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HomeMy WebLinkAboutTrussI, / a I SCE RE: M11455 MiTek USA, Inc. THE COTTAGE 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: WYNNE DEVELOPMENT Project Name: M11455 LottBlock: Model: Address: UNKNOWN City: ST LUCIE COUNTY Subdivision: State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20171TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18622009 a 11/11/2019 2 T18622010 al 11/11/2019 3 T18622011 a2 11/11/2019 4 T18622012 a3 11/11/2019 5 T18622013 ata 11/11/2019 6 T18622014 atb 11/11/2019 7 T18622015 b 11/11/2019 8 T18622016 bl 11/11/2019 9 T18622017 b2 11/11/2019 10 11 T18622018 T18622019 b3 gra 11/11/2019 11/11/2019 REVIEWED 11/11/2019 %®� C®®� �'®MPL'��YCl� 13 T18622021 jib 11/1112019 ST® LU 15 T18622023 j5 11/11/2019 ®U�1TY 16 T18622024 i7 11/11/2019 BOCC 17 T18622025 j7p 11/11/2019 /I 18 T18622026 kj7 11/11/2019 / l The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is certification that the engineer named is licensedinthe jurisdiction(s) identified and that the designs comply with ANSIITPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were - given to MiTek. Any project specific information includedisfor MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer. should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1:13._ STATE OF :�I/` %'rJI10 '9/0NAx- Thomas k Albans PE N0.39380 Wick USA, Inc. R. Grt 6634 69M Parke East Blvd. Tampa Fl. 33610 November 11, 2019 1 of 1 Albani, Thomas Job Truss Truss Type oly Ply THECOTTAGE T78622009 M11455 A Root Special 7 1 Job Reference (optional) 'unamoers i russ, Inc., ran Maras, rL �1 d Scale =1:60.3 4.00 12 sx6 2x3 11 6 14 13 axe = Sr5 = 3,4 = 5xB MTIBHS = 3x12 = 2.00 12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.59 11 >711 360 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.08 11 >388 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.98 Horz(CT) 0.38 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.80 11 >522 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 - TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP'No.3 WEBS REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz2=179(LC 11) Max Uplift 2=325(LC 12), 9= 825(LC 12) FORCES. (Ito) -Max. ComplMax. Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 2.3---3241/2130, 3-4=-3030/2042, 4-5=-2295/1599, 5-6=-2218/1620, 6-7=-230t8/1622, 7-8=5432/3544, 8-9=-5684/3648 SOT CHORD 2.14=-1885/3038, 13-14=-1708/2834, 12-13=-1240/2181, 11-12=-3315/5376, 9-11=-3386/5407 WEBS 4-14=-261/511, 4-13=-885/601, 7-11=-111411991, 3-14=-345/323, 6-12=-604/1026, 7-12=3412/2219 PLATES GRIP MT20 2441190 MT1BHS 2441190 Weight: 161 lb FT=20% Structural wood sheathing directly applied or 2-2-1oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 2 Rows at 1/3 pts 7-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft;.B=4511; L=35ft; eave=5ff; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) -1-0.0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exterior(2) 17.6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;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 unlessotherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of hearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 2=825, 9=825. at�2 d Thomas A. Albani PE No.3938D MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 WARNING- Verity deslgnpaznefers and READ NOTES ON THIS AND INCLUDED MITENREFERANCEPAGEMBTOIarev. 10,012915 BEFORE USE Design volld for use only with Mrek® connectors, fits design Is based only upon parameters shown. and Is for an Individual buliding component, not a truss system. Before use, the building designer must verty the opplicobllity of design parameters and properly Incorporate this design Into the overall building design. Bracing lndicoiedIsto buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek- prevent Is always required for stobi lty and to prevent collapse Win possible personal injury and property damage. For general guidance regardbg the fabrication, storage, delivery, erection and bracing of trusses and Ins systems, seeANSIrIPII Dual CrBorks, DSB-89 and BCSI Bustling Component 6904 Parke East Blvd. Safety Infuanalbrmallabie from Truss Plate Institute. 218 N. Lee Street. Sulte 312. Alexandea. VA 22 14. Tampa. FL 33610 Job Truss Truss Type Qty Ply THE COTTAGE T18622010 M11455 Al Hip 2 1 Job Reference (optional) (members Truss, Inc., Fort Pierce, FIL a.J2u s Vcl 2e 2ulu mu ex mausims, Inc. man Nov I I u/:zu: m zu ie rage i ID:4XCVr6ubfdeoJ5ziCdyWPDYLFMw-Xv AV_vyoRlogZdoiBRWvIOQH7VveZAk75KYbyKK71 9.11.1 1a e-18-1„14 1540 V7: 1 23-0-1 Y411O Zeal 2eA-2 35Oa 86 aq 1-0-0a �8-13J -11 i Sb-15 1F0 1 L 5L1 F1A-1s I 1.90 a a i sa.14 lOO M193 Scale = 1:62.3 Nt 6 O 4.00 r12 ass II 5xB MT18HS = 14 13 Bxe = 3x5 = 3x4 = 5x6 = 3x12 0 2.00 12 e-1-14 B-11-1 1-0 1]O-O eO- 24.11-0 Ln -02 35.0-0 I 5-9 , a.n e.1rn n-T119 a.11d r O N�h I� Plate Offsets (X Y)-- r2:0-1-2 Edael r4:08-0 08-01 r7:08-0 Edger r9.0-1-15 Edael rl3:0-2-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (roc) Well Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.60 11 >701 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.10 11 >382 240 MT18HS 244/190 SCLL 0.0 Rep Stress [nor YES We 0.99 Hoa(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MaMx-MS Wind(LL) 0.82 11 >515 240 Weight: 160 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=-177(LC 10) Max Uplift 2= 825(LC 12). 9=-825(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3240/2163, 3-4=-3025/2104, 4-5=2311/1658, 5-6=-2225/1676, 6-7=-2322/1684, 7-8=-5442/3689,8-9=-5685/3760 BOT CHORD 2-14=-1952/3038, 13-14=-1786/2833, 12-13=-1298/2195, 11-12=8507J5450, 9-11=-3493/5408 WEBS 4-14=261/512,4-13=-867/611, 7-12=-3462/2358, 3-14=-359/334, 6-12=-593/978, 7-11=-1144/2008 Structural wood sheathing directly applied or 2-2-1 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 2 Rows at 1/3 pis 7-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasdl28mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=35ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-M to 22-5-6. Interior(1) 22-5-6 to 36-0-0 zone;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 nonconcurent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 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 to uplift at joints) except 61=11b) 2=825, 9=825. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 • Q WABNWG- Verifydeslgn parameters and BEAONOTES ON THISANO INCLUDED MIFEKHEFOMNCE PAGEMX74]3 rev. IN DISBEFONE USE. Design valid for use only with Meek® connecters. This design a based only upon parameters shovm. and Is for an Individual building component not a foss system. Before use, the building designer must verily Me applicabl6y of design parameters and properly Incorporate fhb design Into the overall building design. Bracing indicated b to prevent buckling of individual truss web and/or chord members only. Additional temporary. antl permanent bracing ��- MiTek' a always required for stabilHy and to prevent collapse CAM passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVrPIr Qual,7 Cr6oda, DSB49 and BCSI Building Component Safety Informatbribvolcble from Truss Plate Insfil 218 N. Lee Street Suite 312, Alexandria, VA 22 14. 