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HomeMy WebLinkAboutTruss258 Southhall Lane, Suite 200 D Maitland, Florida 32751 81 P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com Website: www.fdseng.com ENGINEERIN[i ASSOCIATES October 29, 2020 Building Department Ref: Adams Homes Lot: Lot 8 B15 Subdivision: Port St. Lucie - Waterstone Address: 5329 San Benedetto Pl. Model: 1780 A RHG KA # 20-6780 Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Builders First Source 9/17/20 2476682 160 C Joaquin Velez 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. rJLF, CO Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 10/29/2020 Carl A. Brown, P.E. FL. # 56126 F`' O lilt, TO °°°di e� 5 R e`` Jam. • C•E N SF ° :4�` 0 v ; •, cS� . 0 87854 o � •• 0/2W2M8 O F <� O� Luis PabI�o s, FL. # 87864 °°;is �ilia%os9a� FDS Engineering Associates, A TSG Company "Your Building Code Experts" � I O v o 0o \ �555 A78 �� � < C5P CS M U \ v i 1 1017# U � \ \ \ � 1r06-00\ 2-0 � -00\ l \ \ \X 12349 bk, at`,l\ 22-D 3-00 } ` 2-0- -00 z-o -00 10'-0" flat I F 0 > 2-0 00 E 2-0 -oo YODD SPACE <- F I 2-0 -00 Ot 2 -00 <-VAULT VAU LTAAul z- 00 2_ _00 i 2- -00 G L 0 ror 7 7 2- -00 0 AUl 0 2 00 I/ i z -00 <- F ° 7 2 _00 , I i 2- -o I< \ z- 00All 13 ' 10'-0" flat z- -oo LLL�— N>X 22089 U o S \ \\ d o o \ C3 \ \ C o cg-�fla 10 ReviewedandApptovd ❑ Revise amd Rmubmit ❑ReviewedwilhNotesi®s ❑NotReviewed(seeeaplavatioa) Caaectiens oreeanffints made on egoqreot mbrmttals or shop dow'mg daring this remewdo oat relieves coxtractor from compliance with requirements of the drawings and speeifiralices This check is only for review of general eanf:mcance with the concept of Ore project and general comild ore vlrith the i rfmmtim gnm in the contaid daces The contractor s responsible tin com%mng and ooadabog eD goaLddi.es and d>memions; seleetmy fatmcatioa prpoesses andferhmgorsofL comdmatmg his wakvMh that ofall oOLer trade.^,end perl'o�oy his work in s safe andsatisfactoryn®ne FDS ENGINEERING ASSOCIATES Date: iwDfig20 By: BH STAND_ ProjatNo.:20-M PmjeetFng: Luis To PmjeGNam: AdmmsHomrs-PortSt-1-Waterstonelet 9BUL5 VERIFY ALL DIMENSIONS AND CEILING CONDITIONS PRIOR TO ""OVAL SOME CEILING FRAMING REQUIRED IN FIELD GY GUILDER MAIN Wa10 FORCE RLSSTING SYSTEMICC NYGRIO 15'IrA ASCEr-1G E WILECUP RECATE00RYC OCANLY CATEGORYD WIN W WIND LOAD WIND TA CE TRUSESHAV BENDTORN.OD TRUSSED HAVE BEEN ADESIGNEDFORA raADD BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANYYOTHER HER LIVE LOADS ROOF LOADING FLOOR LOADING TCLL: 20 PSF TCLL: 40 PSF TCDL" 07 PSF TCDL" 10 PSF BCDL" 10 PSF BCOL" 5 PSF TOTAL, 37 PSF TOTAL" 66 PSF DURATION: 1.25 DURATION: 1.00 IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. By Date CAUTIONIII DO NOT ATTEMPT TO .ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCFBI SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (le. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE. FBC2017 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: MODEL 1780 A ADDRESS: 1 5329 SAN 13ENEDETTO PL LOT I BLOCK: 816 SUBDIVISION: WATERSTONE CITY: FT PIERCE WN BY. K SANCHEZ OB p : 2476682 DATE I o9N6/2020 SCALE: NTS PLAN DATE: 2020 REVISIONS: 1. 2. 3. 4. L�Buitders' 4408 Airport Road Plant City, FL 33663 Ph.(813) 306-1300 Fax (813) 305-1301 mm Wt MiTek` RE: 2476682 MiTek USA, Inc. LOT 8/5 WATERSTONE 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: ADAMS HOMES Project Name: 2476682 Lot/Block: 8/5 Model: 1780 A Address: 5329 SAN BENEDETTO PL Subdivision: WATERSTONE City: FT PIERCE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek'20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 35 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T21330214 A01 9/17/2020 21 T21330234 C3A 9/17/2020 2 T21330215 A02 9/17/2020 22 T21330235 C3P 9/17/2020 3 T21330216 A03 9/17/2020 23 T21330236 C3V 9/17/2020 4 T21330217 A04 9/17/2020 24 T21330237 C5 9/17/2020 5 T21330218 A05 9/17/2020 25 T21330238 C5A 9/17/2020 6 T21330219 A06 9/17/2020 26 T21330239 C5P 9/17/2020 7 T21330220 A07 9/17/2020 27 T21330240 C5V 9/17/2020 8 T21330221 A08 9/17/2020 28 T21330241 E6A 9/17/2020 9 T21330222 A09 9/17/2020 29 T21330242 E7 9/17/2020 10 T21330223 A10 9/17/2020 30 T21330243 E7P 9/17/2020 11 T21330224 All 9/17/2020 31 T21330244 E7V 9/17/2020 12 T21330225 Al2 9/17/2020 32 T21330245 1-16A 9/17/2020 13 T21330226 A13 9/17/2020 33 T21330246 H7 9/17/2020 14 T21330227 A14 9/17/2020 34 T21330247 H7P 9/17/2020 15 T21330228 A15 9/17/2020 35 T21330248 H7V 9/17/2020 16 T21330229 Cl 9/17/2020 17 T21330230 C1A 9/17/2020 18 T21330231 C1 P 9/17/2020 19 T21330232 C1 V 9/17/2020 20 T21330233 C3 9/17/2020 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 Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1 of 1 Velez, Joaquin �a :r 17, 2020 Truss Truss Type City Ply r2476682 A01 Special Truss 10 1 �LOT815WATERSTONE T21330214 Job Reference c tional ar O �•�0t 'a,'• •n' �n ^� r rr, �� 000er 6.24U s Mar 9 2020 MiTek Industries, Inc. Thu Sep 1710:03:40 2020 Page 1 ID:g65k6Z?uV IiuQXUS7?YA4XyW46R-Jm H W35hOpEpg5VuyGyC8YXMkSUU Rzts 1 Opn?lycm_n 1 4-0 8-8-0 14-4-13 20-0-0 25-7-3 31-4-0 40.0-0 1-4 0 5-8-12 5-7-3 5-7-3 5-8-12 8-8-0 -4-0 5x8 3.00 12 n nn 5x6 3x6 = 40-0-0 Scale = 1:71.9 5x8 ZZ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.56 13 >862 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.96 Vert(CT) -0.8413-14 >569 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 207 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural woad sheathing directly applied or 2-9-15 oc purlins. 1-3,7-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-13, 6-13, 7-11, 4-13, 3-14 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=437(LC 9) Max Uplift 2=-803(LC 10), 8=-803(LC 10) Max Grav 2=1552(LC 1), 8=1552(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4863/2613, 3-4=-3009/1788, 4-5=-2143/1417, 5-6=-2143/1417, 6-7=-3009/1788, 7-8=-4863/2613 BOT CHORD 2-15=-2145/4642, 14-15=-2031/4385, 13-14=-1151/2717, 11-13=-1151/2633, 10-1 1=-2031/4139, 8-10=-2145/4380 WEBS 5-13=-888/1571, 6-13=-1132/690, 6-11=-341/812, 7-11=-1678/965, 7-10=-449/1158, 4-13=-1198/690, 4-14=-341/877, 3-14=-18301965, 3-15=-449/1230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; 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, Intedor(1) 2-8-0 to 16-0-0, Extedor(2) 16-0-0 to 24-0-0, Interior(1) 24-0-0 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 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 8=803. September 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSNTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job e City Ply LOT 8/5 WATERSTONE 2476682 TA02 TH.pTmu.. 1 1 T21330215 R,4flrlcre Job Reference o tional M O �� •r • �n a,,. ,rr, ���or. 8.240 S Mar 9 2020 MiTek Industries, Inc. Thu Sep 17 10:03:42 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-F80GUniGLs3XKp1 N4h_gDzdiDFAvvuz9Vilt3dycm_I 1-0-0 6-8-0 14-0-11 19-M 21-0-0 25-74 31-4-0 40-0-0 1-4 -4-0 8-8-0 5-8-11 4-7-4 2-0-0 4-7-4 5-8-11 8-8-0 -4-0 Scale=1:74.3 5x8 3.00 12 6.00 12 14-0-11 5x6 = 5x6 = 25-7-4 3x6 = 40-M 5x8 ZZ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.55 14 >880 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.83 16-17 >579 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 215 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. 