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HomeMy WebLinkAboutTRUSSo " runs cuss ype y . 1433290 i CJ01 Jack -Open 6 1 Job Reference (optional)- - ounoers ncsiaumu 0 ID:0auP?y01Dy8rygviifayFUz540A-YyJkUUjGrkFOzV4IJTrnklStWmAelDhjhJoZKwz4L 1 200 2-0-0 ST1.5x8 STP= Scale = 1:9.4 Plate Offs is X,Y -- 1:0-1-4,Ed a 2:0-3-2,0-0-8 LOADING Ipsf)- SPACING- _-2-0.0 ' CS1. DEFL. in (loc) I/dell Ud - PLATES- GRIP- TCLL 20.0 Plate -.Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 4 >999 240 MT20 244/190 - TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 4 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 8 lb FT = 20% LUMBER- ] BRACING - TOP CHO ID 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. NOTES- 1) Wind: j MWFR DOL=1 2) Truss Gable 3) Gable 4) This to 5) ' This I betwee 6) Refer t 7) Provid( 8) "This n LOAD (lb/size) 4=147/0-5-10 (min. 0-1-8), 2=0/Mechanical Max Horz4=-109(LC 1), 2=109(LC 1) Max Uplift4=-74(LC 12) Max Grav 4=147(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ;CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 0 :signed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry id Details as applicable, or consult qualified building designer as per ANSIrrPI 1. ids spaced at 2-0-0 oc. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ss 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 the bottom chord and any other members. girder(s) for truss to truss connections. nechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. nufactured product is designed as an individual building component. The suitability and use of this component for any particular s the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." E(S) Standard E - E® ntY Per Job i russ fuss ype Y 1433290 CJ02 Jack -Open 6 1 . nn.e Job Reference (optional wm.liln gn IA-AQ•gd gn1R Pane l ounuers 1 ID:OauP?y01Dy8rygviifayFUz540A-YyJkUUjGrkFOzV41 rn m jo wz 4.0-0 4-0-0 ST1.5x8 STP= 1-6-0 2x41110-01 4-0-0 Scale = 1:14.3 LOADING (psf) SPACING- - 2-0-0 CSL - -DEFL in (loc) I/dell --Ud PLATES-- - GRIP - TCLL . 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 4-5 >999 240 MT20- 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) -0.01 3 n/a n/a BCDL �10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14 lb FT = 20 LUMBER - TOP CHO; D 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 11 2x4 SP No.3 REACTIONS. (lb/size) 3=26/Mechanical, 4=-7/Mechanical, 5=273/0-8-0 (min. 0-1-8) Max Horz5=101(LC 12) Max Uplift3=-55(LC 12), 4=-7(LC 1), 5=-87(LC 12) Max Grav3=26(LC 1), 4=17(LC 3), 5=273(LC 1) FORCES.' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-169/273 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR 3 (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-4 zone;C-C for members and forces & MWFRS for reactioi iis shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trL 'ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t u ss 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 betwee i the bottom chord and any other members. 4) Refer t girder(s) for truss to truss connections. 5) ProvidE ,mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. 6) 'This rr anufactured 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." LOAD CA EIS) Standard 1433290 CJ03 IJack-Open 2 1 Job Retere irce, Tampa, Plant City, Florida 33566, Isabel Pinon Run. 8.200 s Mar 11 2018 Print. 8.200 s Mar ID:Oau P?y01Dy8rygviitayFUz5 6-0-0 6-0-0 1 ST1.5x8 STP= 3x6 11 Scale = 1:21.0 LOADING psf) - SPACING 2-0-0 CSL- DEFL_ in (loc) I/dell--- Ud PLATES GRIP 0.0. Plate Grip DOL 1.25 TO 0.48 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.03 4-5 >999 180 BOLL 10.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 20 lb FT = 20% LUMBER- !1,I BRACING - TOP CH013D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOI D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3=89/Mechanical, 4=33/Mechanical, 5=318/0-8-0 (min. 0-1-8) Max Horz 5=152(LC 12) 1 Max Uplift3=-108(LC 12), 4=-9(LC 12), 5=-102(LC 12) Max Grav3=89(LC 1), 4=66(LC 3), 5=318(LC 1) 1 FORCES. I(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=-316/134 BOTCHO �D 1-5=-116/281 WEBS 2-5— 242/410 NOTES- I(6) 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR (envelope) and C-C Extedor(2) 0-0-0 to 3-0-0, Inte6or(1) 3-0-0 to 5-11-4 zone;C-C for members and forces & MWFRS for reaction shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru �s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This tr' ss 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 betweer IIthe bottom chord and any other members. 4) Refer to,glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=108, 5=102. 1 6) "This m nufactured 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." LOAD CA E(S) Standard i I i i I I I I l I I - ( I 1433290 CJ04 0 • 8-0-0 8-0-0 0 ST1.5x8 STP= 3x6 11 s a co m Scale = 126.6 LOADING,(psf) SPACING---- 2-0-0 -CSI: -DEFL. in -(loc) ,I/dell - Ud PLATES- ---GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC- 0.75 Vert(LL)- 0.12 4-5 >605 240 MT20 - 244/190 TCDL ' 7.0 Lumber DOL 1.25 BC_ 0.65 Vert(CT) -0.11 4-5 >641 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) -0.12 3 n/a n/a BCDL 0.0 Code FBC2017fTP12014 Matrix-MSH Weight: 26 Ito FT = 20 TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 11 2x4 SP No.3 (lb/size) 3=144/Mechanical, 4=62/Mechanical, 5=382/0-8-0 (min. 0-1-8) Max Horz5=204(LC 12) Max Uplift3=-159(LC 12), 4=-11(LC 12), 5=123(LC 12) Max Grav3=144(LC 1), 4=106(LC 3), 5=382(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. II (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=-413/182 BOT CH 11 D 1-5=-144/329 WEBS 2-5= 334/534 I NOTES- (6) 1) Wind: Jk SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR (envelope) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tr 'ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t`"uss 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 betwe h the bottom chord and any other members. 4) Refer @ girder(s) for truss to truss connections. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=159, 5=123. 6) 'This n anufactured product is designed as an individual building component. The suitability and use of this component for any particular buildin is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CAISE(S) Standard o I russ russ ype tY Y 1433290 CJ05 Jack -Open 2 1 Job Reference o tional Industries. Inc. Wed Jun 2016:39:26 2018 Page l ouuuers au spa. r i°i n .nq.. �..�..... ............_,.__....._.. ID:OauP?y01Dy8rygwi ay z v p 9-0-0 9-0-0 I ST1.5x8 STP= 3x6 11 a Scale-1:29.3 LOADING �(psf) -SPACING-- 2-0-0 -- CSI. - - DEFL. in .(loc) I/dell Ud - - PLATES'--- GRIP TCLL - 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.18 4-5 >465 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.21 4-5 >399 180 -- BCLL 0.0 ' Rep Stress Incr YES W B 0.17 Horz(CT) -0.15 3 n/a n/a BCDL 110.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 30 lb FT = 20% TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 1] 2x4 SP No.3 (lb/size) 3=172/Mechanical, 4=73/Mechanical, 5=416/0-8-0 (min. 0-1-8) Max Horz5=229(LC 12) Max Uplift3=-186(LC 12), 4=-9(LC 12), 5=-134(LC 12) Max Grav3=172(LC 1), 4=124(LC 3), 5=416(LC 1) FORCES. 11 (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=-452/198 BOTCH 'RD 1-5=-156/352 WEBS 2-5=-373/579 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- I (6) 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCp1=0.18; MWFR (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-11-4 zone;C-C for members and forces & MWFRS for reactio 's shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trL 'ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee r1i the bottom chord and any other members. 4) Refer t girder(s) for truss to truss connections. 5) Provid d mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 3=186, 5=134. 6) "This p.nufactured 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." 11 LOAD CA, E(S) Standard cuss ype tY Yo P43 j DV01 Valley - � J 3 1 tionalJob Reference3290 ... :T..1. 1...1­In \Nai I.in 9f11/;•'l0-'J79y11R Pn o \ cmlaers ce, lampn, nam wy, nunua eawv, oo..o ID:OauP?y01Dy8rygviifayFUz54OA-zX?s6W1871dagzpt?cPUMx4EG_7LVTL9NGODx z4 _ P 6-12 4-6-8 S 1 4 61611 4-6-8 6-12 0 6 5 3x6 11 6x8 = Scale=1:31.