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249 Maitland Avenue, Suite 3000 rl=D Altamonte Springs, Florida 01 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@fdseng.com Website: www.fdseng.com ENOINEERIN13 ASSOCIATES October 31, 2019 _ ELuDJEC Building Department sRef: Adams Hames mltting Lot: Lot 118 B15 Sec 48 Subdivision: Waterstone Address: 5334 San Berndetto Pl., Ft. Pierce Model: 1780 A RHG KA # 19-7742 Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Builders FirstSource 7/2/19 1855072 160 C Velez, Joaquin 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. I 4V Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. PY Sincerely, ``,�\� P p,BL01T1�J*.- Carl A. Brov�,�•C 0 C E N •.S FL. #56121r No 87864*:� Luis Pablo 6Lr s, P FL.#87864 � ^% TATE OF 10/31/2019 Todd M. Born, P.E. FL. # 82126 Mahmoud Madkour, P.E. FL.#48966 Service Mindset and an Eye for Detail" Al- nII Y I Pam II� O�ui Ir,'�. ��►�� I�11 ODD SPACE II® .i III Ili � �11 III M�1. �iM044I FOr "�_� s III7A� �I��I� !.76u�uaaaaaam naaaaaa�naaaaaamnaaaaa� aaaaaa�ir_a�na�+a�na�ir.a� �aam��I �Il�l�l>=1�ICesses' ��I�2JItt�Jlt It�lil It�JI�ll INIMK REVIEWED ❑ REVISEAND RESUBMIT REVIEWED WITH NOTATIONS ❑ NOTREVIEWED (SEE EXPLAM710ll) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con tractor from compliance with requirements of the draw - general and specifications. This check is only for review of general conformance with fhe design concept review the Project and general meatcompliant.oe with the information given in the contract documents. The contractor is responsible for confirming and carelati all possible sions, selecting fabrication quantifies and dimes construction, coordinating to and techniques of trades and performing his work'in a safe and Satisfactory " that Of Oil other manner. FL9RID4kzDESIGN SOLUTIONS, INC. Date Y142 9y Submittal So. Project No. — Project Eng. Project Name;__ Wwn Au Dareruu �a waaccaranomewanrou OML a E Couxc Fauaxo arnwao w Run n auusn uuxwxoreace na>urow snnwcc m98w woo ncnao IMPORTANT iu"`muu oiia°owi a This Drawing Must rication And waro Cab+w um wweonwnare. rb+oe rm Fa Returned Ba/ora Fabrication sxusaawuaazwoesior¢orwarep.eenwcwsv uux wm Far Your a' alien CM1eck All kit xaxc uwamwrmam m,ca uvs Diann Dimensions And Conditions Prior To APProwl.Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAW: TCLL: 20 PSF TOLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF , BCDL: 10 PSF BCDL: S PEP By Date_ TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTIONW DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCIdi SUMMARY SHEETS. SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS OF REQUIRED) 41 UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless Of Fault With Wisner Notification By Customor7ghin 48 Hours And Immsugavon By Build.. First Source. NO EXECPTIONS. the General Contractor l3 Responsible For All Connections Mar Than These to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connection.. ROOF PITCH: 6112 CEILING PITCH: U12 TOP CHORD SIZE: 2 X 4 BOTTOMCHORDSUM 2X4 OVERHANG LENGTH: 16" ENDCUT: Plumb CANTILEVER: TRUSS SPACING: 24" BUILDING CODE: FBC2017 BEARMIG HEIGHT SCHEDULE PLAN DATE: 2018 REVISIONS: 7. 2. 3. 4. ftaws W, r11 .s. `SoW lie 4408 Airport Read Plant City, FL 33563 Ph. (813) 30&1300 Fee (813)30&1301 T I- , An etiriT Urs 4- i"G ;m,'IE:C00to -,rtt r�vw 41OW RY r r.- Oror. 10 Q I 3n, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: Site Information: Customer Info: ADAMS HOMES Project Name: 1855 7 Lot/Block: 118/5 Subdivision: Address: 5334 SAN BENEDETTO PL, . City: FORT PIERCE State: FLORIDA 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: FBC20171TPI2014 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 35 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# 1 T17492558 2 T17492559 3 T17492560 4 T17492561 5 T17492562 6 T17492563 7 T17492564 8 T17492565 9 T17492566 10 T17492567 11 T17492568 12 T17492569 13 T17492570 14 T17492571 15 T17492572 16 T17492573 17 T17492574 18 T17492575 19 T17492576 20 T17492577 21 T17492578 22 T17492579 Truss Name Date No. Seal# Truss Name Date 23 T17492580 C3V 7/2/19 24 T17492581 C5 7/2/19 25 T17492582 C5A 7/2/19 26 T17492583 C5P 7/2/19 27 T17492584 C5V 7/2/19 28 T17492585 E6A 7/2/19 29 T17492586 E7 7/2/19 30 T17492587 E7P 7/2/19 31 T17492588 E7V 7/2119 32 T17492589 1-16A 7/2119 33 T17492590 H7 7/2119 34 T17492591 1-17P 7/2119 35 T17492592 1-17V 7/2/19 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSl1TPl 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 verged the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. p�luurrr�`�� P UIN VF" J- . NgF ;l �. 6 2 STATE OF .40R1�p \���• /ONE?.``. �rpy\rnnnna� At- ellz PE No.68182. Tampa R. 33610 GUI?4 2,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type • (!ty Ply LOT 118/5 WATERSTONE T77492558 1855072 A01 Special Truss 10 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 6 2019 MiTek Industries, Inc. Tue Jul 2 07:27:422019 Page 1 ID:g65k6Z?uVliuOXUS7?YA4XYW46R-YdGN519D08Aw3KBIHXyOIL6w64WtaSOV965H6)(zOAV? r1-4-q 8-e-0 14-0-13 i 20-0-0 25-7-3 31-4 0 4G-0.0 �1.401 �1.4-0' e-8-0 5-B-12 5-7-3 5.7-3 5-8-12 8.8.0 1-4-0� 6On 9 5x8 % 3.00 12 5.6 3x6 = 8-B-0 14-4-03 l 20-0-0 25-7-3 F 31-4-0 I 4a0.0 &842 5-]-3 5-7-3 5-8-12 &&0 5.8 Scale=1:71.9 tat¢ Plate Offsets (X,Y)- [2:0-2-7,Edae1 [3i0-3-0,0-3-01. [5:088,0-2-e1 [7:0-3-0 0-3-01 [8:0-2-7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 VerftUQ 0.56. 13 >862 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.9413-14 >569 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.59 8 n1a n1a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 2071b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,7-9: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1552/0-8-0, 8=1552/0-8-0 Max Horz 2=437(LC 9) Max Uplift 2= 803(LC 10). 8=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-13, 6-13, 7-11, 4-13, 3-14 FORCES. (lb) -Max. Comp./Mac Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4863/2613, 3-4=.3009/1788, 4-5=-2143/1417, 58=-2143/1417, 6-7- 3009/1788, 78=-4863/2613 BOT CHORD 2-15=-2145/4642, 14-15=-2031/4385, 13-14=-1151/2717, 11-13=-1151/2633, 10-11=-2031/4139, 8-10=-2145/4380 WEBS 5-13=-888/1571, 6-13=-1132/690, 6-11=841/812, 7-11=-1678/965, 7-10=-449/1158, 4.13=-1198/690,4-14=-341/877,3-14=-1830/965, 3-15=-449/1230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 16-0-0, Extedor(2) 16-" to 24-0-0,'intedor(1) 24-0-0 to 37-4-0, Exterior(2) 37-4-0 to 41-4-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=803, 8=803. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 2,2019 Q WARNING- V4r/ryde+gnpammerereand REAUNOTESONMMANOWCLUDWMRENBEFENANCEPAGEMI474nenv. I&Mls?VISBEFOREUSE - Deslgn valid for use only with MOekO connectors. This design Is based only upon parameters shown. and Is for on Individual build Ing component, not a buss system. Before use, the building designer must verify me appllcoblIf y of design parameters and properly Inca,porote finis design Into the overall bulldingdeslgn. Blecing Indicated lsto prevent buctlmg of lntlNldual muse web Ond/or chord members only. Additional temporary and permanent bradng 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fobncotlon, storage, dell,a , erection and bating of trusses and buss systems, seeANSVIPII Quality Criteeria, DSB49 and BCSI bAdby Component Safety mformalbr avolloble from Truss Plate Institute, 218 N. tee street Suite 312. Alexandria. VA 22314. WOW spot Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type • yity Ply LOT 118/5 WATERSTONE T17492559 1855072 A02 Hip Truss 1 1 Job Reference (optional Builders RrstSource (Plant City, FL). Plant City, FL-33567, 82019 MiTek Industries, Inc: Tue Jul 2 07:27:43 2019 6.00 12 5A � 3.o0 12 LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DO L 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/7P12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,8-10: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 5,,6 = 5x6 = 3a6 = 5x8 Scale = 1:74.3 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.68 Vert(U-) 0.55 14 >880 240 MT20 2441190 BC 0.96 Vert(CT) -0.8316-17 >579 180 MT20HS 1871143 WB 0.56 HOR(CT) 0.58 9 n/a Na Matrix-MSH Weight: 215 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 3-16, 4-15, 7-14, 8-12 REACTIONS. (lb/size) 2=1552/0-e-0, 9=1552/0-e-0 Max Hoe 2=-418(LC 8) Max Uplift 2=803(LC 10). 9- 803(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4865/2834, 3-4=-3006/1952, 4-5=-2236/1610, 5-6=-1956/1522, 6-7=-2236/1610, 7-8=-3006/1952, 8-9=-4865/2834 BOT CHORD 2-17=-2347/4625, 16-17=-2224/4370, 15-16=-1295/2705, 14-15=-815/1956, 12-14=-1295/2630, 11-12=-2224/4141, 9-11=-2347/4362 WEBS 3-17=-493/1220, 3-16=-1826/1019, 4-16=,367/910, 4-15=-1180/729, 5-15=-511/817, 6-14=-511/817,7-14=-1118/729, 7-12=-367/B48, 8-12= 1681/1019, 8-11=-493/1158 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-4-2, Exterior(2) 13-4-2 to 26-7-14, Intedor(1) 26-7-14 to 37-4-0. Extedor(2) 37-4-0 to 414-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. '8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=603. Joaquin Velez PE N0.68187 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: July 2,2019 ®WARNING -VeritydeAlgAyersmefersaed READ NOTES ON TN/SANO/NCLUDED AFREKR£FERANCEPAGEMIL74T2®x. 1a1p2ad15SElrOREUSE, ��- Design wild for use only with MOels connectors. This design B based only upon parameters shown, and Is for an IndMduol building component, not a term system. Before use, the building Cosigner must verity the oppikablllly of design parameters and properly Incorporate this design Into the overall �. bulldingdeslgn. Bracing lndlcatedatoprevent bucklingoflndvidualmasweb and/or chord members only. Additional temporary and permanent bracing WOW u always required for stability and to prevent collapse with possible personal Injury and property damage, For general guldonce regarding the fobticoticn, storage, delNery erection and brocing of trusses and truss systems. seeANSUIPIt Cuattl8yy Cdfede, DSO-0e and SCSI Building Component 6904 Parke East SNd. brxry Safety Informataroble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexantlda VA 22314. Tampa, FL 33610 Job Truss Truss Type • t�ty Ply LOT 118/5 WATERSTONE T17492560 1855072 A03 Hip Truss 1 1 Job Reference (optional) cunuurs Imo.... trlam try, ry, rlylll try, l-L - JJaa/, 0.29U S Jun 02V I V MI l ex UMUSmeS, Inc. Iue JW 2Ur:z/A9 Zino tw.eagwg000 6.00 12 5x6 G 4 6x6 i 23 ff 15 6x12 MT20HS = 5x6 = 54 = 5 6 14 26 13 12 3xS = 3x4 =4x6 = 5xfi 1 7 24 !!k 6x12 MT20HS = Scale =1:74.3 S 1.5xB STP = 25 0 � 01m 0 5� 3.00 12 5,,8 B-B-O 17-0-0 2&0-0 31-4-0 40. To Plate Offsets (X,Y)-- [2:0-2-7,Edge1. [3:0-4-O,Edgel. [5:0-3-0,0-2-01.16:0-6-0,0-2-81 [B:0-4-0,Edge] [9i0-2-7 Edger LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.56 11-13 >859 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.9711-13 >496 180 MT20HS 187/143 BCLL 0.0. ' Rep Stress Incr YES W B 0.84 HOrz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 206 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,8-10: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1552/0-8-0, 9=1552/0-8-0 Max Horz 2=377(LC 9) Max Uplift 2=-803(LC 10). 