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HomeMy WebLinkAboutTrussio N VA' CLNG ime 26' D" 5' 4" 56' 6' O" i 0" i w U 0 8'-1' CLNG O QN x Aa 2 8'-l' CLING REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY ®OCC Hatch Legend TRUSS END DETAIL IP ar FUN. Curovanrowo r "IV FILE COPY CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ME ESRINO DRAVANGS AND SSCbB1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (lu. 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 DRUM PILES AND NAILING SCHEDULE a) BEARING BLOCK REQUIREMENTS. 5) SCAB DETAILS OF REQUIRED) ♦) UPLIFT AND GRAVITY REACTIONS WARNING Backc"os 1Vm Not Se Acoopted RoOardless 0 FauN Without Prior Notification By Cuatomar Wlihln 0 Noun And IwastiBation By BuMlom FIn Soumc. NO "CEPTIONS. io Goneral Contractor b Resocnelble TRUSS CONNECTION LIST TRUSS END DETAIL IP ar FUN. Curovanrowo r "IV FILE COPY CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ME ESRINO DRAVANGS AND SSCbB1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (lu. 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 DRUM PILES AND NAILING SCHEDULE a) BEARING BLOCK REQUIREMENTS. 5) SCAB DETAILS OF REQUIRED) ♦) UPLIFT AND GRAVITY REACTIONS WARNING Backc"os 1Vm Not Se Acoopted RoOardless 0 FauN Without Prior Notification By Cuatomar Wlihln 0 Noun And IwastiBation By BuMlom FIn Soumc. NO "CEPTIONS. io Goneral Contractor b Resocnelble TRUSS CONNECTION LIST CITY PRODUCT LUS24 7 HTU26 HTU28 HHUS26-2 HGUS26-2 HGUS28-2 HGUS28-3 SHOP DRAWING / SUBMITTAL REVItw APPROVED []A7P ROVEDAS NOTED REVISE AND RESUBMIT RECTED BIIILBER: SUBMITTALWAS REVIEWED FOR DESIGN CONFORMITYANO PORT SAINT LUCIE PROP GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR PROJECT: MOULTON RES CONFIRMING AND CORR 'Tj�6NJG DIMENSIONS AT JOBSITE FOR TOLERANCE, G ¢ElQipgryTITIES, FABRICATION PROCESSES NODEL' ARUBA WIPORCH RNA\ E5/CONSTRUCTION, COOROINATI H "'hhhlllliy{ R TRADES AND I,QOREss: BRAGLEr TREEr FULLCOMP jNTS LorlBLocK: - �fa(�TRAC Date: 'y SUBDmSION: — CRY: PORT SAINT LUCIE3T LUCIE ND,O�^ t% ?.'n DRAWN BY: JL JDBY: 2145270 ED F . Lu 1 T, DATE: 1N1N1B SCALE: NTS FLOR`O(`2�\�\ REVISIONS: LI'W3oume Tat S. KINGS HIGHWAY FORT PIECE, FL M45 Ph. (TT2) -"I MTS Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2125270-PSLP-MOULTON - Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: MOULTON Lot/Block: Subdivision: . Address: BRADLEY STREET, . City: PORT SAINT LUCIE State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa( FL 33610.4115 o e: . Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License It: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20171TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: NIA psf This package includes 38 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 T18343709 A01 10/11/19 23 T18343731 G1 10/11/19 2 T18343710A02 10/11/19 24 T18343732 G2 10/11/19 3 T18343711 A04 10/11/19 25 T18343733 G3 10/11/19 4 T18343712 A05 10/11/19 26 T18343734 HJ4 10/11/19 5 T18343713 A08 10/11/19 27 T18343735 HJ7 10/11/19 6 T18343714 A09 10/11/19 28 T18343736 V01 10/11/19 7 T18343715 B01 10/11/19 29 T18343737 V02 8 T18343716 B02 10/11/19 30 T18343738 V03 10/11/19 10/11/19 REVIEWED FOR 9 T1834371B03 10/11/19 31 T183437VO4 10/11/19C®DE 10 T18343718 B04 10/11/19 32 T18343740 40 V05 10/11/19 COMPLIANCE 11 T18343719 C01 10/11/19 33 T18343741 V06 10/11/19 12 T18343720 CO2 10/11/19 34 T18343742 V07 10/11/19 ST LUCIE COUNTY 13 T18343721 CO3 10/11/19 35 T18343743 V08 10/11/19 ° 10/11/19 15 T18343723 CJ3. 10/11/19 37 T18343745 V110 B®CC 16 T18343724 CJ5 10/11/19 38 T18343746 V11 10/11/19 17 T18343725 D01 10/11/19 18 T18343726 D02 10/11/19 19 T18343727 D03 10/11/19 20 T18343728 E01 10/11/19 p FILE COPY 21 T18343729 EJ4 10/11/19 22 T18343730 EJ7 10/11/19 The truss drawing(s) referenced above have been prepared by UI VF�� ��' l�� MiTek USA, Inc. under my direct supervision based on the parameters♦� ♦♦♦♦OP ,. G N S provided by Builders FirstSource - Plant City. .` R 0 182, 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 •, TE OF : �4/Z • that the engineer named is licensed in the judsdiction(s) identified and that the i� T'.• O P,; • designs comply with ANSI1rPI 1. These designs are based upon parameters • \�♦♦� �� �` R 1. " •••••����♦ shown (e.g., loads, supports, dimensions, shapes and design codes), which were � s� 0„ given to MiTek or TRENCO. Any project specific information included is for MTek's or A; 0 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 Joaqul Velez FE No. 8182 applicability of the design parameters or the designs for any particular building. Before use, Mlrek Inc. R:Ce 6634 r the building designer should verify applicability of design parameters and property 6904 a East BNd. parL33610 incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2. Date: October 11,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type Cry Ply T1B343709 2125270-PSLP-MOULTON A01 Scissor 2 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Jul 142019 Walk Industries, Inc. Ihu Uc11015:03:552019 Page 1 ID:EPnYVXLGnrrWsxd5lFlUfJy191R-cosj8lPjXBKWScJRRaact6PPV9iYsrHH9MnJ_3yUnLl -0.0 -0-1 3- I 26-7-0•r-1 6-7 9&7 -11-0-0 7-0-1 61 d - 6x6 4xe = 6.00 12 7-0-1 73-&8 19-6-15 I 26-7-0 7-U1 6-3-7 G3-] 7-04 6xB Zr Style: 1/4'=1' UP- Plate Offsets (X Y)- 12.0-5-9 Edael 16:0-5-9 Edael LOADING (I SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.23 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(CT) -0.46 6.9 >682 240 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.64 Horz(CT) 0.33 6 rla Na BCDL 10.0 Code FBC2017ITP12014 Matri%SH Wind(LL) 0.38 8-9 >816 240 Weight: 119 lb Fr=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (go/size) 6=958/0-7-10, 2=1033/0-7-10 Max 12=143(LC 9) Max Uplift 6=326(LC 13). 2=-369(LC. 12) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23= 2984/3032, 3-4=-2095/2074, 4-5=-2096/2140, 5-6=-3004/3138 BOT CHORD 2-9=-2611/2653, 8-9=-2613/2642, 7-8=-2620/2669, 6-7- 2631/2675 WEBS 4-8=-1360/1494,5-8=-830/1233,5-74/285,3-8=-804/1195, 3-9=0/288 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0oc 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.Opsh h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-" to 5-0-0, Extedor(2) 5-" to 13-3-8, Comer(3) 133-8 to 19-6-15, Extedor(2) 19-6-15 to 26-3-3 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 6, 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 6=326, 2=369. ~t Joaquin Velez PE No.68182 MITek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Data: October 11,2019 QWARNING. Vedrydesf9npevrhdvsend RPAONO1FS ON MMANDWCLUDEDMGEKREFENANCEPAGEM&74n.re.. ILLMOISBEFOREUSE Design valid for use only with MOO connectors. This design Is based only upon parameters shown, and Is for an Individual builOing component, not a trios system. Before use, me building designer must verify Me appllcablIlty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckJing 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 antl property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss system& seeANSVIPII Qualfly Criteria. OS349 and WSI Building Component 69M Parke East Blvd. .$Only Infermalbmvaliable from Truss Plate Ins6Me, 218 N. We Street, Suite 312. Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type City ply T18343710 2125270-PSLP-MOULTON A02 Scissor 4 1 �JobReferencxs(optional) Builders First Source, Plant City, FL - 32566, 8.240 s JuI14 2019 MITek Industries, Inc. Thu Oct 10 15:03:56 2019 Scale: 1/4'=l' 46 = ,TP = ST1.5xB STP = 6x8 c LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TIC 1.00 BC 0.85 WE 0.64 Matrix-SH DEFL. in Ven(LL) -0.23 Ven(CT) -0.46 Horz(CT) 0.33 Wind(LL) 0.38 (loc) Well L/d 7 >999 360 6-7 >681 240 5 Na Na 6-7 >809 240 PLATES GRIP MT20 244/190 Weight: 1171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=960/0-7-10,5=960/0-7-10 Max Hoa 1=-133(LC 10) Max Uplift 1=-327(LC 12), 5=-327(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3011/3155,2-3=-2104/2160,3-4=-2104/2155,4-5=-3011/3150 BOT CHORD 1-8= 2665/2681, 7-8=-2663/2675, 6-7= 2671/2675, 5-6=-2673/2681 WEBS 3-7= 1371/1499.4-7=-830/1229, 4-6=0/265, 2-7— 830/1229, 2-8=0/285 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-3-13 to 63-13, Exterior(2) 6-3-13 to 13-3-8, Comer(3) 13-3-8 to 19-6-1S. Fxtedor(2) 19-6-15 to 26-3-3 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-6-0tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joinf(s) except 01=lb) 1=327. 5=327. Joaquin Velez PE No.68182 MTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Q WARNWG-Vedtydes/gnpammetcreand REAONOTES ON THLSANO INCLUDED MriENREFERANCEPAGEMp74Tama. TOA ISBEFORE USE Design valid for use only with MBekS connectors. This design 6 based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bWOing designer must verity the opplicabulty of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to bucking lndMdual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of 6 dways required for slob0hy and to prevent collapse win possbie personal injury and property damage. For general guidance regarding the 6904 Parke East DWI.fabrication, storage, delivery. erection and bracing of busses and truss systems, seeANSVWII GoaItlyDSB-a9 end SCSI Building Component TamCmeM, a FL 33610 p Safety Intoenplbrnvoilabletrem Truss Rate Instttute. 218 N. Lae Sheet Sure 31Z Alexandra, VA 2231A. . Job Truss Truss Type Ofy P y T18343711 Tb 2125270-PSLP-MOULTON A04 SCISSORS 4 Relerenrs o tional bulloem Hrsl bourse, rlam uny. rL-aeaoo, o.a+v. ^mow•^ ... ,.... I. ".. ID:EPnYvXLGrkM_W sxd5IF1UfJN91 R-YAzTZROz3paEhwTgZBz4zXUmpzOVKt5adFF0: m d 46 = 6.00 12 4 axis � 6x8 Scale = 1:49.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.91 BC 0.82 W B 0.62 Matrix-SH DEFL. In Vert(LL) -0.23 Vert(CT) -0.45 Horz(CT) 0.33 Wind(LL) 0.36 (too) Well Lrd 9 >999 360 8-9 >685 240 6 n/a n/a 8-9 >859 240 PLATES MT20 MT20HS Weight: 120 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directlyapplied or2-2-0 oc puriins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-3-1 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1031/0-7-10, 6=1031/0-7-10 Max Horz2=141(LC 11) Max Uplift 2=-368(LC 12), 6=>368(LC 13) FORCES. gb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2977/2930, 3-4=-2087/2034, 4-5=-2087/2031, 5-6=-2977/2932 BOT CHORD 2-10=-2496/2647, 9-10=-2498/2636, 8-9=-2502/2636, 6-8= 2501/2647 WEBS 4-9— 1262/1490,5-9— 804/1201,5-8=0/288, 3-9=-804/1202, 3-10=0/288 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 5-0-0, Exterior(2) 5-0-0 to 132-8, Comer(3) 13-3-8 to 19-6-0, Exterior(2) 19-6-0 to 27-7-0 zone; cantilever left and Fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-M wide Will fit betweenthe bottom chord and any other members. 6) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=368, 6=368. - Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 68M 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Q WARNING - Vfily aesl9npernmefenanEREADNO7ES ON MIS AND INCLUDED MREKREFERANCE PAGEMIP74M rev. IOU12015 BEFORE USE. Design volid for use only Win MOex® connectors. Fhb design b based only upon parameters showm and b for an Individual bulltling component, not a truss Mtem. Before use. the bulltling designer must verity Me applicability of design parameters and Drapery Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucNing of Individual Inuss 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 regofdIng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIP11 Quality Cmeda. DSI4l9 and ICSI Building Component fi90a Perm East Blvd. Safety Infofmatter available from Tuts Plate Institute. 