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL - - 20.0 Plate.Gdp DOL 1.25 -TC 0.67 Vert(LL) -0.01 3-4 n/r- 120- _ 11 244/190 - - - TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.00 3-4 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.00. 5 n/a n/a . BCDL j10.0 Code FBC2017/TP12014 Matrix-P Weight: 40 lb FT = 20 LUMBER- I BRACING - TOP CHO' D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHO D 2x4 SP No.3 end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. W2: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIOI S. (lb/size) 6=196/4-6-8 (min. 0-1-8), 5=196/4-6-8 (min. 0-1-8) Max Horz 6=-302(LC 8) Max Uplift6= 325(LC 8), 5=-325(LC 9) Max Grav 6=255(LC 20), 5=255(LC 19) FORCES. III (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-153/276, 3-5=-528/719 WEBS 3-6=-559/559 NOTES- 1 7) 1) Wind: APCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR (envelope) and C-C Exterior(2)-0-6-12 to 2-5-4, Interior(1) 2-5-4 to 5-1-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) ProvidE adequate drainage to prevent water ponding. 3) Gable quires continuous bottom chord bearing. 4) This tr �;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t uss 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 betwee the bottom chord and any other members. 6) ProvldE mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=325, 5=325. 7) "This rr anufactured product is designed as an individual building component. The suitability and use of this component for any particular buildin is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CA E(S) Standard o I russ fuss ype y 1433290 DV02 Valley 3 1 Job Reference (optional) .. .. ... ..., n onn . RA., 11 rnss n Wnrl .lun 2n 18.39,28 2018 Paae 1 tsuuoers ce, ianiya, nam..ny,ID:OauP?y0IDy8rygviifayFUz54OA-RjZEKsmmuz w1v a z cwmm iz z 0-6-1 4-6-8 6-1 4-6-8 6-1 1 2 7 8 3 4 6 53x6 11 6x8 = 4-6-8 . I . Scale = 127.4 LOADING TCLL -- TCDL BCLL BCDL Ilpsf) 20.0 7.0 �0.0 ' li 0.0 SPACING- .2-0-0 Plate Grip DOL - 1.25 Lumber DOL 1.25 Rep Stress Incr- YES Code FBC2017/TP12014 CSI. TC 0.79 .- BC 0.37 WB 0.32 Matrix-P DEFL: in Vert(LL) -0.01 Vert(CT) -0.00 Horz(CT) 0.00 (loc) I/dell Ud 3-4 - -n/r 120- 4 n/r 90 5 n/a n/a PLATES GRIP MT20 —-244/190 - Weight: 37 lb FT = 20% LUMBER -!I BRACING - TOP CHO ID 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHO D 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS EACTIO S. (lb/size) 6=196/4-6-8 (min. 0-1-8), 5=196/4-6-8 (min. 0-1-8) , Max Horz 6=-256(LC 8) Max Uplift6=-270(LC 8), 5=-270(LC 9) Max Grav6=214(LC 20), 5=214(LC 19) FORCES. II(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-6=-153/276, 3-5=-404/595 WEBS �� 3-6=-431/431 NOTES- Ij (7) 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FR ,, (envelope) and C-C Exterior(2)-0-6-12 to 2-5.4, Interior(1) 2-5-4 to 5-1-4 zone; end vertical left and right exposed;C-C for membe and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Prowde.adequate drainage to prevent water ponding. 3) Gabler ,quires continuous bottom chord bearing. 4) This In. s�s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tf' ss 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 betwee the bottom chord and any other members. 6) ProvidE mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=270, 5=270. ,I 7) 'This anufactured product is designed as an individual building component. The suitability and use of this component for any particular buildinc is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASES) Standard o russ russ ype Y 1433290 DV03 Valley 3 1 Job Reference optional) � Any. t t Ol11G AAiTn4 InA„efrioe Inn Wwl.hin 7n 1939,282018 Paae 1 iurce, iamNa,mm�A.ny,- ID:OauP?y01Dy8rygviifayFUz54OA-RjZEKsmmuzlRS7 3 wlv8 p a cwmm Iz z > r0-6-12 4-6-8 5-1-4 , 00-6.1212 4-6-8 0-6-12 1 24x6 = 3 4 5 8 7 6 4x6 = 2x4 11 46 = 4-6-8 Scale=1:23.2 Plate Offsets X,Y - 2:0-0-0,0-2-0 , 4:0-2-8,0-2-0 , 6:Ed e,0-2-0 LOADING ,�psf) - SPACING- --- 2-0-0 CSI. -- DEFL. - in' (loc) I/defl Ud- - PLATES -GRIP TCLL 20.0 Plate Grip DOL 1.25 TC ' 0.92 Vert(LL) - 0.01 5 n/r 120 MT20 244/190 TCDL— i 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.01 5 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 31 to FT = 20 LUMBER- II BRACING - TOP CHO,i D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHO D 2x4 SP No.3 end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. OTHERS I 2x4 SP No.3 _ MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIO) S. (lb/size) 8=109/4-6-8 (min. 0-1-8), 6=109/4-6-8 (min. 0-1-8), 7=172/4-6-8 (min. 0-1-8) Max Horz 8= 211(LC 10) Max Uplift8=-184(LC 8), 6=-184(LC 9), 7=-85(LC 13) Max Grav 8=132(LC 20), 6=131(LC 19), 7=172(LC 1) FORCES. j (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHOI D 2-8=-136/280, 4-6=-136/280 BOT CHO D 7-8=-251/262, 6-7=-251/262 NOTES- 1,(7) 1) Wind: ACE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR (envelope) and C-C Exterior(2)-0-6-12 to 2-3-4, Interior(1) 2-3-4 to 5-1-4 zone; end vertical left and right exposed;C-C for membe and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide' adequate drainage to prevent water ponding. 3) Gabler quires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t uss 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 betweei the bottom chord and any other members. 6) Providei/nechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 8=184, 6=184. 7) "This manufactured 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." LOAD CASE(S) Standard o russ Nss ype tY Y 1433290 D" Valley 3 1 Job Reference o clonal > om a M.-r Y LwncrdPc Inc WPd .tun 2n 16*39,29 2018 Pace 1 0 u—, ID:OauP?y01Dy8rygviifayFUz54 A-vw n u z y cannwz p qa z >-0-6-12 4.6-8 5-14 0-6-12 4-6-8 0-6-12 1 2 3 4 5 8 7 6 3x4 = 2x4 II 3x4 = Scale=1:19.0 i Plate Offs 'ts X,Y -- 2:0-0-0,0-1-8 , 4:0-0-8,0-1-8 , 6:Ed a 0-1-8 LOADING �psf) SPACING- 2-0-0 - CSI. DEFL. in (loc) I/deft= - Ud PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TIC 0.55 Vert(LL) 0.00 5 n/r. 120 MT20 244/190 TCDL I7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.00 5 .n/r 90 BCLL 1 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL �110.0 Code FBC2017/TP12014 Matrix-R Weight: 27 lb FT = 20% LUMBER- I+ BRACING - TOP CHO 3, D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHO D 2x4 SP N0.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S. (lb/size) 8=110/4-6-8 (min. 0-1-8), 6=110/4-6-8 (min. 0-1-8), 7=172/4-6-8 (min. 0-1-8) Max Horz 8— 165(LC 8) Max Uplift8=-148(LC 8), 6=-147(LC 9), 7=-85(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- I (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR 3 (envelope) and C-C Exterior(2)-0-6-12 to 2-3-4, Interior(1) 2-3-4 to 5-1-4 zone; end vertical left and right exposed;C-C for membe and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable rquires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t -' ss 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 betwee " the bottom chord and any other members. 6) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 8=148, 6=147. 7) "This rr anufactured product is designed as an individual building component. The suitability and use of this component for any particular buildinc its the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I LOAD CA E(S) Standard o I russ Y1433290 DVOS 7russe 3 1 Job Reference (optional) nn ...a. . \Ao. 9M a \ARnL Induelrine i"� w.A-Lin gn is-aq•an Pma Pane 1 MUCUS ucx, am a, naw—y, _ ID:OauP?y01Dy8rygviifayFUz54OA-N6h?IYn0Oa09h g y_ i qix azx -0-6-12 4-6.8 5-1-4 0-6-1P 4-6-8 0-6-12 1 22x4 11 32x4 11 42x4 11 5 8 7 6 2x4 11 2x4 11 2x4 11 Scale = 1:14.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) I/defl Ud PLATES GRIP TCLL I20.0 Plate Grip DOL' 1.25 - - - TC" - 0.32 Vert(LL) 0.00 5 -n/r 120" MT--20 244/190 - TCDL 7.0 Lumber DOL 1.25 - - BC 0.26 Vert(CT) 0.00 5 - n/r 90 BCLL . 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 24 lb FT = 20% LUMBER" 'I BRACING - TOP CHC RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHC RD 2x4 SP No.3 end verticals. - WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S. (lb/size) 8=110/4-6-8 (min. 0-1-8), 6=110/4-6-8 (min. 0=1-8), 7=171/4-6-8 (min. 0-1-8) Max Horz 8=-119(LC 8) Max UpliftB=-120(LC 8), 6=-119(LC 9), 7=-85(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: , SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FR (envelope) and C-C Exterior(2)-0-6-12 to 2-3-4, Interior(1) 2-3-4 to 5-1-4 zone; end vertical left and right exposed;C-C for memb Fs and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provid I adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This in l6s has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe n the bottom chord and any other members. 