9- 803(LC 10) BRACING - TOP CHORD -Structural wood sheathing directly applied or 2-2-0 do pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt - 6-14 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4912/2953, 3-4=4943/3166, 4-5=-2530/1809, 5-6=-2231/1708, 6-7=-2530/1809, 7-8=4807/3166, 8-9=4959/2953 BOT CHORD 2-15=-2454/4688, 14-15_ 1614/3101, 13-14=-1056/2230, 11-13=-1613/2938, 9-11=-2454/4374 WEBS 3-15=-375/383,4-15=-1186/2202,4-14=-11111775,5-14=458/828,6-14=-254/256, 6-13=-458/922,7-13=-1046/775,7-11=-1186/2050. B-11=386/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15f; B=45ft; L--40tt; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0. Interior(l) 2-8-0 to 114-2, Extedor(2) 114-2 to 28-7-14, Interior(1) 28-7-14 to 374-0, Extedor(2) 37-4-0 to 414-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 73) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verity capacity of Dealing surface. 9) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 10011a uplift at joint(s) except (lt=lb) 2=803, 9=803. Joaquin Velez PE No.68182 MTek USA, Ina FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 OWARNING- Vanly&sionpa/amaterea d aEAO NOTES ON THIS AND INCLUDED MREKNEFERANCEPAGEM14T479 ree IG=r0168EF0BE USE Design void for use only with MnekkO connectors. This design Is based only upon parameters shown. and Is for an IndMduol buRdIng component, not ��- a truss system. Before use. Me bullding designer must verity Me appllcabllity, of design parameters and properly Incorporate MIs design Into Me overall bulldfl eslgn. BracIngIndicated Istoprevent bucIringoflndivldvalmnsweb and/or chord members only. Addlttonaltemporary and permanent brocing MiTek' is.. always requBetl for stability and to prevent collapse Win pomble personal Injury and property damage. For general guidance regarding Me fobdcotlon, storage, calvary, erection and brocing of trusses and truss system& seeAN61AP17 CaoOy Criteria. DSB-59 and SCSI Building Component Safety InfOrmm from Truss Plate 218 Lee Sheet, 312, 69N Parke East Blvd. Tampa, FL 33610 albvallabie Institute, N. Suite Alexantlrl¢ VA 22314 Job Truss - Truss Type ' 111ty Ply LOT 11815 WATERSTONE T77492581 1855072 A04 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 6.00 12 Sx6 = 4 axe i 322 1.5xB STP= 21 2 14 13 ?1 1 6x12 MT20HS= 5x8 = 0 8.240 s Jun 82019 MiTek Industries, Inc. TUB Jul 2 07:27:46 2019 ID:g65k6Z?uVliuOXUS7?YA4XyW46R-ROWLxpgSMhMXyP3W N1 MWBHaVhtVW Is44j3U1 SO = Sx6 = 5 6 25 26 12 46 = 5xB = Scale = 1:74.0 23 5x8 Q 7 24 1.Sx8 STP= 10 b 89 a a 6x12 MT20HS- d 5xB o 3.00 12 5x8 8.8-0 15-0-0 25-0-0 314 0 40.0-0 8.8-D 6.4-0 10-0-0 6-4.0 8-8-0 Plate Offsets (X,Y)- f2:0-2-7,Edgel, f3:0-4-0,03-01, f4:0-3-0,0-2-01, f6:0-3-0,0-2-01, f7:0-4-0 0-3-01 rB:0-2-7,Edge1 LOADING (p lf) SPACING- 2-01 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.56 13 >865 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.03 11-13 >464 180 MT20HS 187/143 BCLL 0.0. ' Rep Stress Incr YES W B 0.50 HOrz(CT) 0.60 8 CIS n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 196 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 1-3,7-9: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1552/0-8-0, 8=1552/0-8-0 Max Horz 2= 336(LC 8) Max Uplift 2=803(LC 10), 8=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0.oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, WEBS 1 Row at midpt 3-13, 7-11 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4936/3142, 3-4=-2888/2020, 4-5=-2535/1918, 5-6=-2535/1918, 6-7=-2888/2020, 7-8=-4875/3142 BOTCHORD 2-14=-2631/4682, 13-14=-2498/4426, 11-13=-1464/2658, 10-11=-2498/4152, 8-10= 2631/4393 WEBS 3-14=-556/1217,3-13=-1953/1281,4-13=-553/979, 5-13=345/216, 5-11=-345/216, 6-11=-553/979,7-11=-183011281, 7-10=-556/1154 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vii 24mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45tt; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0. Interior(l) 2-8-0 to 9-4-2. Exterior(2) 9-4-2 to 30-7-14, Interior(l) 30-7-14 to 37-4-0, EMerior(2) 37-4-0 to 41-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' 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, with BCDL= IO.Opsf. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=803, 8=803. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ,&WARNING-VeriIyde5l9n Penvhafersand READ NOTES ON TN/SANDINCLUDED MREKSEFENANCEPAGE1110F74zate. fanolaeuSBEFOHE USE Design valid for use only with Mite'.® connectors. fits design Is based only upon parameters shown. and Is for on Individual bulltling component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual true web and/or chord members only. Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collapse with postlbie personal Injury antl property damage. For general guidance regarding the fabrication, storage, dell election and bracing of trusses antl truss systems. seeANSUIPl1 Quo Criteria. DSB49 and SCSI Balding Component 69U Parke East Blvd. Safely Informationovarable from Truss Plate Insfil 218 N. We Sheet. Suite 312, Alexc,ntlrio. VA 22314. Tampa, FL 33610 Job Truss Truss Type • silly Ply LOT 118/5 WATERSTONE T17492562 1855072 A05 Hip Truss 1 i Job Reference (optional) au iaers rmnaource tram uty,.rL1, riaru Illy, rL-oJeOl, a zuIB MI lex mauslnes. mc. I ae JGI 2 ur2/:4/ 2019 Scale = 1:74.0 6.0012 Slat= 2x4 11 5x8 = • 4 26 27 5 28 296 17 16 '- 14 '- 3.6 = 1.5.8 STP= 5x8 = 3.6 = 3x4 11 3x6 C 3.6 11 3.00 12 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 Mar YES Code FBC20171TP12014 CS'. TC 0.78 BC 0.40 WB 0.90 Matrix-MSH DEFL. Ven(LL) Vert(CT) Hore(CT) in (loc) Vdefl Ud 0.47 17-20 1240 240 0.3717-20 >301 180 0.12 8 n/a Na PLATES GRIP MT20 244/190 Weight: 215 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 00 punins. 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or.6-0-0 oc bracing. Except: BOT CHORD 2x4 SP M 31 'Except' 10-0-0 oc bracing: 12-14 5-14: 2x4 SP No.1 WEBS 1 Row at midpt 4-12 WEBS 2x4 SP No.3 REACTIONS. (Ill/size) 2=-187/0-8-0, 8=1031/0-8-0, 17=2283/0-8-0 Max Horz 2=295(LC 9) Max Uplift 2=-428(LC 20), 8=-568(LC 10), 17=-1158(LC 10) Max Gmv 8=1056(LC 16), 17=2283(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=579/1322, 4.5=-1076/942, 5.6=-1078/933, 6-7=-1589/1168, 7-8=-2784/1774 BOT CHORD 2-17=-1171/736, 16-17_ 11701736, 5-12=-447/500, 11-12=-566/1380, 10-11=.1300/2332, 8-10=-1379/2483 WEBS 3-17=-2036/1331, 4.16=-1039/616, 4-12=-889/1470, 6-12=-435/212, 6-11=.978,731, 7-11=-1221/864,7-10=-284/715,12-16=-307/380,3-16=-621/1510 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 74-2, Extenool?) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to 214-2, Extedor(2) 214-2 to 32-7-14, Interior(l) 32-7-14 to 374-0. Extenor(2) 374-0 to 41-4-0 zone; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pording. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. $) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except gt=lb) 2=428, 8=568, 17=1158. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNING-VetlfxtlasignperartrefersenCNEADNOTES ON MIS AND INCLUDED MITEKNEFERANOEPAGEMI-rube, lWAV1015 BEFORE USE valid for use only with Mrek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not IS a truss system. Before use. Me building designer must verify the applicability of design parameters and propery Incorporate thb design Irate the overall building design. Brocing Indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 6 always required for stabllily, and to prevent collopss with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of mssses and fsuss systems. seeANSVIP11 Quality criteria, DSBA9 and SCSI Building Component 69N Parke East Blvd. Safety Infoonallon valloble from Truss Plate Institute, 218 N. Lee Shoot, Sure 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type r qty Ply LOT 11 B/S WATERSTONE T17492563 1855072 A06 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:27:48 2019 Page 1 ID:g85k6Z7uVIiUQXU577YA4xyW46R-NndeM5E z x4nFZSeo3g4CMtvVeU 89NX1YbJBzDAUv r1-4.0� 6-11-0 F 114}0 15-1-2 20-8-0 29-0.0 31-4.0 i 40-0-0 fit-40 F1-4-0 6-11-0 4-1-0 4-1-3 5-6-14 8-40 2-0-0 8-6-0 1-0�01 3.6 = 5x6 = Sx6 = . 16 1.5xB STP= 3x6 = 6x8 = 5x8 = 3x4 II 15 2x4 II 5x8 = 7 32 3.00 LIZ "It'! 5.-1-32 0-60 -0 0-0 99100 F11-84/24 A&0.32-00 0.0 3x6 Scale=1:72.6 Plate Oftsets(X,Y)-- f2:0-2-12,0-1-8Lf4:0-3-0,0-2-01,(5:0-3-0,0-3-01 f7:0-6-00-2-81 (9:0-1-140-0-71 -- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Udetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ven(LL) 0.43 18-21 >261 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.3418-21 >326 180 BCLL 0.0. ' Rep Stress [nor YES WB 0.71 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2121b FT=20% LUMBER- TOPCHORD BOTCHORD WEBS 2x4 SP No.2 2x4 SP No.1 'Except' 6-15: 2x4 SP No.2 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. Except: 10-0-0 oc bracing: 13-15 WEBS 1Row at midpt 7-13.4-18 REACTIONS. (Ib/size) 2=-334/0-8-0, 9=987/0-8-0, 18=2474/0-8-0 Max Horz 2=254(LC 9) Max Uplift 2=-563(LC 20), 9=-545(LC 10), 18=-1258(LC 10) Max Grav 9=1008(LC 16), 18=2474(LC 1) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-662/1561, 3-4=-708/1651, 5-6=-1123/863. 6-7=-1181/910, 7-8=-1841/1321, 8-9=-2624/1687 BOT CHORD 2-18=-1366l768, 16-18=-864/721, 6-13=-427/449, 12-13=-715/1632, 11-12_ 1227/2216, 9-11=-1297/2342 WEBS 5-16=-1007/686, 13-16=-94/308, 5-13=-745/1365, 7-13=-538/314, 7-12= 479/850, 8-12= 991/770,8-11=-296/639,4-16=-781/1369,4-18=-2070/1192,3-18=-364/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ff, eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 5-4-2, Exterar(2) 5-4-2 to 16-7-14, Interior(l) 16-7-14 to 234-2, Exterior(2) 23-4-2 to 34-7-14, Interior(1) 34-7-14 to 37-4-0. Extedor(2) 374-0 to 41-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf 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. b) Bearings are assumed to be: , Joint 18 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (It=lb) 2=563, 9=545, 18=1258. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 2,2019 Q WARNING - Verlrx deslge pa2metersend READ NOTES ON THIS AND INCL UDED MR'EK REFERANCE PAGE uP7479 re v. 10All4e15 BEFORE USE. Design valid for use only with MTeIeD connectors. ibis design 6 based only upon parameters shown, and Is for an Individual bulltling component, not a buss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate the design Into the overall r building design. Bracing Indicated is to prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek- 7 Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general gucance regarding the fobrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPD Qual6Byv CrBe la, DSB-09 and i Balding Component 6904 Parka Beer Blvd. Sabry b/oenatbno creole from Taus Plate Institute. 218 N. Lee street Suite 312, Alexandria VA 22314. Tampa, FL. M610 Job Truss Truss Type - - • Gty Ply LOT 118/5 WATERSTONE T77492564 1855072 A07 Hip Truss 1 1 Job Reference (optional) builders nrstsource (Plane Dlty, HJ, Plant wy, rL- 33 151, 8.240 B Jun 8 2019 MITek Industries, Inc. Tue Jul 2 07:27:49 2019 Scale = 1:72.6 5x6 = &00 Fl2 27 502 = 20 II 3x4 = 5x8 = 2B 6 29 6 M 730 31 32 B 1.5.8 STP= 17'- '- 14 3x6 = 6x8 = 3x8 = 2x4 11 3.00 12 3x6 3x4 = 14-7-9 0 -B 3140 I -020do- 99-(N0 904 00 6-20 l Plate Offsets (X,Y)-- [2:0-6-0,0-0-61, [4:0.4-0,0-2-81 [5:0.3-8,0-3-0] [8:03-0 0-2-01 (10:0-1-14,0-0-71 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.85 Ven(LL) 0.41 18-21 >269 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.0212-13 >365 180 BCLL 0.0, ' Rep Stress [nor YES WB 0.61 Horz(CT) 0.16 10 n/a r/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 2061b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 6-15: 2x4 SP No.3, 12-13:2x4 SP No.1 10-0-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-18 REACTIONS. (lb/size) 2=-56S/0-8-0, 10=932/0-8-0, 18=2763/0-8-0 Max Harz 2=213(LC 9) Max. Uplift 2= 795(LC 20). 