6904 Parke Eest Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply THE COTTAGE T78622011 M11455 A2 Hip 1 1 Job Reference o tional unamoers i russ, Inc., ran rierce, rL .-11..-I�I-.-„--... ID:AXCVr6ubfdeoJ5ziCdyWPDyLFMw.UH7gbBOAUOhT18iTw7DvcKNnA5m2NgPTCRaRcUyKK7G 7 I I 7-N6-E07O0 74 60 4 "77-2 G3414 35-0.0. 360-0 7-7-2 1-aa 4xB = 2.3 11 4.00 12 4 25 26 5 27 28 4x8 = 6 Scale = 1:60.5 16 15 14 13 12 11 10 3x6 = 2x3 II 4x6 = 3.8 - 3x4 = 2x3 It 3x6 = 3x4 = 4x6 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) -0.26 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Van(CT) -0.4912-13 >857 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(CT) 0.13 a n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS WiDd(LL) 0.37 13 >999 240 Weight: 164 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-5-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Ho¢ 2=-117(LC 10) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max Comp./Max, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3306/2465,3-4=-2825/2179, 4-5=-3132/2434, 5-6=-3132/2434, 6-7=-2825/2179, 7-8=-3306/2465 BOT CHORD 2-16=-2226/3099, 14-16=-2226/3099, 13-14=1826/2656, 12-13=-1834/2656, 10-12- 2234/3099,8-10=-2234/3099 WEBS 3-14=-569/506, 4-14=-263/4ll,4-13=-451/683, 5-13=-405/454, 6-13=-451/683, 6-12=-263/411, 7-12=-569/506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl:, GCpi=0.1Q MWFRS (directional) and C-C Exteriar(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 11-0-0, Extedar(2) 11-0-0 to 15-11-6, Interior(1) 15-11-6 to 24-M. Exterior(2) 24-0-0 to 28-11-6, Intedor(1) 28-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designedfor 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 M-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 (jt=1b) 2=825, 8=825. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11019 ®WARNING-Venrydes1opsrametersandREAD NOTES ONTN/SANDINCLUDEDMREKNEFERANCEPAGEMIN473rev.1fYaUttOISBEFOREUSE Design valid for use only with Mgek® connectors. This design is based only upon parameters shown, and Is for an IndlvIduol bullding component, not a mass system. Before use. the building designer must verify the applicability of design parameters and property incorporate it design into the overall butting design. Bracing Indicated is is buckling of Individual truss web and/or chord members only. Additional temporary and bracing MiTek- prevent permanent b always required for stability and to prevent collapse Win possble personal iniury and property damage. For general guidance regarding Me fcbricotloru storage, delivery. erection and bracing of husses and truss systems seeANSUIPII gull Cii DS649 and BCSI Building Component 6904 Parke I Blvd. Safety Infpmmtbnavolabie from Truss Plate Insfitute, 218 N. Lee Sheet Suite 312. Alexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Illy Ply THE COTTAGE T78622012 M11455 A3 Hip 1 1 Job Reference o Ronal unampers I russ, Inc., ran nerds, rL a.Jzu S va ztl mltl rill) en nmu5urcs, nu. nNu nuv „uhci. I. cV Is 4x8 2x3 II 4.00 12 2x3 \\ 4 26 5 4x6 = 3x4 = 4x8 2x3 o/ 6 7 27 B 9 Scale=1:60.3 17 16 15 14 13 12 3.6 = 46 = 3xB = 3x4 = 3x4 = 4x5 = 3x4 = 416 = 14a8g9 33 sfi i es5-1I -s s4-10-o00 I Plate Offsets (KY)— [2:0-0-2,Edae] [4:0-5-0 0-2-01 [6:D-3-0Edoel [8:0-54 0-2-01 LOADING. (psf) SPACING- 2-0-0 CSI. DEFL in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Veff(LL) -0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.6214-15 >682 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.63 Horz(CT) 0.14 10 nta n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) '0.46 14-15 >910 240 Weight: 161 lb FT=20% LUMBER- SPACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=97(LC 11) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3318/2529, 3-4=3076/2343, 4-5=-3677/2800, 5-7— 3677/2800, 7-8=-3678/2802, 8-9=3076/2343, 9-10=3318/2529 BOT CHORD 2-17=-2291/3118, 15-17=-2004/2903, 14-15=-2567/3678, 12-14=-2012/2902, 10-12=-2299/3118 WEBS 3-17=332/418, 4-17=-269/424, 4-15=-702/983, 5-15=-320/368, 7-14=363/368, 8-14= 705/984, 8-12=-269/424, 9-12=-332/418 Structural wood sheathing directly applied or 3-6-4 cc puffins. - -- Rigid ceiling directly applied or 4-7-3 cc bracing. NOTES - I) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=120mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=45fb L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 9-0-0, Extedar(2) 9-0-0 to 13-11$ Intedor(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 to 30-11-6, Interior(1)'30-11-6 to 36-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal 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=825, 10=825. Thomas A. Albans PE No.39390 II [Tek USA, Inc FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 ' A WARIVI VeNry Eealgaperamefers antl BEAD NOTES ON TNISAND INCLUDED MmEKBEFEBANCEPAGEM147473 rev. 1WRL201SBEFOBE USE Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component not ��- a toss system. Before use. the building designer must verify the cpplicabally of design parameters and property Incorporate this design Into the overall building design. Wading indicated Is to prevent buckling of lntlNidual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible persond Injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erectlon and bracing of trusses and truss systems, swANSURI I Quality Calera, DS849 and SCSI Building Component 6904 Parke East BNtl. Safety Nfannartarpvailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss - Truss Type Day Ply THE COTTAGE T18622013 M11455 ATA ATTIC 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.320 a Oct 29 2019 Milek Industries, Inc. Mon Nov 11 07:29:19 ZU19 cage 1 I D:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-Og700s1001 xAHRs01 YFNhIS79uUfra61B3XhMyKK7E 1500 22-03 1V 1212-11.Is 13- r3- 02 20-0-0 21-1D4 2661 1 350.0 36-0-0 1-0-0 &S15 4-5-14 0.1'15 I 11 5-Do - 4-5-14 8.515 1-00 1-10-4 0.1-15 Scale -1:61.8 4.00 12 3x6 = 3x5 5 6 3x6 = 3x5 C 7 B 18 16 15 13 3x4 11 Sx6 = 3x4 = 3x4 = 5.6 = 3x4 11 &S75 13-1-12 21-10.4' 26-61 35.0-0 8-5.15 6-7-13 1 &B-8 4-7-13 I 8-5-15 Plate Offsets (X Y)-- 12:0-5-2 0-1-101 [6.0-3-OD-2-81 (7:0-3-0 0-2-81 [71:0-5-2 0-1-101 LOADING.(psl) SPACING. 2-0-0 CSI. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL. 