6) Provid I mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 7 except (jt=lb) 8=120, 6=11911 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular buildinl1j, is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Job ss ruse I ype Uty Ply 1433290 DV06 Valley 3 1 Job Reference (optional) uwwers 3urce, i ampa, ream wry. -unua ji—, isauei -null .,a. _ "-- --" -- ' -'--'-- ID:OauP?y01Dy8rygviifayFUz54OA-N6h?IYn00a09hOXRgkyB_2itcBDKix1 c3EFtXaz4LVx ' -0-6-12 4-6-8 5-1 4 0-6-12 4-6-8 0-6-12 1 Scale=1:10.7 2 2x4 II 3 2x4 II 4 2x4 II 5 8 7 6 2x4 11 2x4 11 2x4 11 1 4-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL —20.0 Plate Grip DOL. " 1.25 TC 0.15 Vert(LL) 0.00 4 - -n/r -420 MT20-- - 2441190 . TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 4 n/r 90 ' BCLL 0.0 ' Rep Stress Incr. YES, WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL II 0.0 Code FBC20171rP12014 Matrix-R Weight: 20 lb FT = 20% LUMBER-; BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 SP No'3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S. (lb/size) 8=111/4-6.8 (min. 0-1-8), 6=111/4-6-8 (min. 0-1-8), 7=169/4-6-8 (min. 0-1-8) Max Horz 8=-74(LC 8) Max Uplift8=-101(LC 8), 6=-100(LC 9), 7= 84(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- I(7) 1) Wind: SCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph;TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FR (envelope) and C-C Exterior(2)-0-6-12 to 2-3-4, Interior(1) 2-3-4 to 5-1-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) ProvidE ladequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This trL is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t bss 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 betwee ° the bottom chord and any other members. 6) Providc mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 8=101, 6=100. 1 7) 'This anufactured 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." LOAD CA E(S) Standard Job I russ Truss Type Qty ply 1433290 DVO7 Valley 3 1 Job Reference (optional) cullers iurce, ramp., n.", ­Y,- ID:OauP?y01Dy8rygviifayFUz54OA-rlENyuofBu8OJa6eERTQXnF_MbV1RO9llu_Q30z4 Vw 3-0-6-12 4-6-8 5_1_ 0-6-12 4-6-8 0-64 -12 I 1 2 II 3x8 11 7 8 Scale = 1:10.6 3x8 II 3 4 6 5 LOADING psf) SPACING- 2=0-0 CSI. DEFL. Iin (loc) I/deft L/d PLATES GRIP TCLL - 20.0 - Plate -Grip DOL- 1.25 TC '0.34 Vert(LL) -0.00 4 n/r - - 120 - MT20 - 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 - Vert(CT) -0.00 3 n/r 90 BCLL 10.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 5 nla n/a BCDL 00.0 Code FBC2017/TP12014 Matrix-R Weight: 16 lb FT = 20% LUMBER- 1 BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHO D 2x4 SP No.3 end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=196/4-6-8 (min. 0-1-8), 5=196/4-6-8 (min. 0-1-8) Max Horz 6=28(LC 9) Max Uplift6=-131(LC 8), 5=-131(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCH IRD 2-6= 153/280, 3-5=-153/280 NOTES- (7) 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR r(envelope) and C-C Exterior(2)-0-6-12 to 2-5-4, Interior(1) 2-5-4 to 5-1-4 zone; end vertical left and right exposed;C-C for membe s and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) ProvidE,11adequate drainage to prevent water ponding. 3) Gabler quires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee i, the bottom chord and any other members. 6) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=131, 5=131. 7) "This anufactured product is designed as an individual building component. The suitability and use of this component for any particular buildin is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CA E(S) Standard o I russ russ ype 1433290 i EJ01 GABLE 2 0 1 ._. ., o... o. ...... Job Reference (optional) .. .,. nne�Tob b.d�e.dnc Inr Worl .lun 907F•39-519901A Pannt eunoers W -,Pn, — a vny, . 1 - w......, ........ . ID:OauP?yOlDy8ryqviifayFUz54OA-JVolADpHyBGtwkhqnEL__nBg?uJAqnuXYk-bTz4LVv 1 2x4 II 3 4 7 6 5 3x4 = 2x4 11 2x4 11 Scale = 1:12.7 it 1 LOADING I psf) SPACING- 2-0-0 - CSI. DEFL. in (loc) I/defl Ud PLATES GRIP -.TCLL 20.0 - - Plate Grip DOL 1.25 - - - -TC -0.24 Vert(LL) - n/a n/a- 999. MT20- 244/190 TCDL - y7.0 Lumber DOL 1125 BC 0.13 Vert(CT) n/a n/a 999 - - BCLL 10.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) -0.00. 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 23 lb FT = 20% LUMBER- ; BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS; 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIOS. All bearings 6-6-0. ( l5) -Max Horz 1=86(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 4, 6 except 7=-171(LC 8) i Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5, 6 except 7=314(LC 1) FORCES. !, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-233/350 NOTES- j (8) 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS1(envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-6-0 zone;C-C for members and forces & MW FRS for reactior s shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss esigned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable nd Details as applicable, or consult qualified building designer as per ANSIIfPI 1. 3) Gable r .quires continuous bottom chord bearing. 4) Gable s ds spaced at 2-0-0 oc. 5) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This t ss 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 betwee the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 6 except (jt=lb) 7=171. I 8) "This m inufactured 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." LOAD CA IIE(S) Standard I Job UtY 1433290 Fy j EJ02 Jack-Panial 3 1 Job Reference o tional Builders First urce, Tampa, Plant City, Florida 33566, Isabel Fmon Run:8.200 s Mar 11 2018 Print: 8.200 s Mar 11 2018 MiTek Industries, Inc. Wed Jun 20 16:39:32 2018 Pagge 1 ID:Oau P?y01Dy8rygviifayFUz54OA-JVoIADpHyBGtwkhgn9_f3_n8P?gLAoTuXYk_bTz4LVv 9-1-7 12-10-0 9-1-7 3-8-9 0-4-0 I 2x4 11 Scale=1:23.3 I 3 4 I 3.00 12 3x4 s 2 i I W3 13 W1 i 1 '1' 12 ST1.5x S P- 14 d 6 d d d d d 3x12 MT20HS I I 3x4 = 2x4 11 5x6 = 3x8 11 5 ST1.5x8 STP= 1-10- 9-1-7 12-10-0 13-2- 7_8_0 _4. 7-3-7 3-8-9 OA Plate Offs is X,Y - 1:0-3-14,0-0-0 , 1:0-0-9,Ed e , 1:0-0-9,Ed e LOADING psf) SPACING--: 2-0-0 CSI. DEFL. in (loc) I/dell-- Ud- PLATES- - • GRIP TCLL 20.0. -Plate Grip DOL - 1.25 TC 0.39 Vert(LL) 0.08 6-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.11 6-11 >999 180 MT20HS 187/143 BOLL . 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 5 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix-MSH Weight: 58 lb FT = 20% LUMBER- I BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x6 c No.2 Installation quide. REACTIO S. (lb/size) 5=430/0-8-0 (min. 0-1-8), 1=537/0-8-0 (min. 0-1-8) Max Horz 1=168(LC 8) Max Uplift5=-241(LC 8), 1=-243(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO,i D 1-13=-616/322, 2-13=-608/335 BOT CHORD 1-6=-458/562, 5-6=-458/562 WEBS 2-6=-4/253, 2-5=-664/541 1(6) NOTES- 1) Wind: P SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR (envelope) and C-C Exterior(2) 0-0-0 to 2-9-12, Interior(1) 2-9-12 to 13-2-0 zone;C-C for members and forces & MWFRS for reactio S shown; Lumber DOL=1,60 plate grip DOL=1.60 2) All plat 's are MT20 plates unless otherwise indicated. 3) This tru 3s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This t ss 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 betweel' II'l' the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=241, 1=243. 1L . 6) "This manufactured 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." LOAD CA I E(S) Standard I I I 1 i I I i I i i I o u i russ russ ype Y Y 1433290 ! EJ03 Jack -Partial 8 Job Reference (optional) I buneers ID:OauP?y01Dy8rygviifayFUz54OA-nhM7NZgvjVOkYuGOLsvvucuKunriL�vnazic I Aovzvwu 12-1-6 2x4 11 Scale=1:21.3 4 3x6 = 2x4 11 Jxv = 6 5 ST1.5x8 STP= 11 i 1-6-0 b-4- 10-3-6 Plate Offsets X,Y - 1:0-4-3,0-1-8 LOADING psf) SPACING- 2-0-0 CSL .- DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL-- 1.25 TC 0.86 Vert(LL) -0.10 1-6 >989 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.23 1-6 >449 180 BCLL 0.0 ' -Rep Stress lncr .YES WB 0.10 Horz(CT) -0.00 5 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix-SH Weight: 55 lb FT = 20 LUMBER- BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHOI D 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.3 4-0-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=325/0-8-0 (min. 0-1-8), 5=125/3-3-6 (min. 0-1-8), 6=411/3-3-6 (min. 0-1-8) Max Horz 1=156(LC 8) Max Upliftl= 155(LC 8), 5=-120(LC 8), 6=-154(LC 8) FORCES. I(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-7= 268/131 WEBS 3-6= 219/280, 3-5=-295/327 i NOTES- .(5) 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR I(envelope) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 11-11-10 zone;C-C for members and forces & MWFRS for reaction shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru 's has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This tr ss 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 betwee the bottom chord and any other members. 4) Provide, echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=155, 5=120, =154. 5) 'This m nufactured product is designed as an individual building component. The suitability and use of this component for any particular building js the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." II LOAD CA E(S) Standard 1433290 EJ04 I Jack -Partial 116 I 1 ,.. ri ., rl—H. aa9aa 1—hc1 pfnnn Run: 8.200 s Mar 11 2018 Pnnl ST1.5x8 STP= 2x4 11 N Scale=1:30.1 1-6-0 1 10 0 8.4-12 10-2-2 10- -12 1-6-0 -4- 6-6-12 1-9-6 0- -10 Plate Offsets X Y -- 1:0-1-4,0-0-2 LOADING I psf) SPACING- 2-0-0 - -- - CSL- - DEFL. -. in (loc) I/deft - - Lld PLATES GRIP ' - TCLL- 20.0 Plate Grip DOL 1.25 TC -0.52 Vert(LL) 0.22 7-8 >456 240 MT20- - 244/190 TCDL Lumber DOL .1.25 BC 0.62 Vert(CT) -0.23 7-8 >439 180 - BCLL 17.0 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) -0.02 5 n/a n/a BCDL 0.0 Code FBC2017ITP12014 Matrix-MSH Weight: 45 lb FT = 20% LUMBER- ' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOI D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIO'S. (lb/size) 5=169/Mechanical, 6=124/Mechanical, 8=459/0-8-0 (min. 0-1-8) Max Horz 8=261(LC 12) j Max Uplift5=-135(LC 12), 6=-92(LC 12), 8= 148(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-12=-271/75 BOT CHO D 7-8=-374/265 WEBS 3-7=-326/459 NOTES- 1(6) 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR S1 (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-2-0 zone;C-C for members and forces & MWFRS for reactios shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This tr ss 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 betwee . the bottom chord and any other members. 4) Refer tc igirder(s) for truss to truss connections. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 5=135, 8=148. 6) "This m inufactured product is designed as an individual building component. The suitability and use of this component for any particular building's the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard o I� russ russ ype tY Y 1 333290 EJOS Jack -Partial 6 1 Job Reference o tional _ - _ .. _____ . ..... _ _ o"• n onn . ne.. 11 9m a Print- e200 s Mar 11 2018 MiTek Industries, Inc. Wed Jun 20 16:39:34 2018 Page 1 nuncers rrce, r arW., namvny,,,.. ID:OauP.y01Dy8rygvii ay z avq p _ 6-0-0 6-0-0 3 6 ST1.5x8 STP= 3x6 11 I'I f) SPACING-- - - - 2-0-0.- CSI. DEFL. - - in (loc) .. Well L/d- .LOADING TCLL-- 0.0 Plate Grip DOL 1.25 TG 0.48 Vert(LL) 0.03 4-5 _>999 240 TCDL �7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.03 4-5 >999 180 BCLL Rep Stress Incr YES WB 0.12 Horz(CT) -0.06 3 n/a n/a BCDL ,0.0 ,0.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- lid TOP CHO D 2x4 SP No.2 BOT CHOP 1D 2x4 SP No.2 WEBS ii 2x4 SP No.3 REACTION". (Ib/size) 3=89/Mechanical, 4=33/Mechanical, 5=318/0-8-0 (min. 0-1-8) Max Horz 5=152(LC 12) Max Uplift3=-108(LC 12), 4=-9(LC 12), 5=-102(LC 12) Max Grav3=89(LC 1), 4=66(LC 3), 5=318(LC 1) i FORCES. lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-316/134 BOT CHO .D 1-5=-116/281 WEBS I1 2-5=-242/410 Scale =121.0 PLATES - GRIP MT20 - 244/190 Weight: 20 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or-6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1(6) 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR ;(envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 5-11-4 zone;C-C for members and forces & MWFRS for reaction shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live -load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee I the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=108, 5=102. �1 6) "This rrnufactured 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." LOAD CASE(S) Standard o i I cuss russ I ype Qty Y 1433290 HJ01 Diagonal Hip Girder 2 1 o tional Job Reference =] I....I vnr, .....1..0 ....... — ID:OI D:O auP?y01Dy8rygviifayFUz540A-GtwWavgXUpWbA2rDva178Ps qo se8 _s g i 0 PZal 2x4 II 5-1 LOADING "psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL- 0. 0__ Plate Grip DOL . 1.25 - TC - 0.46 Vert(LL) -0.04 4-5 >999 240 - TCDL I7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 4-5 >962 180 BCLL ;0.0 ' Rep Stress Incr NO WB 0.05 Horz(CT) -0.05 3 n/a n/a BCDL {{0.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHO D 2x4 SP No.2 BOT CHO D 2x4 SP No.2 WEBS 11 2x4 SP No.2 Scale=1:19.7 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. (lb/size) 3=126/Mechanical, 4=47/Mechanical, 5=446/0-11-5 (min. 0-1-8) Max Horz 5=152(LC 4) Max Uplift3= 127(LC 4), 4=-3(LC 4), 5— 186(LC 4) Max Grav3=126(LC 1), 4=93(LC 3), 5=446(LC 1) FORCES. ;(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-351 /280 NOTES- 1,(8) 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR ((envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This tress 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 Ithe bottom chord and any other members. 4) Refer to,glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 4 except at=lb) 3=127, 5=186. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 43 lb up at 5-7-14, and 27 16 down and 43 lb up at 5-7-14 on top chord, and 0 lb down and 13 lb up at 5-7-14, and 0 Ito down and 13 lb up at 5-7-14 on bottom c1hord. The design/selection of such connection device(s) is the responsibility of others. 7) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This m �nufactured product is designed as anindividual 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." LOAD CA E(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform'Loads (pit) ert: 1-3=-54, 4-6=-20 pI II rus$ I runs I ype Y 1433290 I HJ02 Diagonal Hip Ginter 1 1 Job Reference (optional) en9•35 om Builders First , urce, Tampa, Plant City, Flonda 33565, Isabel Pinon nun: 8.200 s ry ©r 11 201 n nun. o.2CO s ,.,ar it 20 a �.�� " ,.�....,.,, �., •....... . 1 ID:OauP?y01Dy8rygviifayFUz54OA-k3UupFr9F6eSnBOPTHYMhdP2dCpGN41LDVJyeCoz4 Vs 6 4-8 12-4-6 14-0-14 6-4-8 5-11-14 2-0-8 Scale=1:27.0 2x4 11 2-1-1 6-1 6-4-8 12-4-6 14-4-2 14 -14 2-1-1 5-1 3-9-12 5-11-14 1-11-12 0- -12 Plate Offs 'ts X,Y -- 1:0-2-10,Ed e , 7:0-3-8,0-4-0 LOADING 6f) SPACING- 2-0-0 CSI. DEFL: in (loc)- I/defl-- Ud PLATES- GRIP TCLL 20.0 Plate Grip DOL 1.25 -TC 0.77 Vert(LL) 0.39 7-8 >366 240. -MT20 - 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.37 7-8 >386 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 ,1 Code FBC2017fTP12014 Matrix-MSH Weight: 75 lb FT = 20%a LUMBER- BRACING - TOP CHO;I D 2x4 SP Nc.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO D 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1S. Installation guide. REACTIO (lb/size) 5=74/Mechanical, 6=668/Mechanical, 9=740/0-11-5 (min. 0-1-8) Max Horz 9=260(LC 22) Max Uplift5=-36(LC 4), 6=-607(LC 4), 9= 419(LC 4) Max Grav5=75(LC 3), 6=668(LC 1), 9=740(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO ; D 1-2=-753/575, 2-12=-787/593, 3-12= 726/584 BOT CHO D 1-9=-517/714, 9-16=-730/714, 8-16=-730/714, 8-17— 730/714, 17-18=-730/714, 7-18=-730/714 WEBS 3-8=-122/287, 3-7=-762/779, 4-7=-378/519 NOTES- 11(8) 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR(envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t 1 ss 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 betwee I the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=607, 9=419. 