10=-517(LC 10), 18— 1401(LC 10) Max Grav 10=942(LC 16), 18=2763(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-910/2051, 3-4=-1044/2131, 4-5=-932/1929, 5-6=-11247716, 6-7=-1174f715, 7-8=-1889/1298,B-9=-2268/1467, 9-10=-2556/1729 BOT CHORD 2-18=-18021970, 16-18=-3481435, 6-13=-274/258, 12-13=-933/1845, 10-12=-1364/2297 WEBS 4-18=-1117/655, 5-18= 2006/1173, 5-16=-4/271, 13-16=-382/494, 5-13= 796/1612, 7-13=-753/718,8-12=-433/811, 3-18=-310/524,9-12=-319/426 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=S.Opsf; h=15tt; B=45tt; L=40ft; eave=50; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -"-0 to 2-8-0, Interior(l) 2-e-0 to 3-4-2, Extedor(2) 3-4-2 to 14-7-14, Intedor(1) 14-7-14 to 25-4-2, Extedor(2) 25-4-2 to 36-7-14, Interior(1) 36-7-14 to 374-0. Extedor(2) 37-4-0 to 41-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard 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) Bearings are assumed to be: Joint 18 SYP No.2 croshing,capacity of 565 psi. 9) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=795, 10=517, 18=1401. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNLVG-VeUyydesfynperemefee,.d READ NOTES ON TNISANDWCLUDEDM?EKR£F£RANCEPAGEM0.7vaJ v. 10Ta2015BEFORE USE ��- Design volid for use only with MrekO connectors. This design a based only upon parameters shown, and Is for on Individual building component not a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated isto prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek* Is always required for stai and to prevent collapse with parable personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems seeANSUIPII CUWMryyy CMnN, OSBE9 and BC51 Budding Component 69N Parke East Blvd. So1Ny Nlomratbnwallable from Truss Rate Ins6tule, 218 N. Lee Sheet, Suite 312, Alexondda. VA 22314. Tampa, FL 33610 Job Truss - Truss Type . lsNy Ply LOT 118/5 WATERSTONE T77492565 1855072 A08 HIP TRUSS 1 2 Job Reference (optional) awmom r,u,wmcn lnem.,uy, rip r,n,,,,my,-- -al , o.avu s dun a zma rauex mausmes, inc. i ue rim Z U/:ay:oJ 2ula rage l Bra = 46 = 5x8 = 7%IO = 5x6 = 2x4 II 5x8 = _ 6x8 6.00 12 3 4 31 5 32 33 fi 34 7 35 3 3637 3 38 10 24 �3 22 qxe = 4x6 = I.5x8 STP 22-8-0 3xfi = 6x8 = 21 39 20 40 2x4 II 54 = is 18 2x4 It 3.00112 Scale= 1:72.6 1.5xB STP= a n 2 13 S0101 0 4x6 LOADING (ps, TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.78 BC 0.81 W B 0.76 Matrix-MSH DEFL. Ven(LL) Vert(CT) HOR(CT) in (loc) IUd 0.37 15-16 >996 240 -0.46 15-16 >798 180 0.17 12 n/a We PLATES GRIP MT20 244/190 Weight: 472 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or4-4-5oc pudins. 3-6: 2x6 SP No.2, 6-10:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or4-11-5 cc bracing. Except: BOT CHORD 2x4 SP I •EiccepC 10-0-0 oc bracing: 97-19 7-19: 2x4 SP I WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=-1658/0-8-0, 12=1690/03-0, 23=6103/0-8-0 Max Hoe 2=171(LC 24) Max Uplift .2=-1987(LC 30), 12- 1010(LC 8), 23=-3680(LC B) Max Grav 2=698(LC 6), 12=1752(LC 30), 23=6103(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2014/4659,3-4=-1650/4034,4-5=-2999/5822,5-6=-233/357,6-7=-3651/1986, 7-8=-5436/3045,8.9=-5436/3045,9-10=-5153/2830, 10-11=-5589/3025, 11-12=-5355/2906 BOT CHORD 2-24=-4194/1941, 23-24=-5874/3238, 21-23=-2813/1612, 20-21=-2813/1612, 17-19=0/368, 7-17=1105/839, 16-17>1804/3803, 15-16=-3073/5812, 14-15= 3073/5812, 12-14=-2489/4775 WEBS 3-24=-2400/1233.4-23=3197/2212, 5-21=0/302, 5-20=-1803/3418, 6-20=2048/1235, 17-20=-255/254, 6-17=-2110/4079, 7.16=-1109/1847, 8-16=-546/428, 9-16=-482/311, 9-15=-17/317,9-14=-880/539,10-14=-868/1927,11-14=-603(/73, 4.24=-2319/3458, 5-23=-4188/2224 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3•) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4. 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front IF) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45f: L=40ft; eave=5N; Cat. II; Exp C; Encl.. GCpi=0.18: MW FRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • Joaquin Velez PE No.68182 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 C MTek USA, Inc. FL Carl 663d FILBlv will fit between the bottom chord and any other members. 8) Bearings are assumed to be: , Joint 23 SYP No.2 crushing capacity of 565 psi. 6904 Parke East Tampa FL 33610 9) Bearing at jolnt(s) 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Date: capacity of bearing surface. JUN 2.2019 AWARNWO- Nedrydesfim{ rwnefemendREADNOTES ONTHISANUINCLUDED MREKREFERANCEPAGEM67473wxmeY2UrsaEFOREUSE Design valid for use only with MOek® connectors. This design Is based any upon barometers shown, and Is for an Individual bulltling component, not a truss system. Before use. the building designer must verify this applicability of all parameters and properly Incorporate this all Into the overall bulltling design. Bracing lndlcated b to prevent buckling of individual el web and/or chord members only. Addiflonal temporary and permanent bracing Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fc1c6caron, storage, delivery, erection and bracing of trusses antl truss systems, seeANSVIPI I Qua Crkorlo, DS349 and SCSI Bull Component lable Safety informations from Truss Plate Institute, 218 N. We street Sure 312. Alexantld231 a, VA 24. MOW 6904 Parke East Blvd. Tampa, 1 33610 Job Tress Truss Type r (pty Ply LOT 118/5 WATERSTONE T77492565 1855072 A08 HIP TRUSS 7 2 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 82019 MiTek Industries, Inc. Tua Jul 2 07:27:54 2019 Page 2 NOTES- ID:g65k6Z7uVIIUQXUS77YA4XyW46R.Cx?vc8llZghDVA1c__2AEEtcyTwelOrpGv ?wWrzOAUp 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001ti uplift at joint(s) except (jt=lb) 2=1987, 12=1010, 23=3680. 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 181 Its up at 7-0-0, 149 lb down and 171 lb up at 9-0-12, 178 lb down and 178 lb up at 11-0-12, 178 lb down and 178 lb up at 13-0-12, 178 lb down and 178 lb up at 15-0-12, 178 lb down and 178 lb up at 17-0-12, 178 lb down and 178 lb up at 19-0-12, 178 lb down and 178 lb up at 20-11-4, 172 lb down and 165 lb up at 22-11-4, 172 lb down and 165 Is up at 24-11-4, 172 lb down and 165 lb up at 26-114, 172 lb down and 165 lb up at 26-11-4, and 172 lb down and 165 lb up at 30-11-4, and 352 Ib down and 373 lb up at 33-0-0 on top chord, and 368 • lb down and 436 Ile up at 7-0-0, 84 lb down at 11-0-12, 84 lb down at 13-0-12, 84 lb down at 15-0-12, 84 Ib down at 17-0-12, 84 Ib down at 19-0-12, 84 Ib down at 21-2-4. 81 lb down and 34 It, up at 22-8-0, 81 Ito down and 34 lb up at 24-11.4, 81 Its down and 34 lb up at 26-11.4, 81 lb down and 34 lb up at 28-11-4, and 81 lb down and 34 lb up at 30-114, and 350 lb down and 135 Is up at 32-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. .LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 3-10=54, 10.13=-54, 19-25=-20, 18-19=-20, 14-17=-20, 14-28=-20 Concentrated Loads (Ib) Vert: 3=-88(F) 10=-189(F) 22>63(F) 19_ 63(F) 7=-112(F) 14=-334(F) 24=-368(F) 4— 88(F) 21— 63(F) 5=112(F) 20=-63(F) 6=-112(F) 8=-103(F) 16=-72(F) 15= 72(F) 9=103(F)18=-72(F)31=-112(F)33=112(F) 34=-112(F) 35=-103(F)37=-103(F) 38=-103(F) 39=-63(F) 40=-63(F) 42=-72(F) 43=-72(F) O WABN/NG-VedlytleslgnparametersandRE DNOTES ON TNIGANDNCLUDEDMrt KBEffMNCEPAGEM 74YJmv. fGrD2LOf6BEFORE USE. Oesign valid for use any with MRekV connectors. This design Is based any upon parameters shown. and Is for on Individual buOdhg component, not -m a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bullding design. Bracing Indicated b to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidonce regard ng the fabricaloR storage, delivery, erection and bracing of trusses and truss systems. seeANSVFPl1 Gupply CrNedo, DSB49 and SCSI Building Camponmf Inlormatbmvoilobie from Tnsss 6904 Pade East Blvd. Plate InsfliNe. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type -- • Gty - Ply LOT 118/5 WATERSTONE T77492566 '.1855072 A09 Hip Truss 1 1 Job Reference (optional) Builders RrstSource (Plant City, Fy, Plant City, FL-33567, 6.240 s Jun 8 2019 MiTek Industries. Inc. Tue Jul 2 07:27:55 2019 Scale =1:74.3 6.00 12 3x6 4 3.00 FIE 5x6 = 46 = 3xB = 5 6 7 3x4 = 20£ 4 2o-so e-BO 104-0 204.8 21.84 29-73 40UL B-O-0 I &e-0 2�B"e 7-112 I 104.14 0.14 1.1-12 Plate Offsets (X,Y)-- [2:0-0-14,0-0-71, [3:0-3-0,C-3-0], [5:0-3-0,0-2-01. [7:0-3-0,0-2-01 19:0-3-0,0-3-0] [10:0-2-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.96 Verl(LL) -0.26 16-17 >964 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.54 16-17 >461 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.76 Hoa(CT) 0.05 14 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 218 lb FT=20% LUMBER- TOPCHORD BOTCHORD WEBS 2x4 SP No.2 2x4 SP No.2'Except- 6-14: 2x4 SP No.3 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 1 Row at midpt 6-15 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=789/0-8-0, 14=1570/0-3-8, 10=74510-8-0 Max Horz 2=404(LC 9) Max Uplift 2=-545(LC 10), 14=-531(LC 10), 10=-530(LC 10) Max Grav 2=798(LC 19), 14=1570(LC 15), 10=892(LC 16) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3- 1903/1363, 3-4=-1998/1617, 4-5=-319/583, 5-6=-302/603, 6-7=-193/549, 7-8=-204/511, 8-9=-1032l796, 9-10=-1314/923 BOTCHORD 2-17=-1004/1970, 16-17=-371/762, 14-15- 1132/433, 6-15=1135/323, 12-14=-279/580, 10-12=-611/1117 WEBS 3-17=-497/451, 4-17=-885/1646, 4-16=-805/635, 6-16=-243/865, 8-14=-852/574, 8-12= 1481613, 9-12=-431/364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=1Eft; B=45ft; L=40tt; eave=5ff; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 12-8.2, Extedor(2) 12-8.2 to 27-4-9. Interior(1) 27-4-9 to 37-4-0, Extedor(2) 37-4-0 to 41-4-0 zone;C-C for members and forces & MW FRS for reactions shown; • Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 = 1o.Opsi. b) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 14 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s).2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joint(s) except (jt=16) 2=545, 14=531, 10=530. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 2,2019 ,&WARNING- Verify desrgn rrrvmeferuand NERD NOTES ON THIS AND INCLUDEDMITEKREFERANCE PAGEMD74M rev. loOK12015BEFOREUSE Design valid for use only with Maelm connectors. this design rs based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of lndMdualfiuss web and/or chord members only. Addlilond temparary and permanent bracing MiTek' Is always required for stabllry antl to prevent collapse whir passible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and muss systems, weAllll Quid Chub. DSBd9 and SCSI Building Component Safety Infen oatblravailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Nexondra. VA 22314, 69N Parke East Bind. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 118/5 WATERSTONE T77492567 1855D72 A10 Hip Truss 1 1 Job Reference (optional) friars Cony, FL.I, rrmn Couy, rL- 35567, B.24U a JIM B 201 B MI I ex mammas, me. TUB Jul 2 07:27:56 2019 5.6 = 6.00 F12 4x8 = 5x8 = Scale =1:74.3 3 3x6 3.00 12 6xS = 3x4 = xe = 2x4 II axe = 20 &e-0 18dd 20i It 2116-0 23E-0 31.7-5 add aa-0 { 4� 3M2 7.11s ea�1i Plate Offsets (X Y)-- I :0-0-14 0-0-71 [3:04-0 0-3-01 [4:0-4-0 0-2-81 [6.0-5-8 0-24] U:04-00-34] LOADING (Pat) SPACING- 2-M CSI. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.18 16.19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.3516-19 >702 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Hord(CT) -0.03 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 2191b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 5-13: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4.10-12 oc bracing. WEBS 1 Row at midpt 3-15, 6-13, 7-12 REACTIONS. (lb/size) 2=787/0-e-0, 13=1574/0-3-8, 8=743/0-8-0 Max Horz 2=363(LC 9) Max Uplift 2=539(LC 10). 13- 543(LC 10). 8=-523(LC 10) Max Grew 2=791(LC 19), 13=1574(LC 1). 8=844(LC 16) FORCES. (lb) -Max. ComplJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1912/1453, 34=-451/662, 4-5= 420/706, 5-6=-146/516, 6-7=-401/587, 7-8=-1177/892 BOT CHORD 2-16- 1095/1951, 15-16=-103311815, 13-14=-975/494, 5.14=-933/480, 10-12=-565/962, 8-10=-566/960 WEBS 3-16=-196/639,3-15=-1510/1007,5-15=-376/921, 6-13=-758/391, 6-12= 238/554, 7-12=-901/618, 7-10=01364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 10-8-2, Extedor(2) 10-8-2 to 29-3-14, Interior(1) 29-3-14 to 374-0. Extedor(2) 374-0 to 414-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joint(s) except (jt=lb) 2=539, 13=543, 8=523. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 QWARNINi IaIIIy Easier Pars hvs.hd READNOTES ON MMAND INCLUDED MITEKNEFERANCEPAGEM0.74" my IDMO1SDEFOHEUSE Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicate! is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of tnsses and truss systems, seeANSURII QUalqyCM do, DSB-09 and SCSI Building Component 69M Parke East Blvd. Safety Inforrsatbaavailoble reet, from Truss Plate Institute. 218 N. Lee St8ulte 312 AJexantlrb. VA22314. Tampa, FL 33810 Job Truss Truss Type Illy Ply LOT 11115 WATERSTONE T17492568 .1855072 All Hip Truss 7 7 Jab Reference (optional) ou„uou n,mauuue "cam "IT, ry, rim It ry uuaer, o.cry s jut a eu I a mu er, inuusmes, Inc. i us am a ur4ra l auro b 6.00 F12 5x6 = 06 = SX8 = 4 5 6 13 12 10 3x6 = 3.00 12 6s8 = 30 = 3x6 = 19 ] 0 2x4 11 3s6 Scale = 1:74.0 LOADING (psf) TCLL 20.0 TCDL 7.0 RCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.84 BC 0.80 W B 0.92 Matdx-MSH DEFL. in (too) Vdefl Ud Ven(LL) 0.18 16-19 >999 240 Vert(CT) -0.3716-19 >673 180 Horz(CT) 0.03 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 210 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-10-3 oc bracing. 5-13: 2x4 SP No.3 WEBS 1 Row at midpt 6-13.7-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=796/0-e-0, 13=1555/03-8, 8=75210-8-0 Max Hom 2=322(LC 9) Max Uplift 2=-526(LC 10), 13- 568(LC 10), 8=-510(LC 10) Max Grav 2=799(LC 19), 13=1555(LC 1), 8=852(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-1934/1435, 3-4=-685(93, 4-5=-576/790, 5-6_ 130/501, 6-7=-587/647, 7-8=-1283/942 BOT CHORD 2-16=-1071/1936, 15-16=-1008/1802, 13-14=-984/635, 5-14=-919/652, 12-13- 122/362, 10-12= 637/1069,8-10=-635/1073 WEBS 3-16=-208/620, 3-15=-1282/870, 5-15=-398/950, 6-13=-745/345, 6-12=183/535, 7-12=-792/572, 7.10=0/311 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=4.2psfl BCDL=5.Opst h=15f ; B=45tt; L--40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 8-8-2, Extedor(2) 8-8-2 to 31-3-14, Interior(1) 31.3-14 to 37-4-0. Exterior(2) 37-4-0 to 41-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 a3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP N0.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crashing capacity of 565 psi. 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSYTPI 1 angle to gmin formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=526, 13=568. 8=510. Joaquin Velez PE No.68182 MTok USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 2,2019 O WARNING- Verify deslgn Paremel.mud READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE M0.747d®v. 10`3O015 BEFORE USE -.Y�- Design valid for weonly with Maet<6 connectors. lhB design is based only upon parameters shown, and is for an lndvidual building component not ■.ICY■ a trusts system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web antl/ar chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and true systems, seeANSU1PI1 Quality Calorie. DS549 and BCSI Building Ccmpomis 6904 Parke East Blvd. Sah1y Infamn=110 voiloble from Truss Plate Institute, 216 N. Lee Sneet. Suite 312 Aleeondrla. VA 22314. Tampa. FL 33610 Job Truss - Truss Type City Ply LOT 11 B/5 WATERSTONE T77492569 1855072 Al2 Hip Truss 1 1 Job Reference (optional) Builders RrstSoume (Plant City, FL), Plant City, FL- 33567. 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:27:58 2019 Scale . 1:72.6 Sz6 = 3x4 = 3.4 II 5x8 = 4 26 5 27 6 28 29 7 6,00 12 3x4 4 3 3x4 1 25 8 30 1.5x8 STP = 24 79 31 1.5.8 STP= m � X/ > 2 17 16 Sx6 _ �1 5x6. -- 3x8= - Sit 14 32 13 12 11 6x8 3x6.= 2.4 It 3x6 = 3x6 3.00 12 19-7-0 r 3T1 - I 8-8-0 12.4.0 20,111 20r6-4 27-B-0 32-8-12 40-0-0 8-8-0 &8-0 8-1-0 0- -4 7. _1 5.0-12 N4 Plate Offsets (X Y)- [2:0-1-2 0-0-7] [4iO3-00-2-0] [7:0-6-0 0-2-81 [12:0-2-0 0-1-81 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.18 17-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.37 17-20 >666 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Hom(CT) 0.03 9 n/a Na BCDL 10.0 Code FBC20177TPI2014 Matdx-MSH Weight: 205 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 6-14: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. WEBS 1 Row at midpi 7-14 REACTIONS. (lb/size) 2=798/0-8-0, 14=1551/0-3-8, 9=755/0-8-0 Max Horz 2=281(LC 9) Max Uplift 2=-506(LC 10), 14=-61 O(LC 10), 9=-489(LC 10) Max Grav 2=800(LC 19), 14=1551(LC 1), 9=848(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 1934/1422, 3-4=-954/926, 4-5=-797/863, 5-6=-109/393, 6-7=-1171443. 7-8=-734/716, 8-9=-1221/906 BOT CHORD 2-17- 1059/1905, 16-17=-1000/1792, 15-16=-219/481, 14-15=-1014/708, 6-15=362/378, 13-14=-203/521,11-13=-585/1005,9-11=-585/1005 WEBS 3-17=-225/582, 3-16=-1085/802,4-16=-237/297, 5-16=-177/603, 5-15=-836/503, 7-14=-768/375,7-13=-207/549, 8-13=-608/474,8-11=0/255 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5lt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0. Interior(l) 2-8-0 to 6-8-2, Exterior(2) 6-8-2 to 17-11-14, Interior(l) 17-11.14 to 22-0-2, Extedor(2) 22-0-2 to 33-3-14, Interior(1) 333-14 to 37-4-0, Extedor(2) 37.4-0 to 41-4-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Bearings are assumed to be: , Joint 14 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=506, 14=610, 9=489. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 AWARNWG-VerlrydeelgaparemetereendREAON0TESONTNISANOWCLUOEOMrtEKBEFENANOEPAGEMIP747ame16DY1p1SBEFOFEUSE Design valid for use only with MBek@ connectors. This design Is based only upon parameters shown, and Is for on IndNldual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this desgn Into me overall building design. Bracing Indicated is to prevent bucNlng of Individual truss web and/or chord members only. Additional temporary and permonent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSIA911 Quality criteria, DSB419 and SCSI Bull Component Safety informalbnavolloble from Truss Plate Institute, 218 N. We Sheet. Suite 312 Alexandria, VA 22314. MiTek- 69N Parke East Blvd. Tampa, FL 33610 Job - Truss Truss Typo r G1Y Ply LOT 118/5 WATERSTONE T17492570 1855072 A13 Hip Truss 1 1 Job Reference (optional) owmeos rnsmoource tram Illy, ry, .an, Illy, IL. ocao 1, Jun ezule Mllel(mousmes.mc. Iue Jul zuCzt:buzuiu 6.00 r12 1.5.8 STP25 d 1 , are 5x6 = 2x4 II 4 27 3 !6 18 Sx12 = 3.00 12 Scale = 1:72.6 5x6 = 29 529 20 II 6 3x4 = 30 7 31 32 5x6 = 8 3x4 T� 9 33 m 10 r 34 16 1.Sx8 STP= 17 _ 46 — 3x4 = 10 Ie 19.7-0 d 3 12 6x8 = 3x6 = 31 = 2x4 II 3x6 = 2bG 4 &B-0 tad-0 15d-0 2048 We 2910 5-0 35113 xpa-0 I Be-0 lE-0 I 540 I -0-0 B 94-12 433 8-0.13 i Plate Offsets(X,Y)-- [2:01[4:0.3-0,0-2-0I [5:0-2-80-3-01 [8:0-3-00-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Varl -0.18 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.3713-15 >623 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 203 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 -Except' 6-15: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=815/0-8-0, 15=1517/03-8, 10=772/0-8-0 Max Horz 2=240(LC 9) Max Uplift 2=495(LC 10), 15— 633(LC 10), 10=-477(LC 10) Max Grav 2=816(LC 19), 15=1517(LC 1), 10=837(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied Or 4-11-11 oc bracing. FORCES. (lb) - Matt Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1985/1438, 3-4=-2113/1797, 4-5=-86B/696, 5-6=-110/342, 6-7=-122/380, 7-8= 764/767, 8-9=-8867783, 9-10=-1257/964 BOT CHORD 2-18=-1069/1921, 17-18=-594/1255, 16-17=-427/862, 15d6=-909/591, 6-16— 258/238, 13-15=-229/419,12-13=-654/1052,10-12— 654/1052 WEBS 3-18=-581l703,4-18=-1023/1352,4-17=-429/196, 5-17=-24/365, 5-16=-1091/660, 7-15=-696/484, 7-13=-110/393, 9-13=-470/433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15tt; 13=450; L=40ft; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-8-0, Intedor(1) 2-8-0 to 4-8-2. Extedor(2) 4-8-2 to 15-11-14, Interior(1) 15-11-14 to 24-0-2, Extedor(2) 24-0-2 to 35-3-14, Intedor(1) 35-3-14 to 37-4-0, Extedor(2) 37-4-0 to 41-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 13) Pmvide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 15 SYP No.2 crushing capacity of 565 psi. 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to It min formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at Joints) except at=lb) 2=495, 15=633, 10=477. Joaquin Velez PE No.811182 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING- VeNfydeslynparemelerrand AEAONOTES ON rNISANOWCLUDWMR KNEE RANCEPAGEMIP7473rev. taNY101SBEPONEUSE. ��- Design valid for use only u111, M9eW connectors. Ws design 6 based only upon parameters shown, and Is for on Individual building component, not a hums system. Before use. the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall bullding design. Ill Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding me fabrication, storage. delivery, erection and bracing of trusses and truss systems eeeANSVBPII Quality Cmrrdo, DS0419 and BCSI Building Component 69N Parke East Blvd. Sably mfarmatbsgvolloble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Gty Ply LOT 118/5 WATERSTONE T17492571 1855072 A14 Special Truss I 1 1 Job Reference (optioned) ounuera nrsrauurce triam ury, ry, rian x .Iy, rL.- ooaox, U.29u Inc. I ue Jul 2 ut:28:uu 2u19 Scale = 1:75.4 ' 5x6 = 6.00 r12 3 • 1.5.8 STP= 25 24 m 1 2 b Sx8 = 26 27 284 Se4 II 5 5xB = Bx12 = 5x6 = a 3x6 9 3.00 12 6xB = 3,6 = 2x4 11 3x4 = 3x6 = efiO 146d i 2a-0-0 26 4 2e 40 z OOa1O I 4a6o Plate Offsets(XY)— 12:0-1-20-0-7113:0-3-80-2-4114:0-1-120-3-41 (7:0-4-00-1-11 [8.0-3-80-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ved(LL) 0.28 11-23 >845 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.4011-23 >584 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.06 9 Na No BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 190 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,8-10: 2x4 SP No.1, 6-7: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-14: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=801/0-8-0, 14=154210-3-8, 9=761/0-8-0 Max Horz 2=213(LC 9) Max Uplift 2=-473(LC 10), 14=-676(LC 10), 9=-456(LC 10) Max Grant 2=802(LC 19), 14=1542(LC 1). 