1-3,8-10: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 3-16, 4-15, 7-14, 8-12 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=418(LC 9) Max Uplift 2=-803(LC 10), 9=-803(LC 10) Max Grav 2=1552(LC 1), 9=1552(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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=-2347/4382 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=-367/848, 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.Opsf; h=15ft; B=45ft; 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 13-4-2, Extedor(2) 134-2 to 26-7-14, Interior(1) 26-7-14 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. September 17,2020. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Tp/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2476682 A03 Hip Truss 1 1 �LOT8/5WATERSTONE T21330216 �n0a F' S I Job Reference (optional) ers Irst ource (P an, City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 17 10:03:44 2020 Page 1 ID:g65k6Z?uV IIUQXUS7?YA4XyW46R-BXW OvSk WtTKFa6BmB50810iOU3rtNj2SyOn_8 Wycm_j 14-0 8-8-0 12-64 17-U 23-M 27-5-12 314-0 40-0-0 14-0 4-0 8-8-0 3-104 4-5-12 6-0-0 4-5-12 3-104 8-8-0 4-0 5x6 = 6.00 12 5x8 = Scale=1:74.3 5x8 = 3.00 12 5x8 314-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.56 11-13 >859 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.97 11-13 >496 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 206 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-3,8-10: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 6-14 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=377(LC 9) Max Uplift 2=-803(LC 10), 9=-803(LC 10) Max Grav 2=1552(LC 1), 9=1552(LC 1) 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=-4859/2953 BOT CHORD 2-15=-2454/4688, 14-15=-1614/3101, 13-14=-105612230, 11-13=-1613/2938, 9-11=-2454/4374 WEBS 3-15=-375/383, 4-15=-118612202, 4-14=-11111775, 5-14=-458/828, 6-14=-254/256, 6-13=-458/922, 7-13=-1046/775, 7-11 =-1 186/2050, 8-11=-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.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ll; 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 11-4-2, Extedor(2) 11-4-2 to 28-7-14, Interior(1) 28-7-14 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSIrrPI 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 Ot=lb) 2=803, 9=803. September 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetyinformation available from Tmss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 8/5 WATERSTONE T21330217 2476682 A04 Hip Truss 1 1 Job Reference (optional) .75 uum;6 t61 n . 'Ly, Waco -ty, r� - 0000i, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 17 10:03:47 2020 Page 1 ID:g65k6Z?uV IiuQXUS7?YA4XyW46R-c6C9XUmP90iq RawKsEarwOKW NGspaA4ue_Oelrycm_g 1-4-0 8-8-0 15-0-0 20-0-0 25-0-0 31 40 40-0-0 1 4-0 -4-0 8-8-0 6-4-0 5-0-0 5-0-0 6-4-0 8-8-0 -4 5x6 = 6.00 12 3x4 = 5x6 = 5 6 23 5x8 % 3.00 12 5x8 25-0-0 40-0-0 Scale = 1:74.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 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 WB 0.50 Horz(CT) 0.60 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pudins. 1-3,7-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 3-13, 7-11 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Hors 2=-336(LC 8) Max Uplift 2=-803(LC 10), 8=-803(LC 10) Max Grav 2=1552(LC 1), 8=1552(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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=-487513142 BOT CHORD 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 =-1 830/1281, 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) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; 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 9-4-2, Extedor(2) 9-4-2 to 30-7-14, Interior(1) 30-7-14 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSIIrPI 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 Qt=lb) 2=803, 8=803. September 17,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type City Ply �2476682 FA05 Hip Truss 1 1 �LOT1115WAT61RSTONE T21330218 Job Reference o lional "- --- -- - -.." • -11 • •.^• .,,.r• . � - ts.z4u s Mar 9 ZU2D Mi fek Industries, Inc. Thu Sep 17 10:03:48 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-4lmXlgn 1 wigh2kVXQx54TEthDgLyJ W61 telCHHycm_f 14-0 94-0 13-0.0 174-0 20-8-0 27-0-0 314-0 40-0-0 1-4-0 4-0 94-0 3-8-0 44-0 3-4.0 64-0 44-0 8-8-0 4-0 6.00 12 5x8 = 2x4 11 4 26 27 5 28 I 1e 14 3x6 = 1.5x8 STP = 5x8 = 3x6 = 3x4 11 3x6 11 94-0 5x8 = 296 3.00 12 3x6 Scale = 1:74.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.47 17-20 >240 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.37 17-20 >301 180 BCLL 0.0 Rep Stress [nor YES WB 0.90 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH 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 oc purlins. 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. (size) 2=0-8-0, 8=0-8-0, 17=0-8-0 Max Horz 2=295(LC 9) Max Uplift 2=-428(LC 20), 8=-568(LC 10), 17=1158(LC 10) Max Grav 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=-1170/736, 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=-378/731, 7-11 =-1 221/864, 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: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-4-2, Extedor(2) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to 21-4-2, Exterior(2) 21-4-2 to 32-7-14, Interior(1) 32-7-14 to 37-4-0, 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=428, 8=568, 17=1158. September 17,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply 2476682 A06 Hip Truss �Qty 1 1 �LOT8/5WATERSTONE T21330219 Job Reference (optional) o.L-.v a mat LULV "n, 1 CR 11-bill CS, mc. i nu oep I r I u:uo:4s tutu rage l ID:g65k6Z?uViiuOXUS7?YA4XyW46 R-YUJvyAofh?yYgt4j_fcJ?RPpm4en200861Vlpjycm_e 14-0 6-11-0 11-0-0 15-1-2 20-8-0 29-0-0 314-0 40-0-0 1-4-0 4-0 6-11-0 4-1-0 4-1-3 5-6-14 84-0 24-0 8-8-0 4-0 Scale = 1:72.6 5x6 = 5x6 = 3x4 II Sx8 = 427 28 5 29 6 30 31 7 32 z�A a 3x6 1.5x8 STP = 3x6 = V 2x4 11 3x6 zzz = 6x8 = 5x8 = 3.00 12 9.4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC 0.98 BC 0.62 WB 0.71 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.43 18-21 >261 240 0.34 18-21 >326 180 0.13 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 212 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. Except: 6-15: 2x4 SP No.2 10-0-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13, 4-18 REACTIONS. (size) 2=0-8-0, 9=0-8-0, 18=0-8-0 Max Hors 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. (lb) -Max. Comp./Max. 