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HomeMy WebLinkAboutBuilding PlansLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeke IRE: 77746 -WATSON MiTek USA, Inc. Site Information: 6904 Parke East Blvd. .Tampa, FL 33610-4115 Customer Info: Michael DiFrancesco Project Name: Watson Model: Lot/Block: Subdivision: . Address: Lone Pine, . City: St Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 69 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engine" -t"is -it _ conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers les. ZF_ot= No.: Seal# Truss Name Date No. Seal# Truss Name Date > aWwmPFa Mwoc¢ivw 1 T25088983 A 8/20/21 15 T25088997 D4 8/20/21 �V�0. wo O m¢ m F F 2 T25088984 ATA 8/20/21 16 T25088998 D5 8/20/21 o o O cn LL W F- 3 T25088985 ATB 8/20/21 17 T25088999 D6 8/20/21 4 T25088986 ATC 8/20/21 18 T25089000 D7 8/20/21 J o Q Z o t- o o vi O W a w v 5 T25088987 B 8/20/21 19 T25089001 D8 8/20/21-1 a v rn s z g w w F—. a Fo 0 .0 6 T25088988 B 1 8/20/21 20 T25089002 D9 8/20/21 0 o z�� Z o o A 7 T25088989 B2 8/20/21 21 T25089003 E 8/20/21` > w O o 5 (n� b `- 2 �' 8 T25088990 B3 8/20/21 22 T25089004 El 8/20/21 z w o 0� 0 o w� u L 9 T25088991 B4 8/20/21 23 T25089005 F 8/20/21 10 T25088992 B5 8/20/21 24 T25089006 F 1 8/20/21 a U) a w = o O� z w O Y F ai LL F O F z z o o fO 11 T25088993 D 8/20/21 25 T25089007 G 8/20/21 T25088994 D 1 o cw) v w g_� 0 w 3 ,12 : 8/20/21 26 T25089008 G 1 8/20/21 (� z L, w r' 13 T25088995 D2 8/20/21 27 T25089009 G2 8/20/21 Z ~ o F _ 2 ! 14 T25088996 D3 8/20/21 28 T25089010 G3 8/20/21 o z o z w < This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signat I wW aZUQUZ¢Z �wo cn0— Printed copies of this document are not considered signed and sealed and the signature must be if° dbn�r� lies kqn �Owoo a a > �W}riFUO:� mZ-1Zo:00ZJ .. Q rnOOL) LaUu. The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. 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 ANSI1TPI1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSVTPI 1, Chapter 2. ``,ewe a errrrrr�i `%� PpIUIN V �.`� ON �GEIVs No 68182 - *� •* Apk :�— �'.• STATE OF :�4U rrrrrn e e e et Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 Velez, Joaquin 1 of 2 MiTek� MiTek USA, Inc. RE: 77746 -WATSON 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: . Customer Info: Michael DiFrancesco Project Name: Watson Model: . Lot/Block: . Subdivision: . Address: Lone Pine, . City: St Lucie County State: FL No. Seal# Truss Name Date 29 T25089011 G4 8/20/21 30 T25089012 G5 8/20/21 31 T25089013 G6 8/20/21 32 T25089014 G7 8/20/21 33 T25089015 G8 8/20/21 34 T25089016 G9 8/20/21 35 T25089017 G9A 8/20/21 36 T25089018 GR5 8/20/21 37 T25089019 GR7 8/20/21 38 T25089020 GRA 8/20/21 39 T25089021 GRB 8/20/21 40 T25089022 GRC 8/20/21 41 T25089023 GRID 8/20/21 42 T25089024 GRE 8/20/21 43 T25089025 GRF 8/20/21 44 T25089026 GRG 8/20/21 45 T25089027 GRH 8/20/21 46 T25089028 GRK 8/20/21 47 T25089029 GIRL 8/20/21 48 T25089030 J1 8/20/21 49 T25089031 J3 8/20/21 50 T25089032 J3A 8/20/21 51 T25089033 J3P 8/20/21 52 T25089034 J5 8/20121 53 T25089035 J5A 8/20/21 54 T25089036 J5P 8/20/21 55 T25089037 J7 8/20/21 56 T25089038 HP _ 8/20/21 j 57 T25089039 K 8/20/21 58 T25089040 KJ3 8/20/21 59 T25089041 KJ5 8/20/21 60 T25089042 KJ7 8/20/21 61 T25089043 MHV10 8/20/21 62 T25089044 MHV12 8/20/21 j 63 T25089045 MV2 8/20/21 64 T25089046 MV4 8/20/21 65 T25089047 MV6 8/20/21 66 T25089048 MV8 8/20/21 67 T25089049 MV9 8/20/21 68 T25089050 MVA 8/20/21 69 T25089051 MVB 8/20/21 Job I Truss Truss Type Qty Ply WATSON T25088983 77746 A Hip 1 ........ _ .-_ Job Reference (optional) .. ..nn. um_,. r_�.._. :-- '-- n... n...-.o �n•°9.C1 ono•I D­ •I cnamoersbuss, ronnercn,rL-r.ao<, ID:mLKZb_i492VMx3oCkz8mL3ymLd3-nVcytFaZSyzrGJGztrQFhz4Znci_vMmav2vR20ymFIU 2 0-0 5-8-12 9-0-0 13 8-0 16 11 4 22-8-0 24 8-0 2-0 0 5-8-12 3-3 4 4-8-0 3-3 4 5-8-12 i Scale = 1:43.8 4x4 = 4x8 = - - - . 4 19 205 I� a 3x5 = 3x8 = sxb 3x4= 3x5.= 9-0-0 ' 4-8-0 19.0-0 _ Plate Offsets (X,Y)— [2:0-0-2,Edge], [5:0-5-4,0-2-0], [7:0-0-2,Edge] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.14 9-17 >9991 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.31 9-17 >867 240 BOLL, 0.0 Rep Stress Incr YES WB 0.15 HOre(CT) 0.05 7 n/a n/a , BCDL ' 10.0 Code FBC2020lrP12014 Matrix -MS Wtnd(LL) 0.08 9-11 >999 240 Weight: 107.Ib - FT = 20% i LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=137(LC 11) Max Uplift 2=-644(LC 12), 7=644(LC 12) Max Grav 2=1164(LC 1), 7=1164(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1960/1168, 3-4=-1626/986, 4-5=1462/958, 5-6=-1625/986, 6-7=-1960/1167 BOT CHORD 2-11=-911/1770, 9-11=-669/1461, 7-9=951/1769 WEBS 3-11=-387/346, 4-11=-129/392, 5-9=163/392, 6-9=-388/346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2f Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. ' II; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 9-0-0, Exterbr(21R) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 13-8-0, Exterior(2R) 13-8-0 to 17-10-15, Interior(1) 17-10-15 to 24-8-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific I to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 This Item has been j will fit between the bottom chord and any other members. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) sealed b Velez, Joaquin, PE Y q 2=644, 7=644. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED T IITEK REFERENCE PAGE NIII-7473 rev. 5l19/2020 BEFORE USE. Design valid for use onty 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 i�i■�' 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 ANSbTP/1 Duality 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 WATSON T25088984 77746 ATA ATTIC 1 1 Job Reference (optional) a tubers truss, hon Nlerce, FL - 34`J0G, ID:mLKZb_i492VMx3oCkz8mL3ym Ld3-ktkilwcq_ZDZVdQL?GTjm0919QHuN8KlNM0Y6uymFIS 14-11.12 z-ao 7-e a &9:8 s s n-o-o 1-a 13 z-10 1 1a zz-e o za-e-o &0.0 7-8-4 1-14 7-1 1-6-10 8-0 1-s-10 7-1 1-1-4 7-84 2-a0 i Scale = 1:43.8 3x6 = 5 Iv 0 3x1 H oxaM11enyyti = a,4 II 7484 14-11-12 22-M r 7-84 7-3-8 7-8-4 n to Offsets (X,Y)— [2:0-5-1,0-1-81, [5:0-3-0,Edge), [8:0-5.1,0-1-81 ADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP _L 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.27 10-12 >999 • 360 MT20 244/190 DL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.51 10-12 >531 240 MT18HS .244/190 LL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.07 8 n/a . n/a DL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.20 10 >999 240 Weight: 111 lb. . FT = 20% titK- BRACING - CHORD 2x4 SP M 30 TOP CHORD CHORD 2x6 SP No.2 BOT CHORD S 2x4 SP No.3 WEBS -TIONS. (size) 2=M-0, 8=0-8-0 Max Horz 2=163(LC 11) Max Uplift 2=-501(LC 12), 8=501(LC 12) Max Grav 2=1431(LC 18), 8=1431(LC 19) -ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=-2714/567, 3-4=-2361/580, 4-5=182/703, 5-6=-182/703, 6-7=2361/580, 7-8=-2714/566 CHORD 2-12=-330/2410, 10-12=-330/2410, 8-10=330/2410 S 3-12=0/572, 4-6=3163/852, 7-10=0/573 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-6 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 1-0-10, Interior(1) 1-0-10 to 114-0, Extedor(2R) 11-4-0 to 15-6-15, Interior(1) 15-6-15 to 24-8-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 200.01b AC unit load placed on the top chord, 11-4-0 from left end, supported at two points, 4-0-0 apart. 5) All plates are MT20 plates unless otherwise indicated. 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 9Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=501, 8=501. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. This item has been electronically signed and Sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5flg2020 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 E . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MITe 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 oftrusses and truss systems, see ANShTPIr Quality Criteria, DSB-99 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, " I Job Truss Truss Type Qty Ply WATSON T25088985 77746 ATB ATTIC 2 1 Job Reference o tional . n.. 10 �n•z4 sz on9� Pane 1 Chambers Truss, Fort Pierce, FL - 34982, o."ou 5 j.F. «�� � ,.r, r �� ,,,....S,,,�,, . _�_ . ID:mLKZb—i492VMx3oCkz8m L3ym Ld3-ktkilwcq_ZDZVdQL?GTjmO91DQHuN8ZtNMOY6uymFIS 14-11-12 -2-0-0 7-&4 8-9-8 5-6 1t-4-0 13.2.10 1 1a 22.8.0 24-8-0 . 20-0 7-ad 1-1-0 7-1 1-10.10 1-lato 7-1 1-1-4 7-8-4 2-a0 Scale = 1:43.1 3x6 = I6 --- 3x4 11 oxo rv1 I t ono = 3x4 11 7-0-0 7-84 14-11-12 22-M 7-84 7-3-8 7-8-4 to Offsets (X,Y)— [2:0-5-1,0-1-8], [5:0-3-0,Edge], [8:0-5-1,0-1-8] 4DING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Lid PLATES GRIP _L 20.0 Plate Grip DOL 1.25 TIC 0.91 Vert(LL) -0.27 10-12 >999 360 MT20 244/190 X 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.51 10-12 >532 240 MT18HS 2441190 ' _L 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.07 8 n/a trial . DL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.20 10-16 >999 240 Weight: 111 lb FT = 20% VIBER- BRACING- :' CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. r CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 4CTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-165(LC 10) Max Uplift 2=-501(LC 12), 8=501(LC 12) Max Grav 2=1431(LC 18), 8=1431(LC 19) 2CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3 CHORD 2-3=-2714/714, 3-4=-2362/727, 4-5=198/653, 5-6=-199/653, 6-7=2362/726, 7-8=-2714/713 f CHORD 2-12=-447/2411, 10-12=-447/2411, 8-1 0=-447/241 1 BS 7-10=0/573, 3-12=0/572, 4-6=-3118/1035 Unbalanced roof live loads have been considered for this design. )Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. ll;'Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 1-0-10, Interior(1) 1-0-10 to 114-0, Exterior(2R) 11-4-0 to 14-4-0, Interior(1) 14-4-0 to 24-8-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 200.01b AC unit load placed on the top chord, 11-4-0 from left end, supported at two points, 4-0-0 apart. All plates are MT20 plates unless otherwise indicated. This item has been This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This electronically signed and 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 fit between Sealed b Velez, Joaquin, PE y oa q will the bottom chord and any other members. Ceiling dead load (5.0 psf) on member(s). 34, 6-7, 4-6 using a Digital Signature. Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 Printed Copies Of this 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not considered B=so1. zTTIC 1) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. signed and sealed and the g Signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 k WARNING - Vanty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 ra 5/19/2020 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 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 ANS11TPI1 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 i Job Truss Truss Type Oty Ply WATSON . . T25088986 77746 ATC ATTIC 3 1 Job Reference o tional nn, •e.r_i. i.-a.._ — 7— A— 10 1A•4Q-SA 9n91 Pang 1 unamuers muss, - I D: mLKZb—i492VMx3o CkzBm L3ym Ld3-C415VG cSItM P7n?YZzylciwugcD6bnObO75eKym FI R 14-11-12 _2-11 7-8-4 8-9-8 9-5-6 11-4-0 13-2-10 1 10. 22-8-0 _Bo 7.8-4 1.1-4 7-1 1-10-10 1-10-10 -7-1 1.1-4 7-8-4 . Scale = 1:39.7 3x6 = 5 I� a 3x4 11 3xa 11 7-8-4 14-11-12 22-M 7-8-4 7-3-8 7-8-4 Plate Offsets (X,Y)—[2:0-5-1,0-1-8),[5:0-3-0,Edge),[8:0-3-5,0-1-5) 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.26 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.49 9-11 >559 240 MT18HS 244/190 B#L 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.22 . 9-13 >999 240 Weight: 108'Ib FT = 20% I LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-10: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 4-6 WIEBS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0, 2=0-8-0 Max Horz 2=166(LC 11) Max Uplift 8=-330(LC 12), 2=-509(LC 12) Max Grav 8=1307(LC 20), 2=1434(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Ti P CHORD 2-3=-2725f749, 3-4=-23721763, 4-5=225/655, 5-6=214/656, 6-7=23701774, 7-8=-2727/771 BOT CHORD 2-11=560/2415, 9-11=-560/2415, 8-9=560/2416 WEBS 7-9=15/585, 3-11=0/575, 4-6=-3131/1118 NOTES- tj Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. i II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2E)-2-0-11 to 1-0-10, Interior(1) 1-0-10 to 11-4-.0; Exterior(2R) 11-4-0 to 14-4-0, Intedor(1) 14-4-0 to 22-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 200.01b AC unit load placed on the top chord, 11-4-0 from left end, supported at two points, 4-0-0 apart. This item has been 5) All plates are MT20 plates unless otherwise indicated. electronically signed and 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Velez, Joaquin, PE 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. using a Digital Signature. 8) Ceiling dead load (5.0 psf) on member(s). 3-4, 6a, 4-6 Printed copies of this 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied.only to room. 9-11 document are not considered 1I0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) signed and sealed and the 8=330, 2=509, 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING -Verily lr` ip, parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ivlll--7477 rev. 51192020 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 ANSUTP11 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, rk 3a st ' - I Job Truss' Truss Type Qty Ply WATSON i T25088987 77746 B HIP 1 1 Job Reference (optional) GnamOers Inks, ron rierce, rL-_- j . ID:mLKZb_i492VMx3oCkz8mL3ymLd3-8SPrwyeiHUc7M49wg00Q01nL5dNxaQJJ3KcCjDymFIP 2-0-0 49 14 9 0-0 14 4-0 21-7-0 28-9-0 36-0-0 41-0-0 45-6-2 50 4-0 2-0-0 4-9 14 4-2-2 5-4-0 7-3-0 7-2-0 7-3 0 5 4 0 4-2-2 4-9 14 5x8 = 5.00 FIT 4 31 3x4 11 3x6 = 3xB = 3x6 = 4x6 = 3x4 II 5x8 = 5 32 33 6 7 8 349 35 10 36 11 Scale = 1:88.1 PPIPPPP 4x5 = 22 21 20 19 t8 17 16 15 14 39 40 3x5 = 3x6 = 4x10 = 3x4 11 4x6 _ 3x5 = 6x10 = 3x6 = 3x5 = , 9-0-0 14-4 0 21-7-0 28-9 0 36-0-0 4 9-0-0 ' 5.4-0 ' 7 _0 7-2-0 7-3-0 Is (X,Y)— [4:0-5-12,0-2-8), [9:0-3-0,Edge), [11:0-6-4,0-2-12) (psi) SPACING- 2-0-0 CSI. DEFL. in. (loc) I/deft Ud 20.0 Plate Grip DOL 1.25 TIC . 0.62 Vert(LL) -0.18 19-20 >999 360 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.44 19-20 >975 240 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.10 16 n/a nla 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.49 14-25 >350 240 CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 `Except` 5-20,10-16: 2x6 SP No.2 (size) 13=0-8-0, 2=0-8-0, 16=0-8-0 Max Horz 2=174(LC 11) Max Uplift 13=-395(LC 10), 2=806(LC 12), 16=1806(LC 12) Max Grav 13=58(LC 22), 2=1530(LC 21), 16=3127(LC 1) 4x6 = PLATES GRIP MT20 244/190 , Weight: 259Ib FT- 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-17, 11-16 2 Rows at 1/3 pts 8-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2959/1582, 3-4=-2576/1318, 4-5=2837/1531, 5-7=2837/1531, 7-8=759/347, 8-10=-129712229, 10-11=-1297/2229, 11-12=-128/1203, 12-13=0/929 BOT CHORD 2-22=-1394/2699, 20-22=-1025/2331, 19-20=-943/2422, 17-19=-943/2422, 16-17=133/759, 14-16=-1024/267, 13-14=-866/0 WEBS 3-22=-466/408, 4-22=-121/397, 4-20=324/708, 5-20=-472/393, 7-20=-375/488, C 7-19=0/299, 7-17=1901/1074, 8-17=448/1029, 8-16=3298/1746, 10-16=497/420, 11-16=-168512136, 11-14=1216/422, 12-14=-524/794 I ' NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 2-11-12, Interior(1) 2-11-12 to 9-0-0, Exterior(21R) 9-0-0 to 16-1-7, Interior(1) 16-1-7 to 41-4-0, Exterior(2R) 41-4-0 to 48-5-7, Intedor(1) 48-5-7 to 50-4-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1 13=395, 2=806, 16=1806. & WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED IvIITEK REFERENCE PAGE M(I-7477 rev. 51192020 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 - 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 ANSLITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MITek' - 6904 Parke East Blvd. Tampa, FL 36610 s- Job Truss Truss Type Qty Ply WATSON I T25088988 I 777461 B1 HIP 1 1 I �.-� Job Reference o tional .. ....... ..t_,_,_�.._.-__ ,__ n.. n..-•n ��.7].C77(17� Dann ch ambers Iruss,- Pon Pierce, t-L J9a0L, - .,.-..,., ., ,...,, �. ......... ......-_,..__, ..._. ..._.._� ._ ...__-. ---_ ID:mLIQb_i492VMx3oCkz8mL3ymLd3-cfzD71fK1ok_Ej6E6XfwEKKjlm_JveTl MlFfymF10 -2-0-0 5 9-14 11-0-0 14 4-0 21-7-0 28 9-0 36-0-0 39 42 44 6-2 50 4-0 2-0-0 5-9-14 5-2-2 3 4-0 7-3-0 7-2-0 7-3 0 3-4-0 5-2-2 5-9-14 Scale = 1:88.1 3x5 = 5x8 = 3x4 'I I 3x8 = 3x6 = 3x4 11 5x8 = 5.00 F12 4 5 32 6 7 8 33 34 9 35 10 US q6 11 36 qom 6 qn, FA 4x5 = 5-9-14. 23 22 21 20 3x4 II 3x6 = 4x10 = 3x5 = 19 18 17 3x4 II 3x6 = 3x5 = 16 1514 1338 39 6x10 = 3x5 = 3x4 II 3x6 = 4x5 = LOADING TCLL TCDL BOLL BCDL (psf) 20.0 15.0 0.0 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.56 BC 0.43 WB 0.89 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.14 19-20 >999 360 . -0.35 19-20 >999 240 0.09 16 n/a I n/a 0.18 19-20 >999 240 PLATES GRIP MT20 244/190 Weight: 277 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-17 5-20,9-16: 2x6 SP No.2 2 Rows at 1/3 pts 8-16 REACTIONS. (size) 12=0-8-0, 2=0-8-0, 16=0-8-0 Max Harz 2=207(LC 11) Max Uplift 12= 398(LC 10), 2=798(1_13 12), 16=1837(LC 12) Max Grav 12=62(LC 22), 2=1531(LC 21), 16=3145(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2968/1473, 3-4=-2351/1176, 4-5=-2324/1225, 5-6=2324/1225, 6-8=630/276, 8-9=-1225/1877, 9-1 0=-1 225/1877, 10-11=-436/1309, 11-12=0/1011 BOT CHORD 2-23=-1287/2725, 22-23=1287/2725, 20-22=855/2107, 19-20=692/1993, 1 17-19=692/1993, 16-17=17/631, 14-16=1176/591, 13-14=-850/0, 12-13=850/0 WEBS 3-22=-706/483, 4-22=-189/373, 4-20=171/471, 5-20=-418/358, 6-20=351/421, 6-19=0/297, 6-17=1650/987, 8-17=-480/1032, 8-16=2865/1572, 9-16=-444/383, 10-1 6=-1 26211731, 10-14=1109/356, 11-14=-770/1486, 11-13=-697/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-11 to 2-11-12, Interior(1) 2-11-12 to 11-0-0, Exterior(2R) 11-0-0 to 18-1-7, Interior(1) 18-1-7 to 39-4-0, Exterior(2R) 394-0 to 46-5-7, Interior(1) 46-5-7 to 504-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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. 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. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=398, 2=798, 16=1837. This item has been" . electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33810 Date: August 20,2021 & WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII--7473 rev. 5/192020 BEFORE USE. Design valid for use ony 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 ANSYMI Quality Criteria, DSS-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 City Ply WATSON :- T25088989 77746 B2 HIP 1 1 Job Reference (optional) t.namDers I russ, t-ort a erce, rL - M101, �. w o ew, c we , ou , �n , , ..-, --- . . - - . I D:m LKZb_i492V Mx3oCkz8m L3ym Ld3-0rXbLefyo5srb01Jop2uTStj O R5b2MScWe5Jn6ym FIN 2-0-0 6-9-14 13-0-0 4 4 21-7-0 28 9-0 36-0-0 74- 43-0-2 50 4-0 2-0-0 6-9-14 6-2-2 -4 7-3-0 7-2-0 7-3-0 -4- 6-2-2 6-9-14 .' 5.00 F12 Sx8 =3x4 II 5 6 3x5 = 3x5 It 3x8 = 3x6 = 5x8 = 32 33 7 8 9 34 10 11 Scale = 1:89.6 24 23 22 21 20 19 18 17 16 15 14 3738 4x5 —_ 3x4 II 4x6 = 4x10 = 3x4 II 3x6 __ 3x5 = 6x10 = 3x4 II 4x5 — 3x5 = 3x5 = 3x6 = 6-9-14 , 13-0-0 14-4-0 21-7-0 28-9-0 36-0-0 37-4-0 43-6-2 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud. PLATES GRIP TCLL - 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.12 21 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 20-21 >999 240 BOLL. 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.09 17 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.23 14-27 >757 240 Weight: 293 Ito FT = 20% LUMBER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. S 2x4 SP No.3 `Except' WEBS 1 Row at midpt 7-18 6-21,10-17: 2x6 SP No.2 -TIONS. (size) 13=0-8-0, 2=0-8-0, 17=0-8-0 Max Harz 2=239(LC 11) Max Uplift 13=-395(LC 10), 2=798(1_C 12), 17=1836(LC 12) Max Grav 13=91(LC 22). 2=1540(LC 21), 17=3128(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-4=-2938/1439, 4-5=2174/1080, 5-6=2000/1085, 6-7=2000/1085, 7-9=581/278, 9-10=-1007/1550, 10-11 =1 007/1550, 11-12=-804/1510, 12-13=0/1042 CHORD 2-24=-1247/2731, 22-24=-1247/2731, 21-22=-730/1951, 20-21=543/1724, 18-20=543/1724, 17-18=0/590, 16-17=-1322/989, 14-16=-864/0, 13-14=864/0 S 4-24=0/280, 4-22=868/575, 5-22=222/409, 5-21=-168/435, 6-21=-443/368, 7-21=323/393, 7-20=0/295, 7-18=1470/901, 9-18=490/1025, 9-17=-2542/1427, 2 Rows at 1/3 pts 9-17 10-1 7=-502/446,11-17=958/1699, 11-16=-1275/323, 12-16=-907/1735, 12-14=-818/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-11 to 2-11-12, Interior(1) 2-11-12 to 13-0-0, Exterior(2R) 13-0-0 to 20-1-7, Interior(1) 20-1-7 to 37-4-0, Exterior(21R) 37-4-0 to 44-5-7, Interior(1) 44-5-7 to 50-4-0 zone; porch right i exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=395,2=798,17=1836. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1s111-7473 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 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 Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been.. . electronically signed and sealed by Velez, Joaquin, PE using a_ Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 MiTek' 6904 Parke East Blvd.' Tampa, FL 36610 i Job Truss Truss Type Qty Ply WATSON T25088990 77746� B3 HIP 1 1 Job Reference (optional) 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:34:00 2021 Pagel Chambers Truss, Fort Pierce, FL - 34982, ID:mLKZb_i492VMx3oCkz8mL3ymLd3-1 EfMmKhD1g6ZriShvE5MYtyl aFkxWEBv_yaQsym FIL 2-0-0 7-7-0 15.0-0 21-10-3 26 6-11 35 4-0 35 11 15 42_9-0 04-0 2-0-0 7-7-0 7-5-0 6-10-3 6 8 7 6-9-5 0- - 5 6-9-1 7-7-0 Scale = 1:89.6 • 4x8 = 3x5 II 5.00 12 5x6 = 3x5 = 3x6 = 3x6 = 4 P8 5 6 7 29 30 8 9 5x8 5x8 3 10 . 31 27 2 11 Iv 1 0 20 19 18 32 17 1633 15 34 14 t3 12 35 3x4 II 4x6 = 3x8 = 3x5 = 3x6 = 3x4 II 6x10 = 3x6 = 3x4 11 4x5 = 4x5 = 7-7-0 15-0-0 21- 00-3 28-6-11 35-11-15 36-p-0 42-9-0 50-0-0 7-7-0 7-5-0 6-10-3 6 8 7 7-5� 0 1 6-9-0 7-7-0 Plate UIISets (JC,y)—1J:U-4-U,U-J-U1,14:U-J-U,U-Z-41,tS:U-J-U,U-Z-41,11U:U-4-U,U-3-UI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.16 18-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.34 18-20 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.09 14 n/a n/a. BdDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.35 12-26 >498 240 Weight: 268 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-11 cc purlins. BQT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-18, 7-17 9-14: 2x6 SP No.2 2 Rows at 1/3 pts 7-14 REACTIONS. (size) 2=0-8-0, 14=0-8-0, 11=0-8-0 Max Horz 2=272(LC 11) Max Uplift 2=-825(LC 12), 14=-1741(LC 12), 11=327(LC 12) Max Grav 2=1862(LC 17), 14=3176(LC 2). 11=259(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Ti P CHORD 2-3=-3576/1523, 3-4=-2472/1097, 4-5=2224/1101, 5-7=-1957/915, 7-8=-660/1102, 8-9=-551/949, 9-10=-852/1278, 10-11=01792 Bi TCHORD 2-20=-1316/3401, 18-20=1317/3393, 17-18=520/2051, 15-17=-13611066, 14-15=13611066, 12-14=625/0, 11-12=-624/0 WEBS 3-20=0/321, 3-18=1183/667, 4-18=-60/476, 5-18=-255/366, 5-17=-683/551, 7-17=768/1351, 7-15=0/381, 7-14=2682/1300, 9-14=898/710, 10-14=-906/1784, 10-12=-910/321 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft;.L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 2-11-12, Interior(1) 2-11-12 to 15-0-0, Exterior(2R). 15-0-0 to 21-10-3, Interior(1) 21-10-3 to 35-4-0, Exterior(2R) 35-4-0 to 42-7-15, Interior(1) 42-7-15 to 50-4-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 = I O.Opsf. 7i) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 14=1741, 11=327. ® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE rv111-7473 -, 5`192020 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 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 Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 I i This item has been. electronically signed and sealed by Velez, Joaquin, PE Using a Digital Signature. Printed copies of this . document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 mueK 6904 Parke East Blvd. Tampa, FL 36610 - Job I I Truss Truss Type Qty Ply WATSON T25086991 777461 B4 HIP 1 1 Job Reference (optional) i ..a....r.. Inr Th„ a— 10 1d.'id.nl 9n71 Pana 'I unamicers I cuss, roR rlerce, rL -- ID: m LKZb_i492VMx3oCkz8m L3ymLd3-VQDkzfir5OEQSsl uTxcb44U D5e3gFhB2DcKzORymFIK 2-0-0 6-1-3 11-0-10 17-0-0 25-2-0 334-0. 3rr0-0 42-10-2 50-4-0 2-0-0 6-1-3 5-5S 5-5-6 - 8-2-0 8-2-0 2-8-0 6-10-2 7-5-14 dI 0 5.00 rl2 5x8 = 6 28 5x8 = 5x8 = 29 7 30 31 8 6x8 Scale = 1:89.6 -- -- lt1 1/ 10 10 IJ 3x5 = 4x6 = 3x5 = 6x8 = 6x8 = 6x8 = 3x6 3x4 II 4x5 = 45 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in - (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.36 18-20 >999 240 BOLL , 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.08 15 n/a n/a BdDL 10.0 Code FBC2020lrPI2014 Matrix -MS Wind(LL) 0.32 13-26 >533 240 Weight: 280 lb FT = 20% BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. S 2x4 SP No.3 *Except* WEBS 1 Row.at midpt 6-17, 8-17, 8-16, 9-15, 11-15 9-15: 2x6 SP No.2 CTIONS. (size) 2=0-8-0, 15=0-8-0, 12=0-8-0 Max Horz 2=305(LC 11) Max Uplift 2=-826(LC 12), 15-1739(LC 12), 12=-333(LC 8) Max Grav 2=1875(LC 17). 15=3141(LC 2), 12=280(LC 22) CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. CHORD 2-3=3635/1519, 3-5=-3317/1388, 5-6=2207/986, 6-7=1411/671, 7-8=-1411/671, 8-9=238/253, 9-11=-860/1275, 11-12=86/730 CHORD 2-20=-1326/3513, 18-20=-970/2807, 17-18=540/2116, 16-17=-272/666, 15-16=-1113/1092, 13-15=578/29, 12-13=578/29 S 3-20=475/342, 5-20=-205/714, 5-18=940/577, 6-18=-329/942, 6-17=-795/428, 7-17=-665/523,8-17=-1151/2148,8-16=-1748/1138,9-16=-109712242,9-15=2618/1435, 11-15=-1002/1804, 11-13=870/334 Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 2-11-12, Interior(1) 2-11-12 to 17-0-0, Exterior(2R) 17-0-0 to 24-1-7, Interior(1) 24-1-7 to 334-0, Exterior(2R) 33-4-0 to 40-5-7, Interior(1) 40-5-7 to 504-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This Item has-been Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. Provide adequate drainage to prevent water ponding. Sealed b Velez, Joaquin, PE y oa q This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not Considered Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) g SI ned and sealed and the 2=826, 15=1739, 12=333, signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - Veiily design paamet and READ NOTES ON THIS AND INCLUDED NTITEK REFERENCE PAGE 1,111-7473 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 �1' 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 I Truss Truss Type 0ty Ply WATSON T25088992 77746 � B5 HIP 1 1 Job Reference' --':one[) cnamoers truss, ruR riuiuv, rL - r ao<, -• •-- - -- - - — ID:mLKZb_i492VMx3oCkz8mL3ymLd3-zcn6B?jTsKMH4?c41f7gdl1 P02OD_BGCRG3WxtymFIJ -2-0-0 6-9-3 12-10-10 19-0-0 25-2-0 31-4-0 36-0-0 42-10-2 S0-4-0 2-0-0 6-9 3' 6-1-0 6-1 6 6-2-0 6-2-0 4 8 0 6-10-2 75 14 I Scale = 1:89.6 5.00 12 5x8 = 6 3x4 II 5x8 = 28 7 29 30 8 c6 12 Io 0 -- "- -- 18 -- 1r - 115 10 13 4x5 3x5 = 4x6 = 3x5 = 5x8 = 5x6 = 6x8 = 3x6 3x4 11 4x5 = = LOADING I (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udeft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.50 Vert(LL) -0.25 18-20 >999 360 MT20 244/190 TODL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.48 18-20 >902 .240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.07 15 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.32 13-26 >537 240 Weight: 287 lb FT = 20% LUMBER- I BRACING -- CHORD 2x4 SP M 30 TOP CHORD CHORD 2x4 SP M 30 BOT CHORD S 2x4 SP No.3 *Except* WEBS 9-15: 2x6 SP No.2 'TIONS. (size) 2=0-8-0, 15=0-8-0, 12=0-8-0 Max Horz 2=337(LC 11) Max Uplift 2=-825(LC 12), 15=1740(LC 12), 12=337(LC 8) Max Grav 2=1896(LC 17), 15=3148(LC 2), 12=294(LC 22) :ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=3633/1490, 3-5=-3273/1341, 5-6=1962/890, 6-7=1237/636, 7-8=-1237/636, 8-9=-402/178, 9-11=876/1281, 11-12=119/746 CHORD 2-20=1291/3530, 18-20=-890/2708, 17-18=-407/1892, 16-17=0/416, 15-16=1117/1105,.. 13-15=-584/60, 12-13=-584/60 S 3-20=-535/383, 5-20=-231/854, 5-18=1102/646, 6-18=371/1046, 6-17=-876/432, 7-17=498/405, 8-17=912/1680, 8-16=1475/978, 9-16=1130/2204. 9-15=2547/1512, 11-15=-995/1809, 11-13=-881/331 Structural wood sheathing directly applied or 3-6-3 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at micipt 5-18, 6-17, 8-17, 8-16, 9-16, 9-15, 11-15 Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 2-11-12, Interior(1) 2-11-12 to 19-0-0; Exterior(2R) 19-0-0 to 26-1-7, Interior(1) 26-1-7 to 31-4-0, Exterior(21R) 31-4-0 to 38-5-7, Interior(1) 38-5-7 to 50-4-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=825, 15=1740, 12=337. & WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M[I--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 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 "- 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?P11 Quality Cdterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 This item has been electronically, signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not Considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MiTek' 6904'Parke East Blvd. Tampa, FL 36610 Job I Truss Truss Type Qty Ply WATSON T25088993 77746 D Flat 1 1 1 Job Reference (optional) chambersIcuss, I-on:Hlerce,rL-54sPOZ, ­ _.._ ._...-..------ . ID:mLKZb_i492VMx3oCkz8m L3ymLd3-RoKUOLj5deUBi9BGaMe3AVaT_SoMjcvLgwp4TJymFII ? 7-10-2 15-4-12 22-11-6 30-6-032-8-0 7-10-2 7-6-10 7-6-10 7-6-10 = 2-2-0 Scale = 1:55.6 4x8 = 3x4 = 5x6 WB = 3x4 = 4x6 = 4x4 = 2x3 II 3x4 11 1 17 2 18 3 19 4 205 621 22 7 8 to 15 14 13 12 11 10 9 4x8 = 3x6 = 3x4 = 3x4 = 4x6 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.14 13 >999 360 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.33 13-15 >999 240 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.07 10 n/a n/a 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.25 13 >999 240 BRACING- 6x8 = 3x4 II PLATES GRIP MT20 244/190 Weight: 178 lb FT = 20% CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, CHORD 2x4 SP M 30 except end verticals. S 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. =RS 2x4 SP No.3 WEBS 1 Row at midpt 1-15, 4-11, 6-10 'TIONS. (size) 16=Mechanical, 10=0-4-0 Max Uplift 16=-643(LC 12), 10=-735(LC 12) Max Grav 16=1360(LC 1). 10=1554(LC 1) 'ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-16=-1287/1323, 1-2=-2181/2083, 2-4=-2803/2670, 4-6=2123/2021 CHORD 13-15=2083/2181, 11-13=2670/2803, 10-11=2021/2123 S 1-15=-2268/2377, 2-15=-892/1061, 2-13=-656/696, 4-13=167/338, 4-11=-761/726, 6-11=-283/582,6-10=2352/2240,7-10=4101571 1).Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. 11, Exp C; Encl., GCpi=0.18; MW=RS (directional) and C-C Comer 3) 0-1-12 to 4-1-12, Extedor(2) 4-1-12 to 28-6-4, Comer(3) 28-6-4 to 32-6-4 zone;C-C for members and forces & MW'RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=643, 10=735. ® WARNING -Vadfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 511912020 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 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 ANSLITP/t Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 . This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MiTek' 6904Parke East Blvd. - Tampa, FL 36610 i Job Truss Truss Type Qty Ply WATSON T25088994 77746 D1 Flat 1 1 Job Reference (optional) L;namoerslruss, ronrlerce,r�-waa�,- ID:mLKZb_i492VMx3oCkz8mL3ym Ld3-v?utchkjOxc?KJmT8491ij6eHs8KS39VvaYd?lymFIH 7-10-2 16.4-12 22-11.6 30-6-0 32-8-0 7-10-2 7-6-10 7-6-10 7-6-10 2-2-0 Scale = 1:55.6 4x6 = 3x4 = 4x6 = 3x4 = 3x6 = 4x4 = 2x3 II 3x4 II 1 17 2 18 3 19 4 205 621 22 7 8 16 15 14 13 12 11 10 9 3x6 11 4x5 = 3x6 = 3x4 = 3x4 = 3x6 = 6x8 = 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.10 13 >999 360 MT20 244/190 TODL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.24 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.18 13 >999 240 Weight: 186 lb FT = 20% i LUMBER- BRACING. CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, CHORD 2x4 SP M 30 except end verticals. S 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. WEBS 1 Row at midpt 1-15, 4-11, 6-10 CTIONS. (size) 16=Mechanical, 10=0-4-0 Max Uplift 16=-643(LC 12), 10=-735(LC 12) Max Grav 16=1360(LC 1), 10=1554(LC 1) CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. CHORD 1-1 6=-1 289/1324, 1-2=1791/1711, 2-4=-2300/2190, 4-6=174311660 CHORD 13-15=-1711/1791, 11-13=2190/2300, 10-11 =1 660/1743 S 1-15=1954/2048, 2-15=894/1064, 2-13=562/596, 4-13=167/337, 4-11=653/622, 6-11=-283/583, 6-10=-2027/1930, 7-10=-408/568 A) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-1-12 to 4-1-12, Exterior(2) 4-1-12 to 28-6 4, Comer(3) 28-64 to 32-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1 16=643,10=735. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 J' WARNING - Wedly design parameters nod READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 ;ay. 5/192020 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 WOW 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 ANSYTP11 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 I Job Truss Truss Type Qty Ply WATSON T25088995 77746I D2 Roof Special 1 1 Job Reference (optional) unamOers I cuss, ' ruit i ID:mLKZb_i492VMx3oCkz8mL3ymLd3-NBSFp11L9FksxTLfingXFwfxAGVOBY_e7ElAXCymFIG 7-2-1 14-2-6 21.2-12 28.4.13 30.6-0 32-8-0 7.2-1 7-0-5 7-0-5 7.2.1 I Scale = 1:53.6 3x6 = 4x8 = 5.00112 1 18 2 19 20 3 4 21 5 22 23 6 24 4x4 6x8 = 3x6 — 4x4 = 4x4 = 2x3 II 3x6 = 30-6-0 30,8-0 32-8-0 I LOADING (psf) TOLL 20.0 TCDL 15.0 BOLL 0.0 BODL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020fTP12014 CSI. TIC 0.40 BC 0.40 WB 0.74 Matrix -MS DEFL. in floc) I/defl Ud Vert(LL) -0.08 14 >999 360 Vert(CT) -0.19 13-14 >999 240 Horz(CT) 0.05 10 n/a n/a Wind(LL) 0.11 14 >999 240 PLATES GRIP MT20 244/190 Weight: 205 lb FT = 20% I LUMBER- BRACING - TOP CHORD' 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-17, 3-16, 6-13 REACTIONS. (size) 17=Mechanical, 10=0-4-0 Max Horz 17=-99(LC 12) Max Uplift 17=-658(LC 12), 10=-720(LC 12) Max Grav 17=1360(LC 1), 10=1554(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1421/745, 3-5=-1930/1026, 5-6=1664/936, 6-7=-579/368 BOT CHORD 16-17=-622/1421, 14-16=908/1930, 13-14=818/1664, 11-13=241/491 WEBS 2-17=-1771/927, 2-16=-173/615, 3-16=646/362, 5-14=-205/338, 5-13=-747/482, - 6-13=-725/1475, 6-11=-998/605, 7-11=600/1194, 7-10=1446f798 NOTES- 1j Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-15, Interior(1) 3-4-15 to 28-4-13, Extedor(2R) 28-4-13 to 31-8-0, Interior(1) 31-8-0 to 32-6-4 zone;C-C for members and forces & MWFRS for reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. ZThis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been ' 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 electronically Signed and will fit between the bottom chord and any other members. 7� Refer to girder(s) for truss to truss connections. Sealed b Velez, Joaquin, PE y oa Q 8 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) using a Digital Signature. 17=658,10=720. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-7473 rev. 5119,2020 BEFORE USE. Design valid for use onlywith 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 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 ANSLITP11 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 c I Job Truss Truss Type Qly Ply WATSON T25088996 77746 D3 Roof Special 1 1 Job Reference o tional unamDers truss, run rmrue, rL -J 04, _.._____.._.....___...__, --.-. ,- ID:mLI(Zb_i492VMx3oCkz8mL3ymLd3-rd3-rNOdONm_wZsiZdwrGVCmn8C3VfrywzjoMul k4eymFIF 6 8 1 13-2-6 19-8-12 26-4-13 .32-M 6-11 6E-5 6 6-5 6-8-1 6-3-3 Scale = 1:55.4 3x4 = 3x4 II 3x4 = 3x6 = 3x4 = 4x8 = 5.00112 1 16 2 17 18 3 4 5 19 20 21 - 6 .. _ 6x8 = 3x4 = 3x6 3x4 = 3x4 = 3x6 = 4x4 = 3x6 11 6-8-1 16-6-5 16.6-5 16-8-1 16-3-3 ' Offsets (X,Y)— [6:0-5-4,0-2-0] DING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.11, 11-12 >999 360 MT20 2441190 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.22 11-12 . >999 240 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.06 ' 8, - n/a .: n/a _ 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.10 11-12 .. >999 . 240 Weight: 210 Ib FT = 20% BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc puriins, CHORD 2x4 SP M 30 except end verticals. S 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-10 oc bracing. WEBS 1 Row at midpt 2-15, 3-14 :TIONS. (size) 15=Mechanical, 8=0-4-0 Max Horz 15=-146(LC 12) Max Uplift 15=-712(LC 12), 8=-667(LC 12) Max Grav 15=1649(LC 18), 8=1676(LC 18) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=-1442/680, 3-5=-2112/1012, 5-6=2115/1065, 6-7=15691765, 7-8=-15811808 CHORD 14-15=-509/1455, 12-14=845/2098, 11-12=-898/2088, 9-11=-594/1359 S 2-1 5=-1 979/931, 2-14=-278/934, 3-14=931/467, 3-12=14/298, 5-11=493/325, 6-11=417/1048, 6-9=-558/389, 7-9=673/1549 Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-15, Interior(1) 3-4-15 to 26=4-13, Exterior(2R) 26-4-13 to 29-8-0, Interior(1) 29-8-0 to 32-6-4 zone;C-C for members and forces & MWFRS for reactions shown Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 This Item has been will fit between the bottom chord and any other members, with BCDL = IO.Opsf.. electroniCis811y, signed and Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) sealed Velez, Joaquin, PE 15=712, 8=667. using a Dig ital'Signature. ' Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 69114 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 WARIJING - Vrify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I�III-7473 rev. 511912020 BEFORE USE. Design valid fore use only wilh 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 _ MITe 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 ANSLITPH 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 I Job Truss Truss Type Qty Ply WATSON T25088997 77746 D4 Roof Special 1 1 Job Reference o tional n •�.]I.n77n'f� Dnnn� unamoers Iruss, roRr-fierce, rL -. U.Z, ID:m LKZb_i492VMx3oCkz8mL3ymLd3-Jaa?Ejmchs_ZBnU 1 pCj?KLkFf391 fR9xbYnHc4ym FIE 6-2-1 12-2 6 18-2-12 24-4-13 2 -10 32-M 6-2-1 6-0-5 6.0-5 6-2-1 3-11-14 4-3-0 i Scale = 1:55.0 3x6 = 4x8 — 1 17 2 18 "319 4 5 20 21 22 6 5.00 L12 23 7 24 8 16 25 15 26 14 13 27 12 2811 10 29 30 R 6x8 = 3x6 = 3x6 = 6x8 = Is (X,Y)— [6:0-5-4,0-2-0) (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 9-10 >999 360 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.29 9-10 >999 240 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.06 9 n/a n/a 10.0 Code FBC2020rrPI2014 Matrix -MS Wind(LL) 0.08 12-13 >999 240 BRACING - PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20% CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, CHORD 2x4 SP M 30 except end verticals. S 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-4-11 oc bracing. WEBS 1 Row at midpt 2-16, 3-15, 5-13, 7-9 -TIONS. (size) 16=Mechanical, 9=0-4-0 Max Horz 16=-193(LC 12) Max Uplift 16=-722(LC 12), 9=-657(LC 12) Max Grav 16=1673(LC 18), 9=1717(LC 18) -ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=-1212/576, 3-5=-1836/887, 5-6=-1950/993, 6-7=-1696/841 CHORD 15-16=-355/1228,13-15=-670/1818,12-13=776/1915,10-12=-598/1488,9-10=-503/1100 S 2-16=-1858/883, 2-15=-329/1010, 3-15=-967/487, 3-13=89/389, 5-12=-354/251, 6-12=-289/707, 6-10=-255/177, 7-10=161/698, 7-9=-1776/835 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-15, Interior(1) 3-4-15 to 24-4-13, Exterior(2R) 24-4-13 to 27-8-0, Interior(1) 27-8-0 to 32-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3 Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1 16=722, 9=657. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use onlywith 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 . .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 ANSUiPl1 Duality Criteria, DS949 and SCSI Building Component SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job I Truss Type Qty Ply WATSON T25088998 77746 ]Truss D5 Roof Special 1 1 Job Reference o liana/ UnamDer9 I FUSS, rOri rlerce, rL - Y W04, �.,.. .. .,.... �..�...... _.. ...---...-_, ..._. ..._ ..... .. -- --- _ - ID:mLKZb_i492VMx3oCkz8mL3ymLd3-om8NR3nESA6Qow3ENvEEtZH QMTV6OuO4gC Wr8XymFID 7 6-3 14-10-10 224-13 27-4-10 32 8-0 1 732 7-4-7 7-6-3 4-11-14 � 5-3-0 4x8 = Scale = 1:55.9 5 3x4 II 1 16 3x4 = 3x6 = 3x4 = 2 17 3 18 4 19 20 15 14 — 12 ,, 10 6x8 = 3x4 = 3x6 3x4 = 3x4 = 3x6 = 14-10-10 01NG (psf) SPACING- 2-0-0 CSI. DEFL. 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 3ER- BRACING - CHORD 2x4 SP M 30 TOP CHORD CHORD 2x4 SP M 30 S 2x4 SP No.3 BOT CHORD WEBS CTIONS. (size) 15=Mechanical, 8=04-0 Max Horz 15=-241(LC 12) Max Uplift 15=-733(LC 12), 8=646(LC 12) Max Grav 15=1682(LC 18), 8=1 694(LC 18) CES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-4=-1282/621, 4-5=-1783/905, 5-6=1724/863, 6-7=-1449/666, 7-8=-1608/774 CHORD 14-15=-351/1290, 12-14=-639/1739, 10-12=-580/1500, 9-10=-543/1280 S 2-15=-1864/902, 2-14=-260/882, 4-14=738/425, 5-12=163/433, 6-10=-95/426, 6-9=-746/422, 7-9=658/1551 in (loc) Vdefl Ud -0.11 14-15 >999 360 -0.22 10-12 >999 240 0.05 8 n/a nla 0.07• 12 >999 240 5.00112 9 4x4 = 8 3x6 11 PLATES GRIP, MT20 244/190 Weight: 224 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-2-7 oc bracing. 