9=789(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or4-4-14 oc bracing. WEBS 1Flow at nudist 4-15,6-14 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1865/1229, 3-4=-1662/1239, 5-6=.95/309, 6-7=-808/759,7-8— 826//86, 8-9=-965/726 BOT CHORD 2-17=-881/1759, 16-17=-679/1339, 15-16=-672/1348, 14-15=-1038,705, 5-15=-438/421, 12-14=-353/736, 11-12= 356/734, 9-11=-375/773 WEBS 3-17=-107/486,4-17=-189/462,4-15=-1586/897,6-14=-908/487 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=S.Opst h=15ft; B=45f ; L=40ft; eave=5f; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 4-4-0, Exterior(2) 4-4-0 to 12-4-0, Interior(l) 12-4-0 to 28-4-0, Extedar(2) 28-4-0 to 35-0-0, Interior(1) 35-0-0 to 374-0, Exleriar(2) 37-0-0to 41-4-0zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 43) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 14 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 2=473, 14=676, 9=456. Joaquin Valat PE No.68182 III ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 QWARNING-yedly design pemmerem antl READ NOTES ON THIS AND INCLUDED UTEK NEFERANCE PA DE MX74TJ ree. 1aTarza15 BEFORE USE. Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and B for an Individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing lndlcoled is to prevent buc;AIng of lndidduai imss web cndlor chord members only. Additional temporary and permanent bracing MOW Is always required for stobity and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobticaflom storage. delivery. erection and bracing of tosses and muss systems. ampANSIMIT Cualpy CRedo, DSB49 and SCSI6uSdNg Component Safety mformatbrgvdiabie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314, 6904 Parka East Blvd. Tampa. FL 33610 Job Truss Truss Type ' City Ply LOT 118/5 WATERSTONE T77492572 1855072 A15 Special Truss 1 1 Job Reference (optional) o V,mem rupWVYlGtl (rrOnl 04, FL), P6a Vuy, FL-3356, 6.240.jN emramuexmousmes,rl rueeui eur:ea:ueeura rages I D:g65k6Z7uVliuOXUS77YA4XyW 46R-zTTwltPmgHi5SPe8SkJ6ZZxHIBMLGTHRIDxLpNzOAUh 1 4-pp 6-4-0 (25-0.2 I 7--00.34 0.11�1 0� 33-0-0 40-0.0 q14 0 1-4D64.0 -2 5.124-027.0.0 14-0Scala = 1:74.0 5x6 G 5X8 - 5x6 = 2x4 II 5x6 = 5x6 = 5x6 = 6.00 12 . ____ 8 32 33 Ad a 1935 36 37 17 3B 16 15 14 13 39 40 12 3.6 = 2x4 11 5x6 = 7xIO = 3x6 = Sx6 = 3,,8 = 2x4 11 3.6 = 6-0.0 12-0-2 17-0-14 22-1-11 Z 4-0 27-00 3&0.0 40.0-0 a4.n a.a.p cmn { a.n.ta Plate Offsets (X,Y)-- [3:0-6-0,0-2-81. [4:0-4-0,0-3-01. [9:0-8-0,0-2-81 [10:0-2-12 0-1-81. [17:0-2-8 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ved(LL) 0.15 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) .0.24 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.73 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix-MSH Weight: 2011b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except* 3-4,8-9,4-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 14-17: 2x4 SP No.2 P WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=645/0-8-0, 16=329277-2-4, 10=1411/0-8-0 Max.Horz 2=172(LC 7) Max Uplift 2=-911(LC 8), 16=-2335(LC 8), 10=-707(LC 8) Max Gmv 2=651(LC 17), 16=3292(LC 1), 10=1473(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-3-3 oc bracing. WEBS 1 Row at midpt - 4-16, 6-16, 7-15 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-890/1359, 3-4=0/661, 4-5=-1106/1914, 5-6=-1106/1914, 6-7= 565/93, 7-8=-2246/873,8-9=-2136/880,9-10= 2610/1106 BOT CHORD 2-18=-10717738, 17-18=-10957755, 16-17=-625/0, 15-16=0/533, 13-15=-577/2005, 12-13=-821/2266,10-12=-822/2241 WEBS 3-18_ 555/544,3-17=-947/754,4-17=-593f747,4-16=-2135/2058, 5-16=453/458, 6-16=-2811/1420, 6-15=-496/1209,7.15=-1871/894, 8-13=0/498, 9-13=.289/262, 9-12=0/712, 7-13- 519/505. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=15f ; B=45ft; L=40ft; eave=5fq Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. S) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values 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 ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 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. 7) Bearings are assumed to be: , Joint 16 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=911, 16=2335, 10=707. Joaquin Velez PE No.60187 MTek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33610 Date: July 2.2019 QWMNWG- Vedlydangn paemnsdara and READ NOTES ON TN/SAND INCLUDED MIrEKREFERANCEpAGEMp74;are, 164114a015BEFORE USE Design valid for use only with MnekO 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 verify Me applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent bucNing of IndMtlual truss web end/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me foes llon storage, delNery, erection and bracing of trusses and tnrss systems. seeANSVIPII Quo my Criteria. OSB-89 and BCSI Binding Component Safety Infonnatio available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Rexandrlo. VA 22314. ��- MOW 69N Parke East Bind. Tampa, FL 33610 Job Truss Truss Type ' City Ply LOT 118/5 WATERSTONE T77492572 1855072 A15 Special Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL). Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:28:02 2019 Page 2 I D:g65k6Z7uVIiuOXUS77VA4XyW 46R-zTTwitPmgHi5SPe8SkJ6ZZxHl8MLGTH RIDxLpNzOAUh NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 169lb up at 7-1-1, 144 lb down and 166 to up at 9-1-1, 144 lb down and 166 lb up at 114.1, 144 lb down and 166 lb up at 13-1-1, 144 lb down and 166 lb up at 15-1-1, 144 lb down and 166 lb up at 17-1-1, 144 lb down and 166 lb up at 19-1-1, 178 lb down and 185lb up at 27-0-0, 178 lb down and 178 lb up at 29-0-12, and 178 lb down and 178 lb up at 31-0-12, and 338 lb down and 391 lb up at 33-0-0 on top chord, and 176 lb down and 263 lb up at 6-4-0, 65 lb down and 68 lb up at 7-1-1, 65 lb down and 68 lb up at 9-1-1, 65 Ib down and 70 lb up at 11-1-1, 65 lb down and 106 lb up at 13-1-1, 361 Ib down and 75 lb up at 27-", 941b down at 29-0-12, and B4 lb down at 31-0-12, and 361 lb down and 75 lb up at 32-11-4 on bottom chord. The design/selection of such connection device(s) is. the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the 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 (plo Vert: 1-3_ 54, 3-7=54, 7-8— 54, 8-9=-54, 9-11=-54, 19-22=-20 Concentrated Loads{Ib) Vert: 8=-112(B) 9=-163(B) 18=-168(B) 5=-82(B) 13— 344(B) 12=-344(B) 25=-82(B) 26=-82(B) 27=-82(B) 28=-82(B) 30=-82(B)31=-82(B) 33— 112(B) 34=-112(B) 35=-41(B) 36=41(B) 37=41(B) 38=41(B) 39=-63(B) 40=-63(B) Joh Truss Truss Type Gty Ply LOT 11815 WATERSTONE T17492573 1855072 C1 Jack -Open Truss 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Jun 2019 MiTek Industries, Inc. Tue Jul 2 07:28:02 2019 Page 1 ID:g65k6Z7uVIiuOXUS77YA4XyW46R-zTTwltPmgHi5SPe8SkJ6ZZxSZ8ZwGehRlDxLpNzOAUh Scale =1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lee) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WI3 0.00 Horz(CT) 0.00 4 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-3tMechanical, 2=15810-8-0, 4— 15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2= 195(LC 10), 4=-15(LC 1) Max Grav 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural woad sheathing directly applied or0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=4011; 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 for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=195. Joaquin Vole= PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 Job 18/5 WATERSTONET174925741855072 �������J',OTRelerence ce o [tonal bunoem rirstsource (Plant Olty, FL), clam tray, rl- JJ!,W, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:28:03 2019 Page 1 ID:g65k6Z7uVIiuQXUS77YA4XyW46R-Rg1 JVDPORbgy4ZDKORgL6nUdIYsb75xh_thuLpzOAUg 0.8-0 0.11-4 0.8-0 0.3-d Scale = 1:7.6 Plate Offsets (X,Y)— f2:0-4-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-44/Mechanical, 4=-63/Mechanical, 2=247/0-4-0 Max Harz 2=79(LC10) Max Uplift 3=-44(LC 1).4=-63(LC 1), 2=-305(LC 10) Max Grav 3=71(LC 10), 4=103(LC 10). 2=248(LC 15) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 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=5.0pst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed; parch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=305. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNWG-Verify Eesl9nparemefcraged READ NOTES ON THISANO INCLUDED NREKREFERANCEPAGEMILTVrarvx IDDY2015eEFOREUSE Design valid for use only with Mnelsg connectors. This design is based orry upon parameters shown, and Is for an he Nltluol building component, not ��- a truss system. Before use, the building designer must verity the applicablllry of design parameters antl properly Incorporate this tleslgn Into the overall building tleslgn, Bracing Indicated Is to prevent buckling of Individual less web and/or chard members only. Addltlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property demons, For general guidance regarding the fabdcatlon, storage, delNery, erection and bracing of trusses and inns systems, sOeANSUIPII Quaintly Cr86M, DSB49 and SCSI Building Component sabN h/armatbrmailoble from Truss Plate Institute, 218 N. We Street, Sane 312, 69M Parke East Blvd. Tempe, FL 33610 N,orandrla. VA 22314. Job - Truss Thus Type City Ply T17492575 1855072 C1P Jack -Open Truss 2 1 �LOT118/51NATERSTONE " Jab Reference (optional) Builders Firstsource (Plam City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:28:03 2019 Scale =1:7.6 Plate Offsets (X,Y)— f2:0-1-4,0-0-21 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=195(LC 10), 4=-15(LC 1) Max Grav 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Stmctuml woad sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=195. Joaquin Velez PE No.66182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 ,&WARNING-VedfvdeS/gnparametd/sand READNOTES ON TNASAND INCLUDED MWEKREFERANCEPAGEMS-74nmre 1010:120156EFORE USE Design valid for use only with Mnek® connectors. Ma design Is based only upon parameters shown, and Is for an InclAdual building component, not a huss system. Before use, the bulltling designer must verify the appllcablify of design parameters and properly Incorporate this design into Me overall building design, Bracing Indicated is to prevent Deciding of Individual huss web and/or chord members only. AddMonol temporary and permanent bracing Mel( b always requtred for stablity and to prevent collapse wdh possible personal lnlury and property damage. For general gddonce regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPiI Quo Qmyy Cdbda, DSB49 and 1CSI Building Component Safety Infommtlanavoflable from Truss Plate Institute, 218 N. We Sheet, Suite 312, Aiexandric, VA 22314. 6904 Parke East BNd. Tamp., FL 33610 Job - Truss Oty ply LOT 11815 WATERSTONE 7-s T17492576 1655072 C1V Truss 2 1 Job Reference o tional buiiders Firstsource (Plant City, FL), Plant City, FL-33567. 8.240 s Jun 82019 MITek Industries, Inc. Tue Jul 2 07:28:04 2019 Page 1 ID:g65k6Z7uVliuOXUS77YA4XyW46R-vsbNZOOCuyphjnXa9Lae_1o2yFPkYBkDXORIFzOAUf N.0 4 0 0714 r Scale =1:7.6 Plate Udsetsmy)-- 12:0-045,Edgef LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ver(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vent(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) 0.00 2 n/a r/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=-4/Mechanical, 2=158(0-8-0, 4=-14/Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-4(LC 1),2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10). 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45fL L-401t; eave=51t Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(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 2-0.0 wide will fit between the bottom chord and any other members. 