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.33 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.5815-16 >726 240 BCLL 0.0 ' Rep Stress Incr YES INS 0.51 Horz(CT) 0.11 11 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.2715-16 >999 240 Weight 186 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x6SP240OF2.OE WEBS 2x4 SP No.3 *Except* 5-8: 2x4 SP M 30 REACTIONS. (lb/size) 2=1511/0-8-0,.11=1511/0-8-0 Max Horz2=155(LC 11) Max Uplift 2=698(LC 12), 11=-698(LC 12) Max Gmv 2=1634(LC 18), 11=1634(LC 19) BRACING - :TOP CHORD Structural wood sheathing directly applied or3-0-15 oc pudins. - BOT CHORD Rigid ceiling directly applied or7-5-13 oc bracing. WEBS 2 Rows at 1/3 pts 5-8 FORCES. (Ile) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-4294/2007, 4-5=-3767/1591, 5-6=-961/565, 6-7= 910/561, 7-8=-961/565, 8-9=-3767/1591, 9.11=-4292/2008 BOT CHORD 2-18=-1778/4135, 16-18=-1778/4135, 15-16=-1223/3526, 13-15=-1787/4017, 11-13=-1787/4017 WEBS 4-18=-98/330,4-16=-917/657, 5-16=-246/804, 5-8=-2670/1014, 8-15=-246/804, 9-15=-917/657, 9-13=-98/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0ps1; h=15ft; B=45ft; L=3511; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 15-0-0, Exterior(2) 15-0-0 to 24-11-6, Interior(1) 24-11-6 to 360-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1160 plate grip DOL=1.60 3) 150.01b AC unit load placed on the top chord, 17-641 from left and, supported at two points, 5-0-0 apart., 4) Provide adequate drainage to prevent water poriding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0.psQ on'member(s). 5-8 . 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psl) applied only to mom. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 2=698, 11=698. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE, _ Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WAHNWG - Verity Jesten parameters and READ NOTES ON 7N/SANDWCLUDED MREKREFER4NCEPAGEMLL74M rev. 14=201S BEFORE USE Design volld for use any with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual bulling component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this do4n Into the overall bullding design. among Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always recurred for stabnity and to prevent collapse with paAble personal Injury and property damage. For general guldance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems. seeANSUTP11 QuoBry-Cdtodo. DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatbrnvallable from Truss Plate Institute. 218 N. Lee Street Sulte 312. Alexantlrla, VA 22314 Tampa, FL 33610 Truss Truss Type Oty Ply T18622014 1455 Mill ATB ATTIC 1 �THECOTTAGE 1 _ _ Job Reference (optional) ChambersTruss, Inc., Fort. Pierce, FL 8.320 a Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:21 2019 Page 1 ID:AXCVr6ubfdeOJ5ziCdyW PDyLFMw-M3FARY3gXeBuWIOn9zIsmAY56i95JUN272Ye[FyKK7C 76-0 2-0.0 I 4-E1 35.0-0 36.0.I 24.E0 8-615 -0-17a8&-55.-1s5 44s)460 Scale = 1:60.7 6x8 = fixB = I� 1412 119 3.4 II 5x15 3x4 = 3x4 = 5z6 3x4 II 8-575 f- 13-0-0 I 22-0-0 _ 268-1 I 350-0 l &5-15 4fi-1 9-0.0 4-&1 8-5-15 Plate Offsets (X Y)-- 12:0-5-2,0-1-101 14:0-M 0-2-31 f5:0-3-8 0-2-31. [7:0-5-2 0-1-101 LOADING (psi) SPACING- 2-M CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vart(LL) -0.3111-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.5711.12 >743 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Hou(CT) 0.11 7 n/a fire BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(L-) 0.2711-12 >999 240 Weight: 180 lb Fr=20% LUMBER - TOP CHORD 2x4 SP M 30-Excepr 4-5: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1513/0-8-0, 7=1513/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-697(LC 12), 7=-697(LC 12) Max Gmv 2=1641(LC 18), 7=1641(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc puffins. - - BOT CHORD Rigid ceiling directly applied or 7-4-12 cc bracing. FORCES. (Ila) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4303/2049, 3-4=-3800/1611, 4-5=-3601/1567, 5-6=-3800/1611, 6-7=-0302J2050 BOT CHORD 2-14=-181714128, 12-14= 1817/4128, 11-12=-1255m598, 9-11=-1826/4024, 7-9=-1826/4024 WEBS 3-14=-84/310,3-12=-826(673,6-9=-84/310. 5-11=2161772, 4-12=-21 WT72, 6-11=-826/673 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45N; L=35tt; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteiior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Extedor(2) 13-0-0 to 17-11-6, Interior(1) 17-11-6to 22-0-0, Exterior(2) 22-" to 26-11-6, Intedial 26-11-6 to 36-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150.01b AC unit load placed on the tap chord, 17-04) from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurvent 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) Ceiling dead load (5.0 fast) on member(s). 4-5 8) Bottom chord live load (40.0 fast) and additional bottom chord dead load (5.0 psf) applied only to mom. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) 2=697, 7=697. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Alban! PE No.39390 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: November 11,2019 ' ® WARNING -VerirydeesmP ns..f rsand READ NOTES ON TNISANO/NCLUDED 111REKREFERANCEPAGEMII.74M rev. 1a=M)15BEFORE USE. Design veld for use only weh MBek® connectors. This design Is loosed only upon Parameters shown. and 6 for an Individual bullding component, not a buss system. Before use, Me IaWc hg designer must verity, the opplcaJanty of design parameters antl properly Incorporate titls design Into the overall building design. Bracing Indicated is to prevent buoBing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isclways required for stability and to prevent collapse wnh possible personal Mjury and property damage. For general guidance regarding the fabrication, storage, calvary, erection and bracing of trusses and tam system; seeANStrMll Cupgy Corolla, DSB419 and BCSI Building Component 6904 Parke Beat BNJ. Safety Informallarxrvalloble from Truss Bale Instr ute. 218 N. Lee Street Suite 312. Alexondno, VA 22314. Tampa, FL W610 Job Truss Taus Type Oty Ply T18622015 M11455 B Hip 1 1 �THECOTrAGE Job Reference (optional) GnamDers I miss, Inc., ton Pierce, FL 1-0.0 B-1-4 9-11-1 75-0-0 2N.0 15-6r0 8.320 s Ocl za 2019 run ex aruwareq ii rural nuv r r or.<u.ca <o m rcye , ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-gFpZeu4liyKI8vbzigp5JO4az6OE2tgCLi]ClhyKK7B 20-0-0' 24-71-0 26.84 35.0-0 _ 36-0.? B.14 i M4 -fi- 4-6-0 I 4-11-0 7 9-1 i 8-3.15 4-a Scale=1:62.3 4.00 12 5z8 = qxg = 67 8 2x3 5x6 2x3 O 46 3x4 5 9 5x8 MITI BHS C �u 5 3 4 10 11 24 25 m 3 14 12 13;y �'0 1 0 15 7x8 MT18HS = 17 16 Bz6 3x4 =. 