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=-11811910,7-8=-1841/1321, 8-9=-2624/1687 BOT CHORD 2-18=-1366/768,16-18=-864/721,6-13=-427/449,12-13=-715/1632,11-12=-1227/2216, 9-11 =-1 297/2342 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=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 5-4-2, Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 23-4-2, Exterior(2) 23-4-2 to 34-7-14, Interior(1) 34-7-14 to 37-4-0, Exterior(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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=563, 9=545, 18=1258. September 17,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP1l Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Salefylnlormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply LOT 8/5 WATERSTONE r"y T21330220 2476682 A07 Hip Truss 1 Job Reference o lional " • " ----- �• �•'� �• `�'9. • �h • ��� �� ..,,r, - +++ 8.L9U s Mar U ZULU MI I eK Ina Usines, Inc. i nu Sep 1 t 1U:U3:01 Zuzu rage 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-UIRgNspvDdCGvBD654en5sUBJtEN WyLUZb_sucycm_c 1-4-0 6-1-11 9-0-0 14-7-9 20-8-0 25-10-8 31-0-0 33-10-5 40-M 1-4-0 -4-0 6-1-11 2-10-5 5-7-9 6-0-7 5-2-8 5-1-8 2-10-5 Scale = 1:72.6 5x6 = 5x12 = 2x4 II 3x4 = 5x6 = 6.00 12 4 27 28 5 29 6 730 31 32 8 1.5x8 STP = 17 "' "' 14 3x6 = 3x6 = 2x4 I 6x8 = 3.00 12 3x6 zzz 3x4 = 20-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.85 BC 0.93 WB 0.61 Matrix-MSH DEFL. in (loc) Vdefl Ud Vert(LL) 0.41 18-21 >269 240 Vert(CT) -1.02 12-13 >365 180 Horz(CT) 0.16 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 206 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc 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 1 Row at midpt 5-18 REACTIONS. (size) 2=0-8-0, 10=0-8-0, 18=0-8-0 Max Horz 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 (lb) or less except when shown. TOP CHORD 2-3=-910/2051, 3-4=-1044/2131, 4-5=-932/1929, 5-6=-1124/716, 6-7=-1174/715, 7-8=-1889/1298, 8-9=-2268/1467, 9-10=-2556/1729 BOT CHORD 2-18=-1802/978, 16-18=-348/435, 6-13=-274/258, 12-13=-933/1845, 10-12=-1364/2297 WEBS 4-18=-11171655, 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; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 25-4-2, Extedor(2) 25-4-2 to 36-7-14, Interior(1) 36-7-14 to 37-4-0, Extedor(2) 37-4-0 to 414-0 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=795, 10=517, 18=1401. September 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!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 trusses and truss systems, see ANS/717PH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply LOT 8/5 WATERSTONE T21330221 2476682 A08 HIP TRUSS �Qty 1 2 :,�___ �:__.�_..___ , ,__. :... �• . _____ Job Reference o tional ----- - • - -,-,• ••-••• -••.. • - ...... o. u J iviar s zuzu mi i eK muustries, inc. t nu aep 1 t 1u:uomb zuzu rage 1 11-04 --00 11-10-11 1 0.1 I D: q 65k6Z? u V l i uQXUS7?YA4XyW46R-rrEZQZt229gYOy63ud Eyow4CO3.0.7u0_ZBAI Dj lhdZpycm_X 96 2810.2 330.10 G0 1-0 -0 -0-2-6-1-2-0 3-12 1110.. 1-09 7-0 Scale = 1:72.6 5x6 = 4x6 = 5x8 = 7x10 = 6.00 12 3 4 31 5 32 33 6 34 5x6 = 2x4 II 5x8 = 6x8 = 7 35 8 3637 9 38 10 1.5x8 STP 24 Z3 22 21 39 20 40 19 -..-18 6 = 4x6 =1 5x8 STP 22-8-0 2x4 11 5x8 = 2x4 11 4x6 zz 3x6 = I 3.00 12 6x8 = 13-0-11 , 16-95 21-4-0 22-8-0, 25-2-6 . 28-10-2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.78 BC 0.81 WB 0.76 Matrix-MSH DEFL. in (]cc) I/deft Lid Vert(LL) 0.37 15-16 >996 240 Vert(CT) -0.46 15-16 >798 180 Horz(CT) 0.17 12 file n/a PLATES MT20 Weight: 477 lb GRIP 244/190 FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-5 cc purlins. 3-6: 2x6 SP No.2, 6-10: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-11-14 cc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 cc bracing: 17-19 7-19: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0, 23=0-8-0 Max Horz 2=-171(LC 23) Max Uplift 2=-1976(LC 30), 12=-1010(LC 8), 23=-3750(LC 8) Max Grav 2=686(LC 6), 12=1752(LC 30), 23=6167(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1988/4636, 3-4=-1626/4012, 4-5=-3001/5824, 5-6=-234/358, 6-7=-3648/1983, 7-8=-5434/3043, 8-9=-5434/3043, 9-10=-5152/2829, 10-11=-5587/3024, 11-12=-5354/2905 BOT CHORD 2-24=-4173/1918, 23-24=-5876/3239, 21-23=-2815/1614, 20-21=-2815/1614, 17-19=0/368, 7-17=-11061840, 16-17=-1801/3799, 15-16=-3071/5810, 14-15=-3071/5810, 12-14=-2488/4774 WEBS 3-24=-2407/1250, 4-23=-3260/2281, 5-21=0/302, 5-20=1804/3419, 6-20=-2048/1234, 17-20=-258/256, 6-17=-2109/4078, 7-16=-1110/1848, 8-16=-546/428, 9-16=-482/312, 9-15=17/317, 9-14=-879/538, 10-14=-867/1926, 11-14=-603/773, 4-24=-2364/3500, 5-23=-4187/2224 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 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify :onIORa tltpaVaWOg surface SAnfPmhPr 17 9f19f1 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Toll Quality Criteria, DSB-89 and BCS/ Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parke 36610 East b City Ply LOT 815 WATERSTONE �J20476682 �����H'I'P�TRU T21330221 1 Job Reference o tional ..,.r, /• a..r �'Y' r� - ooaor, ts.z4u s Mar a ZUZU MI I eK Inllustnes, Inc. Thu Sep 17 10:03:57 2020 Page 2 NOTES- ID:g65k6Z?uVliuQXUS7?YA4XyW46R-JloxevugpTyPd6hFSKIBK7kEtlJowdYMxXRA5Gycm_W 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1976, 12=1010, 23=3750. 10) 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. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 211 lb up at 7-0-0, 158 lb down and 202 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,'l78 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 lb up at 24-11-4, 172 lb down and 165 lb up at 26-11-4, 172 lb down and 165 lb up at 28-11-4, and 172 lb down and 165 lb up at 30-11-4, and 352 lb down and 373 lb up at 33-0-0 on top chord, and 388 lb down and 456 lb 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 lb down at 17-0-12, 84 lb down at 19-0-12, 84 lb down at 21-2-4, 81 lb down and 34 lb up at 22-8-0, 81 lb dawn and 34 lb up at 24-11-4, 81 lb 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 30-11-4, and 350 lb down and 135 lb 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 + Roof 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 (lb) Vert: 3=-115(F)10=-189(F) 22=-63(F) 19=-63(F) 7=-112(F) 14=-334(F) 24=-388(F) 4=-115(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) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T ek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M i O fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 8/5 WATERSTONE 2476682 A09 Hip Truss 1 1 T21330222 n M r rS PI Job Reference optional 0 ource ( ant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 1710:03:58 2020 Page 1 I D:g65k6Z?uV I iuQXUS 7?YA4Xy W46 R-n D MJ rFvIZm4GFGGS 02GQtLHMm idff4tWABAkeiycm_V 14.0 B-&0 13-6-0 18-0-0 20-0-8 1-8-0 27-0-9 33-8-5 40-0-0 1-0-0 1-0-0 8-8-0 4-10-0 4-10-0 2-0-8 138 5-8-9 6-1-12 6b11 1A 6.00 12 5x6 = 4x6 = 3x6 = 5 6 7 ..,.., — 14 19-7-0 3x6 3.00 12 x8 = Sx6— 3x4 = 20-64 20-5-0 8-8-0 184-0 2048 1-8-0 29-7-2 40-0-0 B-B-O "_0 2-0-8 8 7-11-2 10414 0.14 Scale = 1:74.