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HomeMy WebLinkAboutTrussJ rFUS ENOINEERINO ABBOCIATE6 May 21, 2020 Building Department 249 Maitland Avenue, Suite 3000 Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com Ref: Adams Homes Lot: Lot 7 BBr 5 Subdivision: Fort Pierce - Waterston Address: 5325 San Benedetto Pl. Model: 1512 A LHG KA # 20-3505 Truss Company: Builders. First Source Date of drawings: 5119/20 Job No.: 2349362 Wind Speed: 160 Exposure: C Truss Engineer: Julius Lee To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. ° Sincerely, �`°°°p���� pBLO"It �Jv�9 ••'G' 3�9,sj�i o ; No7864� "mop, p : S ATC OF ;'fig 5/21/2020 Carl A. Brown, P.E. Luis Pab)I_K asCPE 0 odd M. Bom, P.E. FL. # 56126 FL. # 8786.10 ek�L yN�,°FL.# 82126 "Doing Business with a Service Mindset and an Eye for Detail" Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2349362 Model: 1512 �ampa, FL 33610-4115 Lot/Block: 44017 Subdivision: Waterstone-St Lucie County Address: 5325 San Benedetto PI., . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf — Floor Load: N/A psf This package includes 22 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 1 T20251450 A01 5/19/20 2 T20251451 A02 5/19120 3 T20251452 A03 5/19/20 4 T20251453 A04 5/19/20 5 T20251454 A05 5/19/20 6 T20251455 A06 5/19/20 7 T20251456 A07 5/19/20 8 T20251457 A08 5/19/20 9 T20251458 A09 5/19/20 10 T20251459 A10 5/19/20 11 T20251460 Al2 5/19/20 12 T20251461 A13 5/19/20 13 T20251462 A14 5/19/20 14 T20251463 CA V 5/19/20 No. Seal# Truss Name Date 15 T20251464 CJ3V 5119/20 16 T20251465 CJ5V 5/19/20 17 T20251466 EJ7V 5/19/20 18 T20251467 EJ7VP 5/19/20 19 T20251468 HJ7V 5/19/20 20 T20251469 Z01 5/19/20 21 T20251470 Z02 5/19/20 22 T20251471 Z03 5/19/20 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANS ITTPI 1, Chapter 2. C0101 May 19,2020 Lee, Julius 1 of 1 Jab Truss Truss Type Oty Ply LOT]/S WATERSTONE T20251450 2349362 A01 SPECIAL TRUSS 4 1 Job Reference o (tonal Builders FirstSource (Plant City, FL), Plant City, FL-33567. 8.240 s Mar 9 2020 MiTek lmdustries, Inc. Tue May tg 09:43:38 2020 Pagel Scale=168.0 6.00 12 can = co 58 Sx8 3.00 12 Plate Offsets IX Y)— 12'0-2-7 Edoel 14:0-2-12 0-3-01 169-4-00-3-01 f8'0-2-7 Ed el f10'0-2-12 0-3-41 H &O-2-12 0-341 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.74 11-13 a620 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.1211-13 o,408 180 BCLL 0.0 Rep Stress Incr YES Wit 0.90 Hom(CT) 0.59 8 n/a Na BCDL 10.0 Code FBC2017]TP12014 Matrix -AS Weight: 185 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.I'Except' 12-13:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 6-11.4-11 Max Hors 2=.362(LC 10) Max Uplift 2=-906(LC 12), 8=-906(LC 12) Max Grav 2=1478(LC 1), 8=1478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4641/2627, 34=-4402/2550, 4-5=-2108/1365, 5-6=-210811352, 6-7=-039912551, 7-8=4638/2628 BOT CHORD 2-13=-2204/4189, 11-13=-1272/2667, 10-11=-1304/2666, 8-10=2246/4182 WEBS 5-11=-829/1510, 6-11=-1058/823,640=92111795, 4-11=-1101/813, 4-13=-907/1832, 3-13=-252/351, 7-10=-262/351 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=6.Opsf; h=25fl; B=451t; L=24f1; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 19-M, Exterior(2)19-0-0 to 22-0-0, Interior(1) 22-0-0 to 394-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSli i angle to grain formula. Building designer should verify capacity of hearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001to uplift at joints) except (jt=1b) 2=906,8=906. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetreck be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jwlu9 Lae PENb: Sdt68 Paris FLCeampat 6904 Parka East BIv1 lampat FL 33610 DalO May 19,2020 ®WARNING-Y '/ydesignp .t..a READNOTESONTMSANDINCLUDEDMITE REF£RENCEPAGEMIId473rev. 10ro3,2058EFOREUSE issess Da lim valid for use onlywitA MTekflt con enumm, Tina design is based only upon parameters shown, and sterna individual building component net �• a truss syetemre . Befowe, the building designer must verify as app4rabili yisdeam sign pareter and properly incarporte this design Into the overall buildingdesign. Bmiindicatedistoprevent buddingofindMdualWssweb androrchordmembers only Addi5onaltemporary and permanenlbrtlng s _ MiTek always required far stability and b prevent catalpas wM possible personal nun, and propertydamage. Forgeneral guidance regarding Pe fabdmtion. storage delivery, section and bracing of trusses and truss systems, sea ANSU/PI1 DueOy CrReria, DSB-69 antl SCSI eudAng Component Saletylmfonnalon favailable from Tmss Plate Institute,218 N. Lee Street Suite 312. Alesandda, VA 22314. 69iM Pai East Bind. TmaPa IR M610 Job Truss Truss Type city Ply LOT 7/5 WATERSTONE T20251451 2349362 A02 SPECIALTRUSB 1 1 J b Reference (optional) 0 Son 12 bad 0 3.00 12 -. _.. .. 2x4 II ads = 5 a.evU s mar U zu[U mi I etc Inc. 1 Ue May 19 09:43:42 2020 Sx8 Scale =1:68.6 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 Incr YES Cade FBC2017/TPI2014 CSI. TC 0.93 BC 0.93 WB 0.84 Matrix -AS DEFL- Vert(LL) Vert(CT) Horz(CT) in (lac) 'de' L/d 0.66 1L13 >693 240 -0.8411-13 c'542 180 0.51 8 n1a nia PLATES GRIP MT20 244/190 Weight: 242 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCHORD 2x4 SP No.i'Except* BOTCHORD Rigid ceiling directly applied. Except 12-13,10-12: 2x8 SP 240OF 2AE, 14-18: 2x4 SP No.2 10-0-0 oc bracing: 11-13 WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-11,4-11 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Ho¢ 2=-362(LC 10) Max Uplift 2=-906(LC 12), 8=-906(LC 12) Max Gmv 2=1478(LC 1), 8=1478(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All fames 250(I1b) or less except when shown. TOP CHORD 2-3=-4614/2619, 3-4=-4374/2541, 4-5=-2163/1384, 5-6=-2163/1369, 6-7=-4368/2543, 7-8=.4609/2620 BOTCHORD 2-13=2197/4160, it-13=-1297/2711, 10-11=-1329/2710, 8-10=2238/4155 WEBS 5-11=845/1559,6-11=-1034/817,6-10=878/1696,4-11=-1080/809, 4-13=-86511740, 3-13=-257/351, 7-10=-266/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; B=4511; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directions[) and C-C Exterior(2)-1-4-0to 1-8-0, Intedor(1)1-8-0 to 19-0-0, Exterior(2) 19-0-0 to 22-0-0, Interior(1) 22-0-0 to 394-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. -This electronically signed and 4) truss has been designed fora live load of 20.Opsfon the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide sealed by Lee, Julius, PE will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify using a Digital Signature. capacity of bearing surface. Printed Copies of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001le uplift atjoint(s) except gt=lb) document are not considered 2=906, 8=906. 7) This truss design requires that a minimum of 7/16" stnrmural wood sheathing be applied directly to the top chord and 1/2" gypsum signed and sealed and the sheetrock be applied directly to the bottom chord. signature must be verified on any electronic copies. i6i Lea PS No.34466 -MTekUSA; 166. FL Carl 6634 6904 Pa&c East Eta iampa FL 699t0 Dom, May 19,2020 ®WARNING-VerlrydeslgnpanmererSand READ NOTES ON THISANDINCLUDED MREN REFERENCEGAGEMIIdglrav- lW3,2015BEFORE USE • Design valid for use onlywiM MTek® connectors. This design is based only upon parameters shown, and to for an individual building component, red Wss system. Before use, Me building designer must verily the applicability of design paametes and Ppedy incorporate this design into Me overall builtlingdesign. Bracing indicated is to prevent buckling of individual Was web anclar Wont members only. Addifional temporary and permanent bracingis MOW requiretlfrevM r stability and pentoollopsewpossible personal injury and pmpedy damage. For general guidance regarding Ma fabrication, sfrags,delivery. erection and bracing of trusses and Was systems, sup ANSUTPI1 Qualify CNterla, DSB49 and BCSy Building Component Safelyinrwmagen availablefmm Tmss Plate Ins6Ma, 218 N. Lae Sbeet Suite 312, Alexandria. VA 22314. Tampa, FL 690E Palle East East Blvd. b Truss Truss Type Dry Ply LOT 7/5 WATERSTONE [2349362 �A03 T20251452 SPECIAL TRUSS 2 1 Jab Reference (optional) Builders Flrsiscurce (Plant Olty, FL), Plant City, FL-33567. 