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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek a RE: 1338789-PSLP-LOBRUTTO - FILE COPY Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: LOBRUTTO Lot/Block: Subdivision: Address: MYRTLE DRIVE City: FORT PIERCE State: FL MiTek USA, Inca 6904 Parke East Blvd. [�on ell: m�, FL 33610-411 ' bcA ft link 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/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 69 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date I No. Seal# Truss Name Date 1 T1;4926161 I A01 8/24/18 118 1 T14926178 1 C07 8/24/18 12 1 T1,49261621 A01 A 1 8/24/18 119 1 T14926179 1 C08 8/24/18 13 1 T14926163 I A01 B 1 8/24/18 120 1 T14926180 1 CJ 1 1 8/24/18 14 1 T114926164 i A02 1 8/24/18 121 1 T14926181 1 CA A 1 8/24/18 15 i T14926165 i A03 i 8/24/18 122 1 T149261821 CJ 1 B 1 8/24/18 1,6 I T14926166 1 B01 1 8/24/18 123 1 T14926183 1 CJ2 1 8/24/18 17 I T149261671 B02 1 8/24/18 124 1 T14926184 1 CJ3 1 8/24/18 8 I T14926168 ( B03 8/24/18 25 T14926185 1 CJ4 1 8/24/18 1 19 1 T1149261691 B04 1 8/24/18 126 1 T1 4926186 1 CJ5 18/24/1_Lj 110 1 T14926170 I B05 1 8/24/18 127 1 T14926187 1 CJ31 1 8/24/18 1 Ill I T14926171 I B06 1 8/24/18 128 1 T1 4926188 1 CJ51 1 8/24/18 1 112 1 T149261721 B07 1 8/24/18 129 1 T14926189 1 DO 1 8/24/1LI 113 1 T114926173 I CO2 1 8/24/18 130 1 T14926190 1 D02 1 8/24/18 1 114 1 T14926174 I CO3 1 8/24/18 131 1 T1 4926191 1 D03 1 8/24/18 15 1 T11,4926175 I C04 1 8/24/18 132 1 T14926192 1 EJ2 1 8/24/18 1 16 I T114926176 1 C05 1 8/24/18 133 I T14926193 J EJ3 1 8/24/18 1 17 1 T114926177 I C06 1 8/24/18 134 I T14926194 J EJ4 1 8/24/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019, IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with.ANSI/TPI 1. These designs are based upon parameters shown (e.g.� loads, supports, dimensions, shapes and design codes), which were given to Miljek. 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 for 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. wX'JUS, No 3. 8 9 '. ST E OF J A 4 Q 1 � P.: Nam,. ONA' ����� Julius Lee PE No.34869 MITek uSA, Inc. FL Cert6634 6904.Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 Lee, Julius 1 of 2 RE: 1338789-PSLP-LOBRUTTO - Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: LOBRUTTO Model: Lot/Block: Subdivision: Address: MYRTLE DRIVE City: FORT PIERCE State: FL No. Seal# I Truss Name I Date 35 1IT14926195JEJ6 1 8/24/18 1 136 11 T14926196 1 ER 1 8/24/18 137 1 T149261971 EJ31 8/24/18 138 1 T14926198 1 EJ61 1 8/24/18 1 139 11 T14926199 J EJ62 8/24/18 140 '1 T14926200 1 EJ71 8/24/18 141 1 T14926201 1 G04 1 8/24/18 142 1 T14926202 1 G05 1 8/24/18 1 143 I T14926203 1 G06 1 8/24/18 144 T14926204 1 HJ 1 B 1 8/24/18 1 145 1 T14926205 1 HJ3 1 8/24/18 146 1 T1 4926206 1 HJ4 1 8/24/18 147 1 T149262071 HJ7 1 8/24/18 1 148 1 T1 4926208 1 HJ71 1 8/24/18 149 1 T14926209 1 KO 1 8/24/18 150 1 T14926210 1 K02 1 8/24/18 151 1 T14926211 1 K03 1 8/24/18 152 1 T14926212 1 K04 1 8/24/18 153 I T14926213 I L01 1 8/24/18 154 I I T14926214 I L1 1 8/24/18 155 I T14926215 I L02 1 8/24/18 156 I T14926216 I L03 1 8/24/18 157 1 T149262171 MO 1 8/24/18 158 1 1 T14926218 1 M02 1 8/24/18 159 1 T149262191 M03 1 8/24/18 160 1T14926220.1 M04 1 8/24/18 161 1 T1 4926221 1 M05 1 8/24/18 1 1 62 1 T14926222 1 V01 18/24/18 1 163 1 T14926223 1 V02 1 8/24/18 164 I T14926224 1 V03 1 8/24/18 165 I T14926225 1 VO4 1 8/24/18 , 1 166 ! I T14926226 1 V05 1 8/24/18 167 I T14926227 1 V06 1 8/24/18 1 168 1 T14926228 1 V07 1 8/24/18 1 169 1 1 T14926229 1 V08 1 8/24/18 1 2of2 Job Truss Truss Type ' Oty Ply T14926161 1338789-PSLP-LOBRUTTO A01 Roof Special 5 1 I Job Reference (optional) Builders FirstSobrce, Fort Piece, FL 34945 a.zeu s May 24 zui 8 Mi r ek inausures, inc. Fri mug 24 i4;3o; ro LV I o rage r ID:isHchTISssUA394me90vb7ycGrZ-ECOI ReuRvedwsl XyYY6ds9AoBUI7zS30GDDrlHykcFE 1-0- 5-7-1 10-7-10 15-55 3 20-4.0 25.2-3 30-10-5 36-7-0 0- 5-7-1 5-0-9 4-10-3 4-10-3 4-10-3 5-8-2 5-8-11 4X6 = 16 15 3x4 = 3x6 ll Scale=1:75.0 Sx6 = Plate Offsets (X Y)-- r9:0-3-0 0-3-4) r10:0-0-0 0-0-6j r14:0-2-12 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.26 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.53 13-14 >589 180 BCLL 0.0 Rep Stress ]nor YES WB 0.63 Horz(CT) 0.04 10 n/a n/a BCDL •10.0 i Code FBC2017/TP12014 Matrix SH Weight: 202 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. Except: �5-15- 2x4 SP No.3 4-4-0 oc bracing: 14-15 WEBS ,2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 10=915/0-6-10, 2=324/0-7-10, 15=1496/0-7-10 Max Harz 2=364(LC 12) Max Uplift 10=-539(LC 13), 2=-321(LC 8), 15=-922(LC 12) Max Grav 10=915(LC 1), 2=360(LC 23), 15=1496(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-316/611, 3-5=-518/425, 5-6=-316/407, 6-7— 841/923, 7-8=-843/954, 8-9=-1345/1364, 9-10=-1570/1550 -BOT'CHORD 2-16==522/224, 14-15— 1460/1718; 5=14= 308/410, 13-14=-250/589, 11-13=-667/991, 10-11=-1208/1348 WEBS 3-16_ 283/168, 14-16=-521/268, 3-14=-494/1216, 6-14=-1240/1303, 6-13=-51/291, 7-13=-461/515, 8-13=-578l750, 8-11=-360/412, 9-11=-322/581 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-4-0, Extedor(2) 20-4-0 to 26-4-0, Interior(1) 26-4-0 to 36-3-11 zone; porch left exposed;C-C for members and forces 1£ MWFRS 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=539, 2=321, 15=922. .00 . S� %% , ........... o� •i' E N't- P® `�� : •� V Fes`'. �i 3486LIA • e r a �O ' <([ y•.....••'_�j ��' Julius Lee PE No.34869 MITek.6% .inc. FL Cert 6634 6904 Parke East Blvd. Tathpa FL 33610 Date:. August 24,2018 ® WARNING -,Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. ' Design vaild for use only with MffekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and 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 the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII CaalByCrBedir, DS8.89 and BCSI BagdIng Component 6904 Parke East Blvd. Safety InfonncBon3vallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Piy T14926162 133B789-PSLP-LOBRUTTO A01A Roof Special 4 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MITek Industries, Inc. Fri Aug 24 14:36:16 2018 Page 1 I D:isHchTISssUA394me90vb7ycGrZ-ioaPf_v3gylnTB596GdsPNjv2u2xirl YVtzOrkykcFD 1-0- 5-7-1 10-7-10 15-5-13 20-4-0 25-2 3 30-10-5 36-7.0 0- 5-7-1 5-0-9 4-10-3 4- 0-5 4-10-3 5-8-2 5 8-11 5x12 = 6.00 FIT 21 7 22 5x8 i 20 5x8 i 6 19 5 3x8 I I 4 3x4 i 183 15 "� �1 2 7x10 = 26 27 14 `li 3x8 = o 4x6 = 17 16 3x4 = 5x6 II 5-7-1 23 5x6 4xl0 MT20HS 8 24 9 2x4 2510 f3 28 29 12 3x6 = 3x4 = Scale=1:74.9 m fig Ia o O 5x8 = o N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.28 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.49 14-15 >639 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) -0.13 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 215 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 `Except* TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins. 1! 5: 2x4 SP No.2, 9-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-9-4 oc bracing. Except: BOT CHORD 2x4 SP No.2 `Except` 3-8-0 oc bracing: 15-16 13-15: 2x4 SP No.1 WEBS 1 Row at midpt 6-15 WEBS 2x4 SP No.3 `Except' 6-15: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=311/0-7-10, 16=2454/0-7-10, 11=1499/0-6-10 Max Horz 2=362(LC 12) Max Uplift 2=-298(LC 8), 16=-1781(LC 9), 11=-931(LC 13) Max Grav 2=342(LC 23), 16=2454(LC 1), 11=1499(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD i 2-3=-278/512, 3-4— 677/465, 4-6— 508/460, 6-7=-2067/3921, 7-8=-2061/3938, i 8-10=-2593/4334, 10-11=-2782/4442 BOT CHORD 2-17=-437/189, 15-16=-2418/4035, 4-15=-283/359, 14-15= 2281/1448, 12-14= 3434/2155, 11-12=-3741/2409 WEBS 3-17=-318/177, 15-17=-435/233, 3-15=-507/1270, 6-15=-2579/4542, 6-14=-801/614, 7-14=-233/402, 8-14=-723/1118, 8-12= 196/356, 10-12=-221/357 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpj=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-4-0, Extedor(2) 20-4-0 to 26-4-0, Interior(1) 26-,4-0 to 36-3-11 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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, 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 Qt=lb) 2=298,16=1781,11=931. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 403 lb down and 958 lb up at 19-7-12, 403 lb down and 958 lb up at 21-0-4, and 201 lb down and 479 lb up at 17-7-0, and 201 lb down and 479 lb up at 23-1-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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)l Standard ♦�>�1:tU S •,•.:..•••� Ste, i 3486.9 + d e a 411 Z. s0 ZORIO••�1,♦ NA AFfiliffiII110%♦�`♦ Julius Lee PE No.34869 Mink USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Auaust 24.2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII.7473 rev. IOIOVM15 BEFORE USE. ' Design valld for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual binding 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 designl Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor6ge, delivery, erection and bracing of trusses and truss systems, seeANS1 W1► GuaMyCr9efla, DSO.89 and BCS1 Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety infoanahorlavallable from Truss Plate Insiltuie, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply T14926162 1338789-PSLP-LOBRUTTO A01A Roof Special 4 1 Job Reference (optional) Builders Hr6tS0Ulce, t-on wece, FL 3494b LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-20=-54, 7-20=-114(F=-60), 7-23=-114(F— 60), 11-23=-54, 2-16=-20, 11-15=-20 Concentrated Loads (lb) Vert: I0=-200(F) 21=-400(F) 22= 400(F) 23=-200(F) o.ccu a rviay c-r cv i o m, . on , ,. --1 I-.--..--., ... ...y.. I D:isHchTISssUA394me90vb7ycGrZ-ioaPf_v3gyl nTB596GdsPNjv2u2xirl YVtzOrkykcFD Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MX7473 rev. 10103MOIS BEFORE USE. Design vaild foriuse only with MITe.8 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not MI, a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" building design! Bracing prevent of 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, seeANSM11 CuaIByC16eda, DS"9 and SCSI SUMV Component 6904 Parke East Blvd. ' Satety/ntonnaBonpvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926163 1338789-PSLP-LOBRUTTO A01B ROOF SPECIAL 1 1 � Job Reference o tional Builders FirstSou roe, Fort Piece, FL 34945 , meeU 5 iway zw eU 10 rvn !UK aruubureb, n— r1l Miuj 4� 1-0u.1 < < aya I D:isHchTlSssUA394me90vb7ycGrZ-A_BnsKvhOGte5LgLfz85xaF8ZISZRNhhkXiyNAykcFC 21-4-15 i 5-7.1 10-7-10 i 15-5-13 19-3-1-20-4-D 25-2-3 i 30-10-5 36-6-0 37.8.0 5-7-1 5-0-9 4-70-3 3-9-4 -0-1 3-9-4 5-3-2 5-9-11 t-0-0 1-0-15 Scale=1:75.3 5x6 = 5x6 = 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) 0.24 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.35 15-16 >898 180 BCLL , 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 210 lb FT = 20% LUMBER- I - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2' 4 SP No.2 `Except' BOT CHORD 4ILL17: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 1=335/0-7-10, 17=1380/0-7-10, 10=1023/0-7-10 Max Harz 1=313(LC 12) Max Uplift 1=-211(LC 13), 17=-862(LC 12), 10=-636(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-432/578, 2-4= 170/398, 4-5_ 98/418, 5-6=-912/1181, 7-8= 930/1194, 8-9=-1423/1545, 9-10=1646/1707,6-7=-843/1127 BOT CHORD 1-18=-445/328, 16-17= 1345/1379, 4-16=-315/528, 15-16=-405/644, 14-15=-382/748, 12-14=-857/1046,10-12=-1363/1413 WEBS 16-18=-453/36312-16=-483/599, 5-16= 1043/982, 5-15=0/254, 9-12_ 326/513, 8-12=-331/461, 7-14=-458/367, 8-14=-599/862 Structural wood sheathing directly applied or 4-3-1 oc purlins. Rigid ceiling directly applied or 4-11-7 oc bracing. Except: 4-8-0 oc bracing: 16-17 1 Row at midpt • 5-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-3-13 to 6-3-13, Interior(1) 6-3-13 to 19-3-1, Exterior(2) 19-3-1 to 29-10-12, Interior(1) 29-10-12 to 37-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adecitliate drainage to prevent water ponding. 4) This truss hasI 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 betwee i the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=ib) 1=211, 17=862, 10=636. � �'', %a�Lfius• L''s. E IT S'-.. No 34869 • r .--Q/ ' Q S . ; �R I t ,moo pNA� lop" •. Julius Lee FENo.34869 MITek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tanipa R.33610 Date:. August 24,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0=015 BEFORE USE. . Design voild for �tse only with MITeka connectors. This design is based only upon parameters shown, and is for an Individual building component, not �v a truss system. Before building design.) use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is To buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing M!Tek` Is always required prevent 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, seeANS!/Ip11 QuafityCrCefW, DSO-89 and BCSI Bu4dfng Component 6904 Parke East Blvd. Tampa, FL 33610 Sotetyfntomta6bnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss f. Truss Type Oty Ply I T14926164 1338789-PSLP-LOBRUTTO A02 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 11.220 s May 24 20i is Mi i etc inausines, inc. Fri I D:isHchTlSssUA394me90vb7ycGrZ-eBh93gwKBZ?VjVFXDhc 1-0• 5-7-1 10-7-10 15-5-13 20-4-0 25-2-3 30-10-5 36-8-0 n- 4-10-3 4-10-3 4-10 3 5 8-2 5-9-11 5x6 = 10-0-0 24 14:36: i 8 201 n rnye I Scale=1:75.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.26 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.53 14-15 >589 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-7-5 oc bracing. Except: 5;16: 2x4 SP No.3 4-4-0 oc bracing: 15-16 WEBS 2z4 SP No.3 WEBS 1 Row at midpt 6-15 REACTIONS. (lb/size) 2=323/0-7-10, 16=149610-7-10, 10=989/0-7-10 Max Horz 2=351(LC 12) Max Uplift 2= 326(LC 8), 16= 918(LC 12), 10= 602(LC 13) Max Grav 2=360(LC 23), 16=1496(LC 1), 10=989(LC 1) FORCES. (lb) -,Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 315/628, 3-5=-480/427, 5-6=-278/409, 6-7=-842/925, 7-8=-843/943, 8-9= 1342/1298, 9-10=-1567/1462 BOT CHORD 2-17=-509/223, 15-16— 1461/1684, 5-15= 308/409, 14-15=-218/599, 12-14= 638/990, 110-12= 1057/1344 WEBS 18-14— 582l748, 3-17=-290/169, 15-17=-507/267, 3-15=-496/1222, 6-15= 1242/1255, :6-14= 47/293, 7-14=-453/515, 9-12=-330/516, 8-12= 299/419 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-4-0, Exterior(2) 20-4-0 to 26-4-0, Interior(1) 26-4-0 to 37-8-0 zone; porch left 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 betweeri the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=326, 16=918, 10=602. i v®� i�'' �•��S ese •• :go i 34869 :�(!• %O ••1040•• 4/ Julius Lee PE No 34069 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 24,2018 ® WARNING - VeIrlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE, Design valid for use only with MiTeR© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, fore 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 oil 'oil 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, seeANSI/IPII ®ual9yCllleda, DSB-89 and BCS1 Bugdhlg Componanf 6904 Parke East Blvd. Safety lnfonnaBonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926165 1338789-PSLP-LOBRUTTO A03 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 o.zzu s may z4 zv ra rvu i en muusmes, n ic. ni Muy cw ti.00. , o agv I D:isHchTlSssUA394me9Ovb7ycGrZ-6N FXHOxyyt7MKfgjnOBZ1 ? LRG55gvBw_BrB2R3ykcFA 1-4 5-5-3 10-3-13 14-9-14 19-4-0 21-4-0 28-10-4 36-8-0 7-8- 0- 5-5-3 4-10-10 4-6-2 4-6-1 2-0-0 7-6-4 7-9-12 0- Seale = 1:69.3 5x6 = 5x6 = 2x4 I I 6x8 = 3x6 = 3x4 = 3x4 = 3x4 = 3x6 3x6 = 19-4-0 LOADING (psf) j SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES , GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.28 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.34 16-18 >929 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 819,9-11: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 6-18; 9-15 10-12: 2x4 SP N0.2 I REACTIONS. (Ib/size) 2=485/0-7-10, 18=1279/0-7-10, 12=1048/Mechanical Max Horz 2=382(LC 11) Max Uplift 2=-464(LC 8), 18= 863(LC 9), 12=-658(LC 13) Max Grav 2=485(LC 1), 18=1308(LC 2), 12=1048(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-581/1262, 3-5= 401/444, 5-6= 348/636, 6-7= 874/1163, 7-8=-815/1127, 18-9=-872/1081, 9-10=-1176/1241, 10-12=-984/1175 BOT CHORD 2-19=-870/459, 18-19=-870/459, 16-18=-322/532, 15-16=-310/654, 13-15=-775/988 WEBS 3-19=-506/173, 3-18=-402/1103, 5-18=-285/463, 6-18=-848/942, 6-16=0/287, 9-15=-508/712, 10-13=-7951915 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpI=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 19-4-0, Extedor(2) 19-4-0 to 29-9-13, Interior(1) 29-9-13 to 37-8-0 zone; end vertical right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shovrn; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has ibeen 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) Refer to airder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=lb) 2=464, 18=863, 12=658. i i ��{IIIIi11IB ,``O*4 &) 0 - S••LFF�s°�i ♦ V im`•,• �to No 348,6.9 CZ _ Ijiti L1R/40L,`N _♦ ORl r• �-� s�o�QN AI Juliustee PE No:34869 MITek-0SA, inc. k Cert 66M 6904 Parke East Blvd. Tanfpa FL 33610 Date:. Ai rnnet 9A 9f11 A ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE ° Design valld for 6se only with tvinekb connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. (Bracing Indicated is to prevent buckling of individual truss web and/or chord memberrs only. Addiflonal 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, seeANSW11 QualifyCr6eda, DSB-89 and BCSIBuilding Component 6904 Parke East Blvd. Sammy/n/ormallonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926166 1338789-PSLP-LOBRUTTO B01 HIP 1 1 Job Reference (optional) Builders FirstSouroe, Fort Piece, FL 34945 8.22V 5 IvIQy e-* Gu io IVII I ep Ir IUUaII lea, n lC. l I nUg . .- , -,- , ID:isHchTlSssUA394me9ovb7ycGrZ-2mN IiizCUU N3ay_6upD 16QQo2vnN N5CHf9g9 WxykcF8 7-4-0 13-4-0 17-10-4 19-1-820-5-13 244 2 7-4-0 6-0-0 4-6-4 1-3-4 1-4-5 3-7-15 6.00 12 5x6 7x10 = 5x6 = 14 13 19 12 11 10 20 21 9 8 3x6 11 3x4 = 3x8 = 4x6 = 2x4 11 3x8 = 3x8 11 Scale=1:54.7 7-4-0 13-4-0 17-10-4 24-1-12 26-8-0 7-4-0 6-0-0 4-6-4 6-3-8 2-6-4 Plate Offsets (X Y) fl:Edge 0-1-121 f2:0-6-8 0-1-121 (3:0-3-0 0-2-0) f9:0-3-8 0-1-8j (14:0-4-8 0-1-81 I LOADING (psf) TCLL 20.0 ! SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.89 DEFL. in Vert(LL) 0.08 (loc) 10-12 Vdefl >999 Lid 240 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.15 9-10 >999 180 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2017/TP12014 WB 0.90 Matrix-SH Horz(CT) 0.02 Attic -0.04 8 9-10 n/a 1707 n/a 360 Weight: 2101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 213: 2x4 SP No.2, 3-7: 2x6 SP N0.2 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except' WEBS 1 Ll4: 2x4 SP No.2 REACTIONS. (lb/size) 8=1392/Mechanical, 14=1086/Mechanical Max Horz 14=-298(LC 13) Max Uplift 8=-141(LC 13), 14=370(LC 12) Max Grav 8=1589(LC 2), 14=1095(LC 2) I FORCES. (lb) -IMax Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD '1-2=-9f4/847, 2-3= 996/1055, 3-4— 1151/1057, 4-5— 1541/878, 5-6= 1669/868, 16-7=-1557/546, 1-14=-1034/1063, 7-8=-1819/583 BOT CHORD 13-14=-,116/279, 12-13=-274f751, 10-12=-523/1412, 9-10=-523/1414 WEBS 2-13=-320/453, 2-12=-249/473, 3-12=-46/309, 4-12=-814/185, 10-15=0/652, 4-15=0/661, 1 6-9=-439/681, 1-13=-610/888, 7-9=-678/1828 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at micipt 2-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interlor(1) 6-1-12 to 7-4-0, Exterior(2) 7-4-0 to 21-9-13, Interior(1) 21-9-13 to 26-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DO1--1.60 plate grip DOL=1.60 1 3) 400.011b AC uriIit load placed on the bottom chord, 21-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss hasI 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 tail by 2-0-0 wide will fit betwee l' the bottom chord and any other members, with BCDL = IO.Opsf. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 5-15 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10 9) Refer to girders) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=141, 14=370. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 1 A,��{I1lrrrr®�� %�wy1U'S. LF�Ass� 0�� •�G E N S • �o®, Z No-3486.9 n • o �1 "0 �. o� O.R,�R, ��oe dullus.Lee PE'ko.34869 Mitek USA, Inc. FL Cert 6634 6904 Parke Easf Blvd. Tampa FL 33610 Date:, August 24,2018 ® WARNING - V riry design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design vaild for Use only with MITekD connectors. This design is based only upoh parometers shown, and Is for on Individual bu;Eding 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 truss web 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS► IP11 AualffyCrBeft DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety fnfdnnof�onovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926167 1338789-PSLP-LOBRUTTO B02 HIP 1 1 j Job Reference (optional) - Builders FirstSource, Fort Piece, FL 34945 15-4-0 5-0-0 8.220 s May 24 2018 MI I eK Inaustries, Inc. F-rl AUg 14 14:Jb:2L 2U1 t1 1 I D:isHchTI Sss UA394me90vb7ycGrZ-Xyxgv2zq Fo W wB6ZISXkGeezokJ7a6b8QtpQj2l` . 17-10-4 19-1-8,20-5-13, 24-1.12 26-8-0 4x6 = 6.00 12 3x4 = 5x6 2 17 3 18 4 4x6 Scale = 1:49.2 14 21 13 12 11 22 23 10 15 9 3x6 11 3X8 = 4x6 = 3x8 = 2x4 11 3x8 = 3x8 I I 17-10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25. TC 0.70 Vert(LL) -0.10 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC • . 0.89 Vert(CT) -0.18 12-14 >999 180 BCLL 0.0 j* Rep Stress Incr YES WB 0.73 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Attic -0.04 10-11 1771 360 Weight: 211 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc puffins, 418: 2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2k4 SP No.3 *Except- WEBS 1 Row at midpt 3-14 5L 11,6-16,7-10: 2x4 SP No.2 REACTIONS. (1b/size) 9=1392/Mechanical, 15=1086/Mechanical Max Harz 15= 273(LC 13) Max Uplift 9=-122(LC 13), 15=-345(LC 9) Max Grav 9=1614(LC 2), 15=1120(LC 2) j FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 256 (Ib) or less except when shown. TOP CHORD 1-2=-830/7511 2-3� 700/804, 3-4= 1217/1042, 4-5=-1381/1112, 5-6= 1580/854, 6-7=-1703/890, 7-8=-1582/548, 1-15=-1108(1052, 8-9=-18451588 BOT CHORD 14-15= 101/263, 12-14=-506/1030, 11-12= 515/1437, 10-11=-521/1440 WEBS 3-14_ 640/506, 3-12=0/442, 4-12=-228/465, 5-12=-730/115, 11-16=0/578, 5-16=0/586, 17-10=-443/704, 1-14=-686/946, 8-10= 670/1863 NOTES- j 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-1-12 to 13-9-13, Interior(1) 13-9-13 to 15-4-0, Exterior(2) 15-4-0 to 23-9-13, Interior(1) 23-9-13 to 26-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) 400.0lb AC unit load placed on the bottom chord, 21-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss hasi 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) Ceiling dead load (5.0 psf) on member(s). 6-7, 6-16 8) Bottom chord'ive load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-11 9) Refer to girder(s) for truss to truss connections. 10) Provide mecGical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 9=122, 15=345. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. tit'll IIII#. %\)LAUS `e � • � � �`r 'ter. y r 34$69 e * e e •• r. °�ii,Ee% Julius Lee PE No34869 Mrtak dSA, Inc. FL Cart 6634 6904 Pafke East Blvd. Tampa FL 33610 Date: August 24,2018 ® WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. I Bracing Indicated Is to prevent buckling of Individual truss 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 the fabrication, storgge, delivery, erection and bracing of trusses and truss systems, seeANWIPII QualByCitlerla, DSO-69 and SCSI Building Component 6904 Parke East Blvd. SafetyIntotmaBo►iavallable from Truss Plate institute, 216 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926168 1338789-PSLP-LOBRUTTO B03 HIP 1 1 � Job Reference (optional) o 4 Builders Firsibource, Fort riece, rL J4tl'#0 a—v s klxy c- cv �a �ni e a iu uou,oa, a iv. i i i rug ct i-r.uv.�.� cv i I� ayc i ID:isHchTlSssUA394me90vb7ycGrZ-?8V27N_SO6enpGBVOEFVBrV7Gjbyr2ga6T9GagykcF6 1 3-4-0 6-1-2 10-5-12 17-4-0 1a-t Oo 20-10-20 11-9-124-1.-152 1 2646-0 94-4-10 6-10.4 2-6-43-4-0 .2 i Scale: 1/4"=1' 6.00i 12 5x8 = 2x4 II 5x8 = 2 16 3 17 4 3x4 9 14 13 12 10 9 8 3x6 ICI 3x4 = 3x8 = 4x6 2x4 II 6x8 = 3x6 I� 17.10-4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.91 BC 0.37 WB 0.77 Matrix-SH DEFL. in (loc) Udefl Ud Vert(LL) 0.13 10-12 >999 240 Vert(CT) -0.16 9-10 >999 180 Horz(CT) 0.02 8 n/a n/a Attic -0.05 9-10 1576 360 PLATES MT20 Weight: 191 lb GRIP 244/190 FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, BOT CHORD 2x6 SP 110 26 `Except- except end verticals. 11-14: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 8-9. WEBS 1 Row at midpt 4-12, 2-12 REACTIONS. (lb/size) 8=1400/Mechanical, 14=1090/Mechanical Max Harz 14=-243(LC 13) Max Uplift 8=-93(LC 13), 14=-416(LC 9) Max Grav 8=1658(LC 2), 14=1156(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ii-2= 641/561, 2-3=-1253/1093, 3-4=-1253/1093, 4-5=-1552/791, 5-6=-1714/859, 6-7= 1621/498, 1-14=-115611004, 7-8=-1957/569 BOT CHORD ( 3-14=-1071303, 12-13=-149/571, 10-12=-432/1452, 9-10= 468/1462 WEBS 2-13=-634/709, 3-12=-435/674, 4-12= 457/25, 10-15=01745, 4-15=01768, 6-9= 398/764, 17-9=-634/1936, 1-13=-761/993, 2-12= 693/983 NOTES- 1) Unbalanced rc 2) Wind: ASCE 7 GCpi=0.18; MI Interior(1) 25-E DOL=1.60 3) 400.01b AC un 4) Provide adequ 5) This truss has 6) ' This truss he Will fit betweer 7) Ceiling dead Ic 8) Bottom chord 9) Refer to girder 10) Provide med 14=416. 11) ATTIC SPAC rf live loads have been considered for this design. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., /FRS (envelope) and C-C Extedor(2) 0-1-12 to 11-9-13, Interior(1) 11-9-13 to 17-4-0, Exterior(2) 17-4-0 to 25-9-13, 13 to 26-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip load placed on the bottom chord, 21-0-0 from left end, supported at two points, 2-0-0 apart. tte drainage to prevent water ponding. )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide the bottom chord and any other members, with BCDL = 10.0psf. ad (5.0 psf) on member(s). 5-6, 5-15 ve load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10 s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=1b) SHOWN IS DESIGNED AS UNINHABITABLE. ON Is t'i� Apo, O J •s • � `O to NO 34869 m� r e tS' •a.>oia••• v�� ''-Itt Julius Lee PE No:34869 MI[ekl1S ., Inc. R-Con 6634 6904 Parke East Mid; Tampa R. 33610 Date: August 24,2018 ® WARNING - Ve�Iydesign parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev. 10103)MS BEFORE USE. Design valid for Ilse only with MITake connectors. This design Is based only upon parometers shown, and Is for an individuai 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 truss 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 the fabrication, storabe, delivery, erection and bracing of trusses and truss systems, seeAALWIi QuoMyCtBeft DSB.,89 and BCSI SuOd/ng Component 6904 Parke East Blvd. Smetvtntomlallonavallabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job russ Truss Type — Oty Ply T14926169 1338789-PSLP-LOBRUTTO �T04 ROOF SPECIAL 1 1 � Job Reference (optional) buiiaers r-irsioource, MR rrece, M 04y1+0 1-4-0 9-6 6.00 2x4 JA394me90vb7yeGrZ-TL30Kj?4nPmeROjhaxmkk32JA6vYaRYjL7vp7GykcF5 1-5-12 '11-0-0 2x4 11 Scale: 1/4"=l' 15 14 12 11 10 6x8 I= 5x8 4x6 2x4 11 US = 3x8 ( I 1-4-01 10 9-6-4 17-10-4 8-10 24-1-12 26-8 2 1-41-6 7-8-4 8-4-0 -11-1 5-3.12 2-6-4 Plate Offsets (X Y)-- f2.0-3-8 0-2-41 (4:0-3-0 Edgel (6:0-8-11 0-1-131 f11:0-3-8 0-4-4) (15:Edge 0-4-41 (17:0-1-12 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) ' 0.28 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.32 12-14 >977 180 BCLL 0.0 } Rep Stress Incr YES WB 0.99 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic 0.09 11-12 819 360 Weight: 180 lb FT = 20% LUMBER- TOP CHORD' 214 SP No.2 `Except' BRACING - TOP CHORD 2 4: 2x4 SP No.1 BOT CHORD 2x6 SP M 26 *Except` BOT CHORD 13-15: 2x6 SP NO.2 WEBS WEBS 2z4 SP No.3 *Except` 5 12,7-16,8-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced rc 2) Wind: ASCE 7 GCpi=0.18; M' Interior(1) 25-r DOL=1.60 3) 400.01b AC un 4) Provide adegL 5) This truss has 6) ` This truss ha will fit betweer 7) Ceiling dead Ic 8) Bottom chord 9) Refer to girder 10) Provide Tried 10=132,15= 11) ATTIC SPAC ze) 10=1392/Mechanical, 15=1086/Mechanical Horz 15= 218(LC 13) Uplift 10=-132(LC 8), 15=-501(LC 8) Grav 10=1613(LC 2), 15=1136(LC 2) lax. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. -3=-1394/1071, 3-5=-1394/1071, 5-6=-1770/927, 6-7=-1855/903, 7-8= 1687/816, 9— 1693/577, 9-10=-2076/718 4-15=-78/289, 12-14=-492/1526, 11-12=-482/1493 14=-538/742, 5-14=-440/106, 12-16=01575, 5-16� 152/658, 16-17=-192/338, 11=-186/508, 2-15=-1079/1110, 9-11=-633/1967, 6-17= 391/626, 2-14=-964/1416 Structural wood sheathing directly applied or 3-4-2 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-14, 2-14 if live loads have been considered for this design. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., /FRS (envelope) and C-C Extedor(2) 0-1-12 to 7-4-0, Interior(1) 7-4-0 to 19-4-0, Exterior(2) 19-4-0 to 25-4-0, 0 to 26-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip load placed on the bottom chord, 21-0-0 from left end, supported at two points, 2-0-0 apart. le drainage to prevent water ponding. een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide he bottom chord and any other members, with BCDL = 10.Opsf. d (5.0 psf) on member(s). 7-8, 16-17, 7-17 e load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-12 for truss to truss connections. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=ib) SHOWN IS DESIGNED AS UNINHABITABLE. moo,+s ®�v%.IusEIV •. 3.4869 e "A. •_ ®/A I A ill 1a JuliusLe&PE go:34869 Welk'OSA, Inc. FL.Cert6634 6904 Parke East"811ivd. Tampa FL 33610 Date: August 24,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekV connectors. This design Is based only upon parameters shown, and is for an Individual building component, rot Mt 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M6Tek" prevent 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, seeANSUIWI Auallfy CReda, D68-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnformoffanovallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply T14926170 1338789-PSLP-LOBRUTTO B05 ROOF SPECIAL 1 1 � Job Reference (optional) i..,, c.;n,,.,nn.n.oc.ncnn.o 0� tturiders Firstbource, Fort Piece, FL 34945 5 iviay ZY Zv o. .3x8 = 2x4 II 5x6 = 3x4 = 6X8 = 2x4 I 6X8 = 1 2 3 4 20 5 6 7 1 � I I 11 o • 18 4X6 = 2X4 ll 7X10 = 6-0-0 21 22 15 16 6X8LU 3X6 11 14 13 3x4 I I 12 5x8 = 17-1 10 5x6 = 2x4 I I 9 8 3X6 I I 6x8 = 26-e-o LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 I SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.89 BC 0.60 WB 0.84 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) 0.34 10-12 >937 240 Vert(CT) -0.44 10-12 >722 180 Horz(CT) 0.02 8 n/a n/a Attic -0.10 9-10 787 360 PLATES GRIP MT20 2441190 Weight: 201 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins, BOT CHORD 2x4 SP No.3 `Except` except end verticals. 15-16: 2x4 SP No.2, 8-11: 2x6 SP M 26, 11-14: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except- 8-1-1 oc bracing: 10-12. 4I10,17-19,6-9: 2x4 SP No.2 10-0-0 oc bracing: 13-15 WEBS 1 Rowatmidpt 1-15,8-19 REACTIONS. (Ib/size) 16=1096/Mechanical, 8=1395/Mechanical Max Uplift 16=-545(LC 8), 8=-272(LC 8) Max Grav 16=1096(LC 1), 8=1561(LC 2) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD I1-16= 1028/866, 1-2=-1472/1045, 2-3= 1441/1014, 3-4=-1725/1046, 4-5=-1942/678, 5-6= 1558/2303, 6-7=-1530/2203, 7-8=-467/720 BOT CHORD 2-15=-324/524, 10-12= 650/1715, 9-10=-639/1660, 8-9=-624/1578 WEBS 3-15=-397/100,3-12= 164/425,4-12=-531/195, �1-15=-1191/1690,12-15=-941/1574, 10-17=0/504, 4-17= 291/668, 17-18=-1176/594, 18-19— 1176/593, 9-19=0/1320, 16-19= 272/370, 5-17=-650/1495, 5-19=-2811/1652, 7-19=-2307/1603, 8-19= 3220/1271 NOTES- 1) Wind: ASCE 7 Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., ��� �3pus Le# F� ,-10; GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-2-14, Interior(1) 6-2-14 to 26-6-4 zone;C-C for members and forces .%% . G �, ;'••, S�•••�• & MWFRS forlreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 `® •`� es 2) 400.01b AC unit load placed on the bottom chord, 21-0-0 from left end, supported at two points, 2-0-0 apart. 3) Provide adequate drainage to prevent water ponding. �° 3.4869 =� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '7Y;• V 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). 17-18, 18-19 �, 0 (V ; 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10 0: •�, 8) Refer to girders) 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 at=lb) ✓ Q'.• o �0 ' �"•(Q p QG.•• �� 1 �♦ ���I n{A ``♦ 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Jullus.Lee-PE .34869 M►Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 39610 Date:. August 24,2018 ® WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev, 10M2015 BEFORE USE. Resign valld for rise only with Pvlllek,0 connectors. This design is based only upon potcmetem shown, and is for an individual bolding component, not sot a truss system. Before use, the building designer must verify the appllcabfllty 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 MOW 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, seeANS&WIF QualityCrtloda, DSO-69 and BCSI BuIldhlg Component 6904 Parke East Blvd. Safety Infonnatbn3vailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926171 1338789-PSLP-LOBRUTTO BOB ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:26 2018 Page 1 1 D:isHchTlSssUA394me90vb7ycGrZ-PjABI POLJ 1 OMgks4hMpDpU7fxwZk2PKOoROwB9ykcF3 6-1-2 13-0-0 19-9-2 26-8-0 6-1-2 6-10-14 6-9-2 6-10-14 Scale=1:46.1 3x8 = I 2x4 11 5x6 = ' 5x8 = 3x4 11 1 I 2 3 4 14 " 5 12 13 exn 3x6 11 11 10 9 8 7 6 3x4 = 5x8 = 3x4 — 2x4 II 6x8 = 6-9-2 26-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) ' 0.18 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.21 7-9 >999 180 BCLL 0.0 I' Rep Stress Incr YES WB 0.72 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, BOT CHORD 2z4 SP No.2 `Except` except end verticals. 2=10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-7 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 10-12 WEBS 1 Row at midpt 1-12, 9-12, 4-6 REACTIONS. (lb/size) 13=986/Mechanical, 6=979/Mechanical Max Uplift 13=-644(LC 8), 6— 648(LC 8). FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-916/961, 1-2= 1769/1652, 2-3=-1728/1610, 3-4=-1798/1611, 5-6=-159/270 BOT CHORD 2-12=-360/565, 7-9-1 306/1406, 6-7=-1306/1406 I9 WEBS 11-12=-1761/1889, 9-12==l50211630, 3-9= 328/490, 4-9= 400/447, 4-7=0/291, 4-6— 1570/1452 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-1-12 to'6-2-14, Interior(1) 6-2-14 to 26-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has beendesigned fore10.0 psff bottom chord live load nonconcurrent with any other live loads. �`,V�-�V S' 4) 'This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 wide ♦ J. ......, e e® a of on chord all areas where a rectangle ♦� . •\Cr aS ., N. `•.•• i will fit between the bottom chord and any other members. \, 0 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of trussto bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Leos 3486.9 13=644, 6=648. r r i 1 •i 0 Ie • IQ Julius Lee PE No.34869 MIT2kUSA, Inc. FL Cert 6SM 6904 Parke East Blvd. Tampa FL 33610 Date: August 24,2018 A WARNING • Vea!1/y design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTekV connectors. This design Is based only upon parameters shown, and Is for an Individual buliding 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 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 property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWI1 QualifyCrCedd, DSO-09 and SCSI Building Component 6904 Parke East Blvd. Satetylntormallonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14926172 1338789-PSLP-LOBRUTTO B07 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) tjuiiaerS t-irsibource, 1-on niece, rL J4V4b 0.L4V J MMY 4Y 4U 10 IYII I CA II IUUJl11GJ, 111- F1 I . v � IY - ­dy I ID:isHchTlSssUA394me9ovb7ycGrZ-twkZyl l z4K8DItRGF4KSLhgn4Kr8no19157UjbykcF2 3-2-5 6-1.2 10.3-9 14-4-4 18-4-14 22-5-9 26-8-0 3-2-5 2-16-13 4-2-7 4-0-11 4-0-11 4-0-1 1 4-2-7 Scale=1:46.1 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 3x8 — 3x8 NAILED 2x4 II NAILED 3x8 = NAILED 5x6 = NAILED 5x8 = NAILED 2x4 NAILED 5x6 = 1 19 220 21 3 22 23 4 24 25 5 26 27 6 28 29 7 30 31 8 5x6 = 3x6 II NAILED 7x1015 14 35 36 13 37 38 12 39 40 11 41 42 i043 44 9 NAILED 3x6 I I NAILED 5x6 11 NAILED 6x8 = NAILED 3x8 = NAILED 7x10 = NAILED 7x10 = NAILED NAILED NAILED NAILED NAILED NAILED 18-4-1 4-2-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.52 12-13 >609 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0,47 12-13 >666 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) -0.07 9 n/a n/a BCDL 10.0 I Code FBC2017/TPI2014 Matrix-SH Weight: 174 lb FT = 20% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc purlins, BOT CHORD 2z6 SP No.2 *Except* except end verticals. 3 14: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 14-16 1-17,2-16,13-16: 2x4 SP No.2 REACTIONS. (lb/size) 18=1680/Mechanical, 9=1605/Mechanical Max Uplift 18=-1399(LC 4), 9= 1351(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 8=-1 575/1350, 1-2= 2733/2276, 2-3= 4530/3798, 3-4=-4442/3743, 4-5=-4081/3445, 5-6=-4081/3445, 6-7=-2159/1826, 7-8=-2159/1826, 8-9=-1523/1344 BOT CHORD 16-17=-2276/2733, 3-16=-271/375, 13-14=-572/707, 12-13= 3309/3930, 11-12=-2991/3533, 10-11= 2991/3533 WEBS 'It -17=-2513/3023, 2-17=-1219/1114, 2-16= 1728/2041, 13-16=-2819/3320, 4-16=-469/552, 14-13= 709/804,8-10— 2132/2529,7-10=-377/52815-12=-341/480,6-10= 163911390, 6-12=-542/654, 6-11=0/296 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18: MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 betweeni the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=1399, 9=1351. 