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Home My WebLink AboutTrussS. { 60' 0" 1 1 0 1 1 1 / 1 1 1 1 1 1 1 1 1 1 1 1 I ��'G %////:U//.�/;%//// %//// %//U %///G. %//// %//// %///% %/C'//.•%////. Y/////'03.W.✓//// %////:% %////%////�%////%'%////%%//% Cil I — cis �\ C] '- • - -c , all C12 AHU ON 1... �\ -�1 - MINN 1\ mid■. �1►:._..►-.:..z._�_•.:.:►z..a� ,� I:�� -�: ■ ■ar/.i////✓////'✓////✓//// i//// i//// i/s// i///% - o� R JIEWED FOR \ \1,F COD17 1 l �" y ST. UtAt (ruu1V 0 T o B4 BOW 20' 3" 17' 7" 37' 10" 22' 2" 60' 0" H I i i APPROVED ❑ APPROVED AS CORRECTED ❑ REV!SE AND RESUBMIT ❑ FOR YOUR INFORMATION AND USE ❑ INCOMIPLE T E SUBMITTAL ❑ NOT APPROVED Checking is only for conformance with the design concept of the Project and compliance with the information given in the Contract Documents. Contractor is resp oRVWsttfar„4im6nsions to be confirmed and �aa1c,'rel��t . ,job site; for infomtation t�s`I' ZR _rls.scl�l �.jabrication processes 'ate. �lar3 EN Qfa,ona �tiiSo- and for �ne 8m ag" V_ nF x CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI•B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (10. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS OF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Baekcharges WIII Not Be Accepted Regardless of Fault Without Prior Notiflcation By Customer Within 48 Horns And Investigation By Builders FlmtSource. NO EXCEPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. TRUSS CONNECTION -LIST CI PRODUCT LUS24 7 HTU26 HTU28 -ti,HHUS26-2 1 ;HGUS26-2 HGUS28-2 HGUS28-3 Q CONN. BY OTHERS BUILDER: PORT SAINT LUCIR PROP RES: STILLER MODEL: MAUI ADDRESS: GUILOTTI DR LOT/BLOCK: — CITY: PORT SAINT LUCIE COUNTY ST LUCIE CO DRAWN BY: JL JOB tl : 2208853 DATE: 01/10@0 SCALE: NTS •%: :::••' ),Nj, AGER LEGEND \\ �� '•f,,��qq� �a SHOWN ARE HTU26 UNLESS NOTED `'' D�11E 11aaaa • - ALL 4x2 FLOOR HANGERS SHOWN ARE HRUS46 REVISIONS: UNLESS NOTED OTHERWISE 1. MAIN WIND FORCE RESISTING.SYSTEM/C•C HYBRID WIND ASCE7.10 ENCLOSED EXPOSURE CATEGORY C OCCUPANCY CATEGORY 11 WIND LOAD 160 MPH `TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS ROOF LOADING FLOOR LOADING TCLL: 20 PSF TCLL: PSF TCDL: 07 PSF TCDL: PSF BCDL: 10 PSF BCDL: PSF TOTAL: 37 PSF TOTAL PSF DURATION: 1.25 DURATION: 2. 3. IMPORTANT 4. its Drawing Must Be Approved And Returned Before Fabrication Will igin. For Your Protection Check All mansions And Condition Prior To �� Builders Approval Of Plan. �j y� NOTES SNATURAND DIMENSIONS HAVE BELOW INDICATES E .1 ■ I�out e BEEN ACCEPTED. By 701 S. KINGS HIGHWAY FORT PIECE, FL 34945 Ph. (772) • 461 5475 r f ' f ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek" gm 10 RE: 2208853-PSLP-STILLER - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: STILLER Model amps, FL 33610-4115 Lot/Block: . Subdivision: . Address: GULLOTTI DRIVE, . City: PORT SAINT LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 53 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 2 T19103817 T19103818 Al A2 1/10/20 1/10/20 23 24 T19103839 T19103840 Cl C2 1/10/20 1/10/20 3 4 T19103819 T19103820 A3 A4 1/10/20 1/10/20 25 26 T19103841 T19103842 C4 C5 1/10/20 1/10120 5 6 T19103821 T19103822 A5 A6 1/10/20 1/10/20 27 28 T19103843 T19103844 C6 C7 1/10/20 1/10/20 7 T19103823 A7 1/10/20 29 T19103845 C8 1/10/20 8 9 T19103824 A8 1/10/20 30 T19103846 C9 1/10/20 10 T19103825 T19103826 A9 A10 .1/10/20 1/10/20 31 32 T19103847 T19103848 C10 C1l 1/10/20 1/10/20 11 12 T19103827 All 1/10/20 33 T19103849 C12 1/10/20 T19103828 Al2 1/10/20 34 T19103850 C13 1/10/20 13 14 T19103829 T19103830 A13 A14 1/10/20 1/10/20 35 36 T19103851 T19103852 C14 C15 1/10/20 1/10/20 15 T19103831 A15 1/10/20 37 T19103853 C16 1/10/20 16 T19103832 A16 1/10/20 38 T19103854 CJ1 1/10/20 17 T19103833 A17 1/10/20 39 T19103855 CJ3 1/10/20 18 19 T19103834 B1 1/10/20 40 T19103856 CJ5 1/10/20 T19103835 B2 1/10/20 41 T19103857 CJ31 1/10/20 20 21 T19103836 T19103837 B3 B4 1/10/20 1/10/20, 42 43 T19103858 T19103859 CJ51 D1 1/10/20 1/10/20 22 T19103838 B5 1/10/20 44 T19103860 D2 1/10/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. rx - ,JUN 2 29 2020 Permitting L -)t i) �I�i o. r�Pnt UIN STATE 'OF.' 6900arke_East elyd Tampa R. 33610 Date: January 10,2020 Velez, Joaquin 1 of 2 MI'D MiTek 0 RE: 2208853-PSLP-STILLER - MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: STILLER Model:.. Lot/Block: . Subdivision: . Address: GULLOTTI DRIVE — City: City: PORT SAINT LUCIE State: FL No. Seal# Truss Name Date 45 T19103861 EJ1 1/10/20 46 T19103862 ER 1/10/20 47 T19103863 EJ11 1/10/20 48 T19103864 HJ7 1/10/20 49 T19103865 HJ71 1/10/20 50 T19103866 V1 1/10/20 51 T19103867 V2 1/10/20 52 T19103868 V3 1/10/20 53 T19103869 V4 1/10/20 2 of 2 Job Truss Truss Type Qty ply T19103817 2208853-PSLP-STILLER Al Roof Special Girder 1 1 Job Reference o tional Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:58:18 2020 Facie 1 w: iuv t<r vvoDU vclvj Kr WdJ Kb Wgz8k98-bPg7RU7gbDH8bovBtoy5iJxEaV1_gGoHTJCG2FzwkaZ 36-6-14 - -0- 8-3-13 14-11-3 20.11-0 28-0.0 35-46 3 3- 41-0.0 -0- 8-0-13 6-7-6 5-11-13 7-1-0 7.4-6 0-11- 21-6 25-2 5x6 = ST1.5x8 STP = 20 19 18 23 17 24 16 15 14 LUS24 4x6 - 3x6 = ST1.5x8 STP = 3x6 = 3x4 = 3x8 = 3x6 = 3x4 ST1.5x8 STP = LUS24 = 2x4 I I 3x4 11 5x6 = 5x6 = 83-13 14-11-3 28- -0 354-6 3 2- 41-0-0 83-13 36-3-8 6-7-6 13-0.13 74-6 Scale = 1:89.3 date Littsets (X Y)- [3:0-3-0 0-3-4], [6:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 TCDL 7.0 Plate Grip DOL 1.25 TMatnx-SH Vert(LL) -0.09 2-20 >999 360 MT20 244/190 BCLL 0.0 Lumber DOL 1.25 Rep Stress Incr NO Vert(CT) -0.21 2-20 >451 240 BCDL 10.0 Code FBC2017fTP12014 Horz(CT) Wlnd(LL) 0.06 0.12 12 2-20 n/a >782 n/a 240 Weight: 238 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 20=1428/0-7-10, 12=1377/0-7-10, 2=266/0-7-10 WEBS Max Horz 2=297(LC 27) Max Uplift 20=-608(LC 27), 12=-513(LC 9), 2=-57(LC 8) Max Grav 20=1428(LC 1). 12=1377(LC 1), 2=297(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-229/284, 3-4=765/303, 4-5=-762/402, 5-6=-781/372, 6-7=-971/382, 7-8=-456/210, 8-9=-614/664 BOT CHORD 17-18=-200/646, 15-17=-222/804, 14-15=-149/283, 7-13=-976/480, 12-13=780/639 WEBS 3-20=-1232/653, 3-18=-234/833, 5-17=-146/362, 4-18=3401199, 7-15=-179/748, 6-17=-348/289, 8-12=-885/349, 9-12=-544/487, 8-13=-543/1199 Structural wood sheathing directly applied or 5-5-10 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at mjdpt 4-17. 6-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever 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 chard live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except at=lb) 20=608,12=513. 7) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent at 38-0-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 8) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent at 40-0-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 9) Fill all nail holes where hanger is in contact with lumber. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33 lb down and 46 lb up at 38-0-12, and 73 lb down and 24 lb up at 40-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ;Joaquin -Velez PE'No:68182! MiTek USA,+Inc.F.L.Cert 6634 `6904 Parke East Blv .`iarnpa FL;33610' ;Date;. ;ontinued on Daoe z January l u,2U2u ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 1010WO15 BEFORE USE. Design valid for use only with MiTek® 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 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, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply 2208853-PSLP-STILLER Al T19103817 Roof Special Girder 1 TJ.b ference o tional Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:58:19 2020 Pace 2 wauvm, vvoDuvcNIr rvv,3Jlc6Wgz6k98-3bENeg8lMWQ?DyUNRV FKFWUPKvMDPj2QizxpahzwkaY LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=54, 5-8=-54, 8-10=54, 2-14=-20, 11-13=-20 AWARNING -.Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty ply 2208853-PSLP-STILLER A2 Roof Special 1 1 T19103816 Builders First Source. Plant laity FI - a9saa Job Reference o tional 8.240 s Dec 6 2019 MI I eK industries, Inc. Fri Jan 10 13:58:37 2020 Page 1 I D: ibVR7W6bGVcNj KrW3JK6Wgz8k98-X3KB Q_Mb72hS NjsrUHoYzJEVX97xdnP4gmJmDfzwkaG 36-11-8 . - -0- BJ-13 1411J 20.11-0 26-10- 3 - 34-M 41-0.0 -0 83-13 6-7-6 5-11- 33 6-11-13 74-11 1-7.2 5x6 = ST1.5x8 STP = 21 20 19 23 18 24 17 16 15 14 2x4 11 3x8 = ST1.5x8 STP = 3x6 = 3x4 = 3x8 = 3x6 = ST1.5x8 STP = 2x4 II 3x4 = 2x4 II 2x4 I 1 36.60 e-3-13 1411-3 26.10-13 3c 3438 36-1 -8 41-0.0 8-3-13 6-7-6 11-11-10 3�-11 1-0-1 0 - 4-0-8 Scale = 1:90.6 plate uttsets (X Y)— 12:0-8-0,0-0-101(3:0-3-0 0-3-4] (9:0-3-0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCDL 7.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.74 Vert(LL) -0.13 15-16 >999 360 MT20 244/190 BCLL 0.0 Rep Stress Incr YES BC 0.52 WB 0.78 Vert(CT) -0.29 15-16 >999 240 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Wind(LL) 0.12 2-21 >787 240 Weight: 239 lb FT = 20% LUIV tit-K- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-15: 2x4 SP No.1 REACTIONS. (lb/size) 21=1581/0-7-10, 12=1371/0-7-10, 2=148/0-7-10 Max Horz 2=263(LC 12) Max Uplift 21=-598(LC 12), 12=-491(LC 13), 2=-59(LC 8) Max Grav 21=1581(LC 1), 12=1371(LC 1), 2=217(LC 23) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-18. 6-18 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-228/518, 3-4=660/589, 4-5=-705/680, 5-6=-713/673, 6-7=910/578, 7-8=-501/185, 8-9=-413/302, 9-10=-538/372 BOT CHORD 2-21=-426/199, 19-21=-404/191, 18-19=-263/566, 16-18=251/746, 15-16=-65/296, 12-13=-301/573, 11-12=-301/573, 10-11=-286/554 WEBS 3-21 =-1 385/782, 3-19=-321/970, 5-18=-274/353, 4-19=418/250, 7-16=-384/550, 7-13=-827/645, 9-11=-207/276, 6-18=357/279, 6-16=-97/257, 8-13=-587/1112, 8-12=-999/673 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-11-0, Exterior(2) 20-11-0 to 26-10-13, Interior(1) 26-10-13 to 36-11-8, Exterior(2) 36-11-8 to 41-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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 = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except at=lb) 21=598, 12=491. vaa4iirA Vel6i-PE'T1o:98182i MiTek USA ine F,gCert 6634 8904 P,afkeast Blvd; Tampa F,L 33610`. Date: January 10.2020 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M1h7473 rev. 101032015 BEFORE USE. Design valld for use only with MiTek® 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 p p Is always required for stability and. to prevent collapse with possible personal injury and property damage. For general guidance regarding the I VliTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TFl1 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Builders rruss type Qty Ply LLER A3 Roof Special 1 1 T19103819 Job Reference (optional ce, IPlant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:58:38 2020 Page 1 ID: ibVR7 W6bGVcNjKrMJK6Wgz8k98-?FuZeKN D uMpJ?tR 12_JnWXmh2ZoeM iXD3Q2Ki5zwkaF 35-4-6 - -0- 8-313 14-11-3 20.11.0 26-9-1 32-3.8 3411-8 2- 41-0-0 1-0. 8-3-13 6-7.6 5-11-13 5-10.1 5-6-7 2-8-0 - 1 4.9-13 5x6 0-4-14 Scale = 1:92.6 = 5 �u 16 - 17 -- •- ,., 14 --- .. 3x8 = ST1.5x8 STP = 3x6 = 3x4 = 3x8 = 46 = 3x4 = ST1.5x8 STP = 2x4 11 46 = 4x6 = 30-3-8 c1 I� in _ I9 17 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 0.69 BC 0.94 WB 0.57 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.27 15-17 >999 360 -0.46 15-17 >726 240 0.06 12 n/a n/a 0.12 2-20 >781 240 PLATES GRIP MT20 244/190 Weight: 242lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins. 8-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 4-17, 6-17, 6-15 REACTIONS. (lb/size) 20=1444/0-7-10, 12=1384/0-7-10, 2=254/0-7-10 Max Horz 2=263(LC 12) Max Uplift 20=-557(LC 12). 12=-51 O(LC 13), 2=75(LC 13) Max Grav 20=1444(LC 1), 12=1384(LC 1), 2=281(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-159/324, 3-4=752/596, 4-5=-763/681, 5-6=-763/676, 6-7=837/522, B-10=-251/150, 10-11=-517/365 BOT CHORD 17-18=-251/646, 15-17=-246/749, 14-15=-126/574, 13-14=-530/886, 12-13=-238/508, 11-12=-266/536 WEBS 3-20=-1244/786, 3-18=-324/853, 5-17=-266/388, 4-18=362/241, 6-17=-259/301, 10-1 2=-1 139/1084, 10-13=-514/738, 7-15=-164/369, 7-14=-992/626 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-11-0, Exterior(2) 20-11-0 to 26-9-1, Interier(1) 26-9-1 to 34-11-8, Exterior(2) 34-11-8 to 41-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing'plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 20=557, 12=510. 