1 Row at midpt 1-15, 4-14 2 Rows at 113 pts 2-15 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) D-1-12 to 3-4-15, Interior(1) 34-15 to 224-13, Extedor(2R) 22-4-13 to 25-8-0, Interior(1) 25-8-0 to 32-6-4 zone;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This Item has been 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. electronically Signed and 6) Refer to girder(s) for truss to truss connections. led b Velez, Joaquin, PE Seay q 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift.at joint(s) except Qt=lb) using a. Digital .Signature. 15=733, 8=646. Printed copies of this document are not considered signed and sealed and the signature must be verified. on any electronic copies. Joaquin Velez PE No.68182 MIek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 ' ® WARNING - Verify design pareme[ers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not BE" a truss system. Before use, the building designer must verifythe applicability of design parameters and property Incorporate this design into the overall .. V 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 H 1 IT�'k• V t fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component - Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply WATSON T25088999 77746 D6 Hip 1 1 Job Reference (optional) unamDers Iruss, tort rlerce, rL-.sgaa[, �• "'^"a � �•`^•"�"'� "a- ID:m LKZb_i492VMx3oCkzBmL3ymLd3-GyimfPosDU EHQ4eQxdlTPmgWIts37ObE2sGOgzymFIC 1 7-8.3 6 13-10-10 2G-4-13 26-0 10 32-8-0 -0 6-0-3 6-4-7 6 3 5-11-14 6-3-6 5.00 12 - Scale: 3/16"=l' 3x6 2x3 II 3x6 = 3x4 = 4x8 = 4x4 1 2 17 3 18 4 19 5 20 6 16 `" 15 13 "' 12 10 9 3x6 11 4x10 = 3x6 = 3x4 = 3x4 = 3x6 = 04 = 3x6 II LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) . Ildefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.13 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.23 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.64 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2020/7PI2014 Matrix -MS Wind(LL) 0.07 13 >999 240 Weight: 233 lb FT = 20% IiCK- BRACING - CHORD 2x4 SP M 30 TOP CHORD CHORD 2x4 SP M 30 S 2x4 SP No.3 BOT CHORD WEBS CTIONS. (size) 16=Mechanical, 9=04-0 Max Harz 16=-267(LC 12) Max Uplift 16=739(LC 12), 9=639(LC 12) Max Grav 16=1717(LC 18), 9=1721(LC 18) CES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excerpt when shown. CHORD 1-2=-1153/614, 2-3=-11471593, 3-5=1147/593, 5-6=-15921823, 6-7=-1731/836, 7-8=1612/698, 1-16=1565/874, 8-9=16261751 CHORD 15-16=-134/293, 13-15=-507/1539, 12-13=-513/1487, 10-12=-566/1421 S 1-15=856/1733, 3-15=466/379, 5-15=759/416, 7-10=591/379, 8-10=644/1623 Structural wood sheathing directly applied or 5-4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 9-9-6 oc bracing. 1 Row at midpt 1-15, 3-15, 5-15, 5-13, 6-12. 1-16 TOTES- ) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-1-12 to 1-0-0, Exterior(2R) 1-0-0 to 5-7-7, Interior(1) 5-7-7 to 20-4-13, Exterior(2R) 20-4-13 to 25-0-4, Interior(1) 25-0-4 to 32-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. j Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except 0=1b) 16=739, 9=639. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - Veniy design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE NIII-7473 rev. 5; I W2020 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 pennanentbracin9 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 BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, 6904 Parkrk 36610 East Job Truss Truss Type Qty Ply WATSON T25089000 77746 D7 HIP 1 1 Job Reference (optional) L,namDers miss, rOR rle" e, rL- J VOG, .n. � e..,, «..�, ,.,,,.... ��......,.��...., ., ... ...... ...y ... _�_ . ID:mLKZb_i492VMx3oCkz8mL3ymLd3-k9GBsk"U.n' 82EDcVKGiy_MIRHBhspBNHW?xDPymF18 3-0-0 10-8-6 18-4-13 25-8-0 32-11-4 39-M 41-0-0 3-0-0 7-8-6 7 8 6 7-3� 7-3 4 6-0-12 . 2-0-0 5.00 12 5x8 = 3x4 II 5x8 = 2 22 3 23 24 4 4xn 3x6 II 4x4 = 3x6 = 3x4 = 3x6 4x4 = 5x6 11 JnJ 4x8 = Scale = 1:71.2 o6 1 I9 3-0-0 10-8-6 18:-13 25-M 32-7-10 3211-4 39.0-0 3-0-0 7-8-6 7-8-0 7-3-4 6-11-10 0 0 6-0-12 Plate Offsets (X,Y)— [2:0-5-12,0-2-81,[4:0-5-12 0-2-81[8:0-5-2,0-0-4] [10:0-6-410-4-41,[11:Ed e,0-3-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.11 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.21 1 4-1 5 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 1 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.14 10-21 >536 240 Weight: 276 lb FT.= 20% LUI MBER- BRACING- ' TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, BOT CHORD 2x4 SP M 30 -Except' except end verticals. 7-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 3-9-10 oc bracing: 10-11. WEBS 1 Row at midpt 2-17, 2-15, 3-15, 4-15, 5-14, 5-10, 1-18, 1-17 REACTIONS. (size) 18=Mechanical, 11=0-7-4, 8=0-8-0 Max Horz 18=-503(LC 12) Max Uplift 18=-751(LC 12), 11=-904(LC 12), 8=415(LC 12) Max Grav 18=1682(LC 18), 11=1987(LC 18), 8=429(LC 22) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-567/317, 2-3=1338/774, 3-4=-1338/774, 4-5=-1715/858, 1-18=-1678/899 Bi T CHORD 17-18=-224/551, 15-17=01633, 14-15=286/1459, 12-14=-427/1512, 10-11=1875/1246, 7-10=-497/435 WEBS 2-17=11631764, 2-15=-706/1378, 3-15=-623/471, 4-15=290/171, 4-14=84/409, 10-12=-542/1466, 5-10=1839/669, 1-17=766/1523 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-0-0, Exterior(2R) 3-0-0 to 8-6-3, Interior(1) 8-6-3 to 18-4-13, Exterior(2R) 18-4-13 to 23-11-0, Interior(1) 23-11-0 to 41-0-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. 6) Sealed by Velez, Joaquin, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. Printed copies of this 7) Refer to girder(s) for truss to truss connections. document are not considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) g SI ned and sealed and the 18=751, 11=904, 8=415, signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - Venfy design ponnw_t­ and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1111-7473 —. 5f 1912020 BEFORE USE. Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not I�' 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 ANS11TPli 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 Oty Ply WATSON T25089001 77746 D8 HIP 1 1 I Job Reference o do .al L,namoerstruss, ronrlerce,rL-rUOZ ,.,,. _.._ -- - ID:mLKZb_i492VMx3oCkz8m L3ym Ld3-CLpW44p6k5V?fOop22nxUBvu3gTbbJOXWANIrymF[A - 5-0-0 10-8-6 16�-13 21-10-15 27-2-12 32-11-4 39-0-0 41-0-0 5-0-0 5-8-0 5 8 8 5-0 2 5-3 13 5 8 8 '_'1 0 12 2 0-0 5.00 12 5x8 = Scale = 1:74.7 3x4 II 5x8 = � , 22 2 323 4 4x5 18 " 17 <o .0 15 <r 14 12 11 3x5 = 3x6 I I 4x4 = 3x6 = 3x4 = 5x8 WB = 5x8 = US 11 4x8 = 5-0-0 10-8-0 16-4-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.46 12-14 >854 360 MT20 244/190 . TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.75 12-14 >524 240 BOLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.04 11 file n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wlnd(LL) 0.14 10-21 >531 240 Weight: 290 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD E1i T CHORD 2x4 SP M 30 -Except' 7-11: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 18=Mechanical, 11=0-7-4, 8=0-8-0 Max Horz 18=-503(LC 12) Max Uplift 18=-748(LC 12), 11=-923(LC 12), 8=399(LC 12) Max Grav 18=1695(LC 19), 11=2065(LC 18), 8=389(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TI P CHORD 1-2=-817/472, 2-3=1197/763, 3-4=11971763, 4-5=-1592/854, 5-6=-16141828, 1-18=-1601/918 BOT CHORD 17-18=-220/538, 15-17=01842, 14-15=212/1394, 12-14=397/1475, 10-11=-2030/1263, 7-1 0=-441/404 " WEBS 2-17=-931/639, 2-15=-567/1087, 3-15=451/354, 4-15=-477/196, 4-14=214/672, 5-14=-299/328, 5-12=-275/107,6-12=0/361, 10-12=-453/1403, 6-10=-19391683, 1-17=-697/1399 Structural wood sheathing directly applied or 5-7-13 oc purlins, except end verticals. Rigid ceiling directly applied or 3-9-8 oc bracing. 1 Row at midpt 2-17, 2-15, 3-15, 4-15, 5-14, 5-12, 6-10, 1-18, 1-17 Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-1-12 to 4-0-9, Interior(1) 4-0-9 to 5-0-0, Exterior(2R) 5-0-0 to 10-8-6, Interior(1) 10-8-6 to 16-4-13, Exterior(2R) 16-4-13 to 21-10-15, Interior(1) 21-10-15 to 41-0-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 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 = IO.Opsf. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=748,11=923,8=399. A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE iNIII-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MiTekS, 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 verily 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 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 ANSVTPll Quality Criteria, DSB-89 and BCS/ Building Component Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this . document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 I b Truss Truss Type Qty Ply WATSONT25089002 746 r �Pq ROOF SPECIAL 3 1 Job Reference (optional) Chambers truss, . t-onmerce,t- L- avaoZ, .,•-. ._ ..._... .---. . _„- . ID:mLKZb_i492VMx3oCkz8m L3ymLd3-LwVei6s?10taWrXOkALe6gXNeuTFodGzC7z9MAymFl7 7-9-0 15 8 6 21-5-6 27-2-12 32-11 4 39 0-0 41-0-0 7-9-0 7-11-6 5-8 15 5-9-6 5 8 8 6-0-12 2-0-0 5.00 F12 4xE 5x6 = 4 18 17 lb ZU 15 Zr 14 Zd 13 12 3x5 = 4x6 I I 4x4 = 3x6 = 3x8 = 5x8 WB = 5x8 = 3x6 11 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.55 13-15 >710 360 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.88 13-15 >443 240 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.04 12 n/a n/a. 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.14 11-21 >532 240 3ER- BRACING - CHORD 2x4 SP M 30 TOP CHORD CHORD 2x4 SP M 30 *Except* 8-12: 2x4 SP No.3 BOT CHORD S 2x4 SP No.3 WEBS -IRS 2x4 SP No.3 :TIONS. (size) 18=Mechanical, 12=0-7-4, 9=0-8-0 Max Horz 18=-330(LC 10) Max Uplift 18=-704(LC 12), 12=-957(LC 12), 9=409(1_C 12) Max Grav 18=1648(LC 17), 12=1952(LC 18), 9=414(LC 22) Scale = 1:73.9 Oio t9 0 PLATES GRIP MT20 244/190: Weight: 247 lb FT =,20% Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals. Rigid ceiling directly applied or 3-10-0 oc bracing. 1 Row at midpt 2-15, 5-15, 5-13, 7-11, 1-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1563/816, 2-4=-1520/927, 4-5=-1485/940, 5-7=-1580/919, 1-18=-1526/850 BOT CHORD 17-18=-268/357, 15-17=-378/1597, 13-15=-448/1477, 11-12=1926/1284, 8-11=-446/408 WEBS 2-17=515/400, 4-15=331/714, 5-15=386/336, 7-13=0/335, 11-13=-501/1417, 7-11=-1797/714,1-17=716/1529 NOTES- 1j Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-1-12 to 4-0-9, Interior(1) 4-0-9 to 15-8-6, Extedor(2R) 15-8-6 to 19-7-3, Interior(1) 19-7-3 to 41-0-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 Refer to girder(s) for truss to truss connections. 7 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 18=704, 12=957, 9=409. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic copies. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - Veiify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19,2020 BEFORE USE. Design valid far use only with Mrrek® 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 overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety InformationBlvd. .. available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parke 3e East ast I Job Truss Truss Type Qty Ply WATSON T25089003 77746 E COMMON 1 1 . Job Reference (optional) T� �..-,-. .. .. .. 10 4A.IA.•IS 7n71 Deno 'I liflamOere IfUeS, roil rlGll:n, rl -.ria�c, r l 1 4-4-0 ID:m LKZb_i492VMx3oCkz8mL3ymLd3-4631 vStdoK?R8?6aHustfl4eNIxRXE76Rnj iudymFl6 4x4 = 2 3x4 = 3x4 = Scale = 1:16.2 4-4-0 8-8-0 , 4-4-0 4-4-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) 0.07 4-7 >999 2,40 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.03 4-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 29 lb FT = 20% CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S . 2x4 SP No.3 -TIONS. (size) 1=0-8-0, 3=G-8-0 Max Horz 1=53(LC 11) Max Uplift 1=-362(LC 12), 3=362(LC 12) Max Grav 1=390(LC 1), 3=390(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=602/1611, 2-3=-602/1611 CHORD 1-4=1370/507, 3-4=1370/507 S 2-4=-805/220 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0,-Interior(1) 3-0-0 to 4-4-0, Exterior(2R) 4-4-0 to 7-4-0, Interior(1) 7-4-0 to 8-8-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=362, 3=362. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED rvIITEK REFERENCE PAGE Mll-7473 rev 5119r2020 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 ANSUrP11 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 I Truss Truss Type Qry Ply WATSON T25089004 77746 E1 COMMON 2 1 1 Job Reference (optional) chambers truss, ron t- erce, t-L-:wadZ, 0 4-" 2 ID:mLKZb_i492VMx3oCkz8m L3ymLd3-ZJdP7otFZd7lm9gmrbN6BFcgKhlyGhiGfRTGQ3ymFl5 4x4 = Scale = 1:16.2 3x4 = 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d 20.0 Plate Grip DOL 1.25 TIC 0.34 Vert(LL) 0.04 4-9 >999 240 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.02 4-14 >999 240 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.01 3 n/a n/a 10.0 Code FBC2020/rP12014 Matrix -MP CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 'TIONS. (size) 1=0-8-0, 3=0-8-0 Max Horz 1=-53(LC 10) Max Uplift 1=-362(LC 12), 3=362(LC 12) Max Grav 1=390(LC 1), 3=390(LC 1) :ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=509/1359, 2-3=-509/1359 CHORD 1-4=-11261418, 3-4=1126/418 S 2-4=-663/180 PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-4-0, Exterior(2R) 4-4-0 to 7-4-0, Intedor(1) 7-4-0 to 8-8-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 1=362, 3=362. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 5/192020 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 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?PH Quality Criteria, DSB-89 and BCS1 Building Component - Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 .MiTek' 6904 Parke East Blvd.. Tampa, FL36610 I Job Truss Truss Type Qly Ply WATSON T25089005 77746 F Roof Special 1 1 Job Reference (optional cnamoers I cuss, rori rlerce, r L - ovaoc. . ID:m LKZb_i492VMx3oCkz8mL3ymLd3-Vhk9YTvV5FN0?Tg9zOPaHg7PVuZjPBZ7lyMVxym Fl3 4-914 9-0-0 11-0-0 17-9-15 24-6-1 31-4-0 4-9-14 4-2-2 2-0 0 6-9 15 6-8-3 6-915 I 0 5.00 12 5x6 I I 3 5x6 = 3x8 = 3x6 = 3x5 = Scale = 1:54.0 3x4 II 14 13 12 11 10 .. 9 3x5 — 3x4 = 6x8 = 5x6 WB = 2x3 I I 3x4 = 6x8 = 2x3 I I 17-9-15 cn m I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d. PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.22.11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.52 11-13 >716 240 BOLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.13 9 n/a ., n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.32 11-13 >999 240 Weight: 160 lb FT = 20% L UI MBER- BRACING-. CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc puffins, CHORD 2x4 SP M 30 except end verticals. S .' 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-9 oc bracing. z_RS 2x4 SP No.3 WEBS 1 Row at midpt 5710, 7-9 'TIONS. (size) 1=Mechanical, 9=Mechanical Max Horz 1=167(LC 12) Max Uplift 1=-656(LC 12), 9=672(LC 12) Max Grav 1=1403(LC 1), 9=1403(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=-3116/1694, 2-3=-2988/1680, 3-4=3826/2132, 4-5=3425/1895, 5-7=2597/1374 CHORD 1-14=-1702/2843, 13-14=1367/2384, 11-13=-1998/3730, 10 11=1998/3730, 9-1 0=-1 374/2597 S 2-14=-310/294, 3-14=-307/515, 3-13=1173/2284, 4-13=-1734/1013, 5-13=458/255, 5-11=0/267, 5-10=12391683, 7-10=228/671, 7-9=-2781/1468 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) D-0-0 to 3-1-10, Interior(1) 3-1-10 to 9-0-0, Exterior(2E) 9-0-0 to .11-0-0, Interior(1) 11-0-0 to 31-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This Item has been 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Sealed by Velez, Joaquin, PE 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. using a Digital Signature. 7) Refer to girder(s) for truss to truss connections. Printed Copies of this • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) document are not considered 1=656, 9=672. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITE'(. REFERENCE PAGE rd11-7473 rev. 5/79/2020 BEFORE USE. Design valid for use ontywith MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building. component, not _ Z 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 ANSIITP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety/nfonoation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL'36610 Job Truss Truss Type Qty Ply WATSON T25089006 77746 171 Hip 1 1 Job Reference o tional chambers I ruSS, 1-ort I'lefce; FL - 34}10Z,...- . ID:mLIQb_i492VMx3oCkzBmL3ymLd3-NS_gNry09TtRU48wCsUWRWso_6GhfD282NwaejymFi? 5-8-12 9 0 0 16-5-4 23-8-12 30-8-13 31.4-p 5-8-12 3-3.4 7-5-4 7-3-8 7-0-1 0-7-3 Scale = 1:52.7 5.00 F12 4x8 = 3 19 20 21 3x4 = 3x6 = 3x4 = 3x5 = 4 5 22 23 6 24 7 m A 12 11 10 9 8 3x4 = M= 3x4 = 6x8 = 4x4 = 3x4 = 2x3 I I 9-0-0 16-5-4 23-8-12 31-4-0 9-0.0 7-5-4 7-3-8 7-7-4 Offsets (X,Y)— [1:0-1-6,Edge1, [3:0-5-4,0-2-01, [7:0-2-0,0-1-81 DING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Lid PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.15 10 >999 360 MT20 2441190 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.36 12-16 >999 240 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.11 8 n/a file 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.22 10 >999 240: Weight: 160 lb FT = 20% BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, CHORD 2x4 SP M 30 except end verticals. S 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing. 7-8: 2x6 SP No.2 WEBS 1 Row at midpt 4-9. 6-8 'TIONS. (size) 1=Mechanical, 8=Mechanical Max Horz 1=214(LC 12) Max Uplift 1=-649(LC 12), 8=675(LC 12) Max Grav 1=1400(LC 1), 8=1400(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=2993/1595, 2-3=-2666/1437, 3-4=2962/1616, 4-6=2183/1150 CHORD 1-12=-1631/2726, 10-12=-1368/2430, 9-10=1616/2962, 8-9=-1150/2183 s 2-12=3931340, 3-12=-151/468, 3-10=346/718, 4-9=-878/526, 6-9=-193/625, 6-8=-2387/1258 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft;.L=31ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-1-10, Interior(1) 3-1-10 to 9-0-0, Extedor(2R) 9-0-0 to 13-5-3, Interior(1) 13-5-3 to 31-1-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)'Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=649, 8=675. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nlll-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 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 ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job I Truss Truss Type Qty Ply WATSON T25089007 77746 G Roof Special 1 1 Job Reference (optional) _I. I_�.._._. ,, rti., .. �o �e•on�z om� c��o 1 GnemDers truss, • ron . ID:mLKZb_i492VMx3oCkz8mL3ymLd3-rfY2bBzewn?t5Ej61Z71 jPyNWYoOgVIG1t7A9ymFl_ -2-0-0 5-8-12 9-0-0 14-10-0 20-8-0 2"-0 31-8-6. 384-13 43-0-0 2 0 0 5-8-12 M 5-10-0 5%1 4-U 6-10-6 6-10-6 4-7-3 5x6 = 3x8 = 5x6 = 7 27 8 28 929 Scale = 1:77.3 .I 3x8 = 3x4 = 5x6 WB = 3x4 = 3x10 = 4x6 3x4 11 4x10 = 3x6 II 4x4 = 38-4-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.36 16-17 >999 . 360 MT20 244/190 TGDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.82 16-17 >627 240 • BOLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.20 11 n/a n/a BdDL . 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.52 16-17 >992 240. Weight: 244 lb FT = 20% BER- BRACING - CHORD 2x4'SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins, CHORD 2x4 SP M 30 except end verticals. S 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. ERS 2x4 SP No.3 WEBS 1 Row at midpt 6-15, 8-12 CTIONS. (size) 2=0-8-0, 11=Mechanical Max Horz 2=277(LC 12) Max Uplift 2=-1070(LC 12). 11=-916(LC 12) Max Grav 2=2076(LC 1). 11=1925(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4296/2504, 34=3970/2313, 4-5=4971/2931, 5-6=5420/3200, 6-7=4024/2399, 7-8=-3701/2297, 8-9=-1474/1003, 9-10=-1645/1015, 10-11=-1887/1182 BI TCHORD 2-19=-2494/3906, 17-19=-2198/3630, 16-17=-2937/4971, 15-16=3214/5429, 13-15=-1755/3008, 12-13=1755/3008 WEBS 3-19=387/363, 4-19=-1 58/429,4-17=923/1600, 5-17=7671529, 5-16=-323/581, 6-15=-2385/1446, 7-15=-618/1167, 8-15=-528/906, 8-13=0/281, 8-12=199811144, 9-12=-68/317, 10-12=-108611840 NOTES- 1y Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-11 to 2-2-15, Interior(1) 2-2-15 to 9-0-0, Exterior(2R) 9-0-0 to 13-3-10, Interior(1) 13-3-10 to 24-8-0, Exterior(2R) 24-8-0 to 28-11-10, Interior(1) 28-11-10 to 38-4-13, Exterior(2E) 38-4-13 to 42-10-4 ione;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This Item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed b Velez, Joaquin, PE y q 4) Provide adequate drainage to prevent water ponding. 