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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. iTek 0 SCANNED RE: 436345 - 1436345 - Killarney Spec St. Lude COMY MiTek USA, Inc. Site � formation• 6904 Parke East Blvd. • Tampa, FL 33610 4115 Cust 5 mer Info: P & C Construction Project.Name: Killarney Spec Model: Custom •Lot/ lock: .. Subdivision: Lakewood Park 54 �Addr' ss: 12 Killarney Avenue Cjty: ;Fort Pierce State: FL C_-Nam6� Address and License # of Structural Engineer of Record, If there is one, for the building. Name;. License #: City: State: Gen al Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Load ng Conditions): Desi 'n Code: FBC2017lTP12014 Design Program: MiTek 20/20 8.2 Wind'Code: ASCE 7-10 Wind Speed: 160 mph Roof oad: 37.0 psf Floor Load: N/A psf This "ackage includes 36 individual, dated Truss Design Drawings and 0 Additional Drawings. With ill y seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet confo ms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. eal# I Truss Name 1Die No. Seal# Truss Name Date 1 T14192959 I CJ01 6/1/18 118 IT14192976IT10 6/1/18 2 1 T14192960 1 CJ02 6/1/18 119 IT14192977IT11 6/1/18 3 1 T14192961 CJ03 6/1/18 120 IT14192978IT12 6/1/18 4 1 T114192962 1 EJ01 6/1/18 121 IT14192979IT13 6/1/18 5 IT14192963JEJ02 6/1/18 122 T14192980 T14 6/1/18 6 T14192964 1 EJ03 6/1/18 123 IT14192981IT15 6/1/18 7 1114192965 1 HJ01 6/1/18 124 IT14192982IT16 . 6/1/18 8 14192966 1 HJ02 6/1/18 125 IT14192983IT17. 6/1/18 9 1 T1 14192967 1 T01 6/1/18 126 IT14192984IT18 6/1/18 10 IT114192968IT02 6/1/18 127 IT14192985IT19 6/1/18 11 IT14192969IT03 6/1/18 128 IT14192986IT20 6/1/18 L12 T14192970IT04 6/1/18 129 IT14192987IT21 6/1 /18 tar -I T 14192971 T05 6/1/18 130 1 T14192988 1 V01 6/1/18 144, i 14192972 1 T06 6/1 /18 131 1 T14192989 1 V02 6/1 /18 I5":f" 1114192973IT07 6/1/18 132 IT141929901VO3 6/1/18 1 6 i 14192974 1 T08 6/1/18 133 1 T14192991 I VO4 6/1 /18 17 1 114192975IT09 6/1 /18 134 1 T14192992 1 V05 6/1 /18 The trus drawing(s) referenced above have been prepared by MiTek USA, In'� . under my direct supervision based on the parameters providei by Builders FirstSource.- Plant City. Truss D;�sign Engineer's Name: Finn, Walter My licet�,�se renewal date for the state of Florida is February 28, 2019 IMPOR ANT NOTE: The seal on these truss component designs is a certification that the en' ineer named is licensed in the jurisdiction(s) identified and that the designs co" ply with ANSI/TPI 1. These designs are based upon parameters shown (e.11'e: loads, supports, dimensions, shapes and -design codes), which were given to Mek. Any project specific information included is for Wek's customers file referepurpose only, and was not taken into account in the preparation of these dess. MiTek has not independently verified the applicability of the design parameter the designs for any particular building. Before use, the building designer should veapplicability of design parameters and properly incorporate these designs into the oall building design per ANSI/TPI 1, Chapter 2. J ER ,P, EN S*-.ti �•., No 22839 ='o .�� :' STATE OF ` i i�'144 J N A` 0' `♦♦♦ Wafter P. Fin% o. 83 �� MITek UeJ��..ggrtqq�1 e 6904 ParI!EP-T011pa FL 33610 Date: June 1,2018 Finn, Walter 1 of 2 1436345 - 1436345 - Killarney Spec Information: tomer Info: P & C Construction Project Name: Killarney Spec Model: Custom Block: .. Subdivision: Lakewood Park ress: 5412 Killarney Avenue Fort Pierce State: FL o. Seal# I Truss Name I Date T14192993 1 V06 6/1/18 3,3 T14192994 1 V07 1 6/1/18 2of2 Job Truss Truss Type Qtp Ply 1436345 - Killarney Spec T14192959 1436346 CJ01 Jack -Open 12 1 Job Reference (optional) timaers ream ulty, rL 50000 .gay I D:oCaJ?xQ2?3o24xd?PICuP1 zFH2t-ZBvhYG7EBMsLbU4njJajiQJ_MK7U9QELHDwU W RzAgD6 -1-6-0 1.0-0 1.6-0 1-0-0 6 LOADING (j f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 5 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 240 BCLL 0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00. 4 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHOR 2x4 SP No.2 BOT CHORD, 2x4 SP No.2 REACTIO FORCES. NOTES- 1) Wind: AS I GCpi=0.18 DOt=1.60 2) This truss 3} * This truss will fit betw 4) Rderto gir 5) Provide met . 2=153. 6) "This mane particular bi (lb/size) 3=-5/Mechanical, 2=179/0-8-0, 4= 20/Mechanical Max Horz 2=52(LC B) Max Uplift 3=-5(LC 1), 2=-153(LC 8), 4=-20(LC 1) Max Grav 3=19(LC 8), 2=179(LC 1), 4=36(LC 8) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.1 0 e 6 PLATES GRIP MT20 244/190 Weight: 6 Ito FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., MFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber de grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. .r(s) for truss to truss connections. lanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) d product is designed as an individual building component. The suitability and use of this component for any is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design Valid r use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a truss syste building dell `. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall n. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. 'Additional temporary and permanent bracing MOW Is always req fabrication, Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the DSB�9 and BCSIBu0dU4g Component s pr� e� dallable Street. Suite a. Blvd. from Truss Plate Institute. 2 8 N. Lee 312 Alexa VVA2314.W®da, Tampa, FL 3361 Job Truss Truss Type Qtyt Ply 1436345 - Killarney Spec T14192960 1436345 CJ02 Jack -Open 10 1 Job Reference (optional) bullaers mane uny, r•L 10Jb0 I I I. f ¢lJC I I D:oCaJ?xQ2?3o24xd? PICuPi zFH2t-1 LT41c7syg_CCef_H I 5yEds7SkSAutUVWtfl3tzAgD5 -1-6-0 3-0-0 1-6-0 3.0-0 I 1 I 1 ST1.5x8 STP = LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20. Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 2-4 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 , 3 n/a n/a BCDL 10. Code FBC2017fTP12014 Matrix-P LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHORD 12x4 SP N0.2 REACTIONS. I (lb/size) 3=35/Mechanical, 2=230/0-8-0, 4=26/Mechanical Max Horz 2=85(LC 12) Max Uplift 3= 46(LC 12), 2=-148(LC 8) Max Grav 3=35(LC 1), 2=230(LC 1), 4=52(LC 3) FORCES. (Ibll- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASC GCpi=0.18; • DOL=1.60 p 2) This truss h 3) ` This truss will fit betwe 4) Refer to girdil 5) Provide mec, 2=148. 6) "This manuft particular bui Scale = 1:11.3 PLATES GRIP MT20 244/190 Weight: 12lb Ff=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh Cat. II; Exp C; Encl., NFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber e grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. (s) for truss to truss connections. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) lured product is designed as an individual building component. The suitability and use of this component for any ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��' a truss system., building desig fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlor , st age, delivery, erection and bracing of trusses and truss systems, seeANSYMIi Qualify Cdtefb, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoml ;novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 1436.345 - Killarney Spec I T14192961 1436345 CJ03 Jack -Open 10 1 Job Reference (optional) Tiuilaers Flan: Gay, FL JJbbb t3.eeV 5 IVlay Z4 ZU 10 IV11 I UK InUUSII Wb, InG.. r11 our[ I I I : 1 1 :ol 4u 1 o rayc 1 ID:oCaJ?xQ2?3o24xd?PICuP1zFH2t-VXOSyy8Ujz63gnEArkcBnrPGU81WdKkelXPbbKzAgD4 -1-6-0 5-0-0 1-6-0 5-0-0 i I w I ■ 1 ST1.5x8 STP = LOADING (ps l SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20. Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.03 2-4 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 . n/a n/a BCDL 10.) Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 12x4 SP No.2 REACTIONS. (lb/size) 3=105/Mechanical, 2=289/0-8-0, 4=46/Mechanical Max Horz 2=126(LC 12) Max Uplift 3_ 105(LC 12), 2=-148(LC 8) Max Grav 3=105(LC 1), 2=289(LC 1), 4=92(LC 3) FORCES. NOTES- (6)' 1) Wind: ASC GCpi=0.18; DOL=1.60 p 2) This truss h 3) `.This truss will fit betwe 4) Refer. to gird 5) Provide mec 3=105,2=14' 6) "This manuYl particular bui Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale: 3/4"=l' PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber e grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. (s) for truss to truss connections. tnical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) d product is designed as an individual building component. The suitability and use of this component for any is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No,22639 OTA USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: June 1,2018 ® WARNvalidING - eriry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev- 10/0=015 BEFORE USE. Design f use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . B acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requ fabrication d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the sT rage, delivery, erection and bracing of trusses and Truss systems, seeANS&VII Gual9yCrBedo, DSB-89 and BCSI Sugding Component 6904 Parke East Blvd. Safety Inform tlonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ) Ply 1436345 - Killarney Spec T14192962 1436345 EJ01 Jack -Partial 20 1 Job Reference (optional) buuoers mant any, t-L a65ee v.eeu 5 May Z4 Zu 18 Ivil 1 erc Inuubuleb, Ilru. rlI dun I I I: 1 1:a0 — 1 o raye 1 1 D:oCaJ?xQ2?3o24xd?PICuPizFH2t-zjagA196UH FwSxpM PS7QK2xKRX_i M nznzB887m7AgD3 -1.6.0 7.0-0 1-6-0 7-0-0 I, w • li i ' 1 LOADING (ps SPACING- 2-0-0 CSI. TCLL 20. Plate Grip DOL 1.25 TC 0.95 TCDL 7. Lumber DOL 1.25 BC 0.71 BCLL 0. Rep Stress Incr YES WB 0.00 BCDL 10. Code F13C2017/TPI2014 Matrix-MSH LUMBER- j TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 REACTIONS. I (lb/size) 3=163/Mechanical, 2=346/0-8-0, 4=85/Mechanical Max Horz 2=167(LC 12) Max Uplift 3=-138(LC 12), 2— 143(LC 12), 4=-B(LC 12) i Max Grav 3=163(LC 1), 2=346(LC 1), 4=125(LC 3) FORCES. (Iblil- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (6) 1) Wind: ASCE GCpi=Q.18; ' DOL=1.60 p 2) This truss N 3) ' This truss Will fit betwe • 4) Refer to gird 5) Provide mec 3=138, 2=12 6) "This manuf particular bu Scale = 1:20.0 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.20 4-7 >423 360 MT20 244/190 Vert(CT) -0.21 4-7 >393 240 Horz(CT) -0.00 3 n/a n/a Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber e grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. (s) for truss to truss connections. inicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) lured product is designed as an individual building component. The suitability and use of this component for any ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING. 1 erify design parameters and READ NOTES ON THIS AND INCLUDED M7EK REFERANCE PAGE MIF7473 rev. f0/03/2015 BEFORE USE. -- Deslgn valid f use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not �� a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiT e V Is always requ d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANS&V11 GuafffyCrfledra, DSB�9 and SCSI Bugd/ny Component 6904 Parke East Blvd. Safety fnfann Honavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty' Ply 1436345 - Killarney Spec I T14192963 1436345 EJ02 Jack -Partial 1 1 Job Reference (optional) erunaers r•ianr Uay, rL 0,3000 0.C4v D IvIdy -- 1 O ""' CA IIIUUJOICO, II ayc I D:oCaJ?xQ2?3o24xd?PICuP1zFH2t-zjagA196UHFwSxpMPS7QK2xTxX8eMnznzBB87mzAgD3 -1-6-0 1.6-0 I 1 l II • C I I 1 ST1.Sx8 STP = LOADING (psi SPACING- 2-0-0 CSI. TCLL 20. Plate Grip DOL 1.25 TC 0.35 TCDL 7. Lumber DOL 1.25 BC 0.08 BCLL 0., Rep Stress Incr YES WB 0.00 BCDL 10. Code FBC2017ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=35/Mechanical, 2=230/0-8-0, 4=26/Mechanical Max Harz 2=85(LC 12) Max Uplift 3=-46(LC 12), 2=-148(LC 8) Max Grav 3=35(LC 1), 2=230(LC 1), 4=52(LC 3) FORCES. (lb)l- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (6) 1) Wind: ASC GCpi=0.18; ' DOL=9.60 p i 2) This truss h 3) *_This truss will fit betwe 4) Refer, to gird 5) Provide me 2=148. 6) "This manuf particular bu Scale = 1:11.3 r-' DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 ' 2-4 >999 360 MT20 2441190 Vert(CT) -0.01 2-4 >999 240 Horz(CT) -0.00 3 rVa n/a Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., MFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber e grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. (s) for truss to truss connections. inicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) lured product is designed as an individual building component. The suitability and use of this component for any ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 WARNING - eri/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MR-7473 rev. 10/03/2015 BEFORE USE, Design valid f use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system ; fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desi . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {�{� T EVA� e V ' Is always requ'ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sf age, delivery, erection and bracing of trusses and truss systems, seeANSUWI► CualByCrdteda, DSB-89 and BCS1 Bugd/ng Component , 6904 Parke East Blvd. Safety inform Bonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 1436345 - Killarney Spec ' T14192964 1436345 EJ03 Jack -Open Girder 1 1 Job Reference (optional) Builders Plant City, FL 33566 8.220 s May 24 2018 MI I eK Industries, Inc. Fri Jun 1 11:11:ju 2018 rage 1 I D:oCaJ?x02?3o24xd? PICuP1 zFH2t-RwBC NeAI FbNn35OZy9efsGUgfxPF5EDxCruifCzAgD2 -1-6-0 3-0-0 1-6-0 3-0-0 ST1.5x8 STP = LOADING (ps SPACING- 2-0-0 CSI. TCLL 20. Plate Grip DOL 1.25 TC 0.22 TCDL 7. Lumber DOL 1.25 BC 0.44 BCLL 0. Rep Stress Incr NO WB 0.00 BCDL 10. Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 4 SP No.2 BOT CHORD x6 SP No.2 REACTIONS. (Ib/size) 3=35/Mechanical, 2=800/0-8-0, 4=247/Mechanical Max Horz 2=84(LC 8) Max Uplift 3=-43(LC 8), 2=-389(LC 4), 4=-85(LC 4) FORCES. (lb)1- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.3 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.01 2-4 >999 3160 MT20 244/190 Vert(CT) -0.01 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 14 lb FT = 20 BRACING - TOP CHORD . Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) j 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft Cat. II; Exp C; Encl., GCpi=0.18; WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This Sruss s 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 betwe the bottom chord and any other members. 4) Refer to gird r(s) for truss to truss connections. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=389. 6) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 791 lb down and 345 lb up at 1-0-12 on bo om chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manuf tured product is designed as an individual building component. The suitability and use of this component for any particular bui,�ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASES I Standard 1) Dead + Roof ive (balanced): Lumberincrease=1.25, Plate Increase=1.25 Uniform Loa (plf) Vert: -3=-54, 2-4— 20 Concentrate Loads (Ib) Vert:=-791(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - edly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid f , use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an Individual building component not �� a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg Is always requi . &acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek* fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSW11 Qua/ByCrtleda, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety 11 1 �f/on3vailabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty 'Ply 1436345 - Killarney Spec T14192965 1436345 HJ01 Diagonal Hip Girder 5 1 Job Reference (optional) tiumers 4 )urce, mant city, rL"JJbbb C.ZZV 51YIdy e44U 16 IVII I eK If IUUbUIeb, If IU. rl1 our I II.I I--Io ra%jtl 1 I D:oCaJ?xQ2?3o24xd? PICuP 1 zFH2t-v6iab_BNOuVehFzl W t9uPTi ogLixgek4RVdFCezAg D i -2-1-7 5.6-7 9-10-1 2-1-7 5-6-7 4-3-9 8 2 3.54 12 9 3x4 3 10 d• 11 12 7 6 \\ 3x4 = 2x4 II 2x4 5 Scale = 1:22.6 Io N 5-6-7 6-9-9 _ 1 9-10-1 5-6-7 1-3-2 3-0-8 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in. (loc) I/deft Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.22 6 >516 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.60 Vert(CT) -0.31 6 >361 240 BCLL 0. Rep Stress Incr NO WB 0.24 Horz(CT) 0.00 5 n/a n/a BCDL 10. I Code FBC2017lrP12014 Matrix-SH Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS x4 SP No.3 REACTIONS. (lb/size) 4=145/Mechanical, 2=475/0-10-15, 5=246/Mechanical Max Horz 2=187(LC 22) Max Uplift 4=-124(LC 4), 2=-257(LC 4), 5= 105(LC 8) FORCES. (lb Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-618/231 BOT CHORD Ii 2-7=-308/535, 6-7=-308/535 WEBS 3-7= 217/629, 3-6=-8421484 NOTES- (8) 1) Wind:,ASCE� -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpi=0.18; W FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss In been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss s 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 fitbetwe the bottom chord and any other members. 4) Refer to gird (s) for truss to truss connections. 5) Provide mec anicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 4=124, 2=25 , 5=105. 6) Hanger(s) or the' connection devices) shall be provided sufficient to support concentrated load(s) 100 lb down and 63 lb up at 1-4-15, 10w 0 I don and 63 lb up at •1-4-15, 31 lb down and 36 lb up at 4-2-15, 31 lb down and 36 lb up at 4-2-15, and 58 lb down and 106 lb u at 7-0-14, and 58 lb down and 106 lb up at 7-0-14 on top chord, and 34 lb down and 48 lb up at 1-4-15, 34 lb down and 48 Ib up t 1-4-15, 18 lb down at 4-2-15, 18 lb down at 4-2-15, and 38 lb down at 7-0-14, and 38 lb down at 7-0-14 on bottom chord.The sign/selection of such connection device(s) is the responsibility of others. 7) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufA tured product is designed as an individual building component. The suitability and use of this component for any particular bui ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S)Standard 1) Dead + Roof Ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa (plf) Vert: 11-4=-54, 2-5=-20 I,UI II.CI In Z VnUJ tlUl Walter P. Finn PE No.22839 Vert: =-36(F=-18, B=-18) 10=-56(F=-28, B=-28) 11=57(F=29, B=29) MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10N3/2015 BEFORE USE. Design valid fc use only with MITek® connectors. This design Is based only upon. parameters shown, and is for an Individual building component, not a truss system.I efore use, the building designer must verify the applicability of design parameters and property Incorporate [his design Into the overall building desig InI Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always requir¢d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon• stgo, delivery, erection and bracing of trusses and truss systems, seeANSYNII Gua@yC1Cedd, DSO-49 and SCSI Bunding Component 6904 Parke East Blvd. Safety Into rmg0I ravaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qry ` Ply 1436345 -Killarney Spec i T14192966 1436345 HJ02 Diagonal Hip Girder 1 1 Job Reference (optional) Builders First$burce, Plant City, FL 33566 a.220 s May 24 2u1 a MI I ek Inausmes, inc. Fri jun i i Li i i ;4 i za i o rnye i ID:oCaJ?xQ2?3o24xd?PICUPlzFH2t-NIGroKB?mCdVJPYx4ah7xhZy?19ZZ8jEg9Nok5zAgDO Scale: 1 °=1' LOADING (ps � SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.02 2-4 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.13 Vert(CT) -0.02 2-4 >999 240 BCLL 0. Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10. Code FBC2017(rP12014 Matrix-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puriins. BOT CHORD x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/Mechanical, 2=275/0-10-15, 4=22/Mechanical Max Horz2=105(LC 4) Max Uplift 3=-35(LC 8), 2=-194(LC 4) Max Gram 3=59(LC 1), 2=275(LC 1), 4=59(LC 3) FORCES. (lbjjj Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (8) 1) Wind: ASC -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpi=0.18; W FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This4russ s 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 betwe the bottom chord and any other members. 4) Refer to gird r(s) for truss to truss connections, 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Gt=lb) 2=19.. 6) Hanger(s) or ther connection device(s) shall be provided sufficient. to support concentrated load(s) 100 lb down and 63 Ib up at 1;4-15, and 0 lb down and 63 lb up at 1-4-15 on top chord, and 34 lb down and 48 lb up at 1-4-15,.and 34 lb down and 48 lb up' at 1-4-15 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manuf tured product is designed as an individual building component. The suitability and use of this component for any particular bui ding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." . LOAD CASES Standard 1) Dead + Roof, (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform LoA (plf) Vert:l1 -3=-54, 2-4= 20 Concentrate Loads (lb) Vert:;=57(F=29, B=29) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - erlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid f use onlywlih MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss systemfore deslgBracing use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overallbuilding indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always requ prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the in-k1oinovailable fabrication, ste, delivery, erection and bracing of trusses and truss systems, seeANS&4711 QuolByCtiteda, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Saretylnlolm from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Oily ' Ply 1436345 - Killarney Spec T14192967 1436345 j T01 Hip Girder 1 1 Job Reference (optional) Bul10er5 Firsi-ource, Ram city, r-L 33bbb 6.220 s May 24 2016 IV111 Ur, InUU,L11U5, IOU. rU ,full I I I : I G4J ev I6 rage 1 I D:oCaJ?xQ2?3o24xd? PI CuP 1 zFH2t-KhOj D? DFlptDYii KB?jbl6f9RYeV 1?jX7TsvozzAgD_ -1-6-0 7-0-0 10-10-0 14-8-0 21-8-0 23-2.0 1-6-0 7-0.0 3-10-0 3-10-0 7-0-0 1-6-0 Scale = 1:40.2 I 5x6 = 2x4 II 5x6 = I 3 12 4 13 5 5.00 12 d. C6 6 T P_ z 14 10 9 15 6 e e 7 Io S .5x8 STP = 2x4 11 4x6 = 3x8 = 2x4 I I ST1.5x8 STP = 3x6 = 3x6 = I 7-0-0 10-10-0 14-8-0 21-8-0 7-0-0 3-10-0 3-10-0 7-0-0 Plate Offsets ,Y -- 2:0-0-10 Edgel, 3:0-3-0 0-2-4 5:0-3-0 0-2-4 6:0-0-10 Edge] LOADING (ps SPACING- 2-0-0 CST. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.20 9 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.93 Vert(CT) -0.27 9 s935 240 BCLL 0. Rep Stress Incr NO WB 0.22 Horz(CT) 0.10 6 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-SH Weight: 97lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied. 13-5: 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. BOT CHORD I2x4 SP No.2 WEBS x4 SP No.3 REACTIONS. (lb/size) 2=1597/0-8-0, 6=1597/0-8-0 Max Horz 2=-64(LC 9) Max Uplift 2=-847(LC 4), 6=-847(LC 5) FORCES. (lb i,J Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3194/1686, 3-4=-3232/1819, 4-5=-3232/1819, 5-6=-3194/1686 BOT CHORD 2-11=-1490/2851, 9-11=-1484/2829, 8-9=-1453/2829, 6-8=-1458/2851 WEBS 3-11=-119/547, 3-9— 323/589, 4-9— 450/374, 5-9=-323/589, 5-8=-119/547 I NOTES- (9), 1) Qnbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., GCpl-O.18; 1 W FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade( ate drainage to prevent water ponding. 4) This truss he been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss s been designed for alive 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 betwe the bottom chord and any other members. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=847, 6=84 . 7) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 270 lb up at 7-0-0, 109 lb own and 141 lb up at 9-0-12, 109 lb down and 141 lb up at 10-10-0, and 109 lb down and 141 lb up at 12-7-4, and 225 lb down nd 270 lb up at 14-8-0 on top chord, and 282 lb down and 161 lb up at 7-0-0, 85 lb down and 28 lb up at 9-0-12, 85 lb down and a lb up at 10-10-0, and 85 lb down and 28 lb up at 12-7-4, and 282 lb down and 161 lb up at 14-7-4 on bottom chord. The design/s lection of such connection device(s) is the responsibility of others. 8) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). 9) "This manuf tured product is designed as an individual building component. The suitability and use of this component for any particular bull ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASES Standard 1) Dead + Roof, ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22839 Uniform Loa s (plf) MiTek USA, Inc. FL Cart 6634 Vert:-3=-54, 3-5= 54, 5-7— 54, 2-6= 20 Concentrate Loads (Ib) 6904 Parke East Blvd. Tampa FL 33610 Vert: 178(ib 11=-282(B) 9— 65(B) 3_ 178(B) 4=-109(B) 8=-282(B) 12=-109(B) 13=-109(B) 14=-65(B) 15=-65(B) Date: I June 1,2018 ® WARNING - eAty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10MI2015 BEFORE USE Design valid f use only wllh MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��. �' a Truss system fore use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building desig . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A T eW Is always requ red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i17A0 fabrication, st ;[age, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualltyCtOedd, DSO-89 and OCSI Building Component 6904 Parke East Blvd. safetylntonn llonovaliable from Truss Plate Institute. 