6) Hanger s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 43 lb up at 5-7-14, 27 lb d nand 43 lb up at 5-7-14, 51 lb down and 106 lb up at 8-5-13, 51 lb down and 106 lb up at 8-5-13, 81 lb down and 163 lb up at 11-3-12 and 81 lb down and 163 lb up at 11-3-12, and 96 lb down and 190 lb up at 12-8-12 on top chord, and 0 lb down and 13 lb up at 5-7-14, lb down and 13 lb up at 5-7-14, 27 lb down and 19 lb up at 8-5-13, 27 lb down and 19 lb up at 8-5-13, 49 lb down and 28 lb up at 11-311y2, 49 Ib down and 28 lb up at 11-3-12, and 68 lb down and 29 lb up at 12-8-12, and 68 lb down and 29 lb up at 12-8-12 on bottom hord. The design/selection of such connection device(s) is the responsibility of others. 7) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This m nufactured 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." II LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform�;ILoads (pit) Vert: 1-5=-54, 1-6=-20 Continued On page 2 Job i russ russ ype Y Y 1433290 HJ02 Diagonal Hip Girder 1 1 Job Reference (optional) i— wm.hin 2n 7 R•39.35 2nm Paae 2 eumers LOAD ID:OauP?yOlDy8rygviifayFUz54OA-k3UuoFr9F6eSnBQPTHYMhdPZdCpGN41 LDWyeCoz4LVs Standard Loads (Ib) 13=-25(F=-12, B=-12) 14=-135(F=-67, B=-67) 15=-95(F) 17=-9(F=-5, B= 5) 18=-67(F— 33, B=-33) 19=-90(F= 45, B=-45) 1433290 GABLE 12 I 1 9-4-4 44 - --- , - -, - 18-8-8 9-4-4 9 4-4 46 = 6 3x4 = 19 18 17 16 15 14 13 12 3x4 = 3x4 = Scale =137.9 LOADING 'psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 0.0 Plate Grip DOL - 1.25 TC 0.09 Vert(LL) - n/a n/a 999 MT20 - --244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a n/a 999 - BCLL 0.0 ' Rep Stress Incr YES WB 0.08 - Horz(CT) 0.00 10 n/a n1a BCDL i10.0 Code FBC2017/TP12014 Matrix-SH Weight: 93 lb FT = 20% LUMBER - TOP CHO D 2x4 SP No.2 BOT CHO D 2x4 SP No.3 OTHERS 2x4 SP N0.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO',S. All bearings 18-8-8. (b) -Max Horz 1=-228(LC 8) 11 Max Uplift All uplift 100 lb or less at joint(s) 11, 2, 10 except 1— 169(LC 10), 17=-125(LC 12), 18=-112(LC 12), 19=-147(LC 12), 15=-123(LC 13), 13= 113(LC 13), 12=-146(LC 13) i Max Grav All reactions 250 lb or less at joint(s) 1, 11, 2, 16, 17, 18, 19, 15, 13, 12, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=-274/291 NOTES (11) 1) Unbalaf ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FR (envelope) and C-C Exterior(2) 0-3-5 to 3-4-4, Interior(1) 3-4-4 to 9-4-4, Exterior(2) 9-4-4 to 12-4-4 zone;C-C for members and forces I MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable E nd Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All platEs' are 2x4 MT20 unless otherwise indicated. 5) Gable r quires continuous bottom chord bearing. 6) Gable s tuds spaced at 2-0-0 oc. 7) This tru"s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This t ss 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 betwee " the bottom chord and any other members. 9) Provide i'mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 2, 10 except Qt=lb) 1=169, 17=125, 18=112, 19=147, 15=123, 13=113, 12=146. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building desig er. 11) "This " anufactured product is designed as an individual building component. The suitability and use of this component for any partic ar building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard o n russ Truss ype tY Y 1433290 PB02 Piggyback 26 1 Job Reference (optional) DMu— ID:OauP?y01Dy8rygviitayFUz54OA-gSceDxtOnkuAlVaoaiagm2U_BOVIr4Odg(RlHgz4 Vq ' 9-4_4 18-8-8 9-4-4 9-4-4 46 = 4 3x4 = 11 14 10 15 9 8 3x4 = 2x4 11 2x4 11 3x4 = 2x4 11 Scale =127.9 11 1 18-8-8 LOADING I sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . -0.45 Vert(LL) -0:00 = 7 n/r . 120 MT20 , --244/190 TCDL . 7.0 - Lumber DOL 1.25 BC 0.52 Vert(CT) - -0.00 7 n/r --120 - BCLL �0.0 ' _ Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 6 n/a n/a BCDL 110.0 Code FBC20171TPI2014 Matrix-SH Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOIJI) 2x4 SP No. BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. All bearings 17-1-14. - Max Horz 2=228(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 6 except 11=-341(LC 12), 8=-341(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 10=523(LC 19), 11=511(LC 19), 8=510(LC 20) FORCES. �(Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 11 3-11= 554/451, 5-8= 554/451 NOTES- ((8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: A 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FR I(envelope) and C-C Exterior(2) 0-3-5 to 3-4-4, Interior(1) 3-4-4 to 9-4-4, Exterior(2) 9-4-4 to 12-4-4 zone;C-C for members and forces 8'MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gabler quires continuous bottom chord bearing. 4) This tru 's has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tr J ss 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 betwee 'Ithe bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 6 except (jt=lb) 11=341, 8=341. 7) See Sta .'dard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building 8) "This ma nufactured 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." LOAD CASES) Standard Job I russ russ ype y 1433290 Toll Roof Special Supported Gable 2 1 Job Reference c tional ., .... . r„r.,. �, oma nn�re4 In.ru�rdoe Inr• Ww1.Lm 2n tA�39�3A 2n1A pace 1 cunaers irce, —I1pd, rinnr -ny, r""" w-w, ....... ...... - ID:OauP?yOlDy8ryqviifayFUz54OA-8eAOQHu2XI 0 1 ef9-8P53JF1 APQtFaXUnvUBlpbz4LVP 9-8-0 16-0-11 17-10-0 9-8-0 64-10 Jx4 = 46 = 5 Scale = 132.8 a 19 18 1716 15 14 13 12 11 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL: in (loc) I/dell Ud PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB -0.15 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 89 lb FT = 20% LUMBER- II TOP CHO D 2x4 SP No.2 BOT CHO D 2x4 SP No.2 WEBS I 2x4 SP No.3 OTHERS 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIOI S. All bearings 16-4-0. ( b) - Max Horz 19=226(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) except 11=-105(LC 20), 17=-178(LC 12), 18— 109(LC 21), 19=-299(LC 12), 14= 170(LC 13), 13=-132(LC 13), 12= 223(LC 13) Max Grav All reactions 250 lb or less at joint(s) 11, 15, 17, 18, 14, 13 except 19=451(LC 1), 12=262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-19=-131/300 WEBS 4-17=-143/323, 2-19— 269/519, 6-14— 121/315 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR '' (envelope) gable end zone and C-C Corner(3) 0-0-0 to 3-0-0, Exterior(2) 3-0-0 to 9-8-0, Corner(3) 9-8-0 to 12-8-0, Exterior(2) 16-0-111Ito 17-8-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss esigned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable nd Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provid ladequate drainage to prevent water ponding. 5) All plat Is are 2x4 MT20 unless otherwise indicated. 6) Gable i suds spaced at 2-0-0 oc. 7) This tr ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This t uss 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 betwee ri the bottom chord and any other members. 9) Providdl mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 11, 178 lb uplift at joint 17, 10 Ib uplift at joint 18, 299 lb uplift at joint 19, 170 lb uplift at joint 14, 132 lb uplift at joint 13 and 223 lb uplift at joint 12. 10) Non tandard bearing condition. Review required. 11) "This , anufactured product is designed as an individual building component. The suitability and use of this component for any partic lar building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CA II E(S) Standard Job III russ russ I ype Qty 1 1433290 T02 Roof Special 2 1 Job Reference (optional) MUCUS urce, rarnpa, Warn-1y, I-- ooavo,.cuw. �„w, .........._............ .. ._....... _.____..._. .. _ _._ ID:OauP?y0IDy8rygviifayFUz54OA-8eA_0OHu2X101ef9_8P53JF14fOpgaWknvUBIp6z4 Vp 9_8_0 15-1-1 17-10-0 9-8.0 5-5-0 2-8-15 4x6 = 3 3x4 = ST1.5x8 STP= 3x4 = ST1.5x8 STP= 3x6 11 6x8 = Lb N Scale = 1:34.9 1-6-0 1 10 0 9-8-0 15-1-1 17-10-0 1-6-0 -4- 7-10-0 5-5-0 2-8-15 Plate Offsets X,Y - 1:0-1-4,Ed e LOADING Psf) SPACING- 2-0-0 CSI. DEFL. - in (loc) - I/defl --- Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 -TC 0.79 Vert(LL) -0.12 6-8 >999 - 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.26 6-8 >734 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHOI1D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except BOT CHOI D 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=579/0-8-0 (min. 0-1-8), 9=730/0-8-0 (min. 0-1-8) Max Horz 9=161(LC 12) Max Uplift6=-248(LC 13), 9=-307(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO ID 1-2= 442/113, 2-13=-672/419, 13-14=-560/432, 3-14= 555/446, 3-15=-559/471, 4-15=-621/460 BOT CHO D 1-9=-185/500, 8-9=-344/500, 7-8=-454/566, 6-7= 454/566 WEBS 3-8=-8/311, 4-6=-697/598, 2-9= 576/679 I NOTES- i(7) 1) Unbala ced roof live loads have been considered for this design. 