7) "NAILED" Indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS 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) Vert: 1-8=-54, 16-18= 20, 14-15=-20, 9-14=-20 I9 `,,�v _JU S 11111J, LFF o� �G E ld 5+ •. �m e • No 3486.9 • ,yam .. Julius Lee PENo. 34869 MITek USA, Inc. FL bert 6634 6904 Patke East Blvd. Tampa FL33610 Date:. August 24,2018 ® WARN— - VerJly deslgn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Ull-7473 rev. 1010312015 BEFORE USE. Design valid for use only with tliTel D connectors. This design 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 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 property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeAKSUfp/f GaalByCiflodd, DSO-69 and BCSI BolidhW Component 6904 Parke East Blvd. Safety/nfolmaffanovallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926172 1338789-PSLP-LOSRUTTO 1307 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) bulloers r-IrsiJource, tort niece, rL 54W40 o.ZZu S IVIQy 44 eu 10 IVII I eK nmubl11e5, uIG. r1I rruy 4% 1%;00;40 4u 10 rayu c ID:isHchTlSssUA394me90vb7ycGrZ-L6lxA62breG4v10SpnrhuvDygkBNW F?JGltl G1 ykcF1 LOAD CASE(S) (Standard Concentrated [Ioads (Ib) Vert: 1�9=-62(F) 20-54(F) 21=-54(F) 22=-70(F) 23=-70(F) 24=-70(F) 25-70(F) 26=-70(F) 27-70(F) 28=-70(F) 29=-70(F) 30=-70(F) 31-70(F) 32= 53(F) 33=-50(F) 34=-50(F) 35=-30(F) 36=-30(F) 37=-30(F) 38=-30(F) 39=-30(F) 40=-30(F) 41=-30(F) 42=-30(F)43=-30(F) 44=-30(F) I I I ® WARNING - VenHy design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mll-7473 rev. 101OW015 BEFORE USE.. Design valid for use only with Mffekb 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 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 MiTeW 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, seeANSVWII Gual9y CA%d% DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety lntormatldnovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926173 1338789-PSLP-LOBRUTTO CO2 Hip 1 1 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 201 B MI I eK Inaustries, Inc. Fri Aug 24 14:3ti:2t1 eu1 a rage 1 ID:isHchTISssUA394me90vb7ycGrZ-L61xA52breG4v10SpnrhuvDyXkEI W JMJGltt Gt ykcF1 7-10-0 12-10-0 19-5-12 26-8-0 27-8-q 7-10-0 5-0-0 6-7-12 7-24 5xi 12 5x12 = a nn LOADS IMPOSED BY SUPPORTS (BEARINGS). LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2z4 SP No.1 'Except` 2 3,3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` 1-12: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 5=1037/0-7-10, 12=962/Mechanical Max Horz 12=-334(LC 13) Max Uplift 5=-569(LC 13), 12=-471(LC 12) 4x6 = 26-8-0 Scale=1:51.9 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 1.00 Vert(LL) 0.12 5-7 >999 240 MT20 244/190 BC 0.59 Vert(CT)-0.2010-11 >999 180 MT20HS 187/143 WB 0.75 Horz(CT) 0.06 5 n/a n/a Matrix-SH Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-15 oc bracing. WEBS 1 Row at midpt 1-10 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-959/1028, 2-3— 950/1275, 3-4=-1106/1263, 4-5=-168911698, 11-12=-962/1130, -11=-887/1162 BOT CHORD iit0-11=-188/516, 8-10=-379/770, 7-8= 1337/1422, 5-7=-1336/1426 WEBS 2-1 0=-1 55/397, 2-8=-355/318, 3-8= 1321263, 4-8=-670/862, 4-7=0/306, 1-10=-848/754 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7T 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--3.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-3-10 to 6-3-10, Interior(1) 6-3-10 to 7-10-0, Extedor(2) 7-10-0 to 21-3-13, Interior(1) 21-3-13 to 27-8-0 zone;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 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 betweenj the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=16) 5=569, 12=4711. vol)S 00 34.869 ®� : X z s � 0 oil ` :� O R 1 '••C? �> Julius Lea PE NoA4869 MMk USA Inc. FL Bert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: August 24,2018 ® WARNING - Ve Design for ty deslgn parameters and READ NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Z with lvtlTekV connectors. This design Is based upon shown, and Is for an IndMdual building component not " valid a truss system. Before only only parameters 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 MOW 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, seeANS►11P►I Qualify 021a a, DSB-89 and BCS/Bugd(ng Component 6904 Parke East Blvd. Safety Infoanafldnovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926174 1338789-PSLP-LOBRUTTO CO3 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24.2018 MI I eK Industries, Inc. Fri Aug 24 14:36:29 2018 Pagel I D:isHchTISssUA394me90vb7ycGrZ-plsJNR3DcyOxXBbeMVMwR619J7Zj FlzSUPcaoTykcFO 5-i0-0 10-4-0 14-10-0 20=5-12 26-8-0 27-8-0, r 5-10-0 4-6-0 4-6-0 5-7-12 6-2-4 1-0-0 Scale: 1/4'=l' 4x6 = 3x4 = 4x6 = 6.00 12 2 14 3 15 4 LOADS IMPOSED BY SUPPORTS (BEARINGS). 5-10-0 14-10-0 20-5-12 26-8-0 5-10-0 9-0-0 5-7-12 6-2-4 Plate Offsets (X,Y)-- (1:0-1-12,0-2-01, 113:0-2-6,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.16 9-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.31 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.05 6 n/a - n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 160 lb FT = 20% LUMBER- i BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 "Except* BOT CHORD 1-13: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 6=1037/0-7-10, 13=962/Mechanical Max Horz 13=-310(LC 13) Max Uplift 6=-551(LC 13), 13=-442(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-897/944, 2-3=-743/978, 3-4=-106211404, 4-5= 1257/1426, 5-6=-1718/1815, I12-13=-962/1149, 1-12=-920/1162 BOT CHORD 11-12= 175/489, 9-11=-720/994, 8-9= 1447/1458, 6-8= 1447/1458 WEBS 3-11=-469/613, 4-9�207/330, 5-9=-535/758, 1-11=-942/807 Structural wood sheathing directly applied or 4-1-9 oc purlins, except end verticals. Rigid ceiling directly applied or 4-8-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-3-10 to 14-3-13, Interior(1) 14-3-13 to 14-10-0, Extedor(2) 14-10-0 to 23-3-13, Intedor(1) 23-3-13 to 27-8-0 zone;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 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 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 (jt=lb) 6=551,13=442. i ,�'lli'111f1/�, >�' '\)OU S00 ♦ 0 34869 r � r si Fs O R 1 R• ��,,�� ONA`��o. ��sejon�r,o�t��o Julius Lea PE No.34869 mrrek usA Ine. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:, August 24,2018 ® WARNING - Vetily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 1010=015 BEFORE USE. Design vaild for use only with lviffelrO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot 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. i3racing Indicated Is to prevent buckling of Individual truss web 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAMSVWII ®aalOyCrBelfa, DSB-89 and BCS1 Build/ng Component 6904 Parke East Blvd. Safety/nfonnaflolnvdIable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926175 1338789-PSLP-LOBRUTTO C04 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 18.220 s May 24 2018 MITek industries, Inc. Fri Aug 24 14:36:30 2018 Page 1 I D:isHchTlSssUA394me9ovb7ycGrZ-I VQibn3rNFW o9LArwCt9zKIMyXsH_Alcj3MBKwykcF? 3-10-0 10-4-0 16-10-0 21-7-4 26-8-0 27-8-0 3-10-0 1 6-6-0 6.6.0 4-9-4 5-0-12 1-0-0 5x8 = 6.00 12 2x4 11 5x8 = 2 14 3 15 4 3x6 Scale=1:46.8 13 12 17 11 10 9 8 3x6 3x4 = 3x8 = 3x4 = 3x4 = 6x8 = 3-10-0 10.4-0 16-10.0 r 3.10-0 1 -6-0 6-6-0 Plate Offsets (X,Y)-- (2:0-6-0 0-2-81,(4:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.25 8-9 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.51 8-9 >627 180 Rep Stress Incr YES WB 0.88 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 �t Code FBC2017frP12014 Matrix-SH LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2z4 SP No.2 WEBS 2z4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 13=975/Mechanical, 8=1039/Mechanical Max Horz 13— 280(LC 13) Max Uplift 13= 501(LC 9), 8= 531(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-570/678, 2-3=-914/1222, 3-4=-914/1222, 4-5=-1054/1222, 5-6=-155/282, 1-13=-949/1129, 6-8=-223/544 BOT CHORD j2-13=-119/333, 11-12=-184l516, 9-11= 667/890, 8-9=-876/838 WEBS 2-12=-509/731, 2-11=-772/676, 3-11= 404/643, 4-9=-94/278, 5-9= 68/283, :1-12=-835/783, 5-8=-1068/1160 PLATES GRIP MT20 244/190 Weight: 178 lb FT = 20% Structural wood sheathing directly applied or 5-6-6 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-10 oc bracing. 1 Row at midpt 2-11, 4-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7,-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-1-12 to 12-3-13, Interior(1) 12-3-13 to 16-10-0, Exterior(2) 16-10-0 to 25-3-13, Intedor(1) 25-3-13 to 27-M zone;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 jive 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 girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=50118=531. I i 31-jus (F ooso ,� , �.....•.. 1�O 34869 •cc a 04 4 ,000, '�1N A' Julius Lee PE No.34869 Mrfek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 24,2018 ® WARNING - Ven'fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MBekV connectors. This design Is based only upon patchmetets 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 QualityCrBeda, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Infamlaflotuvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply TI4926176 1338789-PSLP-LOBRUTTO C05 Hip 1 1 Job Reference (optional) Builders FirstSourpe, Fort Piece, FL 34945 6.220 s May 24 Pul8 Mi I ex inausmes, inc. Fri Aug 24 i4:36:31 20i8 rage i ID:isHchTlSssUA394me9ovb7ycGrZ-mh_4o74T7ZefmVll UwOOWXrVGxFvjdnlyj5hsMykcF_ 1-10-0 10.4-0 18-10-0 26-8-0 011 0 8-6-0 8-6-0 7-10-0 6.00 12 5x8 = 3x4 6x12 MT20HS = 7x10 = Scale=1:45.8 11 10 13 9 8 14 7 6 3x6 II 3x4 = 3x8 3x4 = II = 3x4 = 3x6 1-10-0 LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.10 9-10 >999 240 TCDL 7.0 Lumber DOL 1.25 BC ' 0.62 Vert(CT) -0.21 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- I BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD 14 2x4 SP No.2, 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 `Except` 5-6: 2x4 SP No.2 WEBS REACTIONS. (lb/size) 11=976/Mechanical, 6=976/Mechanical Max Harz 11— 224(LC 13) Max Uplift 11=-578(LC 8), 6= 498(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 322/335, 2-3= 1109/1284, 3-4= 110911284, 4-5=-1146/1129, 1 -11 =-1 035/1041, 5-6=-905/1044 BOT CHORD 10-11= 110/318, 9-10=-124/352, 7-9=-788/942 WEBS 2-10= 738/1011, 2-9=-1104/997, 3-9= 529f788, 4-9= 256/299, 4-7=-60/264, 1 -1 0=-967/953, 5-7=-667/879 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 165 lb FT = 20 Structural wood sheathing directly applied or 4-11-13 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-7-1 oc bracing: 7-9. 1 Row at midpt 2-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7i10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 10-4-0, Interior(1) 10-4-0 to 18-10-0, Exterior(2) 18-10-0 to 26-6-4 zone;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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=578, 6=498. m v N {{{111fip►/� No 34869 r Tom•'•; .O R, is '�'•+.••' Julius Lee PE No.34868 MITek;USA lnc. FL Gen 6634 6904 Parke East Blvd: Tampa R. 33610 Date:. August 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valld for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Cual@yCtlteda, DSB-89 and BCS/ Buildhiy Component 6904 Parke East Blvd. Safety lntomlaffon3vallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14926177 1338789-PSLP-LOBRUTTO C06 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:32 2018 Page 1 ID:isHchTISssUA394me90vb7ycGrZ-EtYSOS56utmWOfKD2dwd21Nf?LcgS8KvBNrEOoykcEz 6-11-15 13-10-1 20-10-0 25-5-8 26-8-0 , 6-11-15 6-10-3 6-11-15 4-7-8 i 3x8 = 5xB = 3x4 = Scale=1:45.3 11 10 8 7 6 3x6 11 3x6 = 3x4 = 3x4 = 3x8 = 3x6 I 6-11-15 13-10-1 20-10-0 25-5-8 26-8-0 6-11-15 6-10-3 6-11-15 4-7-8 1-2-8 Plate Offsets (X Y)-- f2:0-4-0 0-3-01 (4:0-3-8 0-2-41,I5:0-4-13,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.10 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.14 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH Weight: 158 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins, BOT CHORD 2z4 SP No.2 except end verfica€s. WEBS 2k4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. 1 WEBS 1 Row at midpt 1-10, 3-7 REACTIONS. (lb/size) 11=976/Mechanical, 6=976/Mechanical Max Harz 11=-193(LC 13) Max Uplift 11=-657(LC 8), 6= 535(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-914/1027, 1-2= 1053/1054, 2-3=-1351/1443, 3-4=-925/1121, 4-5=-1097/1094, 5-6= 924/1023 BOT CHORD 110-11=-87/285, 8-10— 772/1070, 7-8=-1136/1351 WEBS I1-10= 1270/1273, 2-1 O= 603/828, 2-8= 464/349, 3-8=-73/342, 3-7=-526/410, 4-7=-9/255, 5-7=-766/921 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCp1=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12,Intedor(1) 6-1-12 to 20-10-0, Exterior(2) 20-10-0 to 26-6-4 �tl&.lil �l1►� . CIS zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to water 0�� LE`CC GIs prevent ponding. ��1`�v`S• • �s®® 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide %� • ! �, .,• ••� will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. `oo �` i 3-4869 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7ir �• •; �• 11=657, 6=535. s � 4 � ., ID ®� t' R 1'••e•G,w A'��e. �O�N Julius Lee PE Wo.34869 MITek-USA, Inc. FL Cert 6634 6904 Pafke East Blvd. Tampa FL 33610 Data: August 24,2018 ® WARNING - Ve�ty design parameters and READ NOTES ON THIS AND INCLUDED MI7EKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design vald for use only with MITeltV connectors. This design Is based only upon parameters shown, and Is for on Individual buiding 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeA(4,SVWI► GuallfyCrMgda, DS9-89 and BCSI Bugdfng Compongnf 6904 Parke East Blvd. Safety Brformafidwvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply T14926178 1338789-PSLP-LOBRUTTO C07 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:33 2018 Page 1 ID:isHchTlSssUA394me90vb7ycGrZ-i35gDo6kfAuMOovQbKRsbywgOlxHBb42P1 aowFykcEy 7-7-15 15-2-1 22-10-0 23-5-� 26-8-0 7-7-15 7-6-3 7-7-15 7- 3-2-8 5x6 = 14 5x8 = 3x4 = 15 Scale=1:45.3 46 = 2x4 11 4x6 = 6.00 L12 3x4 co 13 12 11 10 9 8 3x6 11 3x6 = 3x4 = 3x4 = 3x8 = 3x6 11 22-10-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.96 BC 0.63 WB 0.59 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) 0.15 10-12 >999 240 Vert(CT) -0.20 12-13 >999 180. Horz(CT) 0.04 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-5 oc bracing. WEBS 1 Row at midpt 1-12, 3-9 REACTIONS. (Ib/size) 13=976/Mechanical, 8=976/Mechanical Max Horz 13=-21(LC 13) Max Uplift 13=-647(LC 9), 8=-625(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-907/981, 1-2=-1406/1312, 2-3=-1677/1600, 3-4= 851/831, 4-5=-899/839, 5-6= 922/874, 6-8=-955/935 BOT CHORD 10-1 2=-1 307/1426, 9-1 0=-1 676/1677 WEBS :1-12= 1435/1546, 2-12=-5651759, 2-10= 323/285, 3-9= 935/869, 6-9= 932/967 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 22-10-0, Extedor(2) 22-10-0 to 23-5-1, Intedor(1) 23-5-1 to 26-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. `% )LAUS e• ,' '4#1 3) This truss has Peen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide mom` G E )'S •` a `� ••a�, �f`•• will fit between the bottom chord and any other members. • �� i 34869 0 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 Ito uplift at joint(s) except Qt=lb) 7k ;• •; 13=647, 8=625. * e 7) Graphical pudih representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. i� �: b C .0 R 1 Q • • �_ .,lilt ,� N A� �. Julius Lee PE No;34869 j IiAITekUSA Inc. FL Cert 66M 69114 Parke East Blvd. Tampa FL 38610 Date: August 24,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MU-7473 rev. 10/032015 BEFORE USE Design valld for use only with MITekV connectots. This design Is based only upon parameters shown, and Is for an tndlVldual 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 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 Milk` fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSLIMIj QualOyCriteria, DSB-89 and BCS1 BuOd/ng Component 6904 Parke East Blvd. Safety kdotmaf/onavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply T14926179 1338789-PSLP-LOBRUTTO COB Flat Girder 1 1 Job Reference (optional) bullaers 1-Irsibource, r-ori rrece, f-L 04y40 0.LGU S IVldy 44 LU 18 IVII I UK I11UUSu1e5, mu. rrr mug L4 14:au;oD eu Io rdye I I D:isHchTlSssUA394me90vb7ycGrZ-eSDbeU7_Bo84F62oliTKgN?BGYb2fR7LtL3v?7ykcEw 5-5-1 10-8-6 15-11-10 21-2-15 26-8-0 5-5-1 5-3-5 5-3.5 5-3-5 5-5-1 Scale=1:45.3 I NAILED NAILED NAILED NAILED NAILED 5x6 = I NAILED 2x4 II NAILED NAILED 5x8 = NAILED NAILED 5x6 = NAILED 5x12 = NAILED NAILED 3x4 II 1 13 14 15 2 16 17 3 18 19 4 20 21 225 23 24 6 on rn n - fln np__� nfl To— [111 nn Rn nn 1111 -8 12 25 26 27 11 28 29 10 30 31 9 32 33 348 35 36 7 3x6 II NAILED 5x12 = NAILED NAILED 5x6 NAILED NAILED 5x8 = NAILED 2x4 II NAILED NAILED 6x8 NAILED NAILED NAILED NAILED NAILED 5-5-1 10-8-6 15.11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.42 9-10 >748 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.40 9-10 >792 180 BCLL 0.0 '* Rep Stress Incr NO W B 0.87 Horz(CT) -0.11 7 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, BOT CHORD 2x4 SP No.7 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-5-3 oc bracing. 1-11,3-11,3-9,5-9,5-7: 2x4 SP No.2 WEBS 1 Row atmidpt 1-11,5-7 REACTIONS. (lb/size) 12=1790/Mechanical, 7=1722/Mechanical Max Uplift 12=-1527(LC 4), 7=-1461(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11 -1 2=-1 688/1562, 1-2=-2611/2230, 2-3=-2611/2230, 3-4=-3835/3274, 4-5= 3835/3274, ;6-7=-197/256 BOT CHORD 110-11=-3281/3840, 9-10=-3281/3840, 8-9= 2226/2606, 7-8=-2226/2606 WEBS 1 -11 =-2510/2939, 2-11— 547/760, 3-11— 1410/1206, 3-10=0/386, 4-9=-496/682, 5-9=-1202/1411, 5-8=0/421, 5-7— 2937/2510 NOTES- 1) Wind: ASCE 7F 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has;been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=1527, 7=1461. 7) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 8) in the LOAD C SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD (ASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 7-12= 20 Concentrated Loads (lb) Vert: 3=-85(B) 10= 35(B) 13=-93(B) 14=-85(B) 15=-85(B) 16=-85(B) 17=-85(B)18= 85(B) 19=-85(B) 20= 85(B)21=-85(B) 22=-85(B) 23=-85(B) 24=-85(B) 25=-37(B)26= 35(B) 27= 35(B) 28=-35(B) 29= 35(B) 30= 35(B) 31=-35(B) 32=-35(B) 33=-35(B) 34= 35(B) 35=-35(B) 36=-35(B) ,,�(1tT1111►�°' vL1US �F °�io� ♦ i. N 3.486'9 y a z ��o F '• O' R I �°°H 11111111�, Julius Lee PE No.34869 MITek USA, Inc. FL Cart M 6904 Parke East Blvd. Tampa FL 33610 Date: August 24,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valld for use only with tvllTekV connectors. This design Is based only upon patometers shown, and Is for an Individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Pracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, dellvery, erection and bracing of trusses and truss systems, seeANSUWII Cua1By Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety thformaHonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926180 1336789-PSLP-LOSRUTTO CJ1 Corner Jack 14 1 Job Reference (optional) Builders FirstSouroe, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:35 2018 Page 1 I D: isHchTISssUA394me90vb7ycGrZ-eSDbeU7_Bo84F62ojITKgN?MrYmTfenLtL3v?7ykcEw -1-0-0 1-0-0 r 1-0-0 1-0-0 m 6 0 6 0 2x4 = Scale =1:7.0 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 nla n/a BCDL 10.0 1 Code FBC2017ITP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2A SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-8/Mechanical, 2=125/0-7-10, 4=9/Mechanical Max Horz 2=61(LC 12) Max Uplift 3=-8(LC 1), 2= 94(LC 12) Max Grav 3=25(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7;10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; porch 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between jthe 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, 2. 0-lus CE'��i�� `ems •\G E 3.4869 r • a '4OR1 .•G?�� ON AL Julius Lee PE No.34869 H➢Tek'USA, Inc. FL Cent 6634 6904 Parke EW Blvd. Tampa R. 33610 Date: August 24,2018 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design Vaild for Use only With IAITek'O connectors. This design Is based only upon parameters shown, and Is for an Individual building component, rot 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 truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always requlredjfor 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, seeANSVWI1 QualHyCdtella, DSB-09 and SCSI Bulld6Rg Component 6904 Parke East Blvd. Safety lnfoanationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926181 1338789-PSLP-LOBRUTTO CAA CORNERJACK 2 1 Job Reference (optional) Builders FirstSouice, Fort Piece, FL 34945 8.220 s May 24 2018 Mi I ek Industries, Inc. Fri Aug L4 14:36:36 2u18 Page! ID:isHchTISssUA394me90vb7ycGrZ-6enzrg8cy5GxtGd?HT_ZDbYVzy5CO51U5?pSXaykcEv 1-1-0 0-11-0 1-1-0 0-11-0 Scale =1:12.3 0-11.0 0-11-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -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 FBC2017lTP12014 Matrix-R Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, BOT CHORD 2z4 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) 5=165/0-6-10, 3=-27/Mechanical, 4=-17/Mechanical Max Horz 5=90(LC 9) Max Uplift 5=-90(LC 8), 3=-38(LC 9), 4= 46(LC 9) Max Grav 5=165(LC 1),3=26(LC 10),4=38(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-135/316 NOTES- 1) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; end vertical left 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.