoms chord andlive load of 20.Opsf any other members. n the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,,,```QU IN I V��,,,, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except 61=1b) �� OP Z� 5=102. J GENS No 68182 9 • SOF `` ss1ONA11 E%``� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 69" Parke East Blvd. Tampa FL 33610 Date: March 26,2019 AWARNING -VedryCaslg.1swunetersaodREAD NOTES ONWISAND INCLUDED MIT EKBEFERANCEPAGEMX74Mrev.IG032o15BEPOREUSE. Design valid for use only with Mlfek® connectors. ihls design Is based only upon parameters shown, and Is for on Individual building Component, not a Muss system. Before use, me bulltling designer must verity the applicability of design parameters antl property Incorporate this design Into the ovem11 building design. Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding me fabrication, storage, delivery. erection and bracing of trusses and Muss systems seeANSUIPl1 Quo 1By Cdbdu, DSB-59 and BCSI Buldi rg Component 69M Parke East Blvd. Safety Ytlor nallonovalloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T16616122 1690522-PACE-MUNYAN VOS Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 26 06:56:13 2019 4x5 = Scale = 1:20.0 3[B 2.4 II 2x4 II 7-9-0 7-9.0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) n/a - n/a 999 SCLL 0.0 ' Rep Stress [nor YES WB 0.19 Horz(CT) -0.00 4 n/a Na BCDL 10.0 Code FBC2017/7PI2014 Matdx-SH Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=20317-8-8,4=-56f7-8-8,5=481/7-8-8 Max Ho¢ 1=159(LC 12) 'Max Uplift 1=-84(LC 12), 4=-91(LC 23), 5=-294(LC 12) Max Grav 1=203(LC 1), 4=60(LC 12), 5=481(LC 1) FORCES. Ub) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=309/624 Structural wood sheathing directly applied or 7-9-0 cc pur ins, except end verticals. Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 1, 4 except Ut=lb) 5=294. ``,��OPQUIN rVF� 44�' �. GENS'.1 .� No 68182 cc �'. S OF :��/Z n.A � ��iF •.< R10 F'•�%% ECa%. Joaquin Velez PE No.68182 MiTek USA, Inc. R. Cad 6634 6904 Parke East Blvd. Tampa R.33610 Date: March 26,2019 WARNPIG-Verify EesignpammerereeOd READNOTES ON MMANUINCLVDEDMITEKRUERANCEPAGEMIF74M.. 1011XTt1015BUOREUSE Design volld for use only with MnekV connectors. This deslgn Is based only upon parameters shown. and Is for on Individual buflding component, not a truss system. Before use, the building dedgnet must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regmding the storage, delivery, erection and bracing of trusses and truss systems seeANSUIPII Cup Ci ferla. DSO-89 and OCSI Building Component 6904 Parke East Blvd.fabrlccrion, Sabfy Intoenalbrrwolloble ham Truss Plofe Irtslitufa. 218 N. Lea Street, Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type �, Oty Ply T16616123 1690522-PACE-MUNYAN VO6 Valley 1 1 Job Reference o tional eulders First Source, Plant City, FL- 32565, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:13 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYytZ4F-Z69o2KxcPREIV EBMRxERCfjdl7Mpwf22gDZJ41 zXBK W Scale = 1:2&S 4x6 = 3x44 7 2x4 II6 52x4 '11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Veri(LL) rura - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.21 Hom(CT) -0.00 5 We n/a BCDL 10.0 Code FBC2017frP12014 Matrix -Sty Weight: 42 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins, except end verticals. BOT CHORD Rigid ceiling directlyapplied or 10-M oc bracing. REACTIONS. All bearings 9-8-8. (lb) - Max Harz 1=230(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5,6 except 7=-327(LC 12) Max Grav All reactions 2501b or less atjoint(s) 1, 5, 6 except 7=416(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 295/100 WEBS 2-7= 309/694 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) 0-7-9 to 6-7-9, Exterior(2) 6-7-9 to 8-M, Comer(3) 8-0-0 to 9-7-4 zone; cantilever left and right exposed ;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This tress has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except (jt=lb) 7=327. O% pPQU W , V. .