2) Wind: A S CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR 'I(envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-8-0, Exterior(2) 9-8-0 to 12-8-0, Interior(1) 15-1-1 to 17-8-4 zone;C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This tr , ss 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 betweer the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 6 and 307 lb uplift at joint 9. 7) "This m nufactured product is designed as an individual building component. The suitability and use of this component for any particular building iIS the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CA E(S) Standard o II Truss russ ypeJ Y Y 1433290 T03 Roof Special 1 1 Job Reference (optional) . .. .. .... .. .. 1N...1 M1�n �lR 1C•'�A•90 •JfltA D� = 1 uumem oorce, ianipa, ridF IL 1y, r,uoua ,. ID:OauP?y01Dy8rygviifayFUz540A-crjPeduglLBtGpjAi7clrSaFMp96Jxmw88wrLZz4 Vo g_8.0 14-1-1 17-10-0 9-8-0 4-5-0 3-8-15 46 = 3 N 3x4 = ST1.5x8 STP= 3x4 — ST1.5x8 STP= 3x6 II 5x6 = 17-10-0 Scale = 1,34.9 Plate Offs II 11-6-0 is X, -- 1:0-1-4,Ed e 8-2-0 LOADING Ipsf) SPACING- 2-0-0 - -- CSI. DEFL in (loc) , I/defl- -L/d- PLATES----- GRIP - TCLL- 20.0 Plate Grip DOL 1.25 TC 0.79 __ Vert(LL) -0.12 6-8 >999 240= MT20 244/190 TCDL 7.0 — Lumber DOL .1.25 BC 0.63 Vert(CT) -0.26 6-8 >727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 81 lb FT = 20 LUMBER- �I BRACING - TOP CHOF D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except BOT CHOF D 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S. (lb/size) 6=579/0-8-0 (min. 0-1-8), 9=730/0-8-0 (min. 0-1-8) Max Horz 9=177(LC 12) Max Uplift6= 252(LC 13), 9=-304(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=-439/103, 2-13=-670/412, 13-14=-557/425, 3-14=-553/438, 3-15= 556/476, I4-15=-605/465 BOT CHO D 1-9=-180/498, 8-9=-368/498, 7-8— 472/578, 6-7=-472/578 WEBS 3-8=-33/318, 4-6= 682/581, 2-9=-580/683 NOTES- 7) 1) Unbalan:ad roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR !;(envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-8-0, Exterior(2) 9-8-0 to 12-8-0, Interior(1) 14-1-1 to 17-8-4 zone;C- for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide Idequate drainage to prevent water ponding. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide i echanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 6 and 304 lb uplift at joint 9. 7) "This m ,ufactured product is designed as an individual building component. The suitability and use of this component for any particular buildings the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." J LOAD CAS,EM Standard o ri russ cuss ype Y 1433290 T04 Common Girder 1 2 Job Reference (optional Builders Tampa, Plant City, Florida 33555, Isabel Vinon nun: a.zuu s mar . , c 1 o rnm. 8.200 5 , 1 i cu 1 o ­-,— ­­, ..—,.Ur. �.. �..,..... - , ID:OauP?y01DyBrygviifayFUz54OA-41Hnrzvl3fGkuzlMFg8XOg6N6DX12Fu4MogPt?z4 Vn 2-11-0 5-6-8 8-2-0 10-9-8 13-5-0 16 4-0 2-11-0 2-7-8 2-7-8 2-7-8 2-7-8 2-1 1-0 7x• 4x6 11 Scale =132.3 uv i i ST1.5x8 STP= 6x8 = 7x10 II 2-11-0 5-6-8 8-2-0 10-9-8 13-5-0 1 6-4-0 2-11-0 2. _82-7.8 2-7-8 2-7-8 2-11-0 Plate Offs is X,Y -- 1:0-4-8,0-0-1 , 6:0-0-0 0-0-0 , 7:0-0-0,0-0-0 , 9:0-0-0,0-0-0 9:0-8-4,0-0-2 , 11:0-3-8,0-4-8 , 13:0=3-8 0-4-8 LOADING 11 PSI) SPACING-- 2-0-0 CSI. DEFL. in (loc) Udell . Ud PLATES GRIP — TCLL -- 0:0 Plate Grip DOL - 1.25 TC 0.98 -Vert(LL) -0.07 11 >999 .240 MT20 - 244/190 TCDL Lumber DOL 1.25 BC 0.50 Vert(CT) --0.13 11 >999 180 MT20HS 187/143 ��,7_0 BOLL. 0.0 ' Rep Stress Incr NO WB 0.86 Horz(CT) 0.03 9 n/a n/a '— BCDL �0.0 Code FBC2017/TP12014 Matrix-SH Weight: 236 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHOF�D 2x6 SP M 26 WEBS it 2x4 SP N0.3 SLIDER i Left 2x8 SP 2400F 2.0E 1-8-7, Right 2x8 SP 2400F 2.0E 1-8-7 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=4258/0-8-0 (min.0-1-13),9=5287/0-8-0 (min.0-2-4) Max Horz 1=98(LC 26) Max Upliftl=-1600(LC 8), 9— 1938(LC 9) Max Grav 1=4319(LC 2), 9=5363(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOF D 1-2=-5935/2181, 2-3=-5984/2227, 3-4=-6079/2257, 4-5— 5225/1960, 5-6=-5228/1961, j 6-7=-6733/2453, 7-8=-7254/2633, 8-9=-7177/2577 BOT CHOF D 1-16=-1884/5021, 15-16=-1884/5021, 14-15=-1884/5021, 13-14=-1884/5021, 13-17=-1984/5479, 12-17=-1984/5479, 12-18=-2105/6079, 11-18=-2105/6079, 11-19=-2139/6101, 10-19=-2139/6101, 10-20=-2139/6101, 9-20— 2139/6101 WEBS 3-15=-109/280, 3-13=-217/613, 4-13=-462/1248, 4-12=-13891613, 5-12=-1662/4540, 6-12=-2384/911, 6-11=-776/2298, 7-10=-385/1094 NOTES- (10) 1) 2-ply tru s to be connected together with 10d (0.131 "x3") nails as follows: Top cho�ds connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom c �orbs connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs cc nnected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads!are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connecti ns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalan "ed roof live loads have been considered for this design. 4) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) All plate Tare MT20 plates unless otherwise indicated. 6) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This tr ss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 1600 lb uplift at joint 1 and 1938 lb uplift at joint 9. 9) Hanger() or other connection device(s) shall be provided sufficient to support concentrated load(s) 972 lb down and 367 lb up at 2-3-4, 972 lb d wn and 367 lb up at 4-3-4, 972 lb down and 367 lb up at 6-3-4, 972 lb down and 367 lb up at 8-3-4, 1530 lb down and 524 lb up at 10 3-4, and 1597 lb down and 558 lb up at 12-3-4, and 1621 lb down and 587 lb up at 14-3-4 on bottom chord. The design/s election of such connection device(s) is the responsibility of others. 10) "This m' nufactured product is designed as an individual building component. The suitability and use of this component for any particul "r building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." o u 1 russ russ ype ty y 1433290 T04 Common Girder 1 2 Job Reference o tional Wxl .lun 20 16[39:40 2018 Pane 2 Y Y rYQ Y 4 9 - ID:OauP? OID 8 virfa z - nm uz u LOAD CAS�(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform loads (pit) ert: 1-5— 54, 5-9=-54, 1-9=•20 Content ated Loads (lb) Wert: 14=-934(F) 12=-934(F) 16=-934(F) 17=-934(F) 18= 1476(F) 19= 1536(F) 20= 1588(F) Job I russ cuss I ype Ply 1433290 T05 Roof Special 1 1 Job Reference (Optional) oU11Ut ri st uum . r arnpa, rant lacy, rlurlua aauoa, r uui rnnurt nun: a.4uu s mar t t 4v i a rrnit: a.4uv s Mart t eu to MI t eK IWusines, Inc. VYea Jun zU 1 b3u:41 zula ra e 1 , ID:OauP?y01Dy8rygviifayFUz54OA-YDr921wwgyObV6tZpYfmxtfbsdranrGDbSPyORz4 Vm r 9-8-0 14-1-1 17-10-0 9.8-0 4-5-0 3-8-15 US = 3 3x4 = ST1.5x8 STP= 3x4 = ""' — 5x6 = 3x6 11 Scale=1:33.8 1-6.2 9-8.0 17-10-0 i 1-6-0 8-2-0 8-2-0 Plate Offs is X,Y -- 1:0-1-4;Ed e LOADING (psf)' SPACING- 2-0-0 CSI. DEFL in, (foc) I/dell Ud - PLATES GRIP TCLL '20.0 -Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.12 6-8 >999 240 MT20- -. 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.26 6-8 >727 180 BCLL- ' 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 6 n/a n/a BCDL il 0.0 Code FBC2017/TP12014 Matrix-MSH Weight: 81 lb FT = 20% LUMBER -'I BRACING - TOP CHO i D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 cc purlins, except BOT CHO D 2x4 SP No.2 end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIOIVS. (lb/size) 6=579/Mechanical, 9=73010-8-0 (min. 0-1-8) Max Harz 9=177(LC 12) Max Uplift6=-252(LC 13), 9=-304(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOI D 1-2=-439/103, 2-13— 670/412, 13-14=-557/425, 3-14=-553/438, 3-15=-556/476, 4-15=-605/465 BOT CHORD 1-9=-180/498, 8-9=-368/498, 7-8=-472/578, 6-7= 472/578 WEBS III 4 3-8=-33/318, -6=-682/581, 2-9=-580/683 NOTES- il(8) 1) Unbala ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-8-0, Exterior(2) 9-8-0 to 12-8-0, Interior(1) 14-1-1 to 17-8-4 zone;C C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water ponding. 