502 = 3x12 = axis = 2.OD 12 8-1-4 9-11-1 I 15.6-0 i zaao 241/-0 25-p-12 35-0-0 Plate ONsets(XY)- 120-1-2Edne] 13:0-3-OEdgel 16.0-5-120-2-121 r6:0-0-00-1-12117:0-1-120-0-0] 18:0-5-40-2-01 fil:0-4-0Edgel rl2:0-1-15Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Vclefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ved(LL) -0.54 14 >7B4 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -0.98 14 >429 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES We 0.76 Horz(CT) 0.36 12 na nil BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.74 14 >570 240 Weight: 1641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-1 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 9-15 REACTIONS. (lb/size) 2=1349/0-8-0, 12=1349/0-8-0 Max Holz 2=155(LC 11) Max Uplift 2=-825(LC 12), 12=825(LC 12) FORCES. (I c) - Max. ComP/Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-4=-3239/2355, 4-5= 3010/2262, 5-6=-233a/1838, 6-7=-2192/1812, 7-8=-2205/1818, 8-9=-2754/2106,9-10=-5383/3914,10-12- 5697/4073 BOTCHORD 2-17=-2119/3038, 16-17=-1925/2802, 15-16=-1758/2665, 14-15=-3567/5158, 12-14=-3794/5420 WEBS 8-15=-643/1022, 9-14=-1284/2004, 10-14=-335/317, 7-16=-26S/463, 9-15= 2827J2043, 5-16=-719/552, 5-17= 288/536, 4-17=-411/382, 8-16=-697/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf•,. BCDL=3.Opsf; h=15D; B=45D; L=35h; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Inteffor(1) 2-6-0 to 15-10, Extedor(2) 15-M to 24-11-0, Interior(1) 24-11-0 to 36-0.0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4).All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6=0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at )oint(s) 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 2=825, 12=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING. VeHlydw9. peramstsrsend READ NOTES ON THISAND/NCLUDEDMITEKREFERANCEPAGEMW473ree 1r1NY201SBEFOREUSE Design valid for use only with MBeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MlTek b always required for srabalty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlcatlon, storage, delivery, erection and bracing of fusses and truss systems, seeANSWIf Cua01v Ciliate, DSBA9 and BCSI Building Component 6904 Parke East Blvd. Safety MiformatbnovdIcibie from Trim Plate Insiti 218 N. Lee Street Suite 31Z AlexondAo. VA 22 14, Tampa, FL 33610 Job Truss Truss Type Oty Ply THE COTTAGE T78622016 M11455 B1 Hip 1 1 Job Reference (optional) r,namuers , russ, roc., ran nurce, rL 4.00 12 5x6 = 2.3 II 4x10 = 4 24 5 25 26 27 6 5xfi Scale=1:61.3 15 14 13 ass = 2x3 II 3x4 = 5x8 MT18HS= 2.03x12 = 0 12 6d-12 �35 13-0-0 1Sfi-0 22-0-0 2411-025- 12 91-2 e.e.12 rq n s-a-1n afi.n I 6.R.a '. 1. 1p S.,1-4 i Plate Offsets (X Y)-- r2:0-1-6 Edge1 (6:0-7-0 0-2-01 (9:0-1-15 Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ved(LL) -0.55 11-12 5757 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0212-13 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES We 0.76 Horz(CT) 0.35 9 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.7611-12 >550 240 Weight: 160 lb FT=.20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hoe 2=-136(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3=-3313/2430, 3-4=-2689/2057, 4-5=-2521/2030, 5-6=-2517/2023, 6-7=-3409/2582, 7-8=-5345/3923,8-9=-5700/4162 BOT CHORD 2-15=-2200/3109,.14-15=-2200/3109, 13-14=-1709/2521, 12-13=-2267/3348, 11-12=-3543/5101, 9-11=-3878/5424 WEBS 4-14=-343/531, 6-13=-1030/679. 6-12=-81411242, 7-11 =-1 344/1986, 8-11=-394/387, 7-12=-2262/1640, 3-14= 701/544 Structural wood sheathing directly applied or 2-4-5 oc purfins. Rigid ceiling directly applied or 2-2-0 oc bracing. i Row at midi 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vi165mph (3-second gust) Vasd=128mph; TCDL=4.2psf;, BCDL=3:Opsf; h=15tt; B=45ft; L=35tt; eavei Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 13-0-0, Exterior(2) 13-0-0 to 17-11-6, Intedor(1) 17-11-6 to 22-0-0, Extedor(2322-0-0 to 26-10-0, Interior(1) 26.10-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joints) except (jt=lb) 2=825, 9=825. Thomas A. Alban) PE No.39380 Mil USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Data: November 11,2019 Q WABNWO- getlry deslgnpsremerersend NEAR NOTES ON THISAND INCLUDED NNEKREFERANCEPAGE MIP74M rev. faV320I5BEFOREUSE. Design valid for use onlywith MiTel connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ��- a truss system. Before use, the bustling designer must verity Me appllcal of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek- ItalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalInjuryantlpropertydamage. For general guidance regarding the fabrication, storage, delivery, election and bracing of trusses and truss systems. seeANSVTPII Qui 111 Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Satoh Informatbnavollable from Truss Plate Insltute. 218 N. Lee Street. Sulfa 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Illy Ply THE COTTAGE T78622017 M11455 B2 HIP 1 1 Job Reference o ticnal Chambers I m S, Inc., Fort Pierce, PL d.JeU S UM Ze ZU le MI I eK inarz ales, Inc. MOn PIOv I I, U1.44.44 co m 4x8 = 2x3 11 4.00 12 4 25 26 5 27 28 Us =2X3 II 6 7 2x3 Scale = 1:60.4 0 16 b 15 3x4 = 2X3 II 316 = Us = 2X3 II 3x5 = 3x4 - 5x12 MT18HS= 7-7-2 I 11-0-0 I 17-6-0 35-0-0 n n•.n f fi-fl 1-2-0 9_10_0 Plate Offsets (X Y)— f4:0-5-4 0-2-01 (6:0-5-12 0-2-0]I9:0-0-14 Edoe] f11.0.6-00-3-01 LOADING (psf) SPACING- 2-" C51. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.51 Vert(LL) 0.47 11-22 >257 240 MT20 244119D TCDL 7.0 Lumber DOL 125 BC 0.62 Vert(CT) -0.3011-22 >406 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.56 Horz(CT) 0.04 11 rVa n(a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 164 to FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=941/D-8-0,11=1427/0-",9--33N0-6-0 Max Horz 2=-117(LC 10) Max Uplift 2=-575(LC 12). 11=-1078(LC 12), 9=-407(LC 12) Ma Gmv 2=947(LC 21), 11=1427(LC 1), 9=361(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 1 Row at midpt 6-13 FORCES. (lb) - Max. CompJMax. Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2065/1469, 3-4=-1560/1164, 4-5=-1250/920,5-6=-125O/920, 6-7=-293/21 BOT CHORD 2-16=-1281/1923, 14-1fi=-1281/1923, 13-14=-861/1454, 12-13= 79/380, 11-12=-70/352 WEBS 3-14=-598/530,4-14=-261/410,4-13=-244/257, 5-13=-428/461, 6-13=-1151/1459, 6-12=-372/753,7-11=-940/0,8-11=-268/694 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -"-O to 2-6-0, Intedor(1) 2-" toll-", Exterior(2) 11-0-0 to 15-11-6. Intedor(1) 15-11-6to 24-0-0, Extedor(2) 24-" to 28-11-6, Intedor(1) 28-11-6 to 36-" zone; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates undess otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=575, 11=1078, 9=407. Thomas A. Albani PE No.39380 hliTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Job Truss Truss Type Oty Ply M11455 B3 HIP 1 1ob [HECOTTAGET18622018 Reference (optional unamoers i russ, me., ron MUM. ru cazo a �cl zn m is wn i e¢ n�uuswes, �rw. _,. Scale =1:60.4 4.0o tz Us2x3 II 3x6 = 3x8 = 2X 11 316 = 16 3x4 = 3x6 = 3x8 = 2.3 II 5x10 = 31S = 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.48 13-23 >252 