5)'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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. Printed copies of this document are not Considered 7) Refer to girder(s) for truss to truss connections. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) be 2=1070, 11=916. signature must verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5'I9/2020 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 ANSLITP11 Quality Criteria, DS8-89 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 I Job Truss Truss Type Qty Ply WATSON T25089008 77746 G1 Roof Special 1 1 Job Reference o tional t,namoers I russ, run rlerce, rL - 04-1, ,.....-....... .. _.....---...__, ..._. ..._ .._� . _ ... _ -- _ ID: mLKZb_i492VMx3oCkz8m L3ymLd3-kQnZQY09zOWkarOt_P4hBZZab7unKUSIBfdLlwymFkw 2-0-0 5-9-14 11-0-0 16 10-0 22 8-0 26 8-0 31 6 6 36-0-13 43-0-0 2-0 0 5 9-14 5 2-2 5-10-0 5 10-0 4 0 4-10 6 4-10-0 6-7-3 5x8 = 5x6 = _ 3x4 = 5x6 — 7 827 28 9 29 Scale = 1:77.3 ICJ -10 10 IJ 14 Ic ii 3x8 — 3x4 II 3x4 = 5x6 W8 3x4 = 3x4 = 4x8 = 4x6 4x10 = 4x6 II 5-9-14 11-0-0 16-10-0 22-80 26.8-0 36-4-13 S-9-14 ' 5-2-2 ' 5-10-0 5-10-0 4-0-0 9-8-13 is (X,Y)- [2:0-4-2,0-1-81,[4:0-5-12,0-2-81.[7:0-3-0,0-2-41,[9:0-3-0,0-2-41,[11:Edge,0-3-81 (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.38 12-14 >999 360 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.74 12-14. >695 240 0.0 Rep Stress Incr YES WE 0.80 Horz(CT) 0.19 11 n/a n/a 10.0 Cade FBC2020fTP12014 Matrix -MS Wind(LL) 0.41 15-16 . >999 240 CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 s 2x4 SP No.3 ERS 2x4 SP No.3 43-0-0 PLATES GRIP MT20 244/190 Weight: 252 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, 'except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-1 cc bracing. WEBS 1 Row at midpt 6-14, 8-12, 10-12 :;TIONS. (size) 2=0-8-0, 11=Mechanical Max Horz 2=277(LC 12) Max Uplift 2=1070(LC 12), 11=-916(LC 12) Max Grav 2=2326(LC 17), 11=2097(LC 19) .ES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. CHORD 2-3=-4893/2484, 3-4=-4197/2219, 4-5=4775/2599, 5-6=4929/2708, 6-7=3751/2084, 7-8=-3458/1999, 8-9=-1926/1196, 9-10=-2149/1209, 10-11=2016/1189 CHORD 2-19=-2483/4570, 18-19=-2483/4570, 16-18=-2086/3904, 15-16=2557/4837, 14-15=-2669/4991, 12-14=1529/2837 S 3-18=-751/443,4-18=-164/518,4-16=648/1241, 5-16=578/442, 5-15=-141/299, 6-14=2277/1295, 7-14=537/1138, 8-14=-482/1102, 8-12=-1497/856, 9-12=92/519, 10-12=-1114/2161 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 2-2-15, Interior(1) 2-2-15 to 11-0-0, Exterior(2R) 11-0-0 to 15-3-10, Interior(1) 15-3-10 to 26-8-0, Extedor(2R) 26-8-0 to 30-11-10, Interior(1) 30-11-10 to 36-4-13, Exterior(2R) 36-4-13 to 40-8-6, Interior(1) 40-8-6 to 42-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 376-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=1070, 11=916. This item has been electronically signed and sealed by Velez, Joaquin, PE using a. Digital Signature. Printed copies of this document are not considered signed and sealed and the ' signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6B34 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ®WARNING - Verif, desig n parameters and READ NOTES ON THIS AND INCLUDED iv117EK REFERENCE PAGE ivlll-7473 rev. 5;19l2020 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 properly incorporate this design into the overall too building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pennanent.bracing . MITe K• building 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 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 I Job Truss Truss Type Qty Ply WATSON T25089009 7774 G2 Roof Special 1 1 Job Reference o tional .. �o 1n.vn.a1 9M1 P.nc 1 Chambers Inks, sort rlerce, ru-L9yOL, ID:mLKZb_i492VMx3oCkz8mL3ymLd3cB14Gw3fl E093TKfDF8dlPkLskMrGGBT6HbZRhymFks 3-0-0 - 8-10-0 141-0 18-8-0 24-4-13 28-6-10 33-0-0 5 10-0 5-10-0 8 13 4-1-14 4 5 6- 4x8 = 4x5 = 5 22 23 24 25 6 4x4 Scale = 1:58.0 3x6 II . 4x4 = 4x4 = 3x6 = 3x4 = 3x4 = 3x6 = 3x8 = 6x8 = 3-0-0 8-10-0 14-8-0 18-8-0 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.19 9-10 >999 360 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.34 9-10 >999 240 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.06 . 9 n/a n/a 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.12 13 >999 240 3F-R- BRACING - CHORD 2x4 SP M 30 TOP CHORD CHORD 2x4 SP M 30 s 2x4 SP No.3 BOT CHORD WEBS 'TIONS. (size) 17=0-8-0, 9=0-8-0 Max Horz 17=-111(LC 10) Max Uplift 17=-701(LC 12), 9=692(LC 12) Max Grav 17=1604(LC 17), 9=1644(LC 18) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=-914/521, 2-3=1925/1107, 3-4=2386/1345, 4-5=-2015/1188, 5-6=-1487/961, 6-7=-1652/981, 1-17=1569/890 CHORD 15-16=-401/869, 13-15=988/1989, 12-13=-1256/2444, 10-12=943/1873, 9-10=-604/1094 s 2-16=-979/652, 2-15=-818/1557, 3-15=863/595, 3-13=361/640, 4-13=-293/284, 4-12=-976/531, 5-12=-403/925, 5-1 0=644/353, 6-1 0=-74/324, 7-1 0=-1 97/660, 1-16=-758/1400,7-9=1700/970 PLATES . GRIP. MT20 2441190 Weight: 226 lb FT = 20% Structural wood sheathing directly applied or 4-6-10 oc purlins, except end verticals. Rigid ceiling directly applied or 6-7-3 oc bracing. 1 Row at midpt 5-10, 7-9 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-1-12 to 3-0-0, Exterior(2R) 3-0-0 to 6-3-10, Interior(1) 6-3-10 to 18-8-0, Exterior(2R) 18-8-0 to 21-11-10, Interior(1) 21-11-10 to 24-4-13, Exterior(2R) 24-4-13 to 27-8-6, Interior(1) 27-8-6 to. 32-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4 Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=701,9=692. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printedcopies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 q�• 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 chard 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 ANSIITP11 Duality 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 a Job Truss Truss Type Qty Ply WATSON T25089010 77746 G3 ROOF SPECIAL 1 1 j Job Reference o tional Chambers I russ, . Fort Nlerce, FL - 34WSZ, m .o.Z. a dui' c cvc i 'vu i cn u'uum,,00, o i , r,u -N , ,�...�..,.. �..� , ...y.- ID:mLIQb_1492VMx3oCkzBmL3ymLd3-ZaBghc5vZsGtImU1 LfB5Ngpi2YzfkBYmZb4fwaymFkq 3-10-8 9-8-8 15 6 8 19-0 8 23-6-5 28-2-12 32-11.4 39-M 41-0-0 3-10-8 5-10-0 5-10-0 4 0 0 3-11-13 4 8 8 4-8-8 6-0-12 2-00 I 5.00 ,2 sva = 4xE 5x8 = 5x6 = 5 28 29 6 3x6 II 3x6 = 3x6 II axo 3x5 = 3x5 = 3x4 = 3x4 = 3x8 = ' , 4x4 = 3x6 = 23-6-5 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.07 18 >999 360 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.17 18-20 >999 240 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.04 13 n/a n/a 10.0 Code FBC20201TPI2014 Matrix -MS Wtnd(LL) 0.14 12-25 >527 240 CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 *Except* 9-13: 2x4 SP No.3 S 2x4 SP'No.3 BRACING - TOP CHORD BOT CHORD WEBS CTIONS. (size) 22=0-8-0, 13=0-7-4, 10=0-8-0 Max Horz 22=-260(LC 12) Max Uplift 22=-695(LC 12), 13=-1015(LC 12), 10=361(LC 12) Max Grav 22=1436(LC 1), 13=1929(LC 1), 10=329(LC 22) CES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=973/615, 2-3=1702/1109, 3-4=1977/1312, 4-5=-1629/1143, 5-6=-1224/967, 6-7=-1390/993, 7-9=-48/420, 9-10=132/403, 1-22=-1405/891 CHORD 21-22=168/253, 20-21=243/906, 18-20=-748/1702, 17-18=-959/1982, 15-17=-631/1469, 14-15=-359/903, 12-13=1884/1446, 9-12=-396/370, 10-12=-326/276 S 2-21=829/588, 2-20=-715/1226, 3-20=748/540, 3-18=293/393, 4-17=912/582, 5-17=-450/809, 5-15=-599/353, 6-15=120/268, 12-14=502/943, 7-12=-1722/928, 1-21=-749/1257, 7-15=231/524 Scale = 1:72.5 PLATES GRIP MT20 244/190 Weight: 266 lb FT = 20% Structural wood sheathing directly applied or 4-11-7 oc purlins, except end verticals. Rigid ceiling directly applied or 3-10-8 oc bracing. 1 Row at midpt 5-15, 7-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-10-8, Extedor(2R) 3-10-8 to 7-9-5, Interior(1) 7-9-5 to 19-6-8, Exterior(2E) 19-6-8 to 23-6-5, Extedor(2R) 23-6-5 to 27-5-2, Interior(1) 27-5-2 to 41-0-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific i to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=695,13=1015,10=361. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE Design valid for use onlywith 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 verifythe 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 ANSUrP/l Quality Criteria, DSB-89 and BCSI 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 City Ply WATSON T25089011 77746 G4 ROOF SPECIAL 1 1 I Job Reference (optional) Chambers truss, Fort I -terse, FL - J4VUZ, o.w a dun a n..y , , ..y.. ID:mLKZb_i492VMx3oCkz8mL3ymLd;- yGb6H6A5TWbY4dQS4DZTFv '"pMfQC4531vZQymFko 5-10 8 11 8 8 17-0-8 21-6-6 %-13 32-11 4 32 0 5-10-8 5-10-0 5-10-0 3-11-14 5-8-7 5.8 .174 7 Scale = 1:72.5 5x6 = s nn 171-9- 5x8 = _ _ — 5 4x5 014 o cs I� 3x6 11 3x5 = 3x6 = 5x8 = 4x6 — 5x8 = 3x6 II 3x4 = 1:0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(LL) -0.32 13-15 >999 360 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.54 13-15 >719 240 BOLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(ILL) 0.14 11-22 >529 240 Weight: 252Ib FT=20% BER- BRACING-' CHORD 2x4 SP M 30 TOP CHORD CHORD 2x4 SP M 30 *Except* 8-12: 2x4 SP No.3 BOT CHORD S 2x4 SP No.3 WEBS 'TIONS. (size) 19=0-8-0, 12=0-7-4, 9=0-8-0 Max Horz 19=259(LC 12) Max Uplift 19=-696(LC 12), 12=-1009(LC 12), 9=366(LC 12) Max Grav 19=1642(LC 17), 12=2043(LC 2), 9=366(LC 22) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=1378/758, 2-3=1869/'1105, 3-4=2024/1149, 4-5=2261/1315, 5-6=1496/905, 6-8=-10/308, 8-9=113/284, 1-19=-1554/885 CHORD 18-19=-194/255,17-18=348/1361,15-17=-692/1991,13-15=-452/1471, 11-1 2=-1 993/1402, 8-11 =-437/392 S 2-18=626/471, 2-17=-523/1055, 3-17=616/419, 3-15=93/269, 4-1 5=1 120/774, 5-15=726/1493, 5-13=359/115, 6-13=0/427, 6-11 =-1 960/894. 1-18=-729/1463, 11-13=543/1303 Structural wood sheathing directly applied or 4-10-5 cc purlins, except end verticals. Rigid ceiling directly applied or 3-8-13 cc bracing. 1 Row at midpt 5-15, 5-13, 6-11 Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-0-9, Interior(1) 4-0-9 to 5-10-8, Extedor(2R) 5-10-8 to 9-9-5, Interior(1) 9-9-5 to 21-6-6, Exterior(2R) 21-6-6 to 25-5-3, Interior(1) 25-5-3 to 41-0-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 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 = IO.Opsf. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except T=lb) 19=696, 12=1009, 9=366. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED 'ATEK REFERENCE PAGE NIII--7473 rev. 5/19/2020 BEFORE USE Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an individual budding 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 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 BCSI Building Component Blvd. e rkEast Safety Information available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 Tampa, 6904 Park East Job Truss Truss Type Qty Ply WATSON T25089012 77746 G5 ROOF SPECIAL 1 1 Job Reference o tional I cuss, I-orl Ylerce, 1' L-51WOL, . v.+.+vao.n, ccvc,,.,,,�,. .. ...... .. .........y ,., .-..-. ...,.. ..__. __. ID:mLKZb_i492VMx3o;Qrr L3ymLd3-z9gzJd7osneS9ECc0ako?TR841?rxboCGYJJ6vymFkn 7-10-8 13-8-8 19-6-8 21-6-6 27-2-13 32-11-4 39-0-0 41-0-0 7-10 8 5-10-0 5-10-0 1-11-14 5.8-7 5 8 7 6 0 12 Scale = 1:72.5 5x6 = 5x8 = 3x4 = 5x6 = 5.00 12 5 5xE 014 o d ro 4x6 II 3x5 = 3x6 = 3x4 = 3x8 = 4x4 = 4x6 II J�J 3x4 = 3x6 = 7-10-8 13-8-8 19-6-8 , 21-0-6 , 27-2-13 32-11 4 32 7-10-8 i 5-10-0 5-10-0 1-11-14 5-8-7 5-8-7 10 6-0-12 Plate Offsets (X,Y)—[2:0-5-4,0-2-4],[9:0-5-2,0-0-4],[11:0-6-4,0-2-12] [12:Ed a 0-3-8] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) -0.10 19-20 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.21 19-20 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.04 12 n/a n/a B�DL 10.0 Code FBC2020fTP12014 Matrix -MS Wind(LL) 0.14 11-23 >528 240 Weight: 267 lb FT = 20% LUMBER- BRACING- TbP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, BQT CHORD 2x4 SP M 30 *Except* except end verticals. 8-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-16, 6-11, 1-20, 1-19, 4-14 REACTIONS. (size) 20=0-8-0, 12=0-7-4, 9=0-8-0 Max Harz 20=-259(LC 12) Max Uplift 20=-699(LC 12). 12=-988(LC 12), 9=383(LC 12) Max Grav 20=1629(LC 17). 12=1986(LC 18), 9=381(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TI P CHORD 1-2=-1527/850, 2-3=-1739/1094, 3-4=1688/1068, 4-5=1559/1019, 5-6=1601/970, 6-8=-0/284, 1-20=1503/889 BI T'CHORD 19-20=-186/275, 17-19=-403/1475, 16-17=-630/1843, 14-16=-604/1731, 13-14=-430/1204, 11-12=1896/1386, 8-11=-437/391 WEBS 2-19=-465/391, 2-17=-369/749, 3-17=378/319, 4-16=-14/274, 5-14=-505/921, 6-14=-56/379, 6-11 =-1 837/863, 1-'19=713/1448, 11-13=565/1196, 4-14=1070/574 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-0-9, Interior(1) 4-0-9 to 7-10-8, Exterior(2R) 7-10-8 to 11-9-5, 1nterior(1) 11-9-5 to 21-6-6, Exterior(2R) 21-6-6 to 25-5-3, 1nterior(1) 25-5-3 to 41-0-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This Item has been to the use of this truss component. electronically signed and 4) 5) Provide adequate drainage to prevent water ponding.. Sealed by Velez, Joaquin, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed copies of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not Considered 20=699,12=988, 9=383. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 WARNING - Ventydesign Parameters and READ NOTES ON THIS AND INCLUDED r IITEK REFERENCE PAGE r,lili473 rev. 5r 19i2020 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 let 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 T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 - Job Truss Truss Type Qty Ply WATSON T25089013 77746 G6 HIP 1 1 I _. _ _ _. �. -.-�� n inn _ ,.._�,. Job_Reference o tional ,��.....:.-.. ,.... 1— A.....ID 4 A.!A.'i7' M! Dane I Chambers truss, Fort Pierce, FL. - 34`982,..... ' "" ' ID:mLKZb_i492VMx3oCkz8m L3ymLd3-RLOLXz8Qd4mJnOnoaVF1 Yg_Ky9MXg4VMUC2tfLymFkm 5-1-0 9-10.8 15-8-6 21.6-5 27-2-12 32-11-4 39-0-0 41-0-0 5 1_0 4-9 8 5-9 14 5-9-14 5"-8 5 8 8 6 0 12 Scale = 1:71.5 3x4 5.00 12 5x6 = 3x8 = 5x6 = 3 4 2526 27 528 19 "" ", 18 „ — 16 — 14 13 12 3x5 = 6x8 = 3x8 = 3x6 = 3x4 II 5x12 = 44 = 4x6 II i 9-10-8 15-8-6 21-6-5 27-2-12 39-0-0 _ %1-4 9-10.8 ' S-9-14 ' 5-9-14 5-8-8 5-8-8 6-0-12 Plate Offsets (X,Y)-[3:0-3-0,0-2-4],[5:0-3-0,0-2-4],[9:0-5-2,0-0-4][11:0-6-4,0-2-12],[12:Edoe,0-3-8] [14:0-5-12 0-3-0] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.73 Vert(LL) -0.36 18-19 >999 360 MT20 244/190 TODL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.59 18-19 >659 240 BOLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.05 12 n/a n/a BODL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.14 11-22 >528 240 Weight: 260 lb FT = 20% L UI MBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 8-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-10-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-18, 4-14, 6-11, 2-19 REACTIONS. (size) 12=0-7-4, 9=0-8-0, 19=0-8-0 Max Horz 19=-259(LC 12) Max Uplift 12=-950(LC 12), 9=416(LC 12), 19=705(LC 12) Max Grav 12=1952(LC 18), 9=404(LC 22), 19=1688(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1593/908, 3-4=-1427/887, 4-5=1506/959, 5-6=-1685/962 BOT CHORD 18-19=-311/1252, 16-18=-535/1740, 14-16=-535/1740, 13-14=-447/1270, 11-12=-1859/1327, 8-11=-435/392 WEBS 2-18=-136/617, 3-18=81/311, 4-18=498/270, 4-14=-405/154, 5-14=-73/306, 6-14=-34/368,6-11=-1768/770,2-19=1680/910,11-13=578/1251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=39ft; eave=5ft; Cat. . II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-0-9, Interior(1) 4-0-9 to 9-10-8, Exterior(21R) 9-10-8 to 15-4-11, Interior(1) 15-4-11 to 21-6-5, Exterior(2R) 21-6-5 to 27-2-12, Interior(1) 27-2-12 to 41-0-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific I to the use of this truss component. This item has. been 4) Provide adequate drainage to prevent water ponding. electronically signed and 55) This truss has been designed for a 10.0 psf bottom chord live load noncoricurrent with any other live loads. ' Sealed by Velez, Joaquin, PE ) 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. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) Printed Copies Of this 12=950, 9=416,19=705. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 669 8904 Parke East Blvd, Tampa FL 33610 Data: August 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEY. REFERENCE PAGE Ivlil-7»73 rev 5fl912020 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 � e' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing HV 2 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 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 WATSON T25089014 77746 G7 HIP 1 1 Joti Reference (optional) unamoers truss, ron rlerce, r�-avaoc, ...�.... ., ..,.,«..�. '.',.. .......... ...... ...... ..._.._y ._ ..._..-----.- ID:mLKZb_i492VMx3oCkz8mL3ymLd3-NkW5yf9g8i010hxBhwHVd53gGz1 CBxWeyWX_jEymFkk 6-1-0 11-10-8 19-6-5 26-9-8 32-11-4 39-M 6-1-0 5-9-8 7-7-13 7-M 6-1-12 ' 6-0-12 Scale = 1:71.2 5x8 = 5x6 = 5.00 12. 3 21 22 4 4x: 3x6 II 3x5 = 5x6 = 3x8 =3x6 = 04 = 4x6 II 6-1-0 11-10-8 19-6-5 26-9-8 32-7-10 3211� 39-0-0 7-7-13 7-3-3 5-10-2 0. 0 6-0-12 Plate Offsets (X,Y)—[3:0-5-12,0-2-8],[4:0-3-12,0-2-8],[5:0-4-0,0-3-0] [7:0-5-2,0-0-4] [9:0-6-4 0-2-12],[10:Ed e,0-3-8],[14:0-2-12 0-3-0] LOADING I (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft ' L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.11 .13-14 >999 360 . MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.19 13-14 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.04 7 n/a :. n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.14 9-19 >526 240 Weight: 253 lb FT•= 20% LUI MBER- BRACING- . TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, BOT CHORD 2x4 SP M 30'Except- except end verticals. 6-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 3-10-7 oc bracing: 9-10. WEBS 1 Row at midDt 3-14. 3-13- 4-13. 5-9 CTIONS. (size) 16=0-8-0, 10=0-7-4, 7=0-8-0 Max Horz 16=267(LC 10) Max Uplift 16=-706(LC 12), 10=-944(LC 12), 7=-420(LC 12) Max Grav 16=1671(LC 17). 10=1937(LC 18), 7=425(LC 22) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=-1418/739, 2-3=-1587/946, 3-4=1477/983, 4-5=-1670/967, 1-16=-1578/855 CHORD 15-16=223/284, 14-15=-355/1441, 13-14=-379/1540, 11-13=-478/1366, 9-10=-1847/1317, 6-9=-427/383 S 2-15=-651/469,2-14=-101/329, 5-9=1798/788, 1-15=-732/1497, 9-11=-604/1339 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft;. L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-0-9, Interior(1) 4-0-9 to 11-10-8, Exteriar(2R) 11-10-8 to 17-4-11, Interior(1) 17-4-11 to 19-6-5, Exterior(2R) 19-6-5 to 25-0-8, Interior(1) 25-0-8 to 41-0-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4 Provide adequate drainage to prevent water ponding. 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=706, 10=944, 7=420. WARNING - Wnfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111--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 ofdesign 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 .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 ANSIOTPli quality Criteria, DSB-89 and BCSI Building.Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply WATSON T25089015 77746 G8 Hip 1 1 j Job[ o tional chambers Iruss, Fort vierce, FI_-aa9dz, o."'- r ' ­­ ,.,,-. .... .a ,� I ID:mLKZb_i492VMx3oCkz6mL3ymLd3-sw4U9?Alv?8uerWNFepkAJcoyNSMtOpoAAHXFgymFkj 7-1-0 13-10-8 17-0-5 23-1-0 28-11-4 7-1-0 6-9-8 3-7-13 5-6-12 5-10-4 I ' 4x8'= 4x4 = Scale = 1:62.6 3 4 tj 4x5 3x6 11 3x5 = 3x6 = 3x8 = 3x4 = 3x6 I I 3x4 = 7-1-0 1 13-10-8 17-0-5 , 23-1-0 28-11-4 7-1-0 6-9-8 3-7-13 5-0-12 5-10-4 Plate Offsets (X,Y)— (3:0-5-4,0-2-0] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP. TOLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.08 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.14 11-12 >999 240 ' BOLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 1 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.05 11-12 >999 240' Weight: 219 lb FT = 20% L UI MBER- BRACING- . CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, CHORD 2x4 SP M 30 except end verticals. S 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. WEBS 1 Row at midpt 2-11. 3-9 ,TIONS. (size) 13=0-8-0, 7=0-7-4 Max Horz 13=173(LC 11) Max Uplift 13=600(LC 12), 7=619(LC 12) Max Grav 13=1440(LC 17), 7=1425(LC 19) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=1289/652. 