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. � �i{I If I Its, ��I 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) 5, 3, 4. , tius E N'.S • ®o® :,` 0 '• 34869 O btu ooiF' 4.0R10R�.�,� Jullus Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 24,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M11-7473 rev. 10103=15 BEFORE USE. Design valld for Use only with MITekV connectors. this design Is based only Upon pata'neters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and Truss systems, seeANSUWII Gual6yCifteda, DSB-89 and BCSI BuadIng Component 6904 Parke East Blvd. Safety informaflotgvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply T14926182 1338789-PSLP-LOBRUTTO CJ1B Corner Jack 8 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:37 2018 Page 1 I D:isHchTISssUA394me90vb7ycGrZ-arLL3A9Ej POoUQCBgAVolo4jgMSw7YHeKfY?30ykcEu -0-1-0 1-0-0 0-8-0 1-0-0 I. 1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL , 1.25 TC 0.07 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=12/Mechanical, 2=87/0-4-0, 4=10/Mechanical Max Harz 2=52(LC 12) Max Uplift 3= 24(LC 12), 2= 59(LC 12) Max Grav 3=14(LC 19), 2=87(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.0 DEFL. in (loc) Udefl Lid PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 4 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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 lbeen 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 lb uplift at joint(s) 3, 2. ,�o�,�V1L1U S LFr��so �0�� � \,fit; E N'S�.,•• �®®� 3.4869 e i �/ 40 °Olt ON AL Julius Lee PE No:34669 MITek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: August 24,2018 Q WARNING - Ver)ly design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITel,3 contractors. This design Is based only upon parameters shown, and Is for an Individual budding 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUVI► GdaMyGttoda, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety rntonnotlonzivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926183 1338789-PSLP-LOBRUTTO CJ2 Corner Jack 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 3x8 11 6 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:37 2018 Page 1 1 D:isHchTlSssUA394me90vb7ycGrZ-arLL3A9EjPOoUQCBgAVolo4iQMQf7YkeKfY?30ykcEu 1-0-5 3-0-0 1-0-5 1-11-11 Scale: 1 °=1' 1-0-5 3-0-0 1-0-5 1-11-11 Plate Offsets (X Y)-- f2:0-1-8 0-2-81 15:0-1-9 0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(ILL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.04 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 11 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-5: 2X4 SP No.3 REACTIONS. (Iblsize) 6=100/0-7-10, 3=64/Mechanical, 4=36/Mechanical Max Horz 6=63(LC 12) Max Uplift 6=-42(LC 12), 3=-81(LC 12), 4= 1 O(LC 12) Max Grav 6=100(LC 1), 3=64(LC 1), 4=47(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; 11=1511; Cat. 11; Exp D; Encl., GCpi=0.18; MV`/FRS (envelope) and C-C Exterior(2) 0-2-12 to 1-0-5, Interior(1) 1-0-5 to 2-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8I 4) will flit between the bottoms esigned hord andfor a lany othermembers n the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,,�L�U S• •��� Off, 5) Refer to girders) for truss to truss connections. �, ' ' J� 6 Provide mechanical connection b others of truss to bearin late capable of withstanding100 lb uplift at 'oint s 6, 3, 4. •,o �,� �.``• ®� • -• :• 34869 � • r r : a .0�O .ice ..;..:..•• G?. . 4181111 sit Juilus lee PE'No.34869 MITek 08 Inc. FL 6rt66M 69D4 Parke East Blvd. Tarripa FL 39610 Date:. August 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valld for Use only with MiTek0 connectors. This design is based only upon parameters shown, and Is for art 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 truss web and/or chord members only. Additional temporary and permanent bracing Mo l'p ek° 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, seeANSUIPIr OuaMyCrBedn DSB-89 and 9=1 BuIlding Component 6904 Parke East Blvd. Safety lntotmatiomvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926184 1338789-PSLP-LOBRUTTO CJ3 Corner Jack 11 1 i Job Reference (optional) Builders FirstSodree, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:38 2018 Page 1 I D:isHchTI SssUA394me90vb7ycGrZ-31 vjGWAsUjXf6anNOu11 IOdswmm6s?XnZI IZbSykcEt -1-0-0 + 3-0-0 1-0-0 3-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.24 Vert(LL) -0.00 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 I REACTIONS. (lb/size) 3=53/Mechanical, 2=186/0-7-10, 4=26/Mechanical Max Harz 2=127(LC 12) Max Uplift 3=-90(LC 12), 2=-112(LC 12) Max Grav 3=53(LC 19), 2=186(LC 1), 4=52(LC 3) FORCES. (Ib) - �ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 1 °=1' PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7AO; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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 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 except Qt=lb) 2=112. �ILIii1rU/ US•.LE����o' N 34869 � r ® 1 z .�0�..• P: `y Vie. Julius Lee PE No:34869 MITek USA, lne. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:, August 24,2018 A WARNING - Verify design parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERANCE PAGE IJII-7473 rev. 10/03&015 BEFORE USE. " Deslgn Valid fot use only with MITekA connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 requlred,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, seeANS&VII QualityCrBerb, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelylnlonnatbnavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926185 1338789-PSLP-LOBRUTTO CJ4 Corner Jack 1 1 Job Reference (optional) Builders FirstSodree, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:40 2018 Page 1 ID:isHchTISssUA394me90vb7ycGrZ-?Q1 UhBB70KnNLtxmWl3VNRigEZOwKvO4OcnggLykcEr 3-0-5 3-0-5 1-11-11 6.00 12 3x4 11 Scale = 1:18.2 3-0-5 11-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.38 Vert(LL) 0.08 5-6 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.06 5-6 >907 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 20 lb FT = 20% LUMBER- i BRACING - TOP CHORD 2k4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* BOT CHORD 2-5: 2x4 SP No.3 REACTIONS. (lb/size) 6=174/0-7-10, 3=103/Mechanical, 4=71/Mechanical Max Harz 6=63(LC 12) Max Uplift 6=-89(LC 8), 3=-108(LC 12), 4= 36(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-116/250 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-2-12 to 3-0-5, Interior(1) 3-0-5 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4 except at=lb) 3=108. i `� F•` �i s 34.869 04 1. 41/ �t • ..R I A„` Jullus Lee PE No:34869 MITek USA, Inc. FL Cert W4 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010=015 BEFORE USE. ' Design valid for u$e only with MITeM connectors. This 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11 QualityCiCeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety infoilnallon3vallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14926186 1338789-PSLP-LOBRUTTO CJ5 Corner Jack 3 1 Job Reference (optional) Builders FirstSo Irce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:40 2018 Page 1 ID:isHchTISssUA394me9ovb7ycGrZ-?Q1 UhBB70KnNLtxmWl3VNRi2TZPgKvO4OcnggLykcEr 1-0-0 5-0-0 1-0-0 5-0-0 3x8 5-0-0 5-0-0 Scale = 1:18.1 Plate Offsets (X Y)-- 12:0-8-0,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB o,00 ' Horz(CT) -0.00 ' 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical Max Horz 2=194(LC 12) Max Uplift 3=-173(LC 12), 2=-137(LC 12) Max Grav 3=115(LC 1), 2=252(LC 1), 4=92(LC 3) FORCES. (lb) -'Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasIbeen 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. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joitit(s) except (jt=lb) 3=173, 2=137.!00 '• 34869 •:00 • e j! i : ♦� 4.O:RIO•��`w /0 Julius Lee PE No.34869 MITek: USA, Inc. FL Con WU 6904 Parke East Blvd. Tampa FL 39610 Date:, August 24,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10103=15 BEFORE USE. Design valid for use only with tvUTekD connectors. This design Is based only upon parameters shown, and is for an Individual building component, not OF a truss system. Before use. the building designer must verify the appllcablllty 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Criteria, DSB.89 and SCSI BuIldrng Component 6904 Parke East Blvd. Safety lntonnaHonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926187 1338789-PSLP-LOBRUTTO CJ31 Corner Jack 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:39 2018 Page 1 ID:isHchTiSssUA394me90vb7ycGrZ-XDT5UsAVFOfWkjMZybYGgDA1g96ybSnxoyl68uykcEs 1-0-0 2-7-10 3.0-0 I 0-0 2-7-10 0-4-6 Scale:l"=1' m 0 6 m 3x4 = 0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 13lb FT=20% LUMBER- I TOP CHORD 2k4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 4=48/Mechanical, 2=189/0-7-10, 5=39/Mechanical Max Harz 2=127(LC 12) Max Uplift 4=-51(LC 12), 2=-110(LC 12), 5_ 21(LC 12) Max Grav 4=48(LC 1), 2=189(LC 1), 5=48(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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 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) 4, 5 except (jt=fb) 2=110. s�,, ,�f�iV.S.•��� Ids, No 3.4.869 Z. 4. ® e e C? �. Julius Lee PE No.34869 MITek usp, Inc. FL Cert 6634 6904 Parke East'Blvd. Tampa FL 33610 Date:, August 24,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03P1015 BEFORE USE. " Design valid for use only with MITeI.cb connectors. This design is based only upon pmometers shown, and Is for on 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII CualffyCtBeda, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety/nformallotiavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14926188 1338789-PSLP-LOBRUTTO CJ51 Corner Jack 2 1 � Job Reference (optional) Builders FirstSouFce, Fort Piece, FL 34945 8.220 S May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:41 2U18 Flage 1 ID:isHchTlSssUA394me90vb7ycGrZ-TcasuXClnevEz1 Wy30akweFH6zhg3MGDFGW DCnykcEq -1-0-0 2-7-10 5-0-0 � 2-7-10 2-4-6 Scale=1:18.1 3x8 = Plate Offsets (X Y)-- f2:0-8-0 0-0-101 (3:0-4-0 0-1-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.13 6 >435 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.11 6 >519 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 5 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-R Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 _ TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 REACTIONS. (Ib/size) 4=100/Mechanial, 2=25910-7-10, 5=66/Mechanical Max Harz 2=194(LC 12) Max Uplift 4=-120(LC 12), 2=-134(LC 12), 5=-27(LC 12) Max Grav 4=100(LC 1), 2=259(LC 1), 5=82(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 71,10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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 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 betweenjthe bottom chord and any other members. truss to truss 4) Refer to 5) Provide medchrani alrc connection (by others) connections. truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 5 except Qt=lb) e�oV1-SUS LEF J�e,� 4=120, 2=134. •C E �;•'•• �A. S'�•••+ ®moo o®�, �` • �' • ° r. N 3.4.869 ® m � � r r s r0 .• ONA tfillnr����� Julius Lee PE W 34869 MITek USA Inc. FL Cert 6634 69N Parke East Bhrd.-Tatripa FL 33610 Date: August 24,2018 ® WARNING - Veruy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekV 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 vedfy 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 collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatlon, storage. delivery, erection and bracing of trusses and truss systems, seeANSW11 Qua/ByCrllodq DS049 and SCSI BugdOfy Component 6904 Parke East Blvd. Safetyrn/otmallonavoilabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926189 1338789-PSLP-L6BRUTTO 1 D01 Common Girder i 2 Job Reference (optional) Builders HrstSource, Fort Piece, FL 34945 6.22U S May Z4 2U1 B MI I eK Inausines, Inc. Frl AUg Z4 14:J6:4Z ZU1 B rage 1 ID:isHchTlSssUA394me90vb7ycGrZ-xoeE6tDNYx15bB58dj5zSsoONN03ocNN UwGmkDykcEp 1-0-0 3-2-10 5-10-12 10-4-0 14-9-4 17-5-6 20-8-0 21-8-0 1-0-0 3-2-10 2-8-2 4-5-4 4-5-4 2-8-2 3-2-10 1-0-0 I Scale=1:38.9 4x6 11 4x12 i HTU26 2x4 I 7x10 = HTU26 Offsets LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FB02017fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 5!12: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 8=7020/0-7-10, 2=5046/0-7-10 Max Horz 2=153(LC 7) Max Uplift 8= 2191(LC 9), 2=-2257(LC 8) Max Grav 8=7426(LC 2), 2=5048(LC 2) I27 O 10x16 MT20HS = HTU26 4x147x10 = 2x4 11 HTU26 HTU26 HTU26 HTU26 HTU26 14-9-4 17-5-6 1 20-8-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TC 0.79 Vert(LL) 0.21 12-13 >999 240 MT20 244/190 BC 0.59 Vert(CT)-0.3311-12 >739 180 MT20HS 187/143 WB 0.84 Horz(CT) 0.07 8 n/a n/a Matrix-SH Weight: 258lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOT CHORD Rigid ceiffng directly appfied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 9796/4259, 3-4=-10186/4342, 4-5=-8241/2528, 5-6= 8240/2529, 6-7=-12050/2949, 7-8=-13254/3280 BOT CHORD 2-14_ 3792/8589, 13-14=-3792/8589, 12-13=-3856/9103, 11-12= 2467/10776, ,10-11=-2800/11639, 8-10= 2800/11639 WEBS 5-12=-2034/7116, 6-12=-41.09/643, 6-11=-309/3779, 7-11= 1009/386, 7-10=-318/1344, 4-12= 2487/2135, 4-13=-1745/2182, 3-13= 2421632, 3-14= 283/77 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 °x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chordsl connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7�10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope); 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe 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 Qt=lb) 8=2191, 2=2257. 9) Use Simpson Strong -Tie HTU26 (20-10d Girder, 20-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 5-4-12 from the left end to connect truss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-1 Ord Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max starting at 7-4-12 from the left end to 19-4-12 to connect truss(es) to back face of bottom chord. .��Cr E N'S; �s®i i 34869 • °4 <ORID O'N,e� �0NAk-0.%% 0�111/111111"I"0' Julius Lee PE No.34869 MITek OSA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITeIM connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSYMIl OoalOyCdteda, DSB-09 and BCSI BuOdbg Component 6904 Parke East Blvd. Safety lntofmaRofruvallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926189 1338789-PSLP-LOBRUTTO D01 Common Girder 1 2 Job Reference (optional) bunaers rlrstoource, rort Mece, rL J4e4b O.LLV J IVIQy GY GV I O IVII 1 tlf\ II IUUJII ItlJ, II IV. ", Ally - . '"' ID:isHchTISssUA394me90vb7ycGrZ-P?icJDE?JF9yDLgLBRcC?3KZ6nMIX3dWia?KHgykcEo LOAD CASE(S)I Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-9= 54, 2-8=-20 Concentrated, Loads (lb) Vert: (10=-1372(B)15=-1585(B)16=-959(B)17=-1375(B)18=-1372(B)19= 1380(B)20— 1372(B)21=-1028(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only With MITeR,0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MOW 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, seeANSd/PI1 CuomyCriteria, DSB49 and SCSI Bu9dhig Component 6904 Parke East Blvd. Safety Informatbrnvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926190 1338789-PSLP-LOBRUTTO D02 COMMON 4 1 Job Reference (optional) Builders FirstSobrce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:44 2018 Pagel I D:isHchTlSssUA394me90vb7ycGrZ-tBG_XZEd4ZHpgVEX187RXHtiOAdJGgPgxEltp6ykcEn 8-2-8 12-5-13 1-0- 3-7-6 6-11-4 8-2-3 10-4-0 12-5-8 3.11-1 17-0-10 20-8-0 21.8• 1-0.0 3-7-6 3-0-14 1.5.15 2-1-8 0- -5 3-0-14 3.7.6 1-0-0 0-0-5 1-5-15 Scale: 3116"=1' 4x6 = 4x6 i 6 4x6 6.00 Fl2 3x8 i 5 7 3x6 4 8 14 2x4 15 16 2x4 1117 18 2x4 9 2 dI1LLJ 10 11 Ia 1. 3x8 i 13 19 20 12 o 3x8 3x4 = 7x10 = 6-8-4 13-11-12 _ 20-8-0 6-8-4 7-3-8 6-8-4 Plate Offsets (X Y)-- f2:0-2-10 0-1-81 (5:0-1-8 0-2-0j (7:0-1-8 0-2-01 (10:0-2-10 0-1-8) (12:0-3-8 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.15 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.35 12-13 >679 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 10 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix-SH Attic -0.08 12-13 1164 360 Weight: 120lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4- 5, 7-8: 2x4 S€' NO.2 BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. BOT CHORD 2x6 SP M 26 *Except* JOINTS 1 Brace at Jt(s): 14 10-12: 2x6 SP No.2 WEBS 2X4 SP No.2'Except- 9-12,3-13,6-14: 2x4 SP No.3 REACTIONS. (lb/size) 2=1085/0-7-10, 10=1085/0-7-10 Max Horz 2=153(LC 11) flax Uplift 2=-232(LC 12), 10= 232(LC 13) Max Grav 2=1191(LC 2), 10=1191(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2311/806, 3-4=-2083/588, 4-5— 1669/651, 5-6=0/281, 6-7=0/278, 7-8= 1672/646, 8-9=-2078/587, 9-10=-2295/808 BOT CHORD 2-13=-560/2071, 12-13=-206/1779, 10-12=-552/2000 WEBS 5-14=-2045/545, 7-14— 2045/545, 8-12=0/802, 9-12=-321/405, 4-13=0/821, 13-13=-330/398 ����11_i11 IJ►B�®' NOTES- `���� VL�IJ S. [F1����j♦ , 1) Unbalanced roof live loads have been considered for this design. ®,,� •• G E �;'•s ♦♦e ®ee 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp D; Encl., wo GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-4-0, Exterior(2) 10-4-0 to 16-4-0, :s��`•,� .0. Interior(1) 16-4-0 to 21-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 34869 ;. DOL=1.60 3) 400.01b AC unit load placed on the bottom chord, 10-4-0 from left end, supported at two points, 2-0-0 apart. e 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 ail areas where a rectangle 3-6-0 tail by 2-0-0 wide ,. will fit between the bottom chord and any other members. %,0 �. L 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-14, 7-14 T' • P�; _ ,� 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 10.0. #. ��0 R 1 R.• \ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) ♦ G�� ♦�44 IJ IN A V- 2=232, 10=232. ����01111'11`�� 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Julius Lee PE'No.34869 MITek USA, Inc. R. Cert 6634 6904 Parke East Btvd. Tampa FL 33610 Date:. At nuGt 94 9(li R ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ' Design valld for dse only with MITeM connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAAISU1PI1 Quality Criteria, DS"9 and BCSI Bugding Component 6904 Parke East Blvd. Safety lnfoimalionovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oily Ply T14926191 1338789-PSLP-LOBRUTTO D03 GABLE 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 62ZU s May Z4 ZU1 is MI I eK inaustnes, mc. ru slug Z4 14:J0:40 ZUl tl rage i I D:isHchTI SssUA394me90vb7ycGrZ-LNgNkvFFgsPgSepj Isfg4UOw?aON?ztpAuUOLYykcEm 1.0-0 4-0-0 10-4-0 16-8-0 20.8-0 21-8-0 1-0-0 4-0-0 6-4-0 6-4-0 4-0-0 1-0-0 31 4x6 = 3x4 = NAILED NAILED NAILED NAILED 5x8 = NAILED NAILED LOADING (psf) I SPACING- 2-0-0 TCLL 20.0 I Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3-5: 2x4 SP No.1 BOT CHORD 2z4 SP No.2 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1039/0-7-10, 6=1039/0-7-10 Max Horz 2=68(LC 26) Max Uplift 2=-774(LC 8), 6=-774(LC 9) 10-4-0 NAILED NAILED NAILED Ox4 Scale=1:39.2 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.76 Vert(LL) 0.25 9 >973 240 MT20 244/190 BC 0.68 Vert(CT) -0.24 8-9 >999 180 WB 0.86 Horz(CT) 0.05 6 n/a n/a Matrix-SH Weight: 128 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins. Except: 3-3-0 oc bracing: 3-4, 4-5 BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. JOINTS 1 Brace at Jt(s): 4 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1805/1370, 3-4= 2637/2200, 4-5= 2637/2200, 5-6= 1805/1370 BOT CHORD 2-10=-118011539, 9-10= 1174/1551, 8-9= 1128/1551, 6-8= 1134/1539 WEBS 3-10=0/323, 3-9= 1074/1170, 4-9=-517/748, 5-9=-1075/1170, 5-8=0/323 NOTES- 1) Unbalanced To live loads have been considered for this design. 