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 VerICT) -0.3213-23 >380 240 - BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.04 13 n/a n/a BCDL 10.0 Code F13C2017rrP12014 Matrix -MS Weight: 163 lb FT=20% LUMBER- SPACING - TOP CHORD 2x4 SP M 30 -TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. -- BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3'Ezcept' WEBS 1 Row at midpt 7-13 8-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=860/03-0, 13=1711/0-8-0, 11=127/0-e-0 Max Horz 2=-97(LC70). Max Uplift 2=-530(LC 12), 13=-1237(LC 12), 11= 293(LC 12) Max Grav 2=B69(LC 21), 13=1711(LC 1), 11=161(LC 22) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1835/1348, 3-4=-1580/1150, 4-5=-1382/984, 5-7=-1382/984, 7-8=fi36r851, 8-9=-658/876, 9-10=-672/903, 10-11=-247/672 BOT CHORD 2-17= 1173/1714, 15-17=-869/1479, 14-15=-106/635, 13-14=-106/635, 11-13=-611/320 WEBS 3-17=-356/442, 4-17=-281/437, e-13=-455/397, 5-15= 312/354, 7-15=-759/899, 7-13=-1620/1109, 10-13=-529/804 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsi h=15ft; B=45ft; L=35ft; eave=51t; Cat. II; Exp C; Encl., GCpi=b.18; MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-5-0, Intedor(1) 2-6-0 to 9-0-0; Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to.26-0-0, Extedor(2) 26-0-0 to 30-11-0; Intedor(1) 30-11-6 to 36-0-0 zone; porch 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 nonooncument 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=530, 13=1237, 11=293. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cent $634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Job Truss Truss Type Oty Ply THE COTTAGE T78622019 M11455 GRA Hip Girder 1 2 Job Reference (optional) Lnamatlls 1 mss, mc., ran rlvRro, rL Scale =1:60.3 5x8 MT18HS = 5x8 MT18HS = 4.00 12 1 3z4 = 5x8 MT18H5 = 3z4 = 3 23 24 4 25 26 27 528 29 30 31 32 6 33 34 7 I6 35 15 36 14 37 38 13 39 4041 42 12 43 11 44 10 4x6 = 2.3 II Sx6 WB= 4x4 = axis = 4x4 = 5x6 WB= 2,21 11 4x6 = LOADING.(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdetl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(L-) 1.04 12-13 >405 240 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.0412-13 >402 240 BCLL 0.0 ' Rep Stress [net NO W B 0.65 Hoa(CT) 0.19 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER- BRACING- TOPCHORD 2x4 SP M 30 -TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2833/0-8-0, 8=2835/0-8-0 Max Horz 2=78(LC 24) Max Uplift 2=-2199(LC 8), 8=-2255(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7950/6160, 3-4=-10549/8106, 4-5=-11568/9029, 5-6=-1156B/9029, 6-7=-10563/8444, 7-B=-7952/6320 BOT CHORD 2-1fi=-572877490, 14-16=-5761f7530,.13-14=-7944/10549, 12-13=-8281/10563, 10-12=-5910f7531, 8-10=-588117492 WEBS 3-16=-537/685,3-14=-2389/3417,4-14=-1134/1004,4-13=-1015/1162. 5-13=-538/487, 6-13=-6 4/1146, 6-12=-945/674, 7-12=-259W3432, 7-10=-481/670 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 316 lb Ff=20% Stmctuml wood sheathing directly applied or 4-1-5 oc pudins. Rigid ceiling directly applied or5-1-15 oc bracing. 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 Ga. Bottom chords connected as follows: 2x4 - 1 row at D-9-0 oc. Webs connected as follows: 2x4 -1 row at D-9-0 Ga. 2) All loads are considered equally applied to all plies, except tt 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=35ft; eave=5ft; Cat. II; Ery C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent Water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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 miss to bearing plate capable of withstanding 100 It, uplift at joints) except (jt=lb) 2p2199, 8=2255. -{ -- Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33810 Date: November 11,2019 Q WARNING- VeNfy desf9npammete®end READ NOTES ON TN/SAND INCLUDED MREKREFERANCE PAGE MIP74M rev. 12032015 BEFOREUSE Design volid for use only with Mirada) connectors. this design is based only upon parameters shown, and Is for on Individual buRding component. not ��- a truss system. Before use. Ole butding designer must verity the applicatAly of design parameters and properly incorporate this design Into the overall b0c hg design. Bracing Indicated Is to prevent buckling of IndtiWuol fruss web and/or chord members only. Additional temporary and permanent bracing M(Tek Is always required for stablity, and to prevent collapse wrth possible personal Injury and property comings. . For general guidance regarding the fabrication storage, delivery, erection and bracing of teases oM truss; systems. meANSf/1PI1 Qualbv CrBaM; DSed9 and BRI au6dlnp Compenmf 6904 Parka East BW. Solely IAlotmafbrrnollabletrom Truss Plate Bumute. 218 N. We Street. Suite 312 Alexontl4¢ VA 22 14. Tampa, FL 33610- Job Truss Type Truss;Girder THE COTTAGE 771,Yp" T18622019 M11455 GRA Frip 2 Job Reference (opeana9 Chambers Truss, Inc., Fort Pierce, FL 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:30 2019 Page 2 ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw.bnlaKdAKOPKd57CVAMyzd30z7K6iwVXNByEdaDyKK73 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 231 Ito up at 7-0-0, 116 lb down and 171 lb up at 9-0-12, 116 lb down and 171 It, up at 11-0-12, 116 Ito down and 171 Ib up at 13-0-12, 1161b down and 171 lb up at 15-0-12, 116 lb down and 171 It, up at 17-0-12,116 lb down and 171 Ito up at 17-11-4, 801b down and 591b up at 19.114, 80 lb down and 59111 up at 21-11-4, 116 lb down and 171 lb up at 23-11-4, and 116 lb down and 171 lb up at 25-11-4, and 137 Ib down and 231 It, up at 28-M on top chord, and 469 lb down and 578 lb up at 7-0-0, 80 lb down and 29 lb up at 9-0-12, 80 lb down and 29 Ib up at 11-0-12, 80 lb down and 29 lb up at 13-0-12, 80 lb down and 29 lb up at 15-0-12, 80 lb down and 29 lb up at 17-0-12, 80 lb down and 291b up at 17-11-4, 1791b down and 276 lb up at 19-11-4. 1791b down and 276 lb up at 21-11-4, 80 lb down and 29 lb up at 23-11-4, and 80 Ito down and 29 lb up at 25-11-4, and 469 lb down and 578 lb up at 27-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 17-20=-20 Concentrated Loads (Ib) Vert: 3=-116(F) 7=-116(F) 16=-469(F) 10=-469(F) 23=-116(F) 24=-116(F) 25=-116(F) 27— 116(F) 28=-116(F) 29=-116(F) 30=-6(F) 32— 6(F) 33=-116(F) 34=-116(F) 35=-63(F) 36=-63(F) 37=63(F) 38=-63(F) 39=-63(F) 4D=-63(F) 41=-179(F) 42=-179(F) 43=-63(F) 44=-63(F) O WARNING- Verhydesignparametemmu READNOTES ON THIS AND INCLUDEDM/fEKREFERANCEPAGEMIUM. 