6.00 12 Sx6 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue 09A3:45 2020 5x8 2x4 II 3.00 12 5x8 a Scale=1:71.3 Plate Offsets(XY)— f2:0-2-7Edgel f4:0-3-00-3-01 f6:0-M0-3-01 f8:0-2-7Edgej f11:0-5-00-6-01 112:0-8-00-3-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.64 11 >712 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Verl(CT) -0.81 11-12 >562 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.51 8 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2451b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except* 11-12,10-11: 2x8 SP 240OF 2.OE, 13-21:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 BRACING - TOP CHORD Structural wood sheathing direcly applied. BOTCHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 11-12 WEBS 1 Raw at midpt 6-11, 4-11 Max Horz 2=362(LC 11) Max Uplift 2=-906(LC 12), 8=-906(LC 12) Max Grev 2=1478(LC 1), 8=1478(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250(I1c) or less except when shown. TOP CHORD 2-3=-4610/2617, 3-4=-4369/2539, 4-5=-2151/1379, 5-6=-2151/1364, 6-7=-4369/2543, 7-8=4610/2620 BOT CHORD 2-12=-2195/4156, 11-12=-1292/2704, 10-11=-1325/2704, 8-10=2238/4156 WEBS 5-11=-840/1548, 6-11=-1039/819, 6-10=-884/1707, 4-11=-1083/810, 4-12=-869/1746, 3-12=-257/351, 7-10=-266/351 NOTES- 1) Unbalanced road live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0 to 1-8-0, Interfor(1) 1-8-0 to 19-0-0, Exterior(2) 19-0-0 to 22-M, Intedor(1) 22-M to 39-4-0 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 par bottom chord We load nonconcumentwith any other live loads. 5)' This truss has been designed for a live load of 20.Opsfon the bottom chard in all areaswhere a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2, 8 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 lb uplift at joint(s) except at —lb) 2=906, 8=906. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. -Julius lie F E No::S4668 MTekUSA Nc,FL Cad SIM 6904 Pa1ka E82t SIYd Tampa FI_33h0 Date: May 19,2020 Job Truss Truss Type Oty Ply LOT 7/5 WATERSTONE T20251453 2349362 A04 SPECIALTRUSS 5 1 �Jolg Ref (optional) .comers nr>,00wce Irian, Zny, ry, ram 111y, rL-aa001, 6.00 12 5x6 = 6.240 s Mar 9 2020 MiTek Industries, Inc. Tue May 19 09143:48 2020 Scale=1:67.8 la 7x10 = 2x4 II 5x8 0 3x6 = 3.00 12 10-0-0 19-0-0 1 -7 2944) 38-0-0 10-0-0 9-0-0 0-7 9- tiff — Plate Offsets (X Y)-- f4:0.3-0 0-3-01 f6:0-4-0 0-3-01 (8:0-2-7 Edael r10:0-4-0 0-3 41 f11'0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.56 10-11 >807 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vet(CT) -1.1510-11 >396 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.80 Hoa(CT) 0.35 8 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 205111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,6-9: 2x4 SP No.1 BOTCHORD 2x4 SP No.1*Except' 10-11: 2x4 SP M 31, 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=.362(LC 10) Max Uplift 2=-903(LC 12), 8=.903(LC 12) Max Grav 2=1483(LC 1), 8=1483(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-11, 5-13. 11-14 FORCES. (lb) -Max. CompJMax.Ten.-Allforces 250(lb) or less except when shown. TOP CHORD 2-0=-2648/1599, 3-4=-2400/1487, 45=-2062/1363, 5-6=-2100/1369, 6-7=-4434/2529, 7-8=-4671/2607 BOT CHORD 2-14=-1242/2331, 10-11=-1303/2664, 8-10=-2226/4217 WEBS 3-14=-381/413,4-11=-441/445, 6-11=-1074/809, 6-10=-895/1844,5-11=-838/1483, 11-14=-987/2094, 7-10=255/352 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, BCD1_=6.0psh h=25ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(i) 1.8-0 to 19-0-0, Extenor(2)19-M to 22-0-0, Interior(1) 22-0-0 to 39-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 8 considers parallel to grain value using ANSIrPI 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 100111 uplift at joint(s) except (t=lb) 2=903, 8=903. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetmck be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jiilk19 Lea PENb.1d868 54Tek gSA 1ne. FL.oth86A U Polka Eaii BNd.Tampa FL336t0 Date:' May 19,2020 ®WARNING-VeNydeslgnparemefers aMREAD NOTEa ON TN15AND INCLUDED MITENREFERENCE PAGE6BI-)47]re, 10,11"015BEFOREUSE. Design valid for uss onlywdh MiTek® connectors. Tbis dmgn is based only upon parameters show, and is far an individual building componenk not �• a Wss system. Before use. Me Wrong design.( must vedy Me applicability of design parameters end property Incorporate Mil design intothe overaA buddingdesign.BmcingindicatedisMprsventbuoingofindividual WsswebanNorcboNmembemonly. Additional tompomry and pennanentbradng MiTek' Is aAveys reVivo[ for stability and M prevent collapse Wth possible personal injuryand prepedy damage. For gaxxal quidance regrading Me fabdraticn, atorage,delivery. erection and bracing oftrussesend buss systems, see ANSUTPll QualityCdfeda, DS949 and BOSl Building Component Sa{ery tormahan availablefmm Tmss PUteinstitute,21a N.Lea Street.Suite312.Nexandda,VA22314. 69U Parke East Blvd. Tampa,R U610 TrusTrussTypeOty Ply LOT 715 WATERSTONE F T20251454 2 A05 HIP TRUSS 1 1 Jab Reference (optional) 8udders FastSeurce(Plam City, FL), Plant Oily, FL-33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue May 19 09:43:52 2020 Page 1 b 5SJglyNvAHzHH5m-bhhJtEyvrdMgPSGSMgzygdlYP17btmsTc54IOMzEzjL scale =1:69.8 6xB 6.00 12 pEB18 -19 Sx8 5x8 0 3.00 12 12 7-0-0 a--0-0 L4: -0 8-0I 8-0A n-a a Plate Offsets (X Y)— [2:0-2-7 Edgel [4:0-4-0 0-3-07 [5:0-5-4 0-2-01 [6:0-5-00-2-07 p-0-4-0 Ed el [9:0-2-7 Ed ] LOADING last) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.56 13-15 >807 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.7213-15 >630 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horai 0.47 9 n1a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 226111 FT=20% LUMBER- TOPCHORD 2x4 SP No.2'Excepr 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 `Except' 14-15,11-14: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-13.7-12 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Hom 2=-327(LC 10) Max Uplift 2=-906(LC 12), 9=-906(LC 12) Max Grav 2=1478(LC 1), 9=1478(LC 1) FORCES. gb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-0580/2793, 3-4=-4426/2795, 4-5=-2447/1627, 5-6=-2097/1592, 6-7=-2420/1611, 7-8=-4422/2818, 8-9=-4577/2816 BOT CHORD 2-15= 2367/4124, 13-15=-2215/3874, 12-13=-956/2112, 11-12=-2259/3869, 9-11=-2415/4121 WEBS 4-15=434/1051, 4-13=-1897/1319, 5-13=-372/776,6-12=-383/729,7-12=-1870/1344, 7-11=-445/1036 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=4511; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0 to 1-8-0, Intedorll) 1-8-0 to 17-0-0. Exterior(2) 17-0-0to 25-2-15, Interior(1) 25-2-15 to 39-4-0 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 porting. - 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-M wide will fit between the bottom chard and any other members. 6) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (lit -lb) 2=906, 9=906. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetmck be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. _"a" Lee PE ND.3.L69 MTek L;A� fhc. FLceR fi674 ,6981 Pa&a East Blvd.Tampi 11,138111 'Data: May 19,2020 ®WARNING-Vedlydesrgoperameters analgesia NOTES ON TIOSANDINGLUDWMO£KRE RENCEPAGEMOd473mn 1N0YT0158EWRE USE Design valid har use onlywith MTeI� mnnectme, This design is based only upon parameters shown, and is for an Individual building wmponen. net ��' atrusssystem. Before use, me building designermustvedfy Meapplie biGtyofdesign parameters and prapedyinmryoratethlsdesign intotheoverall buildingdesign. Seem, indicated is to prevent bucYJing ofludividual bussweb mWorchord members only, Additional temporary and permanentbrscing M[Tek• always required let stability and to preventcollapsewilh possible peesonal injury andpmpe,ty damage. Forgeneralguidancaregardingthe fabdwlion.abmge,delivery,emssan and bracing of trusses and ti,rssystems. see ANSURIQarityC,Nla,OS&89and BCSi Buif&ng Component Salely/nlwmaUan availahlefmm Tmea Plate institute,218N.Lea Street Suite312,Ml andda,VA22314. Sa04 Palle East Blvd. Tampa. FL W610 Job Toss Truss Type Oty, Ply T20251455 2349362 A06 HIP TRUSS 1 1 �LOT7/5WATERSTONE Job Ref(optional) .. r. , �e,,,..,,y. r ii5Mar 92UZU MI I eK Inc. Tue May 19 09A3:55 2020 Scale =190.3 = 8.00 12 Sx8 Pilii] 6x8 68 6x8 0 3.00 12 M15-0-0 23-0-0 2W 38-0-0 A-A-O c.�n Plate Offsets (X Y)-- 12 0-2-7 Edgej 13'0-3-0 0-3-41 f4:0-5-00-2-01 I5'0-0-00-1-15j I6'0-3-00.3-41 17'0-2-7 Edg 1 f9:0-4-0Etl el f11:0 2-4 Ed el f12:04-0 Ed el LOADING (psf) SPACING- 2-0-0 C5l. DEFL. in (loc) Vdeft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.62 11-12 >734 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.8410-11 >544 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Hom(CT) 0.57 7 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 183 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 1-3,6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except' 2-12,7-9: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Hom 2=-291(LC 10) Max Uplift 2=-906(LC 12), 7=906(LC 12) Max Gmv 2=1478(LC 1), 7=1478(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-11, 5.11, 6-10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 23=-4562f2842, 3-4=-2643/1795, 4-5=.2345/1740, 5-6=-2667/1822, 6-7=-4562/2868 BOT CHORD 2-12=2398/4158, 11-12=-2270/3920, 10-11=-1201/2341, 9.10=2318/3870, 7-9=-2449/4105 WEBS 3.12=-084/1117,3.11=-1753/1210,4-11=362r765,5-10=-370/826, 6-10=-1668/1213, 6-9=-497/1100 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst,, BCDL=6.Opsf; h=25ft; B=45ft; L=2411; eave=5ft; Cat 11;£xp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intenor(1) 1-8-0 to 15-0.0, Extedor(2)15-0-0 to 19-2-15, Interior(1) 19.2-15 to 23-0-0, Exterior(2) 23-0-0 to 27-2-15, Interior(1) 27-2-15 to 394-0 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adegdate. drainage to prevent water pond ng. 4) This truss has been designed for a 10.0 par 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-M wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Bearing atjoint(s) 2, 7 considers parallel to grain value using ANSUTPI 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 at=lb) 2=906,7=906. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jilliis Lee PENb,1d886 6gTek,USA7nc. FLdert6884 16 8D4Parka East Blvd. Tampa F111610 'Hate:' May 19,2020 ®wARN1NG - Venry daslgn parameters mostREAD NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MI47473 nw.101012015 BEFORE USE aeses Design valid for use mill MirekO min odes. This sedan is based onlyupon parameters shown, and tested individual building wmponen4 not ��- a Wss system. Before use, the building designer must verify due applirabilityof deran parameters and properly mcmparde Mis design Into Ole ove d! bakiingsesign. adding indicated is to prevent buliding of individual miss web and/or cboN members only. Additlanal temporary and permanent bredng is Mys for _ MiTek arequired stability and to prevent calapse with possible personal injury and property damage. par general guidance regarding the fabrication, storage,delivery, small and bracingofbusemandbussaystems,see ANSVTPI1 Oualily Cnlerrd, D51349 and BCSI Suddlog Component Sarerylnrormation overlain from Truss Plate Institute.218 N. Lee Sbea( Suite 312, Alexandria, VA 22314. East B East O904 Parke Blvd, Tempe FL 36610 Job Truss Truss Type Qty Ply LOT 7/5 WATERBTONE T20251456 2349362 A07 HIP TRUSS 1 1 Job Reference o tonal -.-,.--,. ..-..._..,- - ------ ,,.•.,.>,.,o, Scum wn,ea,nuusuies, mc. I ue may re uaps:oazueu Scale =190.3 6.00 F12 Us = 2x4 11 Sx8 = 5 25 6 26 7 Ste i 5x6 C 2x4 O 4 8 2x4 3 9 1.5x8 STP = 1.Sx8 SIT = 24 27 2 17 16 15 14 13 12 61 1Ox12 = 4x6 = ax9 = 5x8 = 4.6 = IOx12 = ca 10 to A b 5x8 =. 3.00 12 5x9 _ 8-8-0 13-0-0 fl.A.11 1 19-0-0 25-0-0 29-4-0 38-0-0 Plate Offsets (X Y)- r2.0-2-7 Edoe1 r4 03-0 0-3-01 r5'0-0-00-2-81 V.0-6-0 0-2-81 18:03-0 0-3-0I f10:0-2-7 Ed el LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.94 Vert(LL) 0.63 14 >725 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.79 14 >581 180 BCLL 0.0 ' Rep Stress Incr YES_ WB 0.58 Horz(CT) 0.48 10 rda rla BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2231b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except* 15-17.12-15: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=03-0 Max Ho¢ 2=256(LC 11) Max Uplift 2=-906(LC 12), 10=-906(LC 12) Max Grant 2=1478(LC 1), 10=1478(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) Or less except when shown. TOP CHORD 2-3=-4591/2942, 34=-4398/2888, 45=.3095/2102, 5-6=-3036/2147, 6-7=-3036/2147, 7-8=-3095/2118, 8-9=-4398/2915, 9-10=-4591/2968 BOT CHORD 2-17=-2499/4136, 16-17=-2231/3847, 14-16=1464/2755, 13-14=-150612755, 12-13=-2282/3847, 10-12=-2552/4136 WEBS 4-17-562/1045,4-16=-12951889. 5-16=-497/893, 5-14=-276/506,6-14=356/406, 7-14=277/506, 7-13=-504/893,8-13=-1273/900, 8-12=571/1019,9-12=-158/251, 3-17=-153/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psh, BCOL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-841 to 13-M, Extedor(2)13.0-0 to 17-2-15, Intedor(1)17.2-15 to 25-0-0, Extedor(2) 25-0-0 to 29-1-6, 1gill 29-1-6 to 39-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 SO 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chard 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-M wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI i 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 jourt(s) except (it=1b) 2=906,10=906. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lea PE Ng.14869 wrek.OsX, lee. FLCa t 66N ;6904Park9Eas1 BIv4. Tempel FLJ38ID Dalai May 19,2020 ®WARNING-VadllasaignpacamememinlREAD NOTES ONTNISANDINCLODEOMITE REERENCEPAGEM0.7473re1 10,10MOISBEPoREDSE Design valid far use anlywilh MTek®cannecrors. This design is based oply upon pammetma shown, and a for an individual building component, rot �• a buss system. Before us& the bulling designer ..at verify Ne applicability of design reamelars and Properly incorporate Nis design into the insist buildingdesign Braanglndkatedistopmv tbucklingofindiAdualbussweband/araordmembemonly. Additonal temporary and permenembrad,g MiTek' u aWays required for stability and to prevent collapse man possible personal injury and prapM edamage. For general guidance regarding the tomcat., slamge,delivery, erection and bracing oftesess and buss stainers, see ANSUFRI Quality Criteria, DSB-89 and BDSl Suflting Component Sa7Myln/ agora availablefom Times Plate Institute, 218 M Lee Street Suite 312, Alexandria, VA 22314. Sigrid Parke BIW. East East Tampa, ri Job a Truss Type oty Ply 2349362 7AO8s HIP TRUSS 1 1 �LOT7/511VATERSTONE T20251457 Job Reference (optional) 6.00 12 2x4 3 1.Sx8STP =25 24 7 2 a1 d INS O 3.00 12 Sx8 = 5 3x4 i 4 17 16 15 10xl2 = 6x8 = Bx8 = ,_,, ,,,mmamnb, ,,n.. , u= may le ua:ne:me ZOZD Scale=1:68.9 2x4 II 5x8 = 26 6 27 3x4 C 8 2x4 928 A 1.Sx8 STP = 29 14 13 12 qq East = red =10x12 = 10 11 I Sx8 8-e-0 111-0-0 I 19-0-0 I 27-60 1 294-0 38-M Plate Offsets (X Y)— (2�0.2-7 Edge1 fS�0-5-8 0-2-41 17:0-5-8 0.2-41 110�0-2-7 Edpe1 113:0-M 0-3-121 f16�0-3-8 03121 LOADING (psf) SPACING- 2-M CSI. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Verl(LL) 0.75 14 >605 240 MT20 244/190 TCDL 7.0 Lumber OOL 125 BC 0.91 Vert(CT) -0.94 14 >487 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Hom(CT) 0.51 10 n1a We BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 217111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCHORD 2x4SPNo.1'Exmpt' BOTCHORD Rigid ceiling directly applied. 15-17,12-15: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Holz 2=220(LC 11) Max Uplift 2=-906(LC 12), 10=906(LC 12) Max Grav 2=1478(LC 1), 10=1478(LC 1) FORCES. (Ib)-Max.Comp./Max. Ten. -All fames 250(Ib) or less except when shown. TOP CHORD 2-3=-4595/3025, 3-4=-4387/2940, 4-5=-3658/2484, 5-6=-3921/2699, 6-7=-3921/2699, 7-8=-3658/2503, 8-9=4387/2966, 9-10=-4595/3050 BOTCHORD 2-17=-2578/4141, 16-17=-2257/3872, 14-16=-1866/3319, 13-14=-1910/3319, 12-13=-2306/3872, 10-12=-2627/4141 WEBS 4-17=561/889, 4.16=-846/570, 5-16=-601/1065, 5-14=488/821, 6-14=-074/544, 7-14=489/821, 7-13=-609/1065, 8-13=-818/578, 8-12=568/853, 3-17=-198/314, 9-12=-204/313 NOTES. 1) Unbalanced roof live (cads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; B=451t; L=2411; eave=5ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directions[) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-M, Extericil 11-" to This item has been 15-2-15, Interior(1) 15-2-15 to 27-0-0, Extedor(2) 27-0-0to 31-2-15, Interior(1) 31-2-15 to 394.0 zone;C-C for members and for 8 electronically signed and MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 sealed Le d by Lee, Julius, PE 3) Provide adequate drainage to prevent water pond Ing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcumant with any other live loads. a al Signature. 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-M wide Printed copies of this will fit between the bottom chord and any other members, document are not considered 6) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable ufwilhstanding 1001b uplift atjoint(s) except (p=lb) signature must be verified 2=906.10=906. on any electronic copies. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum Julius Lee PENo. 7C888 sheetrock be applied directly to the bottom chord. NTe6 USA;Ine.FL Cen 6$M Mb Pedro East Blvtl.Tampa FILT3810 lactic, May 19,2020 ®WARNING -Verily doslgn parameters erN READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII2O3 nv. 101A)"G1S BEFORE USE Design valid her use only with MITexW connectors. This design Is based only mace parameter shown, and Is for an Indlvidual building component net ��• a Vass system. Babe, use, the building designer must ven the applicability of design parameter and properly Incarcerate MIs design Into the overall bullch,design. Bled, Indicated is preventbucyling of individual muss web andlor chant member only. Addsonal lampory and pem,armul adng 6 for MiTek" always required stabiliy and to pavant collapse with passible personal Injury and Property damage. Forgeuerelguidanceregardingihe fabrication, storage, delivery, erection and leading of muse. ad truss eyateme eee ANS1717sifl Gustily Cdlede, DS84l9 andBCS1 Building Component Seleylnlametlon eas able from Tmv Plate Insbm[e, 218 N. Lee Sbeet suite 312, Alexandria, VA 12314. 