4) Beatings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considersparallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except 01=lb) 2=181. Joaquin Velez PE No.68182 lil USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 QWARNING-Vel/lydea/9np4ramel....d READNOTES ON TNISAND INCLUDED MREKREFERANCEPAGEML-7473rex. leaY2pI5BEFORE USE Design valid for use only wiM Mgeit@ connectors. This design Is based only upon parameters shown and is for an individual building component, not ��• a truss system. Before use, the building designer must verity Me opplicabllity of design parometers antl properly Incorporate Mb design Into the overall bulldingdesign, Bracing Indicated Is to prevent bucWingofindlvidualfmcsweband/or chord members only, Malkonaltemporary and permanent bracing MiTek• 6 always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding Me facilitation, storage, delivery, erection and brocing of trusses and truss systems seeANSViPII Quappttyy CdMda, D9849 and BCSI 3u9dera Component Schiff,Informalbmvorable from 6904 Parke East Blvd. Truss Plate Insfil 218 N. Lee Street Suite 312, Alexandria, VA 22314. Temp., FL 33610 Jab Truss Truss Type (Dry Ply LOT 118/5 WATERSTONE Tnas2sn 1855072 C3. Jack -Open Truss 4 7 Job Reference (optional) Builders FIrs1SOGrce (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:28:04 2019 Page 1 ID:g65k6Z?uVliu0XUS7?YA4XyW 46R.vsbhiZ000uyphjnXa9Lae_1 o2yEbkYBkDXORtFzOAUf -t-4-0 2-n-4 1-4.0 --'-i 2 11 4 Scale = 1:12.7 Plate Offsets (X Y)— f2:04-00-0-41 1 1 1 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Weil L/d PLATES, GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.20 Ved(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(CT) -0.00 3 rJa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS, (lb/size) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Gray 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pur ins. 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=4.2psY BCDL=5.Opsf; h=15ft; B--45ft; L=40ft; 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except jt=lb) 2=157. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 66U 6904 Parke East Blvd. Tampa FL 33810 Date: July 2,2019 Q WARNING-Vedlydouq-paramefereend READ NOTES ON TNISANDWCLUDED MIFEKNEFEF4NCEPAGEMX70YJree 10=015DEFONEUSE ��- Design valid for use only with Mgek® connectors. This design Is based Only upon parameters show¢ and Is for an Individual building component not a truss system. Before use, Me building designer must verify the applicablllty of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlred for stablllty and to prevent collapse win passible personal Injury and property damage. For general gualance regarding Me fabrication, storage, delNery, erection and bracing of trusses antl muss systems, seeANSVnII Quo'RIyCM�M, DS6-0e and SCSI lWdNO Component 69C4 Parke East BNd. Sabry InlomrafbmvoJoble from truss Rate Ins6Me. 218 N. Lee Sheet, Sulfa 312 Aiexontld¢ VA 22314. Tampa, FL 33610 Job Truss Truss Type • Ply LOT 11115 WATERSTONE T17492578 1855072 C3A Jack -Open Truss �Oty P 1 Job Reference (optional) aawiuem nmrauurun lnma'ny, ". rm..I eery, ram- auuor, zxn = a.LVu 5 Jun a 2ula MI I ex Inausmes, Inc. I us Jul 2 u/:zu:ub ZU19 rage 1 ID:g65k6Z?uVliuQXUS77YA4xyW46R-N293mRezC4gJtMj8sspBCZzoMZMT?RtRBA?PizOAUe Scale =1:12.7 ..04.0. 2.74 , LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Wail L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 VBn(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=43/Mechanical, 2=236/0-4-0, 4=6/Mechanical Max Ham 2=132(LC 10) Max Uplift 3=-43(LC 10), 2=-257(LC 10). 4= 28(LC 7) Max Grav 3=53(LC 15), 2=236(LC 1), 4=38(LC 3) FORCES. (lb) -Max Comp✓Max. Ten. -A[] forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer togirder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except atolls) 2=257. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 69114 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING-wWfy dsal9 immastefa POIREAD NOTES ON THIS AND INCLUDED M7ErFEFERANCEPAGEMII-74M rev. 1011342015SEFOREUSE. Design valid for use any with MBek® connectors. This design Is based only upon porameters shown, and Is for on Individual building component, not a huss system. Before use, the building designer must vetlfy the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Indvdual hum web and/or chord members only. Addifional temporary and permanent bracing Welk' Is always rsquired for stabity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage, delivery, erection and bracing of husses and truss systems, seeAN3U1P11 pooh. Cdbdo, DSB49 and IICM Building Component Safely Informpibmvailoble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. VA 69N Parke East Blvd. Tampa, FL 33610 Alexandria, 22314. Job Truss Truss Type 61ty Ply LOT 118/5 WATERSTONE T77492579 1855072 Cap Jack -Open Truss 2 1 Job Reference (optional) ow,aers rineauurce (ream City, FL), ram miry, ri- - aaoor, 8.240 s JIm 6 ZU19 MI Falk Industries, Inc. Tue Jul 2 07:28:05 2019 Pagel I D:g65k6Z7uVli uOXUS7?YA4XyW 46R-N293mRezC4gJtMjesspBCZzoMZBT? RtRBA?PIZOAUe -1-4.0 2-11-4 1.4-0 2-11A Scale=1:12.7 Plate Offsets(XY)-- f2:0-1-40-0.21 - -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vart(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanioal, 2=195/0-8-0, 4=30/Mechanical Max Hom 2=132(LC 10) Max Uplift 3=-62(LC 10), 2=-212(LC 10), 4=-41(LC 7) Max Gray 3=65(LC 15), 2=195(LC 1). 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structure[ wood sheathing directly applied or2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opst h=1511; B=45ft; 1=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpj=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except ft=lb) 2=212. Joaquin Velez PE No.68182 MI ak USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING-Vedfydeslgnpmmefemend READNOTES ON MIS AND WCLUDEBNT KREFERANCE PAGE MIF74"en, tON12015 BEFORE USE. Design valid for use oNywith Mitelde connectors. This design Is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ��- building design. Bracing indicated is to prevent buckling of Individual thus web and/or chord members only. Additional temporary and permanent bracing always requited for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the WOW fobicatlon, storage, delivery. erection and bracing of trusses and truss systems. seeANSVrpil Quality C1Se la. PS349 and SCSI Illadbp Component Safety Informallonovailable from True Plate Institute. 218 N. Lee street. Sure 312, Alaxandda. 6904 Palle Eazt Blvd. Temp., VA 22314. FL 33610 hTruss Truss Type sty Ply LOT 118/5 WATERSTONET7749258055072 r18 C3V Jack -Open Truss 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 8.240 a Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:28:06 2019 Page 1 ID:g65k6Z7uVIiuOXUS77YA4XyW46R.rFjR7ESGkW CWxOxvhaN2kP68YIv2CShlggvYy8zOAUd -1-4-0 2-11-4 1-4-0 2-11-4 l 166 Scale =1:12.7 Plate Offsets (X,Y)— f2:0-0-15,Edge) - - LOADING (psf) SPACING- 2.0-0 CSI. DEFL, in (loc) Vdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (lb) - Max Comp./Max Ten. -All tomes 250 (lb) 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 0o bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; B=45tt; L=40f1; eave=Sf ; Cat. 11; E7p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and fames 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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-" tall by 2-M wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=149. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33810 Data: July 2,2019 AWARNING- yetilydesl9nparametereaedREADNOTES ONTNISANDINCLUDED MIIEKNEFENANC£PAGEMI474YJrev.1aDY19159EFOHEUSE Design valid for use only with Ml connectors. fill tleslgn Is based only upon parameters shovm, and Is for an Individual Wilding component not a Was system. Before use, the bulltling designer must verity the oppllcobll9y of design parameters and papery Incorporate this design Into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional tempomry and permanent bracing MiTek' 6 always requlred for stablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery erection antl bracing of trusses and floss systems. seeANSVIPiI Quality Cifteda, Dli and 5010u1dNp Component Satoh, informalbnavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexondrb. VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type - Qty Ply LOT 118/5 WATERSTONE T77492581 1855072 C5 Jack -Open Truss 4 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:28:07 2019 Page 1 ID:g65k6Z?uVliuOXU57?YA4xyW46R-JRHpLaSuVpKNZAW6FHvHGdfGa9BSx AvUf6Uaz0AUc _ -1-40 4-11-4 1-N I 4-11-4 Scale-1:17.6 3x4 = Plate Offsets(X,Y)— f2:0-140-0-2] - LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.44 Verfti 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0. ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 181b FIF=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Gray 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 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=S.Opst h=15f; B=45N; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at ]oint(s) except 0t=11b) 3=107, 2=167. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 2,2019 O WARNING- Ventydesignparemetenand BEADNOTESOMMISANDWCLUDEDMREKREFEBANCEPAGEMl47MYJ . faN34satSBEFOFEUSE Design valid for use Only with Kraig, connectors. IDh design Is based only upon parameters shown, and is for on Individual building Component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of lndiAdual buss web and/or chord members only. Additional temporary and permonent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSI/Ipll Quaint, Cm nks. DSB49 and SCSI buatlbp Component 69M Parke East DWI. Sai mformationavailable from Truss Flats Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314 Tampa, FL.33610 Job Truss Type4Dty Ply LOT 118/5 WATERSTONET17492582 FJ..k--Op.n 1855072 C5A Truss 2 1 Job Reference (optional) .,n.,o, n„.,.v,,:a lr-'nnn any, ry, ,e,,. �„y' "- aoaor. See = p.zvusvun uzummiexmausmes,lnc. lueum zur2a:u1zul9 Paget ID:g65k6Z?uVliuOXUS7?YA4xyW46RJRHpLaSuVpKNZAW6FHvHGdfFz9B1 xvwAvUf6Uaz0AUc Scale = 1:17.6 'U- -u' 4-7-0 LOADING (psi) SPACING- 2-0-0- CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(L-) 0.07 4-8 >891 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.36 Vert(CT) 0.06 4-8 >999 180 BCLL 0.0 ' Rep Stress [net YES WB 0.00 Horz(CT) -0.01 3 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 181b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-114 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanioal, 2=292/0-4-0, 4=41/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-109(LC 10), 2= 291(LC 10), 4=-64(LC 7) Max Grav 3=116(LC 15), 2=292(LC 1), 4=78(LC 3) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5,Opsf; h=15ft; B=45ft; L=4011; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 8t between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except at=lb) 3=109, 2=291. Joaquin Velez PE No.68182 MTek USA, lim FL Ced 6634 6904 Parke East Blvd. Tampa FL 3361D Date: July 2,2019 ®WARNING- Veritydeslgnpereme MrsanCREADNOTESONMISANDINCLUDEDMrtEKREF£RANCEPAGEMUMMT v.1WA1 e1SOEFOREUSE Deslgn valid for use only with MDek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the cppllcablllN of design parameters and property Incorporate his design into the overoll building tleslgn. Bracing lndlcoted is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing F� MlTek• Is always required for stability, and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of tunes and truss systems. seeAN4itil Quality Crdodo, DS549 and BCSI Building Component Safety Informatbrnvotiable from Truss Plate 69N Parka East Blvd. Institute. 