218 N. We Street Suke 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty P y T18343712 2125270-PSLP-MOULTON A05 Roof Special 2 1 Job Reference (optional) nwla .rs rlrsl auurua, d ram s.ny, r� - u<000, 6xe = 6.00 r12 4 Scale=1:49.1 STI.W STP= it = ,< ., ST1.5xe STP 3x6= 4x6 = 2x4 II 3xa = 2x4 11 3.00 12 6x8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-6,6-8: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-11: 2x4 SP No.3 CST. DEFL. In (loc) Vdefl Ud PLATES GRIP TC 0.86 Vert(L-) -0.23 7-9 >999 360 MT20 2441190 BC 0.99 Vert(CT) -0.50 7-9 >621 240 WB 0.72 Hoa(CT) 0.19 7 n/a n/a Matrix-SH Wind(LL) 0.31 10 >999 240 Weight: 1441b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0=12 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0.0 oc bracing: 9-11 , WEBS 1 Row at midpt 4-9 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1035/0-7-10, 7=1040/D-7-10 Max Horz 2=142(LC 11) Max Uplift 2=366(LC 12), 7=-3B4(LC13) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (to) or less except when shown. TOP CHORD 2-3=-1694/1736, 3-4=-1152/1368, 4-5=-2537/2815, 5-6=-2611/2549, 6-7=-2860/3009 BOT CHORD 2-14=-1351/1432, 12-14=-1352/1428, 5-9=-215/616, 7-9=-248212554. WEBS 3-14=0/283, 3-12=-559/825, 9-12=-643/1020, 4-9=-1958/1893, 6-9=-220/637 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-" to 5-0-0, Extedor(2) 5-0-0 to 133-8, Comer(3) 13-3-B to 19-3-8, Extedor(2) 193-8 to 27-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=366, 7=364. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October11,2019 Q WARNING. Verify designp.W. and READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE MX74M rev, IS03/1015BEFOREUSE. Design vallO for use only wIM M6el� connectors. IDR tlesign b bpsetl oNy upon parameters shown ontl Is tar an indMdual building component not a fruss system. Before use, the la"'c hg deggner mustver6y me opplicabllHy of tlesign parameter ontl propedy Incorporate this tle9gn Info the overall building design. Bwcing intllcated o to prevent buck h of IncNideal fruss web and/or chord members anly. Atltliaonal temporary ontl permanent bracing MiTek' Is always required for stablllty ontl to prevent collapse with possible personal lnlury ontl property damage. Far general gultlance regartling the fobrkoHoru storage, tlelNary, erection and broGng of hussas ontl puss systems, seeAN6U1P11 ClunOv CrMM, DSa-09 one aC31 auldhp ComponeM 690a Pahe East BNtl. SONty Nfermelbnwailablehom Truss Piote Ins0Me.213 N. Lee 6freef.9ulte 312. Alexontl0o. VA 22 74. Tampa, FL 33610 Job Truss Truss Type OtY P7212527:PSLP-MOULTON T1B343713 A08 COMMON3 b Reference o lional Builders First Source, Fare ldty, hL - 32be5, ..'au s am w m ro mu ea ..uusurev..... . nu sia ru Scale =1:45.9 6.100 F12 4.6 II )a 0 3x8 i ra o US 3x6 2x4 11 7x10 = 2x4 11 3-20.3.0E 26-70700 3-8 I -&.97-0- 1. P late Offsets (X Y)-- [1:0-2-10 0-1-81 [2:0-3-0 0-3-01 [6:0-74 0-0-13][9:0-3-8 0-4-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.49 7-9 >646 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.84 7-9 >377 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.94 Ho2(CT] 0.03 6 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Attic -0.22 7-9. 394 360 Weight: 1401b FT=20% LUMBER- LUMBER- TOPCHORD 2x4 SP No.2'Eircept' 3-6: 2x4 SP No.t BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 3-9: 2x4 SP No.1 REACTIONS. (Ib/size) 6=1661/Mechanical, 1=1024/0-7-10 Max Horz 1=130(LC 11) Max Uplift 6=-277(LC 13), 1=-298(LC 12) Max Grav 6=1205(LC 2), 1=1055(LC 2) BRACING - TOP CHORD Structural wood sheathing directly Spoiled or 3-9-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1856/869, 2-3=-1719/795, 34=-1315/620, 4-5=-1766/780, 5-6=-1832J615 BOT CHORD 1-10=-626/1635, 9-10=-628/1638, 7-9=426/1567, 6-7=426/1567 WEBS 9-11=-326/1069,3-11=-327/1110,4-11= 416/230,5-7=-262/329,2-9=-430/319 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-3-13 to 3-3-13, Intedal 3-3-13 to 13-3-8, Extedor(2) 13-3-8 to 16-3-8, Intedor(1) 16-M to 26-6-4 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) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) - This truss hasbeen 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 psQ on member(s). 4-5, 4-11 6) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 psf) applied only to room. 7-9 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=11d) 6=277, 1=298. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 QWARNINa-VedlytimJ9.pemmereraoad R£AONOMS ONTNLSANDNCLUDEDMr7EKREFERANCEPAGEMl7473.V.. 169Y1015B£FOREUSE. Design valid for use only with Ml connectors. fits design Is based city upon parameters shown. and b for an Individual balding component, not ��' a buss system. Before use, me building designer must verily the applicability of design parameters and properly Incorporate this design Into me overall dedgn. Bracing Indicated is to buckling individual truss web and/or chard members only. Additional temporary and permanent bracing M!Tek' building prevent of Is always required for sleekly antl to prevent collapse with passible personal Injury and property damage. For general guidance regarding me fabrication, storage, call erection and bracing of trusses and hum systems, seeANSVIP11 QuelM CMnlo, D56-69 and 11061 Bell Component 69M Parke East Blvd. m Safely esformakmallabie from Truss Prole Institute. 218 N. Lee Street. Suite 31Z Alexandria. VA 22914, Tampa, FL 33610 Tnus Thus Type Oy P y rob 5270-PSLP-MOULTON A09 COMMON 1 1 ��T43714 Job Reference o lional Builders First Source, Plant City, FL- 32566, 8.240 sJul 142019 MtleK Ina05ines, Inc. Inu Ua1101SO4:01 2019 Scale: 1/4-=l, 6.00 RE 6,02 MT20HS II ig 3x8 4 rD n _ ' 3x6 2x4 11 7,00 = 5x8 = 2.4 II 7-fi-0 13-3-8 20.341 26.7-0 7.8-0 I 5-9-8 - i 7-0.0 I 6-3-8 Plate Offsets (XY)— [t0-2-10 0-131 [2:0-3-00-3-01 [6:0-7-4 0-0-13] [9:0-33.0-4-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.50 7-9 >634 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.85 7-9 >370 180 MT20HS 187/143 BCLL 0.0 Rep Stress ]nor YES WB 0.94 HOrz(CT) 0.03 6 nfa ri BCDL 10.0 Code FBC2017fTPj2014 Matrix-SH Attic -0.22 7-9 389 360 Weight: 139 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x6.SP M 26 BOT CHORD WEBS 2x4 SP No.3 *Except' 3-9: 2x4 SP No.1 REACTIONS. (lb/size) 6=1061/Mechanical, 1=1024/0-7-10 Max Hom 1=-130(LC 8) - Max Uplift 6=277(LC 13). 1= 298(LC 12) Max Grav 6=1205(LC 2), 1=1055(LC 2) FORCES. (Ib) - Max. CompJMax. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1856/869, 2-3=-1721/795, 3-4=-1324/618, 4-5=-1769/782, 5-6— 1831/616 BOT CHORD 1-10=-62511635, 9-10=-628/1637, 7-9=-028/1568, 6-7=-428/1568 WEBS 9-11= 328/1076, 3-11= 330/1117,4-11=-417/236, 5-7=-267/329, 2-9=-429/320 Structural wood sheathing directly applied or 3-0-1 oc pur ins. 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. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-3-13 to 3-3-13, Interior(l) 3>3-13 to 133-8, Exterior(2) 13-3-8 to 16-3-8. Interior(1) 16-3-8 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psQ on member(s). 4-5. 4-11 7) Bottom chord live load (40.0 psi) and additional bottom chord dead load (5.0 psi) applied only to room. 7-9 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 )oint(s) except Qt=11b) 6=277, 1=298. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Q WARNING - Verffy dea/gnparamarera antl READ NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEN0,7473mv. 1GN12eIS BEFORE USE Design valid for use only win Mifek® connectors. Th6 design 6 based only upon parameters shown. and Is for an indMtlual building component, not a truss system. Before use, the building designer must verify me appllcabOny of design parameters antl property Incorporate Me design Into Me overall building tleslgn. Bracing Ntllcated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing r MIT61C Is always required for stability and to prevent collapse with possible personal Injury and property damage. For General guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems. saeµSVrP11 Qui Criteria. DSE-09 and SCSI Building Component 69" Parke East Blvd. Safety Infoana8onovallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Truss Type Cry P y T78343715 [2125270-PSLP•MOULTON B01 Hip 1 1 �JobReferenca (optional) builders host source, riam ulry, rL- Uobba, a.zau 5 rim 14 4U re MI I ee inau=nes, mc. mu UM IU 1 b:UV:UZ [U19 Faye l 4x6 = 4 4x6 = 5 Scale: 1/4'=1' 4X6 = 2x4 11 3x4.= 3x4 = — — 2x4 It 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-M CS]. DEFL, in (loc) Vdefl Ud PLATES GRIP Plate Grip DOL 1.25 TIC 0.85 Vert(LL) -0.12 9-11 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.20 9-11 >999 240 Rep Stress Incr YES WB 0.45 Horz(CT) 0.06 7 n/a n1a Code FBC2017/TP12014 Matrix-SH Wind(ILL) 0.11 12-13 >999 240 Weight: 1321b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-1-10 cc puriins. BOT CHORD Rigid ceiling directly applied or4-10-2 cc bracing. REACTIONS. (Ib/size) 2=1031/0-7-10,7=1031/0-7-10 Max Hoa 2=-128(LC 10) Max Uplift 2=359(LC 12). 7=359(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 23=-1711/1485, 3-4=-1220/1127, 4-5=-1027/1094, 5-0=-1220/1127, 6-7=-1711/1486 BOT CHORD 2-13=-1194/1451, 12-13=-1194/1451, 11-12=-589/1027, 9-11=1065/1451, 7-9=-1065/1451 WEBS 3-13=0/262, 3-12=-536/695, 4-12=-271/324, 5-11=-271/324, 6.11=-536/696, 6-9=0/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 27-7-0 zone; cantileverleft 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 nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=359, 7=359. m (6 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 ® WARNING - Verify desi9npser..fars and READ NOTES ONWISANDINCLUDED MREKRI: RANCEPAGEMM174Mne..1d0.420155EFOBEUSE Design valid for use only with MITekg connectors. This tleslgn Is based only upon parameters shown, and Is for an Individual WildIng component, not a Mes system. Before use, the bulldIng designer must verify Me applicability of design parameters and propefly Incorporate this design Into the overall building tleslgn. Bracing lntllwted B to prevent buckling of lndiNdual 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 fabecallon. storage, dellvary, erection and bradw of trusses and toss systems seeANStMII 41uySy Canada, 050419 and SCSI Building Component 69M PaAe East Blvd. Safety Srformationavallabie from Truss Rate Institute. 218 N. Lee Street. Suite 31Z Alexondrim VA 22314. Tampa, FL 33610 Tnus Truss Type Oy Fly T78343716 rob 5270-PSLP-MOULTON 002 Hip 1 1 Job Reference (optional) Builders brsl Source, rlam uly, rL- Ubbb, a.eau s dm i4 zu is mi i ea maussnes, mc. i nu uct l u m:ua:u4 Buie 4x6 = 4 5xe = 5 Scale: 1/4'=1- 4x6 = 2x4 11 axe = 3x4 = 2x4 11 US = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/rP12014 CS'. TC 0.83 BC 0.51 WB 0.28 Matrix-SH DEFL. in (roc) Well Ud Vert-0.07 10 >999 360 Vert(CT) -0.1310-12 >999 240 Horz(CT) 0.06 7 n/a n/a Wind(LL) 0.10 2-13 >999 240 PLATES GRIP Ml 244/190 Weight: 137 lb FT=20% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Sfructural wood sheathing directly applied or4-0-8 oc pudins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 4-10-0oc bracing. WEBS 2x4 SP N0.3 , REACTIONS. (lb/size) 2=1031/0-7-10,7=1031/0-7-10 Max Horz 2=119(LC 11) Max Uplift 2=-351(LC 12), 7=-351(LC 13) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1700/1465, 3A--1283/1185, 4-5=-1095/1127, 5-6=-1282/1185, 6-7— 1700/1466 BOTCHORD 2-13=-1172/1438, 12-13=-1172/1438, 10-12=-647/1095, 9-10=-1042/1439, 7-9=-1042/1439 WEBS 3-12=-426/617,4-12=-266/342,5-10=-283/341, 6-10=-427/618 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; Ill Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-", Exterior(2) 5-0-0 to 27-7-0 zone; cantileverleft and Fight exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumbar DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 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 1001b uplift at joint(s) except Ijt=lb) 2=351, 7=351. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: October 11,2019 AWARNING -Verydc.1gnparameferaend READ NOTES ONWISANDINCLUDED MmFKFEFENANCEPAGEMAF74TJnrv.rae ISeEFOREUSE Wit valid for use only with MIIen connectors. This design Is owed only upon parameters shown and Is for an Individual building component, not a truss system. Before use. Me building designer must verity Me applicability of design parameters and property Incorporate this design Into Me overall building design. Bracing Indicated is to buckling of IndMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personol Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of busses and bur system% seeANSUBRI Quality Criteria. DSB49 and BCSi Building Component 69N Fetus East Blvd. Safety mlamsatbApvotabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Thus Typa DN yPSLP-MOULTON F B03 Hip 1 1 Job Reference (optional) eunaers NMI bourne, nam Iny, rL- bzbbo, a.ceu aau wmmmn an ma,. m m:ar:unmro raga r 4x6 = 4 3x4 = 5 4x6 = 6 Scale: 1/4'=1' ST1.5x6 STP= rA_ I ST1.5x8 STP= 4x6 = am = 3x8 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.15 2-12 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Ven(CT) -0.33 2-12 >956 240 BELL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.06 8 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(LL) 0.16 2-12 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORE BOT CHORD 2x4 SP No.2 BOT CHORE WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1031/0-7-10,8=1031/0-7-10 Max Hom 2= 99(LC 10) Max Uplift 2= 331(LC 12), 8=-331(LC 13) FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 1634/1434, 3-4=-1436/1306, 4-5=-1251/1187, 5-6=-1251/1187, 6-7=-1436/1306, 7-8=-1634/1434 BOT CHORD 2-12=-1144/1397, 10-12= 926/1372, 8-10=-1014/1397 WEBS 3-12=-244/533, 4-12=-468/495, 5-12— 258/250, 5-10= 258/249, 6-10=-469/495, 7-1D=-244/534 PLATES GRIP MT20 244/190 Weight: 128 lb FT=20% Structural wood sheathing directly applied or3-9-15 cc puffins. Rigid ceiling directly applied ors-0-9 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15tt; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Extedor(2) 5-0-0 to 27.7-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except at=lb) 2=331, 8=331. Joaquin Velez PENo.68182 111Rak USA, Inc. FL Cart 6634 6804 Parka East Blvd. Tampa FL 33610 Date: October 11,2019 Q WARNING -NdrydealSn parameters end READNOTES ON TNISANUWCLUDED MNEKREFERANCEPAGEM6MM.. 1041121715BEFORE USE Deslgn valid for use only with MITeISs connectors. This design Is based only upon porameters shown, and Is for an IndNldual building component, not ��- a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated isto buckling of lndlyduat truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system& seeANSVrFiI Quoin DStH9 m1tl [IL516u1tlbp Component Parke Blvd. A. Sabty Infetmatbnovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 225T4. 3East361 Tampa, FL 33610 Tam Job Truss Truss Type Oly ply 2125270-PSLP-MOULTON B04 HIP GIRDER 1 1 Job Reference (optional)T78343718 tlNleers First bourne, Marc Ully, IL - J4000, 4-0.0 3-9.4 7-0-0 1-0.0 3.9-4 3-2-12 Special 5x8 = 4 m �1 0 ..'au s au NAILED NAILED Special NAILED NAILED 2x4 It NAILED NAILED 518 13 14 5 15 16 6 IIu Vul 1V Ia.V V.VI CV IJ Scale: 1/4'=1' ST1.5x8 STP= x NAILED NAILED I NAILED NAILED V ST1.5x8 STP= 3x6 = 3x4 = so= 3x4 = 3x6 = Special NAILED Special NAILED 7-0-0 I 13.3-8 19-7-0 26-7-0 .'A Plate Offsets(XY)— f2:0-2-120-1-81 f4:0-6-00-2-81 f6:0-6-00-2-81 [8:0-2-120-1-81 fll:0-4-00-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) 0.28 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ven(CT) -0.3710-11 >834 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.64 Hom(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Weight: 1311b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-7 oc pudins. 4-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. BOT CHORD 2x4 SP No.t WEBS 2x4 SP No.3 "Special" indicates special hanger(s) or other connection device(s) required at location(s) shown. The design/selection of such special connection device(s) is the responsibility of REACTIONS. (lb/size) 2=2001/0-7-10, 8=2001/0-7-10 others. This applies to all applicable truss designs in this job. Max Horz 2= 79(LC 25) Max Uplift 2= 1108(LC 8), 8=-1108(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-3675/2085, 3-4=-3613/2080, 4-5=-4294/2436, 5-6=-4294/2437, 6-7=-3613/2080, 7-8=3675/2086 BOT CHORD 2-12=-1815/3162, 11-12=1828/3234, 10-11=1768/3234, 8-10— 1743/3162 WEBS 3-12=-244/305,4-12=-184/616, 4-11=-682/1263, 5-11= 855f785, 6-11— 682/1263, 6-10=-185/616, 7.10=-244/305 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.Opsh h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever [attend right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1108, 8=1108. 7) 'NAILED' indicates 3-1 Od (0.148'x3') or 3-12d (0.148'x3.25') foe -nails per NOS guidlines. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 2061b down and 294 lb up at 7.0-0, and 206 Its down and 294 lb up at 19-7-0 on top chard, and 3191b down and 279 It, up at 7-0-0, and 319lb down and 2791b up at 19-6-4 on bottom chard. The designiselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frond (F) or back (B). LOAD CASE(S) Standard 1) Bead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (pif) Vert: 1-4= 54, 4-6=-54, 6-9=54, 2-8=-20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data. October 11,2019 O WARNING- Vendydesf9nparemeferrand READ NOTES ON TN/SAND WCLUDED MREKREFERANCEPAGEMp7473rev. 10,11134015BEFOREUSE Design valid for use only win MBek@ connectors. This design Is based only upon parameters shown, and is for an IndMduci building component, not a tnse system. Before use, the bulltling designer must verity the applicablely of tleslgn parameters and properly Incorporate iNs design into the overall building tleslgn. Bracing indicated is o prevent buckling of Individual true web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always requlred for stability and to prevent collapse with possible personal Inlury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Trusses and truss systems. saeANSVIPI1 Cua®v CMeM, VS349 and SCSI aulding Component Sooty NformalbMvolloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alaxondria, VA 22314. Sect Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T18343718 2125270-PSLP-MOULTON B04 HIP GIRDER 1 1 Job Referenceo Banal Builders Pirst Source, Plant City, FL - 32566, ez9u s au 14 zme mu i ex und.. s, Inc. Ina Oct 10 15:04:07 2019 rage 2 ID:EPnVv%LGnm_W sxd51FIUFJyl91 R-G5aFIsVFtrpuSEIBH9ONeuZV?g9gNE2wpgyPNyUnL6 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-159(F) 6=-159(F) 12=-319(F) 11=-109(F) 5=-219(F) 10=-319(F) 13=-110(F) 14=-110(F) 15=-110(F) 16— 110(F) 17=-54(F) 18— 54(F) 19=-54(F) 20=-54(F) OWARNING-Verirydaslgnperemefunt.mIREADNOTE50N RUSAND INCLUDED 011IIEKREFERANCEPAGEM674TJrev. 10T34l015BEFORE USE. Design valid for use only with MRek® connectors. This design a based only upon parameters shown, and Is for an Indlycluol building component, not �■ ■■ a hu5 system. Before use, the bulldIng designer must verity Me applicabllity of design parameters and property Incorporate this design Into the overall Bracing is bucWing Individual truss only. Additional temporary and permanent bracing M!Tek' builtling design, indicated to prevent of web and/or chord members Is always required for stability and to prevent collapse with possDle personal Injury and property damage. For general gudance regarding the fobricotlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSIRP11 Quality CmrrM. OSB49 and SCSI Building Component 690s Parke East Blvd. Safety 1n(amsalbnavailabie from Truss Rate Institute, 218 N. Lee Sheet, Sulfe 312, Atexondrla. VA 22314. Tampa. FL 33610 Job Truss Truss Type 09' Ply T1B343719 2125270-PSLP-MOULTON C01 ROOF SPECIAL 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Oo11015:04:082019 Scale =1:45.1 5.6 = 2x4 11 5x8 = 5x6 = 3x8 4 m II lu 9 3x4 = 7x10 = 3x4 = 6x8 = 5.9-0 17-0-0 73-&8 20-7-0 20-7-12 23.0-8 26.7-0 5.9-0 5.2-72 2-3-8 7-3-8 U -12 2-4-12 i 3-6-8 Plate Offsets (X Y)-- [1:0-2.10 0-1-81 [3:0-3-0 0-2-01 [6:04-00-2-81 r7:0-4-00-2-81 [9:Edge 04-0] [11:03-8 0-4-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.27 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.48 11-12 >654 180 SCLL 0.0 ' Rep Stress Incr YES W B 0.88 Hom(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.15 10-11 578 360 Weight: 186 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directlyapplied or3-7-11 oc pudins, 6-7: 2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-1-14 oc bracing. , 9-11: 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 4-11,13-14,6-10:2x4 SP No.2 REACTIONS. (Ib/size) 1=1019/0-7-10, 9=1057/Mechanical Max Hors 1=232(LC 12) Max Uplift 1=-269(LC 12), 9=-269(LC 9) Max Gray 1=1050(LC 2), 9=1202(LC 2) FORCES. (lb) - Max. CompJMax, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 2035/965, 2-3= 2018/1149, 341-1413/682, 4-5=-1710/841, 5-6=-1071/437, 6-7>1447/632 BOT CHORD 1-12=-104211756, 11-12=-68211348, 10-11=-589/1364, 9-10=454/980 WEBS 2-12=-266/361, 3-11=-46/311, 13-15=-340/470, 14-15=-340/470, 10-14=-1/258, 6-14=0/294,7-10=-1"664,7-9=-1561/719, 5-14=-8441593,3-12=-52If729 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-3-13 to 33-13, Interior(l) 3-3-13 to 11-0-0, Exterior(2) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 20-7-0, Extedor(2) 20-7-0 to 23-0-8, Interior(1) 23-0-8 to 26-54 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 psQ on member(s). 13-15, 14-15 7) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 10-11 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11b) '1=269, 9=269. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 11,2019 AWARNWG-Verily&egaporamefenenCREAONOMSONMZANDWCLUOEOMREKREFERANCEPAGEMIP74".re..16MY1615BEFOREUSE Design valid for use only with MITe4® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the butchl designer must verify the appllcob011y, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lntlMtlual hues web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always reculred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of Moses and huss systems, seeANSVIPft CuaNy Criteria. OSS49 and SCSI Building Component Safely Informorbrevoilobie from Truss Plate Institute. 218 N. We Sheet, Suite 312, Noxantlrla, VA 22314. 6904 Parke East Blvd. Tampa. FL U610 Job Truss Truss Type 711_7Job T18343720 2125270-PSLP-MOULTON CO2 HIP Reference (optional) bml0ers rust bource, riam wy, rL-waoo, o.eausamw vie n,ue.,i,vvoU.oe..-, uv-1,v ,v.v..vo rv,e ID:EPnYvXLGnm Wsxd5lFlUfJyl91R-CUi74YNEV5X7m07GIBuS3 t1 oWv8E5LN792' al Scale =1:44.7 5.8 = 4x8 = 5x6 = 4x6 = 3xB = 3 4 5 6 16 7 3x4 = 7x10 = 3.8 = 3x8 11 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/TPI2014 CSI. TC 0.70 BC 0.72 WE 0.87 Maul DEFL. in (loc) Vdefl Ud Ven(LL) 0.25� 10-11 >999 240 VBn(CT) -0.43 10 >730 180 Horz(CT) 0.03 8 n/a n/a Attic -0.12 9-10 703 360 PLATES GRIP MT20 244/190 Weight: 175 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or M-12 oc puriins, BOT CHORD 2x6 SP No.2 *Except* except end verticals. 