%J.' LENS .��i, -Z �` F i No 68182 53 S OF '�'/Z 40' O N AI Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 O WARNING- Veritydesf9n Fuvamefersaad REWN01ES0N TNZMDMCLNDMMREKREFERANCEPAGEM674".V.. laV4¢91SBEFOREBSE. Design valid for use orty with Mnek® connectors. This design Is based only upon parameters shown, and I$ for an Individual building component, not a muss system. Before use, the building designer must verity the appllcablllN of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWing of Individual muss web and/or chord members only. Additional lernwrory and permanent bracing Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrtcoeort storage, delivery. erection and bracing of musses and muss systems seeANSVTPII Quin" Cdfedp, DSB-09 and BCSI 1luldllg Component Safety Informabonavolloble from Truss Plata Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 2P314. MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job Truss Ply T76616124 1690522-PACE-MUNYAN V07 �TrussType GABLE �Qly 1 1 Job Reference o tional Source, Plant Uly, FL - 32565, 8.240 s Dec 6 2018 MiTek industries, Inc. Tue Mar 26 06:56:14 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-1liAGgyFA1 M96OmZ_elglsGs-XZf8PC3tjtcTzXBKV Scale = 1:17.3 4x5 = 8 7 6 2x4 4 2x4 II 2x4 11 2x4 11 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(ILL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-SH Weight: 321Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-2-12. (lb)- Max Horz 1=-61(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-170(LC 12), 6=-169(LC 13) Max Grav All reactions 2501b or less at joint(s) 1, 5, 7, 8, 6 FORCES. (lb) -Max. Comp -/Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 0o pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsh h=15ft; Cat. 11; E>ic C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; porch left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 5, 7 except Qt=lb) 8=170. 6=169. No 68182 �. SOF RXD Al 10NAU Et..o%% IIIIIIIII Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 69N Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING -Verily&,rr9e Parameters and READ NOrES ON THIS AND WCLUDED MREK REFERANCE PAGEMLL7473 rev. 1BUG2015 BEFORE USE. Design valid for use only with Mnek® connectors. "his design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buldIng design. Bracing lndlcoted is to prevent budding of Ntl vlducltruss web and/or hord members only. Additional temporary and permanent bracing Is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobrlcotion storage, delivery; erection and bracing of trusses and huss systems, aceANSWII Qua"11y Criteria, P35 9 and ICSI Saldhp Component Safety Infonnatbrrnolloble from Truss Plate Institute. 218 N. Lee Sheaf, Suite 312, Alexandria, VA 22314. �'- MiTek' Bass Parka East Bind. Tampa, FL 33610 Job Truss Truss Type J Oty Ply T16616125 1690522-PACE-MUNYAN VOB Valley 1 1 _ Job Reference (optional) builders mrst bource, Ylam Uiy, VL-32555, 2x4 G 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 06:56:15 2019 Page 1 10:OMGHgVGe6ryE1YuEMmJmnYyIZ4F-VVGYTOztx3U0kXUYMHvl4p7ow1 VOcmLIXS09wzX6KU 3x6 = 2x4 1 Scale =1:11.0 .6 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na nfa BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 1=180/5-2-0, 3=180/5-2-0 Max Ho¢ 1=-31(LC 17) Max Uplift 1=786(LC 12), 3=-86(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All fames250 (Ib) or less except when shown. . TOP CHORD 1-2=-180/333, 2-3=-180/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3)zone; cantilever left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 ottom chord d any other members. 