6904 Peke East BIM. Tampa, R M610 Job Truss Truss Type Dry Ply LOT 7/5WATERSTONE T20251458 2349362 A09 HIP TRUSS 1 1 Job Reference (optional) 6x8 = 6.00 12 2x4 \\ 4 23 24 3 22 5x8 STP = 21 14 2 y�11 6x12MT211S = 5x8 � 3.00 12 o tutu era icn ,numurcs, mc. ue may In us99:ud zuzu Scale=1:68.9 3x6 = Sx6 = 6x8 = 5 6 25 26 7 2x4 8 27 lit 1.5x8STP = a27= 28 13 12 11 } 4xl0 Mr20HS = 3x4 = 6x12 W20HS = 9 10 Sx8 Plate Offsets (X Y)— 12.0-2-7 Edcel 14 0-5-8 0-2-41 16'0-3-0 0-3-41 17'0-5-8 0-2-41 f9'0-2-7 Edrh1 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in floc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 1.03 12 >441 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.98 Vert(CT) -1.41 12-14 >324 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.70 9 Na 1 We BCDL 10A Code FBC2017/TPI2014 MaMX-AS Weight: 171 lb FT=20% WMBER- TOP CHORD 2x4 SP No.t `Except* 4-6,6-7: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 `Except* 11-13: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=184(LC 11) Max Uplift 2=-906(LC 12), 9=-906(LC 12) Max Gmv 2=1478(LC 1), 9=1478(LC 1) BRACING. TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at midpt 5-14,6-11 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4610/3066, 3-4=-4427/2983, 4-5=-3748/2563, 5-6=-5232/3409, 6.7=-3746/2585, 7-8=-4424/3008, 8-9=.4607/3090 BOT CHORD 2-14=-261 V4156, 12-14=-3116/5069, 11-12=-3141/5082, 9-11=-2659/4154 WEBS 4-14=-1091/1708,5-14=1525/1084, 5-12=01388, 6-12=01379, 6-1 1=1 54011090, 7-11=-1098/1705,3-14=-144/315, 8-11=143/313 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=B.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0to 1-8-0, Intedor(1) 1-8-0 to 9-M, Exterior(2) 9-0-0 to 13-2-15, Intenor(1) 13-2-15 to 29-0-0, Exterior(2) 29-0-0 to 33-2-15, Intenor(1) 33-2-15 to 39-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=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 noncencurrent with any other live loads. 6) `This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of these to bearing plate capable of withstanding 100 lb uplift at joints) except (jl=lb) 2=906,9=906. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chard. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JuiluB Lee PENb:34888 MiTeliUSA; Inc. ELCert 66N: 69-MParke East Blvd. Tampa FLA3910 Date: May 19,2020 ®WARNING- Verify dasige pa enetereandREAD NOTES ON THIS MD INCLUDED MITER REFERENCE PAGEMII-04 .. mountains BEFORE USE Desgn valid for use only wit* Mrek01 connectors. This design is based only upon paremoure shown, and is for an individual building component rot �• a busssystem. Bekreuse,the building designer ..at very Ne appliooth of design parameters and popery incarcerate this design Inb the overall buildingdedgn. Bm6ngindlwtedisroprwentbucklingefindividualtmaswebanNorchoNmembemonly. AELNonaltemporaryandpemmnentbracing Isshearslars MiTek' remained foratabilor and ev to prentcollapsewitlr possible personal Injury and popery damage. For general guidance mgarding the fabrication. storage, delivery, erection and bracing ofeusses and Was systems, me ANSU7PIf Quality Cr@via,DSB-89 and SCSI gaildbg Component Safdtyln7m naeun available fom Tmss Plate InsbWt%218 N. Lee Street, Sulte 312. Nmandria, VA 22314. 6904 Parke East Blvd. at B Tampa, FL 36 Job Truss Truss Type pry ply LOT7/5WATERSTONE 2349362 A10 HIP GIRDER 1 T20251459 Job Reference (optional) 5x6 = 3 25 1.5.8 STP = 2 18 36 di d 112 = o.a»v a md; o rum muex meusmes, mc. B56= 35 43 11 5x12 = lit UB:W:11 2020 Scale=1:68.9 6.00 12 Laws STP y10 1$I 36 3.00 12 3x6 c oat __ ats T30 to-to-p tl -� t- I I I211.Rem. I Plate Offsets (X V)— f2 0-0-10 Ed 1 f3 0-3-00-2-01 I6 0-3-0 0-3-01 I&03-00-2-01 f9'0-0-10 Ed el LOADING (psf) SPACING- 2-M Csl. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.20 14-16 >430 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.1614-16 >555 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Hoa(CT) -0.05 2 n/a Na BCOL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 3351b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 on; puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or6-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at -length) 16=14-0-0, 14=14-0-0, 13=03-8, 17=0.3.8. (lb) - Max Ho¢ 9=149(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 9=-747(LC 8), 2=530(LC 8), 16=2018(LC 8), 14=-1952(LC 8), 13=-656(LC 8), 17=232(LC 1) Max Grav All reactions 250 lb or less atjoint(s) except 9=1031(LC 1), 2=662(LC 17), 16=1860(LC 17), 14=2152(LC 1), 13=781(LC 1), 17=516(LC 8) FORCES. (lb) -Max. CGmp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 8-9=-2896/1814, 3-0=-12051904, 4-5=-697/828, 5-6=-1092/1884, 6.7=-1273/914 7-8=-2590/1714, 2-3=-1434/959 BOT CHORD 9-11=-1472/2593, 17-18=-828/643, 16-17=-828/643, 14-16=-1322/859, 13-14=-601/426, 12-13=501/426, 11-12=-633/1273, 2-18=-693/1261 WEBS 8-11=-115/668, 7-11=-868/1429, 7-12=-1095/942,6-12=-112111997, 5-16=-272/559, 4-16=-1184/886,4-18=-1344/2152,3-18=-211320,6-14=-1662/1146, 5-14=-744/571 NOTES- 1) 2-ply truss to be connected togetherwdh 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 raw at 0-9-0 oc. Bottom chards connected as follows: 2x4 -1 raw at 0-9-0 oc. Webs connected as follows: 2x4 -1 now at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to This item has been ply connections have been provided to distribute only loads noted as (F) or(B), unless otherwise indicated. electronically signed and 3) Unbalanced roof live loads have been considered for this design. Sealed by Lee, Julius, PE 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Ezp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 UBIn Digital g a gital Signature. 5) Provide adequate drainage to prevent water pending. Printed Copies Of this 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 7) `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-M wide signed and sealed and the will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 9, 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify signature nature must be verified capaciof bearing surface. on any electronic Copies. 9) Pmvide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 747 lb uplift at joint 9, 530Is uplift at Julius LeoEN Po.k86 joint 2, 2018 He uplift at joint 16, 1952 lb uplift at joint 14, 656 lb uplift at joint 13 and 232 lb uplift atjoint 17. A1Tek u57y lne. FLdert eem 1690f Parkafiast tin4 TampL FL 33910 Date: ndsian I 9mn ntinued on nacre 2 + -' A NARNING• YonfisdeslgnpmseemserseMREAO NOTES ON TmSANOINCLUDED MREKREFERENCEPAGEM11dQ3 rev. IadbY2015BEFORE USE. • Design valid far uee only with Kress cormectar9. This design Is based only upon parameters shown, and Is far an Individual building component not a bass system. Before use, the building designer must vedfy the applicability of design parameters and property Incerpamte this design Into the overall bvlldingdeslgn.Brad, Indicated is to Prevent bucWing of iadvidual bases web andar rJ,md members only. Addibpnal temporary and permanent trade, thMiTek• 0 alwap quireal far stability and to prevent WWpse Wi Passible lowered! Injury and propProperty damage. For general guidance regarding e /abdm0on, alorege,delivery. erection and baring oltrwaea and buss syetana, esa ANSWPI1 Oualiry Contents, DSB49 and SCSI Bugd'ng conserves, 6904 Parke East Blvd. Saleylarommura. available from Truss Plate instant., 21a N. Lee Street Suits 312, Alexandria, VA 22314. Tampa, FL 36610 Job TNss Truss Type Oty Ply LOT 7/5 WATERSTONE 2349362 A10 HIP GIRDER 1 T20251459 as G 9.11de.. m,mc,.��..et Mao tra., rar ,,.,«., Job Reference (optional) -- - . -n • •-^• n --�• • o.aru s mar a zuzu miles m ausures, Inc. [us May 19 09A4:11 2020 Page 2 NOTES- ID:vgWgkLM89b_53JglyNvAHrHH5m-XLLVIkBpM717BNDVzApPxeatohgQgRoG_ZBFZmzEz]2 10) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 316111 down and 525111 up at 7-0-0, 116 111 down and 21416 up at 9-0-12, 7Ib down and 73 lb up at 11-0-12, 7Ib down and 73 Ito up at 13-0-12, 7Ib down and 73 Ito up at 15-0-12, 7Ib down and 73 Ito up at 17-0-12, 7I11 down and 73 Ito up at 19-0-12, 7I11 down and 73 Ito up at 21-0-12. 7I11 down and 73 Ito up at 23-0-12. 