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(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 Incr YES WB 0.76 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-14: 2x4 SP No.3 1 Row at midpt 6-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (size) 2=0-8-0, 14=0-3-8, 10=0-8-0 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 (lb) 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=-1032/796, 9-10=-1314/923 BOT CHORD 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: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 12-8-2, Exterior(2) 12-8-2 to 27-4-9, Interior(1) 27-4-9 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=545, 14=531, 10=530. September 17,2020 ® WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnallon available from Tmss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2476682 A10 Hip Truss 1 1 �LOT8/5WATERSTONE T21330223 p r a Job Reference (optional) m O cu.Ce 1' 'a,. "y I10"r Amy, rL - c000r, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 1710:03:59 2020 Page 1 ID:g65k6Z?uV IIUQXUS7?YA4XyW46R-FQwh2bwwK4D7tQgeZlofPYgXX6_AOaufPrwHA8ycm_U 1-4-0 85-0 16�-0 20-4-8 210 31-75 40-0-0 14-0 7-0-0 B-8-0 748-0 4-0-8 3-3-8 7-115 8-4-11 5x6 = 6.00 12 4x6 = 5x8 = Scale = 1:74.3 3x6 3.00 12 6x8 = 3x4 = 3x6 = 2x4 II 3x6 = 20-6-4 &8-0 16-4-0 4-G- 8 20. 23." 31-M 40-0-0 B-8-0 7-&0 4-0-8 -8 3-1-12 7-11-5 8-0-11 0 0 T N I< 6 date onsets (A,yj— 12:U-U-14,U-U-71 13:0-4-0 0-3-01 [4:0-4-0 0-2-81 [6:05-8 0-2-4] [7.0-4-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft 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) -0.35 16-19 >702 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) -0.03 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. 5-13: 2x4 SP No.3 WEBS 1 Row at midpt 3-15, 6-13, 7-12 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-3-8, 8=0-8-0 Max Horz 2=363(LC 9) Max Uplift 2=-539(LC 10), 13=-543(LC 10), 8=-523(LC 10) Max Grav 2=791(LC 19). 13=1574(LC 1), 8=844(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1912/1453, 3-4=-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=-1033/1815, 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=0/364 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=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 10-8-2, Exterior(2) 10-8-2 to 29-3-14, Interior(1) 29-3-14 to 37-4-0, Exterior(2) 37-4-0 to 41-4-0 zone;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=539, 13=543, 8=523. September 17,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply LOT 8/5 WATERSTONET21330224 2476682A11 Hip Truss �Qty 1 Job Reference o tional "-' --' �'•• w• ' �.rr, - 00—, 6.24U s Mar 9 2020 MiTek Industries, Inc. Thu Sep 1710:04:01 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-Bo2STHxBshTr6j_7 hAg7VzvuuvhtsO6ys9POE1 ycm_S 1-4-0 8 8-0 14-4-0 25-8-0 33-1-9 40-0-0 1-4-0 -4-0 8-8-0 5-8-0 11-4-0 7-5-9 6-10-7 -4-0 3x6 3.00 12 6.00 12 14-4-0 5x6 = 46 = 5x8 = 13 -- 12 - 10 6x8 = 3x4 = 3x6 = - _ - 2x4 11 3x6 = Scale = 1:74.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.18 16-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.37 16-19 >673 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-MSH Weight: 210 lb FT = 20% LUMBER- BRACING- ' TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 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. (size) 2=0-8-0, 13=0-3-8, 8=0-8-0 Max Horz 2=322(LC 9) Max Uplift 2=-526(LC 10), 13=-568(LC 10), 8=-51 O(LC 10) Max Grav 2=799(LC 19), 13=1555(LC 1), 8=852(LC 16) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1934/1435, 3-4=-685/793, 4-5=-576/790, 5-6=-1301501, 6-7=-587/647, 7-8=-12831942 BOT CHORD 2-16=-1071/1936, 15-16=-1008/1802, 13-14=-984/635, 5-14=-9191652, 12-13=-122/362, 10-12=-637/1069,8-10=-635/1073 WEBS 3-16=-208/620, 3-15=-12821870, 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=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=526, 13=568, 8=510. September 17,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing P iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safefy informatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 8/5 WATERSTONE T21330225 2476682 Al2 Hip Truss 1 1 Job Reference o lional ----- - ------ -- •- • -••�• -•• •-••• --••n • - ����• • a.c u s mar a LULU mi I eK Inausines, Inc. I nu Sep i / lu:u4:uz Zulu Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-g_cghcypd?biktZDFtLM1 BS30J I sbx955p8xnTycm_R 1.4-0 5-11-1 8-8-0 12-4-0 16-6-4 20-5-0 27-8-0 32-8-12 40-0-0 1-4-0 -4-0 5-11-1 2-8-15 3-8-0 4-2-4 3-10-12 7-3-0 5-0.12 7-3-4 -4-0 Scale = 1:72.6 5x6 = 3x4 = 3x4 II 5x8 = 4 26 5 27 6 28 29 7 6x8 = 3x6 = 2x4 II 3x6 = 3x6 3.00 12 1 27-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2017frP12014 CSI. TC 0.86 BC 0.81 WB 0.55 Matrix-MSH DEFL. in (loc) I/defl Lid Vert(LL) 0.18 17-20 >999 240 Vert(CT) -0.37 17-20 >666 180 Horz(CT) 0.03 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 205 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. 6-14: 2x4 SP No.3 WEBS 1 Row at midpt 7-14 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 14=0-3-8, 9=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. (lb) -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=-1091393, 6-7=-117/443, 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=4.2psf, 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) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 6-8-2, Exterior(2) 6-8-2 to 17-11-14, Interior(1) 17-11-14 to 22-0-2, Exterior(2) 22-0-2 to 33-3-14, Interior(1) 33-3-14 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=506, 14=610, 9=489. September 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-99 and BCS/ Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply :EA13 T21330226 2476682 Hip Truss 1 1 �LOT8/5WATERSTONE Job Reference o tional 3rs FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 1710:04:04 2020 Page 1 ID:g65k6Z?uV IIUQXUS7?YA4XyW46R-cNja61_39crQzBjcMINg6cXOo7ig3oBOY7d2rMycm_P 1-4-0 8-8-0 10.4-0 154-8 20.4-8 25-0.8 2110 33-11-3 40.0.0 1-4-0 14-0 8-8-0 1-8-0 5-0-8 5-0.0 4-8-04-3-314-0 5x6 = 5x6 = 2x4 II 3x4 = 5x6 = _ 2x4 11 4 27 28 529 6 30 7 31 . 