6) Provide bearing late 1001b r mechanicalconnection (byothers)of truss to capable of withstanding uplift at'oint s 1, 3. (y ) 9P P 9 P O )N V�� ,`OPQV %` J . G ENS' R �� No 68182 �. STOF :�1/ 4 O P N O R, %' 41110NAl ��`�•,• Joaquin Velez PE No.68182 MRek USA, Inc. FL Cert 6634 - 69M Parke East Blvd. Tampa FL 33610 Date: March 26,2019 OWARN/NG-VdydesfenpenmetersendIEAONOTEG ON MIS AND INCLUOEOMREKREFERANOEPAGEM674l3rev. IGM3,2015BEFOREUSE Oeslgn valid for use only with MnekO connectors. This design Is based only upon parameters shown, and b for an Individual bulding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lnlKeduol fuss web and/or chord members only. Addlflonot temporary and permanent bracing Is always requketl for stablllty and to prevent collapse with possble personal Injury and property damage. For general guldonce regarding me fabrication storage, delivery, erection end brccing of trusses and Was systems seeANSVRII Quo Tlly C1EeM, DSB-59 and IMS IW1E1Tg Component Safely Infoenaf one ycllabie from Thus Rate InstlMe. 218 N. Lee Street. Suite 312 Alexontlrlo. VA 22 14. ��- MiTek- 690C Parke East Blvd. Tampa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3 ' Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth, 0 �71dr T For 4 x 2 orientation, locate Numbering System 6-4-88 j dimensions shown in ft-in-sixteenths I I (Drawings not to scale) 1 2 3 TOP CHORDS a-2 c2-3 0 WEBS 4 c m y 0 a 0- ys° a:of p 0 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or x-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design 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 c'"s �' csa BOTTOM CHORDS plates 0-1t1e' from outside parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETrERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/rPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate e details available in MTek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. SOftWOrB oOr f upon request. NUMBERSAETrERS. 8. Unless otherwise noted, moisture content of lumber 19 shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless this design Is not applicable for ICC-ES Reports: use with fire retardanoten, t, preservative treated, or green lumber. The first dimension Is the plate 10, Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility, of truss fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less. ff no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. Qr 18. Use of green or treated lumber may y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing, ® SCSI: Building Component Safety Information, M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITQ ANSVmI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 CAUTIONM FF�FFi 1 1 10'-0" A.F.FI -4" A. F. F 8'-0" A.F.F ral ��Iola ��i�ie �iWl�l_.I�♦la1l1_ TRUSS END DETAIL WUUke: CUT ovE 5 tt .rm uvEi.aE. B7 ay T6us`C w 61T HEEL NEI6M nr DETAIL ® CUPOLA O SOLLWECVr OY£NVUW B FILE COPY MAIN WIND FORCE RESISTING SYSTEMIC-C HYBRID IMPORTANT WIND ASCE7-10 ENCLOSED This DreMng Must Be Approved And E)CPOSURE CATEGORY C Fattened Before Fabrication WHI OCCUPANCY CATEGORY II Begin. For Your Protection Chock Ali WIND LOAD 170 MPH Dlmenslons And Conditions PHor To 'TRUSSES HAW: BEEN DESIGNED FOR A 10.0 PSF Approval Of Plan. BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. ROOF LOADING FLOOR LOADING TOLL: 20 PSF TOLL: PSF TCDL: 15 PSF TCOL: PSF SCDL 10 PSF BGDL: PSF By veto_ TOTAL- 45 PSF TOTAL.' PSF DURATION: 125 DURATION: SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 11 NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) A) UPLIFT AND GRAVITY REACTIONS. WARNING Bachcharges Will Not Be Accepted Regardleas of Fault Without Prior Nof ficagon By Customer Within 4B Hours And Investigation By Builders Flrettiource. NO FJ(CEPTIONS. The General Contractor Is Respormlble TRUSS CONNECTION LIST QTy PRODUCT LUS24 15 HTU26 HTU28 HHUS26-2 1 HGUS26-2 HGUS26-3 1 HGUS28-2 BUILDER: PACE 2000 RES: MUNYAN MODEL- KEY LARGO ADDRESS: STATELY OAKS SE LOTIBLOCK: — CRY: PORT SAINT LUCIE COUNTY ST LUCIE CO DRAWN BY: JL JOB 0: 16905E2 DATE: 03R0/19 SCALE: NTS REVSIONS: 1. SCANNE 2 BY 3. 4. Builders FastSource 701 S. KINGS HIGHWAY FORT PIECE, FL 34945 Ph. (In) • 461 SUITS