8-10: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or6-0-D oc bracing. , WEBS 2x4 SP No.3 *Except* 3-11,41-10,E-9:2x4 SP No.2 REACTIONS. fib/size) 1=1020/0-7-10, 8=1058/Mechanical Max Horz 1=221(LC 12) Max Uplift 1= 259(LC 9), 8=-343(LC 9) MaxGrav 1=1051(LC2),8=1204(LC2) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1972/1070, 2-3=-1776/870, 3-4=-1745(774, 4-5=-1716/835, 5-6=-1720/844, 6-7=-1606/690, 7-8=-1286/656 BOT CHORD 1-11=-1178/1710. 10-11=-859/1559, 9-10=-741/1693 WEBS 2-11=-238/364,3-11=-211/467,3-10=-90/345, 12-14=-193/306, 13-14=-512/300, 9-13=-556/457, 6-13=-485/430,7-9=-849/2002,4-14=-323/99, 6-14=-404/610 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-13 to 3-3-13, Interior(1) 3-3-13 to 9-0-0, Exterior(2) 9-0-0 to 13-1-12, Interior(1) 13-1-12 to 26-5-4 zone; cantilever left and right exposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) • This truss has been designed for a live Iliad of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 12-14, 13-14 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to mom. 9-10 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 1=259, 8=343. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 Mrrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Q WMNING-Veda, desgn pae erersand BEAD NOTES ON THIS AND MCLUDED WEK REJ'EMNCE PAGE MIP74Mrev. I&D21015 BEFORE USE Design valltl for use only with MReIAe connectors. fill design Is based aNy upon parameters shown. antl b loran IntlMd I bulltling component not a�� a truss system. Before use, me bu0ding tlesignor must veeN the applicability of design pommetan antl propery Incorporate this design Into the overall bulltling tleagn. Bracing Indicated is to buckling of lntlblduaitmss web antl/or chord members only. AddMonal temporary and pennanenf bradng MiTek' prevent Is always requlretl for stability antl m prevent collapse with possible personal Injury antl property tlamage. For general gUWance regartling the 6904 Parka Easr Blvd. fobrica8on, storage, delivery, a,_,I.n on, bracing of tnassat and trusssystems, -a SpIP11 Qualpy CdMdp. DSa-09 and BCSI autdhp Componml Tampa, FL 33610 SafNy btarmatbmvollobla ham Truss Rate Ir¢VV., 218 N. Ise Street SuBe 312. Alexondrb. VA 22314. Joh Truss Truss Type OtyT y ��Tl43721 2125270-PSLP-MOULTON F1 CO3 HALF HIP GIRDER 1 Job Relerence (optional) BUilders First SOW09, Fiant ally, FL-3Zbbb, a.Z4U S Jul 14 CUIe Ml l ex mauslnes, Ina. inu um IU i=:UV:II LuI-J Scale: 11P.1. Special NAILED NAILED NAILED US = _ NAILED NAILED 3x4 NAILED NAILED Sxe = NAILED NAILED 5x8 = axe V NAILED 3x4 — NAILED 3x4 = NAILED4x6 = NAILED Sire NAILED a 3x8 MT20H5 I ST1.Sx8 STP = NAILED Special NAILED NAILED NAILED 7-0-0 1&6-75 20-0.1 I 2fi-7-0 7-0-0 6-fi-15 6.5-3 6.6-15 Plate Offsets (X Y)- 11.0-0-4 Edge1 (2;0-0-8 0-2-41 r4:0-4-00-MI, V:0-3-8 0-2-81 LOADING (psi) SPACING- 2-0-0 1 CSI. DEFL. in (too) /deft Vd PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.99 Vert(LL) 0.26 9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 VerdGT) -0.36 9-10 >863 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO We 0.90 HOrz(CT) 0.10 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 1311b Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* BOT CHORD 3-10,4-9,5-7: 2x4 SP No.2 WEBS REACTIONS. (Ito/size) 1=1850/0-7-10, 6=2036/Mechanical Max Ho¢ 1=175(LC 8) ' Max Uplift 1=-960(LC 8), 6=-1048(LC 5) FORCES. (lb) - Max Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-2=-3589/1942, 2-3=-3143/1786, 3-4---3995/2146, 4-5=-2976/1545, 5-6=-1907/1095 BOT CHORD 1-10=-1770/3101, 9-10=-2146/3995, 7-9=-1585/3029 WEBS 2-10=-384/1020, 3-10=-974/465,3-9=-249/452, 4-9=-644/1110, 4-7=-1291/987, 5-7— 1728/3326 Structural wood sheathing directly applied or 3-7--11 oc pudins, .except end verticals. Rigid ceiling directly applied or 4-3-7 oc bracing. 1 Row at midpt 5-7 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 lost bottom chard live load nonconcurrent with any other live loads. 5) ' This tress has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=lb) 1=960,6=1048. 8) 'NAILED' indicates 3-10d (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) 159 Ib down and 294 Its up at 7-0-0 on top chord, and 319 Ib down and 279 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)-Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-2=-54, 2-5— 54, 1-6=-20 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 11.2019 ®WARNING- Ver/Ndeslgeperemetersend READNOTES ONTNISANDMCLUDEDMrt KREFERANCEPAGEMA747Jray. 10030hidSBEFOREUSE Design valid for use only with Mflek® connectors. This design Is based only upon parameters shown, and Is for an IndNidual building component, not ��- a Muss system. Before use, the burdinBB designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated No prevent bucklingof Individual truss web and/or chord members only. Additional temporary and permanent bracing 1�q rY GIC Is always required for sloblllly, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobdcafion storage. delivery, erection and bracing of tresses and tress systems, seaANSVrP1i Cuo1By CMsda. DS349 and U31 Buld910 Component 69M Parka East Bind. Safety Infermallorpvarable from Truss Plate Inalitute, 218 N. We Street. Sulta 312, Alexandra VA 22314 Tempo, FL 33610 Job Thus Truss Type T18343721 MiJob 212$270-PSLP-MOULTON CA3 HALF HIP GIRDER Reference o tional Buildem First Source, Plant City, FL-32566, 8.241) a Jul 142U19 MI I ex inOusmes, Ina. The Vq l u i5:04:1120r 9 Page ID:EPnVvXLGnnLWsxdSlFlUfJy191R-BipmVEblm6LFN3XW N7EMXU38u9Bc7BerOe9V8yUnL2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2=-159(B) 10=-319(B) 11=-110(B) 12=110(B) 13=-110(B) 14=-110(B) 15=-110(B) 16=-110(B) 17=-1 10(B) 18=-1 10(B) 19=-110(B)20=-54(B) 21=-54(B) 22=-54(B) 23=-54(B) 24_ 64(B) 25=-54(B) 26=-54(8) 27=-54(B) 28=-54(B) OWARNING- Ver/ydesignpaxamefervan✓NEADNOTES ON THIS AND INCLUDEDMIFEKREFENANCEPAGEMX74TJrev. 161101420150EFORE USE Design valld for use only with Ml connectors. ITIs design Is based only upon parameters shown. and Is for an Individual building component not a buss system. Before use, the bullding designer must vadfy the oppllcablRy of deslgn parameters antl properly Incorporate MB deslgn Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pemronent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery. erection and bracing of hums and Huss systems. sa MS1TIPI1 Quality Criteria, DSB49 and SCSI Sell Component 6904 Parke East Blvd. Safety Informallancr croble from Truss Rate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Tmss Tmss Type Oty Pry T18343722 r1225270.PSLP-MOULTON NCJ1 Comer Jack 12 1 ' Job Reference o tional Builders Hrst bGurw, ream Ury, FL-a'[bbb, O.LYUSJUI ,Y CV rJ IVI1r CM1 1, lUWU,ea, l,n.. „Iuvl.l,U V..,,<U �a 2x4 = STI.S%B STP= LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (lac) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Veri(LL) -0.00 2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(CT) -0.00 2 >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 FBC20171TP12014 Matrix-P Wind l-L) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-0/Mechanical, 2=125/0-7-10, 4=9/Mechanical Max Harz 2=44(LC 12) Max Uplift 3=-B(LC 1), 2=-63(LC 12) Max'Gmv 3=18(LC 8), 2=125(LC 1), 4--1 B(LC 3) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. Scale =1:7.0 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Stmctural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=1 Bit; Cat. II; Exp C; Encl., GCpl=0.1 S; MW FRS (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 MTok USA, Ina FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 11,2019 A WARNING -Vedry deaffn perametemand READ NOTES ON MIS AND INCLUDED MREKBEFERANCEPAGEMX7473 rev. 10=015BEFONEUSE i Design valid for use only wim Mgek® connectcrs. the design b based only upon parameters shown. and Is for an Individual bullding component, not a truss system. Before use, me building designer must verity the appllcablllty of design parameters and propery Incorporate this design into me overall Bracing Indicated Is to bucklingofIndNltlualtnmairy. Additional temporary and permanent bracing M!Tek' buildingdesign. prevent web and/or chord members Is always repulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ills fabrication, storage, delivery, erection and bracing of trusses and truss systems WeANSVTPII Quo" yCr@eda, DSS-09 and SCSI Building Component 6906 Parka East BNtl. Tampa, FL ata Safety Srforma6w mrallcbie from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexandria. VA 22314. Trw aTrusType P T78343723 5270-PSLP-MOULTON F CJ3 Comer Jack 12 T ob Reference o banal Solders First Source. Plant City, FL-32566, 8.240s Jul142019MITek[Wmtnes.Inc. Ihu OCI1015:U4:122019 Pagel ID:EPnYvXLGnnlWsxd5IFIU1Jyl91R-o3NBiZCOXOTe D6ixdb4icWWDhfLOTo44Oj4ayUnL1 2x4 = ST1.5x8 STP= 3.0.0 3.0-0 Scale: 1'=l' Plate Offsets (X Y)— [2:0-1-0 Edge) LOADING (psQ SPACING- 2-0-0 CSL DEFL. In (log) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Ven(LL) -0.00 2-4 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ved(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress [nor 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: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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 Gmv 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. BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 MiTsk USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: October 11,2019 O WARNING -Verily design parameteraand READ NOTES ON TN/S AND INCLUDED MREK REFERANCE PAGE MX74M rev. fe432TIS BEFORE USE Design valid for use only with MOek® connectors. mis 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 Mrs design Into the overall bulltling design, &acing Indicated is to prevent buckling of Individual puss web and/or chord members only. Adtll6anal temporary and permpnont bracing MiTO W e always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fab4catlon. storage, tlelWN, erection and bracing of trusses and truss systems. 5eeAN5U1P11 Cuplfly Celesta, DSB49 antl SC91 Building Component 69" Parke East Blvd. Sabel hsfortnolbMvollpble ham Truss Plate InsaMe. 218 N. Lee Sheet Suite 31Z Alexandria, VA 22314. Tampa. FL 33610 Truss e cry P y T18343724 5270-PSLP-MOULTON F21 CJS �Comerck 70 1 Job Reference a tional Builders Viral 50ulC6, Ylanl Ull$YL- JZbbb, 5.Z4U S JU114 zul a Ml l ea lnu=mes, mc. i nu �u w isan:m runs rani ID:EPnYv%LGnm_W sxd5lFlUfJA91 R.4FxW wvdOijbzcNhvVYGgmBatO_4Fjxlk7Gcl yUnLO 5.0-0 5.0-0 3x4 = ST1.5x8 STP = Scale-1:19.2 LOADING (psf) SPACING- 2-0-0 C51. OEFL. in (too) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ve'I 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 WB 0.00 Horz(CT) -0.00 3 n/a rita BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 "•• 240 Weight: 18 lb Fr=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4'SP No.2 REACTIONS. (lb/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. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCOL=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 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2 except (jt=lb) 3=122. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Q WARNMG-VerKydes/gnpammefenend REAONOTES ON TNISANOMCLUOEOMREKREPERANCEPAGEM674ma v. re'aYzols BEFORE USE. Design valltl lot use only wllh Mrtek� cOnnecton. This design Is to oNy upon parameters shown, antl b for an IndMdu' building component, not �� o tN9 rystem. 