2) Wind: ASCE 7i 1 o; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rP1 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between Ithe bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=774, 6=774. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) "NAILED" indicates 3-1Od (0.148"x3") or2-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads'(plf) Vert: 1-3=-54, 3-5=-54, 5-7= 54, 2-6=-20 m Io ,9{ 111`11 i//!I 1. ♦ �. No 34869 z (V' 1 S�1NAa Julius Lee PE No;34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. ' Design vaild for use only with MITek® 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 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 Mi ek` 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, seeANS►WII Gua®y CrBerfa, DSB-89 and BCS/ Suodfng Component 6904 Parke East Blvd. Safety lntonnallonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply T14926191 1338789-PSLP-L6BRUTTO D03 GABLE 1 1 � Job Reference (optional) Builders I-Ifstbource, Fort Piece, FL 3494b d.2ZU S May Z4 ZU16 MI I eK maustrles, inc. r-ri Hug Z4 14:Jb:4o ZUIri Page Z ID:isHchTlSssUA394me90vb7ycGrZ-LNgNkvFFgsPgSepj Isfg4UQw?a0N?ztpAuUQLYykcEm LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3= 39(F) 5=-39(F) 10= 24(F) 9=-16(F) 4= 31(F) 8— 24(F) 22— 31(F) 23=.31(F) 24= 31(F) 25= 31(F) 26=-31(F) 27= 31(F) 28= 16(F) 29= 16(F) 30=-16(F) 31 =-1 6(F) 32=-1 6(F) 33= 16(F) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. ° Design valid for use only with MITeRcb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabricatlon. storage, delivery, erection and bracing of trusses and truss systems, seeANSV1pII CualOy Cdteft DSO-89 and BCSI Bulding Component 6904 Parke East Blvd. Safety tntamatibrnvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926192 1338789-PSLP-L6BRUTTO EJ2 Jack -Open 2 1 Job Reference (optional) Builders FirstSobrce, Fort Piece, FL 34945 8.220 s May 24 2018 MI I eK InaustrleS, Inc. hrI Aug 24 14:Jt5:4b ZUl d Pagel ID:isHchTI SssUA394me90vb7ycGrZ-gaOlyFGubAXW4oOwsZAvdiyFx_W YkdVyPYE_t_ykcEI 0-8-0 2-0-0 , 0-8-0 2-0-0 Scale = 1:9.6 2x4 = 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0:00 2-4 >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 FBC2017ITP12014 Matrix-P Weight: 8 lb FT = 20% LUMBER- I TOP CHORD 2z4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=46/Mechanical, 2=117/0-4-0, 4=20/Mechanical Max Horz 2=86(LC 12) Max Uplift 3=-69(LC 12), 2=-68(LC 12) Max Grav 3=46(LC 1), 2=117(LC 1), 4=39(LC 3) FORCES. (lb) -IMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7,-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasl 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, 2. y ♦ 3486.9 tp Its Julius Lee PE No:34869 MITek USA Inc. FL Cert 66M 6904 Parke East Blvd. Tafripa FL 33610 Date:, August 24,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only With MITekb connectors. This design is based only upon parameters shown, and Is for on individual building component not a miss 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. Addltlonal temporary and permanent bracing MiTeW 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, seeANSU1P/f QualifyCrdedd, DS"9 and SCSI BuBdtng Component 6904 Parke East Blvd. Safely lnformallortavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926193 1338789-PSLP-LOBRUTTO EJ3 JACK -OPEN 3 1 Job Reference (optional) Builders FirstSodree, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:3s:412U18 11age 1 ID:isHchTlSssUA394me90vb7ycGrZ-Imy79bH WMTfNhyz6QHhB9vVNzOnZT416dCzXQRykcEk 1-1-0 2-10.0 1-1-0 2-10-0 Scale=1:17.1 3x4 = 2-10-0 2.10.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 3 n/a n1a BCDL 10.0 Code FB02017fTP[2014 Matrix-R Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, BOT CHORD 2z4 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) 5=183/0-6-10, 3=53/Mechanical, 4=22/Mechanical Nlax Harz 5=136(LC 9) fax Uplift 5=-68(LC 12), 3=-99(LC 12), 4=-18(LC 9) Max Grav 5=183(LC 1), 3=58(LC 19), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5= 155/348 NOTES- 1) Wind: ASCE 7 10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasibeen 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 lb uplift at joint(s) 5, 3, 4. �� �VLIUS, •��� !�s' E iVs 34869 ;0 Julius Lee PE No'34869 MITbk OSA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 ® WARNING- Vehly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1014312015 BEFORE USE. ° Design valid for lase only with MITakV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design.parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addllional 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, erection and bracing of trusses and truss systems, seeANWUIPII CualtlyCtflada, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nfotmaMonavallable from Truss Plate Instltute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14926194 1338789-PSLP-LOIBRUTTO EJ4 Jack -Open 11 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MITek Industries, Inc. Fri Aug 24 14:36:48 2018 Page 1 ID:isHchTlSssUA394me9ovb7ycGrZ-myVVMxH87nnEJ6Yl_CNi62W HoAECW?Fssj5ytykcEj -1-0-0 4-0-0 1-0-0 4-0-0 Scale = 1:14.6 3x6 = 4.0-0 4-0.0 Plate Offsets (X,Y)-- f2:0-3-0,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ven(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a nfa BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=85/Mechanical, 2=218/0-7-10, 4=36/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-132(LC 12), 2= 124(LC 12) Max Grav 3=85(LC 1), 2=218(LC 1), 4=72(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7, 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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 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) except Qt=lb) 3=132, 2=124., 1 ��,� • VtiC E.IV SF•• •'� i 34869 r r 00 ® m � e r • r r •� P ••...••• ,O N'A, Julius Lee PE No.84869 Mf KILISA, Inc. FL dert 6634 6904 Parke East Blvd. Tampa FL 3810 Date:. August 24,2018 ® WARNING- Verny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. IO/MOIS BEFORE USE. Design valid for use only With Mite' V connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and 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 M�7'ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcalion, storage, delivery, erection and bracing of trusses and Truss systems, seeAALWMII GuaMyCdleda, DSB-89 and BCS1 Bugdhig Component 6904 Parke East Blvd. Sat®tylntonnallonavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926195 1338789-PSLP-LOBRUTTO EJ6 Jack -Open 13 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 S May 24 2018 MI I eK InauStrles, Ine. Fri AUg 24 14:3b:49 2U18 rage 1 I D:isHchTISssUA394me90vb7ycGrZ-E83taGlmu5v5xG7UXhjcEKaaFBTOxzFP5W Se UJykcEi 1-0-0 5-10-0 1-0-0 5-10-0 4x6 = 5-10-0 Scale = 1:20.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.05 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.11 2-4 >617 180 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 Matrix-P Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=139/Mechanical, 2=282/0-7-10, 4=55/Mechanical Max Horz 2=223(LC 12) Max Uplift 3_ 206(LC 12), 2— 149(LC 12) Max Gram 3=139(LC 1), 2=282(LC 1), 4=109(LC 3) FORCES. (lb) -'Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. If; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 5-9-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss haslbeen 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 betweeri 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) except (jt=lb) 3=206, 2=149: I "%1L1US�F roses, ee •e EN'S ®e N 34.8,69 •. .•.v-� O R `Q•••G� N Al E?�``� Julius Lee PE'W 34869 j mirk USA, Inc. FL C81t 6634 6904 Parke East Blvd. Tampa FL 39610 Date. August 24,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MII EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for Use only with lv1iTe V connectots. 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 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 property damage. For general guidance regarding the fabrlcallon, storage, delivery, erection and bracing of trusses and Truss systems, seeANSUIPI1 Cuattly Caeda, DSB-89 and BCSI Buldhig Component 6904 Parke East Blvd. Safety tntoneatton3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14926196 133B789-PSLP-LOBRUTTO EJ7 Jack -Open 9 1 Job Reference (optional) Builders FirstSoOrce, Fort Piece, FL 34945 8.220 s May 24 2018 MI I ek Industries, Inc. Fri Aug 24 14:38:b1 2Oi8 rage 1 ID:isHchTISssUA394me90vb7ycGrZ-AXBe?yKOQi9pAaHtf614K1g?_ lhPtliYgxlZCykcEg 1-0-0 7-0-0 1-0-0 7-0-0 3 4x6 = 4. Scale=1:23.2 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.17 2-4 >455 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.17 2-4 >457 180 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 Matrix-SH Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=32310-7-10, 4=74/Mechanical Max Harz 2=262(LC 12) Max Uplift 3=-221(LC 12), 2= 167(LC 12) ax Grav 3=164(LC 1), 2=323(LC 1), 4=119(LC 3) FORCES. (lb) -'Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 250/107 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 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 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) except (jt=lb) 3=221, 2=167! V1.1USL lips.. No 34.869 ® e 'X oe -'? 0NA� �, Julius Lee PE No.34869 mriek US$, Inc. FL Gert 6634 6904 Parke East M4 Tampa FL 33610 Date:. August 24,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE Design valid for Use only with IARe'V connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system..Bdfore 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 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, seeANSI/Iplf AuaW Cdfeda, DSB-89 and BCSI BuddV Component 6904 Parke East Blvd. Safety in/ormatdorlovdiable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926197 1338789-PSLP-LOBRUTTO EJ31 Monopitch Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 mzzu s IVIay 24 20Io IVII I en 111UUDI1 Wb, mc. ru r uy cY 1Y.Ou. �V ! o Kayo I D:isHchTiSssUA394me90vb7ycGrZ-myVVMxH87nnEJ6Yl_CNi62bQoABCW aFssj5ytykcEj 2-10-0 2-10-0 4x6 = 2x4 11 Scale = 1:17.1 - LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.11 BC 0.16 WB 0.03 Matrix-P DEFL. in Vert(LL) 0.00 Vert(CT) -0.00 Horz(CT) -0.00 (loc) 1/defl Ud 3-4 >999 240 3-4 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% LUMBER- TOP CHORD 2z4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2z4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14: 2x6 SP No.2 REACTIONS. (lb/size) 3=172/Mechanical, 4=307/0-6-10 Max Horz 4=83(LC 8) Max Uplift 3_ 169(LC 8), 4=-135(LC 8) i FORCES. (Ib) -Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7710; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp D; Encl., GCpi=0.1 S; MW FRS (envelope); 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) except Qt=lb) 3=169, 4=135.I 6) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (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! (plf) Vert: 1'-2= 54, 3-4=-20 Concentrated Loads (lb) Vert:5-297(F) GEMS �® •: 34869 s • . �. 4U S. 00i P . ( O R,1 •:.:...••• G 1 N A E 0. Julius Lee PE No:34889 MITek-Ow Inc. FL Cert 66M 6904 Parke East Blvd. Tanipa FL 33610 Date:. August 24,2018 ® WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITelcb 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 verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual Truss web and/or chord members only. Addlltonal temporary and permanent bracing MiTek• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSMIJ Gua/9yCrBedo, DS9-09 and BCSI Bugd6rg Component 6904 Parke East Blvd. Safety/nformation3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926198 1338789-PSLP-LOBRUTTO EJ61 Jack -Open 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:50 2018 Page 1 I D:jsHchTiSssUA394me90vb7ycGrZ-i LdGncJOfOl yYQih5PErnX7pnbilgQVYJACBOmykcEh -1-0-0 2-7-10 5-4-0 , 1-0-0 2-7-10 Scale = 1:18.9 4x6 = 2-7-10 2-8-6 ' Plate Offsets (X,Y)-- 13:0-4-0,0-1-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.63 Vert(LL) 0.16 6 >372 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) 0.13 6 >443 180 BOLL 0.0 4 Rep Stress Incr YES WB 0.00 Horz(CT) -0.07 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 4=108/Mechanical, 2=271/0-7-10, 5=70/Mechanical Max Horz 2=206(LC 12) Max Uplift 4=-132(LC 12), 2_ 138(LC 12), 5� 28(LC 12) Max Grav 4=108(LC 1), 2=271(LC 1), 5=88(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7r 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 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 2-0-0 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) 5 except Qt=lb) 4=132, 2=138. w-lus LF'�`is IE N"&;. 34.869 • e titill % • ui Julius Lee PE No'S4869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103MIS BEFORE USE. Design valld for U,�e only with MITekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not truss Before the building the a system. use, designer must verify 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 property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and Truss systems, seeANW WI1 OaalOyCiBeda, DSO-89 and BCSI Bandbig Component 6904 Parke East Blvd. Safety GrtomraMonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14926199 1338789-PSLP-LOBRUTTO EJ62 Jack -Open 10 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:50 2018 Page 1 I D:isHchTISssUA394me90vb7ycGrZ-iLdGncJOfO1 yY0ih5PErnX7khbgLgOVYJACBOmykcEh -1-0-0 5-4-0 1-0-0 5-4-0 Scale = 1:18.9 3x8 = Plate Offsets (X Y)-- (2'0-8-0 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.04 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 2-4 >823 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 1 Code FBC2017/TPI2014 Matrix-P Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=124/Mechanical, 2=264/0-7-10, 4=50/Mechanical Max Horz 2=206(LC 12) Max Uplift 3=-186(LC 12), 2=-142(LC 12) Max Grav 3=124(LC 1), 2=264(LC 1), 4=99(LC 3) FORCES. (lb) - IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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 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 betweeh the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 3 Provide 2 dem142anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) J.• .^. `� • �/ ° �� ♦ �• 9 No 3486"9 v • * ° OP a Julius Lee PE No.34869 mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 � Data:. August 24,2018 ® WARNING. Vediy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design veld for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an individual budding 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 truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GuaBy CTBeft DSB.89 and SCSI BuHdIng Component 6904 Parke East Blvd. Safety IntotmaW,novaliable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926200 1338789-PSLP-LOBRUTTO EJ71 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:52 2018 Page 1 I D:isHchTlSssUA394me90vb7ycGrZ-ejIOCI LeBOHgojs3DgHJsyC7JPSz8K_rnUh l5eykcEf 2-7-10 7-0-0 1-0-0 2-7-10 4:4-6 R 4X6 = 2x4 II -0-0 Scale = 1:23.2 LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.32 6 >252 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.26 6 >300 180 BCLL 0.0 •• Rep Stress Incr YES WB 0.00 Horz(CT) -0.15 5 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-R Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc purlins. BOT CHORD 2z4 SP No.1 `Except` BOT CHORD Rigid ceiling directly_ applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.2, 3-5: 2x4 SP M 31 REACTIONS. (lb/size) 4=145/Mechanical, 2=33110-7-10, 5=96/Mechanical Max Horz 2=262(LC 12) Max Uplift 4=-183(LC 12), 2=-163(LC 12), 5=-34(LC 12) Max Grav 4=145(LC 1), 2=331(LC 1), 5=122(LC 3) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasibeen 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) 5 except (jt=lb) oSON�,��' ,,-JuS° 4=183, 2=163.i p�0 \ G E: No 34869 O N A' �C�000 Julius Lee PE No.34869 MITek,USA, Inc. FL Cert 6634 6904 Parke East Blvd. •Taltfpa FL 33610 bate: August 24,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473 rev. 10/0=015 BEFORE USE ' Design valid for use only with VffekD connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlltonal 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, erection and bracing of trusses and truss systems, seeANSUMI► QualBy Ciffaft DSB-89 and BCSI BUBding Component 6904 Parke East Blvd. Safety rnformatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926201 1338789-PSLP-LOBRUTTO G04 Half Hip Girder 1 3 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 u.zzu s May z4 zuiv ivii I ek inuuSUIets, inn. rrl Hug Z4 i4.00:ao cu i o rage 1 1 ID:isHchTISssUA394me90vb7ycGrZ-6wJOQeLHyJPXPtQGmXoYPAllmpngtd0_OBQsd4ykcEe 2-7-10 5-10-12 1 9-7-8 14-1.8 _ 15-0-0 , 18-10-0 2-7-10 3-3-2 3-8-12 4-6-0 0-10-8 3-10-0 9-7-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 TCDL 7.0 Lumber DOL 1.25 BC 0.57 BCLL 0.0 ,` Rep Stress Incr NO WB 0.69 BCDL 10.0 ; Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2z8 SP 240OF 2.OE *Except` 4.T 2x4 SP Nor.2 BOT CHORD 2x4 SP No.3 *Except* 1-14: 2x4 SP No.2, 2-11: 2x6 SP M 26, 8-10: 2x6 SP No.2 WEBS 2z4 SP No.3 *Except* 718: 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 1=3990/0-7-10, 8=5333/0-7-10 Max Harz 1=328(LC 8) Max Uplift 1=-2455(LC 8), 8=-2619(LC 5) 6x8 = 2x4 11 3x6 = 5x8 = 11-0-0 3x4 11 HTU26 5x8 = H I U2ri nano Special HTU26 1015143141 Scale=1:36.1 I9 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.28 2-13 >783 240 MT20 244/190 Vert(CT) -0.30 2-13 >722 180 Horz(CT) 0.17 8 n/a n/a Weight: 463 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 13 FORCES. (lb) -'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 16411840, 2-3=-1261 8/7805, 3-4= 7322/4092, 4-5= 6214/3453, 5-6=-6181/3434, 6-7=-3351/1701, 7-8— 4517/2348 BOT CHORD 2-13= 7584/11860, 12-13=-7584/11860, 11-12=-3748/6572, 10-11=-137/408, 19-10=-288/616 WEBS 3-13=-2350/3288, 3-12= 5965/4310, 4-12= 2597/4170, 4-11=-962/888, 9-11= 1459/2832, 6-11=-2451/3966, 6-9=-2965/1927, 7-9= 2785/5469 NOTES- , 1) 3-ply truss to tie connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connection's have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss hasIbeen designed for a 10.0 pal 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) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=2455, 8=2619. 9) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 20-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 5-4-12 from the left end to connect truss(es) to front face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc max. starting at 7-4-12 from the left end to 17-4-12 to connect truss(es) to front face of bottom chord. : • 34,69 7t'; •: _ �0 N A� W%���, Julius Lee PENo.