'Joaijuiri Velez PE'Mo:88182`• +..M,iTek USA,FIrie�;F.J3:Cert:6834 ,- r6904ParireEastBlv&, arepaF.L,33910' Dater January 10,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the bulltling 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, see ANSI1TPI1 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 36610 Type Special T19103820 Builders First Source, Plant City, FL - 32566, 6 eu2019 Mice o nonal 8.240 s Dec 6 2019 iTek Industries, Inc. Fri Jan 10 13:56:40 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-xdOJ270TQz3OEAbQ9PMFbys1 bNWpg9KWXkXQgzzwkaD --0- 8-3-13 1411-3 20-11-0 26-10-13 30.3A 32-11.6 354-63 2- 41-0.0 6-7-6 5-11-13 5-11-13 3-0-11 2-e-0 24-140- -1 4-9-13 5x6 = 5 19 -- 18 16 15 3x8 = ST1.5x8 STP = 3x6 = 3x4 = 3x8 = 4x6 = 3x8 —_ ST1.5x8 STP = 3x6 I I 4x6 = 3x6 II 4x6 = Scale = 1:92.6 n STP = Im 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 FBC2017ITP12014 CSI. TC 0.69 BC 0.83 WB 0.71 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.27 16-18 >999 360 -0.46 16-18 >726 240 0.02 13 n/a n/a 0.12 2-21 >781 240 PLATES GRIP MT20 2441190 Weight: 253 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* Structural wood sheathing directly applied or 5-10-4 oc purlins. BOT CHORD 10-15: 2x4 SP No.3 Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS WEBS 2x4 SP No.3 1 Row at midpt 4-18, 6-18, 6-16 REACTIONS. All bearings 0-7-10 except Qt=length) 12=0-8-0. (lb) - Max Horz 2=263(LC 12) Max Uplift All uplift 100lb or less atjoint(s) 12, 2 except 21=-559(LC 12), 13=454(LC 13) Max Grav All reactions 250lb or less atjoint(s) 12 except 21=1434(LC 1), 13=1382(LC 1), 2=289(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-159/290, 3-4=-760/599, 4-5=-767/722, 5-6=-764/714, 6-7=804/741, 7-8=-696/613, 8-10=-133/299, 10-11 =-I 36/298, 11-12=-91/378 BOT CHORD 18-19=-252/652, 16-18=-330/742, 15-16=-150/364, 14-15=-385/880, 13-14=-253/125, 12-13=-284/147 WEBS 3-21=-1235/886, 3-19=-424/832, 5-18=296/382, 7-16=467/457, 4-19=-356/296, 11-13=-1127/780,11-14=-317/746,6-18=-258/389,8-15=948/423,8-16=412/850 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-11-0, Exterior(2) 20-11-0 to 26-9-1, Interior(1) 26-9-1 to 32-11-8, Exterior(2) 32-11-8 to 38-11-8, Interior(1) 38-11-8 to 40-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 2 except Qt=lb) 21=559, 13=454. iJoagSili Velez.PE`No:138182i ' MiTek;USA,+Inc �FL'`CaM 6894'� . 8904; Parke'EasNBlvd.,Tagipaf l 33610` tatei January 10,2020 AWARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11171.7473rev. 1010312015 BEFORE USE. Design valid for use only with MTeke 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 /� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPIf Quality Criteria, DSB-89 and SCSI Building Component r Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Type Special T19103821 Builders Plant City, FL - 32566, 8.240 s DecV6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:41 2020 Page 1 ID: ibVR7 W6bGVcNjKrW3JK6Wgz8k9B-PgZiGLP5BHBlsKAcj7tU89099mSJZfygIOH_MQzwkaC 0- 8-3-13 14-11-3 0— 10 26-3-8 8-3-8 30-11-8 35 4-6 3 -2 3-0- 1-0 8-3-13 6-76 5-11-13 5 4-8 2-0-0 2 8-0 4 4-14 0- 43 4-9-13 10- 5x6 = 5 ST1.5x8 STP = 20 19 18 24 17 16 25 26 3x6 = 15 14 3x8 = ST1.&B STP =3x6 = 3x4 = 3x8 = 4x6 = 3x8 = ST1.5x8 STP = 3x6 I1 2x4 11 4x6 = 3x6 I I Scale = 1:94.7 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 0.89 BC 0.81 WB 0.55 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Lid -0.25 15-17 >999 360 -0.46 15-17 >725 240 0.02 12 n/a n/a 0.12 2-20 >783 240 PLATES GRIP MT20 244/190 Weight: 246 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 82x4 No.3 Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 x4 SP No.3 .3 10-0-0 oc bracing: 17-18 9-6-15 oc bracing: 15-17. REACTIONS. All bearings 0-7-10 except (jt=length) 10=0-8-0. WEBS 1 Row at micipt 6-17, 4-17 (lb) - Max Horz 2=254(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 10, 2 except 20=-554(LC 12), 12=-446(LC 13) Max Grav All reactions 250 lb or less at joint(s) 10 except 20=1419(LC 1). 12=1389(LC 1), 2=295(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1511272, 3-4=766/614, 4-5=-770/739, 5-6=-785/710, 6-7=561/581, 7-8=-669/594, 8-9=-122/314, 9-10=-144/397 BOT CHORD 17-18=-228/659, 15-17=-361/738, 8-13=-890/553, 12-13=271/185, 10-12=302/208 WEBS 3-20=-1219/881, 3-18=-411/806, 5-17=-237/362, 6-17=-214/364, 6-15=-545/441, 8-15=-284/795, 4-18=-349/288, 9-12=1147/805, 9-13=-504/780 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-11-0, Exterior(2) 20-11-0 to 26-11-0. Interior(1) 26-11-0 to 30-11-8, Exterior(2) 30-11-8 to 36-11-8, Interior(1) 36-11-8 to 42-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2 except Qt=lb) 20=554, 12=446. `Joaijuio Nelez PE;No:88182:, 'MiTekUSAr+IncrELl:Cer16834 _ 6904 Pafkefast Blvti.`,Tempa F.L'-;33@10' Dater January 10,2020 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312o15 BEFORE USE. Design valid for use only with MiTek® 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Ply Special T19103822 Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:43 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-MChSh1 QMjuRb5eJ?rYvyDaUYtabT1XyzDim5QlzwkaA 29 613 - - 8J-13 14-11-3 2 -11-0 2e-3-8 2&11-8 35h6 3 2- 41-0.0 4 -0. -0- 83-13 6-7-6 5-11-13 54-6 2-8-0 -0- a 5x6 = ST1.5x8 STP = 20 19 18 22 17 23 16 24 15 14 3xb = 3x8 = ST1.5x8 STP = 3x6 = 3x4 = 3x8 = 3x6 = 3x8 = ST1.5x8 STP = 3x6 1 2x4 11 4x6 = 3x6 I I 29-6-13 Scale = 1:94.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) TCDL 7.0 -0.14 15-17 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.58 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.65 -0.23 15-17 >999 240 Horz(CT) BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.02 12- n/a n/a 0.12 2-20 >781 240 Weight: 250 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except` Structural wood sheathing directly applied or 5-9-15 oc purlins. BOT CHORD 8-14: 2x4 SP No.3 Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS WEBS 2x4 SP No.3 1 Row at midpt 6-15, 4-17, 6-17 REACTIONS. All bearings 0-7-10 except Qt=length) 10=0-8-0. (lb) - Max Horz 2=254(LC 12) Max Uplift All uplift 100 Ito or less at joint(s) 10, 2 except 20=-553(LC 12), 12=-477(LC 13) Max Grav All reactions 250 lb or less at joint(s) 10 except 20=1420(LC 1), 12=1395(LC 1), 2=294(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-154/275, 34=766/609, 4-5=-763/738, 5-6=-746/728, 6-7=-624/656, 7-8=-777/642, 9-10=-239/404 BOT CHORD 17-18=-226/666, 15-17=-306/730, 8-13=-942/793, 12-13=-267/269, 10-12=-300/292 WEBS 3-20=-1223/886, 3-18=-413/817, 5-17=-306/371, 4-18=340/296, 6-15=-355/294, 8-15=-268/716, 9-12=-1129/810, 6-17=-257/378, 9-13=-707/870 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-11-0, Exterior(2) 20-11-0 to 26-3-8, Interior(1) 26-3-8 to 28-11-8, Exterior(2) 28-11-8 to 35-2-10, Interior(1) 35-2-10 to 42-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2 except at=lb) 20=553, 12=477. LJoaquio:Velk 1 E'No,68182t MtTekUSA+Inc FL;Cert6834,- 8904:Parkefagt!BIVd fiampa_F, 13610' •Date: January 10.202n ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® 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 Aek� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing u is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iwiT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 36610 y Job Truss Truss Type Qty Ply T19103823 208853-PSLP-STILLER A7 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant Cify, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:58:44 2020 Pace 1 iu:lDvK/vvtiDlivcNjKrVV3JK6Wgz8k98-gPFquNR UCZSjouBOFQBIoOeD v?mzY6RMVezlzwka9 243-8 - -0- 8313 14-11-3 12-3-q 26-11-8 35-4-6 3 2- 41-0-0 4 -0- 1-0. 8-3-13 6-7-6 5-11.13 1-4-8'2-0-0 2-8-0 8-4-14 0- -1 4-9-13 1-0- ST1.5x8 STP = 3x8 = 5x6 = 5 5x6 = — 20 19 18 23 17 24 16 15 14 3x6 = ST1.5x8 STP =3x6 = 3x4 = 3x8 = 3x6 = ST1.5x8 STP = 3x6 II 3x8 = 3x4 II 4x6 = 3x6 I I i 8 8-3-133 14-111 � 3 24-3-8 26-11-8 35-4-6 3C-213 41 0 0 13 ' Scale = 1:94.7 date Uttsets (X,Y)-- [2:0-8-0 0-0-10] [3:0-3-0 0-3-4][7'0-3-8 0-2-41 LOADING (pso TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. DEFL. in (loc) I/clef] Lid PLATES GRIP TCDL 7.0 Lumber DOL 1.25 TC 0.97 BC 0.69 Vert(LL) -0.14 14-15 >999 360 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.76 Vert(CT) Horz(CT) -0.28 14-15 0.02 12 >999 n/a 240 n/a MT20HS 187/143 BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(LL) 0.12 2-20 >780 240 Weight: 256 lb FT = 20% BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-14: 2x4 SP No.3 WEBS 1 Row at midpt 6-15, 7-15, 4-17, 6-17 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except Qt=length) 10=0-8-0. (lb) - Max Horz 2=254(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 10, 2 except 20=-550(LC 12). 12=-521(LC 13) Max Grav All reactions 250 lb or less at joint(s) 10 except 20=1418(LC 1), 12=1409(LC 1), 2=295(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-156/273, 3-4=-766/585, 4-5=-755/712, 5-6=-698/741, 6-7=-650/682, 7-8=-836/658, 9-10=-326/430 BOT CHORD 17-18=-222/669, 15-17=-219/698, 8-13=-1068/992, 12-13=-292/347, 10-12=-324/370 WEBS 3-20=-1223/873, 3-18=-411/817, 5-17=-356/397, 4-18=-329/300, 9-12=-1112/788, 6-17=-299/358, 8-15=-224/649, 9-13=876/1000 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterjor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-11-0, Exterior(2) 20-11-0 to 24-3-8, Interior(1) 24-3-8 to 26-11-8, Exterior(2) 26-11-8 to 32-11-8, Interior(l) 32-11-8 to 42-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2 except (jt=lb) 20=550, 12=521. Joaquin•Ve1ez,PE,NoX818$ �MtTek;l1SA,�lne Fj�Cer�6834 r6904 Pii�kefast 61vd:�Tampa FL33610' January 10,2020 ®WARNING -Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® 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, see ANShTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 6904'Parke East Blvd. Tampa, FL 36610 ;Type Special 1 T19103824 Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:46 2020 Page I D: ibVR7W6bGVcNj KrW3J K6Wgz8k9B-m nNbJ3TE?ppAy52ZWgSfrD63pnYuEs7Pvg_ll dzwka7 - -0- 8-3-13 14-11-3 15- 15 20.11-0 2-3- 24-11-8 29-6-13 3 1-15 35-4-6 3 2 41-0-0 4 -0- 1-0. 8-3-13 6-7-6 0-1-12 5-10-1 -4-8 2-8-0 4-7-6 0- - 5-2-7 0- 1 4-9-13 1-0. � 12 d ST1.5x8 STI 3x8 = 23 22 21 ST1.5x8 STP =3x6 = 3x4 = 3x6 11 5x6 = 5x6 = 5x6 = 5 6 -trl- 7 26 20 3x8 = 19 18 27 3x6 = 3x8 = 17 3x4 = 13 Iq ST1.5x8 STP = 19 3x6 = 16 ST1.5x8 STP = 2x4 II 6x12 MT20HS = 3x6 II Scale = 1:94.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 TCDL 7.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.09 2-23 >999 360 MT20 244/190 BCLL 0.0 Lumber DOL Rep Stress Incr 1.25 YES BC 0.85 WB 0.81 Vert(CT) -0.21 2-23 >449 240 MT20HS 187/143 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Horz(CT) Wind(LL) 0.03 12 n/a n/a 0.12 2-23 >784 240 Weight:,276 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 10-16: 2x4 SP No.3 6-0-0 oc bracing: 2-23,21-23. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-20, 8-19, 6-20, 6-19 REACTIONS. All bearings 0-7-10 except at=length) 12=0-8-0. (lb) - Max Horz 2=254(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2 except 12=116(LC 13), 23=-574(LC 12), 14=-406(LC 13) Max Grav All reactions 250 lb or less at joint(s) 12 except 23=1503(LC 1), 14=1203(LC 1), 2=270(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-176/354, 3-4=751/577, 4-5=-770/717, 5-6=-680/757, 6-7=-659/724, 7-8=-791/756, 8-10=-782/656,10-11=-270/369 BOT CHORD 20-21=-227/639, 19-20=-1791658, 17-19=-289/660, 10-15=-513/321 WEBS 3-23=-1308/921, 3-21=-457/887, 5-20=-383/399, 4-21=-376/325, 8-17=-301/249, 10-17=-291/641, 11-14=-516/422, 6-20=-355/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, interior(1) 5-0-0 to 20-11-0, Exterior(2) 20-11-0 to 22-3-8, Interior(1) 22-3-8 to 24-11-8, Exterior(2) 24-11-8 to 30-11-8, Interior(1) 30-11-8 to 42-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except at=lb) 12=116, 23=574, 14=406. `Joaquin Velez PE'No,68182i `MTek llSp,+Inc FjL;Cert 6834 6904gaffeEastBlvti;;Tat' FL"-33610; January 10,2020 ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7479 rev. 10107/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e 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 passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2208853-PSLP-STILLER A9 Hip 1 1 T19103825 Job Reference o tional �, II IV. rl I Jarl I V Io,00:�o LULV rage 1 I D: ibVR7W6bGVcNj KrW3JK6Wgz8k98-iAULkkU UXR3uCPCyd5V7weSP RbEbiowiM_Tr6Wzwka5 14-11-3 21-6-8 2 -11- 29-6-13 35-4-6 3 -2- 41-0-0 1-0- 8-3-13 6-7-6 6-7-6 -5-0 6-7-6 5-9-94-9-13 1-0- 5x6 = 5x6 = STi.bxu STP = 22 20 L' 19 18 1/ Lb 16 156x12 MT20HS = 3x8 = ST1.5x8 STP = 3x6 = 3x4 = 3x4 = 3x6 = 3x4 = 2x4 11 3x6 11 3x4 = 3x6 II 1-3 Scale = 1:81.2 t rl Id 'lo, 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 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.22 2-22 >442 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.13 2-22 >767 240 Weight: 252 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-11 cc purlins. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 9-15: 2x4 SP No.3 WEBS 1 Row at midpt 4-19, 7-18 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except (jt=length) 11=0-8-0. (lb) - Max Horz 2=259(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-103(LC 8), 11=-115(LC 13), 22=-610(LC 12), 13=-399(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 11 except 22=1481(LC 1), 13=1207(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-229/384, 3-4=-770/634, 4-5=-776/764, 5-6=-653/761, 6-7=780/751, 7-9=-793/664, 9-10=-279/391 BOT CHORD 19-20=-261/649, 18-19=-1371626, 16-18=-335/677, 9-14=-504/318 WEBS 3-22=-1287/980, 3-20=-523/886, 4-20=-362/355, 7-18=-1611298, 7-16=-298/286, 9-16=-356/678,10-13=-535/433 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 21-6-8, Exterior(2) 21-6-8 to 31-5-5, Interior(1) 31-5-5 to 42-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 2, 115 lb uplift at joint 11, 610 lb uplift at joint 22 and 399lb uplift at joint 13. 1i6i W VeliizPE_Noi68182R' +M1TekllSA,llric ��,':Ce1t663Q�, r8904 Par ke,East BIVd'Tampa FL33910' ''Date: January 10,2020 ®WARNING -.Verify design parameters and READ NOTES ON TN75 AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. f 0/03/2015 BEFORE USE.. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Type T19103826 Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:212020 Page ID:ibVR7W6bGVcNjKrW3JK6Wgz8k9B-? M83W9YuBgjSFemYwWoKxZltiO1tW9j9HQwfazwkaW -1-0-0 7-4-5 , 14-2-3 21-0-0 23-6-0 29-2-13 34 11 10 41 0 0 1 0 0 7 45 6-9-13 6-9-13 2F-0 5-8-13 5-8-13 6-0-5 d 5x8 = 5x6 = 6 7 Scale=1:73.6 ST1.5x8 STP = 19 18 17 23 16 15 24 14 25 13 12 4x6 = 2x4 l 3x4 = 3x6 = 3x4 = 3x8 = 4x6 = 3x4 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.26 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.45 13-15 >999 24D BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Wind(LL) 0.19 16-18 >999 240 Weight: 264 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 4-6-12 oc bracing. REACTIONS. (lb/size) 2=1572/0-7-10, 12=1499/Mechanical WEBS 1 Row at midpt 5-16, 6-15, 8-15, 10-12 Max Horz 2=268(LC 12) Max Uplift 2=-554(LC 12), 12=484(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2817/1673, 3-5=-2271/1514, 5-6=-1705/1295, 6-7=-1427/1234, 7-8=-1666/1303, 8-10=-1924/1369, 11-12=-188/269 BOT CHORD 2-19=-1498/2420, 18-19=-1498/2420, 16-18=-1180/1958, 15-16=724/1449, 13-15=-928/1635, 12-13=-983/1584 WEBS 3-19=0/293, 3-18=-536/427, 5-18=-127/472, 5-16=-758/661, 6-16=-430/592, 6-15=-275/182, 7-15=-406/533, 8-15=-400/463, 10-12=-1941/1197 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 21-0-0, Exterior(2) 21-0-0 to 31-11-13„ Interior(1) 31-11-13 to 40-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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 = 1 O.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) 2=554, 12=484. I�. 'jy' i4 L i wwj 6i,t°E;No:if, 82!, M7ekUSA,+Inc F�?Cert6834,� i6904_Pa_rk� East Blyd_ ,Tampa t=433810 Date; January 10,2020 ®WARNING - Veilfy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MIl• 7473 rev. 10/03/201 S BEFORE USE. Design valid for use only with MiTek® 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, see ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. Tampa, 6904 Parke Easte East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.36610 Ply T19103827 First Source, Plant City, FL - 32566, ence o uonal 8.240 s Dece 6 6 2019 2019 MiTek Industries, Inc. Fri Jan 10 13:58:23 2020 Page 1 ID: ibVR7 W6bG VcNjKrW3JK6Wgz8k98-xM U uUBBpQlwRiZo8gLYGPMf3cWiS LVJOcbvljTzwkaU - -0- 6-8-5 12-10-3 19-0-0 25-6-0 3-7 4 -0-0 6-8-5 6-1-13 6-1-13 41-0-0 6-6-0 7-7-4 7-10-12 Scale = 1:73.3 5x6 = 5x6 = 6 7 ST1.5x8 STP = 16 21 15 22 14 23 13 12 24 4x6 = 3x4 = 4x6 = Us = 11 10 8 = 3x4 = 5x6 = 3x6 If 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 0.86 WB 0.63 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/dell L/d -0.28 14-16 >999 360 -0.50 14-16 >965 240 0.10 10 n/a n/a 0.17 14 >999 240 PLATES GRIP MT20 244/190 Weight: 239 lb FT = 20% LUMBER- TOP CHORD 2x4 SP No.2 BRACING - BOT CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 2-15: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 7-14, 8-13, 9-11 REACTIONS. (lb/size) 10=1499/Mechanical, 2=1572/0-7-10 Max Horz 2=250(LC 12) Max Uplift 10=-467(LC 13), 2=-540(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2777/1789, 3-5=-2558/1723, 5-6=-1862/1437, 6-7=-1603/1390, 7-8=-1796/1365, 8-9=-1994/1325, 9-10=-1427/1051 BOT CHORD 2-16=-1610/2407, 14-16=-1326/2025, 13-14=-802/1523, 11-13=-1075/1712 WEBS 3-16=-278/366, 5-16=-194/512, 5-14=-625/624, 6-14=-282/532, 7-14=-1661299, 7-13=-1511399, 8-13=-307/352, 8-11=-221/334, 9-11 =-1 039/1656 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 9CDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 19-0-0, Exterior(2) 19-0-0 to 33-11-13, Interior(1) 33-11-13 to 40-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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 Qt=lb) 10=467, 2=540. Joaquin Velez PE No;136j,82+ MtTekUSA}Ine FLCert6634 16904 Paft'.East Blvd; TgMpakAj610; Date:, January 10,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an Individual buildingcomponent, 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 MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street,, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Type 208853-PSLP-STILLER IA12 Hip T19103828 1 1 Builders First Source Plant City FL 32566, Job Reference (optional) 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:25 2020 Page 1 I D: ibVR7 W6bGVcNjKrW3JK6Wgz8k98-tlbevtD3yMA9xtxXnmakUnkPIKLbpPwJ4vO8oLzwkaS 12-10-3 17-0-0 22-3-0 97-6-0 33-1-4 341 41-0-0 -0. 6-8-56-1-134-1-13 5-3-0 5-3-0 5-7-4 -0- 6-10-12 Scale = 1:73.3 5x8 = 2x4 I I 5x8 = 6.00 12 6 20 7 21 8 ST1.5x8 STP = 16 24 25 17 16 26 15 27 14 13 12 3x4 = 11 4x6 = 3x4 = 3x6 = 3x4 = 3x6 = 5x6 = 3x6 II 3x6 = LOADING (psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCDL 7.0 Lumber DOL 1.25 TC 0.95 BC 1.00 Vert(LL) -0.22 2-18 >999 360 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.62 Vert(CT) Horz(CT) -0.48 , 2-18 >999 240 0.11 11 BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wlnd(LL) n/a n/a 0.19 16 >999 240 Weight: 256 lb FT = 20% LUMBER- TOP CHORD 2x4 SP No.2 BRACING - BOT CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midot R-19 7-19 In_,o REACTIONS. (lb/size) 11=1499/Mechanical, 2=1572/0-7-10 Max Horz 2=231(LC 12) Max Uplift 11=-448(LC 13), 2=-524(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2776/1862, 3-5=-2552/1782, 5-6=-1986/1572, 6-7=-1784/1496, 7-8=1784/1496, 8-9=-1849/1429, 9-10=-1982/1344, 10-11=-1423/1067 BOT CHORD 2-18=-1677/2408, 16-18=-1340/2019, 15-16=-1030/1732, 14-15=-882/1581, 12-14=-1090/1698 WEBS 3-18=-292/379, 5-18=-215/475, 6-16=-418/665, 6-15=-175/262, 7-15=-321/377, 8-15=-333/496, 8-14=-171/301, 5-16=-538/573, 9-14=-214/303, 9-12=-236/324, 10-12=-1032/1627 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 17-0-0, Exterior(2) 17-0-0 to 25-5-13, Interior(1) 25-5-13 to 27-6-0, Exterior(2) 27-6-0 to 35-11-13, Interior(1) 35-11-13 to 40-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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 Qt=lb) 11=448, 2=524. IN Joaquin Velez P No;68182. 4ekli$pilnF.d&666 c 34'_ 6904 Parke East BIvdTatnpa F.L 33610` January 10,2020 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not 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 p is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSNTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Type 1 Qty Ply T19103829 1 roi we u uondi rst Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:58:26 2020 Page ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-Mx916DDhjgioZ1 WILT6zl?HaQjjSYoTSJZBhKnzwkaR 0 7-9 4 15-0-0 22-3-0 29-6-0 36-8-12 41-0-0 -0- 7-9-4 7-2-12 7-3-0 7-3-0 7-2-12 4-3-4 Scale = 1:73.5 5x8 = 6.00 12 2x4 II 5x8, _ 4 17 5 18 6 ST1.5x8 STP = 14 13 21 12 22 11 10 9 4x6 = 2x4 II 5x6 = 3x6 = Sx6 = 3x6 = 3x6 II 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 FBC20171TPI2014 CSI. TC 0.92 BC 0.84 WB 0.86 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.19 12-13 >999 360 -0.35 12-13 >999 240 0.12 9 n/a n/a 0.20 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 234 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, WEBS 2x4 SP No.3 except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. REACTIONS. (lb/size) 9=1499/Mechanica1, 2=1572/0-7-10 WEBS 1 Row at midpt 3-13 Max Herz 2=213(LC 12) Max Uplift 9=-426(LC 13), 2=-505(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2810/1879, 3-4=-2196/1594, 4-5=-2043/1635, 5-6=-2043/1635, 6-7=-1941/1407, 7-8=-1687/1170, 8-9=-1467/1049 BOT CHORD 2-14=-1684/2413, 13-14=-1686/2409, 12-13=-1159/1885, 11-12=-957/1654, 10-11=-1012/1483 WEBS 3-14=0/319, 3-13=611/604, 4-13=-215/495, 4-12=-227/385, 5-12=-442/474, 6-12=-423/663, 7-11=-138/334, 7-10=542/528, 8-10=-1112/1609 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Exterior(2) 15-0-0 to 23-5-13, Interior(1) 23-5-13 to 29-6-0, Exterior(2) 29-6-0 to 37-11-13, Interior(1) 37-11-13 to 40-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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=ib) 9=426, 2=505. ®WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312016 BEFORE USE. Design valid for use only with Mi fek® connectors. This design is based only uponparameters 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 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, see ANSI/TP11 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexapdda, VA22314. `Joagbiii Velez PE;No,88182! !M7eklUSA,Inc Ft:Cert6633•,- '6904Par)Ce'fast'Blvd',Tampe_FGG"33610' •Date: " January 10,2020 �1e MiTek' 6904 Parke East Blvd. Tampa, FL 36610 3b Truss Truss Type TFT11nh 208853-PSLP-STILLER A14 T19103830 Hip Reference o tional Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58,28 2020 Pnnp 1 lu:l"V K / W6bG VcNjKrW3JK6Wgz8k98-IKHnXvFxFHYjoKg6Su8R6QMy7XNIOorlmtdoOgzwkaP d 0 q 6-9-4 13-0-0 19-2-0 25-4-0 3160 36 1 4 41 0 0 1 0 0 6 9 4 6 2 12 6-2-0 6-2-0 6-2-0 4-7-4 4-10-12 ST1.5x8 STP 4x6 = 5x6 = 6.00 12 4 5x6 = 3x4 = 5x6 = 5 18 19 6 7 Scale = 1:73.5 15 14 22 23 13 24 12 25 11 10 2x4 II 5x8 = 3x4 = 4x6 = 3x8 = 6x8 = 13-0-0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCDL 7.0 Plate Grip DOL Lumber DOL 1.25 1.25 TC 0.78 Vert(LL) -0.25 13-14 >999 360 MT20 244/190 BCLL 0.0 Rep Stress Incr YES BC 0.98 WB 0.48 Vert(CT) Horz(CT) -0.50 13-14 >976 240 0.13 10 BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Wind(LL) n/a n/a 0.21 13-14 >999 240 Weight: 228 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, 12-14: 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at mirint F_1d a-14 n_in REACTIONS. (lb/size) 10=1499/Mechanical, 2=1572/0-7-10 Max Horz 2=195(LC 12) Max Uplift 10=-438(LC 8), 2=-484(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2835/1918, 3-4=-2335/1663, 4-5=-2032/1594, 5-6=-2308/1736, 6-7=-1697/1327, 7-8=-1943/1415 BOTCHORD . 2-15=-1726/2439, 14-15=-1727/2436, 13-14=-1460/2321, 11-13=-1396/2209, 10-11=-1010/1468 WEBS 3-15=0/253, 3-14=485/538, 4-14=-397/726, 5-14=-545/376, 6-13=-40/343, 6-11=-821/588, 7-11=-349/593, 8-11=-107/391, 8-10=-1877/1328 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterior(2) 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 31-6-0, Exterior(2) 31-6-0 to 39-11-13, Interior(1) 39-11-13 to 40-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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) 10=438, 2=484. 'Joaquifi Vela PE, o;68182; �7i'feli USA,+Ine �L't:eA 6634 i6904 Parke East Blvd TampaFL33610`, Date: January 10,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not 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 IYIiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 36610 s Type City Ply Hip 1 1 T19103831 Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:30 2020 Page ID: ibVR7 W6bGVcNjKrW3JK6Wgz8k98-EiPXybGCnvoRI egVaJAvBrR12L62UcN2DB6vTZzwkaN -1�0-q 599-4 11-0-0 18-6-14 26-0-0 3352 41-0-0 1 0.0 5 9 4 5-2-12 7-6 14 7-5-2 7-5 2 7-6-14 5x6 = 4 3x4 = 5x6 = 5 19 6 3x4 = 7 gn Scale = 1:72.2 4x6 = 8 ST1.5x8 STP = 16 15 14 21 13 22 12 11 23 10 24 9 3x6 = 2x4 II 3x8 = 4x6 = 3x4 = 3x4 — 3x6 = 4x8 3x6 II — = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.23 12-13 >999 360 TCDL 7.0 Lumber DO 1.25 BC 0.79 Vert(CT) -0.46 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.28 12-13 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 9=1499/Mechanical, 2=1572/0-7-10 Max Horz 2=292(LC 12) Max Uplift 9=-621(LC 9), 2=-509(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2853/1823, 3-4=-2467/1613, 4-5=2168/1538, 5-6=2770/1831, 6-7=2586/1656, 7-8=-1707/1094, 8-9=-1432/1011 BOTCHORD 2-16=-1920/2457, 15-16=-1920/2457, 13-15=-1831/2770, 12-13=-1669/2599, 10-12=-1094/1707 WEBS 3-15=-362/445, 4-15=-369/754, 5-15=774/450, 6-12=-513/502, 7-12=-720/1098, 7-10=-1101/892, 8-10=-1345/2103 PLATES GRIP MT20 244/190 Weight: 230 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or4-1-15 oc bracing. 1 Row at midpt 8-9, 5-15, 7-12, B-10 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 19-5-13, Interior(1) 19-5-13 to 40-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pat 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 = IO.Opsf. 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) 9=621, 2=509. Joaquin •Vef6 PE No:68182: 'MiTek IJSA,Itic;�FL':Cert�6834,:_ `8904 Par[ce 1:ast elvdr,Tampa F.L'-;93610' Date: January 10,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M1F7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi rek® 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 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component l Blvd. e East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, 6904 Parke East0 cb Truss Truss Type Qty Ply 208853-PSLP-STILLER A16 T19103832 Half Hip 1 1 Job Reference o tional Builders First Source, Plant City, FL - 32566. 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:31 2020 Page 1 .11vuvlrMvvoJnovvgzoKao-IvzwgwtigXL;wltoPh80hek2—QPkPOD1PBSrrS?lzwkaM 1-0- 4-9-4 9-0-0 17-0-14 25-0-0 32-11-2 41-0-0 0- 4-9 4 4-2-12 8-0-14 7-11-2 7-11-2 8-0-14 6.00 12 1 0 ST1.5xe STP = 4x6 = 5x6 = 4 5x8 = 5 17 3x4 = 6 Scale = 1:72.2 5x8 = 5x8 7 a a 15 14 13 12 11 10 9 3x8 — 3x4 —_ 3x6 I I 4x6 = 3x6 = 5x8 = 3x4 = 9-0-0 17-0-14 25-0-0 32-11-2 41-0-0 9-0-0 R_n_1d ~late Offsets (X Y)— [4:0-3-0,0-2-0] [5:0-4-0 0-3-0] [7:0-4-0 0-3-0] [10:0-3-8 0-2-8] o-r,- w LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCDL 7.