'storeuse, the bulltling tleslgner must vetlty the applicobllity of design pammetea gntl properly Incorporate mis tleslgn Into the overall bulId 0ofeaon.BrocinglntllootatlbtopreventbucklingotlntlNltluaibusswebantl/orchordmembersonly,Addleonoltemporaryontlpermonentbracing MiTek' b always requiiatl tar stability antl to prevent collapse with possibie personal INury antl prop.M tlamage. For general gultlance regprtling the 6904 Parke East BNtl. fabricgtlon, storage, tlelivery, erection ontl bracing of tnsses antl buss systems. seeAN51/IPII Gua�s. CBtb, D5a89 and 5C31 GSldhg Compenrrnt Tampa, FL 33610 Sabty b/ofmalbmvallob1. hom Truss Rate Ins11Me. 218 N. Lee Sheet. Sutte 312. Alexontltlo. VA 2231d. TNS9 TNss Type717 y270-P8LP-MOULT0N F12 D01 COMMON GIRDER n L lob Reference (optional) Builders First Source, Plant City, FL-32566, 6.24USJU142Ule MIIeKlnGaalUe,lOa. 11JUUUtea 1 3 0 4x6 II 4x10 MT20HSG 3.8 11 Bx10= 1Dx12= 8x10= "-`-3x8 11 "'.`. 4x10 MT20HS0 HTU26 HTU26 HTU26 HTU26 HTU26 (e 0 Scale=1:42.5 LOADING (psQ TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017frP12014 CS1. TC 0.70 BC 0.52 INS 0.74 Matrix-SH DEFL. in (too) Vital Ud Veri(LL) -0.12 10 >999 360 Vert(CT) -0.26 10 >891 240 Horz(CT) 0.05 8 n1a n/a Wind(LL) 0.1311-12 >999 240 PLATES MT20 MT20HS Weight: 273 lb GRIP 2441190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc pudins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 *Except* , 5-11: 2x4 SP No.2 REACTIONS. fib/size) 8=6944/0-7-10, 2=4309/0-7-10 Max Horz 2=111(LC 27) Max Uplift 8=-776(LC 9), 2=-1052(LC 8) , Max Grey 8=7371(LC 2), 2=4309(LC 1) FORCES. (Ib) -Max. CompJMa Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-8405/1963, 3-4=-8665/1973, 4-5=-7481/1350, 5-6=-7483/1348, 6-7=-9808/1394, 7-8=-12507/1446 BOT CHORD 2-13=-1782f7439, 12-13- 1782f7439, 11-12=-1718fT724, 10-11- 1131/8753, 9-10=-1237/11112, B-9=1237/11112 WEBS 5-11- 1107/6486,6-11=-3282/193,6-10=-50/3475,7-10=-2700/142,7-9=0/2467, 4-11=-1899/1020,4-12=-952J1951,3-12=-166/415,3-13=-366/97 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: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All (Gads 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=124ni TCDL=4.2psf; BCDL=5.Opsh h=1511; Cat. 11; Extol C; Encl.. GCpi=0.18; MIN FRS (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 nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 8•=776, 2=1052. 9) Use Simpson Strong -Tie HTU26 (20-1Old Girder, 14-1 Odx1 1/2 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to Joaquin Velez PE No.68182 connect truss(es) to back face of bottom chord. MiTek USA, Ina FL Cart 6634 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. 6904 Parke East Blvd. Tampa FL 33610 .starting at 9-0-12 from the left end to 17-11-4 to connect Muss(es) to back face of bottom chord. Date: 1J) Fill all nail holes where hanger is in contact with lumber. wnv x.nogal Q WARNING- Verfrydeden pamMeters antl READ NOTES ON TNLSANG MCLUGEO UTTEKREFERANCEPAGEW7473 rev. 10,113ZAII5BEFORE USE Design valid for use only wim Mgek8 connectors. This design Is based only upon parameters shown. and 6 for an Individual building component, not a true system. Before use, me building designer must verify the applloabillty of design parameters and properly Incorpamte this design Into me oven" building design Bracing Indicated is to prevent buckling of Individual tam web and/or chord members only. Addmonal retire and percnaneni bmcing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property dlaMymage. For general guidance regarding me of trusses and DS549 and aC513ultlhp Camponont Ntl. Se( M Nformarlbmvolloble. e from Trust Plate Institute, 2 B N. Lee She .. Suite 312. Amantltlo. VA 22314, Ta Oa. FIL 33610 01Y P y T78343725 �J.b 125270.PSLP-MOULTON �DO1� �COMMONeGIR�DER1 2 Jab Reference lopgone]) Builders First Source, Plant City, FL-32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 10 15:04:14 2019 Page 2 ID:EPnYvXLGnm_W sxd5lFlUfJyl91R-YSVu7Fde3ljgEXG53Fn397hjhpGDpXR4XOIp9TyUnL7 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: 12=-2014(B) 14=-1292(B)15=-1290(B) 16=-1294(B) 17=-1294(B) 18=-1294(B) 19=-1294(B) ,&WARNING-1AHlydes/9npanmeferaend READNOTES ON TNISANDMCLUDEOMREKREFERANCEPAGEMIF7475rev. INa'Yl015 BEFORE USE. Design valid for use only with MBek® connectors. fib dedgn is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing lntllcafad is to prevent buckling of Individual truss web and/or chord members Only. Ad fional temporary and permanent bracing MiTek' Is always required for stobMty and to prevent collapse with possible personal injury and propene damage. For general guidance regarding Me fabrication, storage, calvary, erection and bracing of husses and truss systems, seeANSVIPII CuaOy Cdfeda, DSO-09 and IICSI Building Component 69N Parke East BNd. Safety InfammtbsGxallcble from Truss hate Institute. 218 N. We Street, Sulte 312. Mexandra, VA 22314. Tampa, FL M610 Job Trws Truss Type 0T P y T78343726 2125270-PSLP-MOULTON D02 Common 3 1 Job Reference o tional Builders First Source, Plant City, FL-32566, 8.240 s Jul 14 2ultl Ml l ex maustnes, Inc. inu G. ru m:ux ra care rage , ID:EPnYv%LGnm_W sxd5IFIU1JO91R-1 e3GKbeGgLrhmrHullhKEvcD%kY5jEm2cNhvyUnL- -1-0.0 5-5-5 9.10-0 14-2-11 79.8-0 1.0.0 5.5-5 M1 4-0 11 S-N SOME,= 1:36.0 4.6 = 4x6 = 5x8 = 46 = 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/TPI2014 CSI. TC 0.69 BC 0.88 WE 0.29 Matrix-SH DEFL. in Ven(LL) -0.15 Ven(CT) -0.32 Harz(CT) 0.03 Wind(LL) 0.13 (loc) Well Lid 2-7 >999 360 6-7 >709 240 6 Na n/a 6-7 >999 240 PLATES GRIP MT20 244/190 Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or4.11-10 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-13 cc bracing. WEBS 2x4 SP No.3 , REACTIONS. (Ib/siie) 6=702/0-7-10, 2=778/0-7-10 Max Harz 2=109(LC 9) Max Uplift 6= 239(LC 13). 2=-282(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-1133/1417, 3-4=-867/1082, 4-5=-868/1129, "=-1139/1466 BOT CHORD 2-7- 1130/964, 6-7=-1123/973 WEBS 4-7=-611/534, 5-7=-311/695, 3.7= 301/679 NOTES - I) 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=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Comer(3) -1-" to 5-3-8, Exterior(2) 5-3-8 to 9-10-0. Corri 9-10-0 to 15-10-0, Extedor(2) 15-10-0 to 19-4-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 Muss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 6=239, 2=282. Joaquin Velez PE No.66162 MiTok USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Data: October 11,2019 A WANNINO- Ver/yydestsm porametoreana NEAO NOTES ON TNISANO RICLUDW MREKRU1EN01NCEPAGEMM174M rev. 1001217159EFONEUSE Design valid forvse only with MBek® connectors. This design is based only upon parameters shown and Is for an hdiry dual building component, not a truss system. Before use, the building designer must vordy Me cppllcabllny of design parameters and properly Incorporate this design Into Me overall bulltling design. Bracing Indicated is to buckling Individual truss web chord members any. AddBbnal temporary and permonent bracing KWIC prevent of and/or Is always required for stability and to prevent collapse will possible personal Injury and property damage. For general guidance regarding Me 6904 Palle East BNd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrP11 Quality Cdbde, OSS49 and SCSI Building Component Tampa, FL 33610 Safely Nfomsalionwallable from Truss Rate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Truss Truss Type Oty P y T78343727 rJob 2125270-PSLP-MOULTOI D03 Common Supported Gable 1 1 Job Reference o tional Cuncere rust Jource, Mom 4uy, rL-J.Joo, o.L4vlaO„YLo is rv,,,on ,,,um,,,... ,.... I. v e, .o ,.....v w... vv. ID:EPnYVXLGnrrWsxd5lFIUIJyl91R-VgdfYxfubezyrrOUAgpXEYmOEd2nHb4NJMwCLyUnK: '-1-0.0 9-10.0 19-8-0 1 20.8-0 3 Scale v 1:35.9 4x6 = 7 3x4 = 22 21 20 19 18 17 16 15 14 3x4 = 5x6 = 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. TO 0.13 BC 0.06 WE 0.09 Matrix-SH DEFL. in Vert(LL) -0.00 Ven(CT) -0.00 Horz(CT) 0.00 (toe) I/defl L/d 13 n/r 120 13 n/r 120 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 99lb F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-8-0. (lb) - Max Hoe 2=-107(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 19, 20, 21, 22, 17, 16, 15, 14, 12 Max Grev All reactions 250 Ib or less at joint(s) 2, 18, 19, 20, 21, 22. 17, 16, 15, 14, 12 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-70/282, 6-7=-102/367, 7-8=-102/372, 8-9=-70/288 WEBS 6-19=-116I300, 5-20=-106/299,4-21=-110/294, 3-22— 101/267. 8-17=-116/300, 9-16=-106/299, 10-15=-110/294,11-14=101/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0.0 to 9.10-0, Comer(3) 9-10-0 to 15-10-0, Extedor(2) 15-10-0 to 20-8-0 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (none[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTP11. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 1001b uplift at joint(s) 2, 19. 20, 21, 22, 17, 16, 15. 14, 12. ]a d Joaquin Velez PE No.68182 MTek USA, Inc. FL Cott 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 11,2019 Job Truss Truss Type Cry P y T18343728 2125270-PSLP-MOULTON E01 Half Hip Girder 1 1 Job Reference a ti0nal Builders First SQUMS, clam ally, rL-3abbb, a.24e s Jul la zU ro mr i en amum,ms, era. .--,,v ­.i7 urm I D:EPnYv%LGnm_Wsxd5lFlUfJy191R-z1 B11Hg W My5P5_7gkOKmNJMsl NO02G%DM5UI NAILED NAILED SxB= 2x4 II Scale =1:1 fi.] 3 7 4 __- 2x4 = ST1.5x8 STP= 3xfi = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 C51. TC 0.20 BC 0.17 WB 0.09 Matrix-P DEFL In VBrt(LL) 0.02 Ven(CT) -0.02 Horil -0.00 (roc) deftUd 2-6 >999 240 2-6 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 33 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oo puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. , 4-5: 2x6 SP No.2 REACTIONS. (lb/size) 5=291/0-6-10, 2=335/0-7-10 Max Harz 2=119(LC 8) ' Max Uplift 5=-298(LC 5).2=219(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-300/222 WEBS 3-5=-296/311 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.OpsY h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; porch 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 pet 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 6t=11b) 5=298, 2=219. 6) 'NAILED' Indicates 3-10d (0.148°x3') or 2-12d (0.148'x3.25') toe -nails per NOS guldlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 2.5=.20 Concentrated Loads (Ib) Vert: 6=-24(B) 3=-39(B) 7=-31(B) 8=-16(B) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 O WARNING -Verity desl9n Para me fen end READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGE All rev. la'edQ01a BEFORE USE Design valid far use only with Mil connectors. Ths design Is based any upon parameters shown. and Is for an Individual building component not a fuss system. Before use, the building designer must verify me opplicobOny of design parameters and propefly Incorporate this design Into the overall bulltling design. Bracing Indicated is to buckling Individual truss Addiflonal temporary and bracing MiT®k- prevent of web and/or chord members only. permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNtl. fabrication, storage. delivery, electron and bracing of trusses and truss systems, WeANSVIPil CualBY CMoM, DS549 and BCS1 auldYrg Component Tampa, FL 33610 Safety tnfarmatbnavallable from Truss Plate Institute. 