2-3=-1220/755, 3-4=997/741, 4-5=-11521741, 5-6=-1031/553, 1-13=1337/719, 6-7=1342/744 CHORD 11-12=582/1241, 9-11=-477/1098, 8-9=-436/900 S 2-12=-450/357, 3-11=-82/341, 3-9=257/107, 5-8=-609/439, 1-12=585/1284, 6-8-583/1206 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=29ft;'eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-10-8, Extedor(2E) 13-10-8 to 17-6-5, Extedor(2R) 17-6-5 to 21-9-3, Interior(1) 21-9-3 to 28-9-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific . to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This Item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: ' electronically Signed and 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 Sealed by VeIeZ, Joaquin, PE I will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) Using a Digital Signature. 13=600, 7=619. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: - August 20,2021 ® WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi-7473 rev. 5/192020 BEFORE USE. Design valid for use onlywith 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 propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing . - M 'is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rfabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Qualify Criteria, DSB-89 and BCSI Building Component ITG,k• 6904 Parke East Blvd: Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job I Truss Truss Type City Ply WATSON T25089016 77746 G9 Common 1 1 Job Reference o tional chambers Iuss, t-onrlerce,rl_-- 1 ID:mLKZb_i492VMx3oCkz8mL3ymLd3-K6dsNLBxgJGIG?5apLKziW9yNmnhcoUxPgO4o6ymFki 8-3 8 15-8-6 22-2-1 28-11-4 8-3-8 7-4-14 6-5-11 6-9-3 5.00 22 05 = 3 3x6 11 3x4 = 3x6 = 3x4 = 3x6 II 3x8 = Scale = 1:67.6 8-3-8 ' 7-4-14 ' 6-5-11 ' 6-9-3 ' Plate Offsets (X,Y)— [2:0-4-0,0-3-4) 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP. TOLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.10 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.20 10-11 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 - Code FBC2020rrPI2014 Matrix -MS Wind(LL) 0.05 . 8-10 >999 240 Weight: 197 lb FT = 20% L UI MBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. WEBS 1 Row at midpt 2-8. 4-8 REACTIONS. (size) 11=0-8-0, 6=0-7-4 Max Horz 11=197(LC 11) Max Uplift 11=-600(LC 12), 6=619(LC 12) Max Grav 11=1434(LC 17). 6=1434(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1364/694, 2-3=-1167/753, 3-4=1152/758, 4-5=-1117/600, 1-11=-1310/730, 5-6=1334/752 BOT CHORD 8-10=-603/1299, 7-8=-462/970 WEBS 2-10=359/316, 2-8=-403/264, 3-8=211/463, 4-7=-536/405, 1-10=559/1280, 5-7=-573/1215 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Encl.,'GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 15-8-6, Exterior(2R) 15-8-6 to 18-8-6, Interior(1) 18-8-6 to 28-9-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads:. This item has been 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 electronically signed and will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Provide Sealed by VeleZ, Joaquin, PE 6) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=600, 6=619. using a Digital S,ignature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE NIII-7473 ray. 5/192020 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 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 ANS11lP11 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 WATSON T25089017 77746 G9A Common 2 1 Job Reference o tional unamoers i russ, I I t-01-1rlerce, ID:mLKZb_i492VMx3oCkz8mL3ymLd3 oJBEahBZRdPct9gmN2rCFkh76A7wLFk5eUmeKYymFkh 8-3-8 15.8-6 22-2-1 28-11-4 - 8-3 8 7-4-14 6-5-11 6-9-3 5.00 12 4x5 = 3 4x6 11 10 ' 8 " 7 6 3x6 II 3x4 = 3x6 = 3x4 = 3x6 II 3x8 = Scale = 1:67.6 I. I 8-3 8 15-8-6 22-2-1 28-11-4 8-3 8 7-4-14 6-5 11 6-9-3 Plate Offsets (X,Y)— [2:0-4-0,0-3-4) I LOADING (psf) SPACING- . 2-0-0 CSI. DEFL. in . (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.10 •10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.20 10-11 >999 240 BOLL . 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.05 8-10 . >999 240 Weight: 197 lb fT.= 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. 7EBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. WEBS 1 Row at midpt 2-8. 4-8 REACTIONS. (size) 11=11ilechanical, 6=0-7-4 Max Horc 11=197(LC 11) Max Uplift 11=-600(LC 12), 6=619(LC 12) Max Grav 11=1434(LC 17), 6=1434(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TI P CHORD 1-2=1364/694, 2-3=-1167/753, 3-4=1152r758, 4-5=-1117/600, 1-11=1310/730, 5-6=1334/752 BOT CHORD 8-10=-603/1299, 7-8=-462/970 WEBS 2-10=-359/316, 2-8=-403/264, 3-8=-211/463, 4-7=-536/405, 1-10=559/1280, 5-7=-573/1215 Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Encl.,'GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 15-8-6, Exterior(2R) 15-8-6 to 18-8-6, Interior(1) 18-8-6 to 28-9-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 = Id.Opsf. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=600,6=619. A WARNING -Verily design penmelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,III-7473 rev. 5/192020 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 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 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been , electronically signed and sealed by Velez, Joaquin, PE Using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8834 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 I Job Truss Truss Type City Ply WATSON T25089018 77746 GR5 Monopitch Girder 1 1 Job Reference o tional Chambers Truss, (psf) 20.0 15.0 0.0 10.0 Fort Pierce, FL - 34982. . - 8.430 s dun z 2021 Ivn I eK mausineb, mu. i nu hug i a aye ID:mLKZb_i492VMx3oCkz8mL3ymLd3-GVlcn1 CBCwXSVJFywmMRnxES7aQZ4vzEt8VBs?ymFkg 3-0-12 5-G r 3-0-12 1-11-4 ' 4x4 = 3x4 11 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020rrP12014 CHORD 2x4 SP M 30 CHORD 2x6 SP 240OF 2.0E S 2x4 SP No.3 . (size) 1=0-8-0, 3=Mechanical Max Horz 1=115(LC 8) Max Uplift 1=386(1-C 8), 3=591(LC 8) Max Grav 1=737(LC 1), 3=980(LC 1) Scale = 1:14.9 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.30 Vert(LL) 0.09 3-5 >665 240 MT20 2441190 BC 0.64 Vert(CT) -0.12 3-5 >496 240 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix -MP Weight: 22 lb FT = 20% BRACING- . TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb) - Max. Comp./Max.-Ten. - All forces 250 (lb) or less except when shown. 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2).Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific I to the use of this truss component. 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 . I 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 (jt=lb) 1=386, 3=591. 7) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 3-0-12 from the left end to conned I truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. This item has been 9 'NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines, electronically Signed and In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). Sealed by Velez, Joaquin, PE L10) OAD CASES) Standard using a Digital Signature. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Printed Copies of this Uniform Loads (plf) document are not considered Vert: 1-2=70, 1-3=20 Concentrated Loads (lb) signed and sealed and the Vert: 5=-112(B) 6=1168(B) signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 8964 Parke East Btvd. Tampa FL 33610 Date: August 20,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based onty upon parameters shown, and Is for an Individual building component, not INV eR - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p pt`' - building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IV t 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 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 WATSON T25089019 77746 GR7 Monopitch Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6.431.) s dun 2 zuzi IVII I eK industries, Inc. Thu Aug 19 4:34:44 2041 rage 1 . ID:mLKZb_i492VMx3oCkz8mL3ymLd3-khJ_7MDpzEfJ7Sp9UTtgK9md9_gcpEXN5oFIPRymFkf 1- -12 3-8-2 7-M 1-0-12 2-7-6 3-3-14 I 3x4 11 3 4x6 = JA V 11 6x8 = Scale = 1:20.6 Plate Offsets (X�— [1:0-4-5,0-0-71 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.05 5-7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.07 5-7 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.56 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MP Weight: 76 lb FT = 20% BIER- BRACING - CHORD 2x4'SP M 30 TOP CHORD CHORD 2x6 SP No.2 S 2x4 SP No.3 BOT CHORD ,TIONS. (size) 1=0-8-0, 4=Mechanical Max Horz 1=163(LC 8) Max Uplift 1=-1467(LC 8), 4=1107(LC 8) Max Grav 1=3049(LC 1), 4=2238(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=-4056/1880 CHORD 1-5=-1874/3777, 4-5=-1874/3777 S 2-5=-1361/2919, 24=-4168/2068 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2 All loads are considered equally applied to all plies, except if noted as front (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 Wind: ASCE 7-16; Villt=160mph (3 second gust) Vasd=124mph; TCDL 4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and 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 sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections, using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Printed copies of this 1=1467, 4=1107. document are not considered 9) Use USP HUS26 nth 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 1-0-12 from the left end to 5-0-12 to connect truss(es) to front face bottom signed and sealed and the g of chord. 10) Fill all nail holes where hanger is in contact with lumber. signature must be Verified TOAD on any electronic copies. CASE(S) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cart 6634 Uniform Loads (plo 8904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=70, 1-4=20 Date: Continued on page 2 August 20,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5l1922020 BEFORE USE Design valid for use onlywith 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- -C-C••���YYICq 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, DS949 and BCS/ Building Component Saferylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply WATSON T25089019 77746 GR7 Monopitch Girder 1 � Job Reference o tional chambers truss. tort Hlerce, VL - LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=1906(1`) 8=1383(F) 9=1380(F) ID:m LKZb_i492VMx3oCkz8mL3ymLd3-khJ_?MDpzEfJ7Sp9UTtgK9md9_gcpEXN5oFIPRymFkf ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7373 rev. 5/192020 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 Inv 21, 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 ANSIMPlf 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 ' I Job Truss Truss Type Qty Ply WATSON T25089020 77746 GRA Hip Girder 1 1 1 Job Reference o tional 1P 1 Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug I V -: 4.45 202 age ID:mLKZb_i492VMx3oCkz8mL3ym Ld3-CutNCiERkYnAkcOL2BOvtMJf603NYktXKS_IxtymFke -2-0-0 3-914 7-0 0 11-4-0 15-8-0 18 10-2 22.8-0 24-8-0 2-0-0 3-9-14 3-2-2 4-4-0 474-0 3-2-2 3-9-14 2-0 0 5x8 = 2x3 II 18 19 5x8 = 20 21 5 Scale = 1:43.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.85 Vert(LL) 0.16 9 >999 360 MT20 .2441190 #DL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.35 9 >770 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.11 6 n/a fileBCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.23 9 >999 240 Weight: 103 lb FT = 20% CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 =RS 2x4 SP No.3 (size) 2=0-8-0, 6=0-8-0 Max Horz 2=112(LC 7) Max Uplift 2=-1147(LC 8), 6=1147(LC 8) Max Grav 2=2109(LC 1), 6=2109(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=-4332/2125, 3-4=-4643/2411, 4-5=4643/2411, 5-6=-4332/2125 CHORD 2-11 =-1 779/3915, 9-11 =1 784/3942, 8-9=-1784/3942, 6-8=-1779/3915 S 3-11 =-1 00/645, 3-9=-503/940, 4-9=735/544, 5-9=-502/940, 5-8=100/645 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-14 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. I II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 i will fit between the bottom chord and any other members. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) electronically signed and Hangers=loth 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 247 lb down and 343 lb up at sealed by Velez, Joaquin, PE 7-0-0, 134 lb down and 181 lb up at 9-0-12, 134 Ib down and 181 lb up at 11-0-12, 134 lb down and 181 lb up at 11-7-4, and 134 lb using a Digital Signature. down and 181 lb up at 13-7-4, and 247 lb down and 343 lb up at 15-8-0 on top chord, and 398 lb down and 150 lb up at 7-0-0, 90 Printed copies of this lb down and 21 lb up at 9-D-12, 90 lb down and 21 lb up at 11-0-12, 90 lb down and 21 lb up at 11-7-4, and 90 lb down and 21 lb document are not considered up at 13-7-4, and 398 lb down and 150 lb up at 15-7-4 on bottom chord. The design/selection of such connection device(s) is the signed and sealed and 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). Signature must be Verified on any electronic copies. LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=70, 3-5=70, 5-7=70, 12-15=20 Date: Continued on page 2 August 20,2021 WARNING -Wri(y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 141-7473 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 ANS11TPI1 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 WATSON T25089020 77746 GRA Hip Girder 1 1 1 Job Reference (optional) Truss, Fort Pierce, FL - 34982, ci.46U s Jun z zuz i ivii I eK Inuubn ICJ, II IL. 1 I lu Mug i a 1 •f-4— <yc < ID:m LKZb_i492VMx3oCkzBmL3ym Ld3-CutNCiERkYnAkcOL2BOvtMJf603NYktXKS_Ixtym Fke CASE(S) Standard centrated Loads (Ib) Vert: 3=-200(B) 5=-200(B) 11=-344(B) 9=-135(B) 4=-267(B) 8=344(B) 19=-134(B) 20=-134(B) 22=67(B) 23=67(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 prop edyincorporate 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 V IITe'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 ANSIITP11 Duality 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 1 Job Truss Truss Type oty Ply WATSON T25089021 77746 GRB HIP GIRDER 1 1 Job Reference o tional ambers I cuss, t-on rlerce, rL - 44aoZ, �.»�� � ��� � «�� � ,•,, , _,• �„��',,,`�, ,"'. , ,,' ^tea , � .�..,- ID:mLKZb_i492VMx3oCk gL3yM' d3-Sf6t24HyomHcDEi6H1Tr1CUPt?VYU04,7F4yV4eymFka 2-0-03 914 7-0-0 10 8 6 14 4-0 19-9-8 25 2-0 30-6-8 36-0-0 39-7-10 43 4-0 46-0-2 50 4-0 52 4-0 2-0-0 3-9 14 3-2-2 3 8-0 3-7-10 5-5 8 5�-8 5-0 8 5-5-8 3-7-10 3 8 6 3-2-2 3-9-14 Scale = 1:88.9 7x8 MT18HS = 5x12 = 5x6 = 7x8 MT18HS = 5.00 12 5x6 = 3x4 II 5x6 = 5x14 = 5x12 = 3x4 II 5x6 = v.s - 4 35 536 37 6 38 39 4041 427 8 43 9 44 10 1145 4647 4812 49 150 52 51 14 3x5 30 29 53 28 27 54 2655 56 57 5825 59 60 24 61 62 2363 64 65" 66 21 21 87 68 19 i6 4x8 = 3x4 II 4x4. = 5x8 MT18HS = 5x8 = 7x8 5x8 = 7x14 = 5x6 = 4x4 = 3x4 II 4x8 = 5x6 = 7x14 = 5x8 MT1BHS = 3 36-0-0 , 39-7-10 43-4-0 , 46-0-2 50-4-0 5-5-8 3-7-10 3-8-6 3-2-2 3-9-14 [22:0-4-8,0-4-121,[23:0-3-8,0-2-81,[24:0-4-0,0-4-8],[25:0-3-8,0-2-8], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.35 25-26 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.80 25-26 >543 240 MT18HS 2441190 BOLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.13 22 file n/a BCDL ' 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.52 25-26 >834 240 Weight: 338 lb FT = 20% LUMBER- BRACING - CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. 4-8,10-14: 2x6 SP 240OF 2.OE, 8-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. CHORD 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 9-23, 11-22, 13-22, 14-20 S 2x4 SP No.3 *Except* 6-26,12-22: 2x6 SP No.2, 7-26,9-25,9-23,11-22: 2x4 SP M 30 ,TIONS. (size) 2=0-8-0, 22=0-8-0, 16=0-8-0 Max Horz 2=-150(LC 30) Max Uplift 2=-1464(LC 8), 22=4213(1_C 8), 16=739(LC 32) Max Grav 2=2739(LC 17), 22=6829(LC 1), 16=190(LC 14) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=6154/3006, 3-4=-6037/3042, 4-5=7187/3679, 5-6=7871/4019, 6-7=-7871/4019, 7-9=-7159/3642, 9-11=-245/266, 11-12=346416629, 12-13=-3464/6629, 13-14=1378/3848,14-15=188/1845,15-16=-16/1629 CHORD 2-30=-2636/5653, 29-30=-2636/5653, 28-29=-2613/5585, 26-28=3437/7183, 25-26=3403/7159, 24-25=2001/4469, 23-24=2001/4469, 22-23=266/450, 20-22=-3846/1618, 19-20=1604/319, 18-19=1434/24, 16-18=-1434/24 S 3-29=-386/256, 4-29=2091725, 4-28=-1042/2057, 5-28=1120/668, 5-26=-433/893, 6-26=-644/471, 7-26=-448/808, 7-25=11211754, 9-25=1581/3042, 9-24=15/469, 9-23=-5294/2762, 11-23=-1152/2584, 11-22=7149/3655, 12-22=744/542, 13-22=3537/2629, 13-20=1557/2212, 14-20=2943/1644, 14-19=683/847, 15-19=-445/364 This item has been NOTES- electronically signed and 1) Unbalanced roof live loads have been considered for this design. 2) Sealed b Velez, Joaquin, PE y oa q Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=50ft; eave=6ft; Cat. j II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this to the use of this truss component. document are not considered 4) Provide adequate drainage to prevent water ponding. 5) Signed and Sealed and the 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. Signature must be verified 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 on any electronic copies. will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MiTek USA, Ina. FL Cart 6634 2=1464, 22=4213, 16=739. 8904 Parke East Blvd. Tampa FL 33610 Data: Continued on page 2 August 20,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5il9/2020 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 Irmo, 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 ANSLITP11 quality Criteria, DSB-09 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply WATSON T25089021 77746 GRB HIP GIRDER 1 1 Jab Reference (optional) Truss, Fort Pierce, I-L - 649132, o.4su s dun G cuc I IVII I UK II IUUbU ms, 111, I I IU MUa I a r-a.--4 4ray. a ID:mLKZb_i492VMx3oCkzBmL3ymLd3-5f6t24HyomHcDEi6H1Trl CUPt?VYU047F4yV4eymFka 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 247 lb down and 354 lb up at 7-0-0, 134 lb down and 181 Ito up at 9-0-12, 134 lb down and 181 lb up at 11-0-12, 134 lb down and 181 lb up at 13-0-12, 134 lb down and 181 lb up at 15-0-12, 134 lb down and 181 lb up at 17-0-12, 134 lb down and 181 lb up at 19-0-12, 134 lb down and 181 lb up at 21-0-12, 134 lb down and 181 lb up at 23-0-12, 134 lb down and 181 lb up at 25-2-0, 134 lb down and 181 Ib up at 27-3-4, 134 lb down and 181 lb up of 29-3-4, 134 lb down and 181 Ito up at 31-3-4, 134 lb down and 181 Ito up at 33-3-4, 134 lb down and 181 lb up at 35-3-4, 79 +b down andA6 lb up at 37-3-4, 79 lb down and 46 ib up at 39-3-4, and 79 lb down and 46 lb up at 41-3-4, and 1871b down and 210 lb up at 43-4-0 on top chord, and 398 lb down and 150 lb up at 7-0-0, 90 lb down and 21 lb up at 9-0-12, 90 lb down and 21 lb up at 11-0-12, 90 lb down and 21 lb up at 13-0-12, 90 lb down and 21 lb up at 15-0-12; 90 lb down and 21 lb up at 17-0-12, 90 Ib down and 21 lb up at 19-0-12, 90 lb down and 21 lb up at 21-0-12, 90 lb down and 21 lb up at 23-0-12, 90 lb down and 21 lb up at 25-2-0, 90 lb down and 21 lb up at 27-3-4, 90 lb down and 21 lb up at 29-3-4, 90 lb down and 21 lb up at 31-3-4, 90 lb down and 21 lb up at 33-3-4, 90 lb Gown and 16 lb up at 35-3-4, 257Ib down and 272 lb up at 37-3-4, 257 lb down and 272 lb up at 39-3-4, and 257 lb down and 272 lb up at 41-3-4, and 547 lb down and 343 lb up at 43-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-14=70, 14-17=70, 2-16=20 Concentrated Loads (lb) Vert: 4=-200(F) 8=134(F) 14=34(F) 29=344(F) 24=-67(F) 9=-134(F) 19=534(F) 10=134(F) 35=-134(F) 36=134(F) 38=-134(F) 39=134(F) 40=134(F) 42=134(F) 43=134(F) 44=134(F) 45=134(F) 47=-134(F) 48=134(F) 49=32(F) 51=32(F) 52=32(F) 53=67(F) 54=67(F) 55=-67(F) 56=-67(F) 57=-67(F) 58=-67(F) 59=67(F) 60=-67(F) 61=67(F) 62=67(F) 63=67(F) 64=-67(F) 65=-67(F) 66=257(1`) 67=257(1`) 68=257(1`) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ielll-7473 rep. 