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.97 Vert(LL) -0.31 12-13 >999 360 MT20 244/190 BCLL 0.0 Rep Stress Incr YES BC 1.00 WB 0.94 Vert(CT) -0.63 12-13 >777 240 Horz(CT) 0.15 9 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH n/a n/a Wind(LL) 0.38 12-13 >999 240 Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD 7-8: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1499/Mechanical, 2=1572/0-7-10 Max Horz 2=243(LC 12) Max Uplift 9=-624(LC 9), 2=-535(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2796/1854, 3-4=-2610/1666, 4-5=-2317/1581, 5-6=-3312/2168, 6-7=-3248/2037, 7-8=-2183/1366, 8-9=-1426/997 BOT CHORD 2-15=-1884/2423,13-15=-2173/3308,12-13=-2037/3248,10-12=-1393/2217 WEBS 3-15=-188/355, 4-15=-405/831, 5-15=1150/717, 5-13=0/283, 6-12=-446/468, 7-12=-774/1194, 7-10=-1068/861, 8-10=-1545/2477 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 1-4-12 oc bracing. 1 Row at midpt 5-15, 7-12, 8-10 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 40-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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=1b) 9=624, 2=535. ,`Joaquin Velez Fik WV :88182! �M7ekUSgrlricF.,L Cert�8834'_ 690d Parke East Blvd .,Tampa FL �1610; Dater January 1n 9n9f ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only wnh M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 208853-PSLP-STILLER A17 Half Hip Girder 1 Job Reference (optional) T19103833 Builders First Source, Plant City, FL 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:35 2020 Page 1 ID: ibVR7 W6bGVcNjKrMJK6Wgz8k98-bgCQ?IKKbRRkBPiSNsm4uu8BGMnL9tsnNTpfamzwkal 1-0-q 7-0-0 13-7-14 20-5-7 27-3-1 34010 41 0 0 1 0 U 7 0 0 6 7 14 6-9-10 6-9-10 6-9-10 6-11-6 Scale = 1:72.2 Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5x6 = NAILED NAILED 4x6 = NAILED 7x10 — 4x6 = 7x10 = 5x6 = 6.00 12 NAILED NAILED NAILED NAILED NAILED 3 15 16 174 18 19 20 5 21 22 23 6 24 25 26 7 27 28 29 8 2 1 ST1.5x8 STP = 14 30 31 3213 33 34 35 1236 37 38 9 11 39 40 41 10 42 x 4x6 NAILED NAILED 7x10 = NAILED NAILED 4x6 = NAILED NAILED 43 44 = 3x6 7x10 ii NAILED 5x6 = NAILED NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7-0-0 13-7-14 20-5-7 41 0-0 7 0-0 6 7 1d 27-3-1 34-0 10 I Plate Offsets (X Y)— [2:0-10-0 Edge] [3:0-3-0 0-2-7] [5.0-5-0 0-4-8] [7:0-5-0 0-4-8j [9.0-4-4 0 1 8] [11:0 5 0 0 4 8] [13.0 5 0 0 4-8] V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.36 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.68 12 >715 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Wind(LL) 0.50 12 >974 240 Weight: 536 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 `Except' TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 'Except' 4-14,5-13,6-12,7-11,8-10: 2x4 SP No.2 REACTIONS. (lb/size) 9=3113/Mechanical, 2=3058/0-7-10 Max Horz 2=189(LC 8) Max Uplift 9=-1500(LC 5), 2=-1400(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6152/2908, 3-4=-5308/2601, 4-5=8583/4184, 5-6=9627/4662, 6-7=8593/4159, 7-8=-5439/2621, 8-9=-2969/1536 BOT CHORD 2-14=-2634/5399, 13-14=-4184/8583, 12-13=-4679/9635, 11-12=-4159/8593, 10-11=-2684/5540 WEBS 3-14=-820/2193, 4-14=-3729/1821, 4-13=-110/951, 5-13=1200/571, 5-12=185/396, 6-12=-562/1155, 6-11=-1224/889, 7-11=-1655/3427, 7-10=-2335/1466, 8-10=2889/5997 Structural wood sheathing directly applied or 4-6-1 oc purlins, except end verticals. Rigid ceiling directly applied or 7-5-2 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 9=1500, 2=1400. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 290 lb up at 7-0-0 on top chord, and 323 Ib down and 131 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. `Joaquin Velez PE Noi88182i MITekUSA+ln`c E{.Cert6634_ `6904 Parke £al+t BIvcL Tampa_FL 31610; 'Date: lt!iMa"KfllheSanclard .Ianuary'lu,zuzu ®WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MiTek® 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 propedy incorporate this design into the overall n A building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i I4 ek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,y' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA22314. 6904 Parke East Blvd. Tampa, FL 36610 s Type Hip Girder T19103833 Builders First Source, Plant City, FL - 32566, 8.240 s DecV6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:35 2020 Page, ID: ibVR7 W6bGVcNjKrW3JK6Wgz8k98-bgCQ?IKKbRRkBPiSNsm4uu8BGMnL9tsnNTpfsmzwkal LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=54, 2-9=-20 Concentrated Loads (lb) Vert: 3=-155(B) 14=-323(B) 6=-105(B) 11=-58(B) 15=-105(B) 16=-105(B) 17=-105(B) 18=-105(B) 19=105(B) 20=-105(B) 21=-105(B) 22=105(B) 23=-105(B) 24=-105(B) 25=105(B) 26=-105(B) 27=-105(B) 28=-105(B) 29=-105(B) 30=-58(B) 31=-58(B) 32=-58(B) 33=-58(B) 34=-58(B) 35=-58(B) 36=58(8) 37=58(B) 38=-58(B) 39=-58(8) 40=58(13) 41=-58(B) 42=-58(B) 43=-58(B) 44=58(13) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll•7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® 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 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, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19103834 2208853-PSLP-STILLER B1 Common Girder 1 r� L Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:50 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-fZc59QVv 32JcRjMLIWXb?3GiSP?DAd_glyyAOzwka3 1-0-0 3-10-0 7-1-8 11-1-0 , 15-0-8 18-4-0 , 22-1-0 3-10-0 3-3-8 3-11-8 3-11-8 3-3-8 3-9-0 5x6 II ST1.5x8 STP = IJ I z I a ST1.5x8 STP HTU26 = 5x8 = 2x4 I I 7x10 = 10xl6 MT20HS _— HTU26 HTU26 6x8 = 3x8 I I 6x12 MT20HS HGUS26-2 HTU26 HTU26 HTU26 HTU26 Scale = 1:43.5 I$ L 3-10-0 7-1-8 11-1-0 15-0-8 18 4-0 22-1-0 3-10-0 3-3-8 3-11-8 3-11-8 3-3-8 3-9-0 Plate Offsets (X,Y)— [2:0-1-11,Edge], [8:0-3-5,Edge], 110:0-3-8,0-4-41, [12:0-3-8,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.20 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.38 11-12 >684 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.09 8 file n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Wind(LL) 0.24 11-12 >999 240 Weight: 275 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. 5-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-10-6 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 8=8880/0-6-10, 2=6236/0-7-10 Max Horz 2=122(LC 26) Max Uplift 8=-3160(LC 9), 2=-2587(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12365/5096, 3-4=-12793/5326, 4-5=-9753/3866, 5-6=-9754/3865, 6-7=-12988/4799, 7-8=-15301/5496 BOTCHORD 2-13=-4542/10875, 12-13=4542/10875, 11-12=4729/11419, 10-11=4161/11596, 9-10=-4790/13448,8-9=-4790/13448 WEBS 5-11=-3305/8432, 6-11=-3885/1261, 6-1 0=-1 108/3837, 7-10=-2143/726, 7-9=688/2322, 4-11=-3646/1893, 4-12=-1766/3598, 3-12=-453/728, 3-13=-379/242 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 chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3160 lb uplift at joint 8 and 2587 lb uplift - doaijuin NeW 0E k6il182 at joint 2. 9) Use Simpson Strong -Tie HGUS26-2 (20-1Od Girder, 8-1Od Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to MiTekUSA,rine FLJCertt1634 _ 6..04 ke EastBlvdl,TampaFG;31610. front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. .... Date 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. , starting at 9-0-12 from the left end to 21-0-12 to connect truss(es) to front face of bottom chord. January 10.2020 7d6tFIIlgdI=ibh&a2 where hanger is in contact with lumber ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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, see ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty ply 2208853-PSLP-STILLER B1 Common Girder 1 T19103834 Job Reference o tional Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:50 2020 Paae 2 ruauv K/ VVDDt5 V CNj r rVVJJ Kb WgzdkgS-fZc59QVV132JcRjMLIWXb?3GiS P?DAd_glyyAOzwka3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=54, 5-8=54, 2-8=20 Concentrated Loads (lb) Vert: 11=-1479(F) 10=-1479(F) 12=-3101(F) 14=1479(F) 15=-1479(F) 16=-1479(F) 17=-1479(F) 18=-1481(F) ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke 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 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Type T19103835 First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:512020 Page 1 I D:ibVR7 W6bGVcNj KrW3JK6Wgz8k98-71ATMmXNgMST3sxXJ D2gYGpgBoGVvFZ82yiWiirzwka2 14-8-12 -1.0-0 7.5-4 8-6-3 •2-0 11-1-0 13-0-0 1 7-1 �.1.p 1-0.0 7-54 1-0-15 -7-13 1-11-0 1-11-0 •7-13 1-415 7-4-4 Scale=1:40.0 4x6 = 5 3x4 = 3x4 = q 6 6.00 12 2x4 I I 3 12 13 2 ST1.5x8 STP = 11 3x8 2x4 II 10 5x6 = 2x4 I 7 9 2x4 I I 14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.24 9-11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.39 9-11 >669 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.22 8-9 >999 240 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 "Except* 5-12: 2x4 SP No.3 REACTIONS. (lb/size) 8=866/0-6-10, 2=941/0-7-10 Max Horz 2=122(LC 9) Max Uplift 8=-227(LC 13), 2=270(LC 12) Max Grav 8=978(LC 2), 2=1039(LC 2) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1742/705, 3-4=-1389/739, 4-5=211/400, 5-6=-184/400, 6-7=1388/765, 7-8=-1743/737 BOT CHORD 2-11=-480/1454, 9-11=-480/1454, 8-9=480/1454 WEBS 4-12=-1918/1070, 6-12=-1918/1070, 7-9=0/538, 3-11=01535 15 8 e Id e e ST1.5x8 STP = 3x8 22-1-0 7-4-4 PLATES GRIP MT20 244/190 Weight: 108 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 9-1-3 oc bracing. JOINTS 1 Brace at Jt(s): 12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-1-0, Exterior(2) 11-1-0 to 17-1-0, Interior(1) 17-1-0 to 21-9-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-12, 6-12 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 lb uplift at joint 8 and 270 lb uplift at joint 2. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. \loaquiri-Velez,Ph 9o:1i8182! M7ek.USArine FL:Certl6§34w. 8904.Parke;East'Blvd Tarrlpa.FL,33870, Date . January 10,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Wek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 iViiTW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Type Special T19103836 Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:58:54 2020 Page 1 --0-I D:ibVR7W6bGVcNj KrW3JK6 Wgz8k98-XKsc47-o-ZF1 7Hgl wKf6LcX9vRM22-g70-156ayalwwAJAzwka7 -110-00 5-2-13 91-2 5-31111 192-616 — 2-2-00 23-2-0 -2-13 1-0-05 2- 11 Scale = 1:41.0 46 = o.,, u 5 = 3x4 = 3x4 = 2x4 II 2x4 II ST1.5x8 STP 4x6 = rlaie unsefs tx r)— 1Z'0-Z-0 Edge] [7.0-0-7 Edge], [13:0-7-12,0-4-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.31 7-11 >827 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.60 7-11 >432 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(CT) 0.36 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.34 7-11 >751 240 Weight: 116 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 4-14: 2x4 SP Nc.3, 7-13: 2x4 SP M 31, 7-10: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=869/0-7-10, 8=877/0-7-10 Max Horz 2=119(LC 11) Max Uplift 2=-312(LC 12), 8=-308(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1403/893, 3-4=-1231/823, 4-5=1014/781, 5-6=-1160/817, 6-7=-1800/1121, 7-8=-474/381 BOT CHORD 2-15=-646/1187, 12-13=-352/940, 11-12=-883/1617, 7-11=-883/1617 WEBS 13-15=-542/988, 3-13=-226/262, 6-11=-43/320, 5-12=-466/649, 6-12=-739/588 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. it; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-2-13, Interior(1) 5-2-13 to 11-1-0, Exterior(2) 11-1-0 to 17-1-0, Interior(1) 17-1-0 to 23-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 312 lb uplift at joint 2 and 308 lb uplift at joint 8. !Jo'aqui"n Velez PE'Not88182 ' M,iTek 11Sli,+lne ,FL':CeA ,6994 Parke!EasfBlvd.,Ta@pa`F•1 318* Date: January 10,2020 ®WARNING -.Verily design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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, see ANS11rP/1 Quality Criteria, DSB-89 and BCSI Building Component East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Blvd. Tampa, 69D4 Parke 36610 e Est Type T19103837 Builders First Source, Plant City, FL - 32566, 8.240 s DecV6 2019 MiTek Industries, Inc. Fri Jan 1013:58:56 2020 Page 1 I D: ibVR7 W6bGVcNj KrW3JK6Wgz8k98-TizMPUbVfu4l9epU5me7FKWpwpl8a W6lC EPHN2zwkZz -1-0-0 5-9-12 11-1-0 16-4-4 22-2-0 23-2-0 1-0-0 5-9-12 5-3-4 5-3-4 5-9-12 1-0-0 4x6 = 3x4 = 3x6 = 3x4 = 8.2- Scale = 1:40.6 ST1.5x8 STP = 3x6 = IT d mate. offsets (X,Y)-- r2:0-2-12 0-1-81, r6:0-2-12 0-1-8j LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCDL 7.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.47 Vert(LL) -0.11 2-10 >999 360 MT20 2441190 BCLL 0.0 Rep Stress Incr YES BC 0.60 WB 0.21 Vert(CT) Horz(CT) -0.23 0.04 2-10 6 >999 240 BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wlnd(LL) 0.06 2-10 rile >999 n/a 240 Weight: 102 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=868/0-7-10, 6=868/0-7-10 Max Horz 2=119(LC 11) Max Uplift 2=-313(LC 12), 6=-313(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1324/896, 3-4=-1137/827, 4-5=1137/831, 5-6=-1324/892 BOT CHORD 2-10=-661/1130, 8-10=-295/773, 6-8=683/1130 WEBS 4-8=-270/405, 5-8=286/405, 4-10=272/405, 3-10=-286/407 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-1-0, Exterior(2) 11-1-0 to 17-1-0, Interior(1) 17-1-0 to 23-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 2 and 313 lb uplift at joint 6. ,Joaijuio Velez P.E Nti:881k �11TekUSA,rinc F�Cert¢634_ f6904 Parke )rant Blv;:L Tampa F,1�'33610, •Date: January 1n 9n7n ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2208853-PSLP-STILLER BS Common Supported Gable 1 1 T19103838 Builders First Source. Plant Citv_ FI - a2�r;n Job Reference o tional dP 8.240 s Dec a 201 a MI I eK Industries, Inc. Fri Jan 10 13:58:58 2020 Page 1 ID: ibVR7 W6bG VcNjKrW3JK6Wgz8k98-Q557g9cmBVKTOxztDBgTKIbEBdgl2SzAfYuNRxzwkZx 1-0-0 11-1-0 1-0-0 11 1-0 22-2-0 23-2-0 11-1-0 1-0-0 Scale = 1:41.1 4x6 = 23 22 21 20 19 18 17 16 15 14 3x4 = 3x6 = 22.2-0 LOADING (psi) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCDL 7.