116 lb down and 214 Ito up at 24-11-4, 116 Ito down and 214 Ito up at 26-11.4, and 116 It, down and 214 Ito up at 28-11-4, and 316 Ib down and 5251b up at 31-0-0 on top chord, and 393111 down and 156 lb up at 7-3-0, 82 It, down at 9-0-12, 174 Ito down and 3041b up at 11-0-12, 174111 down and 304 Ito up at 13-0-12, 174111 down and 304111 up at 15-0-12, 174Ib down and 304111 up at 17-0-12, 174111 down and 3041b up at 19-0-12, 174I6 down and 30416 up at 21-0-12, 174 lb down and 3041b up at 23-0-12, 82 Ib down at 24-11-4, 82 It, down at 26-11-4, and 82111 down at 28-11-4, and 3931b down antl 1561b up at 30-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veit: 8.10=54, 3-8=-54, 1-0=-54, 11-19=-20, 11-18=20, 18-22=-20 Concentrated Loads (Ito) Vert: 8=269(F) 3=-269(F) 11=-393(F) 18=393(F) 14=174(F) 13=6117=-174(F) 25=-116(F) 26=-7(F) 27=-7(F) 28=-7(F) 29-7(F) 30=-7(F) 31=7(F) 32=-7(F) 33=-116(F) 34=-116(F) 35=-116(F) 36=60(F) 37=-174(F) 38=-174(F) 39=174(F) 40=174(F) 41=-174(F) 42=50(F) 43=60(F) ®IN RAIIi VodlydaalgnparametersandREAD NOTES ON THISAND INCLUDED MITEKREFERENCEPAGEM1V47473mv. 1NDL2019 BEFORE USE Design valid for use only WM MRekfll coami m a, Mille design Is based only upon parameters shown, and Is fer an Indlvldual building component rot ��- a truss system. Before use, the building designer must verity, Me epplicablllty of design parameters and property Incarcerate Mls design Mm Me overall ■ buildingdoi Bmcing hicated is 0 prevent backing of individual Muss web ardror choN members only. Additional temporary, and permanentbmc,g MiTek' Isalways required for stability and m prewent callues with possible persanal injury and property damage. For general guidance rsganBrg Me fabrtween. storage, delivery. maiden and bracing ultimata and buss evident, see ANSU7171 Oumllry Criteria, DS949 antl SCSI Beading Component East BhN. Sahrylnimmet an availablehom Truss Portelnsq t..2180.lee Steal Suite312,M.ndda,VA22314. Tampa,FL fi90tl Pahe EastB Job Truss Truss Type p(y ply LOT ]l5 WATERSTONE 2349362 Al2 Special Truss 2 1 T20251460 Job Reference (optional) 0 6.00 12 Sx6 = 5 me may ra ua:aa:lozuLu 7x10 = V 12 �u 3x6 3.6 = 2.4 II 2.4 1 Sea = 10-0-0 19-" tR-7;q 25-0-8 2f-0-q 30-67 38-0-0 Scale=1:67.3 4 as w Plate Offsets (X Y)— f4Q-3-0 0301 P'0-3-00-3-01 r10:0-3-8 0-2-81 r139-6-12 0-3-0j ry4 0-2-8 0-3-0j LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L!d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Vert(LL) 0.40 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vent(CT) -0.6416-17 >708 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.24 8 We me BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 220 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-17: 2x4 SP Nail, 6-11: 2x4 SP NO.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=362(LC 11) Max Uplift 2=-899(LC 12), 8=-894(LC 12) Max Gmv 2=1490(LC 1), 8=1498(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. Except: 10-M cc bra ing: 11-13 WEBS 1Raw at midpt 6-14,5-16,14-17 FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-2665/1589, 3-4=-2417/1477, 4-5=-2085/1353, 5-6=-2136/1343, 6-7=-3596/2011. 7-8=-2684/1523 BOT CHORD 2-17=-1233/2345, 13-14=-1498/3218, 6-13=-462/1151, 8-10=1181/2332 WEBS 3-17=380/415,4-14=-436/437, 6-14=-1583/969, 10-13=1285/2613,7-13=-276/859, 7-10=-1055/638,5-14=-778/1459, 14-17=975/2109 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; 13=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; EncL, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 19-0-0, Exterior(2)19-0-0 to 22-0-0, Interior(1) 22-0-0 to 39-4-0 zone;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 chard live load nanconcument with any other live loads. 4)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 899 lb uplift at Joint 2 and 894 lb uplift at joint 8, 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chard. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jul,1u9 Lea PE No.]dtB9 MiTekUSArine, FL C.h 6694 6904 Parke East BIGSTamya FL 01910 'Date: May 19,2020 ®WARNING-Veroysied op osomersimapi NOTES ON THIS AND INCLUDED MRFX REFERENCE PAGE RI.7473 rev. 16b7R01S BEFORE USE Design valid for use only with MTates connectors. This design Is based only upon parameters shown, and Is far an Individual building component not a bm. system. Before use. the building designer must verily the epplimbllily of design parameters and properly incorporate this design Into the overall bakingdeaign. Bracing Indicated is prevent betiding ofmdMdual buss was mayor chord membereonly. Additional temporary and permanentbraong MiTek' Is always required for stability and to prevent collapse unto possible personal lnlury and property damage. par general guidance regarding the fabdwWn,.Wrage,delivery,erecrimnandbracingofbossesendbus.sptems,see ANSUTP11 Quite, criteria, DSB4l9 and BCS1 BuBdng Component 6904 Parke East Blvd. Soretyrn/armotlon availablefmm T..Pkteln.MW.218N.Le.Sbeet Suite312,Alexa .,VA22314. Tampa, R. W610 Job Truss Truss Type Sty Ply LOT7/5WATERSTONE T20251461 2349362 A13 Special Truss 3 1 Job Reference o Vonal (Plant C'. ry, rienwny. r,-o.uor, ass = 6.00 12 2x4 II 5 6 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue May 19 09A4:18 2020 Scale=1:67.3 US _ 5x8 = 4x6 = tins = 2,4 II 3xfi = I 9-5-12 1925-0-71 262-0 30Ed 38-0-0 -0 a_", g 10 Plate Offsets (X Y)— f4.0-3-003-01 f5,0-3-0Edael f8:0-3-003-01 f16'0-4-00-3-0I LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -a 27 15-16 >869 240 MT20 244/190 TCDL 7.0 Lumber 1.25 BC 0.90 TVH._(CT)ert(CT) -0.4315-16 >547 180 BCLL 0.0 Rep Stress Incr YES WS 0.47 0.08 12 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 2021b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 *Except' BOT CHORD Rigid ceiling directly applied. 6-15,7-12: 2x4 SP No.3 WEBS 1 Row at micipt 4-15 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Ql=length)12=0-33, 15=0-3-8. (lb)- Max Ho¢ 2=362(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-655(LC 12), 12=-445(LC 12), 9=-505(LC 12), 15=-207(LC 12) Man Grev All reactions 250 lb or less atjoint(s) except 2=788(LC 21), 12=792(LC 18), 9=550(LC 18), 15=1042(LC 17) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1g) or less except when shown. TOP CHORD 23=-1116/998, 3-4=-943/884, 4-5=286/571, 5-6=-263/544. 6-7=-283/595, 7-8=-197/488,8-9=-597/633 BOT CHORD 2-16=704/1137, 15-16=321/610, 14-15=383/30, 6-14=-362/80, 12-13=414/254, 7-13=-360/299, 11-12=333/469, 9-11=332/473 WEBS 3-16=379/420,4-16=-2011622, 4.15=-779/563, 8-12=593/416, B-11=01297 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=6.Opsf; h=25ft; B=45ft; L=24ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0 to 1-8-0, Interior(1) 1-8-0 to 19-0-0, Exterior(2) 19-0-0 to 22-M, Interen(1) 22-0.0 to 39-4-0 zune;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 fora 10.0 list bottom chord live load n inconcurrent with any other we 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 655 Ib uplift at joint 2, 445lb uplift at joint 12, 505 lb uplift at joint 9 and 207 lb uplift at joint 15. 6) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chard and 112" gypsum sheetmck be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On any electronic copies. Julius Lee PENS.L Ced A904P'6East Blind. d. Tampd 6gg4 Paike East SIvB. Tvnp3FL3161g Uele: May 19,2020 ®WARNING-VarllyawlBnParamereraaMREADNOTES ON MIS MD INCLUDES MRENREFERENCEPAGE MIb14Umv.1NDYt0f5BEFORE USE Design valid for use only with MiTek® comeomrs. The dwgn is based only upon parameters shown, and b for an individual building component, not �• a truss system. Before we. the building designer must verily Me applicability of design parameters and properly Incorporate NU design inla drowsed buildingdeingn. Bracing indicated is to prevent buckling of Ndwidual Was web and/or chord members only. Additional temporary and pmmenentbmcing MiTek' alwary rsquired be stab0ip end to prevent collapse eam possible personal Injury and property, damage. For genami guidance regarding Me ddivery, erscgon and bracing oftrumea and was systems, see ANSVFPIf Dually CNfnla, OSB-a9 entlHCSI BuiMing Cpmppnanf gereybogstwage, Sayety/nlarme0on available from Tmss Plate Instead, 218 N. Lee Street, Suite 312, X.andda, VA=314. fi9D4 Palle East Blvd. East B Tampa. Fl. Job Truss Truss Type City Ply LOT 7/5 WATERSTONE 2349362 A14 GABLE 1 7 T20251462 Job Reference (optional) --^--•- • ••-•----•--,• •_^• �•v •ter. ^=nt City, FL-3350 , 6.z4u s Mar S 2u2u Mi tux Industries, Ina Tue May 19 09:44:23 2020 Page 1 ID:vgWgkLM89b-5SJglyNvyjHzHH5m-Bf31OrKLY9GQtlD8pghODOA4uoXmAemB11Q5uz3zEzis 1-W &BS 12-11.12 178 20512 l 25-0-a OOd-7 MV 1-0-0 6-0-5 83T 48a -3121 4 12 SS15 7d9 1-0-0 V 3.M2 Scale=1:72.6 6.00 12 4 3.6 = 26 25 24 23 2221 20 19 6218 - 17 fix8 = ,� 3x6 — 3x6 = i 9-7A 25.0-8 2S -0 30-6-7 38-0-0 10-0-0 9-7-8 5-5-0 0-1- 2 5-0-3 ]-5-9 Plate Offsets (X Y)— r4:0-3-00-3-0) r410-1-8 0-1-1j j6:O-M Edoej ry0�0-M 0-3-0j LOADING (psQ SPACING- 2-M CSL DEFL. in (lac) Odell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.16 13-61 >960 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.2013-61 ,764 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Hoa CT) 0.15 14 Wait n1a BCDL 10.0 Cade FBC2017/TPI2014 Matrix-MSH Weight: 3041b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-21,17-21: 2x4 SP No.2 P, 17-27.8-14: 2x4 SP No.3 6-04) oc bracing: 15-16,14-15 WEBS 21 SP No.3 9-6-11 oc bracing: 13-14 OTHERS 2x4 SP No.3 9-0-0 oc bracing: 11.13. JOINTS 1 Brace at Jt(s): 54 REACTIONS. All bearings 19-7-6 except (jl=length) 14=03-8, 11=9-e-0. (Ib)- Max Harz 2=362(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 25, 26 except 2=-329(LO 8), 14=-447(LC 8), l l=538(LC 8), 23=-681(LC 8) Man Grav All reactions 250 lb or less atjoint(s) 16, 18, 19, 20. 