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 ANSIITP11 Duality 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 4 Job Truss Truss Type Qty Ply WATSON T25089022 77746 GRC HIP GIRDER 1 q J Job Reference (optional) unameers I russ, vort coerce, hL - a4`WOZ, 0.9OU 5 JUII G — I IV,, , — a,Ol t—b, It— nuy , rays I ID:mLKZb—i492VMx3oCkz8mL3ymLd3-VEoOg6Jg4hfB4hRhy90Yfr6gOCPGhmlzx2BAhzymFkX 2-0 0 5-5-2 10-0-0 14 11-11 19-9-0 25 2-0 30-7-0 33 3 12 , 36 4-0 2 0 0 5-5 2 4 8 14 4-11-11 4-9-5 5-5-0 5-5-0 2 8-12 ' 3-0 4 7x8 = 3x4 11 6x8 5.00 12 7 8 24 9 —A 5x12 MT18HS % 3x4 11 �V 7x8 MT18HS = 6x8 = HUS26 7x8 —_ HUS26 10x10 —_ HUS26 7x8 = 6x8 — HUS26 7x8 = HUS26 HUS26 HUS26 HUS26 7x8 WB = HUS26 HUS26 HUS26 5x12 MT18HS II HUS26 HUS26 HUS26 HUS26 5-5-2 10-0-0 14-11-11 19-9-0 25-2-0 30-7-0 33-3-12 36-4-0 5-5-2 4 6-14 4-11-11 4-9-5 5-5-0 5-5-0 2 8-12 3-0-4 Y)—. [2:0-4-2,0-3-0], [5:0-3-0,Edge], [7:0-5-12,0-2-8], [9:0-6-4,0-2-8], [10:0-3-0,0-1-12], [11:0-4-0,0-1-12], [13:0-2-12,0-2-0], [14:0-2-8,0-4-0], [17:0-3-0,0-4-8] Scale = 1:72.2 I LOADING (psf) TOLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020rrP12014 CSI. TIC 0.97 BC 0.92 WB 0.92 Matrix -MS DEFL. in ([cc) Udefl Ud Vert(LL) -0.35 18-20 >999 360 Vert(CT) -0.77 18-20 >566 240 Horz(CT) 0.17 12 n/a n/a Wind(LL) 0.50 18-20 >870 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 893 lb FT = 20% LUMBER; BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-2 cc purlins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 3-21,3-20,4-20,4-18,6-18,6-17,10-13: 2x4 SP No.3 11-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=412(LC 25) Max Uplift 2=-5898(LC 8), 12=7019(LC 8) Max Grav 2=11701(LC 2), 12=15132(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less,except when shown. TOP CHORD 2-3=29858/14786, 3-4=-27370/13485, 4-6=22738/10991, 6-7=-17930/8607, 7-8=14435/6928, 8-9=-14435/6928, 9-10=-9753/4636, 10-11=6179/2894, 11-12=-14176/6624 Bi T CHORD 2-21=-13898/27513, 20-21=13898/27513, 18-20=-12607/25245, 17-18=-10180/20934, ' 15-17=-7941/16667, 14-15=4134/8897, 13-14=2618/5633 WEBS 3-21=-970/1999, 3-20=2743/1434, 4-20=-2711/5530, 4-18=6179/3150, 6-18=3585/7279, 6-17=-7340/3736,7-17=4819/9975,7-15=-4077/2075,8-15=-410/318, 9-15=-4828/10058, 9-14=-4879/2434, 10-14=-4126/8866, 10-13=9644/4580, 11-13=5982/12875 NOTES- This item has been 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: electronically signed and Top chords connected as follows: 2x4 - 1 row at 0-4-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. sealed by Velez, Joaquin, PE Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. using a Digital Signature. 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 Printed copies of this ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. document are not Considered 3) Unbalanced roof live loads have been considered for this design. 4) signed and Sealed and the Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 signature nature must be verified 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific on any electronic copies. to the use of this truss component. Joaquin Velez PE No.68182 6) Provide adequate drainage to prevent water ponding. MiTek USA, Inc. FL Cart 6634 7) All plates are MT20 plates unless otherwise indicated. 8904 Parke East Blvd. Tampa FL 33610 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Date: 9) ' 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 AU9USt 20,2021 will fit between the bottom chord and any other members, with BCDL = 10.0psf. rttim A WARNING -Verify design parameters and READ NOTES ON THIS AND, INCLUDED MITEK REFERENCE PAGE MII-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 bustling component, not �1 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 r� 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 ANSbTFI1 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 I a Job' Truss Truss Type Qly Ply WATSON T25089022 77746 GRC HIP GIRDER 1 q J Job Reference (optional) L;namDers I cuss, rOn t- erce, rL - A'U/. o.You a dur 1 c 4-1 rvn r — n wuau rca, n ice. i i iu „uy 1. i+..r.— — , r ay- 1 ID:mLKZb_i492VMx3oCkz8mL3ymLd3-VEoOg6Jg4hfB4hRhy9DYfr6gOCPGhmlZx2BAhzymFkX NOTES- 10j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=5898, 12=7019. .11) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 35-0-12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl (f) Vert: 1-7=70, 7-9=70, 9-11=70, 2-12=-20 Concentrated Loads (lb) Vert: 18=-1437(B) 15=-1438(B)' 13=-1269(B) 25=2815(121) 26=-1340(B) 27=1340(B) 28=-1340(B) 29=1437(B) 30=-1437(B) 31=-1437(B) 33=-1445(B) 34=1441(B) 36=1441(B) 37=1441(B) 38=1269(B) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED.rvIITEK REFERENCE PAGE Mll-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 properly incorporate this design into the overall HT 11' - 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 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 Jab Truss Truss Type Qty Ply WATSON T25089023 77746 GIRD Flat Girder 1 1 Job Reference (option al IarrDefs I russ, 'rorl rlerce, M - 14UOL, - " ^"e �" ^ "-' "" ID:mLKZb_i492VMx3oCkz8mL3ymLd3-zQMOuRKSr?n2ir?tWsYnB2e2bcsDQHRiA wjDQymFkW 5-3-15 104-5 15-4-12 20-5-3 25-6-9 30.6.0 32-8-0 5.3-15 5-0-7 5-0.7 5-0-7 5-0.7 5-0.7 _ 2-2-0- Scale = 1:55.6 3x4 I I 08 = 4x8 = 5x6 WB = 3x4 = 3x5 = 3x6 = 4x8 = 2x3 11 3x4 I I 1 21 22 2 23 24 3 425 2627 5 28 29 B 30 31 732 8 33 34 9 35 10 20 19 A-7 .,, 16 15 13 12 „ 11 6x8 = VV V 4x5 = 7x8 MT18HS —'V 3x4 = 'v3x4 = 5x8 MT18HS = 4x5 = �V 6x8 = V 3x4 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.28 16 >999 360 MT20 2441190 TCDL 15.0 ' Lumber DOL 1.25 BC 0.49 Vert(CT) -0.65 16 >560 240 MT18HS 2441190 BOLL 0.0 Rep Stress Incr NO WB 0.64 Harz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.44 16 >826 . 240 Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-10 oc purlins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 5-3-1 oc bracing. I_ 2-20,3-19.3-16,5-15,6-13,8-12: 2x4 SP M 30 WEBS 1 Row at midpt 2-20, 3-19, 6-13, 8-12 _RS 2x4 SP No.3 'TIONS. (size) 20=Mechanical, 12=0-4-0 Max Uplift 20=-1467(LC 4), 12=-1707(LC 8) Max Grav 20=2835(LC 1), 12=3296(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-20=289/215, 2-3=-4395/2274, 3-5=-7614/3943, 5-6=-6736/3488, 6-8=-4190/2170 CHORD 19-20=-2274/4395, 17-19=3547/6848, 16-17=3547/6848, 15-16=3943/7614, 13-15=3488/6736, 12-13=2170/4190 S 2-20=-4943/2551, 2-19=680/1649, 3-19=-2825/1466, 3-17=-7/436, 3-16=-494/883, 5-16=-190/272, 5-15=1012/558, 6-15=269/829, 6-13=2933/1518, 8-13=713/1681, 8-12=-4811/2492, 9-12=582/439 Wind: ASCE 7716; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=1467,12=1707. Continued on page 2 WARNING -W,iiy d—gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE fill-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 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 AAISUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MiTek" 6904 Parke East Blvd. Tampa, FL 36610 Jobi Truss Truss Type Qty Ply WATSON T25089023 777 6 GRD Flat Girder 1 1 Job Reference o tional I russ, rOrl rlerCe, rL-34eeL, ..—..e .� ,�...�..,..—..—. ..y.. ID:mLFCZb_i492VMx3oCkzBmL3ymLd3-zQMOu;r?n2ir?tWsYnB2e2bcsDQHRiAiwjDQymFkW 9) IHanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 lb down and-181 lb up at 1-7-4, 134 lb down and 181 lb up at 3-7-4, 134 lb down and 181 lb up at 5-7-4, 134 lb down and 181 lb up at 7-7-4, 134 lb down and 181 lb up at 9-7-4, 134 Ib down and 181 lb up at 11-7-4, 1341b down and 181 lb up at 13-7-4, 134 lb down and 181 lb up at 15-7-4, 134 lb down and 181 lb up at 17-7-4, 134 lb down and 181 lb up at 19-7-4, 134 lb down and 181 lb up at 21-7-4,'134 lb down and 181 lb up at 23-7-4, 134 lb down and 181 lb up at 25-7-4, 134 lb down and 181 lb up at 27-7-4, and 134 lb down and 181 lb up at 29-7-4, and 136 lb down and 181 lb up at 31-7-4 on top chord, and 90 lb down and 21 lb up at 1-7-4, 90 lb down and 21 lb up at 3-7-4, 90 lb down and 21 lb up at 5-7-4, 90 lb down and 21 lb up at: 7-7-4, 90 lb down and 21 lb up at 9-7-4, 90 Ib'down and 21 lb up at 11-7-4, 90 lb down and 21 lb up at 13-7-4, 90 lb down and 21 lb up at 15-7-4, 90 lb down and 21 lb up at 17-74, 90 lb down and 21 lb up at 19-7-4. 90 lb down and 21 lb up at 21-7-4. 90 lb down and 21 lb up at 23-7-4, 90 lb down and 21 lb up at 25-7-4, l90 lb down and 21 lb up at 27-7-4, and 90 lb down and 21 lb up at 29-7-4, and 92 lb down and 20 lb up at 31-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). OAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-10=70, 11-20=-20 Concentrated Loads (lb) Vert: 2=-134(B) 19=67(B) 16=-67(B) 5=-134(B) 13=67(13) 8=-134(B) 21=134(B) 22=-134(B) 23-134(13) 24=134(B) 25=-134(B) 27=134(1]1) 28=134(1]1) 29=-134(B) 30=-134(B) 32=134(B) 33=-134(B) 34=134(13) 35=-136(B) 36=67(B) 37=67(B) 38=67(B) 39=-67(B) 40=-67(B) 41=-67(B) 42=67(B) 43=-67(B) 44=67(B) 45=67(B) 46=67(B) 47=67(B) 48=-68(B) I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 f�i■�• 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 ANSbTP11 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 WATSON T25089024 77746 GRE HIP GIRDER 1 1 Job Reference (optional) truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. I nu Aug 19 14:34:54 2021 Page 1 ID:mLKZb—i492VMx3oCkzBmL3ymLd3-Rcwm5nL5cJvvJ7a44a3OkGBNvOHz9uAsPMgGlsymFkV 3-0-0 5.8.0 , _ 8-8-0 3-0-0 2-8-0 3-0-0 Scale = 1:16.2 44 = 5.00 13 3 4x4 =. 3x4 = 3x4 = 3-0-0 548-0 848-0 3-0-0 2-8-0 3-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.02 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 30 lb FT = 20% CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 s 2x4 SP No.3 (size) 1=0-8-0, 4=0-8-0 Max Horz 1=-37(LC 6) Max Uplift 1=421(LC 8), 4=421(LC 8) Max Grav 1=400(LC 36), 4=400(LC 37) :ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=823/763, 2-3=7431747, 3-4=-823/763 CHORD 1-6=659/739, 5-6=675/749, 4-5=-659/738 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. Unbalanced roof live loads have been considered for this design. .Wind: ASCE 7716; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 1=421, 4=421. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 150 lb up at This item has been 3-0-0, and 45 lb down and 57 lb up at 4-4-0, and 223 lb down and 150 lb up at 5-8-0 on top chord, and 158 lb down and 83 lb up at electronically signed and 3-0-0, and 17 lb down and 10 lb up at 44-0, and 158 lb down and 83 lb up at 5-7-4 on bottom chord. The design/selection of such sealed b Velez, Joaquin, PE y q connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. Printed copies of this )AD CASE(S) standard document are not considered Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l; 25 signed and sealed and the Uniform Loads (plf) Vert: 1-2=70, 2-3=70, 3-4=70, 7-10=-20 signature must be verified Concentrated Loads (lb) on any electronic copies. Vert: 6=34(F) 5=34(F) 14=5(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE Nill-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 ANSUTP/1 Quality Criteria, DSB-89 and BCSI 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 Oty Ply WATSON T25089025 77746 GRF Roof Special Girder 1 1 Job Reference (optional) 11 1 fuss, FUrt varce, VL-31WOL, O.43U 5JUH cLUGI IVII Ien 111—Ulab, 111U. IIru —uJ I IY.—Jo cvc, rayc I ID:mLKZb_i492VMx3oCkz6mL3ymLd3-0?1 XWTML8w9cZlkSB?5U phGV5pgEdZ19sg9NglymFkT 3-9-14 7 0 0 11-0-0 13-0-0 17 6-2 22 0 4 26 6 6 31 4-0 3-9 14 3-2-2 41 2-0-0 4-6-2 4-6-2 4 6-2 4-9-10 Scale = 1:54.9 4x10 = Special 5.00 12 5x6 = 3x8 = Special Special Special 3 23 4 7x8 = 3x8 = Special 3x6 = 4x8 = Special 3x4 II 19 18 17 16 15 14 30 31 13 32 3312 34 35 11 3x8 = 3x4 II 3x4 = 5x8 = 7x10 MT18HS =3x10 II Special 3x4 = Special 4x6 = Special 6x10 = 2x3 II 3x4 = HUS26 Special Special Special 13-0-0 17.6-2 (psf) SPACING- . 2-0-0 CSI. DEFL. in (loc) Udefl Ud 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) -0.46 14 >818 360 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -1.02 14 >367 240 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.15 11 n/a . n/a 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.68 14 >546 240 BER- CHORD 2x4 SP M 30 CHORD 2x6 SP 240OF 2.0E S 2x4 SP No.3 *Except* 9-11: 2x4 SP M 30 'IONS. (size) 1=Mechanical, 11=Mechanical Max Horz 1=118(LC 8) Max Uplift 1=-959(LC 8), 11=121O(LC 8) Max Grav 1=1926(LC 1). 11=2448(LC 1) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 187 lb FT = 20% BRACING - TOP CHORD . Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-0 cc bracing. WEBS 1 Row at midpt 7-12, 9-11 "Special" indicates special hanger(s) or other connection device(s) required at location(s)shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. CES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=-4519/2268, 2-3=-4280/2188, 3-4=5377/2802, 4-5=5728/2954, 5-6=-8364/4309, 6-7=-8103/4137, 7-9=-4885/2439 CHORD 1-19=2152/4144, 18-19=-2152/4144, 17-18=-2010/3935, 16-17=4292/8326, 14-16=-5102/9788, 13-14=-5102/9788, 12-13=-4137/8103, 11-12=2439/4885 S 2-18=-358/247, 3-18=110/324, 3-17=929/1855, 4-17=979/1964, 5-17=-4211/2192, 5-16=-314/570, 6-16=-1637/985, 6-14=552/1062, 6-13=1850/1059, 7-13=454/1017, 7-12=3534/1864, 9-12=-686/1597, 9-11=5229/2607 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=31ft; eave=4ft; Cat. 111; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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-D-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=959, 11=1210. 1I) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 18-0-12 from the left end to connect truss(es) to front face of bottom chard. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 lb down and 117 lb up at 20-0-12, 106 lb down and 117 lb up at 22-0-12, 106 lb down and 117 lb up at 24-0-12, 106 lb down and 117 lb up at 26-0-12, and 106 lb down and 117 lb up at 28-0-12, and 106 lb down and 117 lb up at 30-0-12 on top chord, and 54 lb down at 20-0-12, 54 lb down at 22-0-12, 54 lb down at 24-0-12, 54 lb down at 26-0-12, and 54 lb down at 28-0-12, and 54 lb down at 30-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ®WARNING - Vsnfy design parameters and READ NOTES ON THIS AND fNCLUDED NIITEK 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 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 ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component Parke Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 6904 East Blvd. 20601 Tampa, East Jobi Truss Truss Type Qty Ply WATSON T25089025 77746 GRF Roof Special Girder 1 1 , Job Reference o tional cnamoersiruss, rortrlerce,rL-,waoZ, — ID:mLKZb_i492VMx3oCkz8mL3ymLd3-0?1XWiML8w9cZIkSB?5UphGV5pgEdZ19sg9NglymFkT NOTES- 13) 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) IDead + Roof live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-4=70, 4-5=70, 5-10=-70, 1-11=-20 Concentrated Loads (lb) Vert: 13=36(1`) 7=66(F) 24=66(F) 26=-66(F) 27=-66(F) 28=-66(F) 29=66(F) 30=960(F) 31=-36(F) 32=-36(F) 33=36(F) 34=-36(F) 35=36(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEY REFERENCE PAGE NIII-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 fabricagon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety on, available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply WATSON T25089026 77746 GRG Roof Special Girder 1 i� L Job Reference o tional Chambers Truss, ann Fort Pierce, FL - 34982, Wins tn_tta ti.4du s dun z zuzl 1WI 1 eK industries, inc. Thu Huy Iv i4.o9.00 zuz I rays ID:m LKZb_i492VMx3oCkz8mL3ymLd3-KO9Hx9ObgXQKocurJP7yu6MxndXp5UMRJ_eUudym FkR IA-Q-I'J tags 99-A-n 77-1 3 31-9-6 35-11-10 40-0-13 , 43-0-0 , 2-0-0 3-9 14 3-2-2 3-11 4 3-9-8 1 3.11-4 1 4-0-0 4-5-3 4-5-3 4-5-3 4-5-3 2-7-3 Scale = 1:77.3 3x4 II " 5x8 = 3x4 = 3x6 =. 3x5 = 5x8 = 5x12 MT18HS = Special 8 9 . 10 11 12 32 4x5 13 14 5.00 12 Special Special 3x4 = 3x4 = 6x8 = 4 30 5 6 317 3x4 3 0 0 2 dI 1 0 27 26 33 2534 24 23 22 21 20 19 18 17 16 15 4x8 —_ 3x4 11 4x4 =Special 6x8 = 5x8 MT18HS — 4x4 = 4x6 = 4x4 = 5x8 = 4x8 = 4x4 = 4x4 = 3x8 II Special THD26-2 4x4 = Special 1_ 18--0 2-8-0 7-1-3 31 34-151-10 4313 1 -4 -8912 3-114 3 11-433-9-144 4-0-0 4-5-3 453 -3 2-7-3 Plate Offsets (X,Y)— [4:0-9-0,0-2-4),[8:0-5-12,0-2-8],[13:0-5-12,0-2-8j,[25:0-3-8,0-3-12) 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.42 22 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.94 22-23 >545 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.14 15 n/a n/a BCDL ' 10.0 Code FBC2020/TPI2014 Matrix -MS Wnd(LL) 0.62 22-23 >836 240 Weight: 588 lb FT = 20% BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, CHORD 2x6 SP 240OF 2.0E except end verticals. S 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-6-6 oc bracing: 23-25 8-6-10 oc bracing: 22-23 8-9-8 oc bracing: 21-22. CTIONS. (size) 2=0-8-0, 15=Mechanical Max Horz 2=277(LC 25) Max Uplift 2=2288(LC 8), 15=1314(LC 8) Max Grav 2=4458(LC 1), 15=2706(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=-10541/5114, 34=10559/5214, 4-5=-13642/6778, 5-6=-14102/6963, 6-7=-13427/6592, 7-8=8567/4204, 8-9=-6941/3454, 9-10=-5471/2723, 10-12=-5471/2723, 12-13=3652/1832,13-14=1642/808,14-15=-2683/1316 CHORD 2-27=-4859/9698, 26-27=-4859/9698, 25-26=-4896/9757, 23-25=6814/13642, 22-23=-6999/14102, 21-22=6622/13411, 20-21=3930/8007, 18-20=3395/6941, 17-18=-1773/3652, 16-17=683/1424 S 3-26=-344/263, 4-26=-203/727, 4-25=2375/4812, 5-25=962/736, 5-23=-1225/1555, 6-23=-955/1028, 6-22=1388/1264, 7-22=-660/791, 7-21=6737/3353, 8-21=1954/4066, 8-20=-1531/767, 9-20=526/1188, 9-18=-2110/1046, 10-18=-299/208, 12-18=1277/2608, 12-17=-2200/1144, 13-17=1561/3196, 13-16=1894/969, 14-16=1183/2464 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. ) Refer to girder(s) for truss to truss connections. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE %111-7473 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. Addaional 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 truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MiTek' . 6904 Parke East Blvd. Tampa, FL 36610 Job! Truss Truss Type City Ply WATSON i 777 6 GRG Roof Special Girder 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, o.9au s dun Z NCI wu I eK MUU5ele5, mC. I nu Mug IV cvc 1 ray. c ID:mLKZb_i492VMx3oCkzBmL3ymLd3-KOgHx9ObgXQKocurJP7yu6MxndXp5UMRJ_eUudym FkR NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at-joint(s) except (jt=1b) 2=2288, 15=1314. 12) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 11-6-8 from the left end to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 296 lb down and 352 lb up at 7-0-0, and 174 lb down and 181 lb up at 9-0-12, and.174 lb down and 181 lb up at 11-0-12 on top chord, and 398 lb down and 150 lb up at 7-0-0, and 90 lb down and 21 lb up at 9-0-12, and 90 lb down and 21 lb up at 11-0-12 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: 1-4=70, 4-7=-70, 7-8=-70, 8-13=-70, 13-14=70, 2-15=20 Concentrated Loads (lb) Vert: 4=200(F) 26=344(F) 25=-67(F) 5=-134(F) 30=-134(F) 33=67(F) 34=2218(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE frill-7473 rev. 5I19/2020 BEFORE USE Design valid for use onywith 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?PIt Duality 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 City Ply WATSON T25089027 77746 GRH Hip Girder 1 1 I Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:34:59 2021 Page ID:mLKZb_i492VMx3oCkz8m L3ymLd3-oajf8VPDRrYBQmT1 s7eBRJuBD 1 v8g5_bYdN 1 Q3ym FkQ 5-0-0 9-0-0 13-0-0 18-0-0 5-0-0 4-M 4-0-0 5-0-0 4x8 = 2x3 II 48 = 5.00 12 2 17 18 3 19 ' 20 - 4 2x3 11 3x6 = 3x8 = 2x3 II 4x4 = NG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.08 7 >999 360 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.18 7 >999 240 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.05 5 n/a n/a 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.13 7 >999 240 CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 (size) 1=0-8-0, 5=Mechanical Max Horz 1=-62(LC 23) Max Uplift 1=711(LC 8), 5=711(LC 8) Max Grav 1=1188(LC 1), 5=1188(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=-2553/1581, 2-3=-2859/1754, 3-4=2859/1754, 4-5=2553/1581 CHORD 1-9=-1384/2314, 7-9=-1396/2333, 6-7=1396/2333, 5-6=1384/2314 S 2-9=-168/356, 2-7=314/662, 3-7=448/340, 4-7=-315/662, 4-6=168/356 Scale = 1:30.0 4x4 = 2x3 I I PLATES GRIP MT20 244/190 Weight: 76 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-2-3 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live toad shown covers rain loading requirements specific to the use of this truss component. 4) 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. 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 I will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. This Item has been 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Hanger 5-711. electronically signed and 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 261 lb up at sealed by Velez, Joaquin, PE 5-0-0, 91 lb down and 117 lb up at 7-0-12, 91 lb down and 117 lb up at 9-0-0, and 91 lb down and 117 lb up at 10-11-4, and 161 lb using a Digital Signature. down and 261 lb up at 13-0-0 on top chord, and 215 lb down and 180 lb up at 5-0-0, 54 lb down at 7-0-12, 54 lb down at 9-0-0, Printed copies of this and 54 lb down at 10-11-4; and 215 lb down and 180 lb up at 12-11-4 on bottom chord. The design/selection of such connection document are not considered device(s) is the responsibility of others. se signed and led and th seae t 10) In the LOAD CASE(S) section, loads applied to the face of the truss are.noted oted as front (F) or back (B). TOAD Signature e verifieddS) CASEStandard on any electronic Copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 Uniform Loads (plf) MiTek USA, Inc. FL Cert 6834 Vert: 1-2=70, 2-4=-70, 4-5=70, 11-14=-20 6904 Parke East Blvd. Tampa FL 33610 Date: Continued on page 2 August 20,2021 ® WARNING - Veoly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 67II-747J rev 5rI912020 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 {Lt 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-99 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Jobi Truss Truss Type Qty Ply WATSON T25089027 77746 GRH Hip Girder 1 1 Job Reference (option al L,namDers truss, rort rlerce, rL- .rraoz, .,.