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.17 BC 0.08 Vert(LL) 0.00 12 n/r 120 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.12 Vert(CT) 0.00 13 n/r 120 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 115 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-2-0 (lb) - Max Horz 2=-119(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 17, 16. 15, 12 except 23=-127(LC 12). 14=-126(LC 13) Max Grav All reactions 250lb or less atjoint(s) 2, 19, 20, 21, 22, 23, 17, 16, 15, 14, 12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-83/317, 6-7=114/402, 7-8=-114/408, 8-9=83/323 WEBS 6-20=-115/296, 5-21 =-1 101306, 3-23=1521400, 8-17=-115/296, 9-16=-110/306, 11-14=-152/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-1-0, Exterior(2) 5-1-0 to 11-1-0, Comer(3) 11-1-0 to 17-1-0, Exterior(2) 17-1-0 to 23-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSIIrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced of 2-0-0 cc. 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 the 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) 2, 20, 21, 22, 17, 16, 15, 12 except of=lb) 23=127, 14=126. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 12. Joaq9uin Vele PE'No;88182` fM7ek USA,rInc' F(:Celt 6634;_ k6904, Pa fke;East;Blvd,;Tampit;FL 3�810,` .Date: January 10.2020 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, note 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 HIP T19103839 Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:58:59 2020 Page 1 I D: ibVR7 W6bGVcNj KrW3JK6Wgz8k98-uHfV2VdOxpSK05Y3nvBisy8CE 12nniLJuCex_NzwkZw 1-0-01 4-5-6 B-4-4 10-2-3 11-10-8 15-7-12 19-2-8 1 10 2 -0-0 4-5-6 3-10-14 1-9-15 1-8-5 3-9-4 3-6-12 0-7-1 2x4 = Scale = 1:57.8 8 3x6 i 3x4 = 5x6 = 3x8 II 6x8 = 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 ]nor YES Code FBC2017ffP12014 CSI. TC 0.98 BC 0.61 WB 0.94 Matrix-SH DEFL. in Vert(LL) -0.50 Vert(CT) -0.90 Horz(CT) 0.01 Wind(LL) 0.53 (loc) I/deFl Ud 12 >462 360 2-12 >259 240 9 n/a n/a 2-12 >437 240 PLATES MT20 MT20HS Weight: 142 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-8: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9-11-5 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS JOINTS 1 Row at micipt 8-9, 7-9 1 Brace at Jt(s): 13 5-12,6-13; 2x4 SP No.2, 7-10: 2x4 SP No.1 REACTIONS. (lb/size) 9 803/0-3-8, 2=849/0-7-10 Max Horz 2=501(LC 12) Max Uplift 9=-366(LC 12), 2=187(LC 12) Max Grav 9=1012(LC 20), 2=931(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1371/255, 3-5=-975/0, 5-6=-843/75, 6-7=-520/0 BOT CHORD 2-12=-747/1254, 10-12=-359/775, 9-10=-325/705 WEBS 3-12=-538/478, 6-13=-265/135, 10-13=207/1106, 7-13=-194/1127, 7-9=-15371705 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-13 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 9=366, 2=187. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE'Nd:6818V. ,.. . MITWUSA,i Inc;;F.VCert6834 t6904;Rarke East:Blvd.',Tampa FLi33810� 'Date: January 10,2020 A& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTeke 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 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, see ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Type HIP T19103840 Builders First Source, Plant City, FL - 32566, 8.240 s DecV6 2019 MiTek Industries, Inc. Fri Jan 10 13:59:14 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-yA3ABdooPQLCJPBy9YzEz7Gsr4ALnUaXL1mEO?zwkZh 1-0-0 4-5 6 8-44 12-2-3 12- -8 15-7-12 18-6-0 9-10-2 -0-0 3-10-14 3-9-15 0- -5 3-5-4 2-10-4 1-4-2 4x6 = 2x4 I I Scale = 1:57.4 8 9 ST1.5x8 STP = 13 11 10 3x6 i 3x4 = 5x6 = 3x8 II 6x8 = -12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.50 13 >466 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.89 2-13 >261 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC201'7ffP12014 Matrix-SH Wind(LL) 0.53 2-13 >441 240 Weight: 152lb FT=20.% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudins, 4-8: 2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9-8-12 oc bracing. 5-13,6-14: 2x4 SP No.2, 7-11: 2x4 SP No.1 WEBS JOINTS 1 Row at midpt 9-10, 7-15 1 Brace at Jt(s): 15 REACTIONS. (lb/size) 10=803/0-3-8, 2=849/0-7-10 Max Horz 2=476(LC 12) Max Uplift 10=-333(LC 12), 2=-199(LC 12) Max Grav 10=981(LC 20), 2=931(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1372/287, 3-5=-972/20, 5-6=836/121, 6-7=-503/3 BOT CHORD 2-13=-767/1252, 11-13=-413f767, 10-11=-3731702 WEBS 3-13=-546/482, 6-14=-267/165, 11-14=-225/1101, 7-14=214/1120, 7-15=1546/813, 10-15=-1495/805 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 18-6-0, Exterior(2) 18-6-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-14 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=333, 2=199. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. pv Joa.g.u.: m Veliii PE'Ho:8BU M7ekU9A,IricFL;Ce 6834,. 6900 Parkefast Blvd: Tampa FGA3810` Data: . January 10.2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10103/1015 BEFORE USE. Design valid for use only with MITek® 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, see ANSI?Pl1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. Tampa, 6904 Parke Easte East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314.36610 Type Half Hip T19103841 Builders First Source, Plant City, FL - 32566, 8.240 s Decv6 2019 MiTek Industries, Inc. Fri Jan 1013:59:16 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-uZBwcJg2x1 bwZiLKGz?12YLAttIpFOWpoLFK4uzwk7f 1-0-0 8-3-4 16-0-0 18-0-0 19-10-2 -0-0 8-3-4 7-8-12 2-0-0 1-10-2 46 = 2x4 II 6.00 12 6 7 3x6 = 5x8 = 6x8 = 10-0-0 18-0-0 19-10-2 10-0-0 R-n-n , i Scale = 1:55.9 date onsets (X Y)— [2:0-3-0,0-1-41 [9:0-4-0 0-3-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 TCDL 7.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.42 8-9 >558 360 MT20 244/190 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.61 8-9 >383 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wlnd(LL) 0.17 2-9 >999 240 Weight: 119 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 8-9: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 8=715/0-3-8, 2=791/0-7-10 JOINTS Max Horz 2=465(LC 12) Max Uplift 8=-373(LC 12), 2=-236(LC 12) Max Grav 8=734(LC 2), 2=791(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1092/368, 3-5=-923/431 BOT CHORD 2-9=-809/902, 8-9=315/282 WEBS 3-9=-403/525, 5-9=-482/811, 5-10=640/741, 8-10=-650/740 Structural wood sheathing directly applied or 4-3-14 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-8 1 Brace at Jt(s): 10 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 18-0-0, Exterior(2) 18-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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, 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 (jt=lb) 8=373, 2=236. `Joaquin Vele PE`No:88182� MifotUSA,+Inc Fl-Zert6634,_ 1904P,arke�aefBlyd;,Tampa FG;33810: :Date: January 10.2020 ®WARNING -.Verify design parameters andREAD NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® 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, see ANSVTPI1 Qualify Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2208853-PSLP-STILLER C5 HALF HIP 1 1 T19103842 Builders First Source. Plant (:itv FI _ A�FRR Job Reference o tional v b ucu o 261U Ivu I eK mousines, Inc. i'fl Jan 1U 13:59:17 2020 Page 1 I D:ibVR7 W6bG VcNjKrW3JK6Wgz8k98-MIIJpfrgiLjmAswXgh WxbiUMYHB5—rozl??ucKzwkZe 1-0-0 4-9-2 B-4-4 10-9-11 12-2-8 15-7-12 17-0-0 19-10-2 1-0 0 4-9-2 3-7-2 2-5-7 1 4-13 3-5-4 1 4 4 2-10-2 46 = 2x4 I I Scale = 1:52.9 6x8 i 8 9 01 Loxo A I Y = 3x6 = 3x4 = 5x6 = 3x8 II 6x8 = 8-44 15-7-12 1 19-10-2 8-4-4 i I a b date corsets (X Y)— [2:0-4-0,Edge] [10:Edge 0-4-0] [11:0-4-12 0-1-8] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 TCDL 7.0 Plate Grip DOL 1.25 0.67 Vert(LL) -0.50 13 >467 360 MT20 2441190 Lumber DOL 1.25 0.60 Vert(CT) -0.89 2-13 >261 240 BCLL 0.0 Rep Stress Incr YES 0.93 HOrz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 -SH Wind(LL) 0.53 2-13 >441 240 Weight: 145 lb FT = 20% Lumnrtc- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD 4-8: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 `Except` WEBS 7-11: 2x4 SP No.1 JOINTS REACTIONS. (lb/size) 10=803/0-3-8, 2=849/0-7-10 Max Horz 2=439(LC 12) Max Uplift 10=-291(LC 12), 2=213(1_C 12) Max Grav 10=970(LC 2), 2=928(LC 20) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1340/308, 3-5=-970/89, 5-6=-826/196, 6-7=-489/52 BOT CHORD 2-13=-769/1214, 11-13=-428/755, 10-11=-383/688 WEBS 3-13=-536/463, 5-13=01253, 6-14=-277/185, 11-14=-256/1098, 7-14=-244/1117, 7-15=-1544/861, 10-15=-1487/823 Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. Rigid ceiling directly applied or 9-6-9 oc bracing. 1 Row at midpt 9-10, 10-15 1 Brace at Jt(s): 15 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 17-0-0, Exterjor(2) 17-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-14 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=291,2=213. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ;Joaquin Vfllei,PE'No:68782:, i6k USA I Inc FL Cert 6834 r6904ParlceEastBlvd;;TampaFL,, 0, Date; January 10.2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not 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 ITek- 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, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2208853-PSLP-STILLER C6 Half Hip 1 1 T19103843 Builders First Rnurca Planr rih, RI _ a999a Job Reference o tidnal • • 6.246 s Dec o zuvry Nti I eK Industries, Inc. Fri Jan 10 13:59:18 2020 Page 1 I D: ibVR7W6bGVcNj KrW3J K6Wgz8k98-gxlhl?sJTfrdoOVj001 A8zQU3hRKjS56GfkR9mzwkZd 1"0-0 B-3-4 16-0-0 19-10-2 1-0-0 8-3-4 7-8-12 3-10-2 ai iaxo air 3x6 = 10-0-0 5x6 = 2x4 I I Scale = 1:49.6 A nn r1_9 4 5 5x8 = 6x8 = Plate Uffsets (X,Y)— [2:0-3-0,0-1-4] (3:0-4-0 0-3-0] [4:0-3-0 0-2-01 [7 0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.41 6-7 >568 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.60 6-7 >389 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 I'll Matrix-SH Wind(LL) 0.16 2-7 >999 240 Weight: 109 lb FT = 20% 1-um01:11- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 6-7: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 6=715/0-3-8, 2=791/0-7-10 Max Horz 2=416(LC 12) Max Uplift 6=-320(LC 12), 2=253(LC 12) Max Grav 6=732(LC 2), 2=791(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1097/495, 3-4=-927/563 BOT CHORD 2-7=-870/899, 6-7=286/265 WEBS 3-7=-421/607, 4-7=-573/830, 4-6=-618/691 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-6. 4-7, 4-6 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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, with BCDL = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=320, 2=253. `Joaquin Valet PE't 0:88182:. lNlie k';USA,+Ine; F.Vtert6834 8904 Patke;Ea§FBlvd Tampa FL:�3810` Data: January 10,2020 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEX REFERENCE PAGE Mil. rev. 10/07A?015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ry and permanent bracing building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional tempora " iTek* 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Blvd. Tampa, 6904 Parke Easte East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Truss Truss Type Qty PlyT19103844SLP-STILLER ;88;53 C7 HALF HIP 1 1 R, �ilrlere CFrc1 Cn, �r.._ ol...., n Job Reference(optional) n IN 6.z411 s uec 5 2019 MITek Industries, Inc. Fri Jan 10 13:59:20 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-mKQRShtZ?G5L1 Ke6Vp4eDOWohVDLBBpPjzDYDfzwkZb 1-0-0 4-9-2 8-4-4 10-9-11 1-10-8 15-0-0 1 -7-1 19-10-2 1-0-0 4-9-2 3-7-2 2-5-7 1-0-13 3-1-8 0-7-1 4-2-6 5x6 = 6x8 = 2x4 I I Scale = 1:47.0 7 8 9 5x6 = 3x6 = 3x4 = 3x8 II 6x8 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.51 13 >454 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.92 2-13 >254 . 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.54 2-13 >434 240 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 7-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 8-10 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 15 6-14: 2x4 SP No.2, 8-11: 2x4 SP No.1 REACTIONS. (lb/size) 10=803/0-3-8, 2=849/0-7-10 Max Horz 2=387(LC 12) .Max Uplift 10=-240(LC 12), 2=227(LC 12) Max Grav 10=970(LC 2), 2=920(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1279/382, 3-5=-988/200, 5-6=875/330, 6-7=-587/176, 7-8=500/252 BOT CHORD 2-13=-793/1157, 11-13=-476/796, 10-11 =-421/723 WEBS 3-13=-421/409, 6-15=-288/222, 14-15=330/248, 11-14=-307/1131, 8-14=-58/791, 8-10=-1515/881, 7-15=-294/490 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Exterior(2) 15-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for.reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-15, 14-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf]) applied only to room. 11-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=240, 2=227. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. fJoa UM VeW PEN o;88182i ;_ ifi..,., ,_:-,- - ' MiTek 115A+Inc FL'.Cort 6634 6904 Parke East BlydJampa F0 0; •:Date: January 10,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® 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 MOW 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 'y'i F fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Blvd. Tampa, 6964 Parke East East Job Truss Truss Type Qty Ply 2208853-PSLP-STILLER CB HALF HIP 1 1 T19103845 Ri iilrVore Circ1 Cn� �r..e ol....i r Job Reference (optional) a;1 an . y, ' - 5.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:59:22 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98 jjYCtNvpXtM3HdoUdE661ob9UIwBf6miBHiflYzwk71 13-0-0 -1-0-0 4-9-2 8-4-4 11-9-11 11- -8 15-7-12 19-10.2 1-0-0 4-9-2 3-7-2 3-5-7 0-0. 3 2-7-12 4-2-8 14x6 = 2x4 3x8 = Scale = 1:42.1 2x4 = 6 15 3x6 = 3x4 — 7x10 = 3x8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.85 BC 0.54 WB 0.90 Matrix-SH DEFL. in Vert(LL) -0.42 Vert(CT) -0.76 Horz(CT) 0.01 Wind(LL) 0.47 (loc) I/dell Ud 12 >553 360 2-12 >307 240 9 n/a n/a 2-12 >498 240 PLATES GRIP MT20 244/190 Weight: 127 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, 6-8: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-9 7-10: 2x4 SP No.2 REACTIONS. (lb/size) 9=803/0-3-8, 2=849/0-7-10 Max Harz 2=341(LC 12) Max Uplift 9=-228(LC 9), 2=233(LC 12) Max Grav 9=970(LC 2), 2=912(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1335/499, 3-4=-1034/284, 4-5=886/398, 5-6=-393/97, 6-7=3511111, 7-8=-772/435, 8-9=1275/757 t BOT CHORD 2-12=-846/1181, 10-12=-477/827 WEBS 3-12=-443/431, 4-12=0/259, 5-14=538/367, 13-14=-501/365, 10-13=-311/384, 7-13=-335/400, 8-10=-825/1465 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterior(2) 13-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-14, 13-14 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 9=228, 2=233. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ,`Joaquin Veiaz PE j&d182'; �M7ek�l1SA,+loci;FL'.Cerx'6834,;. _ `6904 Parke East Blvd; Tampa EL338'10' January 10,2020 ®WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10103/20f5 BEFORE USE. Design valid for use only with MiTek® 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 vedy 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, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. Tampa, 6904 Parke Easte East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.36610 Job Truss Truss Type Qty Ply 2208853-PSLP-STILLER C9 Half Hip 1 1 T19103846 LbRf�.,.c. R, ldr? First Rnr,rre Mart ra„ n _ cocec (optional) 31 - - --- 8.240 s Dee to 2U19 Ml I ek Industries, Inc. Fri Jan 1013:59:23 2020 Page 1 9-2-0 ID: ibVR7 W6bGVcNj KrW3JK6Wgz8k98-Bv6a4ivRl B UwunNhBxdLrO8KriC6OZyrPxSCq_zwkZY -1-0-0 4-9-2 8-44 8 9-1 11-0-0 15-7-12 19.10-2 1-0.0 4-9-2 -5- 1-10-0 4-7-12 Z2-6 0-4-5 4x6 = 2x4 I I 3x8 — Scale = 1:39.6 17 3x8 i 3x4 = — 6x8 = 3x8 II 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 0.87 Vert(LL) -0.30 12 >773 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.59 2-12 >393 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.38 2-12 >618 240 Weight: 127 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 2x6 SP No.2 *Except* except end verticals. 9-11: 2x6 SP M 26 WEBS *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 14 7-10: 2x4 SP No.1 REACTIONS. (lb/size) 9=860/0-3-8, 2=915/0-7-10 Max Horz 2=291(LC 12) Max Uplift 9=-233(LC 9), 2=-234(LC 12) Max Grav 9=1028(LC 2), 2=978(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1534/650, 3-4=-1247/417, 4-5=1033/464, 5-6=-591/248, 6-7=-552/259, 7-8=-932/466, 8-9=-1300/693 BOT CHORD 2-12=-917/1347, 10-12=-518/1027 WEBS 3-12=-404/466, 4-12=0/360, 5-14=503/250, 13-14=-495/259, 10-13=-428/403, 7-13=-401/403, 8-10=-788/1576 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-14, 13-14 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=233, 2=234. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joa uin Velei PE No;86182. M7ek USg4nc FL Cer16834 f8904 Parke East Blvti;;Tampa EL'-�3810; •Data: January 10,2020 AwARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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, see ANSI171711 Quality Criteria, DSB-89 and SCSI Building Component East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Blvd. Tampa, 6904 Parke 3e East Job Truss Truss Type Qty Ply T19103847 2208853-PSLP-STILLER C10 Half Hip 1 LJ.b eference (optional) s Firs[ Source, riant city, FL - 32566, 8.240 s Dec 6 2019 MTek Industries, Inc. Fri Jan 1013:59:00 2020 Page 1 ID: ibVR7 W6bGVcNj KrW3J K6Wgz8k98-MUDtFreOi7aBeF7GKcjxPAhS DRI_VC 1 T7rN U WpzwkZv 1-0.0 4-9-4 9-0-0 14-5-1 19-10-2 1 0-0 4-94 4-2-12 5-5-1 5-5-1 1� 4x6 = 3x4 = 10 5 if! Scale = 1:35.8 2x4 II Si -i,oxa Sir 7 5x8 = 3x4 i 6x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.31 7-8 >751 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.62 7-8 >373 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.05 2-8 >999 240 Weight: 102 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=715/0-3-8, 2=791/0-7-10 Max Horz 2=243(LC 12) Max Uplift 7=-291(LC 9), 2=-262(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1193/844, 3-4=-951/611, 4-5=805/617 BOT CHORD 2-8=-1003/1017, 7-8=-522/607 WEBS 3-8=-246/434, 4-8=-8/261, 5-8=-126/339, 5-7=-768/688 Structural wood sheathing directly applied or 5-1-15 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at=lb) 7=291, 2=262. `Joa4uin Velez PE'N618182`, M7ekl1$A{ C- 1�6eA*64� . 69g4 Parke East Blud.Jimpa F.G,33810; %Date: January 10,2020 ®WARNING -.Verily design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-7473 rev. 101032015 BEFORE USE. ° Design valid for use only with Mi rek® 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, see ANSI/rP11 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2208853-PSLP-STILLER C11 Half Hip Girder 1 1 T19103848 _ a' ^i 1 F' t S p Job Reference (optional 3 ers is ource, tan, C rity, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:59:02 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-IsLegXfGEkgvtZGeS11QUbmmOE1 Rz49la9sbaizwkZt -1-0-0 7-0-0 13-5-1 19-10-2 1-0-0 7-0-0 6-5-1 6-5-1 Special 5x8 = NAILED 10 Scale = 1:35.0 NAILED NAILED 2x4 II NAILED NAILED NAILED 3x8 = 11 124 13 14 15 5 cnr ii 4x1z — ..___ ... ..___ 3x6 = 4x6 Special NAILED II 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 0.79 BC 0.80 WB 0.87 Matrix-SH DEFL. in Vert(LL) -0.09 Vert(CT) -0.19 Horz(CT) 0.04 Wind(LL) 0.12 (loc) I/deft Ud 7-9 >999 360 7-9 >999 240 6 n/a n/a 2-9 >999 240 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, BOT CHORD 2x4 SP No.1 *Except* except end verticals. 2-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-7 REACTIONS. (Ib/size) 6=1579/0-3-8, 2=1390/0-7-10 Max Horz 2=193(LC 8) Max Uplift 6=-776(LC 5). 2=641(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2435/1120, 3-4=-2058/1021, 4-5=-2057/1021, 5-6=-1431/828 BOT CHORD 2-9=-1045/2078, 7-9=-1046/2100 WEBS 3-9=43/669, 4-7=776/720, 5-7=-1141/2296 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=776,2=641. 6) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 290 lb up at 7-0-0 on top chord, and 323 lb down and 131 lb up at 7-0-0 on bottom 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) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-5=-54, 2-6=20 Concentrated Loads (lb) Vert: 3=-155(F) 9=-323(F) 10=-105(F) 11=-105(F) 12=-105(F) 13=105(F) 14=-105(F) 15=-107(F) 16=58(F) 17=58(F) 18=-58(F) 19=-58(F) 20=58(F) 21=59(F) t{tiiri•VetazPENo:88162i MiTek.USA Ine 6j:Certfi834 `6904 Parke,EastiBlv_d,Tampa'FL;33670; Date; January 10,2020 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED haTEK REFERENCE PAGE MIW7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® 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, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Blvd. Tampa, 6904 Parke 3ae East st Job Truss Truss Type Qty Ply 2208853-PSLP-STILLER C12 Half Hip 1 1 64 T191039 Builders First Sourrn Plant Cit FL - 32566 Job Reference (optional) y 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:59:06 2020 Page 1 ID: ibVR7W6bGVcNj KrW3JK6Wgz8k98-Bea8Wuin IzKKMAaPhtpMfRxRArQRvtgLVngojTzwkZp 1-0.0 2-7-10 6-4-12 10-11-10 15-0-0 19-10-2 1-0-0 2-7-10 3-9-2 4-6-13 4-0-6 4-10-2 5x8 = 2x4 I I Scale = 1:47.4 6.00 12 7 8 �1 I§ d ST1.5x8 STP = 11 11 10 "' 9 46 = 2x4 II 2x4 II 3x4 = 6x8 = 2-7-12 6-4-12 10-11-10 15-0-0 19-10-2 2-7-10 3-9-2 4-6-13 a. mate Offsets (X Y)— (3:0-1-13 0-2-8j [7:0-6-0 0-2-81 112:0-4-8 0-2-Oj LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.25 14 >925 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.48 14 >486 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.28 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.41 14 >570 240 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 `Except` BOT CHORD 3-14: 2x6 SP No.2, 3-12: 2x4 SP M 31, 6-11: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=716/0-3-8, 2=799/0-7-10 Max Horz 2=391(LC 12) Max Uplift 9=-296(LC 12), 2=-255(LC 12) FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-426/0, 3-4=166311071, 4-6=-910/573, 6-7=-879/747 BOT CHORD 3-13=-1410/1500, 12-13=-1410/1500, 6-12=-192/365, 9-10=-3271352 WEBS 4-13=-130/350, 4-12=-831/743, 10-12=276/305, 7-12=793/771, 7-9=-655/611 Structural wood sheathing directly applied or 5-1-3 oc purlins, except end verticals. Rigid ceiling directly applied or 5-8-10 oc bracing. 1 Row at midpt 8-9, 7-9 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Exterior(2) 15-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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, with BCDL = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=296, 2=255. Joaquin Vejii PE No 88182i `M.1Tek;l1SA l lnc. FV..CeiF6634 `9904 Parke East Blvd;;Tampa'FL3381Q: Date: January 10.2020 AWARNING -.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1141I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, note 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 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, see ANS11TPl1 Quality Criteda, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Type Qty Ply �Clu3 Half Hip 1 1 T1850 LbsTruss 91032208853-PSLP-STILLER Riiilrlere Circ1 Cn, ,r..e Reference (optional) �1 ---- - - ---- U.— b uec U cu i a rvu i eK IrlaUs[rles, Inc. t-rl Jan lu 13:oU:UB 2uZu Page 1 I D:ibVR7 W6bGVcNjKrW3JKBWgz8k98-70ivxakl gab2bUkoolsgksOnLf6nNmJez5JvoMzwkZn -1-0-0 2-7-12 6-4-12 10-11-10 13-0-0 19-10-2 1-0-0 2-7-10 3-9-2 4-6-14 2-0-6 6-10-2 46 = 5 15 3x6 = Scale = 1:42.4 4x6 = 2x4 11 2x4 11 6x8 = 13-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.25 12 >930 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.49 12 >477 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.28 7 rile n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wlnd(LL) 0.40 12 >583 240 Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 "Except* TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, 5-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing. 3-12: 2x6 SP No.2, 3-10: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=740/0-3-8, 2=816/0-7-10 Max Horz 2=342(LC 12) Max Uplift 7=-269(LC 9), 2=254(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-436/0, 3-4=1730/1170, 4-5=-788/481, 5-6=-623/535, 6-7=675/633 BOT CHORD 3-11=-1452/1566, 10-11=-1452/1566 WEBS 4-11=-76/408, 4-10=-994/966, 6-10=-680/787 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterior(2) 13-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=269, 2=254. ,`Joaquin Yelez PE 9o:B$782 MiTekUSA,lnc FLCerx6634 8904 P. Fait Blvtl7Tampa l 33810; 'Date; January 10,2020 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II.7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek® 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, see ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component Blvd. Tampa, 6904 Parke Easte East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314.36610 Job Truss Truss Truss Type qty ply T19103851 2208853-PSLP-STILLER Half Hip 1 1 Job Reference (optional) recur Giiy, rL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:59:09 2020 Page 1 ID: ibVR7W6bGVcNj KrW3JK6Wgz8k98-bDGH8wlfbujvDdJ_M?N3G3ZyC3Sz6FZnB 13TKozwkZm -1-0-0 2-7-10 6-4-12 11-0-0 15-3-5 19-10-2 1-0-0 2-7-10 3-9-2 4-7-4 4-3-5 4-6-13 5x6 = 2x4 11 3x8 = 18 2x4 11 9 4x6 = 2x4 II 2x4 II 3x4 = 6x8 = 2-7-10 6-4-12 10-11-10 1-11-10 15-3-5 19-10-2 2-7-10 3-9-2 4-6-14 1-0-0 3-3-11 46-13 Scale = 1:38.0 Ib Plate Offsets (X Y)— [3:0-1-13 0-2-81 [5:0-3-0 0-2-0][13.0-4-12 0-2-4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.25 15 >913 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.49 15 >474 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.28 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Wind(LL) 0.42 15 >554 240 Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 "Except' TOP CHORD 5-8: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-15: 2x6 SP No.2, 3-13: 2x4 SP M 31, 6-11: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) '9=729/0-3-8, 2=809/0-7-10 Max Horz 2=292(LC 12) Max Uplift 9=-280(LC 9), 2=258(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-432/0, 3-4=1686/1215, 4-5=-1776/1507, 5-6=-750/605, 6-7=747/604 BOT CHORD 3-14=-1409/1520, 13-14=-665/774, 9-10=-376/472 WEBS 4-14=-442/614, 10-13=-332/469, 7-13=399/482, 7-9=-746/596, 5-14=-1045/1049, 5-13=-131/256 Structural wood sheathing directly applied or 5-0-8 oc purlins, except end verticals. Rigid ceiling directly applied or 5-7-7 oc bracing. Except: 10-0-0 oc bracing: 11-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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 (jt=lb) 9=280, 2=258. `Joaquin Vele PE'Plo:861B2` `MiTek,USA, Inc FL?lert6834� . 