22, 24, 25, 26 except 2=295(LC 1), 14=848(LC 1), 11=622(LC 14), 23=644(LC 1), 17=269(LC 13), 2=295(LC 1) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-302/290, 3-4=176/275, 4-5=200/522, 55=-114/507, 6-7=-117/492, 7-8=-149I522, 8-9=-85/432,9-10=130/431, 10-11=-711/634 BOT CHORD 2-26=1481274, 25-26=-148/274, 24-25=-148/274, 23-24=-148/274, 14-15=-432/211, 8-1 5=-363/262,13-14=-373/570, 11-13=-373/576 WEBS 3-23=-044/426,4-23=-408/455, 14-47=-711/463, 10-47=-739/482, 10-13=-4/344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=6.Opsf; h=2511; B=45ft: L=2411; eaveri Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); antl vertical left and night exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance vblues have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection Is required, and GI85 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Bearing atjoint(s) 16 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwlthstanding 10016 uplift atjoint(s) 17,18, 25, 26 except (jl=1b) 2=329, 14=447, 11=538, 23=681, 2=329. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee FE No. M 69 MTekUSA, Inc. FL Ced6614 69" Parks Beat BIS4. Tanipi FL-03910 Date: 6x-... in nnon an s : 3-0-0 (roar 2643-0 to 36-0-0 "`y 7-ins ARNINO- Vetlrydeslgnparam&er READNOMSON Ties ANDINCLOOED MIreKREFERENCEPAGEMIF7Q3ne twotoor5 BlEco SE n vd for use onlywiM MTeke tonne ti m. This Muslin Is based only upon parameters shown, and Is far an Individual building mmponnnt. rat �• s sem. Below use, the building designer must verify Me applicability of design pammeade and properly Incorporate this design Into Me overall bUldingedagn.among indicated Is to prevent Ismaingof Individual "in webandorchordmembers only. Addi6onaltempomeryandparmanentbrsd,g MiTek• is always requiredforxtability and to preventcoliapse with passible personal Mfury and Property damage. For general guidance regarding Me interaction, damage, delivery, erection and bracing of Wsses and Max systems, see ANSI?Plf Oual/ry C7lfm/e, OS&89 and BCSl avJding Companenf ScAny/nrmmadden available %mTmw Plane Instants, 218 N. Lee SbueL Suite 312, Alexandria, VA 22314, 6904 Parks East BIM. Tampa, FL M610 Job TNss Trips Type Oly Ply LOT 7/5 WATERSTONE 2349362 A14 GABLE 1 1 T20251462 e..:�a--�:....e_..-_., rra�.._.� '., ..•__. ,.:._ �. __-_-. Job Reference o tional --. --•- ^•-•---•-- %.... —Y.. , ^an! City. 33507. d.zau s mar 9 zuaU pill l el, Industries, Inc. Tue May 19 09:44:23 2020 Page t NOTES- ID:vgWgkLM89b vyj 5SJglyNHzHH5m-Bf310rKLV9GOdDBpghODOA4uoXmAem81105uz3zEzis 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=54, 6-12=-54, 17-56=-20, 15-16=-20, 14-63=-20, 63-64=-33(F=-13), 59-64=-20 ®WARNING- VarrTydeelgnpararn taro and READ NOTES ON THIS AND INCLUDED WEKREFERENCE PAGE IAIATdTd faML2015BEFORE • rev. USE Design valid for use only wiN MTek®mnnectors. This design is based only upon Parameters shown, and is for an individual building mmponant, geta truss system. Bofore use, Me building designer must verify Me applimbilty of deign parameters and properly incorporate this design into Me overall building design.Base, indicatundir,to provantbuddlngofindividual MasswebanNorchodmarbrrsonly. Additionaltempmary and pennanentbracm, WOW always requiredto for stability and prevent collapse with possible personal injury and pmpery, damage. For general guidance regarding Me fabrication, average, delivery, srecgon and bracing oftruseas and Mass systems. see ANSIATI Quality Ceieals, DSB-99 and SCSI BUOding Component Safetylolormagon available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alesandda, VA 22314. 6901 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply LOT7/5WATERSTONE 2349362 CJ1V JACK-OPENT20251463PEN TRUSS q t Minn.- /cm�e nn, n r o,.......... no Job Reference (optional) o.deu s mar a zueu Mn eK Ulaustnes, Inc. Tue May 19 09.44:25 2020 Scale -1:7.6 2 iq Plate Offsets (X Y)- f2:0-0-15 Edae) LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ved(LL) 0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ved(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a Na BCDL 10.0 Code FBC20171TPI2014 Matdx-MP Weight: 5111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Ho¢ 2=91(LC 12) Max Uplift 3=-4(LC 1), 2=-211(LC 12), 4=-14(LC 1) Max Gmv 3=18(LC 12), 2=158(LC 1), 4=41(LC 12) FORCES. (Ib)-Max. Comi./Max. Ten- -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. NOTES- 1) Wind: ASCE 7-10; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to glrder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI7TPI 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)oint(s) 3, 4 except Qt=lb) 2=211. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Leg P6No.3Gt69 NT&USA,Inc: cutGO34 693d Parka East Biv d Talripa F L 31816 Date. May 19,2020 ®WARNING- wairydeslgnparsmelers mulfMAD NOTES ON TMS AND INCLUDED MITIVI REFERENCE PAGE M0.1473 nv. Iab.Vlel6 BEFORE USE sauses Design valid for use ontywitb Mlrusti Conneolors. Title design Is based only upon parameters shown, and Is for an Individual building Component net �� a truss system.Before use, the building designer must verify the appllCobility of design n parameters and properly Contends s design into uni verse bulldingdeagn. Standing Indicated is to prevent buckling of individual Was web and/or chord members only. Additional temporary and pe,manentbmd,M Mew always mqulrW for stability and to prevent Collapse wtlh ponelble personal injury and property, gul damage. For,manddanceregam p,Ne fabdcalion.storage, deiver, erecbon and bradng of Wesesand Weseyatmes. see ANSI?PI1OvalllyCr/Ieda,DSBd9andBCSl Buildng Component 690d Papa East Blvd. SelatylarprmeUon evailablefmm Tmv Plate lnsgtuta, 218 N.lee Street Suite 312. Atevandda, VA 22310. Tampa,B. EastB Job (Plant Truss Truss Type Oty Ply LOT 7/5 WATERSTONE 2349362 CJ3V JACK -OPEN TRUSS 4 7 T202574fi4 P,md— cil-to—rime Ci FL P +_�� Job Reference (optional) n ty, ), Pi Clty, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue May 19 09:44:27 2020 Page 1 cc Scale=1:12.7 Plate Offsets (X Y) [2 0-0-15 Edael LOADING (psQ SPACING- 2-M CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) 0.01 4-7 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 rVa n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 12 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2%4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0.8-0, 4-Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-67(LC 12), 2=-174(LC 12) Max Grav 3=66(LC 17). 2=195(LC 1), 4=49(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 or 2-11-4 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-10-8zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 par 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIn-PI 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 to uplift at joint(s) 3 except Qt=lb) 2=174. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lae PENo.Mas M1LTek. USA,dna FL Cer16634 S11 Fa de E azt Bhd. Tamp a FL 33610 Data: May 19,2020 AWARNING-V irytleramirsrsmernsaMREAD NOTES ON THISAND INCLUDED MITENREFERENCE PAGE UX7473nv, fOl=015DEFORE USE. Orago valid for use onlyw4h MRek®comredors. This design Is based only upon parameter shown, and Is for an individual building component, rot a truss system. Before use, toe building designer must verify Ms appriczbill ofdesign parameters and properly incorporate Nis design into the amain buildingdesign. Bradrq indicatedubpreventbucWing of NdividuslWvweb antllor choM members only. Additeraltsmpomryanlpixemantbmdrgis forstabllry MiTek' eleaye required and to prewvenicollapse da possible personal Injury and properly damage. Forgenemlguidanceragardin 0e fabrication, storage. delivery, erection and bracing ofhusses and Was systems, see ANSUTPlf Ouallly Criteria, DSB41S antlBCSl Building Component Saky1mrsonagon available ham Truss Plate [rr bNte, 218 N. Lee S.L Swte 312, Alexandria, VA 22314. 6904 Padee East East ivd. B Tampa, FL Job Truss mss Type T"a' Oty Ply=1OT715RSTONET20251466 2349362 CJSV JACK TRUSS 4 o lional ..... —y', . rmn, Cis. rL- aaaa.. 4. d.24u s Mar B 2uzu Mi I ek Industries, Inc. Tue May 19 09:44:29 2020 Scale=1:17.6 Plate Offsets (X Y)— f2.0-0-15 Edgel LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (too) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.06 4.7 >911 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.45 Vert(CT) -0.06 4.7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 We me BCDL 10.0 Code FBC2017/rP12014 MaMx-AS Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP ND.