-..,..�.... «---. ..,,..—,,,__, .,,_. ,.,_, 1-1 .- .._ ___. -�_- ID:mLKZb_i492VMx3oCkz8mL3ymLd3-GmH1MrPrC8g21 w2DQgAQ_XRMzRFNZYEknH7bzWymFkP f LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2=-95(F) 4=-95(F) 9=130(F) 7=36(F) 3=66(F) 6=130(F) 17=66(F) 20=-66(F) 21=36(F) 22=-36(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 5/1912020 BEFORE USE Design valid for use only with MiTekQG 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 callapse 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-99 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 7rJ Truss Truss Type Qty Ply WATSON T25089028 777,46 GRK Hip Girder 1 1 i Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, '8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:35:01 2021 Page 1 ID:m LKZb_i492VMx3oCkz8mL3ymLd3-kzrQZAQUzSovf4dQ_Yhf Wk_Xygbul?euOxs8VyymFkO -2-0-0 3-9-14 7-0-0 r 10-4-0 r 13-6-2 17-4-0 r 2 0-0 3-9-14 3-2-2 3-4-0 3-2-2 3-9-14 05 = 19 20 21 4x5 = Scale = 1:32.3 A Io 4x4 = �.,,, rr — —1 — «' I 4x4 = 3-9-14 7-0-0 10-4-0 13 17-4-0 3-9-14 3-2-2 3-4-0 _2 3-2-2 3-9-14 LIDADING SPACING- 2-0-0 CSI. (psf) DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.28 Vert(LL) -0.08 8-9 >999 360 MT20 244/190 TCDL . 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 9 >999 240 BCLL., 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.06 7 rile n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.11 9 >999 240 Weight: 79 lb FT = 20% LUMBER.- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0, 2=0-8-0 Max Horz 2=113(LC 7) Max Uplift 7=-692(LC 8), 2=877(LC 8) Max Grav 7=1415(LC 1), 2=1576(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3124/1476, 34=2864/1448, 4-5=2645/1381, 5-6=2867/1451, 6-7=3188/1573 BOT CHORD 2-12=-1296/2837, 11-12=-1296/2837, 9-11=1214/2645, 8-9=1395/2912, 7-8=-1395/2912 WEBS 3-11=-402/221, 4-11 =-1 72/630, 5-9=189/635, 6-9=-471/332 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf,, h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5), This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=692, 2=677• This item has been 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 247 lb down and 343 lb up at electronically signed and 7-0-0, and 134 lb down and 181 lb up at 8-8-0, and 247 lb down and 343 lb up at 104-0 on top chord, and 398 lb down and 150 lb sealed b VelezJoaquin, PE y q up at 7-0-0, and 90 lb down and 21 lb up at 8-8-0, and 398 lb down and 15.0 lb up at 10-3-4 on bottom chord. The design/selection , of such connection device(s) is the responsibility of others. using a Digital Signature. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed Copies Of this document are not considered LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads (plf) signature must be verified Vert: 14=70, 4-5=70, 5-7=70, 13-16=-20 on any electronic copies. Concentrated Loads (lb) Joaquin Velez PE No.68182 Vert: 4=-200(F) 5=200(F) 11=344(F) 9=-344(F) 21=134(F) 22=67(F) MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING -Verity design parameters and READ NOTES Oil THIS AND INCLUDED MITEK REFERENCE PAGE Nlll-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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS[ITP/r Quality Criteria, DSB-99 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply WATSON I r T25089029 77746 GRL Common Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:3b:UZ 2U21 rage 1 ID:mLKZb_i492VMx3oCkz8mL3ymLd3-C9PonWR6kmwmHDCcYFCu3yWalErpl HN1 Ebcil OymFkN 2-0-0 3-7-1 6-1-9 8-8-0 11-2-7 13 8-15 17-4-0 2-0-0 3-7-1 2S7 2-6-7 2-0-7 2�6-7 3-7-1 Scale: 318"=1' Sx6 II 10 HUS26 10x10 = THD26-2 HUS26 3-7-1 6-1-9 8-8.0 11-2-7 13-8-15 17-0-0 3-7A 2.6-7 2.6.7 2-6-7 2-6-7 3-7-1 Plate Offsets (X,Y)— [2:0-3-11,0-3-4] [8:0-3-11,0-3-4] [10:0-3-12 0-4-12],[12:0-3-0 0-2-8j [13:D-3-12 0-4-12] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.82 Vert(LL) -0.17 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC . 0.84 Vert(CT) -0.38 10 >549 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.10 8 n/a n/a BCDL . 10.0 Code FBC2020ITPI2014 Matrix -MS Wind(LL) 0.24 10 >850 240 Weight: 207 lb FT = 20% LUMBER- BRACING- , TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing. WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP M 30 REACTIONS. (size) 8=0-8-0, 2=0-8-0 Max Horz 2=133(LC 7) Max Uplift 8=3695(LC 8), 2=2944(LC 8) Max Grav 8=7593(LC 1), 2=5798(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3='14108/6851, 3-4-13198/6484, 4-5=-10691/5289, 5-6=-10691/5289, 6-7=-1453217128, 7-8=1775518656 Bi T CHORD 2-14=-6256/12980, 13-14=6256/12980, 11-13=5876/12173, 10-11=6469/13404, 9-10=-7941/16381,8-9=7941/16381 WEBS 5-11=-3891/7913, 6-11=-4972/2465, 6-1O-2323/4808, 7-10-3432/1695, 7-9=-1297/2756, 4-11=3245/1632, 4-13=-1487/3080, 3-13=-935/446, 3-14=-323/722 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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. This Item has been Unbalanced roof live loads have been considered for this design. electronically signed and Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Using a Digital Signature. to the use of this truss component. Printed Copies Of this All plates are MT20 plates unless otherwise indicated. document are not Considered This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: ' Signed and Sealed and the j 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. Signature must be Verified Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except at=lb) on any electronic copies. 8=3695, 2=2944. Joaquin Velez PE No.68182 0) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 5-0-12 MiTek USA, Inc. FL Cart 6634 from the left end to 15-0-12 to connect truss(es) to back face of bottom chord. 6904 Parke East Blvd. Tampa FL 33610 1) Use USP THD26-2 (With 18-16d nails into Girder & 12-1Dd nails into Truss) or equivalent at 11-1-8 from the left end to connect Date: truss(es) to back face of bottom chord. August 20,2021 2) Fill all nail holes where hanger is in contact with lumber. g ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE fv111-7473 iev. 514/2020 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 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 ANS&TP11 Ouallty Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Joti Truss Type Qty Ply WATSON � T25089029 77746 �Truss GRL Common Girder 1 -.' Job Reference (optional) unamoers truss, t-ort rlerce, t-L-:54VbZ, a.43U b Jun L LUL 1 IVII 1 eK Ir1UUJU1Ub, 11IU. I IIU MUY IV I4.0-4 LU41 rdye c ID:mLKZb_i492VMx3oCkz6mL3ymLd3-C9PonWR6kmwmHDCcYFCu3yWalErp1 HN1 Ebcil OymFkN DAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=70, 5-8=70, 2-8=20 Concentrated Loads (lb) Vert: 10=-2686(B) 19=2428(B) 20=-1383(B) 21=1380(B) 22=-1905(B) 23=1905(B) ® WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIITEK REFERENCE PAGE ful1/-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 MOW 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 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 Qty Ply WATSON I T25089030 � 77746 J1 JACK -OPEN 22 1 ! Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 6.43D s Jun 2 2u21 ml i ek Industries, Inc. Thu Aug 1 a 1 v:aa:ud NCI rage I ID:mLKZb_i492VMx3oCkz8mL3ymLd3-gLzA sSkV32dvNmd5zj7b93iSeMemywATFLFarymFkM -2-D-0 2-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP Y,CLL 20.0 Plate Grip DOL 1.25 TIC 0.98 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL ' 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. IT CHORD 2x4 SP No.3 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=98(LC 12) Max Uplift 3=-37(LC 1), 2=376(1_(C 12), 4=68(LC 1) Max Grav 3=65(LC 12), 2=338(LC 1), 4=107(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 11) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; parch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) 3, 4 except (jt=lb) 2=376. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - Velify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE NIII-7473 rzv. 511912020 BEFORE USE. �* Design valid for use ontywith 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 ANSI1TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 I Job Truss Truss Type Qty Ply WATSON T25089031 77746 J3 JACK -OPEN 15 1 Job Reference (optional) Chambers I cuss, HOft Pierce, HL - 34VUZ, D.4SU 5 JUri Z ZUZ TIVII I eK IBUuslrles, Inc. I flu Hug iu I9:JD:VO Luc I rayu I I D:mLK2b_i492VMx3oCkz8m L3ymLd3-gLzA_sSkV32dvNmo5zj7b93iSeLOmywATFLFarym FkM , -2-M 3-M 2-0-0 3-0-0 1 3-0-0 Scale = 1:12.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.98 Vert(LL) -0.00 4-7 >999 360 . MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.00 4-7 >999 240' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a rile BCDL 10.0 Code FBC20201TPI2014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 13 lb FT = 20% CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=144(LC 12) Max Uplift 3=-36(LC 9), 2=276(LC 12) Max Grav 3=65(LC 17), 2=326(LC 1), 4=45(LC 3) (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. 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=.4ft; Cat. II;.Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 2-114 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 1 2=276. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - Verify desgn parameters end READ NOTES ON THIS ANDINCLUDEDMITEK REFERENCE PAGE P.III-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 f� /�' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - 1 V 1ITe�• 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. Salary Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply WATSON T25089032 77746 J3A Jack -Open 1 1 Job Reference (optional) t,namoerstruss, ruitrlurcu,rL-.rinoc, ID:mLKZb_i492VMx3oCkz8mL3ymLd3-9YWYBCTMGNAU WXL?fgEM8Nb2F2tjVP9Kiv5o6HymFkL 3-0-0 3-0-0 3x4 = 3 (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Udell Ud 20.0 Plate Grip DOL 1.25 TIC 0.28 Vert(LL) -0.00 3-6 >999 360 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.01 3-6 >999 240 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a 10.0 Code FBC2020rrP12014 Matrix -MP Wind(ILL) 0.01 3-6 >999 240 CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=70(LC 12) Max Uplift 1=-47(LC 12), 2=-67(LC 12), 3=11(LC 12) Max Grav 1=132(LC 1), 2=87(LC 1), 3=57(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 0 N Scale = 1:10.8 PLATES GRIP . MT20 2441190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Wind; ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j ' 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. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 8904 Parke East Blvd. Tampa FL 33610 Date; August 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Pd11-7473 rev 51192020 BEFORE USE. 1 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 1I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Duality 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 Joti Truss Truss Type City Ply WATSON T25089033 77 46 J313 JACK -OPEN 5 1 Job Reference o tional cnamDers Truss, font vierce, r-L--54`JOL, .. ...... .........y ... _�_. ID:mLKZb_i492VMx3oCkz8mL3ymLd3-dk4wPYT_l hlL8hwBD 01bga82yS?3EsPTwZgMejym FkK 2-0-0 3-0-0 (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildeft Ud 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.01 4-7 >999 240 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.00 7 >999 240 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a 10.0 Code FBC2020/rP12014 Matrix -MP CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 2x4 SP No.3 (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=144(LC 12) Max Uplift 3=-47(LC 9), 2=-336(LC 12), 4=45(LC 9) Max Grav 3=57(LC 1), 2=326(LC 1), 4=44(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.4 PLATES GRIP MT20 2441190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 9CDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 0-11-5, Interior(1) 0-11-5 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. I This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. I ' 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. I Refer to girder(s) for truss to truss connections. I 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=336. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date; August 20,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE rd11-7473 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 MITe'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 ANSYTP11 Duality 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 Oty Ply WATSON T25089034 77746 J5 Jack -Open 22 1 I Job*Reference (option al unamoers i cuss, I Port mefce, t-L-d4VOZ, —.V.- ---.... .... ID:mLKZb_i492VMx3oCkz8mL3ymLd3-dk4wPYT_1 hlL8hwBDOlbga82ySwAEsPTwZgMejym FkK -2-0-0 5-0-0 2-0-0 5-0-0 lil (psf) SPACING- 2-0-0 CS1 DEFL. in (loc) Vdefl Lid 20.0 Plate Grip DOL 1.25 TIC 0.98 Vert(LL) -0.02 4-7 >999 360 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.06 4-7 >999 240 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.06 4-7 >999 '. 240 CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=192(LC 12) Max Uplift 3=-98(LC 12), 2=281(LC 12) Max Grav 3=136(LC 1), 2=396(LC 1), 4=89(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 256 (lb) or less except when shown. Scale = 1:16.4 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 I 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) 3 except Qt=lb) 1 2=281. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - VedP/ design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111-7473 rev. 5/19,2020 BEFORE USE Mfrek® Design valid for use only with 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 ANSUTPII Duality Criteria, DSB-89 and SCSI 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 Qty Ply WATSON I T25089035 11146 J5A Jack -Open 1 1 Job Reference o tional Chambers Truss, . Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 1914:35:06 2021 Page 1 ID:mLKZb_i492VMx3oCkz8mL3ymLd3-5weJcuUcn_QCmrVNn5GgDohDwrC5zJfd9DavA9ymFkJ 5-0-0 5-0-0 Scale = 1:14.9 3x4 = I 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TICLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.03' 3-6. >999 360 MT20 ' 244/190 TICDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.08 3-6 >757 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a . n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.08 3-6 >697 240 Weight: 16 lb FT = 20% I UMBER- BRACING - OP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. T CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Harz 1=117(LC 12) Max Uplift 1=-80(LC 12), 2=117(LC 12), 3=14(LC 12) Max Grav 1=222(LC 1), 2=150(LC 1), 3=96(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements. specific to the use of this truss component. 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 I 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 atjoint(s) 1, 3 except Qt=lb) 1 2=117. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEY. REFERENCE PAGE 1d11-7473 rev. 5/192020 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 t►'� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I ITpi 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/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Kghway, Suite 203 Waldorf, MD 20601 Tampa; FL 36610 Job Truss Truss Type City Ply WATSON T25069036 77746 J5P JACK -OPEN 2 1 ' Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 1914:35:07 2021 Page 1 j, ID:mLKZb_i492VMx3oCkz8mL3ymLd3-Z6ChgEVEYIY3N?4ZKoo3m?DYzFfximvmOtJSjcymFkl V0-0 5-0-0 5-0-0 (psf) SPACING- 2-0-0 CSI. 20.0 Plate Grip DOL 1.25 TIC 0.37 15.0 Lumber DOL 1.25 BC 0.40 0.0 Rep Stress Incr YES WB 0.00 10.0 Code FBC2020frP12014 Matrix -MP CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 2x4 SP No.3 NS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=192(LC 12) Max Uplift 3=-111(LC 12). 2=383(LC 12), 4=-85(LC 9) Max Grant 3=130(LC 1), 2=396(LC 1), 4=88(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.4 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.13 4-7 >458 240 MT20 2441190 Vert(CT) -0.04 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 0-11-5, Interior(1) 0-11-5 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=111, 2=383. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE III-7473 rev. 5!192020 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• I s 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 ANSI7rP11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety lnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply WATSON T25089037 77746 J7 Jack -Open 43 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8,430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:35:07 2021 Page 1 ID:m LKZb_i492VMx3oCkz8m L3ymLd3-Z6ChgEVEYIY3N?4ZKoo3m?DVuFf7imvmOtJSjcymFkl 2-0-0 7-0-0 2 M 7-M JG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.07 4-7 >999 360 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.19 4-7 >428 240 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a file 10.0 Code FBC2020rrP12014 Matrix -MP Wind(LL) 0.16 4-7 >516 240 BER- CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=239(LC 12) Max Uplift 3=-154(LC 12), 2=303(LC 12), 4=-1(LC 9) Max Grav 3=204(LC 1), 2=477(LC 1), 4=130(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:20.4 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. i This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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. I Refer to girder(s) for truss to truss connections. I Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=154,2=303. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill-7473 rev. 511912020 BEFORE USE. Design valid for use only with Mrrek® 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 ANSIITP11 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 City Ply WATSON T25069038 77746 J71? JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL'- 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:35:08 2021 Page 1 ID:m LKZb_i492VMx3oCkz8mL3ym Ld3-1 Jm31 aWtJcgv?8fmuWJ II DmhifyvRAYwdX3OF2ym FkH 2 0 0 5-0-0 _i 7-M 2 0 0 5-0-0 2-M (psf) SPACING- 2-0-0 CSI. 20.0 Plate Grip DOL 1.25 TC 0.50 15.0 Lumber DOL 1.25 BC 0.61 0.0 Rep Stress Incr YES WB 0.23 10.0 Code FBC2020/TP12014 Matrix -MP CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 2x4 SP No.3 (size) 4=11.11echanical, 2=0-8-0, 5=Mechanical Max Horz 2=239(LC 12) Max Uplift 4=-16(LC 3), 2=-445(LC 12), 5=-293(LC 12) Max Grav 4=33(LC 17). 2=477(LC 1), 5=277(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-6=-499/219 S 3-6=-340/777 Scale=1:20.4 DEFL. in (]cc) Udefl Ud PLATES GRIP Vert(LL) 0.32 6-9 >264 240 MT20 244/190 Vert(CT) -0.12 6-9 >673 240 Horz(CT) -0.00 5 rile n/a Weight: 30 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-3 cc bracing. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-11 to 0-11-5, Interior(1) 0-11-5 to 6-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=445, 5=293. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I011-7473 rev. 5/19/2020 BEFORE USE Design valid for use onlywith 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 ofdesign 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 ANSb7PI1 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 WATSON T25089039 77746 K Common 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:35:09 2021 Page 1 1 ID:mLKZb_i492VMx3oCkz8mL3ymLd3-WKRFwVW4vomdlEySDgXrQJvC3LvAdu3rBoZnUymFkG 2 0 0 5-1-7 8.8-0 12-2-9 17-4-0 1r 2 0 0 5-1-7 39 3 6 9 5-1-7 Scale = 1:32.4 4x4 = Io 4x4 = """ — 4x4 = 8-8-0 P 17-4-0 8-8-0 8-8-0 Plate Offsets (X,Y)— [7:0-4-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 Vert(LL) -0.08 7-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.19 7-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.07 7-10 , >999 240 Weight: 74 lb FT = 20% CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 (size) 6=0-8-0, 2=0-8-0 Max Harz 2=133(LC 11) Max Uplift 6=-358(LC 12), 2=542(LC 12) Max Gram 6=771(LC 1), 2=932(LC 1) DES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. CHORD 2-3=1432/1094, 3-4=1094/840, 4-5=1097/857, 5-6=1459/1119 CHORD 2-7=-927/1287, 6-7=938/1321 S 4-7=-398/592, 5-7=428/473, 3-7=-389/433 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. llUnbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 8-8-0, Exterior(2R) 8-8-0 to 11-8-0, Interior(1) 11-8-0 to 17-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) electronically Signed and 6=358, 2=542. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 -C-C-C ��•����YYYCCCgJJJ building design. Bracing indicated is to prevent buckling of individual truss web andlor 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?PI1 Quality Criteria, OSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 213601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply WATSON � T25089040 77,,746 KJ3 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8A30 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 1914:35:09 2021 Page 1 ID:mLKZb_i492VMx3oCkz8mL3ymLd3-WKRFwWV4vomdlEySDgXrQJt43MEAgP3rBoZnUym FkG -2-9-15 2-4-10 4-2-3 2-9-15 2-4-10 1-9-9 Scale = 1:13.9 I N N 4-2-3 4-2-3 Plate Offsets (X,Y)— (2:0-1-0,Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.08 4-7 >592 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.05 4-7 >912 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a . BCDL 10.0 Code FBC2020/TPl2014 Matrix -MP , Weight: 17 lb FT = 20% I UMBER- BRACING- CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. '13 OT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Horz 2=143(LC 24) Max Uplift 3=-39(LC 5), 2=-365(LC 8), 4=-65(LC 13) Max Grav 3=108(LC 28), 2=458(LC 28), 4=77(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) 3; 4 except Qt=lb) 2=365. .7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 136 lb up at 1-6-1, and 141 lb down and 136 lb up at 1-6-1 on top chord, and 161 lb down and 96 lb up at 1-6-1, and 161 lb down and 96 lb up at 1-6-1 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). This Item has been electronically signed and TOAD CASE(S) Standard sealed by Velez, Joaquin, PE 11 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) using a Digital Signature. Vert: 1-3=70, 4-5=20 Printed copies of this Concentrated Loads (lb) document are not considered Vert: 8=113(F=56, B=56) 9=108(F=54, B=54) signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ® WARNING -Wdfy Resign parameter, and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE GIII--7473 rev 5; 192020 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 ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component Safety inavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 r� Job Truss Truss Type oty Ply WATSON T25089041 77,746 KJ5 DIAGONAL HIP GIRDER 2 1 Job Reference o liana/ Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:35:10 2021 Page 1 ID:m LKZb_i492VMx3oCkz8mL3ym Ld3-zhupSFX7rDwdESp8OxLm Ne2BTizv62C4rY7Jxym FkF -2-9-15 3-9-9 7-0-2 2-9-15 3-9-9 3-2-9 Scale = 1:19.1 I- Plate Offsets (X,Y)— [2:0-1-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP' TOLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.13 6-9 >664 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.15 6-9 >571 180 BCLL ; 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 5 n/a . n/a. d,yCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 30 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=190(LC 24) Max Uplift 4=-106(LC 24), 2=417(LC 8), 5=171(LC 5) Max Grav 4=128(LC 17), 2=570(LC 28), 5=170(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=465/191 BOT CHORD 2-6=241/426 WEBS 3-6=-455/258 11) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. . II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 (jt=1b) 4=106, 2=417, 5=171. This item has been 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 136 lb up at electronically signed and 1-6-1, 141 lb down and 136 lb up at 1-6-1, and 59 lb down and 82 lb up at 4-4-0, and 49 lb down and 48 lb up at 4-4-0 on top chord sealed b Velez, Joaquin, PE y oa Q , and 161 lb down and 96 lb up at 1-6-1, 161 lb down and 96 lb up at 1-6-1, and 28 lb down and 4 lb up at 4-4-0, and 96 lb down .. Digital Signature. and 2 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. using a .8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed copies of this document are not considered LOAD CASE(S) Standard signed and sealed and the 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 be Uniform Loads (plf) signature must verified Vert: 14=70, 5-7=20 on any electronic copies. Concentrated Loads (lb) Joaquin Velez PE No.68182 Vert: 10=113(F=56, B=56) 12=108(F=54, B=54) 13=15(F=17, B=2) MiTek USA, Inc. FL Con 8834 6904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEY, REFERENCE PAGE 1,III-7477 rev. 5/1912020 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 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 ANSUTP11 Quality Criteria, DSB-89 and Bost Building Component Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply WATSON T25089042 77746 KJ7 Diagonal Hip Girder 7 1 I Job Reference (optional) unamoers I russ, ron rlerce, rL - A4 10Z, t5,4JU s Jun Z ZUZI wu I eK Inaustnes, Inc. I nu Hug 1`J 14:J3:11 ZUZI rage I I ID:mLKZb_i492VMx3oCkzBmL3ymLd3-RURCfbYlcX2USCOLZeS?wrOCasOoeUFMJVHgsNymFkE -2-9-15 5-2-9 9-10-1 2-9-15 5-2-9 4-7-8 3x4 = 5-2-9 Scale: 1/2"=1' Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.12 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(CT) 0.01, 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 43 lb FT = 20% CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=238(LC 24) Max Uplift 4=-126(LC 8), 2=412(LC 8), 5=-101(LC 5) Max Grav 4=165(LC 1), 2=748(LC 28), 5=375(LC 28) :ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=1000/262 CHORD 2-7=-330/936, 6-7=330/936 S 3-7=0/321.3-6=996/351 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0.11all by 2-0-0 wide will fit between the bottom chord and any other members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=126, 2=412, 5=101. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 136 lb up at 1-6-1, 141 lb down and 136 lb up at 1-6-1, 49 lb down and 48 Ib up at 4-4-0, 49 lb down and 48 lb up at 4-4-0,.and 92 lb down and 119 lb up at 7-1-15, and 92 lb down and 119 lb up at 7-1-15 on top chord, and 103 lb down and 96 lb up at 1-6-1, 103 lb down and 96 lb up at 1-6-1, 38 lb down and 2 lb up at 4-4-0, 38 lb down and 2 lb up at 4-4-0, and 52 lb down at 7-1-15, and 52 lb down. at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). IAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 5-8=20 Concentrated Loads (lb) Vert: 11=113(F=56, B=56) 13=-74(F=-37, B=-37) 14=108(F=54, B=54) 15=4(F=2, B=2) 116=56(1`=28, 13=28) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this . document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 8904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE iMll-7470 rev. 5il g/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 Welk' 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 ANSYTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nrormatfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply WATSON T25089043 77,746 MHV10 Valley 1 1 Job Reference (optional) unamoers truss, rurcrierce,ru- avaoZ, - - �� •--�—• i ID:mLKZb_i492VMx3oCkz8mL3ymLd3-w4?atxZNNgALUmyX7MNET3xJTGN3N?WVX91 DOpymFkD 9-10-8 10rq-0 9-10.8 021-8 3x4 11 Scale = 1:24.9 3 3x4 i 2x3 I I 4 3x4 I I I LOADING (psf) YICLL 20.0 SPACING- 2-0-0 Plate Grip'DOL 1.25 CSI. TC 0.64 DEFL. in (loc) Well Lid Vert(LL) : n/a n/a 999 PLATES GRIP MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-S Weight: 37 lb FT = 20% CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 S 2x4 SP No.3 ERS 2x4 SP No.3 CTIONS. (size) 1=10-0-0, 4=10-0-0, 5=10-0-0 Max Horz 1=217(LC 12) Max Uplift 4=-104(LC 12), 5=-289(LC 12) Max Grav 1=147(LC 1), 4=178(LC 1), 5=496(LC 1) CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. CHORD 1-2=319/149 S 2-5=-421/568 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 9-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=104, 5=289. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 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 o - �, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pi/ - - 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 ANSIITP11 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 WATSON T25089044 77746 MHV12 Valley 1 1 Job Reference (optional) Gnamoefs I russ, ton tierce, tL - 34VOZ, ,,4su Is Jun L LULL ivii I eK Inaustrles, Inc. I nu Hug lu -14:3Ja.5 LUCI rage[ ID:mLKZb_i492VMx3oCkz8mL3ym Ld3-OGZy4HZ?88JC5wXjh3uT?GTSmghg6SefmpmnwFym FkC 9-10-8 12-0-0 9-10-8 2-1 8 3x6 = 3x4 = Scale = 1:25.0 3 9 4 3x4 2x3 II 53x4 II 1 12-0-0 Plate Offsets (X,Y)— 13:0-3-0,0-2-41, [4:Edge,0-1-81 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 0.80 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) BIB BIB 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 5 BIB - n/a BCDL 10.0 Code FBC20201TP12014 Matrix-S Weight: 44 Ib FT = 20% 4UMBER- BRACING- 70P CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 5=12-0-0, 6=12-0-0 Max Horz 1=218(LC 12) Max Uplift 1=-23(LC 12), 5=124(LC 9), 6=-334(LC 12) Max Grav 1=192(LC 1), 5=223(LC 1), 6=586(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-171/250 WEBS 2-6=465/594 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 9-10-8, Extedor(2E) 9-10-8 to 11-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 5=124, 6=334. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 WARNING - Verify dzsign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 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 properly inwrporate this design into the overall i.Y�p■■ 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 wllapse 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/TPI1 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 �i i Chambers Truss, Job Truss Truss Type Qty Ply WATSON T25089045 77746 MV2 Valley 8 1 Job Reference (optional) Fort Fierce, FL - 34982, 6.431J s Jun Z ZUZ1 MI I eK Industries, Inc. I nu Aug 19 14:30:73 ZUZI rage 1 ID:mLKZb_i492VMx3oCkz8mL3ym Ld3-OGZy4HZ?88JC5wXjh3uT?GTd7go66UOfmpmnwFymFkC 2-0-0 2-M Scale = 1:6.9 3x4 song 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a . 999 BCLL• 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 5 lb FT = 20% CHORD . 2x4 SP No.3 CHORD 2x4 SP No.3 (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=30(LC 12) Max Uplift 1=-21(LC 12), 2=37(LC 12) Max Grav 1=57(LC 1), 2=44(LC 1), 3=25(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 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. Bearing at joint(s) 2 considers parallel to grain value using ANSlfrP1 1 angle to grain formula. Building designer should verify rapacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 ®WARNING -.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEY. REFERENCE PAGE h111-7473 rev. 5/19/2020 BEFORE USE. R Design valid for use ontywith 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 �1Yi• 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 ANSIITP11 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 WATSON T25089046 77746 MV4 Valley 7 1 Job Reference (optional) ynamoers truss, rori t-lerGe, r-L - 01+=/. I i 3x4 O.4JV JJUII LLUG'I IYIIICI�II IUUJIIICJ, II f1Uy I .V �oyc I ID:m LKZb_i492VMx3oCkz8mL3ymLd3-sT7KldadvSR3j36wFnQjYUOhp46orxeo?TWKSiym FkB 4-0-0 3x4 11 2 3 Scale = 1:11.1 I LOADING (psi) iCLL L 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.53 DEFL. in (loc) Vdefl Lid Vert(LL) n/a n/a 999. PLATES GRIP MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 13 lb FT = 20% CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 S 2x4 SP No.3 CTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=74(LC 12) Max Uplift 1=-51(LC 12), 3=82(LC 12) Max Grav 1=141(LC 1), 3=141(LC 1) CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORDStructural wood sheathing directly applied or 4-D-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. WARNING - Venry design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE NIII-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 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 ANSIfrPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 r Job Truss Truss Type Qty Ply WATSON T25089047 77746 MV6 Valley 3 1 Job Reference (optional) priamoers l fuss, FOn Hlefce, FL-:Mt$Z, i I i i a.4au s Jun 2 ZUZI MI I eK Industries, Inc. I nU Aug IU I4:30:14 ZUZI rage I• - ID:mLKZb_i492VMx3oCkz8m L3ymLd3-sT7KldadvSR3j36wFnQjYU01S47zrvZo?TWKSiymFkB 6-0-0 3x4 II 3 5 4 3x4 2x3 II 3x4 II Scale = 1:15.7 I LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in floc) UdeFl: L/d PLATES GRIP TICLL 20.0 Plate Grip DOL 1.25 TIC 0.29 Vert(LL) We n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 n/a. n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 21 lb FT = 20% CHORD 2x4 SP No.3' CHORD 2x4 SP No.3 S 2x4 SP No.3 ERS 2x4 SP No.3 -TIONS. (size) 1=6-0-0, 4=6-0-0, 5=6-0-0 Max Horz 1=122(LC 12) Max Uplift 4=-59(LC 12). 5=169(LC 12) Max Grav 1=69(LC 1), 4=102(LC 1), 5=291(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. S 2-5=-291/447 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NV I ES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. :6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 1 5=169. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE fol11-7473 rev.. 5119/2020 BEFORE USE. tall, Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is far an individual building component, no - a truss system. Before use, the building designer must vedfy 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 IVI 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/fPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Jo b Truss Truss Type City Ply WATSON T25089048 77746 MV8 Valley 2 1 Job Reference (optional) Unam Ders I Russ, tort Pierce, tL - J4UtSZ, . u.4su s Jun Z ZUZI mi I eK InaustrleS, Inc. I n l Aug I'd 14:00:10 ZUZI rage '1 ID:mLKZb_i492VMx3oCkzBmL3ym Ld3-KfhiVzbGglZwLDh6oUxy4hZtGURbaMXyE7Fu?Bym FkA B-O-D 8-M 3x4 11 Scale = 1:20.1 3 5 4 3x4 2x3 II 3x4 II I OADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid. PLATES GRIP CLL 20.0 Plate Grip DOL 1.25 TIC 0.48 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 CLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 n/a n/a 9CDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 29 lb FT = 20% UMBER- BRACING - CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, �OP OT CHORD 2x4 SP No.3 except end verticals. BS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. tTHEIRS 2x4 SP No.3 FACTIONS. (size) 1=8-0-0, 4=8-0-0, 5=8-0-0 Max Horz 1=169(LC 12) Max Uplift 4=-79(LC 12), 5=-235(LC 12) Max Grav 1=103(LC 1), 4=136(LC 1), 5=403(LC 1) iORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-295/146 WEBS 2-5=-371/511 Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.,'GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ). Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=235. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'111-7473 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 i 1' ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MlTell. 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 Last Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 il Job Truss Truss Type Qty Ply WATSON T25089049 77746 MV9 Valley 1 1 Job Reference o tional 8.43v a Jun G euzi Ivu I eK Inausines, Inc. I nu IN 1 `v 14:3b:1 b LU21 rage 1 ID: mLKZb_i492VMx3oCkzBmL3ym Ld3-KfhiVzbGglZwLDh6oUxy4hZsaUQgaMXyE7Fu?8ym FkA 9-M 3x4 11 Scale = 1:22.7 3 5 4 3x4 i 2x3 II 3x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TIC 0.53 BC 0.27 WB 0.15 Matrix-S DEFL. in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 2441190 . Weight: 33 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=9-0-0, 4=9-0-0, 5=9-0-0 Max Horz 1=193(LC 12) Max Uplift 4=-94(LC 12), 5=257(1_C 12) Max Grav 1=129(LC 1), 4=161(LC 1), 5=442(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=288/139 WEBS 2-5=388/509 Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 8-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except (jt=lb) 5=257. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Data: August 20,2021 AWARNING - Verity design parameters and READ ?TOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE full; 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 ivi 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 ANSVTP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldod, MD 20601 Tampa; FL 36610 Truss Truss Type Qty Ply WATSON T25089050 MVA Valley 1 1 Job Reference o tional rorz rlerce, rt: - o�rao�, o .. a —.r . w , ay= ID:mLKZb_i492VMx3oCkz8mL3ym Ld3-orF5jJcuR3hnyNGIMBSBdv54FtnlJpv5Sn?RXaym Fk9 6-0-0 6-0-0 3x4 11 3 6 5 4 3x5 11 2x3 11 3x4 11 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a n/a 999 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 4 n/a n/a 10.0 Code FBC2020IrP12014 Matrix-R 3ER- BRACING - CHORD 2x4 SP No.3 TOP CHORD CHORD 2x4 SP No.3 S 2x4 SP No.3 BOT CHORD =RS 2x4 SP No.3 :TIONS. (size). 6=6-0-0, 4=6-0-0, 5=6-0-0 Max Horz 6=136(LC 12) Max Uplift 4=-56(LC 12), 5=205(LC 12) Max Grav 6=102(LC 1), 4=102(LC 1), 5=309(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-2=-252/118 S 2-5=-316/483 Scale = 1:19.1 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. I Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat., II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-0-0, Interior(1) 3-0-0 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. I Gable requires continuous bottom chord bearing. I This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I `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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=205. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 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 MiTek8 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 ITSI' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1T�i 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 ANSIITPII 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 :i . ;; Job I I I Truss Type Qty Ply WATSON T25089051 ]Truss 77746 MVB Valley 1 1 Job Reference (optional) l:nambers I russ, i-On Hlefce; 1-L - 34VW, C:43u s Jun z zuzi MI I eK maustrles, Inc. I nu iwg l `J 14:3Ja / zuzl rage i ID:m LKZb_i492VMx3oCkzBmL3ym Ld3-G2pTwfdWCNpeaWUwvzQA6eGpH8I2FIEhRk_31 ymFk8 5-5-8 5-5-8 3x4 II 3 5 4 3x4 % 2x3 II 3x4 II (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) lidefl L/d 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) n/a We 999 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 n/a n/a 10.0 Code FBC2020/TPI2014 Matrix-P BER BRACING - CHORD 2x4SP No.3 TOP CHORD CHORD 2x4 SP No.3 S 2x4 SP No.3 BOT CHORD °RS 2x4 SP No.3 CTIONS. (size) 1=5-5-8, 4=5-5-8, 5=5-5-8 Max Horz 1=122(LC 12) Max Uplift 4=-51(LC 12), 5=168(LC 12) Max Grav 1=85(LC 1), 4=88(LC 1), 5=288(LC 1) CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. S 2-5=-291/450 Scale = 1:15.7 PLATES GRIP MT20 244/190 Weight: 21lb FT=20% Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-4 to 3-2-4, Interior(1) 3-2-4 to 5-3-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. d) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 1 5=168. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 20,2021 A WARNING - Venh/ design parameters and READ NOTES ON THIS AND INCLUDED'MITEK REFERENCE PAGE 10/-7473 rev. 511.9.!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 A� 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 ANSIITP11 Quality Criteria, DSB-89 and BC31 Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 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. Ole - -I- For 4 x 2 orientation, locate plates 0- 'lid' 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. D$B-89: - Design.Standard for Bracing. - BCSI: Building Component Safety Information, Guide to Good Practice for Handling, _ Installing & Bracing of Metal -Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS Ct-2 C2-3 ❑ WEBS q 4 Q: m !y r; ro ❑ O o ��a O U a6 _ IL s' ci U O a ~I C7-8 C6-7 C5-6 BOTTOM CHORDS 8 7 6 5 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 [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved g, _ MiTeW MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSl1TPI 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 ANSIfTPI 1 Quality Criteria. 21.The design does not take into account any dynamic