1aDY?015BEFOREUSE Design valid far use only wflh Mmek®carvtecrors: Ri5 design Is based only upon parameters shown. and Is for an he Mdual building component, not �r ■■ a truss system. Before use. Me butding designer must vanity the cpolcabmth llity of design parameters and property Incorporate tints design Into e overall bulidingdesgn. Bracing Indicated is to prevent buckling of indNidual truss web and/or chord members only. Adtlitlonal temporary and permanent bracing MiTek- IsaiwaysrepubedforstabiilyandtoWeventcoliopsewithOosablePersonalinlrayandpropertydamage. For general Guidance regarding the fabrtcation, storage, delWry, erection and bracing of fusses and fuss systems. seeANSyrPII CuoOty Ciliate, DSB-69 and BC51 BOdlnp Component 690a Pare Past BNd. Safety InfonoationavaUable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexontlrta VA 22 14, Tampa. FL 33610 Job Truss Truss Type Oty Ply THE COTTAGE T18622020 M11455 GRB HIP GIRDER 1 1 Job Reference o tional Chambers I Nss, Inc., f Ort VlerCO, FL a.JLVJV1:r C0 [V,J,nllcn luulu,,,ca, ,, ,,. rviVu,rur „u, ca.uc cu,u 4.o0 FT zx3 11 6x8 = S= 3x4 = 4x6 = 5x12 = 2x3 xB MT18HS Scale = 1:60.3 18 36 17 16 37 as 39 15 40 41 14 4243 44 13 45 12 4x6 = 2x3 II 5.6 W8= 5xle = 2x3 II 7,14 MT18HS = 2a9 It 3x4 = 3x4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.76 BC 0.76 W B 0.98 Matrix -MS DEFL. in (loc) I/deft Ud Ved(LL) 0.38 16 >782 240 Vert(CT) -0.4315-16 >690 240 Hom(CT) 0.09 13 Na n/a PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 163lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11.12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-3-12 oc bracing. WEBS 2x4 SP No.3 'Except* WEBS 1 Raw at micipt 7-13 4-15,7-15: 2x4 SP M 30, 8-13: 2xe SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1602/0-8-0, 13=4305/0-8-0, 10=-239/0-e-0 Max Harz 2=78(LC 7) Max Uplift 2=-1201(LC 8), 13=-3423(LC 8), 10=-566(LC 25) Max Gmv 2=1604(LC 17), 13=4305(LC 1), 10=212(LC 7) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4134/3062, 3-4=-4232/3012, 4-5=-3226/2172, 5-7=-3226/2172, 7A=-2413/3408, 8-9=-2436/3435, 9-1 D= 732/1777 BOT CHORD 2-18=-2791/3872, 16-18=-2825/3913, 15-16=-2849/4232, 14-15— 206/680, 13-14=-206/680,12-13=-1623//22,10-12=-1668/785 WEBS 3-18=-542/665,3-16=-92/505,4-15=-1145/952,5-15=-551/497, 7-15=-2056/2887, 7-14=0/366,7-13=-4569/3111,8-13=-414/347,9-13=-2479/2391, 9-12=-1024/780 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch 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 hugs has been designed for a 10.0 psi bottom chord live load nonconcu Tent 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-" 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 fat=lb) 2=1201, 13=3423, 10=566. 8) Hanger(;) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1371la down and 231 Ill up at 7-", 116 Ile down and 171 Ib up at 9.0-12, 116 Ile down and 171 It, up at 11-0-12, 116 Ill down and 171 It, up at 13-0-12, 116 to down and 171 lb up at 15-0-12. 116 lb down and 171 lb up at 17-D-12, 116 lb down and 171 Ib up at 17-114, 116 It, down and 171 lb up at 19-11-4. 116 Re down and 171 lb up at 21.11-4, 116 lb down and 171 Ib up at 23-11-4, and 80 Ib down and 59lb up at 25>11.4; and 106 Ile down and 119lb up at 28-" On top chard, and 469 Ib down and 578 lb up at 7-M, 80 It, down and 29 Ib up at Thomas A. Albani PE No.39380 0-0-12, 80 lb down and 29 lb up at 11-0-12, 80 It, down and 29 It, up at 13-0-12, 80 lb down and 29 Ib up at 15-0-12, 801b down MTek USA, Inc. FL Cert 6634 and 29 lb up at 17-0-12. 80 Ile down and 29 Ib up at 17-11-4. 80 Its down and 29 It, up at 19-11-4, 80 lb down and 29 to up at 6904 Parke East Blvd Tampa FL 33810 21-114. 80 Ile down and 29 Ib up at 23-11 A. and 179 It, down and 237 Ile up at 25-114, and 585 lb down and 727 to up at 27-114 Date: on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). November 11,2019 QwAgNING-Verity design parsmetermand READ NOTES ON THISMI)INCLUDED MREKREF£RANCEPAGEM7473 rev. MIXITOr56EFOREUSE Design valid for use only with MIIekO connectors Me design In based only upon parameters shown and a for an Individual building component, not a trues; system. Before use, the building designer must verify me applicability of design poromete s and properly Incorporate the design Into the overall building design. Bracing Indicated Is to prevent bucMing of Individual truss web and/or chord members only. Additional temporary and pennonenf bracing MiTek_ is always required for stability and to prevent collapse with posslUle personal injury and properly damage. For general guidance regarding ire 69M Parke East Blvd. fabrication, storage, delivery. election and bracing of tosses and true systems seeANSVIPI I QuaBtr Quarto, 056A9 and 1C316uidmp Component Safety Infarmatonavalable from Tnas Rafe Institute, 218 N. Lee Streat. Suite 31%Maxondria VA 22314. Tampa. FL 33610 Job Truss Thus Type Oty Ply THE COTTAGE T76622020 M11455 GRB HIP GIRDER 1 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL tl.tlLUBUCI Ltl LUla M112K InaV$InE5, ma. IVIVII IVVV II V/:4W:04CV I rd'tr' ID:AXCVr6ubfdeoJ5ziCdyW PDyLFM W.XAPUJCay1 aKKRMUIn_RiUV HxasNOKxgeGTe6yKK71 LOAD CASE(S) Standard . 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125. , Uniform Loads (plf) Vert: 1-3=-54, 3-9=54, 9-11=-54, 19-22=-20 Concentrated Loads (Ib) Vert: 3=-116(B)6=-116(B) 9=-6(B) 16=-469(B) 12=-585(B)25=-116(B)26=-116(B)27=-116(B)29=-116(B)30=-116(B)31=-116(B)33=-116(B) 34=-116(S) 35=-6(8) 36=-63(B) 37=-63(B) 38=-63(B) 39=fi3(8) 40=-63(B) 41=-63(B)'42=-63(B) 43=-63(B) 44=-63(B) 45=-179(B) ®WMNWG-Verity dasrgn parameter and READ NOTES ON IRIS AND INCLUDED MITEKREFERANCE PAGE Mlr7M rev. 1eNa2015 BEFORE USE Deslgn valld for use only withMBeaconnectors.lhls design Is hosed oNy upon porometers shown. and b for an IndMdual building component, not ��- a truss system. Before use, the bullding designer mustmady the applicabllHy of design parametersand properly Incorporate this design Into the overall Bracing Indicated Is to lauciding tri.tss web major Word members only. Additional temporary and permanent bracing MiTek- bulldiogdesign. prevent ofhdMdual b always required for stob0ty and to prevent collapse with posstale personal injury and property damage. For general guldonce regarding the fabrication, storage. delNery, erection and bracing of Misses and truss systems seef WSVrPl1 CuaOv CrIferlo. DSB-09 and SCSI Building Component 6904 Parke East Bhd. Safety Informallorsm clobie from Truss Rate InsliMe. 218 N. We Sheet Suite 312 Alexandria: VA 22314. Tampa, FL 33610 Job Truss Thus Type Dry Ply THECOTTAGE T78622021 M11455 J1 JACK -OPEN 8 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 0.320 a Oct 292019 MiTek Industries. Inc. Mon Nov 110729:332019 Pagel ID:AXCVr6ubfdeoJ5z!CdyWPDyLFMW OM4ytcgKiBybx4sUVgF2boYN07OTptw5HAYyKK70 3x4 = F Scale = 1:6.1 LOADING (psf) SPACING- 2-" .CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Verl(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wincl -0.00 5 >999 240 Weight: 5lb F7=20% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.3 TOP CHORD Structural.waod sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2x4 SP No.3 - .BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.bracing. REACTIONS, (lb/size), 3=9/Mechanical, 2=118/0-8-0, 4=0/MechmimI Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9). 