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0.8-0, 4=Mechanical Max Harz 2=214(LC 12) Max Uplift 3=-133(LC 12), 2=-189(LC 12) Max Gmv 3=124(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250(I1g) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2)-1-4-0 to 1-8-0, Interfor(1) 1-8-0 to 4-10-8 zone;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 par 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIrFPI 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 1001b uplift at joint(s) except (jl=lb) 3=133,2=189. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ,JWWs Lae PENb: ]4668 Nffek UsA, No. ff Can 6634 ;6904 Farm East BIVC. TampaFL118t0 'Date: May 19,2020 ®WARNING-Vadr aesignpammetersonARE40NOTES ON MIS AND INCLUDED MIIEKREFERENCE PAGE MOd473mv. IM"015BEPoRE USE • Dcogn vales for use only with MTek@) connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, Me building designer must venry Me stir ltity of design parameters and property incorporate Me design into Me overall buildingdesign. Bracing indicated is torunning backing ofindividualbusawebandlorchotdmembers caly. AddidanaltemporaryaMpepnanambradtg is MiTek' always required for stability and W prevent collapse with possible personal injury antl propertydamage. For general guidance regarding Me fabrication, storage. delivery,erecAon and Isacingofbusses and truss systems, see ANSMIfQuality DdtwMDSB-B9abdBWIBuilding Component Safey/nfonnaDon available fore m Truss Plate Insnu , 218 N. Lee Strcet Suite 312, Al mndna, VA U3l4. East East Tampa, FL fi900 Pade Blvd. Jab Truss Truss Type p(y ply LOT715WATERSTONE 1. T20251466 2349362 EJN JACK -OPEN TRUSS 6 1 Jab Reference (optional •� • • ••�•••�•••�••, •••••• � •. • •-✓ � ^urn �-a��u, o.znu a mar B zuLu mi leK mausmes. Inc. Tue May 19 09:44:31 2020 Page 1 ID:vgWgkLM89b 5SJg lyNvyjHzHH5m-yCY23aOMfcGIbSIL8M 6lsP9nrr?Wa8Cagl JFczEzik -14 -0 541-0 741-0 11-05-0-0 Scale=1:22.9 3x4 Plate Offsets (X Y)— f2:0-2-3 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 1.00 Vert(LL) 0.19 4-7 >433 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.73 Vert(CT) -0.21 4-7 >401 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.03 3 Na nla BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4-Mechanical Max Hoe 2=278(LC 12) Max Uplift 3=-199(LC 12), 2=-210(LC 12) Max Grav 3=183(LC 17), 2=336(LC 1), 4=122(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. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=1241 TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 6-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to buss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 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 ofwithstand ling 100 It, uplift at joints) except (jt=lb) 3=199,2=210. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112' gypsum sheelrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. luflus Leg PE Nb: WlO9 Wrek USA; Ind. FL carl99A '69a l Parka East BNiL retain It, 33810 Ib i May 19,2020 ®WARNING- Vedydeslgnpam hsmsodRE4DNOTE3 ON MS AND INCLUDEDMITEI(REFERENCE PAGE MIIJ473rev. rab3205BETDRE USE Design valid for use only wiM Mlrii connectors. This design Is based only upon parameters shown, and is for an individual building component, rot ��- a truss system. Before use, Me building designer must verify Me eppficabllityof desgn parameters and properly Incorporate Mls design he Me ovma0 bulldh9desgn. Bracing Indicated is to prevent buclding oflndMdual men web amber chord members only. Addlgonal temporary and permanent bradng be MiTek' always mauiredfar stability and to prevent collapse W% possible personal injury and property damage. For general guidance regarding Me fabedyya n.abrege,daMeWry erection bras trumesand buss end of syn.,sea ANSDTP11 Dually Cdfmfa, DS9419 and SCSI Building Component Sdeylnfwmafton evagablefromTmv Plate InstWte.218N.Lee Street.SWte312,M..x da,VA22314. 69a4 Parke East BNd. EastB Tampa,lo Job Truss Truss Type Oty ply LOT 7/1 WATERSTONE T20251467 2349362 EJNP JACK -OPEN TRUSS 7 1 Job Reference (optional) in Source (Plant City, FL), Plan! lty, rL-33567, 2 3x8 G 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue May 19 09:44:33 2020 Scale=1:23.1 Plate Offsets (X Y)— f2:0-2-9 0-1;31 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) Odell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(ILL) 0.32 6-9 >259 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.48 Vert(CT) 0.28 6-9 >292 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Hom(CT) -0.02 2 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 311b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOTCHORD 2x4SPM31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 4=1y1echanical, 2=0.8-0, 5=Mechanical Max Horz 2=352(LC 12) Max Uplift 4=-67(LC 12), 2=-350(LC 12), 5=-284(LC 12) Max Grav 4=72(LC 17), 2=336(LC 1), 5=194(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250(lb) or less except when shown. TOPCHORD 2.3=-392t755 BOTCHORD 2-6=-11391349 WEBS 3-6=-352/1020 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 6-114 zone; porch left exposed;C-C for members and tomes & 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 an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0t between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Bearing at joini(s) 2 Considers parallel to grain value using ANSIrTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to hearing plate Capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=350, 5=284. 7) This truss design requires that a minimum of 7115" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jullua L®PENa.S1d68 NUTA USA, Inc. FL Ced6834 63"Pads Plat Blvd: Tampa FL 33810 Ode: May 19,2020 A WOOING-VaNrydeslgnpnamervaand READ NOTES ON THISAND INCLUDED WEKREFERENCEPAGEM11d475 as, 1W 9156EFORE USE sas Dwgn valld for use only wdh MT.W sawaAars. This deal, Is based only upon parameters shone, and Is hr an Individual building component rot ��• a truss system. Before use, Ne building waiver must verify Me appllcoblllty of dual, Parameters and properly Inovac rate This design Into the overall bulldagdaeign. BmdngindiwtedisWprmenlbucUingofhdividualW..bandlarMONmambmaonly. Addieanaltemporaryand ennancrobrads, Isshaaya MiTek' reaulred ror atablliy and to prevent collapse was assible personal injury and pgpeny damage. Fargeneral g.Ida. regarding Ne Iabdcation, sbmge,delivery. arecton and bradng of trusses and base systems, see ANSIholl Quality Crlferla, DS"9 and SCSI Building ComPonenf Saferyrnfarmagon available from Tmv Plate insbWt..218 N. Lee Street Suite 312, AlsundH., VA U314. 6900 Paroe East BIM. Tampa. R M610 Job Truss Truss Type Oty Ply LOT7/5WATERSTONE T202514fi8 2349362 HJTV DIAGONAL HIP GIRDER 2 1 Jab Reference o Vonal ran City, ry, "nun ury, rL- Esaby, 3xd = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue May 19 09:44:35 2020 Scale =122.7 Plate Offsets (X V)— (2:0-1-3 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft L/d PLATES GRIP TCLL 20A Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.08 6-7 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.51 Vert(CT) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Inor NO We 0.38 Horz(CT) 0.02 5 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 41 Re FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanica1, 2=0-8-0, 5=Mechanical Max Hom 2=278(LC 8) Max Uplift 4=-111(LC 8), 2=-331(LC 8), 5=-152(LC 8) Max Grey 4=100(LC 1), 2=534(LC 1), 5=308(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-1137/516 BOT CHORD 2-7=-639/1054, 6-7=-642/1041 WEBS 3-7=0/272, 3-6=1031/631 BRACING - TOP CHORD Structural wood sheathing directly applied or 54-6 oc purling. BOT CHORD Rigid ceiling directly applied or 7-3-1 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf, h=25ft; 3=45ft; L=24fL eave=5fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcumard 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-e-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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 4=111, 2=331, 5=152. 