1,69640arke28et:BIVd iiMpafL,33610' Dato: January 10,2020 AwARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® 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 Mire k� 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, see ANSUTPII quality Criteria, DSB-89 and SCSI Building Component Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 ParkeFL 36610 East East Job Truss Truss Type Qty Ply 2208853-PSLP-STILLER C15 Half Hip 1 1 T19103852 Ruilders First Rni irro Clnr,+ ru„ n zoccc Job Reference (optional) c. r+l Jdn lu IJ:Jy:-I L4f3ulu rage l ID:ibVR7W6bGVcNiKrW3JK6Wgz8k98-X N1Zcmw7VzdSxSNUQPXMUeIvs7YaFBYZPgzwkZk -1-0-0 2-7-10 64-12 9-0-0 10.11-10 154-14 19-1%2 1-0-0 2-7-10 3-9-2 2-7-5 1-11-10 4-5-4 4-5 4 Scale = 1:36.1 5x6 = 2x4 II 3x4 = 3x4 = 5 6 16 7 17 8 �1 4x6 = Zx4 II 3x8 = 3x6 II 2-7-10 6-4-12 9-0-0 10-11-10 15-4-14 19-10-2 Plate Offsets (X Y)— 2-7-10 3-9-2 [3:0-1-13 0-2-8) [5:0-3-0 0-2-0) [12:0-5-0 0-2-4] 2-7-5 1-11-10 4-5-4 4-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.25 14 >920 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.48 14 >485 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.27 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Wind(LL) 0.41 14 >561 240 Weight: 121 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD 5-8: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-14: 2x6 SP No.2, 3-12: 2x4 SP M 31, 6-11: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=716/0-3-8, 2=799/0-7-10 Max Horz 2=243(LC 12) Max Uplift 9=-291(LC 9), 2=258(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=426/41, 3-4=1663/1233, 4-5=-1746/1495, 5-6=-967/765, 6-7=-962/765, 7-8=-553/424, 8-9=-677/560 BOT CHORD 3-13=-1343/1498, 12-13=-818/964 WEBS 10-12=-375/499, 7-12=-443/531, 7-10=599/585, 8-10=608/794, 4-13=-426/565, 5-13=-887/902 Structural wood sheathing directly applied or 5-1-4 oc purlins, except end verticals. Rigid ceiling directly applied or 5-8-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(l) 17-5-13 to 19-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD lb uplift at joint(s) except (jt=lb) 9=291, 2=258. ;Joaquin Vele"z PE'No;88182' 'M[TekUSA+Ifier'F.L:Cert8634 r6904 Parke East Blvdaiampa FL3$810; Date'; January 10,2020 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/201 S BEFORE USE. Design valid for use only with MITek® 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, see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.36610 Job Truss Truss Type Qty ply T19103853 2208853-PSLP-STILLER C16 Half Hip Girder 1 2 Job Reference (optional) - ---- --- ------ o.— s uec o to l a IVII I eK lnaUsirles, Inc. t-rl Jan lU 13:bya3 zuzu Page 1 ID:ibVR7W6bGVcN)KrW3JK6Wgz8k98-T Vo_IoAe6DLhFcmbrR?RvjcSgnR29NN6N1gTZzwkZi -1-0-0 2-7-10 7-0-0 10-11-10 15-7-5 20-3-0 1-0-0 2-7-10 4-4-6 3-11-10 4-7-11 4-7-11 ST1.5x8 STP = 2x4 11 3x6 = Special Sx8 NAILED NAILED = NAILED 2x4 11 NAILED 3x4 = NAILED NAILED 3x4 = 4 14 5 15 16 6 17 18 7 2x4 11 NAILED 5x8 = NAILED NAILED NAILED 8 ST1.5x8 STP = NAILED 3x6 11 Scale = 1:37.3 . I9 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 FBC20171TP12014 CSI. TC 0.93 BC 0.77 WB 0.39 Matrix-SH DEFL. in Vert(LL) -0.28 Vert(CT) -0.53 Horz(CT) 0.30 Wind(LL) 0.42 (loc) I/deft Ud 3-12 >856 360 3-12 >450 240 8 n/a n/a 3-12 >567 240 PLATES GRIP MT20 244/190 Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 4-7: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-13: 2x6 SP No.2, 3-11: 2x4 SP M 31, 5-10: 2x4 SP No.3 6-0-0 oc bracing: 2-13. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1588/0-7-10, 2=1446/0-7-10 Max Horz 2=193(LC 8) Max Uplift 8=-796(LC 5), 2=688(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-829/296, 3-4=-3470/1760, 4-5=3136/1639, 5-6=-3107/1627, 6-7=-1657/836, 7-8=-1489/828 BOT CHORD 3-13=-121/261, 3-12=-1654/3133, 11-12=-1677/3188, 5-11=-392/386 WEBS 4-12=-410/957, 9-11=-747/1448, 6-11=-910/1668, 6-9=1365/935, 7-9=-1046/2072 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.1311'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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 (jt=lb) 8=796, 2=688. 8) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 211 lb up at 7-0-0 on top chord, and 402 Ib down and 243 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. `Joaquin Velez PE'No':88182`• LOADCASE(S) Standard MiTokUSA+Ine F�Cert9634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 8904 Parke Ean Blvd;;Talripa FL'-3381Q +Date: inn"n— 1n 7n'Jn 'ontinued on Daae 2Ak + WARNING -.Verify design parameters and READ NOTES ON THIS AND INCLUDED MnEK REFERENCE PAGE MII-7473 18/0312015 BEFORE rev. USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��• 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 is always for MiTek' required 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, see ANSI?PIf Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 ParkeEast Blvd. ast 3e Tampa, Job Truss Truss Type Qty Ply T19103853 2208853-PSLP-STILLER C16 Half Hip Girder 1 Job Reference (optional) cunuers t-irst zource, riant city, t-L - 3ZObb, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:59:13 2020 Page 2 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k9B-T Vo_IoAe6DLhFcmbrR?RvjcSgnR29NN6N1gTZzwkZi LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=54, 3-4=54, 4-7=-54, 2-13=-20, 3-11=-20, 8-10=-20 Concentrated Loads (lb) Vert: 4=-101(B) 5=105(B) 12=-402(B) 11=-58(6) 14=-95(B) 15=-105(3) 16=-105(B) 17=-105(B) 18=-105(B) 19=-71(B) 20=-58(8) 21=58(B) 22=-58(B) 23=-58(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily 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 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, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Truss Type Comer Jack T19103854 Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:59:24 2020 Page ' ID: ibVR7W6bGVcNj KrW3JK6Wgz8k98-f5gyH2w43Vcn Wxytkf8aNDghL6jz7DG?eaB IMQzwkZX 1-0 0 1-0-0 1-0-0 1-0-0 2x4 = ST1.5x8 STP = Plate Offsets (X Y)_— [2:0-1-4,Edge Scale = 1:7.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) i/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 7.0 Vert(LL) -0.00 2 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Wind(LL) 0.00 2 •*'* 240 Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=-8/Mechanical, 2=125/0-7-10, 4=9/Mechanical Max Horz 2=44(LC 12) Max Uplift 3=-8(LC 1), 2=-63(LC 12) Max Grav 3=18(LC 8). 2=125(LC 1), 4=1B(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 'Joaquin Vetez PE Noi68782` M7ek,USArI�c Ft Urll. 834_. k8804Parle,Eaet:BlvrJ;;Tampa FL3381Q' Date: January 10,2020 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7477 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�� 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 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, see ANSUrP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Type Qty Ply 2208853-PSLP-STILLER T Comer Jack 4 1 T191035 85 Ri,ilrlorc t: ircr c.., ,r..e oi....a ei e Job Reference (optional) a.24U s Dec b 2D19 Ml fek Industries, Inc. Fri Jan 10 13:59:27 2020 Page 1 ID:ibVR7 W6bGVcNj KrW3JK6Wgz8k98-3gL4w4zyLQ_MNOhSQniH?slBmJkcKa?RKYQQzlzwkZU -1-0-0 3-0-0 1-0-D 3-0-0 2x4 = ST1.5x8 STP = Plate LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2-4 >999 360 TCDL 7.0 'Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 24 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-P Wind(LL) 0.00 2 `"• 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=53/Mechanical, 2=186/0-7-10, 4=26/Mechanical Max Horz 2=92(LC 12) Max Uplift 3=-63(LC 12), 2=-71(LC 12) Max Grav 3=53(LC 1), 2=186(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale: 1"=T PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 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. Joaquin Velez PE No:68182'. M7ek.USA4ne ;FL%Cett_86U t1 4'0rke East Blvd ;Tampa FG 3367Q`. January 10,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Wek® 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 of 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, see ANSI?P11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA22314. Blvd. Tampa, 6904 Parke 3e East ast Job Truss Truss Type Qty Ply T19103856 2208853-PSLP-STILLER CJ5 Corner Jack 4 1 o...__ _. I — Job Reference (optional) 6.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:59:29 2020 Page 1 ID: ibVR7 W6bGVcNjKrW3JK6Wgz8k98-?3TrLm_Ct1 E4ciggXCkl4HOQt7MAoUVkosvW1 ezwkZS 1-0-0 5-0-0 1-0-0 5-0-0 m N 1 3x4 = ST1.5x8 STP = Scale = 1:19.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical Max Horz 2=142(LC 12) Max Uplift 3=-122(LC 12), 2=85(LC 12) Max Grav 3=115(LC 1), 2=252(LC 1), 4=92(LC 3) FORCES. (lb) -Max. Camp./Max. Ten, -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW=RS 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) 2 except (jt=lb) 3=122. Joagliiri •Velez -PE No.08182i .,_... M70kt1SArincr,FL`:CeR6834; _ 6904 pafke Eas4 Blvd ,TampaEL 33810; Date: January 10,2020 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO 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 prop edyincorporate 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 Welk' 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, see ANSNTPIl Quality Criteria, DSB-89 and BCSI Building Component Blvd. Tampa, 6904 Parke 3aste East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Job Truss Truss Type City Ply 2208853-PSLP-STILLER CJ31 Corner Jack 2 1 T19103657 RiiiLlore t: ircl Cn, ,r..e ol....# rUkj Job Reference (optional) mzqu s Liec b 2uta MI I eK industries, Inc. Fri Jan 10 13:59:282020 Pagel ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-XsvT7Qza6j6D?YGezUDWY3rMVVj4l31 FaZC9zVBzwkZT 1-0-0 2-7-10 3.0.0 1 2-7-10 0-4-6 Scale: 1"=1' 2x4 = ST1.5x8 STP = 2-7-10 3-0-0 2-7-10 n'; Plate Offsets (X,Y)— f2:0-1-4 Edge] j3:0-3-0 0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R Wind(LL) 0.01 6 >999 240 Weight: 14 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-6: 2x6 SP No.2 REACTIONS. (Ib/size) 4=48/Mechanical, 2=189/0-7-10, 5=38/Mechanical Max Horz 2=92(LC 12) Max Uplift 4=-34(LC 12). 2=70(LC 12), 5=-12(LC 12) Max Grav 4=48(LC 1), 2=189(LC 1), 5=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 370-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 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, 2, 5. ;Joaqurli Velez iii P :88182' M)Tq_,Inc I'VC01:8834, 8904 P,a�ke1 ast Blvd ,Tampa F133810' �Date: January 10,2020 ®WARNING -.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ill rev. 10/0212615 BEFORE USE. Design valid for use only with M7ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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, see ANSUTPII Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. e East ast 1 Blvd. Tampa, 6904 Parke 3 Job Truss T uss Type Qty Ply T19103858 2208853-PSLP-STILLER CJ51 Corner Jack 2 1 P„ilrlcro oi..-., n.,.. r, nn Job Reference (optional) d.240 s Uec 6 2019 MiTek Industries, ,Inc. Fri Jan 1013:59:30 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-UF1DY6?geLMwEsP15vF dUweYXhbXxltOWe4a4zwkZR -1-0-0 2-7-10 5-0-0 _ 1-0-0 2-7-10 2A-6 3x4 = ST1.5x8 STP = Plate Offsets (X,Y)- [3:0-1-4,0-2-4 Scale = 1:19.2 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 Cade FBC2017/TPI2014 CSI. TC 0.39 BC 0.38 WB 0.00 Matrix-R DEFL. in Vert(LL) -0.03 Vert(CT) -0.07 Horz(CT) -0.04 Wind(LL) 0.09 (loc) I/dell Lid 6 >999 360 6 >805 240 5 n/a n/a 6 >622 240 PLATES GRIP MT20 244/190 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 purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x6 SP No.2 REACTIONS. (lb/size) 4=99/Mechanical, 2=258/0-7-10, 5=65/Mechanical Max Horz 2=142(LC 12) Max Uplift 4=-83(LC 12), 2=-82(LC 12), 5=-14(LC 12) Max Grav 4=99(LC 1), 2=258(LC 1), 5=82(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. Joaquin Velez PE'No:88182: 67ek USA Inc FL';Cert 6634 Ulf Park® East Blvd ITampa:FL-;83810, :Date: January 10,2020 A& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 'y'iTek• 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, see ANSI/TPI1 quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Blvd. Tampa, 6904 Parke East ast Job Truss Truss Type Qty Ply T79103659 2208853-PSLP-STILLER D1 Common Girder 1 1 Job Reference (optional) _.__. - _____.... .... ...... __._._ o.c.