2=14112) Max Grav 3=10(LC 17). 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max_ Conr lMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ftt Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2) zone; porch left and right eglosed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLU7.60 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-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except Ot=lb) 2=140. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WAR1VING-VW1ydeslynpamme..d READNOTES ON TN/SANDA'6LUOEDNREKaEFEMNCEPAGEW74TJree 1DTY10150EFORE USE Design valid for use onlywlth MOel0 connectors. Mrs design Is based only upon parameters shown, and b form Individual adding component. not ��- a trm system. Before use, he budding designer mast verify he apWicebllity, of design parameters and properly hccrporate iNs design Into me overall bulldingdmign. &acingindlcWed4lopreventWu hgofindMduolirussweband/mchordmembersoNy. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent coliopm with posnLle personal injury and property damage. For general guidance regarding the storage, delivery. erection and bracing of trusses and huss systems. seeANSIMII 6ucW Cmorle, DS349 and IICSI BV6dIng Component 6906 Pans East Blvd. Safety Wonnatbr avalable from Truss Rate Imtitute. 218 N. Lee Sheet. Sulte 31 P. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE COTTAGE T18622022 M11455 J3 JACK -OPEN 8 1 Job Reference o tional Chambers Truss, Inc., Fort Fierce, FL 3x4 = 6%ZU S UM 29 ZU19 MI I eK IrMuemeS, Inc. Men NOV 11 U/:Za:JJ ZUI V rage 1 ID:AXCVreubfdeoJ5ziCdyW PDyLFMw-OMzjytCCjICBybx4sUVgF2Z3YJo7OTptwSHAYyKK70 a n Scale =1:9.4 3.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Ved(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a rtta BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT.CHORD Rigid ceiling directly applied or 10-" oc bracing.. REACTIONS. (lb/size) 3=63/Alechanical, 2=172/0-8-0, 4=36/Mechanical Max Ho¢ 2=85(LC 12) Max Uplift 3=-67(LC 12), 2=-207(LC 12). 4=-51(LC 12) Max Grav 3=63(LC 1), 2=172(LC 1). 4=50(LC 3) FORCES. (fib) - Max Comp./Max. Ten. -All. forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18;'MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-", Interior(1) 2-0-0 to 2-11-4 zone; porch left and .right exposed;C-C for members and forces 6 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has,been designed for a live load of 20.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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 2=207. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parka East Blvd. Tampa FL 33610 Date: November 11,2019 Job Truss Truss Type oty Ply T78622023 M11455 J5 JACK -OPEN 8 �THIECOTTAGE 1 Job Reference (optional) cnamDers I runs, Inc., ran FIGMe, rL f1.UeU 6 UM 2e 2UTe MI I ex mousmee, Inc. Man. NOV 11 Ul.eU:3 LOIa rage 1. 3.4 = Scale=1:12.7 Plate Offsets (XY)- [2:0-16 0-0-01 .LOADING (psQ SPACING- 2-0-0 CSI. DEFL In (loc)/dell Ud PLATES GRIP TCLL 20.0 .Plate Grip DOL 1.25 TIC 0.35 Verl(LL) 0.13 4-7 >455 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00'- 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 GOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=119/Mechanical, 2=242/0-8-0, 4=59/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-126(LC 12), 2=-278(LC 12), 4=-87(LC 12) Max Gmv 3=119(LC 1), 2=242(LC 1).4--M(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structuralmood sheathing directly applied or.5:0-0 oc pudins. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsY h=15ft; 6=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-M. Intefior(1).2-0-0 to 4-11-4 zone; porch 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) This truss has been designed for a 10.0 pat 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 36-0 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 jolm(s) 4 except Qt=lb) 3=126, 2=278. Thomas A Albert PE Nc.39380 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WABNWG- Verl1ydcenpara.&hvsaadaEADNO7 ONTNISANDWCLUDEDMIF£KNEF£aANCEPAGEM674Mmxlo=0159EFONEUSE Design volld for we only wkh MBeVaconnectors. This design a based only upon parameters shown. and is for an IndividualbulIdIng component not a two system. Before use, the building designer must verilythe applicably of design parameters and properly Incorporate this desgn Into the overall buedIng deegn. Bracing hdicaleda to prevent budding of Individual true web and/or chord members only. Additional temporary and permanent bracing Is always iequIred for stabSly and to prevent collapse with pomble personal Injury and property damage. For general guldonce regarding the MiTek' fabrication, storage. delNery. erection and bracing of Incases and two systems, seOANSVIPII Quality Cmedn, DSIII and SCSI Building Component 691M Parke East Blvd. Safely Infannationavolloble from Truss Rote Institute. 218 N. Led Steel. Suite 312, Alexandre. VA 22314. Tampa. FL tM610 Jab Truss Truss Type Oty Ply THE COTTAGE T18622024 M11455 J7 JACK -OPEN 20 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL A I I' CE 8.320 s 00 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:35 2019 Page 1 IDAXCVr6ubfdeoJSziCdyWPOyLFMw.yl5TNLESEyyvBv4Tz Y8K77sILpRbwz6LExOFRyKK7_ Scale: 3/4'=V Plate Offsets()(Y)— (2:0-1-14,Edcel .LOADING (ps1) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.10 4-7 >857 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.21 4-7 >388 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017frP12014 Matri%-MP Wind(LL) 0.18 4-7 >469 240 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30, _ . TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=170/Mechanical, 2=315/0-8-0, 4=83/MechanimI Max Harz 2=161(LC 12) Max Uplift 3=-156(LC 12), 2=-210(LC 12), 4=-9(LC 12) Max Gray 3=170(LC 1), 2=315(LC 1). 4=120(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structuralwood sheathing directly applied or oc pudins. Rigid ceiling directly applied. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L--24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exledor(2) -1-0-0 to 2-0-0, Intedor(1) 2-0-0 to 6-11-4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunem with any other live loads. 3) • This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-M 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 100111 uplift at joint(s) 4 except (t=1b) 3=156, 2=210.. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Card 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 O WARNNG-Vedfydeegnparametareand READNOTFS ON MSANDNCLUDEDMGEKREFFJIANCEPAGEM&74Ares. 1NO.Y1015eEFOREUslz Deggnvalid for use only with Mnek®convectors. This design Is based only upon parameters shx and Is for an Intlivkludl building component not ��- a truss system. Before use. the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall burdingtlesign. Bracing indootedIstoprevent bucklingofindividualhusweb and/or chord members only. Additional temporary end permanent bracing MiTek' Is always requiredfor stabaily and to prevent collapse with pomOle personal lnlury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of hrases and teas systems saaANSVrRI Cualtly CNeM, DS549 and BCSI Building Component ON Parke East Blvd. Safety Informatio cva0able from Truss Rate institute. 218 N. Lee Sheet Suite 31Z Alekandrio. VA 22 14. Tampa. FL 33610 Job Truss Truss Type Ply THECOTTAGE' T18622025 M11455 VP JACK -OPEN �Qty 4 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce; FL 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:352019 Page 1 ID:A7(CVr6ubfdeoJ5ziCdyW PDyLFMw-yISTNLESEyyvBv4TzvY8K77tfLyFbtA6LExOFRyKK7_ -7-0-0 4.1-3 7V r 1 0-0 4-1 3 - - - - 2-10-13 Scale: a/4' 1' 3x6 = Plate Offsets (X Y)-- [2:0-0-2 0-M] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.22 6-9 >376 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.12 6-9 >721 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.24 Hom(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 281b FT=20% LUMBER - TOP. CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=54/Mechanical, 2=315/0-8-0, 5=199/Mechanical Max Horz 2=161(LC 12) Max Uplift 4=-50(LC 12), 2=-353(LC 12), 5=-256(LC 12) Max Gmv 4=60(LC 17). 2=315(LC 1).5=199(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-335/554 BOTCHORD 2-6=-741/316 WEBS 3-6=-349/819 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or7-1-11 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust)Vasd=128mph; TCDL=4:2psf; BCDL=3.0ps1; h=15ft; B=45tt; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 6-11-4 zone; porch left and right elmosed;C-C for members and forces & MW FRS for reactions shown; Lumber D011=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except gt=lb) 2=353, 5=256. Thomas A. A]bani PE No.39380 MiTek USA, Inc FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 A WARNING - Verity design parensetersandREAD NOTES ON THISAND INCLUDED MIVEKREFERAINCEPAGEMM17473 rev. f(AGIrOISBEFOREUSE. Design valid for use orsy wkh M6ea connectors. Thh design b hosed only upon parometers shown, and a for on individual beading component not a truss system. Before use, the bultding designer must verify the appllcobllity of design parameters and properly Incorporate this design Into me overall bulldingdeslgn. Bracing indicated is to buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' prevent Is always required for stability, and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fobdcotion. storage, tlelNery, erection and bracing of busses and buss systems seeAN$Vryll puoI2mT. Criteria. DSB49 and SCSI Building Component 69M Padre East Blvd. Safoly mformatfanovallable from Truss Plate Institute. 216 N. Lee Sheet Suite 312, Alexandria VA 22314. Tampa, FL 33610 Jab Truss Truss Type THE COTTAGET18622026 joi M11455 KJ7 DIAGONAL HIP GIRDER 1 _ Job Reference (optional) Chambers Tr u i, Inc., Fort Pierce, FL 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:37 2019 Page 1 ID:AXCVr6ubldeoJ57iCdyW PDyLFMw-u8DEoOFjmZDdRCEr5KacPYCF79go31 LPoYOUJJyKK6y 6.8-12 9-10.1 1-5O 6.8-12 - 3-1-5 Seale =1:21.2 3x4= �•,, 5 6x8 6-8-12 a-1-5 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell, L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.14 7-10 >820 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 VerUCT) -0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 38 Its FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 2x4 SP M 30 -. BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (l ize) 4=38/Mechanical, 2=501/0-10-15, 6=435/Mechanical Max Horz 2=161(1-C 8) Max Uplift 4=-39(LC 8), 2=-574(LC 8), 5=-521(LC 8) FORCES. (Ih) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-866/902 BOTCHORD 2-7=-958/823, 6-7=-958/823 WEBS 3-7=-359/323, 3-6=-949/1105 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except (1t=lb) 2=574, 5=521. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 80 Ib up at 4-4-0, 38 lb down and 80 lb up at 4-4-0, and 67 Its down and 149 Ito up at 7-1-15. and 67 It, down and 149 lb up at 7-1-15 on top chord, and 67 lb down and 3111 up at 1-6-1, 67 lb down and alb up at 1-6-1, 21 lb down and 4lb up at 4-4-0, 21 lb down and 4lb up at 4-4-0. and 36 Ib down and 44 lb up at 7-1-15. and 36 lb down and 441b up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=-0(F=-1, B=-1) 12=84(F=-42, B=-42) 13=-7(F=-3, B=-3) 14=-20(F=-10, 8=-10) 15=-61(F=-30, B=-30) - Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Clint 6634 $904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING - wvflYCesrgnparamerereanCBEAD NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE 110I-74731e¢ 10rpaR015 BEFORE USE. Design valid far use only with MBek9connectors. This design is based only upon parametersshown, and a for on IndMtlual bustling component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndMduol fuss web and/or chord members only. Additional temporary and permanent bracing MiTek - a oiwoya reaulred for stability and 0 prevent collapse with possible xxmir of h&ry and property damage. For general guidonce regarding Me fabrication, storage, detrery, erection and bracing of trusses and truss systems, seeAN91/iP11 Qua] Nv Cdlada, DSBd9 and BCSI Bulding Component 6904 Parke East Blvd. Safety tn/ormaflonavailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra. VA22914. Tampa, FL 33a10 Symbols PLATE LOCATION AND ORIENTATION � 374 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. lyldr For 4 x 2 orientation, locate plates 0-Y' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates, 'Plate location details available in Milek20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension Is The length parallel To slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown avid/or by text in the bracing section of the output. Use T or I bracing If indicated. 0iZ Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: 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 I 6-4-8 I dimensions shown in sixteenths scale) Ill (Drawings not To scale) I 2 3 TOP CHORDS 0 c O x O a. O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrrPI T section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved tiiti W1 MiTek® M(Tek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g, diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of trussat. each joint and embed fully. knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIfTPl 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 pudins 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.I Quality Criteria. '