218 N. Lee Street- Suite 312. Alexandria, VA 22314. Tampa, FL 33810 Job Truss Truss Type Qty Ply 1436345 - Killarney Spec T14192968 1436345 T02 Hip 1 1 Job Reference (optional) builders Nrsi 'ource, man: L ny, rL J30130 1-6-0 5.10-4 1-6-0 5-10-4 i I 5.00 FIT 2x4 3 I w I 01 '� STP = 6.eeV 5 IVlay L4 LV I8 IVII I eR II IUUbII Ieb, II IU. r I I UUI I I I I. I I.YY eu 10 ray 1 1 D:oCaJ?xQ2?3o24xd? PICuP1 zFH2t-oty5RLEt37?4AsGW IiErZJBRtyljmUdgM7bTKQzAgCz 15-9-12 21-8.0 1 23-2-0 , -1P 3-8-0 4x6 = 4x6 = 4 5 11 10 9 3x6 3x4 = 3x4 = 2x4 i 6 Scale = 1:40.2 7 ST1.5x8 STP = 3x6 = 9-0-0 12-8-0 21-8-0 9-0-0 3-8-0 9-0-0 Plate Offsets Y -- 2:0-0-6 Ede :0-0-6 Edge] LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TIC 0.57 Vert(ILL) -0.16 7-9 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.74 Vert(CT) -0.35 7-9 >726 , 240 BCLL 0. , Rep Stress Incr YES WB 0.12 Horz(CT) 0.04 7 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix-SH Weight: 941b FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=876/0-8-0, 7=876/0-8-0 Max Horz 2= 80(LC 13) Max Uplift 2= 353(LC 12), 7=-353(LC 13) FORCES.. (Ib)', Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1419/1216, 3-4=-1176/1020, 4-5=-1054/984, 5-6-1. 176/1020, 6-7=-1419/1216 BOT CHORD 2-11=-939/1258, 9-11= 647/1054, 7-9= 964/1258 WEBS 3-11=-301/396, 4-11 =-1 97/307, 5-9=-197/307, 6-9=-301/396 NOTES- (7) . 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., GCpi=0.18; W FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL,1.60 pl to grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss s 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 betwe the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=353.7=35 . 7) "This manuf Lured product is designed as an individual building component. The suitability and use of this component for any particular bu0ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 A WARNING - Design valid f erily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/0312016 BEFORE USE. use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot a truss system. building desig fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always requl d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Safety infolm���l ,Ic allable from Truss Plate Instifugte. 218 N. Lee Street. Su to 312 Mexa�at, VVA�� 4.��, DS8.89 and 8CS7 BuQd/ng Component Tampa, FL 33610 Blvd. . Job iiTruss Truss Type City Ply 1436345 -Killarney Spec T14192969 1436345 T03 Common 4 1 Job Reference (optional) cuuaers .5x8 STP = 2 3x4 = ream uny, rL -5a000 5-7-5 5.00 12 2x4 \\ 3 5-2-11 10 9 3x4 = 3x4 = meev s may z,+ zu i o rvu i ex muusu w5, inc. rn uun r 1 1: 1 I :'+O' ev 1 o rage i ID:oCaJ?xQ2?3o24xd?PICuP1zFH2t-G3VTehEVgR7xnOriJQ146XkcGMP?VtSpanLOsszAgCy 16-0-11 21-8-0 , 23-2-0 4x6 = . 4 8 3x4 = 2x4 5 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20. Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.10 8-10 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.61 Vert(CT) -0.22 8-10 >999 240 BCLL 0. Rep Stress Incr YES WB 0.34 Horz(CT) 0.04 6 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix-MSH LUMBER- ' BRACING - TOP CHORD 12x4 SP No.2 TOP CHORD BOT CHORD 12x4 SP No2 BOT CHORD WEBS. ,2x4 SP No.3 REACTIONS. (Ib/size) 2=883/0-8-0, 6=88310-8-0 Max Horz 2=93(LC 12) Max Uplift 2= 368(LC 12), 6= 368(LC 13) FORCES. (lb Max. Comp./Max..Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1600/1376, 3-4=-1477/1345, 4-5=-1477/1345, 5-6= 1600/1376 BOT CHORD 2-10=-1109/1448, 8-10— 609/943, 6-8-1129/1448 WEBS ICI 4-8=-466/566, 5-8=-300/438, 4-10=-466/566, 3-10=-300/438 NOTES (6) 1) Unbalanced 2) Wind: ASIDE GCpi=0.18; D0LW:1.60 p 3) This truss N 4) This truss will fit betwe 5) Provide me( 2=368, 6=3( 6) "This manuf particular bu Scale=1:40.3 I: 3x4 = PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20% Structural wood sheathing directly applied or 4-5-0 oc puffins. Rigid ceiling directly applied or 5-5-8 oc bracing. of live loads have been considered for this design. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber e grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Lured product is designed as an individual building component. The suitability and use of this component for any ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 7 Io Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa Fl. 33610 Date: June 1,2018 ® WARNING - I erify design parameters and READ NOTES ON THIS AND INCLUDED'MITEKREFERANCE PAGE 11111-7473 rev. 10/012015 BEFORE USE. Design valid to use only wlfh MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. building deslg, fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and bracing p� Is always requ permanent d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiT elc fabrication. sto age, delivery; erection and bracing of trusses and truss systems, seeANSUNII QualEyCdfeda, DSB-89 and BCS1 Bulldhtg Component 6904 Parke East Blvd. Safety Inform 00—allable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 - Killarney Spec T14192970 1436346 T04 Common Girder 1 e� G Job Reference (optional) Builders Firs Durce, r1arn uny, rL 30000 -o s may cv cv i v rciI i ci iuus es, inic. ir. un oec i I D:oCaJ?xQ2?3o24xd? PICuPl zFH2t-CSd E3 NGmM2Nf 1 K?5QroYBypsoA3Mzi E625g7wizAgCw -1-6.0 5.6-1 10-10-0 16-1-15 21-8-0 1-6-0 5-6-1 5-3-15 5-3-15 5-6-1 Scale=1:38.4 i 4x6 I I i 4 5.00 12 3x6 % 3x6 I 3 5 .1 6 2 e e 10 11 8 12 13 7 14 15 16 e. e ST1. c8 STP = 9 ST1.5x8 STP = 34 II Sx14 MT20HS= 3x6 II i 5x8 = 5x8 = I 5-6-1 10-10-0 16-1-15 21-8-0 5-6-1 5-3-15 5-3-15 5-6-1 Plate Offsets Y -- 2:0-4-0 Edge], 6:0-4-0 Edgel, 7.0-4-4 0-1-8 8:0-7-0 0-4-8 9:0-4-4 0-1-8 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.91 Vert(L-) 0.26 8-9 >959 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.68 Vert(CT) -0.39 8-9 >644 240 MT20HS 187/143 BCLL 0. *. Rep Stress Incr NO WB 0.64 Horz(CT) 0.08 6 n/a n/a BCDL 10. Code FBC2017lrP12014 Matrix-SH Weight: 232 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc pudins. BOT CHORD x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. WEBS x4 SP No.3 *Except* 4-8: 2x4 SP No.2 REACTIONS. I (lb/size) 6=5965/0-8-0, 2=4284/0-8-0 'Max Horz 2=107(LC 8) Max Uplift 6=-2588(LC 9), 2=-2031(LC 8) FORCES. (lb i Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 10270/4870, 3-4= 7790/3555, 4-5=-7805/3554, 5-6=-11368/4960 BOT CHORD 2-9=-4481/9360, 8-9= 4481/9360, 7-8=-4496/10404, 6-7= 4496/10404 WEBS 4-8=-2551/5656, 5-8=-3550/1524, 5-7=-963/2582, 3-8=-2416/1423, 3-9=-930/1784 i NOTES • (10 1) zply truss t e connected together with 1 Od (0.131 "x3") nails as follows: Top chords nnected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chor connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs conne ted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connects have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced of live loads have been considered for this design. 4) Wind: ASCEI -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., GCpi=0.18; W FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates at T20 plates unless otherwise indicated. 6) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss s 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 betwe the bottom chord and any other members. 8) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=2588, 2=2 31. 9) Hanger(s) or l ther connection device(s) shall be provided sufficient to support concentrated load(s) 2080 lb down and 1200 lb up at 7-0-12, 915 1 down and 454 Ib up at 9-0-12, 933 lb down and 386 lb up at 11-0-12, 933 lb down and 402 lb up at 13-0-12, 933 lb down and 40 lb up at 15-0-12, 933 lb down and 402 lb up at 17-0-12, and 933 lb down and 402 lb up at 19-0-12, and 933 lb down and 402 Ib u at 20-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) "This manuf ctured product is designed as an Individual building component. The suitability and use of this component for any particular bL I ding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S);Candard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - 1 erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. f0/03/201S BEFORE USE. Design valltl f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �v a truss syslem. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig &acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nA T Itl1A e W is always requl, d for stability and to prevent collapse with possible personal Injury and property' damage. For general guidance regarding the rication, sf fabge, a delivery, erection and bracing of trusses and Truss systems, seeANSVW11 QualllyOffedd, DSB-89 and SCSI Bulfding Component 6904 Parke East Blvd. Safetylnfatm Nonavaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City' ply 1436345 - Killarney Spec T14192970 1436345 T04 Common Girder 1 n L Job Reference (optional) Builders First , urce, Plant City, FL 33566 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 1 11:11:47 2018 Page 2 ID:oCaJ?xQ2?3o24xd?PICuPl zFH2t-CSdE3NGmM2Nf1 K?5QroYBypsoA3MziE625g7wlzAgCw LOAD CASE ) Standard 1) Dead+ Ro f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (pif) Ve : 1-4=-54, 4=6=-54, 2-6= 20 Concentrat d Loads (lb) Ve : 8=-933(F) 10=-2080(F) 11=-915(F) 12=-933(F) 13= 933(F) 14=-933(F) 15=-933(F) 16=-933(F) Q WARNING - My design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid fo use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a tnrss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p� T1' building deslg Is always requl Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the eW fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualityCrlteft DSB-89 and BCS/ BufTd/ng Component 6904 Parke East Blvd. Safetylntolm Nonavailabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty ` Ply 1436345 - Killarney Spec T14192971 1436345 T05 Half Hip Girder 1 1 Job Reference (optional) uunciers r Plate rlant Lary, rL 33bbb l-V-V I 5x6 = i l 5.00 12 3 13 I II i 12 20 ST1rx: STP = = 2x4I I LOADING (pi TCLL 2C TCDL 7 BCLL C BCDL 10 LUMBER - TOP CHORD BOTCHORD WEBS REACTIONS. FORCES. (II TOP CHORD BOT CHORD WEBS 6.eaV s May Z4 eul b MI I eK Inausirles, Inc. rn dun l l 1:11:4`J em n rage l ID:oCaJ?xQ2?3o24xd?PICuP1zFH2t-8rl U310ufdMGd9UYFaOGNvHrzoRRY3PVPJD?dzAgCu 2x4 I I 14 4 15 21 11 t0 22 3x8 MT20HS = 3x12 MT20HS = Scale = 1:46.0 5x12 = 3x4 = 3x4 II 16 617 6 18 19 7 23 924 25 26 27 8 2x4 11 6x8 = /)-- (2:0-4-2,0-1-81,13:0-3-0,0-2-41 SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.29 9-10 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.41 10-12 >743 240 MT20HS 187/143 ' Rep Stress Incr NO WB 0.87 Horz(CT) 0.11 8 n/a n/a Code FBC2017/TP12014 Matrix-SH Weight: 125lb FT=20% BRACING- x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc puriins, x4 SP M 31 except end verticals. x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-6-4 oc bracing. -10,5-10,5-8: 2x4 SP No.2 WEBS 1 Row at micipt 5-8 lb/size) 8=2100/Mechanical, 2=1914/0-8-0 Aax Harz 2=169(LC 23) Aax Uplift 8=-1180(LC 5), 2=-1023(LC 4) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2-3= 4006/2140, 3-4=-4593/2584, 4-5=-4593/2584, 7-8— 330/269 2-12=-2001/3595, 10-12= 1995/3571, 9-10=-1952/3474, 8-9=-1952/3474 3-12=-117/628, 3-10=-668/1134, 4-10=-692/578, 5-10— 699/1237, 5-9=0/554, 5-8= 3752/2108 NOTES- (101 1) Wind: ASIDE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCp1r0.18; FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ade uate drainage to prevent water ponding. 3) All plates are, T20 plates unless otherwise indicated. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h s 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 betwe the bottom chord and any other members. 6) Refer to gird (s) for truss to truss connections. 7) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 5=1180, 2=1 3. 8) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 270 lb up at 7-0-0, 109 lb own and 141 lb up at 9-0-12, 109 lb down and 141 lb up at 11-0-12, 109 Ito down and 141 lb up at 13-0-12, 109 lb down and 14 Alb up at 15-0-12, 109lb down and 141 lb up at 17-0-12, 109 Ito down and 141 lb up at 19-0-12, 109 lb down and 141 lb up at 21-0 f12, d 109 lb down and 141 lb up at 23-0-12, and 119 lb down and 141 lb up at 25-0-12 on top chord, and 282 lb down and 16 Ib upanat 7-0-0, 85 lb down and 28 lb up at 9-0-12, 85 lb down and 28 lb up at 11-0-12, 85 lb down and 28 lb up at 13-0-12, 85 1 ''down and 28 Ito up at 15-0-12, 85 lb down and 28 Ito up at 17-0-12, 85 lb down and 28 lb up at 19-0-12, 85 lb down and 28 lb up 21-0-12, and 85 lb down and 28 lb up at 23-0-12, and 92 lb down and 24 lb up at 25-0-12 on bottom chord. The design/selecti n of such connection device(s) is the responsibility of others. 9) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manuf ctured product is designed as an individual building component. The suitability and use of this component for any particular bu ding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) ;Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - rlty design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE Mft-7473 rev. 10/03/2015 BEFORE USE. Design valid fo use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system, fore use, The building designer must vedty the applicability of design parameters and properly Incorporate this design Into the overall building desig Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �gT®�� Is always req it d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st ge, delivery, erection and bracing of trusses and Truss systems, seeANSMI► Cual9yCdteda, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform rovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply 1436345 - Killarney Spec I T14192971 1436345 1 T05 Half Hip Girder 1 1 ' Job Reference o tional Builders Firstpource, Plant Gity, FL 33566 6.2zu s May'z4 zui ti m1 I eK Inousirles, mc. t-r1 Jun 1 11:11:4`J zui t3 rage Z I D:oCaJ?xQ2?3o24xd?PICuP 1 zFH2t-8rl_U310ufdMGd9UYFgOGNvHrzoRRY3PVPJ D?dzAgCu LOAD CASE ) Standard 1) Dead + R f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ds (plf) V 1-3=-54, 3-7=-54, 2-8= 20 Concentra e1d Loads (lb) Vet. :6=-109(B) 12= 282(B) 3=-178(B) 4=-109(B) 10=-65(B) 13= 109(B)14=-109(B) 15=-109(B) 16=-109(B) 17=-109(B) 18=-109(B) 19=-1 19(B) 20=-65(B) 21„-65(B) 22=-65(B) 23=-65(B) 24=-65(B) 25= 65(B) 26=-65(B) 27=-69(B) Q WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-7473 rev. f0103/2015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requ d for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, st e, delivery, erection and bracing of trusses and truss systems, seeANS&VII Qua/CyCrBedd, DSB-89 and BCSI Bulld/ng Component 6904 Parke East Blvd. Safety /nfomt Unavailable from Truss Plate Insfitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 1436345 -Killarney Spec T14192972 1436345 T06 Half Hip 1. 1 Job Reference (optional) bunuers 1-6-0 t9a111 UIy, rL 00000 O.GLV J I .y — LV I V .- I GA II IUUOO IOJ, n aU. I ID:oCeiJ?xQ2?3o24xd?PICuP1zFH2t-d1JMhPIefzlDunkg6zLFpaRNoN30A1gYk32nX3zAgCt 5-5.10 9.0-0 77-3-4 25-10-0 , 5-5-10 8-3-4 8-6-12 Scale = 1:46.0 5x6 = 3x6 = 3x4 = 3x4 II 4 5 6 7 D.UU I l'L 2X4 3 I , i 1.1 STP = 11 10 g 8 S = 3x4 = 3x4 3x4 = 6x8 = 9-0-0 17-3.4 25-10-0 9-0-0 B-3-4 8-6-12 Y)-- f2:0-3-0 Edgej 14:0-3-0 0-2-41 LOADING (ps TCLL 20. TCDL 7. BCLL 0. BCDL 10. 1.1 STP = 11 10 g 8 S = 3x4 = 3x4 3x4 = 6x8 = 9-0-0 17-3.4 25-10-0 9-0-0 B-3-4 8-6-12 Y)-- f2:0-3-0 Edgej 14:0-3-0 0-2-41 LOADING (ps TCLL 20. TCDL 7. BCLL 0. BCDL 10. SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.93 BC 0.78 WB 0.72 Matrix-SH DEFL. in (loc) I/dell Ud Vert(LL) -0.14 8-9 >999 360 Vert(CT) -0.30 8-9 >999 240 Horz(CT) 0.06 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD x4 SP No.2 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. WEBS 1 Row at midpt 5-8 REACTIONS. (lb/size) 8=935/Mechanical, 2=1041/0-8-0 Max Horz 2=21 O(LC 12) Max Uplift 8=-434(LC 9), 2=-435(LC 8) FORCES. (lb:- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1846/1479, 3-4=-1623/1302, 4-5=-1518/1263 BOT CHORD 2-1 1=-1545/1635,9-11— 1253/1454, 8-9-1264/1518 WEBS 3-11=-210/339, 4-11_ 138/387, 5-9=0/351, 5-8= 1614/1346 NOTES- (7) 1) Wind: ASC -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., C4Cpi=0.18; WFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 pl, to grip DOL=1.60 2) Provjde ade ate drainage to prevent water ponding. 3) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ;This truss s 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 flit betwe the bottom chord and any other members. 5) Refer to gird r(s) for truss to truss connections. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=434,2=43 . 7) 'This manuf tured product is designed as an individual building component. The suitability and use of this component for any particular bui ing is the responsibility of the building designer per ANSI TP.I 1 as referenced by the building code." I I I Walter P. Finn PE No,2Y839 MTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: June 1,2018 ® WARNING - ed design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03,2015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual buading component, not �' a truss system., fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �g r Mi e V 6s always requi d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSVW11 QualityCrBsidd, DSB-89 and SCSI BundlAg Component 6904 Parke East Blvd. Safety Intolm Non3valiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty' 1 Ply 1436345 - Killarney Spec T14192973 1436345 T07 Hip 1 1 Job Reference o tional buijaerS rusipource, Mani Giry, rL JJbbb 5.00112 3x4 I 3 I ' • I ST1 IIx8 STP = 12 2x4 11 MZZU 5 May Z4 ZUl O IVII-I eK Inuu5meb, Iflu. r-f I dun I 1 r: I GD I Za 18 r-Gye I I D:oCaJ?xQ2?3o24xd? PICuP1 zFH2t-5DtkvkJGQHt4VxJsfgsULo_al nPgvZRJzioK3W zAgCs 12-11.0 1 14-10-0 18-4-0 25-10-0 1-11-0 1-1 1-0 7-6-0 3x4 = 2x4 II 3x4 = 4 5 6 11 10 3x4 =3X _ 3x4 7 Scale = 1:45.8 4. 8 Io 9 2x4 11 3x6 = 25-10-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20. Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.21 9-15 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.78 Vert(CT) -0.30 9-15 >999 240 BCLL 0. Rep Stress Incr YES WB 0.43 Horz(CT) 0.06 8 n/a n/a BCDL 10.1 0. I Code FBC2017ITP12014 Matrix-MSH PLATES GRIP MT20 244/190 Weight: 115 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc puffins. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. BOT CHORD x4 SP No.2 WEBS x4 SP No.3 I REACTIONS. (lb/size) 8=953/Mechanical, 2=1039/0-8-0 Max Horz 2=108(LC 16) Max Uplift 8=-366(LC 13), 2— 415(LC 12) I FORCES. (Ib Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1888/1579, 3-4= 1350/1237, 4-5= 1213/1184, 5-6=-1213/1184, 6-7— 1350/1238,. 7-8=-1900/1595 • BOT CHORD 2-12_ 1317/1680, 10-12=-1317/1680, 9-10=-1334/1693, 8-9=-1334/1693 WEBS - 3-12=-23/295, 3-10= 563/570, 5-10=-510/610, 7-10= 579/590, 7-9=-32/297 NOTES- (8) Ii 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE, -10; Vult=160mph (3 second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpi=0.18; FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pl ' to grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss Os 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 betweqp the bottom chord and any other members. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=366, 2=41 . 8) 'This in of tured product is designed as an individual building component. The suitability and use of this component for any particular buii' Ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 0 WARNING. erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid f use only with Mffek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. fore use, the building designer must verify the appllcablilty of design parameters and property Incorporate this design Into the overall '. building desig Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��'t'��� is always requi d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, Of safetylntolmo age, dellvery, erection and bracing of trusses and truss systems, seeANS&7P/l QualltyCrBeda, DSB-89 and BCSI BuQdhng Component Wnavaitable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty' Ply 1436345 - Killarney Spec T14192974 1436345 T08 Common 11 1 Job Reference (optional) Builders rirsi 'ource, mant Guy, r-L 0-5=3 o.LGV S N a:y GN GV 1 O MI I Gn II IU USMGS, II N. 1 l I ui. I a cv I i uuc I D:oCaJ?xQ2?3o24xd? PI Cu P 1 zFH2t-ZQQ764KvBa?x75u3DONju?Xl7Bmae?grBMXucy7-AgCr -1. -0 7-6-0 12-11-0 18.4-0 25-10-0 1- 0 i 7-6-0 5-5-0 5-5-0 7-6-0 Scale = 1:45.1 I 4X6 = 4 5.00 12 3x4 5�- 3x4 I 3 5 I bil SXB STP = 6 2 Ia o � o e 10 9 8 7 3x6 = 2x4 13x4 = 3x8 = 2x4 I I 3x6 = I 7-6-0 12-11-0 18-4-0 25-10-0 7-6-0 5-5-0 5-5-0 7.6-0 Plate Offsets Y -- 2:0-0-2 0-0-0 6:0-0-2 0-0-0 LOADING (ps SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.18 7-13 >999 360 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.74 Vert(CT) -0.25 7-13 >999 240 BCLL 0. Rep Stress Incr YES WB 0.50 Horz(CT) 0.07 6 rda n/a BCDL 10. Code FBC2017[TP12014 Matrix-MSH Weight: 117lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins. BOT CHORD iF,x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. j(Ib/size) 6=953/Mechanical,2=1039/0-8-0 Max Horz 2=122(LC 16) IIMax Uplift 6= 382(LC 13), 2=-430(LC 12) FORCES. (lb) it Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1905/1625, 3-4=-1311/1227, 4-,5=-1311/1228, 5-6=-1903/1642 BOT CHORD j 2-10= 1365/1701, 8-10— 1365/1701, 7-8=-1383/1715, 6-7=-1383/1715 WEBS 4-8=-6401729, 5-8=-667/704, 5-7=-17/287, 3-8=-651/683, 3-10=-8/285 NOTES- (7) 1) Unbalanced of live loads have been considered for this design. 2) VVInd: ASCE �-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpi=0.18; FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL,--1.60 pl to grip DOL=1.60 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ;This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 33-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to gird (s) for truss to truss connections. 6) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=382, 2=43 7) "This manufa' tured product is designed as an Individual building component. The suitability and use of this component for any particular bull' ing is the responsibility of the building designer per ANSI TPI 1 'as referenced by the building code." I I I I i Walter P. Finn PE No.22839 MITA USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ING - rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/012015 BEFORE USE. lid f 'use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not 71russsystem. tem. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall nt� T eslg recut &acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mi iek" n, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QuaitfyCrllerb, DS8-89 and BCS1 BUQd/ng Component 6904 Parke East Blvd. rottnonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job I Truss Truss Type Qty Ply 1436345 - Killarney Spec T14192975 1436345 T09 Common 3 1 Job Reference (optional) tsuiluers riant UILY, M aa000 0.L V S 1V14y -- 10 IV111 CR II1--Iwo, II IV. 111 U V11 I 1 - ray. 1 ID:oCaJ?xQ2?3o24xd?PICUPizFH2t-lc_VJQLXyu7oIFSFn5uyRD3x6a8WNOy?QOHRBOzAgCq 7-6-0 12-11-0 20-2-8 25-10-0 27-4-0 7-6-0 5-5-0 7-3-8 5-7-8 Scale = 1:47.5 4x6 = 4 I 5.00 F12 • 3x4 • 3 3x6 5 S I .5x8 STP = "a 2 6 o 1 7 I7 a 11 10 s `3 ` 3x4 = 2x4 I I 3x4 = ST1.5x8 STP = 3x4 = I 3x8 = 3x6 II 7-6-0 12-11-0 20-2-8 2Q•6-8 25-10-0 r 7-6-0 5-5-0 7-3-8 0-4-0 5-3-8 Plate Offsets ,Y -- 2:0-1-14 0-0-2 6:0-0-2 Ed e LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.12 11-14 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.56 Vert(CT) -0.20 11-14 >999 '240 BCLL 0. * Rep Stress Incr YES WB 0.75 Horz(CT) 0.02 8 n/a n/a BCDL To. Code FBC2017/TPi2014 Matrix-MSH Weight: 120lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD �x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x4 SP No.3 *Except* -9: 2x4 SP M 31 i REACTIONS. lb/size) 2=748/0-8-0, 8=1325/0-8-0 ax Harz 2=-109(LC 13) ax Uplift 2= 345(LC 12), 8=-677(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1158/793, 3-4� 574/400, 4-5_ 590/373, 5-6=-1311/669 BOT CHORD 2-11=-553/1012, 9-11=-553/1012, 8-9=-550/1347, 6-8=-550/1347 WEBS 3-11=-26/271, 3-9=-646/691, 5-9=-1289/1070, 5-8=-1164/1569 NOTES- (6) 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. Il; Exp C; Encl., GCpi=0.18; FRS (envelope) and C-C Exterior(2) zone; cantilever right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TJTis truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss h s 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 betwee � the bottom chord and any other members. 5) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=345, 8=67 6) "This manufa 'tured product is designed as an Individual building component. The suitability and use of this component for any particular bull ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 A WARNING - I riry design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M0.7473 rev. 10/03/2015 BEFORE USE Design valld fo se only with MITek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not �" a irtrss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate ihls design Into the overall bullding desig Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �� �k" Is always requlr d for stabillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualityCIBeda, DSB-89 and BCSf MdingComponent 6904 Parke East Blvd. Safetylnlomlo pnovailabie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty' Ply 1436346 - Killarney Spec T14192976 1436345 T10 Common 1 1 Job Reference (optional) i3wlderS t-Irst ource, Plant lorry, rL ddbb6 0.L4V 5 IVIdy 4Y LV I O IVII I Cp 11IUUDLIIO0, IIImo. I I I ola I I I I. I I..,� I D:oCaJ?xQ2?3o24xd? PICuP 1 zFH2t-VoYtXmL9jCGfNP 1 RLpQBzQc52_Sg6vM8fg0_grzAgCp _c_n za-n 1 P-4-0 25-10-0 127-4-0 1- -0 7-6-0 5-5-0 5-5-0 7-6-0 • Scale = 1:47.5 i i 4x6 = 4 I 5.00 12 y 3x4 3x4 I 3 5 ■ i ST1.5x8 STP _ S .5x8 STP = 9 i- 6 2 7 1 O I e o r r r r t1 10 9 6. 3x4 = 2x4 3x4 2x4 II 3x4 = ' I 3x8 = 7-6.0 12-11-0 18-4-0 25-10-0 7-6-0 5-5-0 5-5-0 7-6-0 Plate Offsets 2:0-1-14 0-0-2 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 8-17 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.69 Vert(CT) -0.24 8-17 >999 240 BCLL 0. Rep Stress Incr YES WB 0.49 Horz(CT) 0.07 6 n/a n/a BCDL 10... I Code FBC2017/rP12014 Matrix-MSH Weight: 119 lb FT = 20% LUMBER- BRACING - TOP CHORD 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS x4 SP No.3 REACTIONS. (lb/size) 2=1037/0-8-0, 6=1037/0-8-0 Max Horz 2=-109(LC 13) Max Uplift 2=-430(LC 12), 6=-430(LC 13) FORCES. (Ib)' Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1899/1610, 3-4=-130511214, 4-5=-1305/1214, 5-6=-1899/1610 BOT CHORD 2-11=-1292/1695, 9-11 =-1 292/1695, 8-9= 1309/1695, 6-8=-1309/1695 WEBS 4-9=-625l723, 5-9=-650/681, 5-8=-6/285, 3-9=-650/681, 3-11=-7/285 NOTES- (6) 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCEi;-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; Cat. 11; Exp C; Encl., GCpi=0.18; W FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOh=1.60 pl to grip DOL=1.60 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss h s 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 betwe the bottom chord and any other members. 5) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=430,6=43 6) "This manufa tured product is designed as an individual building component. The suitability and use of this component for any particular bui ° ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I I li i I I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 I Date: June 1,201 £ WARNING - erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. Design valid f 'use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not sot a truss system. building desig fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeic is always requi : prevent d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, , sto, ge, dellvery, erection and bracing of trusses and truss systems, seeAKWN11 QUalityCrdeft DSB-89 and BCSI BuIldIng Component 6904 Parke East Blvd. Satetylntonn t/onavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i , Job Truss Truss Type Qty Ply 1436345 - Killarney Spec T14192977 1436345 T11 Hip 1 1 Job Reference (optional) BuiiaerS PIrSi ource, Plani city, FL 33566 8.220 s May 24 2018 va 1 UK inuuSUItlS, iglu. r11 JLM I 1 1. 1 1-5 GV 1 o rage I ID:oCaJ?xQ2?3o24xd?PICuP1 zFH2t-z?6Fk6MnTVOW_ZcduWxQWe8GkOnTrNeluKmYCHzAgCo -1-6-0 I 7-6-0 11-0.0 12-11-0 14-10-0 18-4-0 •25-10-0 27-4-0 1-6-0 7-6-0 3-6-0 1-11-0 1-11-0 3-6-0 7-6-0 Scale = 1:47.4 . 3x4 = 20 I 3x4 I 4 5 6 i ' 5.00 12 3x4 - 3x4 i i 3 7 i I ST1.5x8 STP = STI. x8 STP = 2 I 8 d1 9 Ia o o 13 12 11 10 2x4 II 3x4 = 2x4 II 3x4 = _ 4 — 3x8 = I 7-6-0 12-11-0 18-4-0 25-10-0 7-6-0 5-5-0 5-5-0 7-6-0 Plate Offsets 4:0-2-0 Ede 6:0-2-0 Ed e LOADING (ps I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20. Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.20 11 >999 360 MT20 244/190 .TCDL 7. Lumber DOL 1.25 BC 0.72 Vert(CT) -0.28 13-16 >999 240 BCLL 0. Rep Stress Incr YES WB 0.42 Horz(CT) 0.06 8 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-MSH Weight: 117lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. -6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. BOT CHORD x4 SP No.2 WEBS x4 SP No.3 REACTIONS. (lb/size) 2=1037/0-8-0, 8=1037/0-8-0 Max Harz 2=95(LC 12) Max Uplift 2= 414(LC 12), 8=-414(LC 13) FORCES. (lb)I; Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 2-3=-1881/1564, 3-4= 1344/1224, 4-5=-1209/1172, 5-6=-1209/1172, 6-7=-1344/1224, 7-8=-1881/1563 BOT CHORD 2-13= 1244/1674, 11-13=-1244/1674, 10-11=-1260/1674, 8-10=-1260/1674 WEBS • 3-13=-21/295, 3-11=-562/566, 5-11= 495/604, 7-11=-562/568, 7-10=-21/295 NodES-(7) 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., GGpi=0.18; WFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown;.Lumber VOL=1.60 pl to grip DOL=1.60 3) Provide ade Uate drainage to prevent water ponding. 4) This truss ha' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss s been designed for alive 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 betwe the bottom chord and any other members. 6) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=16) 2=414, 8=41 7) 'This manufa' tured product is designed as an individual building component. The suitability and use of this component for any particular bull' ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I I I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING • dfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev. 10103RDIS BEFORE USE. Design .ld f use only With MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, r �" building deslgBracing a tnlss system.Ed" ore use, the buildingdesigner must verify the applicability of design parameters and properly Incorporate this design into the overall indicated is to buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing I�iTek' Is always fequlfor prevent stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNd. fabrication ste, delivery, erection and bracing of trusses and Truss systems, seeANS&VII Qua/ByCrBedc, DSB-89 and BCSI Buffeting Component Sotetylnfoannovailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty` Ply 1436345 -Killarney Spec T14192978 1436345 T12 Roof Special 1 1 Job Reference (optional) Builders rlrsi-' ource, mast t.dty, r-L JJObO -1-6 5-8-15 i I i 5.00 12 2x4 \\ � 3 S 1.5x8 STP = �1 o , o ...`aycYcvio,vuionIaw. inu,n, i ii.iI—w­,uyo, ID-OCaJ?xQ2?3o24xd?PICuPl zFH2t-RBgdySNPEpW NciBgSESf2rhUXo7WarpR6_V51jzAgCn 16-10.0 20-4-6 25-10-0 27-4-0 i 3-10-0 3-6-6 5-5-10 T6-0 4x6 ' = �4 4x6 = 5x6 = ice\ 5 13 12 11 10 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = Scale: 1/4--l' 2x4 i 7 ST1.5x8 STP = 8 s ja a' 3x6 = 6-11-6 13-0-0 16-10-0 25-10-0 6-11-6 6-0-10 3-10-0 9-0-0 Plate Offsets - 6:0-3-0 0-2-4 LOADING (ps , SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.15 10-19 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.74 Vert(CT) -0.33 10-19 >948 240 BCLL 0. Rep Stress Incr YES WB 0.36 Horz(CT) 0.06 8 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-MSH Weight: 126lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc puffins. BOT CHORD x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-5 oc bracing. WEBS x4 SP No.3 I REACTIONS. (lb/size) 2=1037/0-8-0, 8=1037/0-8-0 IMax Horz 2=95(LC 12) ax Uplift 2=-414(LC 12), 8— 449(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD I, 2-3=-19791%88, 3-4=-1857/1664, 4-5= 1789/1661, 5-6=-1614/1485, 6-7=-1680/1450, j 7-8=-1947/1684 BOT CHORD 2-13=-1392/1797, 11-13=-881/1297, 10-11 =-I 03911495, 8-1 0=-1 410/1772 WEBS 3-13= 301/447, 4-13=-487/554, 4-11=-705/824, 5-11=-801/780, 6-10= 203/366, 7-10=-318/430 NOTES- (7) 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., GCpi=0.18; FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pi Ne grip DOL=1.60 3) Provide adeq; ate drainage to prevent water ponding. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss h s 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 betwee' the bottom chord and any other members. 6) Provide mec 'janical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=414,8=44 7) "This manufa lured product is designed as an individual building component. The suitability and use of this component for any particular bull ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 WARNING - design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI17473 rev. 1010312015 BEFORE USE. Design valid to �eNly use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a tuns system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig ! Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlr d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric ation• sto ge, delivery, erection and bracing of trusses and truss systems, seeANSbVI1 OuaBryCdHIIb, DSB-89 and BCSI Bulfding Component 6904 Parke East Blvd. Satetylntorma navaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty" Ply 1436345 - Killarney Spec T14192979 1436345 T13 Roof Special 1 1 Job Reference (optional) buimerS t-IrsiI ource, t ianr Lily, r•L 30000 -1-6 5-8-15 w,ay ID:oCaJ?xQ2?3o24xd?PICuPizFH2t-vNE09o0l?7eEESm00xzub3ECICTDJCLaLeFfH9zAgCm -0 18-10-0 25.10.0 27-4-0 i -0 3-io-o 7-0-0 1-6-0 Scale: 1/4"=1' 4x6 = 4 I 5.00 12 4x6 = 5x6 = ' 2x4 \\ 5 J 3 - I ' ST1.5x8 STP = �' S 1.5x8 STP = 7 1 `1 8 I4 o � 12 11 10 9 3x4 = 3x6 = 5x8 = 2x4 13x4 = 3x4 = i 6-11-7 15-0-0 18-10-0 25-10-0 6-11-7 8-0-9 3-10-0 7-0-0 Plate Offsets Y -- 6:0-3-0 0-2-4 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.18 10-12 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.71 Vert(CT) -0.35 10-12 >895 240 BCLL 0. Rep Stress Incr YES WB 0.73 Horz(CT) 0.06 7 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix-MSH Weight: 121 lb FT = 20% LUMBER- BRACING - TOP CHORD 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins. BOT CHORD x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS x4 SP No.3 REACTIONS. I, (lb/size) 2=1037/0-8-0, 7=1037/0-8-0 Max Horz 2=95(LC 16) Max Uplift 2— 414(LC 12), 7=-449(LC 13) i FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1999/1691, 3-4— 1867/1666, 4-5=-2270/2043, 5-6= 2021/1775, 6-7=-190111567 BOT CHORD i 2-12=-1395/1804, 10-12=-889/1291, 9-10_ 1263/1687, 7-9= 1265/1694 WEBS 3-12=-300/444, 4-12=-479/581, 4-10= 992/1168, 5-1 0=-1 033/998, 6-10=-324/429 I NOTESt (7) 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE, -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., GCpi=0.18; ' W FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pl to grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) .This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss s 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 betwe ' the bottom chord and any other members. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=414, 7=44 . 7) "This manuf ' tured product is designed as an individual building component. The suitability and use of this component for any particular buii , Ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the'building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - erl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M1F7473 rev. 1010312015 BEFORE USE. Design valid f use only with MITekO connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. fore use, the building designer must verily, the applicability of design parameters and properly Incorporate this design Into the overall building desig Is always requl &acing Indicated is to prevent buckling of Individual truss web and/or -chord members only. Additional temporary and permanent bracing d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The �VIiT�k" fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSVW11 QualityCrBeft DSB-89 and BCSI Building Component 6904 ParkeEastBlvd. Safety Inform novailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty. Ply 1436345 - Killarney Spec T14192980 1436345 T14 Roof Special 1 1 Job Reference (optional) tsumers mrstPource, ream airy, ruaaabo 0.Gev 5IVIQy 4% LU 10 IYII I UN It IUUJU ICJ, 11— r1I—I I I1., 1—cv,0 ,aye, ID:oCaJ?xQ2?3o24xd?PICuP1 zFH2t-OaoON80fmQm5rOLCaeU78Gmm4bpB2hCkal_CpczAgCI 11-0-0 17-0-0 20-10.0 _ 25-10-0 27-4-0 , 5-3-1 6-0-0 3-10 -0 5-0-0 i 1-6-0 Scale: 1/4"=1' 4x6 = 4 • I 5.00 F12 2x4 \\ 5x6 = 4x6 = i 3 5 i ST1.5x8 STP = • S 1.5x8 STP = I 7 N d1 8 Id a j • 12 11 10 9 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = I I 6-11-6 15-0-10 17-0-0 20-10.0 25-10-0 6-11-6 8-1-4 1-11-6 3-10-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.20 10-12 >999 360 MT20 244/190 TCDL 7. , Lumber DOL 1.25 BC 0.72 Vert(CT) -0.34 10-12 >907 240 BCLL 0. Rep Stress Incr YES WB 0.62 Horz(CT) 0.07 7 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-MSH Weight: 119 lb FT = 20 LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc pudins. BOT CHORD x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-14 oc bracing. WEBS x4 SP No.3 I REACTIONS. (Ib/size) 2=1037/0-8-0, 7=1037/0-8-0 !Max Harz 2= 95(LC 13) Max Uplift 2= 414(LC 12), 7= 449(LC 13) FORCES. (lb)' Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 2-3=-1994/1690, 3-4=-1863/1667, 4-5=-2227/1914, 5-6= 1849/1616, 6-7=-2010/1656 BOT CHORD 2-12=-1393/1800, 10-12=-903/1299, 9-10-2082/2606, 7-9= 1383/1812 WEBS 3-12=-300/431, 4-12=-464/576, 4-10=-840/1065, 6-9=-383/545, 5-9=-873/795, 5-10— 895/924 NOTES- (7) 1) Unbalanced ooi live loads have been considered for this design. 2) Wind: ASCE;�-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., GCpi=0.18; FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber D06=1.60 pi to grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) This truss ha' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss h' s 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 betwee' the bottom chord and any other members. 6) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=414, 7=44 7) "This manufa tured product is designed as an individual building component. The suitability and use of this component for any particular bull„ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - lty design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAOE MII-7473 rev. 1010312015 BEFORE USE. Design valid to se only with MfTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �° a tnrss system.fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall tge. building desigBracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 is always requ for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcation, st delivery, erection and bracing of trusses and truss systems, seeANSI/TPII GualdyCdlerld, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Sdtety fntonno*n3vaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply 1436345 - Killarney Spec T14192981 14363415 T15 Roof Special Girder 1 1 Job Reference (optional), buiiaerS rirstz�ource, Flan: Gny, rL'i;lbbb I 1 ' 5.00 12 i I I I 2 '11 01 a .5x8 STP = 3x4 = 0-eeu S IV,Gy e4 eu l o ivil I eR Il luub ub, 11,0, — durr , , , . 