32 8 r1 1 0 3x6 3.00 12 6x8 = 3x6 = 3x8 = 2x4 II 3x6 = 20-64 e-e-0 10-4-0 154-8 20-4-8 24 29-M 33-11-3 40-0-0 8-8-0 1A-0 5-0-e 5-0-0 -8 9-1-12 4-3-3 6-0-13 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 7.0 Lumber DOL 1.25 BC 0.79 BCLL 0.0 Rep Stress Incr YES WB 0.77 BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-15: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 15=0-3-8, 10=0-8-0 Max Horz 2=240(LC 9) Max Uplift 2=-495(LC 10), 15=-633(LC 10), 10=-477(LC 10) Max Gram 2=816(LC 19), 15=1517(LC 1), 10=837(LC 16) Scale = 1:72.6 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.18 13-15 >999 240 MT20 244/190 Vert(CT) -0.37 13-15 >623 180 Horz(CT) 0.04 10 n/a n/a Weight: 203 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins BOT CHORD Rigid ceiling directly applied or 4-11-11 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1985/1438, 3-4=-2113/1797, 4-5=-868/896, 5-6=-110/342, 6-7=-122/380, 7-8=-764/767, 8-9=-886/783, 9-1 0=-1 257/964 BOT CHORD 2-18=-1069/1921, 17-18=-594/1255, 16-17=-427/862, 15-16=-909/591, 6-16=-258/238, 13-15=-229/419, 12-13=-654/1 052, 10-12=-654/1052 WEBS 3-18=-581/703, 4-18=-102311352, 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=4.2psf; 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) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-8-2, Exterior(2) 4-8-2 to 15-11-14, Interior(1) 15-11-14 to 24-0-2, Exterior(2) 24-0-2 to 35-3-14, Intedor(1) 35-3-14 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=495,15=633,10=477. September 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSnPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 815 WATERSTONE T21330227 2476682 A14 Special Truss 1 1 Job Reference (optional) ••--•-•- -•• •• •-•v• • �n • ..,,r, - — I e.L9u s mar a Lulu mi I eK inausirles, Inc. I nu 6ep i t iu:U4:Ub zuzu rage 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-4ZHzJe hwwzHbLlowOu3fp4bAX2xoKvYnnNbNoycm_O 14-0 84-0 14fi_ 20-4-8 28-4-0 2 0 31-0-0 40-0-0 14-0 84-0 5-24 5-104 7-11-8 0-8 2-0-0 9-0-0 140 5x6 = Scale = 1:75.4 5x8 = 6.00 12 vS 97 9R4 5x8 = 3x4 II 8x12 = 5x6 = 5 vo 6 7 8 13 6x8 = _ 2x4 II 3x4 = 3x6 3.00 12 3x6 — 3x6 = 4-64 LOADING (psf) - TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.82 BC 0.79 WB 0.42 Matrix-MSH DEFL. in (loc) I/defl L/d Vert(LL) 0.28 11-23 >845 240 Vert(CT) -0.40 11-23 >584 180 Horz(CT) 0.06 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 190 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-3,8-10: 2x4 SP No.1, 6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-14 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-15, 6-14 5-14: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 14=0-3-8, 9=0-8-0 Max Horz 2=213(LC 9) Max Uplift 2=-473(LC 10), 14=-676(LC 10), 9=-456(LC 10) Max Grav 2=802(LC 19), 14=1542(LC 1), 9=789(LC 16) FORCES. (lb) -Max. Comp./Max. 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=-826/786, 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, 4-1 5=-1 586/897, 6-14=-908/487 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=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, 1nterior(1) 2-8-0 to 4-4-0, Exterior(2) 4-4-0 to 12-4-0, Interior(1) 12-4-0 to 28-4-0, Exterior(2) 28-4-0 to 35-0-0, Interiof(1) 35-0-0 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=473, 14=676, 9=456. September 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. �' Design valid for use onlywith MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M !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 trusses and truss systems, see ANS11TpI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 8/5 WATERSTONE 2476682 A15 Special Truss 1 1 T21330228 1, • _____ Job Reference (optional) - - - --- -- -- • -- --.• -•-• •• --••,: - ����• . 0.4YU J Mel a NLU MI I eK rnUUSU"IeS, Inc. I nu aep l i iu:U4:Ud zuzu rage 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-U8z5xg 1 aDrLrSol Nb8SmH Ri3Bk3p?cg_TIbF_7ycm_L 1 4-0 6 4-0 12-0-2 17-0-14 22-1-11 26-4-0 27-0 33-0-0 40-0-0 1-4-0 5-0-13 5-0-13 4-2-5 0-8- 6-0-0 7-0-0 -4-0 Scale = 1:74.0 5x6 5x8 = 5x6 = 5x8 = 6.00 12 5x8 = 2x4 II 5x6 = 3 25 26 27 4 2829 30 5 31 6 7 8 32 33 34 9 1035 36 37 1r 38 1b 15 14 13 39 40 12 3x6 = 2x4 II 5x6 = 7x10 = 3x6 =3x6 = 3x8 = 2x4 II 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017(rP12014 CSI. TC 0.97 BC 0.84 WB 0.74 Matrix-MSH DEFL. in (loc) I/deft Ud Vert(LL) 0.15 17-18 >999 240 Vert(CT) -0.24 12-13 >999 180 Horz(CT) 0.07 10 We n/a PLATES GRIP MT20 244/190 Weight: 201 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-4,8-9,4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-4-0 cc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-16, 6-16, 7-15 14-17: 2x4 SP No.2 P WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 16=7-2-4, 10=0-8-0 Max Horz 2=172(LC 24) Max Uplift 2=-897(LC 8), 16=-2379(LC 8), 10=-729(LC 8) Max Grav 2=642(LC 17), 16=3325(LC 1), 10=1489(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-870/1329, 3-4=0/627, 4-5=-1144/1942, 5-6=-114411942, 6-7=-584/119, 7-8=-2311/962, 8-9=-2196/961, 9-10=-2647/1154 BOT CHORD 2-18=-1043/720, 17-18=-1068/738, 16-17=-592/0, 15-16=0/552, 13-15=-656/2063, 12-13=-867/2301, 10-12=-865/2274 WEBS 3-18=-545/524, 3-17=-953/761, 4-17=-596/738, 4-16=-2140/2063, 5-16=-453/459, 6-16=-2866/1496, 6-15=-536/1239, 7-15=-1921/961, 8-13=0/500, 9-13=-255/218, 9-12=-45/714, 7-13=-522/506 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=40ft; eave=5ft; 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 ACQ, 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=897,16=2379,10=729. :ontinued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 141II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 8/5 WATERSTQNET21330228 2476682 A15 Special Truss 1 1ob [OT Reference o tional --••-- - • ••-••----•-- r• •�••• --••>• • �n • .,,,r, • - ����r, rs.zvu s mar a zuzu ml I eK rnoustnes, Inc. l hu Sep 17 10:04:08 2020 Page 2 NOTES- ID:g65k6Z?u V IiUQXUS7?YA4XyW46R-U8z5xg 1 aDrLrSol Nb8SmHRi3Bk3p?cg_TlbF_7ycm_L 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 169 lb up at 7-1-1, 144 lb down and 166 lb up at 9-1-1, 144 lb down and 166 lb up at 11-1-1, 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 185 lb 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 301 lb down and 326 lb up at 33-0-0 on top chord, and 163 lb down and 252 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 lb dawn and 70 lb up at 11-1-1, 65 lb down and 106 lb up at 13-1-1, 406 lb down and 138 lb up at 27-0-0, 84 lb down at 29-0-12, and 84 lb down at 31-0-12, and 406 lb dawn and 138 lb up at 32-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-8=-54, 8-9=-54, 9-11=-54, 19-22=-20 Concentrated Loads (lb) Vert: 8=-112(B)9=-133(B)18=-163(B)5=-82(B)13=-391(B)12=-391(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(13) 37=-41(B) 38=-41(B) 39=-63(B) 40=-63(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 - uss i ype IQty Ply Eb T 8/5 WATERSTONE 476682 C1 Jack -Open Truss q 1T21330229 Reference (optional) Builders FirstScurce (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 17 10:04:08 2020 Page 1 -1.4-0 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-U8z5xg 1 aDrLrSo1 Nb8SmH