218 N. We Street. Suite 312. Alexond0a, VA 22314. Job Truss Thus Type Oty Py T78343729 2125270-PSLP-MOULTON EJ4 Jack -Open 1 1 Job Reference o lional Brxlders FIRt Source, vim uAty, tL- Ubba, o.24USJul wLU IV mi i en,r Nueeica, ruY. iuu v,.I iv m.v;.m cam rase, ID:EPnYvXLGnm_Wsxd5lFlUfJy191R-RDIPzdg87GEGj8asl5s?Jz T2ReElWygSOrtHEyUnKx Seale-1:14.6 3xe = ST1.5x8 STP = 4.0.0 4-0.0 Plate Offsets (X Y)-- f2.0-8-0 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.43 Vert(LL) 0.06 2.4 >759 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.02 2-4 >999 240 BOLL 0.0 ' Rep Stress ]nor YES We 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=85/Mechanical, 2=218/0-7-10, 4=36/Mechanical Max Harz 2=117(LC 12) Max Uplift 3=-93(LC 12), 2=-100(LC 9). 4=-43(LC 8) Max Gray 3=85(LC 1), 2=218(LC 1), 4=72(LC 3) FORCES. (Ib) - Max. CompJMax. 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=S.Opsf; h=15ft; Cat. II; E1p, C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 10011a uplift at joint(s) 3, 2, 4. Joaquin Volez PE No.68182 MiTok USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 AWARNING- VerUydesrgapi memefers, mdREAD NOTES ONTNISAND INCLUDED MREKREFERANCEPAGEMS7473 env, 100320150EFORE USE. • Design valid for use only with M9Bk8connectors. This design is based only upon parameters shown, and is for an lndNlduol building component. not a new system. Before use, the building designer must verify me applicability of doegn parameters and properly Incorporate thb design Into the overall building design. Bracing Indicated is to buckling lndMdual truss members only. AdtllHonal temporary and permanent bracing MiTek' prevent of web and/or chord Is always required for stoblllty and to prevent collapse with poselble personal Injury and property damage. For general guidance regarding me 6904 Parke East Bfid. fabrication, storage, delivery. erection and brochg of trusses and truss system& seeANSKIll CuaMy CdNdo. DSB49 and SCSI Building Component Tempe, FL 33610 Safety informalbnavollable from Truss Plate Institute. 218 N. Lee street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type OtY P y T18343730 2125270-PSLP-MOULTON EJ7 Jack -Open 24 =J.bnm Builders First Saurce, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industnes, Inc. Thu Oct 10 15:04:19 2019 Page 1 ID:EPnYvKLGnm Wsxd5lFlUfJy19IR-vPlnAzhnuZM6K192rpNEsAOWSgxtUyCghgaapgyUnKw -1-0-0 7-0-0 1-0.0 7-0.0 R 3x8 = STI.5x8 STP= Scale = 1:24.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.96 VBd(LL) -0.08 2-4 >957 360 MT20 244/190 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 Hom(CT) -0.00 3 n/a r✓a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.15 2-4 >534 240 Weight: 241b FT=20% LUMBER - TOP CHORD 2x4'SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/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. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. 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=S.Opsf; h=15ft; Cat. 11; E1to C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Intedor(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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 3=151, 2=102. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October11,2019 Q WARNING - Verity dos/gn paremelem and READ NOTES ON MMAND INCLUDED MREKREFERANCE PAGEMII-74M mv. 7041,112,015BEFOREUSE. Design valid for use only with Mgelg connectors. This design Is Dosed only upon parameters shown, and Is for an Individual bulking 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 b to prevent bucWing of individual truss web and/or chord members only. Additional temporary and permanent bracing ss 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 trustee and hum systems, seeANSVIPil QualityCdtedo, D33 9 and IICSI Bu6ding Component ke Blvd. East B 6904 Pere East Safely Informa6ornvaliable from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandria. VA 22314. Tampa, Job Truss Truss Type City Fly T78343731 2125270.P5LP-MOULTON G1 Hip 1 1 Job Reference (optional) Builder: First Source, Plant City, FL-32566, 8.240s Jul 14ZUlU miiex ineusmes, inc. ,nu um 1u m:ua:zu euro rages ID:EPnYvXLGnrLWsxd5lFIUfJN91R-Nbs90JiPelUzySkFPW uTOOw1W EKYDK_rvKK8L7yUnKv 5-s-0 11-0-0 1&0.0 18.2-12 24-0-0 5.9.4 5.2-12 2-0.0 5.2-12 69-0 Scale v 1:42.9 46 = 46 ST1.Sx6 STP = 2x4 11 3x4 = 5x6 = 2x4 11 3x4 = LOADING IPS1 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 lncr YES Code FBC2017/7P12014 CSI. TC 0.55 BC 0.46 WB 0.35 Matrix-SH OEFL. in Vert(LL) -0.08 Vert(CT) -0.14 Horz(CT) 0.05 Wind(LL) 0.09 (too) Well L/d 7-8 >999 360 7-8 >999 240 6 n/a n/a 9.10 >999 240 PLATES GRIP MT20 244/190 Weight: 1161b F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathingdirectly applied or 4-5-1 oc pudins. BOT CHORD 2x4SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=86410-7-10.6=864/0-7-10 Max Horz 1=-109(LC 10) Max Uplift 1=-287(LC 12). 6=-287(LC 13) FORCES. (lb) - Max CempJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1545/1100, 2-3=-1091/872,3-4=-918/837,4-5=-1091/872, 5-6=-1545/1100 BOT CHORD 1-10=-905/1309, 9-10=-905/1309, 8-9=-456/918, 7-8=-878/1309, 6-7=-878/1309 WEBS 2-9=-492/515, 3-9=-224/290,4-8=-224/290,5-8=-4921516 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-3-13 to 6-3-13, Interior(1) 6-3-13 to 11-0-0, Extedor(2) 11-" to 21-5-13, Interior(1) 21-5-13 to 23-8-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.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 Ib uplift at joint(s) except Qt=lb) 1=287, 6=287. IT Joaquin Vela=PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33610 Date: October 11,2019 Job Truss Typ���i P y T18343732 2125270-PSLP-MOUL�NG Hip t Job Reference o t anal aullaem Marl oouroe, nest s.ny, r�-Dove, Scale = 1:43.4 4x6 = 5%B = 3x6 = 3.8 = °"° - 3x4 = 3,6 = 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 lncr YES Code FBC2017/TPI2014 C TCSI. 0.50 BC 0.72 WB 0.13 Matrix-SH DEFL in Vert(LL) -0.16 Vert(CT) -0.33 Horz(CT) 0.05 Wlhd(LL) 0.07 (too) Vdefl Ud 7-9 >999 360 7-9 >837 240 7 n/a n/a 2.11 >999 240 PLATES GRIP MT20 2441190 Weight: 116 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or4-5-12 oc pudins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=936/0-7-10, 7=936/0-7-10 Max Horz 2=-99(LC 10) , Max Uplift 2=-311(LC 12). 7=311(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1474/1153, 3-4=-1241/942, 4-5=-1069/921, 5-6=-1241/942, 6-7=-1474/1153 BOT CHORD 2-11=-902/1268, 9-11- 545/1068, 7-9=-893/1267 WEBS 3-11=-239/396, 4-11 =-1 10/336, 5-9=-115/336, 6-9=-239/395 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDIL-5.0psf; h=15f1; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 23-83, Interior(1) 23-8-3 to 25-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the. bottom chord In all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. N 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=311, 7=311. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Q WARNING-Vedyydes/gn paremehvs end BEAD NOTES ON THISAND/NCLUDED MREKBEFEBANCE PAGEMl474TJrev. 16012015BEFOBEUSE Design valid for use only with Meek® connectors. This design a based only upon parameters shown, and Is for an IndlvlCual bulldhg component. not a truss system. Before use, the bullding designer must verity Me appllcablllfy of design parameters and properly Incorporate thus design Into the overall bulldIng design. Bracing Indicated is to buc;ding lntlNldual taus web chord members only. Additional temporary and peananent bracing MiTek' prevent of and/or Is always required for stabllily and to prevent collapse with posvble personal Injury and property damage. For general guidance regarding the 69M Palle East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems weANSVFPl1 Quality CMeM, a56d9 and 6CS1 Building Component Tampa, FL 33610 Safety Infomsalbnwollable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Job Thus Truss Type OtY Ply T78343733 2125270-PSLP-MOULTON G3 Hip Girder 1 1 Job Reference (optional) Builders First Source, ream ury. 1-1.-J2b0q 0.24V 5 J W qI Special NAILED 46 = NAILED NAILED 3x4 = NAILED Special 4x6 = 3xe = exit = i..a..=,. o.,.1—- 6x9 = axe = Special NAILED NAILED Special Scale-1:43.4 la d LOADING (Pat) 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 liver NO Code FBC2017ITP12014 CSI. TC 0.98 BC 0.76 WB 0.39 Matrix-SH DEFL in Vert(LL) -0.35 Vert(CT) -0.76 Horz(CT) 0.08 Wind(LL) 0.17 (too) Vdefl Ud 8.10 >801 360 8-10 >370 240 6 n/a n1a 8-10 >999 240 PLATES MT20 MT20HS Weight: 106 lb GRIP 244/190 1871M FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1741/0-7-10, 6=1741/0-7-10 Max Horz 2=79(LC 7) Max Uplift 2=-821(LC 8). 6=-821(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3231/1448, 3-4= 2815/1360, 4-5=-2815/1361, 5-6=-3231/1448 BOT CHORD 2.10=-1249/2775, 8-10=-1597/3210, 6-8- 1186/2775 WEBS 3.10=-252/977,4-10=-557/501, 4-8=-557/501, 5-8= 252/977 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Ot=lb) 2=821, 6=821. 8) 'NAILED' indicates 3-1 Off (0.148'x3°) or 3.12d (0.148'x3.25') toe -nails per NOS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb dawn and 290 lb up at 7-0-0, and 202 Ito down and 290 lb up at 17-0-0 on top chord, and 323 lb down and 131 Ito up at 7-0-0, and 323 lb down and 131 lb up at 16.11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the Imes are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (plo Vert: 1-3- 54, 3-5=-54, 5-7=.54, 2-6=.20 Joaquin Velez PE No.65162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Q WARNING -Vedy designmaremet4raend READ NOTES ON TNLSAND&CLUDED MGEKREFERANCEPAGEMa-74Ta rex. 10101MI6 BEFORE USE valid for use only with MRekO connectors. This design Is based only upon parameters shown. and is for an Individual building component, not Id a truss system. Before use. the bullding designer must verity the appllcabllMy of design parameters and properly Incorporate the design into Me overall building design. Bracing Indicated is to buckling lntlNldual truss only. Additional temporary and! permanent bracing MiTek' prevent of web and/or chord members rope 6 always required for stability and to prevent collapse with possible personal Injury and pi damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and JIM systems, seeANSWPII Cuainy CRedo, DS9d9 and SCSI Building Component 69M Parke East Blvd. Tampa, FL 33610 Safety Infarsnallona iouabie from Trust Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 229914. Job Truss Truss Type Oty Ply T78363733 2125270-PSLP-MOULTON G3 Hip Girder 1 =R.flq.. Builders First Source, Plant City, FL - 32566, 8.240 s Jul T4 2UT a mi i ex mausmes, ma. i nu DeI 0 r 5.04.22 co ra Pag&2 ID:EPnYvXLGrun Wsxd51FIULlyl91RJ_woJfAUkhBmtdXxwxUp00R2xOhDoGNepEO7yUnKt LOAD CASE(S) Standard Concentrated Loads (Ib) - Vert: 3=-155(13) 5=-155(B) 10=-323(B) 8=323(B) 11=-105(B) 12=-105(B) 13=-105(B) 14=-105(B) 15=-58(B) 18=-58(B) 17— 58(B) 18=-58(B) ,&WARNING-yedfy dest9nPe..efenr an✓READ NOTES ON TKLSAND/NCLUOEOMd KBEFENANCEPAGEMX74E3 rev. iW94141015 BEFORE USE Design valid for use only with Mlfek® connectors. This design is based only upon parameters shown, antl is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parometers and properly incorporate this design Into the overall building design. Bracing indicated is to prevent bucWing of lndlvldual huss web end/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 fobricotlon, storage, delivery, erection and bracing of trusses and huss system% seeANS"ll Qual CMrrdo, DS349 end SCSI Building Component g90d Parke East BNE: T Safely Informa8mrovaYable from Truss Plate institute, 218 N. Lee Sheet Salta 312, Alexandria, VA 22314. Tem e F p . L 33610 Job Truss Truss Type Oty Fly T18343734 2125270.PSLP-MOULTON HJ4 Diagonal Hip Girder 1 1 Job Reference o tWel Builders First Source, Plant City, FL-32566, 2x4 = 8.24OsJu1142019 MITeKlnausmes, Inc. 1nuuctlulb:u4:zazuaa roger ID:EPnYvXLGnm_W sxd51FIUIJy191R-oAYIOKkHxwYpvSg4eRA00ZL3SNCQMBPclYoyRyUnKs LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (roc) Well L/d TCLL 20,0 Plate Gdp DOL 1.25 TC 0.34 Vert(LL) 0.07 2-4 >8q4 240 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.09 2-4 >7 2 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mat LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=115/Mechanical, 2=268(0-10-7, 4=52/Mechanical Max Horz 2=132(LC 4) Max Uplift 3=-105(LC 8), 2=-209(LC 4), 4=-62(LC 4) Max Grav 3=115(LC 1), 2=268(LC 1), 4=104(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:14.3 PLATES GRIP MT20 2441190 Weight: 20 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc puriins. 