218 N. Lee Street Suite 312, Maxondrto, VA 22314. Tampa, FL 33610 Job Truss Truss Type pty - Ply T77492583 1855072 C5P Jack -Open Truss 2 �LOT`1118/5%VATERSTONE 1 Job Reference (optional) bUnaere 1-iMbOurce (Plant City, FL), Plam Lxty, FL- 33557, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 07:28:08 2019 Paget ID:g65k6Z?uVIiuOXUS7?YA4XyW46R-ndrCYwTXG7SEAK51p_OWpgBOOZUIgMAKB8OfO1 z0AUb 411-4 4.11-0 r Scale-1:17.6 Plate Offsets (X,Y)— f2:0-0-4,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL .1.25 TC 0.59 Ven(LL) 0.12 4-7 >486 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.11 4-7 >556 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-122(LC 10), 2= 261(LC 10), 4=-75(LC 10) Max Gmv 3=123(LC 15), 2=262(LC 1), 4=87(LC 3) FORCES. (Iti) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 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=4.2pst;, BCDL=5.Opsf; h=15ft; B=45ft; L=401; eave=511t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 2) This truss has been designed for a 10.0 psi 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4 except 011=111c) 3=122, 2=261. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parka East BNtL Tampa FL 33610 Date: July 2,2019 0WARNING -yedlysAre9opa rmrtenendNERDN0TESONTNISANDDlCLUDEDMrTEKREFERANCEPAGEM074M.r ..1a1[3,215BEFDNEUSE. Design valid for use only with MRalstt, connectors. lHs design is based only upon parameters shown. and is for on lndNldual Wilding component, not • a hum system. Before use, the building designer must verify the appllcobllity of design parameters and property Incorporate ihn design Into Me overall building design. Bracing Indicated is to prevent buckling of lndMdual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability Ono! to prevent collapse with possible perwnd injury and property damage. For general guldanca recording the fabrlcalion. storage, calvary, erection and bracing of trusses and hum systems, seeANSWI I CuoltlOyy 0ftrio. DSO-89 and BCSI Mdb g Component 69N Parke East Blvd. Solely mfoenalbnava0able from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type r r QV Ply LOT 1181SWATERSTONE T17492584 1855072 C5V Jack -Open 2 1 Job Reference (optional) BDIIdem FlrstSource (Plant GITy, FL), Pleas Ulty, FL- 33bU7, axa 8.240 a Jun 8 2019 Mil Industries, Inc. Tue Jul 2 07:28:09 2019 Page 1 ID:g65k6Z7uVIiuOXUS77YA4XYW46R-FgPamGU91 Ra5oUgUNixlL2kbYzlHPoOTMo8CYTzoAUa Scale = 1:17.6 Plate Offsets(X.Y)-- f2:0-0-15,Edce1 -- LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.47 Vertll 0.05 4.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vertll -0.06 4-7 >999 160 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.01 3 n1a r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 3=113/Mechanical, 2=262/0-8-0, 4=58/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-112(LC 10). 2— 161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(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 or4-11-4 Do pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsQ h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & IVWFRS 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 nonconcurent 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi, 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSVtPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 100 lb uplift at joints) except (jt=lb) 3=112, 2=161. Joaquin Velez PE No.6a1a2 Il USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 2,2019 OWARN/NG-V d1ydes19npaxeme1enenEREADNl ON THIS AND INCLUDED MMEKREFERANCEPAGEMII.74milee. 1D03,291SBEFORE USE Design valid for use any with NI connectors. This design Is based only upon parameters shown, and Is for an IndMtlual Wilding component, not 9■ a truss system. Before use, the building designer must verify the opplicobllily, of design parameters and properly Incorporate tuts design Into Me overall bulding design. Bracing Indicated is to prevent buckling of individual hum web and/or chard members only. Additional temporary and permanent bracing �fY�• MiTek' Is always required for stability and to prevent collapse wife possible personal lNury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of husses and hum systems, seelifi 11 Qua' Crftl DS849 and SCSI Building Component Sal Infomrallonovolloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22 V14. 69M Parke Best BW. Tampa, FL 33610 JOD Truss Truss Type • Qty Ply LOT 1�WATEII.STO�NE Jack -Open Truss 7 1Job Re owmem nrsra..I..lnam wy, ry, ,.It wy, ru-axa.q e.44U5JYn 02UIUMIleKmauslne5,mc. iue JU12U/2a:lu Ze18 u 3.4 = Scale=1:21.9 W u 6.0-0 LOADING (psQ SPACING- 2-0-0 CS1. -DEFL in (lac) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.96 Vert(LL) 0.22 4-8 >338 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Ven(CT) 0.19 4-8 >388 180 BCLL 0.0 Rep Stress [nor YES W B 0.00 Horz(CT) -0.04 3 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=136/Mechanical, 2=339/0-4-0, 4=61/Mechanical Max Horz 2=223(LC 10) Max Uplift 3=-151(LC 10), 2=-325(LC 10), 4=-86(LC 7) Max Grav 3=156(LC 15), 2=339(LC 1).4=105(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45f ; L=40N; eave=5f ; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing Capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except (jt=lb). 3=151, 2=325. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL 33810 Date: July 2,2019 QWARN/NG-Vedryd.&90Icerams1c.Imd READN0TE5 ON TN/SAND INCLUDED NIFEKREFERANCEPAGENR7473 rev. IGDsl2N5BEFV1EUSE. Design valid for use only whir Mdek® connectors. this design Is based only upon parameters shown, and a for an hdNldual bulding component, not a hum system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated 6 to prevent buckling of Individual tress web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury antl property damage, For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and muss systems. sersANSVIPll Cual"T CtlMrlo, DSB49 and EC51 Suadhp Component Mromlalbnovoiloble from Truss plans Insti 218 N. Lee Sheet, Suit. 312, Alexandria, VA 22 14, Beira Parke, Ems Blvd.9ab1p Tampa, 1 33610 Job Truss - . s pty Ply LOT 11815 WATERSTONE =J=kS0p.h T77492586 1855072 E7 Truss 10 1 Job Reference (Optional) wiw... ... ... w t.....1 nA ry, rmo, ..nY„I - , o.zeu sdun O zu"'va." mousmes,ma. Ise Jul aVI:Zd:11Zu1e vagel ID:g65k6Z?uVIIUQXUS7?YA4XyW46R.CCWKByW PZ2gplogtU7zDOTps_mTOtiwmgGdJDLzOAUY LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (roc) 9defl Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vart () 0.19 4-7 >436 240 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0. ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matdx-MP LUMBER - TOP CHORD Zx4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-185(LC 10) Max Grey 3=199(LC 15). 2=343(LC 15), 4=124(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:22.6 PLATES GRIP MT20 244/190 Weight: 24 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15D; B=45f ; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.I S; MWFRS (directional) and C-C Exlerior(2) 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 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 3=162, 2=185. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARIllwrrify tleelSnparnmefa..d READNOTES ON TNISANDWCLUDEDMNEKREFERANCEPAGEMIF74Mmx 10a320ISBEFORE USE Design valid for use only with Mi1ek0connectors. This design Is owed Only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer mustverity Me applicability of design parameters and properly Inwrporate thls design Into the overall bullchgdesign. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent loading MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Quail Criteria. DS4IP 5and SCSI aul di Component Sartori, tnlenna6pf Woiloble ham Trues Plate Ins11Ma. 218 N. Lee Sheet Suite 312. 69N Parke East BNtl. Aleaontlrlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type - e r pty Ply LOT 118/5 WATERSTONE ' T77492587 1855072 E7P Jack -Open Truss 2 1 Job Reference o tianal Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries. Inc. Tus Jul 2 07:28:12 2019 1.5x6 STP = Scale=1:23.6 Plate Offsets (X Y)-- [2:0-2-14 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Ven(LL) 0.18 4.6 >453 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.16 4.6 >519 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 301b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (Ib/size) 3=142/Mechanical, 2=336/0-8-0, 4=107/Mechanical Max Hoa 2=242(LC 10) Max Uplift 3= 15110). 2=320(LC 10). 4=-135(LC 10) Max Grav 3=164(LC 15), 2=336(LC 1).4=141(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. NOTES- 1) Wind: ASIDE 7.10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extericr(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ft=11b) 3=155, 2=320, 4=135. Joaquin Velez PE N0.68182 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 23610 Date: July 2,2019 Q WARNING-Verlfy Eeslgnperameterfend READNOMS ON TNISANDWCLUOEOMREKNEFERANCEPAGEMIN473me ICT34015 BEFORE USE �■�- DeslgnvcIOforum only will, M6ek®connecton. This design is based only upon parometersshown, and is for on indNidual building component not F■'a�9-Y� a truss system. Before use. the building designer must verity Me applicability of design parameters and property Incorporate "s design Into Me overall building design. Waling Indicated is to prevent buckling of individual Muss web and/a chord members only. AddElonal temporary and permanent bracing MiTek' Is always reaulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the foblicatlon, storage, delivery, erection and bracing of trusses and truss systems, meANSifrpB puallIttyy Cr da, D3s-09 and 801 SWdhiz Component suetyInbble formations from truss Plate Ie59Me, 218 N. Lee Street, Suite 312. Alexandra VA 22314. 6904 Parke East GIVE. Tampa, FL 33610 Job Truss Truss Type n t Oty Ply LOT 118/5 WATERSTONE T77492566 1855072 ETV JACK -OPEN TRUSS 6 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:28:13 2019 Page 1 ID:g65k6Z?uVIiuDXUS7?YA4XyW 46R-Bbe5beX15f4XH5_FcYOh W uuATaBSLcC3HOeOhFiOAU W 7-0-0 /-4.0 7.0-0 R 3x6 Scale=1:22.6 Plate Offsets(XY)-- f2:0-0-140-0-71.(2:0-0-11,1-2.71 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.26 4-7 >316 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.23 4-7 >361 180 BCLL 0.0. ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 27 lb FT=20% LUMBER - TOP CHORD 2x4 SO No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 3=157/Mechanical, 2=336/0-8-0, 4=92/Mechanical Max Harz 2=241(LC 10) Max Uplift 3=-150(LC 10), 2=-179(LC 10), 4=-14(LC 10) Max Grav 3=188(LC 15), 2=341(LC 15), 4=121(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opst h=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exi3 C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 4 except 6t=1b) ' 3=150, 2=179. Joaquin Velez PE No.60182 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNING-9erlrydes/gn pammetemend NEAD NOTES ON TNISANDINCLUDED 1zREKREFERANCEPAGEMO-7473rev. 1c=r SBEFOREUSE. valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not rat a fruss system. Before use, the building designer must verify the applicability of design Parameters and properly Incorporate this design Into the overall building design. Bracing Indicated i to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general gul once regarding the lacteal storage, delivery, erection and bearing of theses and truss systems. seeuluniV P11 Cualpy Cr6rrda, D3549 and 6C31 au ldkrg Component Safety Nfomlatbrpvailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. 