RiF9kGO?n9_TlbF_7ycm_L 0-11-4 1-4-0 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=-15(LC 1) Max Gram 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exter or(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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=195. September 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITeI(� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, DSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 8/5 WATERSTONE 2476682 CIA Jack -Open Truss 2 1 T21330230 R. aiAo— 1.1- 13" Job Reference o tional ^Y• 6.24U s Mar 9 2020 MiTek Industries, Inc. Thu Sep 1710:04:09 2020 Page 1 -1-4-0 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-yLXT901C_9Ti3ybZ9sz?pfEQv8Y3kEP7iPLpXZycm_K 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 0-8-0 0-11-4 0-8-0 0-3-4 Plate Offsets (X,Y)— [2:04-0 0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 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 WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 4=Mechanical, 2=0-4-0 Max Horz 2=79(LC 10) 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=305. September 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MMOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetYlnrormatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply LOT 8/5 WATERSTONET21330231 2476682 C1P Jack -Open Truss �Qty 1 Job Reference (optional) s roswuurce tnant City, rill Plant c¢y, rt--saobt, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 17 10:04:10 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-RX5sML2glSbZh6AIjZU EMsnbfYxsThfHx34M3?ycm—J -1-4-0 0-11- 1-4-0 0-111 Scale = 1:7.6 0- 1- 0-114� Plate Offsets (X,Y)— [2:0-1-4 0-0-2) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(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 Incr YES WB 0.00 Horz(CT) 0.00 4 rite n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) Or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=195. September 17,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V1iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPN Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 8/5 WATERSTONE 2476682 C1 V Jack -Open Truss 2 1 T21330232 e..:r.,,.__ M._.� ..___ ,r __. :... �, . _. .. ___ Jab Reference (optional) i,st o�rc= tian n i Ity, r�/, Men! City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 1710:04:10 2020 Page 1 I D:g65k6Z?uVliuQXUS7?YA4XyW46R-RX5sML2glSbZh6AIjZUEMsnbfYxtThfHx34M3?ycm_J -1-4-0 0-11-4 1-4-0 0-114 Scale = 1:7.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Icc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 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=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) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=1b) 2=181. September 17,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51M020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-09 and BCS/ Building Component Blvd. e East Saletylnlormatfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parke 3ast Job Truss Truss Type Qty Ply LOT 8/5 WATERSTONE 2476682 C3 Jack -Open Truss 4 1 T21330233 ---- . nwoep it IV:V9:1I Zu4u rage I ID:g65k6Z?uVliuQXUS7?YA4XyW46R-vjeEah3S WmjQJ GIyGG?Tu4Jm PxGIC8uQ9jgwbSycm_I 1-4.0 Scale = 1:12.7 2-11-4 2-11-4 Plate Offsets (X Y)-- [2:0-4-0 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(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 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -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 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Grav 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 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=157. September 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Mil-7473 rev.511W2020 BEFORE USE. ' Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlorchord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Jab Truss Truss Type City Ply 2476682 C3A Jack-0pen Truss 2 1 �LOT8/5WATERSTONE T21330234 __ Job Reference o tional MOM ..ay, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 17 10:04:12 2020 Page 1 ID:g65k6Z?uVIiuQXUS7?YA4XyW46R-NwCcn 144G4rHxQK8q_XiRHsx9Lb3xb8aONZT7uycm_H -1-4-0 2-11-4 1-" 2-11-4 2x4 = 0-4-0 Scale = 1:12.7 LOADING (psi] SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(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 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Cade FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 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. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=257. September 17,2020 A WARNING - Vertfydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 8/5 WATERSTONE T21330235 2476682 C3P Jack -Open Truss 2 1 Job Reference o tional irstSourc , (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 17 10:04:13 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-r6m_N5i1 Nz8YZvKOh2x_VP6vlx4g2OjdOJOgKycm_G -1-4-0 2-114 14-0 2-114 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 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 n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix -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. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-62(LC 10), 2=-212(LC 10), 4=-41(LC 7) Max Grav 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. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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 chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=212. September 17,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. ��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTeiC� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type 1Qty Ply T21330236 2476682 C3V Jack -Open Truss 2 1 �LOT8/5WATERSTONE o 1a - �; -^ re ^- Job Reference o tional 2A� IL uny, 11 ��oor, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 1710:04:13 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-r6m_N5i1Nz8YZvKOh2x VP6vlylg2OjdOJOgKycm_G -1-4-0 2-11-4 1-4-0 2-11-4 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 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 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=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 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=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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=149. September 17,2020 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job rType Qty Ply 2476682 EC577J.ussOpen Truss 4 1 �LOT115WATERSTONE T21330237 Job Reference o tional - - - - --- .