7) Hanger(s) or other connection device(s) shall be pmvided sufficient to support concentrated load(s) 52 It, down and 6111 up at 1-", and 10 lb down and 801b up at 3-0-0, and 61 It, down and 1491b up at 5-0-0 on top chord, and 1111 down and 81b up at 1-M, and 9 It, down at 3-M, and 461b down at 5-M on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54, 5-8=-20 Concentrated Leads (lb) Vert: 12=6(F) 13=-61(F) 15=9(F)16-36(F) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies. JW161.ee FENe.34468 MiTek USA,'lne. FL Can 6634 690E Final East BNtl, Tampa FL 33810 Dale.' May 19,2020 ®WARNING-VedfydasignpnamereraandREAD NOTESON MIS AND INCLUDED MREI( REFERENCE PAGE MIIJQ3re,1BA01G015 BEFORE USE. Design valid for use o al Wavle connedom. Tins dwan Is based only upon pammepem shown, and is for an individual building component Trot �• a Wsa.yapper. Before use, Oro building designer must verify to applicability of design parmemems and Moody Incommode this design Inds to overall buiidmgdesign among mewled is m prevent budding of Individual Was web amyor chortl members only. Additional temporary and permanentbmilg Is MiTek' always required fararabtity and to prevent course with possible personal Injury and property damage. For general guidance regarding the fabdwM1on, sforega,delivery, erecaon and bracing alWsses and Was eystena,see ANSUTPIf Quality Cniferls, OS8.89 and Goal Building Component Saferylefmmagpn available from Tmss Plate InsBNte, 216 N. Lee strwl Suite 312. A1eFandda, VA 22314. 8904 Parke ad. Tampa FL East st Blvd. Job Truss Type pry Ply LOT V5 WATERSTONE =ZT0: Jack -Open Truss 2 1 Jab Referencea tionalT202514fi92349362 v...v.,We. =. vrun en umuxima,IFa. me may is ue:wtar rum Scale=1:10.2 Plate Offsets (X Y)— f2:0-0-6 Ed9el LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.44 Vert(LL) -0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hom(CT) 0.00 2 We nla BCOL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 9lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=04-5, 4=11sechanical Max Hoa 2=122(LC 12) Max Uplift 3=.27(LC 12), 2=-204(LC 12) Max Grev 3=37(LC 17), 2=182(LC 1), 4=32(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied or2-1-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M Go bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=B.Dpsf, h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=204. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jdluq Lee FENo.34l63 M1TekuSL, Inc. FL CeR aa34 fi904 Polka East SI[nLTampa FL33610 Date: May 19,2020 AWARNING-Venfydesignparmrrororsar RE DNOTES ON THUS AND INCLUDED MITENREF£RENCE PAGEW-7470nv. 1"302015BEFORE USE • Design valid for use only MRekdd mtmecfors. This desgn is based any upon parameters shown, and Is far an individual building component, not MH a boas system. Before use, Me building deaignermuat verily Me applicability of design parameters and properly Incorporate Mis design Into the overall buildirgdielgn.Breen, indicated is toprewat budding oflndMdual Miss web andlor chord members only. Additional temporary and permanentbradig h MiTek' always required forstxbaity and m prevent collapse Win possible pempned Nlury and property damage. Forgenerzl guidance regardiry Me /abdcamn, storage deliveeryry erection and bracing ofbuases and tram systems,eee ANSIrsIIQMrIIry Cd&ohr DSB-89 and SCSI Building ComPanent Sefenehslomedon awil.lefrom Tmm PbOlnsGWte,218N.Lee Street,Sulte312.Alavandda,VA22314. 6904 Parke East Blvd. Tampa,R 36610 4 r 1 b Job LOT 71511ATFRSTONE IZOM:2 T20251470 2349362 Jack-0pen Truss 3 1 Job Reference (optional) ^•'• s. n •••^• Y, ..I�U mdl , u[u mil eaucuslnes, inc. I ue May 19 Ua:4:3a zu20 Pagel ID:vgWgkLM89b_5SJglyNoyjHzHH5mjkl4IJWNm3H9YgMuc2J 4YIjx_NVOB700vzkXBzUc -0-0 2-0-0 13-0 2." Style=1:10.3 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) -0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 3 Na n1a BCDL 10.0 Code FSC2017rrP12014 Matrix -MP Weight: 9 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-M oc pudins. BOT CHORD 2x4 SP ND.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=124(LC 12) Max Uplift 3=-29(LC 12), 2=-186(LC 12) Max Gmv 3=39(LC 17). 2=170(LC 1), 4=31(LC 3) FORCES. fill) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=5fL Cat. 11; Eats C; Encl., GCpi=0.18; MWFRS (directional) and CC Exle for(2) -1-4-0 to 1-e-0, Intedon(l) 1-8-0 to 1-11-14 zone;C-C for members and foxes S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load 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-M 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 10011b uplift at joint(s) 3 except Qt=1b) 2=186. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. _Julius Lee PENo.348479 SA 07.11 U, Ina. FL C6r16674 . Eau Perko East 13Nd: Tampa F131610 Bids: May 19,2020 ,&WARNING- Vadrydesignparsmeh2maIREAD NOTES ON THISANDINCWDED MITERREFERENCEPAGEMINQJmn ToV3V2015BEFOREUSE Design valid for use onlywilb MmeW carmecons. The design is based only upon parameters ehovm, and is bran individual building wmponent not �• a buss system. Before use, the building dwignermust verify Me applicability of design parameters and properly Incorpamte Pis design Into Neovemfl buiWingdesign.Bracig ln4lcated is W prevent budding ofindMilual ounce web andfor MOM members only. Addiemml temporery and pmmanentbredrg MiTek' IsaWsys re9u6ed lya forstabilind 0 prevent collapse wiM passable personal injury and properly damage. Forgenerslguldancaregarduythe fabrication, storage, delivery. mcion and bracing ofbussea and boas ayetema, see ANSIlnslf Quality CNrerle, DS849 and BLSI Building component Sarelyhdoon.don available from Truss Plate Institute, 218 N. Leo Street Suite 312. Reamers. VA 22314. 6904 Parke East Blvd. Tampa, FL U610 Jab Truss Truss Type Oty Ply LOT 7/5 WATERSTONE T20251471 2349362 Z03 Jack-0pen Truss 2 1 Job Reference (optional) cliumi nnwuon:e true. t..ry, I-L). Plant laity, FL-3356], 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue May 19 09:44.41 2020 Page 1 ID:vq W gkLM89b_5SJg tyNvAHzHH5m-f79gA7YelhXtn_WGjTLs9zg2Dn28s5cguDSrclzEzia Scale =1:8.8 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (roc) Pdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(CL) 0.00 7 >999 240 MT20 244fl90 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 7 -999 ISO BCLL 0.0 Rep Stress [nor YES WB 0.00 Hom(CT) 0.00 2 rda n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight:7 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=1ilechanical, 2=0-4-0, 4=Mechanical Max Harz 2=105(LC 12) Max Uplift 3=12(LC 9), 2=-200(LC 12) Max Grad 3=18(LC 17), 2=158(LC 1), 4=31(LC 12) FORCES. (Ib)-Max.Camp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-8 oc purins. BOTCHORD Rigid ceiling directly applied or 10.0-0 Do bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l GOmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 13=45fl; L=24ft; eave=511; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 par bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 10016 uplift at joint(s) 3 except (p=1b) 2=200. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JUIWs Lea PE6-34669 AL7ek �SA,Ihc.FLC-d6631 Data Parke EastHbl Tampa FL 33816 -0ate: May 19,2020 ®WARN/NO•VadrydeslgnpaaretenaMREAD N07ESONINS Mo INCLUDED U? REFERENCE PAGE hllIJgLa✓.ION3Z015BEFORE USE Design valid for use only v4N Mill correctors. This dealgn Is based only upon parameters shove, and is for an lndiwdual building component, not ��• - boas eyetem. Before us.. me building designer must verify this appAwbl ity of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is W prevenlbuctling of Ndivldual Was web ai chord! members only. Additional temporary and permanent truant, _ MiTek aateays reci for stability and to prevent collapse xith leasable personal Injury and property damage. Forgenerslguldanoe reganirg the fabricated,storage,deliveerection and eanti bracing of comes. and Wss irpoms, see ANSUFP11 Duane, Cr/rw/e, par 9end BL51 BuilNng Lomponenl Saletylefa matlon avallable tom Tmss Plate Institute, 21e N. Lee Stem, Swte 312. Ateaendda, VA 22314. 6904 Parke East B Biv E-st d. Tampa, FL Symbols PLATE LOCATION AND ORIENTATION s/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- y,o" 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 y� J Indicated by symbol shown and/or th 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 1 2 dimensions shown in ftxteenths (Drawings not to scale) 3 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]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 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 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 altemative Tor I bracing should be considered. 3. Neveroxceed 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 panes. S. Cut members to bear tightly against each other. 6. Place plates on each face of Tmss at each Joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes tresses will be suitably protected from the environment in accord with ANSIrrPI 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 reflection. 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. 1 G. 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 ANSIfrPI i Quality Criteria.