14- Cv , o rays , ID:oCaJ?xQ2?3o24xd?PICuPizFH2t-Kyv8npQw12Oo5KVbh3WbDhsBSPUtWYMllcTJuUzAgq 11-0-0 17-0-0 19-0-0 , 22L 25-61 27-4.0 , 5-3-1 6-0-0 2-0-D 3--10-0 10-0 3-0% Scale: 1/4"=1' 4x6 = 4 2x4 \\ 3 5x6 = 4x6 = 5 13 7 r 8 io 12 11 10 9 14 3x4 = 3x4 = 3x8 = 3x6 = ST1.5x8 STP = 3x6 = 6-11-6 15-0-10 19-0-0 22-0-12 22-10-p 25-10-0 I, 1 6-11-6 8-1-4 3-11-6 3-0-12 -9-4� 3-0-0 Plate Offsets Y -- 2:0-2-0 Ed e LOADING (psi SPACING- 2-0-0 CSI. DEFL. in. (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.19 9-10 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.71 Vert(CT) -0.34 10-12 >885 240 BCLL 0. Rep Stress Incr NO WB 0.77 Horz(CT) 0.08 7 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-SH Weight: 119 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puffins. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-2-4 oc bracing. BOT CHORD x4 SP No.2 `Except` -11:2x4SPM31 WEBS x4 SP No.3 REACTIONS. lb/size) 2=1061/0-g-0, 7=1225/0-8-0 ax Horz 2=95(LC 27) ax Uplift 2=-432(LC 8), 7= 543(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-19351719, 3-4=-18001718, 4-5=-2243/843, 5-6=-2545/1060, 6-7=-2298/951 BOT CHORD 2-12= 662/1714, 10-12= 404/1309, 9-10= 1601/3876, 7-9=-791/2033 WEBS ' 4-12=-228/501, 4-10= 376/1042, 5-10= 1977/1056, 5-9=-1444/802, 6-9=-353/997 NOTES- 1 ) Unbalanced of live loads have been considered for this design. 2) Wirtd: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpi=0.18; FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) erovide adeq' ate drainage to prevent water ponding. 4) This truss he been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h s 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 betwee' the bottom chord and any other members. 6) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=432, 7=54 7) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 38 lb up at 22-0-12, and ,I 9 lb down and 76 lb up at 22-10-0 on top chord, and 228 lb down and 105 Ito up at 22-0-12, and 58 lb down and 2 lb up at 22-9-4 bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufa � uredproduct is designed as an individual building component. The suitability and use of this component for any particular bull ng is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) tandard 1) Dead + Roof ve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert: 4=-54, 4-5=-54, 5-6=-54, 6-8=-54, 2-7=-20 Concentrated oads (lb) Vert: 228(B)14=2(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - Nly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIl-7473 rev. 1010312015 BEFORE USE Design valid to se only wilh MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. fore use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design 1 Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A Mi lT ek• Is always requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sfor ge, delivery, erectlon and bracing of trusses and truss systems, seeANSYM11 QualityCldedo, DSO-69 and BCSI Building Component 6904 Parke East Blvd. Safety intotma novallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 - Killarney Spec T14192982 1436345 T16 Common 1 1 Job Reference (optional) i.1 n•n1 7niG D..ne i buuoers f Irst �PPurce, mane uny, I-L a6300 -1- 110 5-8-15 5.00 F12 I D:oCaJ?xQ2?3o24xd?PICuP i zFH2t-oBTW?9RY3L8fiU4nFn2glvOLfpsS F6uAGGDsQxzAgCi 16-3-1 22-0-0 5-3-1 5-8-15 4x6 = 4 2 3 \\ \\ 5 4 9 8 3x4 = 3x4 = LOADING (ps ) SPACING- 2-0-0 CSI. TCLL 20. Plate Grip DOL 1.25 TC 0.57 TCDL 7. Lumber DOL 1.25 BC 0.62 BCLL 0. ` Rep Stress Incr . YES WB 0.37 BCDL 10. Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD x4 SP Not BOT CHORD x4 SP No.2 WEBS 4 SP No.3 REACTIONS. (lb/size) 6=81 1 /Mechanical, 2=898/0-8-0 Max Harz 2=108(LC 12) Max Uplift 6_ 325(LC 13), 2=-374(LC 12) FORCES. (lb Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1629/1411, 3-4=-1507/1386, 4-5— 1521/1405, 5-6=-1644/1430 BOT CHORD 2-9=-1202/1474, 7-9=-679/964, 6-7=-1223/1490 WEBS 4-7=-501/694, 5-7=-313/456, 4-9=-474/576, 3-9=-305/446 NOTES (7) 7 3x4 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.10 7-9 >999 360 MT20 244/190 Vert(CT) -0.23 7-9 >999 240 Horz(CT) 0.04 6 Wei n/a Scale = 1:38.3 6 Io 3x4 = Weight: 96 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-1-12 oc bracing. 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE, -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; Cat. II; Exp C; Encl., GCpi=0.18; FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOS=1.60 pl to grip DOL=1.60 3) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ; This truss s 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 betwe the bottom chord and any other members. 5) Refer to gird (a) for truss to truss connections. 6) Provide riec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=325, 2=37 7) "This manuf tured product is designed as an individual building component. The suitability and use of this component for any particular bui ding is the responsibility of the building designer per ANSI TPI 1 as referenced.by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - Design valld f erlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. building des! g fore use, the building designer must verify the applicability of design parameters and properly Incorporate fills design Into the overall '. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing !I/iOW Is always requl fabrication, st d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the age, delivery, erection and bracing of trusses and truss systems, seeANSM..11 QualityCrBerla, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. safely inform �/o,;q Ilabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty . Ply 1436345 -Killarney Spec T14192983 1436346 T17 Hip 1 1 j Job Reference o tional buimerS mrsr�iource, Flan lay, rL JJbbb �1 D.LGV Em y GN- O"" tlp,IWUOI„OO, IIN. 11, ouu , ,,.,a. - � I ­do , ID:oCaJ?xQ2?3o24xd?PICuPizFH2t-GL1vCVSAgfGWKde_pUZ316xVADAd_dzKVwyPyNzAgCh 9-0-0 13-0-0 16-1-1222 22-0-0 I-1-IP 4-0-0 3-1- 5-10-4 4x6 = 4x6 = 4 5 23 \\//�I I \\ 64 / 7 Scale = 1:40.5 e "110 9 8 e e .5x8 STP = = ST1.5x8 STP 3x4 = 3x8 = 3x4 = 3x4 = 3x8 = 9-0-0 13-0-0 22-0-0 I7 0 Plate Offsets Y -- 2:0-4-2 0-1-8 :0-4-2 0-1-8 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.18 7-8 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.76 Vert(CT) -0.36 7-8 >705 240 BCLL 0. Rep Stress Incr YES WB 0.13 Horz(CT) 0.04 7 Na n/a BCDL 10. Code FBC2017/TP12014 Matrix-SH Weight: 92lb FT=20% LUMBER- �xt BRACING - TOP CHORD x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOTCHORD SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-6 oc bracing. WEBS x4 SP NO.3 REACTIONS. (lb/size) 7=785/0-8-0, 2=893/0-8-0 Max Horz 2=92(LC 12) I Max Uplift 7=-297(LC 13), 2= 358(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1459/1265, 3-4=-1220/1077, 4-5=-1096/1039, 5-6=-1223/1081, 6-7=-1477/1288 BOT CHORD 1 2-10— 1048/1294, 8-10= 743/1096, 7-8-1 076/1316 WEBS 3-10=-299/383, 4-1 0=-1 91/313, 5-8=-215/320, 6-8= 323/421 NOTES- (7) 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE, -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=12ft; Cat. II; Exp C; Encl., GCpi=0.18; W FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pl to grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss s 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 betwe n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mec �anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 7=297, 2=35 jI,. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular bunting is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING - erUy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid i use only wilh MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not building desigBracing a truss systemi2olvallabie fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NNW Is always requr stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, ste1 Cdledo, DSB-89 and BCS/ Bugding Component AA 2 6904 East Safefylnlotm from Truss Plate Institutte, 218 N. Lee Street, u to 312, Alexa>�a 31dy Tampa, FLa 3361pNd. Job Truss Truss Type City Ply 1436345 - Killarney Spec T14192984 1436345 T18 Hip Girder 1 1 Job Reference (optional) buiraers 1 6 0 ource, t-iant airy, rL Da000 ,—Y �T � ..._. ... .. .... _._ . __ . _ . ID:oCaJ?xQ2?3o24xd?PICuP1 zFH2t-Cj9fdBTQMGW EZxoMwvbXNXOraOpbSVncyERW 1 FzAgCf 7-0-0 11-0-0 15-0-0 22-0-0 1 23-6-0 , 1-6-0 I 5.00 12 .5x8 STP = 3x6 = 4-0-0 5x6 = 2x4 11 3 i2 4 11 14 10 9 2x4 11 4x6 = 3x8 = 11.0.0 5x6 = 13 5 15 8 2x4 11 LOADING (p SPACING- 2-0-0 CSh DEFL. in (loc) Well Lid TOLL 20. Plate Grip DOL 1.25 TO 0.59 Vert(LL) 0.19 9 >999 360 TCDL 7. Lumber/DOL 1.25 BC 0.92 Vert(CT) -0.27 9-11 >958 240 BOLL 0. ` Rep Stress Incr NO WB 0.23 Horz(CT) 0.10 6 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP M 31 'Except` 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1609/0-8-0, 6=1609/0-8-0 Scale = 1:40.7 6 ST1.Sx8 STP = 3x6 = PLATES GRIP MT20 244/190 Weight: 98 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-8-5 oc bracing. Max Horz 2= 64(LC 32) Max Uplift 2=-853(LC 4), 6= 853(LC 5) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD i 2-3=-3224/1701, 3-4=-3286/1845, 4-5=-3286/1845, 5-6=-3224/1700 BOT CHORD 2-11=-1496/2879, 9-11=-1490/2857, 8-9=-1466/2857, 6-8=-1472/2879 WEBS 3-11=-117/549, 3-9— 334/611, 4-9=-458/379, 5-9=-334/611, 5-8=-118/549 NOTES- (9) I 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC '�-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft Cat. 11; Exp C; Encl., GOpi=0.18; WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade 'pate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-O.tall by 2-0-0 wide will fit betwe the bottom chord and any other members. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=85316=85 . 7) Hanger(s) o pther connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 270 lb up at r 7-0-0, 109 lb'�.ovvn and 141 lb up at 9-0-12, 109 lb down and 141 lb up at 11-0-0, and 109 lb down and 141 lb up at 12-11-4, and 225 lb down l nd 270 lb up at 15-0-0 on top chord, and 282 lb down and 161 lb up at 7-0-0, 85 lb down and 28 lb up at 9-0-12, 85 lb down and 8 lb up at 11-0-0, and 85 lb down and 28 lb up at 12-11-4, and 282 lb down and 161 lb up at 14-11-4 on bottom chord. The sign/selection of such connection device(s) is the responsibility of others. 8) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manuf tured product is designed as an individual building component. The suitability and use of this component for any particular but ding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASES Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa (Pit) Vert: 3=-543-5= 54, 5-7= 54, 2-6= 20 Concentrate 'Loads (ib) Vert:=-178(B) 11=-282(B) 9=-65(B) 3=' 78(B) 4=-109(B) 8=-282(B) 12=-109(B) 13=-109(B) 14= 65(B) 15— 65(B) 02 m 7 lv 0 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 0 WARNING - erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE R" Design valid f use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not a tnrss system. fore use, the building designer must verlty the applicability of design parameters and properly Incorporate this design Into the overall building deslg Is always req &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lVigTek" fabrication, sf age, delivery, erection and bracing of trusses and truss systems, seeANSUMIJ QualityCrfledq DSB-89 and SCSI Baed0lg Component 6904 Parke East Blvd. Safety Inlortn /laruvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 - Killarney Spec T14192985 1436345 T19 Common Girder 1 n G Job Reference (optional) t3uuuer5 rlrsy?u Urce, r'Idm l.dry, rL 00000 5.00 FIT I D:oCaJ?xQ2?3o24xd? PICuP 1 zFH2t-gwj 1 rXU27ae5B5NYUd6m WIZi ZQGN BgwmBuB4ZizAgCe 12-4-0 4x6 = 2 3 Scale = 1:21.5 Io V B 1 5 6 7. 4 8 9 10 o' I" n I g e 6 _ 3x8 11 ST1.5x8 STP = ST1.5x STP= 3x6 = 6-2-0 12-4-0 111 6-2-0 6-2-0 Plate Offsets ,Y -- 1:0-3-5 0-1-2 4:0-4-12 0-1-8 LOADING (p ) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 209 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.09 1-4 >999 360 MT20 244/190 TCDL 7 O Lumber DOL 1.25 BC 0.50 Vert(CT) -0.15 1-4 >939 240 BCLL 0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.02 3 n/a n/a BCDL 101 Code FBC2017ITP12014 Matrix-SH Weight: 104lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD ! 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=3270/0-8-0, 3=3194/0-8-0 Max Horz 1=-46(LC 32) Max Uplift 1=-1353(LC 8), 3=-1321(LC 9) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 5069/2071, 2-3=-5072/2072 BOT CHORD 1-4= 1859/4621, 3-4= 1859/4621 WEBS 2-4=-1429/3612 • NOTE9- (9) 1) 2-ply truss t •' be connected together with 1 Od (0.131 "x3") nails as follows: Top chords onnected as follows: 2x4 -1 row at 0-9-0 oc. Bottom cho s connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs conn 6ted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are lonsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to oly connecti s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced of live loads have been considered for this design. 4) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=12ft; Cat. 11; Exp C; Encl., GCpi=0.18; 1W FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss 'Ips 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 betwe n the bottom chord and any other members. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1353, 3=1 21. 8) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 933 lb down and 402 lb up at 1-10-0, 933 1 down and 402 lb up at 2-11-4, 933 Ito down and 402 lb up at 4-11-4, 933 lb down and 402 lb up at 6-11-4, and 933 lb down and 40 lb up at 8-11-4, and 933 lb down and 402 lb up at,10-11-4 on bottom chord. The design/selection of such connection d , vice(s) is the responsibility of others. 9) 'This manuf tured product is designed as an Individual building component. The suitability and use of this component for any particular bui ing is the responsibility of the building designer per 4NSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 LOAD CASE(S Standard M7ek USA, Inc. FL Carl 663d 1) Dead + Roof Ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Uniform Loa(s (plf) Date: Vert:lh-2=-54, 2-3= 54, 1-3=-20 l II June 1,2018 Q WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010-WDIS BEFORE USE Design valldfi 'r use only with MITek@) connectors. this design Is based only upon parametersshown. and Is for an Individual building component, not a Truss system � fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buliding des[ Is always reci . Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, st '. age, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GualByCdfedo, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Inform Honavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 - Killarney Spec T14192985 1436345 I T19 Common Girder 1 2 ,. nn,,., Job Reference op tional nA nn40 tMTnL I,v1, rc}ri�c Inn Fri _lien 1 11. 12:052018 Pane 2 urce, Plant l,lty, r'L 00000 .,.cc.v Q mor c-. �., .. .. .... ..............,. ... .,.... .... _.__ __ .- _a_ - I D:6CaJ?xQ2?3o24xd? PICuP 1 zFH2t-gwj i rXU27ae5B5NYUd6mwIZ1 ZQGNBgwmBuB4ZizAgCe LOAD CASE S) Standard Concentra d Loads (lb) V',: 5=-933(B) 6=-933(B) 7=-933(B) 8= 933(B) 9=-933(B)10= 933(B) r , WARNING - edly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 10/0=015 BEFORE USE. ' Design valid f use only with Mtiek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the bullding designer must verify the applicability of design parameters and properly incorporate this design Into the overall T _ building deslg &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M; Yek Is always req 11 d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st ' ge, delivery, erection and bracing of trusses and truss systems, seeANSW11 Cua/ByWeda, DSO-89 and BCSI BuQding Component 6904 Parke East Blvd. Saraty /ntatma ravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 1436345 - Killarney Spec T14192986 1436345 T20 Common 1 1 Job Reference (optional). t3maers mrsiz�ource, mare ugly, r-L aa000 .� oy - , • • • ­1 • ID:oCaJ?xQ2?3o24xd?PICuPlzFH2t-96HP2tVhuumypFyl2Kd?Sy6CAgdbwQJvPYwd58zAgCd 12-4-0 , 13-10.0 4x6 = 3 Scale = 1:24.6 5.00 12 i • 4 � 1 5 cl 6 d. ST1.5x8 STIR = 6 2x4 11 6 B ST1.5x8 STP = 3x4 = 3x4 = 6-2-0' 12-4-o 6-2-0 6-2-0 Plate Offsets MY)— -- 2:0-2-2 Ede 4:0-2-2 Ed e LOADING (p ) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.04 4-6 >999. 360 MT20 244/190 TCDL 7 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 4-6 >999 240 BCLL 0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCDL 10. Code FBC2017/fP12014 Matrix-SH Weight: 47lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD ' 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. I FORCES. (It TOP CHORD BOT CHORD WEBS NOTES'- (6 1) Unbalance( 2) Wind: ASC GCpi=0.18; D(YL=1.60 1 3) This truss I­ 4).* This truss will fit betwi 5) Provide me 2=232, 4=2 6) "This manu particular b (lb/size) 2=531/0-8-0, 4=531/0-8-0 Max Harz 2= 58(LC 17) Max Uplift 2= 232(LC 12), 4=-232(LC 13) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-3=-634/535, 3-4=-634/535 2-6=-312/519, 4-6=-312/519 3-6=-4/269 oof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., 4W FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber ate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 !n the bottom chord and any other members. lanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) ctured product is designed as an individual building component. The suitability and use of this component for any Iding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." i Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid ruse only with MITek® connectors. this design is based only upon parameters shown, and Is for an Individual building component not a truss syste building desi Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M6T91(7 is always req. red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s rage, delivery- erection and bracing of trusses and truss systems, seeANS&VII Qua/flyCrlladd, DSO-89 and SCSI BuUdlag Component 6904 Parke East Blvd. Sot®ty info 'oBonovailable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 -Killarney Spec T14192907 1436345 i T21 GABLE 1 1 � Job Reference (optional). Builders First�ource, Plant City, FL 33566 6-2-0 2x4 II 5.00 12 - 8.220 s May 24 2018 IVI11 eR IIIUUSLI1US, IIIU. rI l dull I I I, Ic.v, cv 10 rage I ID:oCaJ?xQ2?3o24xd?PICuP1zFH2t-dlgoFDVJfBupQPXxbl8E?AeSFElpfuE3eCgAeazAgCc 12.4-0 1 13-10-0 4x6 = 2x4 11 5 Scale = 1:24.6 7 Io V 3x4 = 110 2x4 11 2x4 9 8 3x4 11 2x4 = i 12-4-0 12-4-0 LOADING (p 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 7 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 7 n/r 120 BCLL 0 e Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 10 i Code FBC2017fTP12014 Matrix-SH Weight:51 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. . (lb) 1 All bearings 12-4-0. Max Horz 2=-98(LC 17) Max Uplift All uplift 100 lb or less at joints) except 2=-189(LC 8), 6= 195(LC 13), 10=-264(LC 12), 8=-263(LC 13) Max Grav All reactions 250lb or less at joint(s) 2, 6, 9 except 10=293(LC 1), 8=293(LC 1) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS I 3-10_ 205/337, 5-8=-205/337 NOTES- (11 1) Unbalance of live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., .GCpl=0.18; W FRS (envelope) gable end zone and C-C Extefior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lu I er DOL=1.60 plate grip DOL=1.60 3) TMs desig ed for wind loads in the plane of the truss only. For studs exposed to wind (nomlal to the face), see Standard Industry Gable End etails as applicable, or consult qualified building designer as per ANSVTPI 1. 4).Gable requi s continuous bottom chord bearing. 5) Gable studs paced at 2-0-0 oc. 6) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss ' as 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 be twen the bottom chord and any other members. 8) Lumber des nated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this mber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable tre ent may be used if It does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is1 equired, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Bull ing designer to verify suitability of this product for its intended use. 9) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 2, 195 lb uplift at joint 6, 2641 uplift at joint 10 and 263 lb uplift at joint 8. 10) "This man actured product is designed as an individual building component. The suitability and use of this component for any particular b ilding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 WARNING i. yedry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10/03,2015 BEFORE USE. Design valid r use only wlih MiTek® connectors. This design 0 based only upon parameters shown, and Is for an Individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building clesliin. Is always req Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTele fabrication, s rage, delivery, erection and bracing of trusses and truss systems, seeANSUWII Aua19yCMerta, DSB-89 and SCSI BuIld/ng Component 6904 Parke East Blvd. Soraly thilbin 1,. Honavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Q Ply 1436345 -Killarney Spec � T14192988 1436345 Vol Valley 2 1 Job Reference (optional) buiiaers rl flan uny, rL OOM30 y a 0 2x4 ID:oCaJ?xQ2?3o24xd? PICuPl zFH2t-5VOAT2W.PVOg2Y679lgTXN BgFdOQOLPCtsPkAl zAgCb 2-0-0 2-0-0 5.00 F1 2 2 3 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 2 °0 i�! Plate Grip DOL 1.25 TC 0.03 Vert(L-) n/a n/a 999 TCDL 0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10I Code FBC2017ITP12014 Matrix-P LLIMBER- TOP CHORD 12x4 SP No.2 . BOT CHORD 2x4 SP No.3 REACTIONS.I (lb/size) 1=46/1-11-6, 2=34/1-11-6, 3=12/1-11-6 Max Horz 1=26(LC 12) Max Uplift 1=-16(LC 12), 2=-31(LC 12) Max Grav 1=46(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (1 Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7 1) Wind: ASC GCpi=0.18; DOL=1.60 2) Gable requi 3) This truss h 4)•` This truss will fit betty 5) Bearing at j capacity of 6).Provide me joint 2. 7) "This manu I particular b4 Scale = 1:6.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., 1WFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber ate grip DOL=1.60 :s continuous bottom chord bearing. a been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. nt(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify wring surface. lanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 1 and 31 lb uplift at ctured product is designed as an individual building component. The suitability and use of this component for any ding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNING Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mt1-7473 rev. 1010312015 BEFORE USE. Design valld r use only with MITek@) connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' at syste building dest' Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi1'e�' is always req Ared for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s gage, delivery, erection and bracing of trusses and truss systems, seeAAfSWl1 QualityCifeda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inforn pRbnovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Q Ply 1436345 -Killarney Spec Ti4192989 1436345 V02 Valley 1 1 Job Reference o tional oulluelb FIQI II l [Ly, FL —... .-.. 1..__..._ ... __. ...._.-- --'- - _ ID:oCaJ?xQ2?3o24vxd?PICuP1zFH2t-5VOATZWxPVOg2Y6791gTXNBeVdN1OJPCtsPkA1zAgCb 2x4 II 3 2x4 3x6 11 5 4 Scale = 1:11.1 LOADING (p 0SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a r1/a 999 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0 Rep Stress ]net YES WB 0.13 Horz(CT) -0.00 3 n/a n/a BCDL 1 ;�0 Code FBC2017/TP12014 Matrix P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 1 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS, (lb/size) 1=83/3-11-6, 3= 84/3-11-6, 4=-35/3-11-6, 5=277/3-11-6 Max Harz 1=67(LC 12) Max Uplift 1= 21(LC 12), 3=-84(LC 1), 4=-70(LC 3), 5= 159(LC 12) Max Gram 1=83(LC 1), 3=78(LC 12), 5=277(LC 1) FORCES. (I -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-219/431 NOTES- (T 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp C; Encl., GCIii=0.18;, WFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 qu ate grip DOL=1.60 2)-Gable reres continuous bottom chord bearing. 3) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` T41js truss as 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 betw en the bottom chord and any other members. 5),Bearing at j int(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of eating surface. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1, 84 lb uplift at joint 3 70 lb uplift,�t joint 4 and 159 lb uplift at joint 5. 7) "This manu ctured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: June 1,2018 ®WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-74T3 rev. 10/0312015 BEFORE USE. Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always rec fabrication, fired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the orage, delivery, erection and bracing of trusses and truss systems, seeAldSi WII CealtlyCrBerla, DSB-09 and BCSI BuQd/ng Component 6904 Parke East Blvd. Safety Inion allonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 -Killarney Spec T14192990 1436345 i V03 Valley 1 1 Job Reference (option al bunaers runt i.rry, r. y- ID:oCaJ?xQ2?3o24xd?PICuP1 zFH2t-ZhyYguXZAp8XgihKjSBi4akoml i77mcL6W9HiTzAgCa 4-7-15 4-7-15 3 5 4 2x4 5-� 2x4 II LOADING (p' f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 2 0 Plate Grip DOL 1.25 TIC0.24 Vert(LL) n/a n/a 999 TCDL 0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a Wa 999 BCLL 0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.00 3 n/a n/a BCDL 1 0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD i 2x4 SP No.3 WEBS 2x4 SP No.3 (lb/size) 1=113/5-11-6, 3=-8/5-11-6, 4=-3/5-11-6, 5=286/5-11-6 Max Harz 1=108(LC 12) Max Uplift 1=-21(LC 12), 3=-8(LC 1), 4=-7(LC 3), 5= 169(LC 12) Max Grav 1=113(LC 1), 3=7(LC 12), 5=286(LC 1) FORCES. (Iqi) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS II��II 2-5=226/443 NOTES- (7� 1) Wind: AS I GCpi=0.18', DOL=1.60 2)�Gable requ 3) This truss 4) ` Phis trus j will fit betw 5) Bearing at ji capacity of 6) Provide m 7 lb uplift a 7) "This manuj particular b Scale=1:15.5 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., 1W FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber ate grip DOL=1.60 :s continuous bottom chord bearing. > been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. as been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n the bottom chord and any other members. nt(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify taring surface. lanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1, 8 lb uplift at joint 3, )int 4 and 169 lb uplift at joint 5. ctured product is designed as an individual building component. The suitability and use of this component for any ding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22639 Miiek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 WARNIN IL Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vatic or use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pp1 T building de is always re n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Ired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the C1/AA eW fabrication, orage, delivery, erection and bracing of trusses and truss systems, seeANSWP11 Qua/By Quell DSB-89 and BCSI BuBdfng Component 6904 Parke East Blvd. Safetyto Ina Dnavailable from Truss Plate Inslifut2. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 -Killarney Spec T14192991 1436345 VO4 Valley 1 1 Job Reference (optional) t3uiiaers runt uny, t-L dJ*bb o.ccv w y .Y .... c� aUo ID:oCaJ?xQ2?3o24xd?PICuP1zFH2t-1tWwuEYBx6HM. WHAixdoGxoRzmsDYVIG4urEvzAgCZ 6-1-5 8-0-0 6.1-5 1-10-11 3 Scale=1:19.9 I I 1 c a 6 5 4 j2x4 2x4 11 I LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2( 0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n1a n1a 999 MT20 244/190 TCDL 40 Lumber DOL 1.25 BC 0.48 Vert(CT) n1a n/a 999 BCLL 0 Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 3 n/a n1a BCDL 1 i0 Code FBC2017/TPI2014 Matrix-SH Weight: 26lb FI"=20% LUMBER- BRACING - TOP CHORE 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORE 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONSI (lb/size) 1=15617-11-6, 3= 5/7-11-6, 4=-13f/-11-6, 5=398/7-11-6 Max Horz 1=150(LC 12) Max Uplift 1=-30(LC 12), 3=-9(LC 3), 4= 13(LC 1), 5= 234(LC 12) Max Grav 1=156(LC 1), 4=11(LC 12), 5=398(LC 1) FORCES. (I ) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5= 276/507 NOTES- 1) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpi=0.1 ; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 late grip DOL=1.60 2)-Gable req res continuous bottom chord bearing. 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` Ti1is trus 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 be en the bottom chord and any other members. 5).Bearing at 1 Ant(s) 3 considers parallel to grain value using ANSI/iPI 1 angle to grain formula. Building designer should verify capacity o ;)earing surface. 6) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 1, 9 lb uplift at joint 3, 13 lb uplift �t joint 4 and 234 lb uplift at joint 5. 7) "This man factured product is designed as an individual building component. The suitability and use of this component for any particular t �ilding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: June 1,2018 Q WARNIN II - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f0/032015 BEFORE USE. Design vall for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss syst . Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding dE gign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT,9k" Is always re ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication ! forage, delivery, erection and bracing of trusses and truss systems, seeANSWII OualByCdledo, DSB-89 and BCSI BuRding Component 6904 Parke East Blvd. Satelyinto oHonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 - Killarney Spec T14192992 1436345 1 V05 Valley 1 1 Job Reference (optional) dullaers riant Lny, rL as000 0 '...—y ....... �� ��� ID:oCaJ?xQ2?3o24xd?PICuP1zFH2t-V44l5aZjQPFvOrigtDA9?p85rNObg6eZgeOnLzAgCY 3-8-8 8-6-1 1%0-0 3-8-8 4-9-9 1-5-15 4 Scale = 1:24.5 7 6 5 2x4 2x4 II 2x4 11 0- 10 3-8-8 8-6-1 10-0-0 0- -10 3-7-14 4-9-9 1-5-15 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2 10 Plate Grip DOL 1.25 TC 0.25 Vert(LL) nla n/a 999 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a n1a 999 BCLL 0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.00 4 n/a n/a BCDL 1 �0 Code FBC2017/TPI2014 Matrix-SH Weight: 35Ito FT=20% LUMBER- BRACING - TOP CHORE 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORE 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS" All bearings 9-11-6. (lb)Max Harz 1=191(LC12) Max Uplift All uplift 100 lb or less at joints) 4, 5 except 7=-193(LC 12), 6=-181(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 7=327(LC 1), 6=308(LC 1) I FORCES. (I ) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORE 1-2=-352/135 WEBS 2-7=-237/437, 3-6= 225/414 NOTES- (- 1) Win& AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpj=0.1 MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber -DOL=1.60 olate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This trus 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 be en the bottom chord and any other members. 5) Bearing at oint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o',bearing surface. 6) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 7=193, 6= 81. 7) 'This man factured product is designed as an individual building component. The suitability and use of this component for any particular ilding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNIA b - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11,1I1.7473 rev. 10103/2015 BEFORE USE. Design vall�� for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss syst . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall . building d Ign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �t� MiTel" Is always r ulred for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabricaffor, storage, delivery, erection and bracing of trusses and truss systems, SeeANSEM11 GuaIByClfteffo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Ink 1 nuffonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 - Killarney Spec T14192993 1436345 V06 Valley 1 1 _ Job Reference (optional) �....I. I...1....�...,. L3uiiaerS PIfS '0urce, Piam City, t-L JJb66 o.ccv s may — cv, v Irl, , an Il,vus des, u . I I I ....I I y.. ID:oCaJ?xQ2?3o24xd?PICuP1zFH2t-zGehJwZRTkX5XAPvObkPiDMMrFIrK9OooUNxJozAgCX 2-0-0 4-0-0 2-0-0 2.0-0 3x4 = Scale = 1:7A 5.00 12 2 3 • 1 I s • v « I I e io o � o 2x4 5- 2x4 3-11-6 I 4 0 0 3-11-6 0- - 0 Plate Offsets X Y --[2:0-2-0,Edgell LOADING (; i f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2 A Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n1a 999 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1 1.0 Code FBC2017fFP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORE 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHOR , 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION (lb/size) 1=92/3-10-13, 3=92/3-10-13 Max Horz 1=1O(LC 12) Max Uplift 1=-37(LC 12), 3= 37(LC 13) • FORCES. ( ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( ) 1) Unbalanc4 J roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpi=O.1 MW FRS (envelope) and C-C Extefior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOT-=1.6 , late grip DOL=1.60 3) Gable req ires continuous bottom chord bearing. 4rThis truss as been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This trus has been designed for alive 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 betv pen the bottom chord and any other members. 6) Provide m' chanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 3. 7} "This man ' factured product is designed as an. individual building component. The suitability and use of this component for any particular wilding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARN/ G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE W-7473 rev. t 0/09/2015 BEFORE USE. -- Design val for use only with MITek® connectors. This design Is based only upon parameters' shown, and Is for an individual building component not �� a truss syst building d .Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ign. racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing Bracing �y T 1 i eW Is always r ulre stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlo ; storage, delivery,.erec8on and bracing of trusses and truss systems, seeANSUWII GualltyClBeda, DSB-89 and BCSI Bulldhtg Component 6904 Parke East Blvd. Safety InkmraHonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexdndda, VA 22.314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1436345 -Killarney Spec T14192994 1436345 V07 Valley 1 1 Job Reference (optional) • uuuaers v a 0 LOADING ( TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI OTHERS many ary, M 00000 O.CGV O I -y - GV I V '" I C4111UUJl11CJ, "'. i u ouu i i. ic. i� —, � i ado ID:oCad?xQ2?3o24xd?PICuPizFH2t-zGehJwZRTkX5XAPvObkPiDMKXFjaKBGooUNxJozAgCX 4-0-0 8-0-0 4-0-0 4-0-0 Scale = 1:14.6 2 2x4 5- 4x6 = 2x4 p =o 0 10 8-0-0 10 7-11-6 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a r1/a 999 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n/a n/a Code FBC2017/TP12014 Matrix-SH Weight: 24 lb FT = 20% EIRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 1=104/7-10-13, 3=104/7-10-13, 4=273/7-10-13 Max Harz 1=25(LC 12) Max Uplift 1=-52(LC 12), 3=-56(LC 13), 4=-89(LC 12) Max Grav 1=107(LC 23), 3=107(LC 24), 4=273(LC 1) FORCES. (1)) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalance5 roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpi=0.1 MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1-60 late grip DOL=1-60 3j Gable req ' res continuous bottom chord bearing. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trus 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 In chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.4. 7) "This man 'factured product is designed as an individual building component. The suitability and use of this component for any particular gilding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2018 ® WARNIN I - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. �® Design vali : for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss SyStE in. Before use, the building designer must verify the applicablilty of design parameters and properly Incorporate this design Into the overall building CIE sign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek" Is always re uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the forage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII OuaigyOffeda= DSB-89 and BCSI Budding Component 6904 Parke East Blvd.fabrication salelyinlo ation3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y T Y4 offsets are indicated. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0-V c1-2 c23 2. Truss bracing must be designed by an engineer. For o WEBS �b 4 wide truss spacing, may requirbracing, olr alternative Toral braces themselves T c 'Q � v � bracing should be considered. I 0 U �� �� 3 C 0 b U 3. Never exceed the design loading shown and never inadequately braced trusses. a�a u stock materials on 0 00 4. Provide copies of this truss design to the. building For 4 x 2 orientation, locate PA plates 0-'lid' from outside a� s cb c5b BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. edge of truss, 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Iocatlons are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate Location details available in M�Tek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. Software Or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of fabrication. r PLATE SEE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports; use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots, 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. . Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ,tp 18. of or treated lumber may Use green y pose unacceptable REE environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1; National Design Specification for Metal 19, Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone not sufficient. __. DSB- _'__-_-Desi n-Standard-for-Bracin - — _ L_is BCSI; Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling,MiTek ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate ° Connected Wood Trusses. MITek Engineering Reference Sheet; Mll-7473 rev. 10/03/2015