4) This tru"s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t 'uss 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 betwee the bottom chord and any other members. 6) Refer t girder(s) for truss to truss connections. 7) Pro vide,ImechamcaI connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 6 and 304 lb uplift at joint 9. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular buildin `�s the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CA E(S) Standard Job i Iruss russ Type Y Y 1433290 T05A Jack -open Girder 1 �J.b erence o tional 11 9n1a Mi7ek Industries_ Inn- Wed Jun 20 16:39:422018 Page 1 cuuoers au iya, rmw ..ny, .......a — ............ID:OauP?y01Dy8rygviifayFUz54OA-1OP ex u u q y 3-3-6 3-3-6 E 3x4 II ST1.5x8 STP= 3.00 12 Scale = 1:19.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL- 20.0 Plate Grip DOL . 1.25 TC - 0:30 Vert(LL) 0.05 3-4 >790 240 - MT20 - 244/190 - TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.07 3-4 >557 180 BCLL 0.0 ' Rep Stress Incr _ NO WB 0.00 Horz(CT) -0.10 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weighty 13 lb FT = 20% LUMBER -II BRACING - TOP CH&D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins, except BOTCH RD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO MS. (lb/size) 4=385/0-8-0 (min. 0-1-8), 2=101/Mechanical, 3=301/Mechanical Max Horz 4=39(LC 4) Max Uplift4— 147(LC 4), 2=-90(LC 4), 3=-134(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: i 0mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This tr I ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This russ 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 betwe h the bottom chord and any other members. 4) Refer t girder(s) for truss to truss connections. 5) Provid ' mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 4, 90 lb uplift at joint 2 and 13, lb uplift at joint 3. 6) Hange (s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 559 lb down and 272 lb up at 1-8-12 on b4 m chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This Manufactured product is designed as an individual building component. The suitability and use of this component for any particular buildin is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead 1 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform'Loads (plf) II Vert: 1-2=-54, 3-4= 20 Conce trated Loads (lb) Vert: 5=-559(F) Job q Truss Truss Type Qty Fly 1433290 T06 Roof Special Girder 1 3 Job Reference o tional nn� a — .. .. .,. n \ . I—..o Inn wm -i— gn 1 A•RQ•d.4 9r11 A Pan. 1 ounoers r - ID:OauP?y01Dy8rygviifayFUz540A-VcrvT_xAMaeJlOtxxzh 0 y al mu z 4-8-8 9-3-4 13-9-15 _ 18-6-7 21-1%0 25-1-8 30-0-0 4-8-8 4-6-12 4-6-12 4-8-8 3-3-8 3-3-8 4-10-8 6.00 12 4x6 II 6x12 MT20HS= 6x8 = 2x4 II 5x12 = 5x6 WB= 2x4 II 1 2 3 5 18 19 15 20 21 22 14 2324 2526 73 12 27 1617 3x8 MT20HS II 8x14 MT20HS = 3x6 II 8x10 =8x14 MT20HS ST1.5x8 STP= 7 28 11 10x12 = Scale = 1:54.7 5x8 = 2x4 11 8 9 TA c%) 10 ST1.5x8 STP= 7x10 = Plate Offs'ets X,Y -- 4:0 3-O,Ed e , 8:0-5-0,0-3-0 , 110:Ed e,0-5-4 , 11:0-6-0,0-5-4 , 13:0-5-0,0-6-4 , 14:0-4-8,0-1-8 , 15:0-5-12,0-4-0 LOADING,, psf) SPACING- 2-0-0- CSI.. DEFL. - in (loc) I/defl Ud PLATES GRIP- TCLL 120.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.43 11-13 >829 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 -BC 0.72 Vert(CT) -0.75 11-13 >477 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO. WB 0.99 Horz(CT) 0.09 10 n/a n/a BCDL 1110.0 Code FBC2017lTP12014 Matrix-SH Weight: 648 lb FT = 20% LUMBER-; BRACING - TOP CH D 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, 'I T1,T2: 2x4 SP M 31 except end verticals. BOTCHC9D 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 'Except' W2: 2x4 SP No.1, W5:2x4 SP No.2 OTHERS11 2x4 SP No.3 REACTIONS. (lb/size) 16=10115/0-8-0 (min. 0-2-13), 10=7629/0-8-0 (min. 0-2-2) Max Horz 16=34(LC 7) Max Upliftl6=-4243(LC 8), 10= 2864(LC 8) FORCES.', (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH �tD 1-16= 9058/3793, 1-2=-13266/5501, 2-3= 13266/5501, 3-4=-27257/10669, 4-5=-27257/10669, 5-6— 27257/10669, 6-7=-14302/5407, 7-8=-14300/5421 BOT CH D 15-20=-9280/22960, 20-21=-9280/22960, 21-22— 9280/22960, 14-22= 9280/22960, 14-23=-9280/22960, 23-24=-9280/22960, 24-25=-9280/22960, 25-26= 9280/22960, 13-26=-9280/22960, 12-13=-8875/22904, 12-27=-8875/22904, 27-28=-8875/22904, 11-28— 8875/22904, 10-11=-4417/11658 WEBS 1-15=-6580/15883, 3-15=-11705/4526, 3-14=-1360/3346, 3-13=-1714/5188, 6-13=-2236/5275, 6-11 =_1 3836/5536, 7-11=-4677/12456, 8-11=-597/1686, 8-1 0=-1 3856/5250 NOTES- (11) 1) 3-ply t ss to be connected together with 10d (0.131 "x3") nails as follows: Top ch rds connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs onnected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loa s are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connec i,ions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbala Iced roof live loads have been considered for this design. 4) Wind: ISCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR 33 (envelope); Lumber DOL=1.60 plate grip DOL=11.60 5) ProvidE adequate drainage to prevent water ponding. 6) All plats are MT20 plates unless otherwise indicated. 7) This In. 'ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This t ilss 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. 9) ProvidE mechanical connection (by others) of truss to bearing plate capable of withstanding 4243 Itouplift at joint 16 and 2864 lb uplift at joint 10 . page 2 o i russ Truss Type ty y 1433290 TO6 __ Roof Special Girder .. .... ....... 1 3 .............n__..nnnn_.I_-.. Job Reference o tional nn.n ��:r�l. l...l......:.... I.... 1�I�a I. •.. 7n �C••]D•A•]�ll11C Dnnn'l Builders Firs Source, Tampa, Plant Olty, hionaa 39bbb, isaoei Anon ".i.. o.� LI •.. • •••- - - - ID:OauP?y0lDySrygviifayFUz54OA-VczvT_xAMaeJlQlxxzhE0lkxyRVhFajW2mu3UKz4 Vk NOTES- j(11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 93 lb up at 13-7-4 on top chord, and 631 lb down and 241 lb up ai 0-8-12, 105 lb down and 140 lb up at 2-1-12, 105 lb down and 140 lb up at 2-6-4, 627 lb down and 245 lb up at 2-8-12, 105 lb down and 140 lb up at 4-6-4, 627 lb down 'end 245 lb up at 4-8-12, 105 lb down and 140 lb up at 6-6-4, 757 lb down and 324 lb up at 6-8-12, 1477 lb down and 524 lb up at 7-11-4, 105 lb down and 140 lb up at 8-6-4, i1477 lb down and 524 lb up at 9-11-4, 105 lb down and 140 lb up at 10-6-4, 1477 lb down and 524 lb up at 11-11-4. 105 lb down and 140 lb up at 12-6-4, 281 lb down and 1 4 lb up at 13-7-4, 1477 lb down and 524 lb up at 13-11-4, 1477 lb down and 524 lb up at 15-11-4, 1486 lb down and 526 lb up at 17-11-4, and 1486 lb down and 526 lb up !t 19-11-4, and 1486 lb down and 526 lb up at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This 'i anufactured 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." LOAD CA E(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform (Loads (plf) Vert: 1-6=-54, 6-7=-54, 7-8= 54, 8-9=54, 10-16=-20 Conce trated Loads (lb) Vert: 12=-1477(B) 15=-732(B=-627) 13=-1758(F= 281, B=-1477) 5= 47(F) 11— 1486(B) 17=-631(B) 18=-105 19— 732(B=-627) 20— 862(B=-757) 21= 1477(B) 22=-105 23= 1477(B) 24=-105 25=-1477(B) 26=-105 27= 1486(B) 28=-1486(B) o II russ Truss Type Y y 1433290 T07 Hip Girder 1 1 Job Reference (optional) i.,,. we.t i,,.. �n ta•ao•ee �mn a��o t tlu l0ers rirsrource, T ampa, ream uny, nunoa uo—, naum rui�u III 6-0-0 1 ID:OauP?y01Dy8rygviifayFUz54OA-zoXlhKyp7tmAMac8UgCTYWH7zgsW_CbfHOeclmz LVj Scale=1:34.8 5x8 = 2x4 II 5x8 = I 3 14 15 4 16 17 5 6.00 JL2 2x4 11 3 At, 4 11 e 2 7 1 m Io 3x4 1171, 12 18 19 11 20 10 21 9 e e 3x413 = ST1.5x8 STP= 2x4 11 3x8 = 3x4 = 2x4 11 8 ST1.5x8 STP= i 3x6 11 3x6 II 6-0 110 0 6-0-0 10-8-0 15-4-0 19-6-0 1 -1 -0 21-4-0 4-2-0 4-8-0 4-8-0 4-2-0 4- Plate Offsets X,Y -- 3:0-6-0,0-2-8 , 5:0-6-0 0-2-8 , 7:0-1-4 0-0-2 LOADING I I(psf) SPACING- 2-0-0 CSI. --- - DEFL. in (loc) Well Ud PLATES- GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.27 9-11 >794 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.28 11-12 >752 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(CT) -0.02 13 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-SH Weight: 95 Ito FT = 20% TOP CH I�iD 2x4 SP No.1 'Except' II T2: 2x4 SP No.2 BOT CH RD 2x4 SP M 31 WEBS 11 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIO S. (lb/size) 8=789/0-8-0 (min. 0-1-8), 13=789/0-8-0 (min. 0-1-8) Max Horz 8=62(LC 24) Max UpliftB= 678(LC 9),.13=-635(LC 5) Max Grav8=865(LC 2), 13=995(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6= 990/808, 6-7= 859/681, 3.14=-1386/1161, 14-15=-1386/1160, 4-15= 1386/1160, 4-16=-1386/1160, 16-17=-1386/1160, 5-17=-1386/1161, 1-2= 872/647, 2-3=-1052/819 BOT CHC D 1-13=-620/851,, 12-13=-620/851, 12-18=-612/846, 18-19= 612/846, 1.1-19=-612/846, 11-20=-627/829, 10-20=-627/829, 10-21=-627/829, 9-21=-627/829, 8-9=-635/834, 7-8= 653/834 WEBS 5-11=-556/665, 4-11=-442/464, 3-11— 520/645, 6-8=-412/407, 2-13=-486/342 NOTES- I (9) 1) Unbala ced roof live loads have been considered for this design. 