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East W4 Tampa FL 33610 Date:, August 24,2018 ® WARNING - Vetlly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMO-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with M {Teke connectors. This design Is based only upon parameters shown, and Is for or) Individual building component not a truss system. Bdfore 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 collapse with possible personal Injury and property damage. For general guidance regarding the fabricaflorL storage, delivery, erection and bracing of trusses and truss systems, seeANSYWII CuaUlyCrBedo, DSB-89 and 8CS1 Buldfng Component 6904 Parke East Blvd. Safely intormatiornvalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria,.VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926201 1338789-PSLP-LOBRUTTO G04 Half Hip Girder 1 3 Job Reference (optional) Builders FirstSoulce, Fort Piece, FL 34945 8.220 s May 24 2018 MI I eK inaustrles, Inc. FrI Aug 24 14:86:b8 Z01 a rage z I D:isHchTISssUA394me90vb7ycGrZ-6wJOQeLHyJPXPtQGmXoYPAll mpngtd0_08Qsd4ykcEe NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1116 lb down and 521 lb up at 11-1-12 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: 1-2=-76, 2-4= 54, 4-7=-54, 2-11=-20, 8-10=-20 Concentrated Loads (lb) Vert: 11=-1066(F)16=-1660(F)17=-966(F)18— 1076(F)19= 1070(F)20= 1066(F)21=-1066(F) ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 101032015 BEFORE USE. ' Design vaild for use only with MITekV connectors. This design Is based only upon parameters shown, and is for an Individual building component hot 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPI► QualifyCiBerla, DSB-89 and SCSI BuBd/ng Component 6904 Parke East Blvd. Safety lntormaBonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply T14926202 1338789-PSLP-LOBRUTTO G05 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 4 8.220 s May 24 2018 MI I eK Industries, Inc. Fri Aug 24 14:36:54 2018 Page 1 A394me90vb7ycGrZ-b6tmd_MvjdYO11?SKFJnxNIRCC55c8?8EoAPAXykcEd 9-0-0 10-11-10 6.4.6 1-11-10 6x8 = 3x4 11 3 4 18 -10 5x6 = 14 3x4 11 6x8 = Scale=1:34.7 I9 LOADING (psf) SPACING- 2-0-0 CSI. " DEFL. in (loc) Udetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.29 2-9 >757 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.28 2-9 >795 180 BCLL 0.0 " Rep Stress Incr YES WB 0.42 Horz(CT) -0.13 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 124 ib FT = 20% LUMBER- BRACING - TOP CHORD 2k8 SP 240OF 2.0E `Except" TOP CHORD 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except` 10-11: 2x6 SP No.2, 4-7: 2x4 SP No.3 WEBS 2x4 SP No.3 -Except' 516: 2x6 SP No.2 I REACTIONS. (lb/size) 1=680/0-7-10, 6=677/0-7-10 Max Harz 1=304(LC 12) Max Uplift 1=-348(LC 12), 6=-439(LC 9) BOT CHORD WEBS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2= 263/0, 2-3� 1051/1002, 3-4=-881/1083, 4-5= 902/1129, 5-6=-595/828 BOT CHORD 2-9=-1176/942, 8-9=-1178/950, 4-8=-285/516 WEBS 3-9=-62/276, 3-8=-255/170, 5-8=-1201/950 Structural wood sheathing directly applied or 5-0-15 oc pudins, except end verticals. Rigid ceiling directly applied or 5-4-9 oc bracing. Except: 4-6-0 oc bracing: 2-9 1 Row at micipt 5-8 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-3-13 to 6-3-13, Interior(1) 6-3-13 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 18-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=348, 6=439.I o�, ••• V� F••••• �.0 No 34869 • e e e /y. �� • �� 1- _ A /i •ice C? �. Julius Lee PE No334869 MITek-USA, Ind. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Date: August 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design vaild for use only with WiffekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and 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 IiliOW 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,-eANSUIPII GualByCdleria, DSB•89 and SCSI BaSding Componont 6904 Parke East Blvd. Safety /nfofmaHon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply T14926203 1338789-PSLP-LOBRUTTO G06 Half Hip Girder 1 2 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:55 2018 Page 1 I D:isHchTlSssUA394me90vb7ycGrZ-31 R8gKNXUxgFfBaeuygoUbqmvcX_LfN HTSvyizykcEc 2-7-12 7-0-0 10.11-10 14-10-8 18-4-8 1�-10 0 2-7-10 4-4-6 3-11-10 3-10-14 3-6-0 5-8 6x8 = 10-11-10 2x4 11 15 3x4 = 3x6 = 5 16 6 2x4 11 5x8 = 7 2x4 11 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.10 2-11 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.10 2-11 >999 180 BCLL 0.0 " Rep Stress Incr ' NO WB 0.15 Horz(CT) -0.05 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2k8 SP 240OF 2.0E `Except' TOP CHORD 3'-6: 2x4 SP No.2 BOT CHORD 2z4 SP No.2 *Except` BOT CHORD 1-12,4-9: 2x4 SP No.3, 12-13: 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` 6-7: 2x6 SP N0.2 REACTIONS. (lb/size) 1=680/0-7-10, 7=677/0-7-10 Max Horz 1=237(LC 12) Max Uplift 1=-334(LC 12), 7— 444(LC 9) FORCES. (Ib) -I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 11-2=-256/15, 2-3= 1301/1378, 3-4= 1195/1401, 4-5= 1171/1382, 5-6=-590/663, 6-7=-640/752 BOT CHORD I2-11=-1490/1215, 10-11— 1491/1224, 4-10=-179/326 WEBS 8-10= 601/538, 5-10_ 869l702, 5-8— 610/828, 6-8=-895/794 Scale = 1:33.4 PLATES GRIP MT20 244/190 Weight: 233 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"ff) nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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 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; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-3-13 to 6-3-13, Interior(1) 6-3-13 to 7-0-0, Extedor(2) 7-0-0 to 15-5-13, Interior(1) 15-5-13 to 18-7-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 4) Provide adeq ate drainage to prevent water ponding. 5) This truss hasIbeen designed for a 10.0 pet 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. 1 7) Bearing at joint(s) 1 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 Qt=lb) 1=334, 7=444. F, ®� • GEN,,q. ®o 00 N 344869 '�S .p R X A • • O N AL Julius Julius Lee PE No.34869 MITeK, USA, Inc. FL Cert6634 6904 Parke East'Bhrd: Tampa FL 33610 Date: August 24,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE AAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valld for Use only with MITekV connectors. This design Is based only upon parametets shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. lBracing 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&7pif CualByCrUerla, DSB-69 and BCS1 BuBdIRg Component 6904 Parke East Blvd. Solely fntonnotl6novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926204 1338789-PSLP-LOBRUTTO HJ1B Diagonal Hip Girder 4 1 ' Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.22o s May 24 2ul B ivii I ex Industries, inc. Fri Aug 24 14:36:56 2018 rage 11 ID:isHchTISssUA394me90vb7ycGrZ-XV_X2909FEo6GL9rSgLFIoNwNOwK48_Ri6fWEPykcEb 0-11-5 2-9-3 0-11-5 2-9-3 2x4 = 2-9-3 Scale =1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 i Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 j* Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix-P Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=52/Mechanical, 2=169/0-5-5, 4=25/Mechanical Max Horz 2=96(LC 4) Max Uplift 3=-74(LC 6), 2= 181(LC 4) Max Grav 3=72(LC 29), 2=169(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=I7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasi 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 except Qt=lb) 2=181. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (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 (pif) Vert: 1-3=-54, 2-4=-20 Oe������LiU 0 ♦ •• Np 3486"9 ero• �� r • � . OR IV C% Julius Lee PE No:34666 MITek dSA Inc. R- Cert 6694 6904 Parke East Blvd. Tampa FIL 33610 Date:. August 24,2018 A WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only With tvIffelcD connectors. This design is based only upon parameters shown, and Is for an Individual binding component, not �v 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. IBracing 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSL4711 GualtlyCrBella, DSO-89 and SCSI BugdIng Component 6904 Parke East Blvd. Safety lntaimal/onovollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14926205 1338789-PSLP-LOBRUTTO HJ3 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:36:57 2018 Page 1 I D:isHchTISssUA394me9ovb7ycGrZ-?hYvFOOnOYwzuVkl?NsUZOv41 QDrpbEaxmO3msykcEa 1.6-6 3-11-5 1-6-6 3-11-5 v v 0 2X4 II Scale = 1:16.8 3.11-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 , Lumber DOL 1.25 BC 0.25 Vert(CT) 0.03 4-5 >999 180 BCLL 0.0 I' Rep Stress Incr NO WB 0.00 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 , Code FBC2017ITP12014 Matrix-R Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc puffins, 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) 5=21510-9-0, 3=68/Mechanical, 4=29/Mechanical Max Horz 5=139(LC 5) Max Uplift 5=-346(LC 4), 3= 130(LC 8), 4=-35(LC 5) Max Grav 5=215(LC 1), 3=68(LC 1), 4=61(LC 3) FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD '2-5=-171/293 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); end vertical left 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.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. �rttilf �l®� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 5=346, 3=130: ,� ` `LlU $ [ s 6) 'NAILED' indicates 3-10d (0.148°x3°) or 2-12d (0.148°x3.25°) toe -nails per NDS guidlines. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). �,o • y �``•• LOAD CASE(S) Standard 3486.9 •• 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 4-5=-20 .4 Concentrated Loads Ob) Vert: 6=53(F=27, 8=27) .• �� L Julius Lee PE No34869 MITsk68A, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date:, August 24,2018 ® WARNING - Veiny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 10/032015 BEFORE USE. Design valid for use only with tville',8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. I&acing 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUlpll QualifyCdderla, DSB-89 and BCSI BuRdbtg Compononf 6904 Parke East Blvd. Safety[n/orma*novallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T74926206 1338789-PSLP-LOBRUTTO HJ4 Diagonal Hip Girder 4 1 Job Reference (optional) builders f-IrstSource, r0t1 F'Iece, FL 3484b o.eeu s rvray eq eu 10 wu r en uiuubures, a 1, ru nuy c-r rv.ou.00 cv ray. , I D:isHchTISssUA394me90vb7ycGrZ-Tt6HTLPPms2pW eJ DZ4Nj6DSCCgX9Y2Uj9Q8dJ IykcEZ -1-5-0 5-7-2 1-5-0 5-7-2 Scale=1:14.4 2x4 = 5-7-2 5-7-2. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.04 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.09 2-4 >712 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FB02017/TP]2014 Matrix-P Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=268/0-10-7, 4=52/Mechanical Max Harz 2=181(LC 4) Max Uplift 3= 148(LC 8), 2= 179(LC 4) Max Grav 3=115(LC 1), 2=268(LC 1), 4=104(LC 3) FORCES. (lb) 1 Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); 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) except Qt=lb) 3=148, 2=1791 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (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 (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=44(F=22, B=22) ,,1%11111111111�,' e�� ,v�lU s• •��� Ids, ♦' ���'' Fes•'• �i No 34869 a 0. p N ALIt,o�e Julius Lee PE No:34869 MITek. USA, Inc. R. Cart 6634 6904 Patke East' Blvd, Tahipa FL 33610 Date: August 24,2018 A WARNING - Vahly design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valld for t)se only with MITekV connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Bdfore 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 MOWIs 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, seeANSUWII CualOyCriteria, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety/n/orma/ibnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926207 1338789-PSLP-LOBRUTTO HJ7 Diagonal'Hip Girder 2 1 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 8.220 S May 24 2U18 MI I eK Inaustrles, mc. rrl AUg Z4 14:Jb:b9 ZUl B rage 1 ID:isHchTlSssUA394me90vb7ycGrZ-x4gfghQlX9Ag7ouP7ovyeR?L_DsoHRLtO4tArkykcEY 1-5-0 5-1-9 9-10-1 1-5-0 5-1-9 4-8-7 2 1 3x4 = .....--- ... ---- 2x4 11 5 SAY — NAILED NAILED NAILED LOADING (psf) SPACING- 210-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL .25 TC 0.60 Vert(LL) -0.03 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(CT) -0.01 6 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP NO.2 REACTIONS. (lb/size) 4=126/Mechanical, 2=444/0-10-7, 6=293/Mechanical Max Harz 2=282(LC 4) Max Uplift 4=-187(LC 4), 2=-286(LC 4), 6=-188(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-660/409 BOT CHORD 2-7=-510/590, 6-7= 510/590 WEBS 3-7=0/270, 3-6=-637/551 Scale = 1:23.0 I` 0 �Ch PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); 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 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. 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) except 6t=lb) 4=187, 2=286, 6=188. 6) 'NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (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)1 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 10= 76(F= 38, B— 38) 13_ 36(F— 18, B— 18) US� 3.4869 •• e ' (L i i s'A •� 41/ s P • A .......... Julius Lee PE No,34869 MITak USA, Ina. FL Cert 6634 6904 Parke East Blvd. Tampa R- 33610 Date: August 24,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10/03,2015 BEFORE USE. Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Bbfore use, the building designer must verlfy 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 collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seepNSLM11 CualByCiBeilo, DSO-89 and SCSI00ding Component 6904 Parke East Blvd. Safety Infannatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply T14926208 1338789-PSLP-LOBRUTTO HJ71 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 3494b O.LGV A Wmy G9 GV 10 rva I en a uwu ica, 1 u « _. — , -a` ID:isHchTlSssUA394me90vb7ycGrZ-PGE1 ul RgITIXIyTchVQBBeXVdd5oOuBOdkdiNAykcEX 1-5-0 3-8-0 6-0-3 9-10A 1-5-0 3-8-0 2-4-3 3.9-14 3xl2 MT20HS = NAILED NAILED 9-1 Scale=1:22.8 0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.23 9 >486 240 MT20 244/190 TCDL 7.0 ' Lumber DOL 1.25 BC 0.87 Vert(CT) -0.22 9 >503 180 MT20HS 187/143 BCLL 0.0 i` Rep Stress Incr NO WB 0.31 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 48 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD 2x4 SP No.1 `Except' BOT CHORD Rigid ceiling directly applied or 5-9-12 cc bracing. 3-9: 2x4 SP No.2 WEBS 2x4 SP No.2 `Except' 3-9: 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-1-15 REACTIONS. (lb/size) 5=78/Mechanical, 2=470/0-10-7, 7=363/Mechanical Max Horz 2=282(LC 22) Max Uplift 5=-107(LC 4), 2=-316(LC 4), 7=-288(LC 8) Max Grav 5=79(LC 19), 2=470(LC 1), 7=363(LC 1) I FORCES. (lb) i Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-276/7, 3-4=-1101/831 BOT CHORD 3-8— 952/1049, 7-8=-946/1041 WEBS 14-8=-228/376, 4-7— 1092/992 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp D; End., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has; been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=107, 2=3161 7=288. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5= 54, 2-9= 20, 3-6=-20 Concentrated Loads (lb) Vert: 10=44(F=22, B=22) 11=-4(F= 2, 13 2) 12=-47(F=-23, B=-23) 14=-25(F= 13, B=-13) 15=-75(F=-37, B=-37) LYAJ IUS� [FF /psi ®� CAN'S•®® �. No 34869 � r N Ali - Julius Lee PE No:34869 MITek USA, Inc. R. Cert 6634 6904 Parka East Blvd. Tampa R. 33610 Date: August 24,2018 ® WARNING - Ve�Iy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03l2015 BEFORE USE. Design valid for Use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. I Bracing Indicated Is to prevent buckling of Individual truss web 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 property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSYWII QualifyCdleft DSB-89 and BCSI Bugding Component 6904 Parke East Blvd. Safety Informallonavallable from Truss Plate Institute, 218 N. Lee street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926209 1338789-PSLP-LOBRUTTO K01 Half Hip Girder 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:01 2018 Page 1 ID:isHchTlSssUA394me90vb7ycGrZ-tSoQ5NR13nQON62oEDxQks4go1 PgIGmArNMHvdykcEW -1-0-0 5-10-12 9-9-0 14-3-10 19-2.0 J 1-0-0 5-10-12 3-10-4 4-6-10 A 0-6 0-1 4x6 = 3x4 = 5x8 = 1 3x8 11 "' --- 7x10 = "' --- 7x10 = ' _ 3x12 MT20HS II HTU26 HTU26 HTU26 HTU26 Scale = 1:36.9 5-10-12 9-9-0 14-3-10 19-2-0 5-10-12 3-10-4 4-6-10 4-10-6 Plate Offsets (X,Y)--f2:0-3-4,0-0-11,[8:0-3-8,0-4-41,f9:0-5-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.18 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.19 9-10 >999 180 MT20HS 187/143 BCLL 0.0; ` Rep Stress Incr NO WB 0.61 Horz(CT) 0.04 7 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix-SH Weight: 265Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. 6-7: 2x8 SP 240OF 2.OE, 5-9,6-8: 2x4 SP No.2 REACTIONS. (lb/size) 7=5081/0-7-10, 2=3839/0-7-10 Max Horz 2=357(LC 8) Max Uplift 7=-3094(LC 5), 2= 2661(LC 8) FORCES. (lb) -,Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD i 2-3=-7753/5335, 3-4= 5576/3685, 4-5=-5020/3383, 5-6=-3799/2400, 6-7= 4034/2609 BOT CHORD 1 2-10= 4946/6809, 9-10=-4946/6809, 8-9=-2400/3799 WEBS 3-10=-1703/2173, 3-9=-2302/1998, 4-9=-1458/2246, 5-9= 155311819, 5-8=-158011365, 1 6-8=-3401/5360 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. considered ,%�� 2) All loads are equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to tC' E. N.SF�•••• �o� ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. `'.® 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., v i NO 34869 s GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 •� 4) Provide adequate drainage to prevent water ponding. *�. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has' been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. * e 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ 8) Provide mech6nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) �✓ Q' • =(Ls 7=3094, 2=2661. 9) Use Simpson Strong -Tie HTU26 (20-10d Girder, 20-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 5-10-12 from the left end toconn ,C'•� �j \ s •;-O R *1 Q.•°G�,�� �� S� ' • • • • • �� ,� ace of bottom chord. 10) Use eSimpson ct truss eStrong-Tie s) to back fHTU26 Od Girder, 11-10dxl 1/2 Truss, Single Ply J# (20- Girder) or equivalent spaced at 2-0-0 oc max. starting at 7-10-12 from the left end to 17-10-12 to connect truss(es) to back face of bottom chord. Julius Lee PE No.34866 11) Fill all nail holes where hanger is in contact with lumber. MiTek USA, Inc. FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd: Tardpa FL 33610 Date:, August 24,2018 ® WARNING - VeIfilly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with iviTelca connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall j building design. IBracing 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 property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSWIi' QualityCdfella, DSB-89 and SCSI BuRdhig Component 6904 Parke East Blvd. Safety informallonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926209 1338789-PSLP-LOBRUTTO K01 Half Hip Girder 1 2 Job Reference. o tional Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:01 2018 Page 2 I D:isHchTlSssUA394me90vb7ycGrZ-tSoQ5NRI3nQON62oEDxQks4go1 PgIGmArNMHvdykcEW LOAD CASE(S)I Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 11-4=-541 4-6=-54, 2-7=-20 Concentrated Loads (lb) Vert:10=-1770(B) 9=-956(6)11= 956(B) 12=-956(6) 13=-955(6) 14=-942(B) 15=-942(B) _J ® WARN/NG -Verify design parameter; and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE . De sign val!d fo a truss system, t3efore use only with MiTek® connectors. fits design Is based only upon parameters shown, and Is for an individual building component not 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 collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYWII AuaW Weda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SaretylntonnatMnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926210 13387B9-PSLP-LOBRUTTO K02 Half Hip 1 1 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 -1-0-0 1. 