69N Parke East Blvd. Tampa, FL 33610 - Truss Type - �� Sty Ply RST LOT 11flr5 WATERSTONE =,obThus H6A DIAGONAL HIP GIRDER 1 1 Job Reference o ounuers rnswource (clam Ully, rt.1, rlam ury, M- aaeor, 8.240 a Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:28:14 2019 Scale=1:21.4 3x6 = 3x4 = Plate Offsets (X Y)-- f2:0-1-2 Ednel LOADING (psf), SPACING- 2-0-0 CSI. DEPL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.36 6-10 >295 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 VerI CT) -0.33 6-10 >324 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.16 Horz(CT) -0.02 4 n/a We BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 37 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=124/Mechanioal, 2=351/0-6-1, 6=197/Mechanical Max Ho¢ 2=223(LC 8) Max Uplift 4— 132(LC 8), 2=-579(LC 8). 6= 289(LC 8) Max Grav 4=127(LC 28), 2=553(LC 28), 6=233(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3==508/369 BOT CHORD 2-6=-410/384 WEBS 3-6=-414/442 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) na 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. P) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) 4=132, 2=579, 6=289. 7) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 120 lb up at 1-5-12, 141 Ib down and 1201b up at 1-5-12, 100 lb down and 70 lb up at 4-3-11, 1001b down and 701b up at 4-3-11, and 138 lb down and 146 lb up at 7-1-10, and 138 Ib down and 146 Ib up at 7-1-10 on top chord, and 146 lb down and 91 lb up at 1-5-12, 146 lb down and 91 lb up at 1-5-12, 3 lb down and 8 It, up at 4-3-11, 3 Ib dowOand 8 lb up at 4-3-11, and 25 lb down and 29 Ib up at 7-1-10, and 25 lb down and 29 In up at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S).section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads fib) Vert: 11=62(F=31, B=31) 13=-46(F— 23, B=-23) 14=83(F=42, B=42) 15=17(F=8, B=8) 16=-25(F= 13, 8=-13) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Job Truss - Truss Type - Ply LOT 118/5 WATERSTONE Qty T17492590 1855072 H7 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jim 8 2019 MiTek Industries, Inc. Two Jul 2 07:28:15 2019 Page 1 ID:g65k6Z?UVli UQXUS7?YA4XyW 46R-4=rDJZwcHKF W P7eWgbJ_UlOovpOcMlkbXm7zOAUU d-10-10 4-2.0 940.13 1-10-10 4-2.0 5-8-13 Scale =1:22.0 9.9.5 9-10.13 r 9.9-5 Plate Offsets (X Y)— 12:0-1-10 Edge] - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(L-) -0.27 6-9 >440 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.54 6-9 >216 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(CT) 0.01 6 rda n/a BCDL 10.0 Cade FBC2017/TP12014 Matn*MSH Weight: 42 Ile FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4--147/Mechanical, 2=516/0-8-0, 6=309/Mechanical Max Horz 2=241(1-C 8) Max Uplift 4=-167(LC 8), 2=-233(LC 8), 6=-60(LC 8) Max Grav 4=157(LC 28), 2=516(LC 1), 6=333(LC 28) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-838/348 BOT CHORD 2-6=A32/794 WEBS 3-6=-822/447 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purge. BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf; h=151t; B=45ft; L=40tt; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) na 3) This Russ has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 4=167, 2=233. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 lb down and 61 he up at 1-4-15, 103 Ile down and 61lb up at 1-4-15, 113lb down and 83 Ile up at 4-2-15, 113lb doom and 83 Ib up at 4-2-15, and 154 Ib down and 147 lb up at 7-0-14, and 154 lb down and 147 Ib up at 7-0-14 on top chord, and 49 Ile down and 40 lb up at 1-4-15, 49 Ib down and 40lb up at 1-4-15, 21 lb down at 4-2-15. 21 lb down at 4-2-15, and 42 Ib down at 7-0-14, and 42 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate. Increase=1.25 Uniform Loads (pIQ Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 11=-71(F=-36, B=-36) 13=-10(F=-5, B=-5) 14=-61(F=-30, B=-30) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING -Ved/ydeslgnparemefereaad NEADN01£S ON TN/SANDWCLUD£DUI KBEFENANCEPAGEMIF74M.re.. fa,011015BEFOBEUSE. Design valid for use only with Mriek®connocton. this design Is based only upon parameters shown, and 6 for an Individual building component. not ��- a huss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary, and permanent bracing M1Tek, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses antl hum systems, SeeANSVrPil Qua lBy Critelli. DSBd9 and BCSI Bull Component Safety lnfomtationc ilable Rom Truss Plate InsBMe. 218 N. lee Sheet. Suite 312, Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 4, Cry Ply LOT 111V5 WATERSTONE T77492591 1855072 H7P DIAGONAL HIP GIRDER 1 1 Job Reference (optional) builders eirstbource (Plain uny,:i-L), I•lent Ulty, 1-1--33567, 8.240 s Jim 82019 MiTek Industries, Inc. Tue Jul 2 07:28:15 2019 Page 1 ID:g65k6Z?uVliuOXUS7?YA4XyW46R-4zmrOJZwcHKFW P7ejz29tU_YAOUDpPCMIkb%m7z0AUU -1- o", 4.2.0 9-10.13 1-10.10 4-2.0 5-B-13 Scale=1:22.0 Plate Offsets (X,Y)- I2:0-1-10,Edge) LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.48 6-9 >245 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.46 6-9 >253 180 BCLL 0.0 Rep Stress [nor NO WB 0.49 Horz(CT) -0.01 6 r/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 42 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=148/Mechanical, 2=516/0-8-0, 6=309/Mechanical Max Ho¢ 2=241(LC 8) Max Uplift 4=-162(LC 8), 2=449(LC 8), 6=-345(LC 5) Max Grav 4=157(LC 28), 2=516(LC 1), 6=314(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-756/651 BOT CHORD 2-6=-742(724 WEBS 3-6=749/768 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60plate grip DOL=1.60 2) na 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This Miss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joints) except at=lb) 4=162, 2=449, 6=345. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 It, down and 61 Ib up at 14-15, 103 Ib down and 61 Ib up at 14-15, 103 Ib down and 93 lb up at 4-2-15, 103 Ib down and 931b up at 4-2-15, and 139 Its down and 161 Its up at 7-0-14. and 139 lb down and 161 It, up at 7-0-14 on top chord, and 103 go down and 36Ib up at 14-15, 103 Ib down and 36Ib up at 14-15. 11 lb down and 4 Ib up at 4-2-15, 11 Its down and 4 Ito up at 4-2-15, and 34 Ib down and 44 lb up at 7-0-14, and 34 Ib down and 44Ib up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 11=-71(F=-36, B=-36) 13=-10(F=-5, B=.5) 14= 61(F=-30, B=-30) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARN/NG-Veritydesl9npnrsmefersend READ NOTES ON TNISANDINCLUDED 1107EKREFERANCEPAGEMIF74M rev. 1N9Y1e158EP0RE USE Design valid for use only with Mgekee connectors. This design Is based only upon parameters shown, and Is for on individual bullding component, not a fuss system. Before use. me building dedgner must verity the applicability of design parameters and properly Incorporate this design Into the overall building d"gn. Bracing Indicated is to prevent buciring of Individual truss web and/or chord members only. Additional temporary, and permanent bracing MiTek' Is always required for 90blity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage, call erection and bracing of fusses and truss systems. sesANBf/IPU QuT CRedo, 039-09 and SCSI Bull Component 69N Parke East Blvd. Sooty Ntormalbrrrvollobletrdm Truss Plate Iretlfute. 2IS N. Lee Sheet Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type 14 41 1 Ply LOT 11115 WATERSTONET77492592 H7V DIAGONAL HIP GIRDER ry 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 31= 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 07:28:16 2019 Page 1 ID:g65k6Z?uVliu0XUS7?YA4XyW46R-YAKDEfZYNaS68ZigHgZO7W W kMn9SYosVzOK4IZzOAUT Scale =1:23.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.10 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.18 6-7 >645 180 BCLL 0.0 ' Rep Stress [nor NO W B 0.72 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC20171-rP12014 Matrix-M3H Weight: 42111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=162/Mechanica1, 2=517/0-8-0, 5=290/Mechanical Max. Harz 2=241(LC 8) Max Uplift 4=-162(LC 8), 2=-210(LC 8), 5=-73(LC 8) Max Gray 4=174(LC 28), 2=517(LC 1), 5=3151LC 28) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (go) or less except when shown. TOP CHORD 2-3= 1471/457 BOT CHORD 2-7=-535/1378, 6-7=-549/1384 WEBS 3-7=0/257, 3-6=-1354/532 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Beading at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) 5 except 61=11a) ' 4=162, 2=210. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 61 It, up at 1-4-15, 100 lb down and 61111 up at 1-5-0, 115lb down and 88111 up at 4-2-15, 115lb down and 881b up at 4-2-15, and 155 lb down and 151 Ito up at 7-0-14, and 155 lb down and 151 lb up at 7-0-14 on top chord, and 40 Ib down and 15 It, up at 1-0-15, 40 Ib down and 15lb up at 1-5-0, 20 lb down at 4-2-15, 20 Ih down at 4-2-15, and 421b down at 7-0-14, and 42 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Fact Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 7=-8(F=-4, B=-4) 12=-73(F=-36, B=-36) 14=59(F=-29, B=-29) Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING - weNrydesign pe irn.W.enJ BEAD NOTES ON TNISAND INCLUDED UREKREFERANCEPAGE11111i rev. 1GMJz201SBEF0REUSE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown and Is for on Individual building component, not �- a puss system. Before use, the building designer must verify the applloobllity, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and bracing MiTek' pe0nanenl is always repaired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcotlon, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIP11 GuaMr Crli DS6-09 and 6CL luldi Component unfomsatlar ovatable from Teas Plate institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14. 69M Parke East Blvd.Safety Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 974 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. �71 tir LT4" For 4 x 2 orientation, locate plates 0-'4s from outside edge of truss. This symbol Indicates the: required direction of slots In connector plates. 'Plate location details available In MiTek20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by Teti in The bracing section of the output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/rPll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensionsshown ftsixteenths (Draw t scale) III (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1. ESR-1352, ESR1988 ER3907, ESR-2362 ESR-1397, ESR3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-bracing, is always required. See BCSI. 2. Two bracing must be designed by an engineer. For wide two spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced Trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by AN51/1PI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 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 two fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less if no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter two member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.