— s "" a LULU mi i eK n1uuslrles, Inc. I nu Sep if 1 u:U4:14 zuzu rage 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R JIKMCj5Koh5?AjUXyPZAWixEx9E9PUesrg2aCnycm_F 1-4-0 4-11-4 1 4-0 4-11-4 Scale = 1:17.6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 Ito FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(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 4-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=45ft; L=40ft; eave=5ft; Cat. 11; 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=107, 2=167. September 17,2020 ® WARNING -Vainly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/l Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 8/5 WATERSTONE T21330238 2476682 C5A Jack -Open Truss 2 1 Job Reference o tional IVII 1 CR II IUuS❑ICS, "'. 1 nu Jett I / 1 U:U9: 10 LULU rage -I ID:g65k6Z?uVli.QZ 7?YA4XyW46R-nVulP36zZ?Esot3jV64P3wUN3Zaz8xu04Ko7kDycm_E 4-11-4 Scale = 1:17.6 3x4 = b-4-0 ' 4-7-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.07 4-8 >891 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.06 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; 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; 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 fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=109,2=291. September 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek9 connectors. This design is based only upon parameters shown, and is form individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-99 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply LOT 8/5 WATERSTONE T21330239 2476682 C5P �Qty Jack -Open Truss 2 1 Job Reference o tional irstSource (Plant City, FL), 'lant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 1710:04:16 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-FhS7dP7bKIMjP1 ev3gbeb7l W6yshtO89J_XgGfycm_D -1-4-0 4-11-4 1-4-0 4-11.4 Scale=1:17.6 4-11-4 4-11-4 Plate Offsets (X,Y)— [2:0-0-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.12 4-7 >486 240 MT20 2441190 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 WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-122(LC 10), 2=-261(LC 10), 4=-75(LC 10) Max Grav 3=123(LC 15), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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 chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=122, 2=261. September 17,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyIntonation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type LOT 8/5 WATERSTONE T21330240 2476682 C5V Jack -Open �Qty_ ]Ply 2 1 Job Reference o floral ou. ers r rswource triam � Ity, rLl, rCi ant ty, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 17 10:04:17 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R jtOVgIBD5cUa1 BD5dX6t8LZjeMFDcrNJYeHEp6ycm_C -1 -4-0 4-11-4 1-4-0 4-11-4 3x4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 LumberDOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Ho¢ 2=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) Scale = 1:17.6 CSI. DEFL. in (loc) UcleO Ud PLATES GRIP TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 2441190 BC 0.37 Vert(CT) -0.06 4-7 >999 180 WB 0.00 Horz(CT) -0.01 3 n/a n/a Matrix -MP Weight: 18 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=112, 2=161. September 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall piTek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the /� fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSI/rPl1 Qualify Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2476682 E6A Jack -Open Truss 7 1 �LOT8/5WATERSTONE T21330241 e„4iaeM care,., �...e roi�..r r•m,, n � o Job Reference(optional) - - • — ---- - Vn r CR II IUUJl11eJ, Inu. I nu oep -I i -I U:U'1:l r LULU rage i ID:g65k6Z?uVliuQXUS7?YA4XyW46RjtOVgl8D5cUa1BD5dX6t8LZb_M9perNJYeHEp6ycm_C 1.4-0 I 3x4 = Scale=1:21.9 q 4-01 o a-o 6-4-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.22 4-8 >338 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.19 4-8 >388 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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 ; 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 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 3=151,2=325. September 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/10/2020 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and SCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parke 36610 East Job Truss Type Qty Ply 2476682 FE7 Jack -Open Truss 10 1 �LOT8/5WATERSTONE T21330242 C1,41—, o.­•,.,.,, roi— r,n., �� o_ Job Reference o tional -� • - ---- wici a cu wu I erc InOuslnes, Inc. I nu aep i t lU:U4:ld zuzu rage 1 I D:g65k6Z?uV IiuQXUS7?YA4XyW46R-C3at258rswcRfLnIBEd6hY6pLmV5LIdSm IOnLYycm_B 1-4-0 R Scale = 1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.19 4-7 >436 240 MT20 244/190 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 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 24 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-185(LC 10) Max Grav 3=199(LC 15), 2=343(LC 15),.4=124(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 2-2-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc 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. Il; 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=162, 2=185. September 17,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type )pen Truss T21330243 Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 17 10:04:19 2020 Page 1 ID:g65k6Z?uV IIUQXUS7?YA4XyW46R-gG7FFQ9Td DkIGU MUky9LDmfxPAsJ41tb?ym Lt_ycm_A -1-4-0 7-0-0 1-4-0 7-0-0 Scale = 1:23.6 oxo i 1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.18 4-6 >453 240 MT20 244/190 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 n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 30 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=242(LC 10) Max Uplift 3=-155(LC 10), 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-9-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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 chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=155, 2=320, 4=135. September 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 trusses and truss systems, see ANS11noll Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply T21330244 2476682 E7V JACK -OPEN TRUSS �Qty 6 1 �LOT8/5WATERSTONE Job Reference (optional) --' -'�• - ---- a GVGV Iwl1CR IIIUUJIfICS'r Inl:. lrlu aep it -IV:V'1:1e LULU rage 1 R ID:g65k6Z?uVliuQXUS7?YA4XyW46R-gG7FFQ9TdDkIGUMUkygLDmfz4Apw4itb?ymLt_rcm_A 1-4-0 3x6 : Scale = 1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.26 4-7 >316 240 MT20 2441190 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 Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 27 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-14 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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=150, 2=179. September 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafelyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 115 WATERSTONE T21330245 2476682 H6A DIAGONAL HIP GIRDER 1 1 Job Reference o tional _� • �•���•�� v ^r• ��^..,ry, ts.z4u s Mar a ZuZU MI I eK Inaustnes, Inc. Thu Sep 17 10:04:21 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46RceFOg6Bj9r?WoWtsNBpIBkPJzWsYdpuSGFRytycm_8 1-10-10 4-7-14 8-11-8 1-10-10 4-7-14 4-3-10 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 3x6 = 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 Scale = 1:21 A CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.49 Vert(LL) 0.36 6-10 >295 240 MT20 244/190 BC 0.78 Vert(CT) -0.33 6-10 >324 180 WB 0.16 Horz(CT) -0.02 4 n/a n/a Matrix -MP Weight: 37 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. REACTIONS. (size) 4=Mechanical, 2=0-6-1, 6=Mechanical Max Horz 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 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.