�auuu ccwia mn nn uwusnes, um. rn van iu rn:u r.w� u rage i ID:ibVR7W6bGVcNjKrW3JK6 Wgz8k98-JriXxll_7m46YMdlcp6dYg3g5giuz9Vb04tM4HzwkXt i -1-0-0 4-0-0 1 8-0-0 , 1-0-0 4x6 = 3 ST1.5x8 STP = ST1.5x8 STP = 3x8 2x4 = Scale=1:18.9 Iv 0 u-a-o 4-U-U 8-0-0 0-91 3-2-10 4-0-0 Plate Offsets (X Y)— [2:0-1-10,0-1-8j [2:0-0-8 1-0-5j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.01 4-5 >999 240 Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 4=266/0-8-0 (min. 0-1-8), 2=349/0-7-10 (min. 0-1-8) Max Horz 2=55(LC 16) Max Uplift 4=-90(LC 13), 2=137(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-358/344, 3-4=-355/340 BOT CHORD 2-5=-189/269, 4-5=189/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0,18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 i will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 4 and 137 lb uplift at joint 2. LOAD CASE(S) Standard `i6i4 Li in-.Viftii PE No;881i32 MITek+USA,+Inc-: ,F)':Cert 6894 `6904,Parke East,Bly-_d;,Tampa'FL�33610; 'Date: January 10,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll•7473 rev, 10/031201$ BEFORE USE. • Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IVIiTek• 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, see ANSUTPII quality Criteria, DSB-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Blvd. FL 36610 Tampa, 6904 Parke East East Job T uss Truss Type Qly Ply T1 91 03860 2208863-PSLP-STILLER D2 Common Supported Gable 1 1 Job Reference (optional) cuuuers rirsi bource, rlant ,iry, 1-L-JZ000, 1-0-0 4-0-0 d.Z4u s UeC b ZUIV mi I eK mausules, Inc. 1-n Jan iu IS:09:3J Zuzu rage I I D: ibVR7 W6bGVcNjKrW3JK6Wgz8k98-ugiMA7ljxGkV5K8cm2ohF7YDOkoDkHgKjUtkAPzwkZO 4x6 = 4 4-0-0 1-0-0 Scale = 1:18.5 I$ 2x4 = 2x4 II 2x4 II 2x4 II 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 7 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-0-0. (lb) - Max Horz 2=49(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 9, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-134/358, 5-8=-134/359 PLATES GRIP MT20 244/190 Weight: 34 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 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 9, 10, 8. Joa uiii •Vetei PE'No88182 /t ,MiTekUSA,Inc F.V Cer834 i8904 Parke East Blvtl„Tempa FL;3381`0; ;Date: January 10,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with M7ekO 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 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, see ANSIITPIi Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job T uss Truss Type Qty Ply T19103861 2208853-PSLP-STILLER EJ1 Jack -Open 1 1 Job Reference o lional first Source, Plant Uity, t-L - 32b66, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 10 13:59:34 2020 Page 1 ID: ibVR7 W6bGVcNjKrW3JK6Wgz8k98-MOGkOT2LiZsMjTjoKlKwnK50?88?TlkTx8cHjrzwkZN -1-0-0 2-0-8 ' 1-0-0 2-0-8 Scale = 1:9.7 U8 11 ST1.5x8 STP = i 1-5-0 2-0-8 1-5-0 0-7 8 Plate Offsets (X,Y)— [2:0-1-4,Ed e) [2:0-0-8 1-0-5) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2 >999 240 BCLL 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 Wind(LL) 0.00 2 "•' 240 Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=17/Mechanical, 2=161/0-7-10, 4=17/Mechanical Max Horz 2=69(LC 12) Max Uplift 3=-31(LC 12), 2=-69(LC 12) Max Grav 3=20(LC 19), 2=161(LC 1), 4=33(LC 3) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 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. 'Joaquin �Vejez PE?1o:68182! Mi7akUSA, Inc FL'':GeR 8634_ , 16984 Par)�e J ast 6lv_d'Tampa FL;33810: : Date: January 10,2020 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��• 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, see ANSUTP71 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19103862 2208853-PSLP-STILLER EJ7 Jack -Open 31 1 Job Reference (optional) b milers Mist Source, vianl uny, hL - 3Z*bb, u.z iu s uec o ZU,a IVu, eK ,nausu,es, rnc, rn Jdn rw w:aa:aa LULU rdye r ID:ibVR7W6bGVcNjKrW3JK6WgzBk98-gDg6bp3zTt DKdl_uTr9KYdNSYJ3CC_cAoMrFHzwkZM 1-0-0 7-0-0 1-0-0 7-0-0 Scale = 1:24.8 3x8 = 4 ST1.5x8 STP = 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.08 2-4 >957 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.19 2-4 >424 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.15 2-4 >534 240 Weight: 24 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=159/Mechanical, 2=323/0-7-10, 4=78/Mechanical Max Horz 2=191(LC 12) Max Uplift 3=-151(LC 12), 2=102(LC 12) Max Grav 3=159(LC 1), 2=323(LC 1). 4=122(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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=151,2=102. `Joliijuiri Vele PI3,No:88182. '(NiTekU5A,<Ine,F�.Ce��883Qy . �8904;_parke,Eaet _Blvd. TampafL33810' Dlite: January 10,2020 AWARNING -_Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p building. design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VliTek• 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, see ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T19103863 2208853-PSLP-STILLER EJ11 Jack -Open 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:59:35 2020 Page 1 ID:ibVR7W6bGVcNjKrW3JK6Wgz8k98-gDg6bp3zTt—DKdI uTr9KYda9YTECC—cAoMrFHzwkZM 2-0-8 Scale = 1:9.7 3x8 I I ST1.5x8 STP = 1-5-0 i 2-0-8 1-5-0 0-7-8 Plate Offsets (X Y)— [1:0-1-4,Edge] [1:0-0-8,1-0-5] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Wind(LL) 0.00 1 "" 240 Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=45/Mechanical, 3=17/Mechanical, 1=61/0-7-10 Max Horz 1=51(LC 12) Max Uplift 2=-50(LC 12), 1=1O(LC 12) Max Grav 2=45(LC 1), 3=33(LC 3), 1=61(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 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) 2, 1. Joaquin Velez PE 1Vof88182 �M]TefcU9A+Ine F�,Cer�6834�, 8904`01.af014st:BlvW ,TatnpaFL33810' tDate: January 10,2020 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7472 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrrekO 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 pek• 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 IyliT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19103864 2208853-PSLP-STILLER HJ7 Diagonal Hip Girder 2 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1013:59:36 2020 Page 1 ID: ibVR7 W6bGVcNj KrW3JK6Wgz8k98-IPOUp94bEB64yntARAMOsIAgYxjVxbGmPS50nkzwkZL -1-5-0 5-1-9 9-10-1 1-5-0 5-1-9 4-8-7 3x4 = 2x4 II — b NAILED NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.03 6-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.02 6-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=126/Mechanical, 2=444/0-10-7, 6=293/Mechanical r Max Horz 2=206(LC 4) Max Uplift 4=-131(LC 4), 2=189(LC 4), 6=-115(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-660/259 BOT CHORD 2-7=-335/590, 6-7=-335/590 r WEBS 3-7=0/270, 3-6=637/362 Scale = 1:23.0 I40 - I PLATES GRIP MT20 2441190 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 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 atjoint(s) except (jt=lb) 4=131,2=189,E=115. 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: 1-4=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) `Joa9 uiriVelePETJo:881132` iMiTek113A,+ltie FL'Cer_6834 f8904 Palk®,East Blvi;;Tampa; FL-33610; Date; January 10,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev., 1010312015 BEFORE USE. Design valid for use only with MiTek® 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 /t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTek� 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, see ANSYTPIf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19103865 2208853-PSLP-STILLER HJ71 Diagonal Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 z019 MI I ek Industries, Inc, Fri uan x1 is:aa:ao 2020 rage I ID:ibVR7 W6bGVcNj KrW3JK6Wgz8k98-FoWFEr5smoNoB50ZZbOsyAFygiGuPTi3smaVsczwkZJ 1-5-0 3-8-0 5-11-0 9-10-1 1-5-0 3-8-0 2-3-1 3-11-0 I 3x4 = Zx4 II NAILED Scale=1:23.0 a d, N O d i 3-8-0 3-8-0 5-11-0 2-3-1 , 9-10-1 , 3-11-0 Plate Offsets (X Y)— [3:0-4-0 0-1-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.22 9 >521 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.39 9 >285 240 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.14 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Wind(LL) 0.30 9 >379 240 Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 `Except` 3-9: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=81/Mechanical, 2=473/0-10-7, 7=359/Mechanical Max Horz 2=206(LC 22) Max Uplift 5=-78(LC 4). 2=-208(LC 4), 7=-181(LC 8) Max Grav 5=82(LC 19), 2=473(LC 1), 7=359(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-253110, 34=1109/550 BOT CHORD 3-8=-640/1068, 7-8=-640/1068 WEBS 4-8=-93/310, 4-7=-1115/668 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) na 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) 5 except (jt=lb) 2=208, 7=181. 7) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"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: 1-3=54, 3-5=54, 2-9=20, 3-6=20 Concentrated Loads (lb) Vert: 10=44(F=22, 8=22) 11=-3(F=-1, B=-1) 12=46(F=23, B=-23) 14=-25(F=-13, B=-13) 15=-74(F=-37, B=37) Joaquin Velez PE'No1il82: MTek USA,+Itic F}r dirt 663d 16964 Park®,9ast Blvd ,Tamp>f FL3 WC Date: January 10,2020 ®wARNING -.Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIF7477 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetylnformatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 I, Job Truss Truss Type Qty Ply T19103866 2208853-PSLP-STILLER V1 Valley 1 1 Job Reference (optional) timaers t-irst source, viani city, t-L - 6Z00b, 2x4 i O.L1V J UCV O GV I� IVII I CR IIIU VJIIICJ, 11 ayo I I D:ibVR7 W6bGVcNj KrW3JK6Wgz8k98-FoWFEr5smoN oB50ZZbOsyAF331U WPZj3smaVsczwkZJ 3-3-8 3-3-8 Scale=1:11.0 2x4 II 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL I'25 TIC 0.17 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.12 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/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=93/3-3-0, 3=93/3-3-0 Max Horz 1=62(LC 12) Max Uplift 1=-23(LC 12), 3=55(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% Structural wood sheathing directly applied or 3-3-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) 1, 3. Joa uie'YeliiiPENo;88162 MiTek USp, InC FI:';Cer�16634'_ 6904Fafk®EastBlvtl TempafL33610, Date: January 10,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 01.7473 rev. 10103/3015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 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, see ANSIOTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19103667 2208853-PSLP-STILLER V2 Valley 3 1 Job Reference o ptional uunders First Source, Nlant llty, hL - 3Z=b, o.cYv a ucc au a rvu ID:ibVR7W&GVcNjWVW JK VW; k98-j_4dRB6UX6VfpFb171v5U0oGj9r880zC5QK203zwkZl cY d 2x4 i 2 3 Scale =1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a file 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=51/1-11-8, 2=37/1-11-8, 3=14/1-11-8 Max Harz 1=34(LC 12) Max Uplift 1=-13(LC 12), 2=-37(LC 12) Max Grav 1=51(LC 1), 2=37(LC 1), 3=27(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) 2 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) 1, 2. tJoaqum Nelei;PE'NoJ88182 MiTek!USA,IInc FL:t:ert 6834 . �6904Parjte)=ast Blvd; Tempo FL'33870; Date: January 10,2020 ®WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7472 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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,pennanent 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, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19103868 2208853-PSLP-STILLER V3 Valley 1 1 Job Reference (optional) tsuuuers rtrsr ouurce, rianr � Iiy, r, - �...BA.. ..... .... ., ... __... - •-•--' '- _--- ' - - ID:ibVR7W6bGVcNjKrMY 6Wgz8k98-e?eW761PdWROAygOQK1bLFeZ2ntTDLK43cwVzwkZH v b d 2 3 2x4 2x4 11 Scale = 1:19.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 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/rP12014 Matrix-P Weight:21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins, 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. REACTIONS. (lb/size) 1=193/5-11-8, 3=193/5-11-8 Max Horz 1=129(LC 12) Max Uplift 1=-49(LC 12), 3=-113(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-160/320 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) 1 except Qt=lb) 3=113. Joaquin Vetez'PE'N648162 M.iTek;USA,+Iric,'FL•:CerT6634�r . _ _ i6904'Par i;Eae£B1vd;TampaFL'-33610`, Da_ to January 10,2020 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mn`ek® 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 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, see ANSI/ PIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19103869 2206853-PSLP-STILLER V4 Valley 1 1 Job Reference (optional) timaefs rlrst z ource, rlant uny, rL - OZ000, I 4 a d ID: ibVR7W6bGVcNjKrIZ31K Wgz8198-BAe7eW761PdWR0AygOQK1bLNhZBftTDLK43cwVzwkZH 4-0-0 4-0-0 2x4 i 2x4 II 2 3 , Scale = 1:12.8 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 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25, BC 0.20 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: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, 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. REACTIONS. (lb/size) 1=119/3-11-8, 3=119/3-11-8 Max Harz 1=80(LC 12) Max Uplift 1=-30(LC 12), 3=70(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 atjoint(s) 1, 3. 'Jgaquln VeleiPE'M6;88182` Mi7eliUSA,�Ine F�.Cert6634 f6904 Parke Eon Bled. Tampa FL; 53610, DaW: January 10,2020 ®WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® 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, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 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. 0-1/1fi For 4 x 2 orientation, locate plates 0- "id'from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated 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/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS WEBS BOTTOM 8 7 3 C2-3 IDS 5 � v 4 0 of O n� C6-7 CS 6 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO -THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 r 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: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested 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 ANSIrTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a nonstructural 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.