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; TOOL=4.2psC BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpl=0.18; MIN FRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.6D 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 except 01=11b) 3=105, 2=209. 6)'NAILED' Indicates 3-1 Oct (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guldlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=44(F=22, B=22) Joaquin Velez PE No.68182 MITek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Data: October 11,2019 Q WARNING. Ver/lydee/gnpammefem.dREADNOTES ON MIS AND WCLUDEDM?EKREFERANCEPAGEM47473mv. 16AY1015BEFORE USE. Design volld for use only wlin Maekw connectors. This tleslgn Is based oNy upon parameters shown, and b for an Individual bulltling component, not ��' a cuss system. Befaie use. Me bulltling tlesignar must ve" the Opp cob of tleslgn Parameter and propedy Incorporate Mls tleslgn Into the overall la In tleslgn. &acing Intllcotetla to preventbuckling of IntlMtluot }nss web and/ or chord members only. Atl01ran temporory and pelmonent bracing MiTek' Is olways requ0ed for stablllry antl to prevent collapse wltn possible pe..nor In1ury and ptopeM tlaIn go. For general guidance regortling the 6904 Para East BNtl. fobricoson storage, delivery, erection and bracing of tnuser and tnm systems, seeAN51/IP11 QuolI6pyy C'dMdo, DSlM6V and aRl au1dM0 Cbmponont Tampa, FL 33610 Sol NtermatbrlwaYable from buss Rate InAV. 218 N. Lee Sfreet SLlte 312. Alaxandrla. VA 22314. Job Truss Truss Type Oty P y T78343735 2125270-PSLP-MOULTON HJ7 Diagonal Hip Girder 5 1 - Job Reference o tional Builders First Source, Plant City, FL- 32566, 8.240 s Ju[ 142019 MiTek indusines, Inc. 1 nu oci l0151D424 ZUlU Pagel I D:EPnVvXLGnm_W sxdSIFIUfJy191R-GN6gDglvi6_PR310eMyPZE5W dF99TZgy]LUuyUnKr -1-5-0 5-1-9 9-10.1_ 7-5.0 i 5-1-9 S-V i 3xA = NAILED NAILED can 11 NAILED E Scale - 1:22.8 5-1-9 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 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 Hoa(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.02 6-7 >999 240 Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=126/Mechanical, 2=444/0-10-7, 6=293/Mechanical Max Horz 2=206(LC 22) Max Uplift 4=-131(LC 4), 2=-l6%LC 4). 6= 115(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-660/259 BOT CHORD 2-7=-335/590, 6-7=335/590 WEBS 3-7=0/270, 3-6=-637/362 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Ops1; 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) 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) except Qt=lb) 4=131, 2=169, 6=115. 6) 'NAILED' Indicates 3-1Do (0.148'x3') or2-12d (0. 1 48'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 (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increaso=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-54, 2-5= 20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 10=-76(F=-3B, B=-38) 13=36(F=-18, B=-18) Joaquin Velez PE NG68102 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 11,2019 ,&WARNING-Vedydeslgnparemetereend READNOTES ON MIS AND MCLUDEDMREKREFERANCEPAGEMIA74mm.. 161014015BEFORE USE Design valid for use any with Mgek(t) connectors. This design Is based only upon parameters shown and Is for an IndMdual 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 bulldIng design. Bracing lndlcotetl is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing Is always required for stabillN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of fusses and truss systems. seeANSVIPI1 Quo Ny Cdbdo, DSS-09 and 6CSI Building Component Sab1y Informatbrlovolloble from Truss Rate Institute. 218 N. We Street Suite 31Z A omhdda. VA 22314, MITOW 69M Padre East Blvd. Tampa, FL M610 Job Truss Truss Type dry Ply T18343736 2125270-PSLP-MOULT01 V01 Valley 2 7 Job Reference o fianal Builders First Source, Plant Glty, l-L-32bbS, e.24USJUl 142Ula mi lax Misslnea, inc. nmsmr is 5-o4.25 AVIV rnye, ID:EPnYvXLGrvn_W sxd51 FIUfJyl91 R-kZg2ROmXTP6G2DcCC3Ue5RegeF5jughi3c1 vOKyUnKq 4.0.0 - 4-0.0 2 3 2x4 G 2x4 II Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) ,in n/a - r✓a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hom(CT) 0.00 File n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 1411b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=119/3-11-8,3=119/3-11-8 Max Hom 1=80(LC 12) Max Uplift 1=-30(LC 12), 3=-70(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-100/305 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=S.OpsY h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-CComer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chard bearing. 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 1001b uplift at joint(s) 1, 3. Joaquin Volez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data; October 11,2019 QWANNING-Vedyyde4lgnpemmehmmd RN DNOWS ON THIS AND INCLUDED a1REKNEFENANCE PAGE 1110-74nmv. 1ONYta1SDEFONE USE. Design valid for use only with Mnea connectors. This design Is based only upon parameters shown. and Is for on Individual bullDing component, not a muss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to buckling Individual him web chord members only.Additional temporary and permanent bracing MiTek' prevent of and/or Is always required for stablllty, and to prevent collapse with possible personal Iniury and property damage, For general guidance regarding the 6904 PeMe East Blvd. fabrication. storage, delivery. erection antl bracing of trusses and muss systems. seeANSUfPII Qualify Crtlub; DS6-09 and BCS1 Building componmf Tampa, FL 33610 Sahfy Nlonnatbnav0iloble ham Truss Nate InsHMe. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Job Truss Truss Type Cly Ply T18343737 2125270-PSLP.MOULTON V02 Valley 2 1 Job Reference (optional) builders nrst Source, riam City, rL-ooco, rC.,,,1— aiiG ID:EPnYvXLGnm_WsxdSIFIUfJy191R-kZg2ROmXTP6G2DcCC3Ue5Rem5F8Vughi3clvOKyUnKq 3 2rd i Scale -1:7.8 Plate Offsets(XY)-- 12.0-1-150-0-0112.0-8-90-1-4113:0-1-90-0-131 LOADING (psf) SPACING- 2-0-0 C51. DEFL. In (too) Voter L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a - we 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=45/1-11-8,3=45/1-11-8 Max Hom 1=31(LC 12) Max Uplift 1=-11(LC 12), 3_ 27(LC 12) FORCES. (I s) -Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) 1, S. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: October 11,2019 Q WARNING-Vedry Caslgnparomefere and READ NOTES ON MIS AND INCLUDED MareK REFERANCE PAGE MB7479 rev. fa=015 BEFORE USE Design valid for use only with Mnelkill, connectors. This design Is based only upon parameters shown. and Is for on Individual bulltling component, not a truss system. Before use, the building designer must verify the appllcablllfy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling lndvdual Uuv members only. Additional temporary and permanent bracing MiTek' prevent of web and/or chord 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 busses and truss systems weANSVTP11 QuaMmyy C fteda, D3349 and SCSI Buill Component 6904 Parke East Blvd. Safety Informolbmvolloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria VA 22314, Tampa, FL 33610 b Truss Truss Type Oty Ply T78343738 25270-PSLP-MOULTON [21 V03 GABLE 1 1 Job Reference a Clonal Builders First Source, Plam Gny, IFL- 32be6, 11.240 a Jul 14 Le19 MI I eK Inauvu1e5, ulc. 1 nu V VI 1- 1--U%-40 cV I V 4x6 = 3 3x4 O 8 13 7 14 6 3x4 2x4 II 5x6 — 2.4 II Scale =1:45.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2110 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/IPI2014 CSI. TC 0.34 BC 0.37 WB 0.14 Matrix-SH DEFL. in Ve I(LL) n/a Ven(CT) n/a Horri 0.00 (loc) Well Ud - n/a 999 - n/a 999 5 n/a n1a PLATES GRIP MT20 244/190 , Weight: 811b FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-9-0. (lb) - Max Horz 1=-101(LC 8) -Max Uplift All uplift 1001b or less at joint(s) 1, 5 except 6=-273(LC 13), 8=-273(LC 12) Max Gmv All reactions 250lb or less at joint(s) 1, 5 except 7=383(LC 19), 6=458(LC 24). 8=458(LC 23) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-6=-326/464, 2-8=-326/464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsY h=1Sit; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 10-10-8, Extedor(2) 10-10-8 to 16-10-8. Interior(1) 16-10-8 to 21-1.7 zone; cantilever left and right exposed ;C-C for members and tortes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 1001b uplift at joint(s) 1, 5 except 01=11b) 6=273, 8=273. Joaquin Valet PE No.68182 Ii USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Truss Truss Type Day Ply T18343739 Flob 0-PSLP-MOULTON VO4 GABLE 1 1 Job Reference (optiona) guilders First Source, ream ury, rL- azoao, 46 = 3 3x4 6 8 7 6 3x4 C 2x4 II 5x6 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz CT) BCDL 10.0 Code FBC2017TrPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-9-0. (lb) - Max Hom 1=-et(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6= 244(LC 13). 8=-245(1_0 12) Max Gmv All reactions 250 Ile or less at joint(s) 1, 5, 7 except 6=421(LC 1). 8=421(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-285/433, 2-8=-205/433 Scale=1:32.5 i in (too) Vdefl L/d PLATES GRIP n/a n/a 999 MT20 2441190 n/a - n/a 999 0.00 5 n/a n/a Weight: 67 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9. Interior(1) 6.7.9 to 8-10-8, Extedor(2) 8-10-8 to 14-10-8, Interior(l) 14-10-8 to 17-1-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 6=244, 8=245. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Job Truss Truss Type Oty IY T18343740 2125270-PSLP-MOULTON V05 Valley 1 1 Job Reference o tional Builders First Source, Vista Uly, VL-Ubaa, ba b a.equ a Out i»moo,5,... i—,,,,.— ID:EPnYvXLGnm Wsxd5lFlUfJyl91R.88LB32oOmKUrvhLntCl Lj4GFXT9g5Ot8laGZdfyUnKn 4x6 = 3 3x4 4 B 7 6 3x4 C 2x4 II 2x4 II 2x4 II Scale =1:25.1 LOADING (Pat) SPACING- 2-M CSI, DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.17 Ved(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Ved(CT) him Na 999 BCLL 0.0 ' Rep Stress Incr YES INS 0.10 Hom(CT) 0.00 5 Na rule BCDL 10.0 Code FBC2017/TPI2014 MatrixSH Weight: 501b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. (lb) - Max Hoe 1=-62(LC 8) Max Uplift All uplift 100 lb or less at joints) 1, 5 except 6= 167(LC 13), 8=-167(LC 12) Max Grav All reactions 2501b or less at joint(s) 1, 5, 7 except 6=281(LC 24). 8=281(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. -A[] forces 250 (lb) or less except when shown. WEBS 4-6=-198/338, 2-6— 198/338 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOIL-- 60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 1, 5 except jt=lb) 6=167. 8=167. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6834 6904 Parka East Blvd. Tampa FL 33610 Date: October 11,2019 QWARN/NG-Vedfyd.alg0par4meren4nJREADNOTESONTNISANDrNCLUDEDMr KREFE"NCEPAGEMX74MMK 10419.4015 BEFORE USE. Design valid for use only with MBe4® connectors. This design Is based only upon pam raefersshown, and Is for on Individual building component, not ��' a true system. Before use, the bullding dengner must Vehfy Me appllcabllity of design parameters and property Incorporate this design Into the overall building tleslgn. &acing lncilcofed is to prevent bucNing of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always re Wired for stablllty antl to prevent collapse with possible personal Injury and property damage. For general guldanceregarding the fabrication, storage, delivery erection and bracing of trusses and truss systems. seeANUM11 GUOBty Ciliate, DSB49 and BCSI BWdbO Oamponans 69N Pad. East Blvd. Sabty Informationovallable from Timm Note Institute. 218 N. Lee Street Sulte 312, Alexondrla, VA 22314. Tampa, FL 33610 Job Truss Thus Type Dry ly T78343741 2125270-PSLP-MOULTON V06 Valley 7 =R.f..q. Builders First Source, clam Ulty, 1-1--J2bbb, tl.L4U6JUl l94U itl miiee nmusnros,n�. um vum m.ar.ca cvm 0 46 = 2x4 11 2 3 5 4 2x4 6 34 II 20 ll Scale: 3/4'-1' 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Verl n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) -0.00 4 n/a i BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=154/5-11-8, 4=-14/5-11-8, 5=247/5-11-8 Max Harz 1=106(LC 12) Max Uplift 1=-47(LC 12), 4=-74(LC 3). 5=-65(LC 12) Max Grav 1=154(LC 1), 5=256(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-146/431 Structural wood sheathing directly applied or 6-0-0 oc pudins, i 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=124ni TCDL=4.2psh BCDL=5.Opsf; h=15t1; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Comer(3) 0.7.9 to 4-10-8, Extedor(2) 4-10-8 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord beading. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joinds) 1, 4, S. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: October11,2019 QWARNING-Vmitytleslgn pe..I. end READ NOTED ON THIS AND INCLUDED MIrEKREFERANCE PAGEMX74M rev. IGAUQ015aEFORE USE. Design valid for use only with MDak®connectors. iNa deslgn b based only upon porameters shown. and b for an Individual bulltling component, not o truss system. Beforeuse, the bulltling tlesigner must verity the oppllcablllN of deslgn Parameters entl propetly Inorate mis deslgn Into the overall build design. Bracing lndiwted is to buckling of lntlNltlual cuss web an chord members oNy., CorpAtldlkonal temporary and pennonent bradng Welk' prevent Is always required for glonN and to prevent collapse will pouble pew I Injury and propedy damage. For general guidance regording me 69p4 Pella East BNb. tabrlcoeon, siarage, delivery, erection and bracing of tlusses and truss systems, seeAN31/IPII OuaIM CRAM, DStI-09 and BD61 BueEhp Cempen�nf Tampa, FL 33610 SafNy Informallbrravallcble from Truss Plate Institute, 218 N. Ise street Suite 312, Alexandria, VA 22 14, Job Truss Truss Type Oty Ply T18343742 2125270.PSLP-MOULTON V07 Velley 1 1 Job Reference (optional) ewwers mrst source, riani..V...-J<soo. d b o.ewaau, ,v •..y= ID:EPnYVXLGnm_Wsxd5lFlUfJyl9lR-4XTxUjggW9 UA7d3poVLXmGi)(ZvYRDulgiXyUnKI Scale =1:16.8 US = 2.4 II 2 3 5 4 3x6 4 2x4 II 20 II LOADING (psp SPACING- 2-0-0 CS'. DEFL. in (lac) Vdefl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.44 Ved(LL) n/a - n1a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) rVa - n/a 999 BCLL 0.0 - Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 4 rVa rva BCDL 10.0 Code FBC20171TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ibleze) 1=14rw7-11-8, 4=8077-11-8.5=309/7-11-8 Max Horz 1=106(LC 12) Max Uplift 1=35(LC 12), 4=-51(LC 8), 5=-128(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-200/513 PLATES GRIP MT20 244/190 Weight: 291b FT=20% Structure[ wcod sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-7-9 to 4-10-8, Exterior(2) 4-10-8 to 7-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFPS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=128. Joaquin Velez PE No.68182 MiTok USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Data: October 11,2019 Jab Thus Truss Type City ly T18343743 2125270.PSLP-MOULTON VOS Valley 1 1 Job Reference (optional ampere ntst source, ream Illy, 1.11,11.1 wane,1. icn,�W,,,ra,„�. ID:EPnYvXLGnm_W sxd51F1UfJyl91R-4XTxUjgglykZ9_UA7d3poVLX7GIZZvC 4-10.8 10-0-0 .n o c1-A e 0 0 4x6 c 3x4 II 2 a 6.00 FIT2 0 5 4 3x4 6 2x4 11 2x4 11 Scale = 1:17.8 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a - rVa 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) n/a - rile 999 BCLL 0.0 Rep Stress [nor YES WE 0.16 Hom(CT) -0.00 4 n/a Na BCDL 10.0 Code FBC2017/rP]2014 Matrix-SH Weight: 351b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. ' WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=153/9-11-8,4=171/8-11-8,5=359/9-11-8 Max Horz 1=106(LC 12) Max Uplift 1- 39(LC f2), 4=-83(LC 8), 5=-128(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-131/269 WEBS 2-5=-237/540 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0.7.9 to 4-10-8. Extedor(2) 4-10-8 to 9.10-4 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 pointing. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 gat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except 01=11g) 5=128. Joaquin Volez PE No.68132 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 A WARNING- Verify divegnparmrfera and READ NOTES ON TNISANO INCLUDED MITEKREFERANCEPAGEMIF74TJ rev. faeY1015BEFOFEUSE. Design valid for use only With Mnek® connectors. This design Is based only upo0 parameters shown. and Is for an Inc Mdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall bullring design. Bracing Indicated is to prevent buckling of lndlNdaol teas web and/or chord members oNy. Additional temporciy and permanent bracing IL MtTeW 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 musses and muss systems, seeANSVWII Qua" IyCdfedo, 03249 and BC81 Building Component 6904 Papa East Blvd. Safety Infolinallonavollable mom Truss Mote Institute, 218 N. Lee Sheet. Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type City 2125270-PSLP-MOULTON V09 Valley 1 �Job Reference o lional ouucers rirsr oource, r.am,nry. b b 4-10-B 6-D-0 2x4 II 2x4 = 4.e 6 9 8 7 9x4 ' 2x4 II 2x4 II 2x4 II Scale - 1:20.7 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/TPI2014 CS'. TC 0.41 BC 0.57 WB 0.13 Matrix-SH DEFL in Vert(LL) n/a Vert(CT) n/a Hom(CT) -0.00 (too) Vdefl Ud - n/a 999 - nta 999 7 Na n/a PLATES GRIP MT20 244/190 Weight: 46lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP N6.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-11-8. (lb) - Max Horz 1=129(LC 12) Max Upliff All uplift 100 Ile or less at jolnt(s) 1, 7 except 9=-152(LC 12), 8=-120(LC 8) Max Gmv All reactions 250 lb or less at joint(s) 1, 7 except 9=276(LC 1), 8=258(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2.9=174/444, 3.8=-199/278 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Comer(3) 0-7-9 to 4-10-8, Extedor(2) 4-10-8 to 11-104 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOI^7.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 7 except Qt=lb) 9=152, 8=120. 7) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTok USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 11,2019 Job Truss Truss Type ay— ly T78343745 2125270-PSLP-MOULTON V10 Valley 1 1 Job Reference o tional Builders First Source, Plant Glty, FL- 32b6B, ID:EPnYvXLGnm Wsxd5lFlUfJyl91R-lvbivPrwgZ—GOleY616HtvRv94Sal g7kgCEmmGyUnN 4x6 = FJ Scale -1:1 B.9 4 30 i 2x4 II 3x4 1 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (too) Well Lid TCLL 20.0 Plate Gdp DOL 1.25 TO 0.26 Ven(LL) Na - Ne 999 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Inc YES W B 0.08 Horz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD' 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=140/9-8-0, 3=140/9-8-0, 4=348/9-8-0 Max Horz 1=-42(LC 10) Max Uplift 1=-62(LC 12), 3=-69(LC 13). 4=-91(LC 12) Max Grey 1=143(LC 23), 3=143(LC 24), 4=348(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=-212/279 PLATES GRIP MT20 244/190 Weight: 31 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pur ins. 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=15N; Cat. II; Exp C; Encl., GCpi=C.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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of.20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Data: October 11,2019 AWARNING -VerllydaslgnparemefenendNEAONOTESONnUSANOINCLUDED MOTKBEFENANCEPAGEMIA74yarev. f0aY1o15BEFOAEUSE Design valid for use only with Mae& connectors. This tlesign Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use. Me buOtling designer must verify Me applicability of design parameters and properly Incorporate mis design Into Me Overall building Catch. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addltlonol temporary and permanent brccing MiTek' is always required for slabilry and to prevent collapse with possible personal Injury and property damage, For general guldcnce regarding Me fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPl1 Quality Chord. DSS-09 and SCSI Building Component 69N Papa East BNd. Safely Nformationovollobie from Truss Plate Im6Me, 218 N. Lee sheet. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ly T78343748 2125270-PSLP-MOULTON V11 Valley 1 1 Job Reference (optional) Builders First Source, Plam filly, FL- J2btiB, 1:1.24Ua JUl 14[Ula Mrnexmuusmes, inc. r nu trarvra:avaa cam 2 sure = 4 2x4 i 2z4 ll 2x4 Scale=1:12.6 O-U-B 5-B-B LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 VertI n/a - We 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.05 Horz(CT) 0.00 3 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 171b FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 5-9-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=83/5-8-0, 3=83/5-8-0, 4=165/5-8-0 Max Ho¢ 1=-22(LC B) Max Uplift 1=-41(LC 12), 3=-45(LC 13), 4=-32(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15111; Cat. II; Exp C; Encl., GCpl=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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) 1, 3, 4. - • Joaquin Voltz PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2019 Q WARNING- yed/ydeslgm Peremeren.dREADNGTES GNTHISANDINCLUUEDMR'EKREFERANCEPAGEMIP74Tarev. lea32016 eEFGRE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a Moss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate his design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/ar chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding me fabrication, storage, delivery. erection and bracing of trusses and truss systems seeAN3ufPll QuaT Criteria. D16-09 and SCSI building Component Safety Infoonalbmvallable from Truss Plate Institute, 218 N. Lee street. Suite 312, Maxontlrlo. VA 2231A. 69N Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless Y. y offsets are Indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth, �71 dr For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 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: ANSIITP11: 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 I dimensions shown Inftsixteenths t scale) (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-135Z ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 1VlII MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A 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/rP1 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, 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.