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 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=132,2=579,6=289. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 120 lb up at 1-5-12, 141 lb down and 120 lb up at 1-5-12, 100 lb down and 70 lb up at 4-3-11, 100 lb down and 70 lb up at 4-3-11, and 138 Ib down and 146 lb up at 7-1-10, and 138 lb down and 146 lb 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 Ib down and 8 Ib up at 4-3-11, 3 lb down and 8 lb up at 4-3-11, and 25 lb down and 29 lb up at 7-1-10, and 25 lb down and 29 lb 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 (lb) 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, B=-13) September 17,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/orchord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type City Ply=Reference STONE 2476682 H7 DIAGONAL HIP GIRDER 2 T21330246 R, di,l r Pi-M-r- Iciom rit„ r i 1 Di— r.... � (optional) - - - ---- o.cvu 5 widr a ZUZU rvii i eK mousines, Inc, i nu jep If 1 U:U4:ZZ ZUZU rage 1 ID:g65k6Z?u V liuQXUS7?YA4XyW46R-4rpOtSBMw86s7y53Q4i2rOHSDNgcH_K2hw_?UJycm_7 -1-10-10 4-2-0 9-10-13 1-10-10 4-2.0 5-8-13 Scale = 1:22.0 3x6 = ° 9-9'5 Plate Offsets (X Y)- [2:0-1-10 Edge] LOADING.(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -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 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=241(LC 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/348 BOT CHORD 2-6=-432/794 WEBS 3-6=-822/447 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) na 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 6 except at=lb) 4=167, 2=233. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 lb down and 61 lb up at 1-4-15, 103 lb down and 61 lb up at 1-4-15, 113 lb down and 83 Ib up at 4-2-15, 113 lb down and 83 lb up at 4-2-15, and 154 lb down and 147 lb up at 7-0-14, and 154 lb down and 147 lb up at 7-0-14 on top chord, and 49 lb down and 40 lb up at 1-4-15, 49 lb down and 40 lb up at 1-4-15, 21 lb down at 4-2-15, 21 lb down at 4-2-15, and 42 lb down at 7-0-14, and 42 lb down at 7-0-14 on bottom chard. 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 (lb) Vert: 11 =-71 (F=-36, B=-36) 13=-10(F=-5, B=-5) 14=-61(F=-30, B=-30) September 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 815 WATERSTONE T21330247 2476682 H7P DIAGONAL HIP GIRDER 1 1 Jab Reference o tional o �r• �/, ,a^�y r-�-0000r• 8.24U S Mar 9 2020 Mil ek Industries, Inc. Thu Sep 1710:04:23 2020 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-Y1Nm5oC_hSEjl6gFzoDHOcphGnG90S9BwakYOlycm 6 -1-10-10 4-2-0 9-10-13 1-10-10 1 4-2-0 5-8-13 Scale = 1:22.0 995 0_ -'- Plate Offsets (X Y)— [2:0-1-10 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 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 Incr NO WB 0.49 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 42 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-756/651 BOT CHORD 2-6=-742/724 WEBS 3-6=-749/768 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) na 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been -designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=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 lb down and 61 lb up at 1-4-15, 103 lb down and 61 lb up at 1-4-15, 103 lb down and 93 lb up at 4-2-15, 103 lb down and 93 lb up at 4-2-15, and 139 lb down and 161 lb up at 7-0-14, and 139 lb down and 161 lb,up at 7-0-14 on top chord, and 103 lb down and 36 lb up at 1-4-15, 103 lb down and 36 lb up at 1-4-15, 11 lb down and 4 lb up at 4-2-15, 11 lb down and 4 lb up at 4-2-15, and 34 lb down and 44 lb up at 7-0-14, and 34 lb down and 44 lb 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 (plf) 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) September 17,2020 ..� WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/orchard members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Tmas Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T21330248 2476682 H7V DIAGONAL HIP GIRDER 1 1 �LOT8/5WATERSTONE Job Reference o tional ^��•� • v �• • �w�n ..err, - ��� d.Z4u s Mar 5 ZU2U Mi I eK Industries, Inc. Thu Sep 17 10:04:24 2020 Page 1 ID:g65k6Z?uV IIUQXUS7?YA4XyW46R-ODx8l8DcSm MaNGFSXVkWwpMtTBXOlrpL9ET6YCycm_5 -1-10-10 4-4-7 9-10-13 1-10-10 4-4-7 5-6-6 Scale=1:23.5 3x4 4-4-7 9-10-13 4-4-7 5-6-6 Plate Offsets (X,Y)— [2:0-2-11 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) Vdefl 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 Incr NO WB 0.72 Horz(CT) 0.02 5 n/a n/a BCDL • 10.0 Code FBC2017lrP12014 Matrix-MSH Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=241(LC 8) Max Uplift 4=-162(LC 8), 2=-210(LC 8), 5=-73(LC 8) Max Grav 4=174(LC 28), 2=517(LC 1), 5=315(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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=4.2psf,, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 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 lb up at 1-4-15, 100 lb down and 61 lb up at 1-5-0, 115 lb down and 88 lb up at 4-2-15, 115 lb down and 88 lb up at 4-2-15, and 155 lb down and 151 lb up at 7-0-14, and 155 lb down and 151 lb up at 7-0-14 on top chord, and 40 lb down and 15 lb up at 1-4-15, 40 lb down and 15 lb up at 1-5-0, 20 lb down at 4-2-15, 20 lb down at 4-2-15, and 42 lb 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 (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 7=-8(F=-4, B=-4) 12=-73(F=-36, B=-36) 14=-59(F=-29, B=-29) September 17,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/10/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applimbility of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11fi r - -I- For 4 x 2 orientation, locate plates 0- '/4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 of O U EL O 1-- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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 lll� ll� fit+ MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with 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 truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.