4-9-4 1-0-0 4x6 = B.220 s may 24 ZUI5 mi I eK mdusiries, inc. Fri Aug 24 14:3/:02 20 i8 Faye i I D:isHchTlSssUA394me9ovb7ycGrZ-MfMoJjSwg4YF_Gc_owSfG3dtSRnXUjxJ416gS3ykcEV 3x4 = 10 5 M Scale=1:35.0 2x4 11 6x8 = 9-0-0 19.2-0 9-0-0 10-2-0 Plate Offsets (X Y)-- i8:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.20 7-8 >999 240 MT20 244/190 TCDL -7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.41 7-8 >544 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) -0.03 7 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix-SH Weight: 103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except` BOT CHORD 6,-7: 2x6 SP No.2 REACTIONS. (lb/size) 7=686/0-7-10, 2=763/0-7-10 Max Harz 2=333(LC 12) Max Uplift 7=-446(LC 9), 2=-417(LC 12) FORCES. (lb) -Max. CompJMax. Ten— All forces 250 (lb) or less except when showri. TOP CHORD 2-3=-1131/1199, 3-4=-885/863, 4-5= 744/871 BOT CHORD 2-8=-1416/1006, 7-8= 701/552 WEBS 13-8= 316/613, 5-8= 234/320, 5-7= 712/940 Structural wood sheathing directly applied or 5-3-7 oc purlins, except end verticals. Rigid ceiling directly applied or 4-10-6 oc bracing. NOTES- i 1) Wind: ASCE 7-10; Vult=I fumph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Extedor(2) 9-6-0 to 17-5-13, Intedor(1) 17-5-13 to 18-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss hasl been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss his been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 7=446, 2=417! % ••GEN ,e No 34869 t*' N. 0R� •• ..♦ % Julius Lee PE'No.34869 MITek, USA, Inc. FL Gert66$4 6904 Parka East Blvd. Tampa FL 33610 Date:. August 24,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design vaild for dse only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal 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 fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSOpll Cual6yCi9eda, DSO-89 and BCS1 Bugdlgg Component 6904 Parke East Blvd. Safety Infonnalkn3vallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926211 1338789-PSLP-LOBRUTTO K03 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:03 2018 Page 1 I D:isHchTISssUA394me9ovb7ycGrZ-grvAW 3TYbOg6cQBBMezupH901 rBuDFITJhrN_VykcEU 1-0-0 4-9-4 9-0-0 10-2-0 , 12-2-0 19-2-0 1-0-0 4-9-4 4-2-12 1-2-0 2-0-0 7-0-0 ' Scale = 1:35.4 0 4x6 = 4x6 = 3x4 = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.64 Vert(LL) -0.15 8-9 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.31 8-9 >719 180 BOLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) -0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- IBRACING- TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP NO.2 WEBS 2z4 SP No.3 *Except` BOT CHORD 7;8: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 8=686/0-7-10, 2=763/0-7-10 Max Horz 2=290(LC 12) flax Uplift 8=-402(LC 13), 2=-426(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1125/1194, 3-4=-871/874, 4-5=-744/883, 5-6=-850/963, 7-8=-188/316 BOT CHORD 2-10=-1323/992, 9-10=-807/730, 8-9=-1001/854 WEBS 3-10= 329/585, 5-9= 375/346, 6-9=-280/397, 6-8=-897/1070 i 6x8 = PLATES GRIP MT20 244/190 Weight: 105 lb FT = 20% Structural wood sheathing directly applied or 5-3-3 oc pudins, except end verticals. Rigid ceiling directly applied or 4-11-11 oc bracing. 1 Row at midpt 6-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Extedor(2) 9-0-0 to 12-2-0, Interior(1) 12-2-0 to 18-1 1-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--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 betweenithe bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=402, 2=426. ®, •,� G IV's ,P® `� • •v F•`•,• 0 ` No 3.4869 w yi n a 0. .. R ® e e •4.OR1�•• Julius Lee PE No34869 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with Milek0 connectors. This design is based only upon parameters shown, and is for on individual building component, hot a truss system. Before use, the 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAAfWMI1 OualByCrSeda, DSB-89 and SCSI BuIlding Component 6904 Parke East Blvd. SaletylnfomtaRonzvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14926212 1338789-PSLP-LOBRUTTO K04 Roof Special Girder 1 1 I Job Reference (optional) uuraers rlrsisource, rort t-tece, rL a494b 8.220 s May 24 2018 MTek Industries, Inc. Fri Aug 24 14:37:04 2018 Page 1 I D:isHchTISssUA394me90vb7ycGrZ-11 TYj PUAMiozEZmNwLU7LUi9TETIyeDcYLbxWyykcET 1-0-0 ,7-0-0 12-2-0 14-2-0 19-2-0 1-0-0 ' 7.0-0 5-2-0 2-0-0 5-0-0 Scale=1:34.0 Special 5x8 = Special NAILED NAILED 46 = Special NAILED Special 7-0-0 12-2-0 14.2-0 19-2-0 7-0-0 5-2-0 2-0-0 5-0.0 LOADING (psf) I SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 TCDL 7.0 Lumber DOL 1.25 BC 0.77 BCLL 0.0 Rep Stress Incr NO WB 0.56 BCDL 10.0 Code FBC2017[TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.1 `Except` 4-5,5-6: 2x4 SP No.2 BOT CHORD 26 SP N0.2 WEBS 2'c4 SP No.3 "Except* 6-7: 2x6 SP No.2 REACTIONS. (lb/size) 7=1325/0-7-10, 2=140810-7-10 Max Horz 2=222(LC 8) Max Uplift 7=-1017(LC 9), 2= 1065(LC 8) FORCES. (lb) -''Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2470/1852, 3-4=-2122/1708, 4-5=-2343/1841 BOT CHORD !2-10=-1700/2110, 8-10= 1706/2131, 7-8=-1695/2141 WEBS 13-10=-135/642, 4-8=-1401616, 5-8=-185/279, 5-7=-2366/1885 6x8 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.16 2-10 >999 240 MT20 2441190 Vert(CT) -0.17 8-10 >999 180 Horz(CT) -0.07 7 n/a n/a Weight: 96 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 1 Row at midpt 5-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp D; Encl., G0pi=0.18; MW FRS (envelope); 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 betweeri the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=1017, 2=1065. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (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) 206 lb down and 406 lb up at 7-0-0, and 2061Ib down and 406 lb up at 12-2-0 on top chord, and 319 lb down and 205 lb up at 7-0-0, and 319 lb down and 205 lb up at 12-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loadsl(plf) Vert: 1-3= 54, 3-4=-54, 4-5= 54, 5-6=-54, 2-7=-20 Concentrated Loads (lb) Vert: 3= 159(F) 4= 159(F) 9= 54(F) 10= 319(F) 8=-319(F) 11= 11 O(F) 12= 110(F) 13= 54(F) %�a�� V%Ou S ®` GEN'S• NO 34869 r. % r . � P T�•• �.0RXO•.• ASS; •••...•,• ���� Julius Lee PE'No.34869 MITek USA, Inc' FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 10la32015 BEFORE USE. ' Design valid for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems; seeANSYMI1 AualBy CrBada, DS949 and SCSI Building Component 6904 Parke East Blvd. Safety lnformationavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926213 1338789-PSLP-L BRUTTO L01 Common Girder 1 I2 Job Reference (optional) Builders FirstSouirce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:06 2018 Page 1 ID:isHchTlSssUA394me90vb7ycGrZ-EQbJ84VQuJ2hTtwml mXbQvnaU28aQYsv?f42bgykcER 1-0-0 3-9-1 7-7-0 11-4-15 15-2-0 16-2-0 , 1-0-0 3-9-1 3-9-15 3-9-15 3-9-1 1-0-0 Scale = 1:29.3 3x8 G 2x4 11 6x8 = HTU26 7x10 = 2x4 11 HTU26 3x8 HTU26 HTU26 HTU26 5-10-12 9-3-4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.46 BC 0.85 WB 0.49 Matrix-SH DEFL. in Vert(LL) 0.12 Vert(CT) -0.13 Horz(CT) 0.04 (loc) I/defl Ud 9-10 >999 240 9-10 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 175lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or a-3-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=4105/0-7-10, 2=2702/0-7-10 Max Horz 2=116(LC 7) Max Uplift 6=-2527(LC 9), 2=-1897(LC 8) FORCES. (lb) -!Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5149/3592, 3-4=-5244/3725, 4-5=-5334/3544, 5-6=-6483/4070 BOT CHORD 2-11=-3178/4501, 10-11=-3178/4501, 9-10=-2429/3697, 8-9=-3503/5703, 6-8= 3503/5703 WEBS 4-9=-1516/2554, 5-9=-1279/734, 5-8=-585/1291, 4-10= 1914/2361, 3-10=-408/382 NOTES- 1) 2-ply truss to ble connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7- 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 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) 6=2527, 2=1897. 8) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 20-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent at 5-10-12 from the left end to connect trusses) to front face of bottom chord. 9) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max starting at 7-10-12 from the left end to 13-10-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) (Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads'(pif) Vert: 11-4=-54, 4-7=-54, 2-6=-20 1 �e--%w'L1 J S�F° ®� G E 34869 • s <v�: ��✓moo � �.URI�.�����. �oo�o �� N P►L Ee.>• ��Nlll i ti .1%� Julius Lee PENo,34669 mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 01-7473 rev. 10103=5 BEFORE USE Design valid for use only wlih MITekV connectors. This design Is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of individual truss web 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 property damage. For general guidance regarding the fabricatlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSW11 QualityCreedid, DSB-89 and BCSI Bu9dhtg Component Safety lnfannatlon3vallable from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexancirla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 I Jab Truss Truss Type Oty Ply T14926213 1338789-PSLP-LOBRUTTO 1-01 Common Girder 1 Job Reference (optional) tjuiiaers YIrsIJOUrce, t-on r'rece, I-L 34y4b LOAD�CASE(S)l Standard Concentrated Loads (Ib) Vert: 10= 1702(F) 12= 956(F) 13= 956(F) 14=-956(F) 15= 1019(F) tl.'LZU s May 24'ZU18 MI I eK industries, Inc. I-rI Aug Z4 14:3/:Ub 2U1t1 F'age 2 I D:isHchTlSssUA394me90vb7ycGrZ-EQbJ84VOuJ2hTtwml mXbQvnaU28aQYsv?f42bgykcER A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1.7473 rev. 10103,2015 BEFORE USE. ' Design valid for use only with Milek5 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 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. Additlonal 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, seeAArSVW11 GualBy Creerla, DSB-89 and BCS1 BuBdLV Component 6904 Parke East Blvd. Safety lntounaBonovallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926214 1338789-PSLP-LOBRUTTO L1 Hip Girder 2 1 Job Reference (optional) Builders FirstSodree, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:10 2018 Page 1 I D:isHchTlSssUA394me90vb7ycGrZ-7Brp_SYxyYZ7yU EXGcbXblyMXfhiMT5VwH2FkbykcEN 0-8-0 2-0-0 3-6-0 5-6-0 6-2-0 0-6-0 2-0-0 1-6-0 2-0-0 0-8-0 Scale = 1:13.1 NAILED 4x6 = 4x6 = NAILED NAILED 2x4 = 2x4 = 2-0-0 .3-6.0 5-6-0 2-0-0 1-6-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-SH Weight: 22 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=236/0-4-0, 5=236/0-4-0 Max Horz 2=36(LC 26) Max Uplift 2=-163(LC 8), 5=-163(LC 9) Max Grav 2=243(LC 33), 5=243(LC 34) FORCES. (lb) -!Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD �2-3=-312/165, 4-5=-311/162 BOT CHORD 2-8=-107/281, 7-8=-104/285, 5-7=-1051280 Structural wood sheathing directly applied or 5-6-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has lbeen 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) except Qt=lb) 2=163, 5=163. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD GASE(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: 11-3=-54, 3-4= 54, 4-6= 54, 2-5= 20 `,eeL111T1�f0�o J S Z.F o000 %% ,. •.•.....� So ®� C E o�v ` �'� F•`•• si • v • N 34869 o ® m d s d + 1 .o. Julius.Lee PE N04869 MITek, USA, Inc. FL Cert 6634 6904 Pafite East Blvd. Tampa FL 33610 Data:. August 24,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MII.7473 rev. 10/0 M15 BEFORE USE. ' Design valid for use only with Mrfe',0 connectors. This design Is based only upon parameters shown, and Is for an Individual binding 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 truss web and/or chord members oniy.,Addllional 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, erection and bracing of Trusses and truss systems, seeANSUTPI► GualByClBeda, DSB49 and SCSIOuldbig Component 6904 Parke East Blvd. Safety InformaRon3vaiiable from Truss Plate Institute- 218 N. Lee Sheet, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply i T14926215 1338789-P6LP-LO1JRUTTO L02 Common 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:06 2018 Page 1 ID:isHchTISssUA394me90vb7ycGrZ-EQbJ84VQuJ2hTtwm1mXbQvnV72ASQdRv?f42bgykcER -1-0-0 7.7.0 15-2-0 16-2-0 , 1-0-0 7-7-0 7-7-0 1-0-0 3 5x6 = 4X = 2x4 II 4x6 = 15-2-0 Scale = 1:28.8 7-7-0 7-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.14 4-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1,25 BC 0.77 Vert(CT) -0.15 4-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 4 n/a n/a ' BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 57lb FT=20% LUMBER- ' TOP CHORD 2z4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2�' 4 SP No.3 REACTIONS. (Ib/size) 2=60910-7-10, 4=609/0-7-10 Max Horz 2=-116(LC 10) Max Uplift 2=-361(LC 12), 4=-361(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-3= 750/784, 3-4=-750/784 BOT CHORD 12-6=-416/584, 4-6=-416/584 WEBS 3-6=451341 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. NOTES- •1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0.0, Interior(1) 5-0-0 to 7-7-0, Exterior(2) 7-7-0 to 13-7-0, Interior(1) 13-7-0 to 16-21.0 zone;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 bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=361. 4=361.. �rt�nrtie�, C,ENS� �Ae 34869 d- . .` �oR,�P�:`,� Julius Lee PE No.34869 MITek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: . August 24,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M11.7473 rev. 10/03&015 BEFORE USE ' Design valid for u$e only with MITettV Connectors. This design Is based only upon parameters shown, and Is for an Individual bukd{ng component, hot 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAALWMII Guallly C1Bada, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa/etylntonnallolravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tanya, FL 33610 Job Truss Truss Type city Ply T14926216 1338789-PSLP-LOBRUTTO L03 Hip Girder 1 1 Job Reference (optional) 13UIIderS Ftrst5ource, FOR Niece, FL 34y45 O.ZZV 5 IVlay G9 GV 1 O IVII 1 tlR 11 WUOIIItlJ, II Iti. rl I —u c•i i•r.�i.vo w,� rayc ID:isHchTISssUA394me90vb7ycGrZ-Aoj3ZmXhOwlPiB488BZ3W KtvestKuXjCSzZBfjykcEP 1-0-0 4-0-0 7-7-0 11-2-0 15-2-0 16.2-0 1-0-0 4-0-0 3-7-0 3-7-0 4-0-0 1-0 0 Scale =1:28.5 46 = 3x4 = 2x4 11 NAILtU NAILtU NAILtU IVAILCU 3x4 = 3x4 = NAILED NAILED 4-0-0 17-2-0 4-0-0 I Plate Offsets (X Y)-- (2:0-2-0 Edqe) (3:0-5-11 0-1-81 (3:0-5-8 0-2-41 14:0-2-7 0-2-11j (4:0-3-3,0-2-21,(5:0-2-0,Edgel LOADING (psf) ! SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.09 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.20 7-8 >690 180 BCLL 0.0 Rep Stress incr NO WB 0.14 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix-SH Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc puffins. 3,-4: 2x4 SP M 31 Except: BOT CHORD 2x4 SP No.2 6-0-0 oc bracing: 3-4 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. REACTIONS. (lb/size) 2=76510-7-10, 5=766/0-7-10 Max Horz 2=-68(LC 25) Max Uplift 2=-569(LC 8), 5=-569(LC 9) FORCES. (lb) -'Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1274/904, 3-4= 1099/861, 4-5=-1277/905 BOT CHORD 2-8— 787/1083, 7-8=-780/1096, 5-7=-741/1086 WEBS i3-8=0/376, 4-7=0/377 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpf=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adecidate drainage to prevent water ponding. t% J11 1'tf 111111 �y 11 4) This truss has" been designed for a 10.0 psf bottom chord Ifve load nonconcu Trent with any other live loads. ON ,�fL�Us L�F 0� •.S 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 .• .#, `v! a .� C' will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) ®o® .• �, �``•.• 2=569, 5=5691 3.44869 •; 7) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �' o. 71t', 8) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) (Standard a. o ' 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (pit) �✓ �` Q. $ �� • 0' R 1 Q.••��,`� Vert: 1-3= 54, 3-4= 54, 4-6= 54, 2-5= 20 s Concentrated Vert: 30 Loads 39 B 8= 24 B 7_ 24 B 11=-31 B 12= 31 B 13=-31 B 14=31 B 15=-16 B 16=-16 B 17= 16 B psfiNAlillt 16=-1s(B) Julius Lea PE No:34869 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE114I1-7473 rev. 10MY2015 BEFORE USE. Design valid for use only with MI Tel.M connectors. This design Is based only upon parameters shown, and is for an Individual binding component, not a truss system. Before use, the building 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 truss web 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 property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSIRPII Oual6yCrBeft DSB-89 and BC518D0ding Component 6904 Parke East Blvd. Safety /ntonnaHonovdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply - T14926217 1338789-PSLP-L6BRUTTO M01 Hip 1 1 Job Reference (optional) Builders FirstSotirce, Fort Piece, FL 34945 5x8 = 8.220 s May 24 2018 MiTek Industries, Inc, Fri Aug 24 14:37:11 2018 4x6 = Scale: 3/8°=1' d) d6 v 4-10-0 12-8-0 17-6-0 r 4-10-0 7-10-0 4-10-0 Plate Offsets (X Y)-- f3:0-5-4 0-2-01 f4:0-3-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.07 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.15 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, 3=4: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except` WEBS 1 Row at midpt 3-8 - 2111,5-7: 2x6 SP No.2 REACTIONS. (falsize) 11=701/0-6-10, 7=701/0-6-10 Max Horz 11=80(LC 11) Max Uplift 11=-359(LC 12), 7=-359(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-783/881, 3-4=-655/898, 4-5=-784/881, 2-11=-666/955, 5-7=-666/954 BOT CHORD 8-10=-586/654 WEBS 2-10=-523/630, 5-8=-521/630 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7F10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., , III I l ld►� GCpj=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,,�? ,�Ou S•00e 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. ®�� •• Ci S �• ,�#' ; '�,` �`'•••• �s 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenl the bottom chord and any other members. `,v N 34869 w •; 6) Provide mechanical connection (by others) of truss to, bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 7k �• 7ir +_ 11=359, 7=359. • ® • m r 1 : � i 40 0.. 0 ,. 40 O R % •; .. Julius Lee PE No.34869 MITek UBA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 24,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473rev. 10MI2015 BEFORE USE Design valid for use only with MineicV connectors. Tnis 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 truss web and/or chord members only. Additional temporary and permanent bracing 1, • 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 truss systems, seeANSNIpII CualByCriteda, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety lnfonnaHonzivallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14926218 1338789-PSLP-LOBRUTTO M02 ROOF SPECIAL GIRDER 1 i 1 ' Job Reference (optional) Builders Firstsource, 1-1-0 Fort Piece, FL 34945 46 = 6.22U S May 24 ZU18 Mil eK maustries, Inc. rrl Aug 24 14:3/:1Z ZU1b rage 1 ID:isHchTlSssUA394me90vb7ycGrZ-3ayaP8aBT9pgBoNvN1e?gA1cGTJvglRnNbXMoUykcEL 6-2-0 10-3-4 1 14-8-0 1 17-6-0 , 18-7-0 , I•1_114,91 NIAILCU Jiltl(:I Scale=1:32.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.09 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.0811-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 114 lb FT = 20% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc pudins, BOT CHORD 21i6 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except- BOT CHORD Rigid ceiling directly applied or 6-8-7 oc bracing. 2113,7-9: 2x6 SP No.2 REACTIONS. (lb/size) 9=789/0-6-10, 13=778/0-6-10 Max Horz 13� 156(LC 25) Max Uplift 9= 767(LC 9), 13=-538(LC 8) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 880/684, 3-4=-835/690, 4-5=-1359/1328, 5-6 684/773, 6-7=-788/816, 2-13=-739/556, 7-9=-7451755 BOT CHORD 01-12= 919/1156, 10-11=-1232/1359 WEBS 3-12=492/587,4-12=-746/765,4-11=-371/271,5-10=-777/640,2-12=-460/664, 7-10=-714/694 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 71 10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; 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 Joint(s) except Qt=lb) 9=767, 13=538. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (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) 100 Ib down and 206 lb up at 14-8-0 on top chord, and 77 lb down and 72 lb up at 14-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads;(plf) Vert: 1-2=-54, 2-3— 54, 3-4=-54, 4-6=-54, 6-7— 54, 7-8= 54, 9-13= 20 Concentrated Loads (Ib) Vert: 6= 2(B) 11=-2(B) 5=-2(B) 10— 3(B) 14=-2(B) 15= 152(B) 16=-2(B) �o%��LI JS LF'��i, ♦� • V, F•••, ®00 e 0 34.86`9 e Julius Lee -PE No.34869 MITek USA, Inc. FL Cert 61i34 6904 Parke East Blvd. Taftipa FL 33610 Date:, August 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. ' Desgh valid for u$e only with MITekV Cohnectors. 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 the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, seeANSI/IPI r CuafOy Cd illd, DSB-89 and BCS1 Bu9ding Component 6904 Parke East Blvd. Surety/nformatbmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926219 1338789-PSLP-LOIBRUTTO M03 COMMON 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:13 201 B Pagel I D:isHchTlSssUA394me90vb7ycGrZ-XmWycUbq ETxhpyy6xk9EDOamFti0Zp9xcFHvKwykcEK 1-1-0 4-6-0 9-0-0 1-1-0 4-6-0 4-6-0 3x6 II 4.6-0 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.01 5-6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0 ,` Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' BOT CHORD 2 17: 2x6 SP No.2 REACTIONS. (lb/size) 7=39510-6-10, 5=314/Mechanical Max Horz 7=131(LC 9) Max Uplift 7=-233(LC 12), 5= 175(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 330/469, 3-4=-323/453, 2-7=-363/718, 4-5= 310/497 Scale = 1:24.6 PLATES GRIP MT20 244/190 Weight: 51 lb FT = 20% Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; end vertical left 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=233, 5=175. 1 e GENS y 34869 � r e : : X e r Z Oil\ • P • % Julius Lee PE No.34869 MiTek USA, )no. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date:. August 24,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ° Design valid for use only with tvIlleke connectors. This design Is based only upon parameters shown, and Is for cin 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 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 Inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSOPII Aual9yCr@erla, DS9,89 and BCSI RuDding Component 6904 Parke East Blvd. Sotetylnlormaflonz3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 372, Alexandria, VA 22314. TarMa, FL 33610 i Job Truss Truss Type city Ply T14926220 1338789-PSLP-LOBRUTTO M04 COMMON 1 1 I Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:15 2018 Pagel ID:isHchTISssUA394me90vb7ycGrZ-T9ei19c4m4BP2G6U39Bilpf6ogOZ1 kIE3ZmOPpykcEl 1-1.0 4-6-0 9-0-0 10-1-0 4-6-0 4-6-0 1-1-0 I Scale=1:24.7 46 = 8 3x8 = 63x6 II 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.01 7-8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 21,8,4-6: 2x6 SP No.2 REACTIONS. (Iblsize) 8=387/0-6-10, 6=387/0-6-10 Max Harz 8=-162(LC 10) Max Uplift 8=-234(LC 12), 6=-234(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-314/444, 3-4= 314/444, 2-8=-3541718, 4-6=-3531718 PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7, 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; end vertical 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) This truss has peen 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 bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=234,6=234. U ,,,�a� S' ® CENq ®® VP 34', •i 0. ii jp N r, E %%�� Julius Lee PE'No.34869 MITak'USA, Ine. FL Cert 6634 6904 Parke East' Bhld. Tampa FL 33610 Date:, August 24,2018 ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ° Design vdid for use only with MITelcO connectors. This design is based only upon parameters shown, and Is for at 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 truss web and/or chord members only. Addillonal 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- erection and bracing of trusses and truss systems, seeANSUIPII QualityC1R0do, DSB-89 and SCSI Building Component 6904 Parke East Blvd.Safety lnfomloBonavdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14926221 1338789-PSLP-LOIBRUTTO M05 COMMON GIRDER 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:16 2018 Page 1 I D:isHchTlSssUA394me90vb7ycGrZ-xLC5FVdiXOJGgPhhcsixgOCH?41Dm9ZNl DVZxFykcEH 1-1-0 4-6-0 9-0-0 10-1-0 4-6-0 4-6-0 1-1-0 4x6 = 12 11 10 9 83x6 II 3x6 11 3x4 = 2x4 11 3x4 = 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.00 7 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 7 n/r 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FB02017ITP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except' BOT CHORD 2,11,E-9: 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:25.4 PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-0-0. (lb) - Max Harz 12� 162(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 8 except 12= 109(LC 8), l l= 177(LC 12), 9=-176(LC 13) *x Grav All reactions 250 lb or less at joint(s) 12, 8, 10, 11, 9 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-143/528, 3-4=-95/299, 4-5=-94/300, 6-8=-143/504 BOT CHORD 110-11= I24/316, 9-10=-124/316 WEBS 3-11=-164/511,5-9=-168/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7i 10, Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; end vertical 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIfPI 1. 4) Gable requires' continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) . 12=109, 11=1717, 9=176. ..ON.\ L1US� �F,4 %, ,. '••••i •.•. �I ' °•\ON °�'•, vo b �®. 34869 �CZ i . 4c/ '��.c� •° L OR 1 P•=tea. • O • %J N Al Julius Lee PE No.34869 MITek USA, Inc. FL Geri 604 6904 Parke East Mid. Tampa FL 33610 Date:. August 24,2018 A WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with tainekO 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 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 collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUIPII AuaU1y CiCedd, DSB-89 and BCSI Bu9ding Component 6904 Parke East Blvd. Safety lnlomfaRonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandrla, VA 22314. Tampa, FL 33610 I i Job Truss Truss Type Qty Ply T14926222 1338789-PSLP-LOBRUTTO V01 VALLEY 1 1 I Job Reference (optional) Builders FirstSoufce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:17 2018 Page 1 I D:isHchTlSssUA394me90vb7ycGrZ-QXmTSreKlh R71ZGtAaDAN EkUd U2JVcOW XtF7UhykcEG 1-1-0 6-10-0 10-8-0 17-6-0 18-7-0 , '1-1-0 6A 0-0 3-10-0 6-10-0 1-1-0 i, 4x6 = 4x6 = 15 14 13 12 ti 10 93x6 II 3x6 11 2x4 11 2x4 11 3x4 = 2x4 11 2x4 11 Scale=1:36.5 17-6-0 17-6.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 83 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2z4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP NO.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2z4 SP No.3 I REACTIONS. All bearings 17-6-0. (lb) - Max Harz 15=-200(LC 10) Max Uplift All uplift 100 lb or less at joints) 11, 13 except 15=-167(LC 12), 9— 168(LC 13), 10= 264(LC 13), i 14=-264(LC 12) Max Grav All reactions 250 lb or less at joint(s) 15, 9 except 10=280(LC 20), 11=255(LC 26), 14=283(LC 19), 13=255(LC 25) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-185/526, 2-3= 110/267, 3.4= 181/454, 4-5=-173/448, 5-6=-183/448, 6-7=-103/261, 7-9=-185/522 WEBS 6-10=-232/467, 3-14=-234/468 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-1-0 to 4-11-0, Interfor(1) 4-11-0 to 6-10-0, Exterior(2) 610-0 to 18-7-0 zone; end vertical 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 ponding. 4) Gable requireslcontinuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) 11, 13 except (Jt=lb) 15=167,19=168, 10=264, 14=264. �%,`'vLIUS� LF '0 ,� ,.• a....•.• ♦I ♦ .• •.\'gip E N S+�.o'•, o♦ii No 34869 r r � Julius Lee PE No.34869 MITek, OM Inc. FL 634 Cert 6 6904 Parke East Blvd. Tattipa FL 33610 Date: August 24,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITe'� connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 r� 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 truss systems, seeANSI/tPI► QualifyCrBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnfonnatlonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926223 1338789-PS .P-LOBRUTTO V02 GABLE 1 1 � Job Reference (optional) , Builders FirstSodree, Fort Piece, FL 34945 8.2-20 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:18 2018 Page 1 ID:isHchTlSssUA394me90vb7ycGrZ-ukJrfBfy3?Z_vjr3kHkPwRHexulCE3agmX_gOBykcEF 9-9-9 19-7-2 v 0 0 4x6 = 2x4 11 5x6 = 2x4 11 19- Scale=1:35.3 LOADING (psf) SPACING- 2-0-0 Csl. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-SH Weight: 73 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2z4 SP No.3 I REACTIONS. All bearings 19-7-2. (lb) - Max Horz 1=-124(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-380(LC 12), 6— 380(LC 13) lax Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=420(LC 23), 6=420(LC 24) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1281298, 3-4= 128/298 WEBS 2-8= 326/615, 4-6=-326/615 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Expr D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 9-9-9, Extedor(2) 9-9-9 to 15-9-9, Interior(1) 15-9-9 to 18-11-9 zone;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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe 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 except at=1b) 8=380, 6=380. 1 oe � `��' Fes`.•: ,i. NO 34.8.69 0. es e li 0 Julius Lee PE No.34869 MITekUSA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 39610 Date:. August 24,2018 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIh7473 rev. 10)=015 BEFORE USE. ' Design vaild for use only with MRelcb 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 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 collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAAISWI► QualityClBsdta, DSB-69 and BCSI BaBding Component 6904 Parke East Blvd. Safety lntolmaBonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply T14926224 1338789-PSLP-LOBRUTTO V03 Valley 1 1 � Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:19 2018 Page 1 ID:isHchTlSssUA394me90vb7ycGrZ-MwtDtXfagJhrXtQFI?GeSfgrsHluzWGp_BkEYaykcEE V 0 0 7-9-9 46 = Scale=1:28.3 3x4 i 8 7 6 3x4 2x4 11 2x4 11 2x4 11 048 15-6-10 LOADING (psf) 1 SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 56lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. 'All bearings 15-6-2. (lb) - Max Horz 1=-97(LC 8) Max Uplift All uplift 100 lb or less at joints) 1, 5, 7 except 6=-287(LC 13), 8=-287(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=314(LC 24), 8=314(LC 23) 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-256/518, 2-8=-256/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 71,10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9, Intedor(1) 6-7-9 to 7-9-9, Exterior(2) 7-9-9 to 13-9-9, Interior(1) 13-9-9 to 14-11-9 zone;C-C for members and forces t£ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requiresicontinuous 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 �`ti111.1IIf� JS• will fit betweenithe bottom chord and any other members. l�,� �uLt LFF 'G 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except 6=287, 8=287. 4�� ° E �,'•:, io • SFo'°�� ��i at=lb) 0� 1,, .° N 3486:9 a. Julius Lee PE No.34869- MITek USA, Inc. FL Cert 6534 6904 Parke Easf Blvd. Tampa FL 33610 Date: August 24,2018 ® WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03&015 BEFORE USE. ' Design valid for use only with MITekV connectors. this design is based only upon parameters shown and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeAA%*7P1I QualityOffeda, DSB49 and BCSI BuShcrlg Component 6904 Parke East Blvd. Safety Bdonna/lonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926225 1338789-PSLP-LOBRUTTO VO4 Valley 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:20 2018 Page 1 I D:isHchTlSssUA394me90vb7ycGrZ-g6Rb4tgDbcpi9l?Srint?sMy4hOuizpzDrTn4OykcED 5-9-9 11-7-2 5-9-9 . 5-9-9 4x6 = Scale = 1:20.5 4 3x6 Z� 3x6 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 . Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=171/11-6-2, 3=171/11:6-2, 4=423/11-6-2 Max Harz 1=70(LC 9) Max Uplift 1=-118(LC 12), 3=-130(LC 13), 4=-193(LC 12) Max Gram 1=174(LC 23), 3=174(LC 24), 4=423(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=256/456 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7; 1o; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;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 chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between! the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=118, 3=130, 4=193. i {{d{I1111]►t�� o�% '�C, E IV S''• �A® 3480 - e e �. Imo✓ 0 • • i �., N A' E`w� Julius Lee PE No.34869 MITek USA Inc. FL Cert 6634 6904 Parka East Blvd: Tampa FL 33610 Date:. August 24,2018 A WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 1010312015 BEFORE USE. ' Deslrr,n valid for Use only with MITelr& connectors. This design Is based only upon parameters shown, and Is for or individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Wis 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV1P11 GuamyC19alfa, DSB-89 and BCSI Building Componanf 6904 Parke East Blvd. Safety lnfonoalfonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14926226 1338789-PSLP-LOBRUTTO V05 Valley 1 1 Job Reference (optional) Builders FirstSoui ce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Fri Aug 24 14:37:20 2018 Page 1 I D:isHchTlSssUA394me9ovb7ycGrZ-g6Rb4tgDbcpi9l?Srint?sM 1 gh3Si_SzDrTn4OykcED 3-9-9 7-7-2 3-9-9 3.9-9 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 7.0 Lumber DOL 1.25 BC 0.30 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=105/7-6-2, 3=105/7-6-2, 4=260/7-6-2 Max Horz 1=43(LC 9) Max Uplift 1=-72(LC 12), 3= 80(LC 13), 4=-118(LC 12) Max Grav 1=107(LC 23), 3=107(LC 24), 4=260(LC 1) 2x4 II FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-168/316 4x6 = 3x4 Scale = 1:15.1 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 71 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511t; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterfor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requiresi 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 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, 3 except (jt=lb) 4=118. A%ss�1 ru1►101 vLIUS. CF ,JJJi • s 3486.9 e - Julius Lee PE No.34869 Mf1ek USA Inc. FL Cert 66U 6904 Parke East' Blvd. Tampa A.33610 Date: A......r 13A 13n11Q ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valld for use only with MITek0 connectors. This design Is based only Upon parameters shown, and Is for an Individual bxtficiing component, not a truss system. Berpre 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 M!Tek` Is always requlred'for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSMIJ QuaMyCdtedo, DSB-8,9 and BCSI Building Component 6904 Parke East Blvd. Safety lntolmaNOinvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14926227 1338789-PSLP-LOBRUTTO V06 Valley 1 1 Job Reference (optional) Buimers F irsttsource, t-on rlece, rL avawb q 0 0 O.ZG V b rVIQy 49 L V 10 IVI I I— I I IU-11—, 1.... n. n V a—, Y.o i ­ av . r .'do i I D:isHchTlSssUA394me90vb7ycGrZ-11?_I DhrMwxZmBZePQ16X4v7T5P7RSA6SV DKdTykcEC 2x4 i 2x4 II 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- I 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=136/4-5-0, 3=136/4-5-0 Max Horz 1=125(LC 12) Max Uplift 1=-59(LC 12), 3=-122(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-148/321 Scale=1:13.9 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% Structural wood sheathing directly applied or 4-5-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;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 fora 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 betweenithe bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 3=122. III I fill EN 3.4869 :. Julius Lee PE No:34869- MITelt USA, Inc. FL Cert 66M 6904 Parke Easf Blvd. Tampa FL 33610 Date:, August 24,2018 Q WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualifyCrtredo, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Infoaoaildhavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply T14926228 1338789-PSLP-LOBRUTTO V07 Valley 1 1 Job Reference (optional) Bunaers hirsi'OUrce, tort Niece, t-L 34V4b a 6 2x4 tl.GLU s lvlay G4 Gulb IVII I eK Inuu5u let$, [Tic. rll Huy G'1 14:J/:LL GV IO raye I ID:isHchTlSssUA394me90vb7ycGrZ-mVZMVZiT7E3QOKegz7pL4HSP3VogAvQGg9yu9vykcEB 2-5.8 2-5-8 2x4 II 2 3 Scale = 1:8.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 8 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2z4 SP No2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=62/2-5-0, 3=62/2-5-0 Max Horz 1=57(LC 12) Max Uplift 1=-27(LC 12), 3— 56(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-5-8 oc purlins, except end verticals. Rigid ce€frog directly app€ied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 700; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;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 fora 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 betweenithe bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 1 ��. vLIU.S ZF ii s I • No 34869 OP • it = 10 e • �`•' 4.0RXO•.•'��. ;p'N,A' E% Julius Lea PE No.34869 N)ITek USA Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 39610 Date: August 24,2018 I ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE Design Valid for use only with MITeI.0 connectots. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Befbre 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 MOW 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, seeANS►/Tpil AualByCtffG , DSB-89 and BCSI BuBditig Component 6904 Parke East Blvd. Surely lnlonnatbinvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14926229 1338789-PSLP-L6BRUTTO V08 Valley 1 1 Job Reference (optional) Oullaers rlrsloource, rarr Nece, rL 84e110 6 o.ccv a rviay c I D:IsHchTI SssUA394me90vb7ycGrZ-mVZMVZiT7E300K8gz7pL4rHuSPSVnxAvOGg9yu9vykocyEo B i 3-7-2 _ I 199 3x4 = Scale = 1:7.2 2 6.00 12 �� 2x4 i 2x4 3 ro a 3-6-10 3i7r2 3-6-10 0-0-8 Plate Offsets (X Y)-- (2.0-2-0 Edgel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FB02017fTP12014 Matrix-P Weight: 9lb FT=20%a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=86/3-6-2, 3=86/3-6-2 Max Horz 1=-16(LC 8) Max Uplift 1=-48(LC 12), 3=-48(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced robf live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8r MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requi resi 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 ithe 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, 3. 0 ♦%11%JS VIP 34.86910 P . \ •�v,; Julius Lee PE No.34889 NUTek,bm Inc. FL Pert 66M 6904 Parke East Blvd: Tampa FL 33610 Date: August 24,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101012015 BEFORE USE. " Design valid for use only with MfTekO connectors. This design Is based only upon patameters shown, and Is for an Individual binding 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. Biacing 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII 9ual0yCifie , DSB-89 and SCSI Bu0dIng Component 6904 Parke East Blvd. Safety/ntoanaHor/nvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1r,d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in M►Tek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/7I1: N_ational-Design Specification for_Metol__ Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 C O U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek` MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, is always required. See BCSI. 2, Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7, Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 1 W. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review -all -portions of -this design -(front, -back, -words — and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.