2) Wind: 'SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provid( Iadequate drainage to prevent water ponding. 4) This tr ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t Puss 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 betwee 1 the bottom chord and any other members. 6) Provicic mechanical connection (by others) of truss to bearing plate capable of withstanding 678 lb uplift at joint 8 and 635 lb uplift at joint 13. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 214 lb down and 235 lb up at -27-4-0 89 Ito down and 108 Ito up at-29-4-12, 89 lb down and 108 lb up at-31-4-12, 89 lb down and 108 lb up at-32-7-4, 89 lb down and 101,Ito up at-34-7-4, 214 Ito down and 235 Ito up at-36-7-4, 117 Ito down and 241 lb up at 6-0-0, 51 Ito down and 111 lb up at 8-0-12 , 51 lb ilown and 111 lb up at 10-0-12, 51 lb down and 111 lb up at 11-3-4, and 51 lb down and 111 lb up at 13-3-4, and 131 lb down and 23 ,I Ito up at 15-4-0 on top chord, and 159 lb down and 12 lb up at-27-4-0, 66 lb down and 9 Ito up at-29-4-12, 66 lb down and 9 lb up at 1-4-12, 66 Ito down and 9 lb up at-32-7-4, 66 Ito down and 9 lb up at-34-7-4, 159 Ito down and 12 Ito up at-36-7-4, 66 lb down and 36 lb up at 6-0-0, 29 Ito down and 19 lb up at 8-0-12, 29 Ito down and 19 lb up at 10-0-12, 29 Ito down and 19 Ito up at 11-3-4, and 29 lb di "wn and 19 lb up at 13-3-4, and 66 lb down and 36 lb up at 15-3-4 on bottom chord. The design/selection of such connection device( ") is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This rr anufactured 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." �OAp C/ SE(S) Styclard 0ntmue on Daoe o i Puss Truss Type Fly 1433290 T07 Hip Girder 1 1 TJob Reference (optional) .A..e — wal M . 9n 1 n.Qa. d 9n1 A Pnnn 9 BuildersFirs Source, lampa, Plant ury, rionoa Jaobb, isaoei rmun ; z; .._.m....-.._I_. ID:OauP?y01Dy8rygviifayFUz54OA-zoXlhKypAMaciUgCTYW--H-7-zgsW_CbfHOeclmz LVj LOAD CA E(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor !Loads (plf) Vert: 5-7=-54, 3-5=-54, 1-3= 54, 1-7=-20 o u I russ I cuss I ype Y Y 1433290 T08 Hip 1 1 Job Reference (optional) Job I ^ \A/...i I.... 7l11C•'l0•AA o(ItA Penn 1 Punters nrsr ource, I alupd, rmr n —Y, nw n.a oow...aa.., . 1I ! c-i_n f 3 25 2x4 11 24 2 I 1 j 3x4 ST1.5x8 STP= 3x6 II IlUII. O.GVUi IYI I I �„I ID:OauP?y01Dy8ryq 2 13-4-0 1 3x4 = 2x4 11 4 22 5 12 11 3x4 = 3x8 = 6 3x4 = 23 0-0 JgCTYW H61gr0_ER1HOec1 mz4LVi ?1 -4-0 5-1-9 Scale=1:34.8 6.00112 2x4 7 \ 20 21 2x4 11 8 ru 3x4 = ST1.5x8 STP= 3x6 11 LOADING i(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.15 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.26 10-11 >826 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) -0.02 13 n/a n/a BCDL 0.0 Code FBC2017ITP12014 Matrix-MSH Weight: 92 lb FT = 20% LUMBER-1 BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CH 'ID 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS ; 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=789/0-8-0 (min. 0-1-8), 13=789/0-8-0 (min: 0-1-8) Max Horz 10=82(LC 9) Max Uplift10= 316(LC 13), 13=-316(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH D 6-7— 735/617,7-20=-660/641,20-21_ 700/634,8-21=-728/631,8-9=-500/361, 4-22= 662/622, 5-22=-662/622, 5-23=-662/622, 6-23=-662/622, 1-2=-498/361, 2-24=-727/630, 24-25=-698/634, 3-25=-660/641, 3-4=-737/617 BOT CHC D 1-13— 405/542, 12-13=-405/542, 11-12= 405/542, 10-11=-420/543, 9-10=-405/543 WEBS 8-10=-572/633, 2-13— 574/633 I NOTES- 1) Unbala ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FR 3 (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-0-0, Exterior(2) 8-0-0 to 17-6-15, Interior(1) 17-6-15 to 21-4-0 one;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water ponding. 4) This in. ss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This t Lss 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 betwee'I the bottom chord and any other members. 6) Providc mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 10 and 316 lb uplift at joint 13' 7) 'This rr anufactured product is designed as an individual building component. The suitability and use of this component for any particular buildin is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CA E(S) Standard p russ R155 ype ty y 1433290 T09 Hip 1 1 Job Reference (optional) _. nn o o ..... . r.n.,. omo \n{Tn4 lndue�Aoe Inr Wwl.hm 9n 1R•a9tns 9n1R Pane 1 ounuers r ID:OauP?y01Dy8rygviifayFUz54OA-R?5gugzRuBv1_ lllq I p z I 1-19-0 5-1-5 10-0-0 0-81 16-2-11 19-10-0 1-10-0 3-3-5 4-10-11 0-8- 5-6-11 3-7-5 ST1.5x8 STP= 3x6 II 3x4 = 2x4 11 4 5 63x4= 3x8 = OHS II ST1.5x8 STP= Scale=1:37.3 1-6-0 111010 10-8-0 1 a-i u-u III 1 6 0 4 8-10-0 9-2-0 Plate 0 'ets X Y -- 4:0-2-0,0-2-8 6:0-2-0,0-2-8 , 8:0-0-14,0-1-12 , 8:Ed e,0-3-8 , 9:0-0-0,0-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud --. PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.16 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.32 9-10 >673 180 MT20HS 187/143 BCLL I 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) -0.02 12 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix-SH Weight: 90 lb FT = 20% LUMBE , BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CH RD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. W4: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTI NS. (lb/size) 9=654/0-8-0 (min. 0-1-8), 12=803/0-8-0 (min. 0-1-8) Max Horz 9=123(LC 12) Max Uplift9=-268(LC 13), 12— 337(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 6-13=-655/568, 7-13=-689/552, 7-8=-831/684, 4-5=-585/584, 5-6=-585/584, 1-2=-593/419, IT 2-14=-795/651, 3-14=-767/660, 3-15=-689/532, 4-15=-655/548, 8-9=-545/507 BOT CHORD 1-12=-440/612, 11-12=-440/612, 10-11=-440/612, 9-10=-473/657 WEBS I 5-10=-58/327, 2-12=-543/564, 7-10=-133/256 1) Unba 2) Wind MWF 19-8- 3) Provi 4) All pll 5) This 1 6) ' Thk betw( 7) Provi 12. 8) "This (8) nced roof live loads have been considered for this design. %SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; S (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Exterior(2) 10-0-0 to 11-4-0, Interior(1) 15-6-15 to zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. as are MT20 plates unless otherwise indicated. iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. russ 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 n the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 9 and 337 lb uplift at joint lanufactured product is designed as an individual building component. The suitability and use of this component for any particular f is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 0I russ Truss Type y 1433290 ( T10 GABLE II 1 1 Job Reference (optional) aunaers v�smource, i ampa, ream wry, rwnua aenoo, -uei ruiuu _-. -- . -.--. _ -- . _ . • ID:OauP?y01DyBrygviifayFUz54OA-JmKBk1OxyOPTTLU5HDoeFZ�erdOfO_PRiLNi_z4 Ve 8-1-10 14-5-12 18-6-14 23-10-0 29-- 2 33-24 39-3-2 42.2.0 8-1-10 6-4-2 4-1-2 5-3-2 4-1-2 6-0-15 2-10-14 Scale=1:74.8 3x6 11 5x6 = 8.00 12 3x4 = 3x6 = 3x4 = 5x6 = 5x8 i 31 30 29 28 27 26 25 24 23 21 20 19 1817 14 " -- 13 75 22 76 77 6x8 = 5x8 - 5x8 = ST1.5x8 STP= 5x8 = 6x8 = 5x12 = li ,1-6-Oi 8-1-10 14-5-12 18.6-14 23-10-0 24-6O 29-1-2 33-2-4 42-2-0 1 6 0 6-7-10 6-4-2 4-1-2 5-3-2 0-8-0 4-7-2 4-1-2 8-11-12 Plate Offsets X,Y -- 4:0-4-4,0-2-4 , 8:0-2-2,0-1-8 9:0-4-4,0-2-4 , 10:0-4-12 0-0-4 , 13:Ed e,0-4-0 23:0-2-0,0-1-8 , 24:0-0-11,0-0-0 , 24:0-3-12,0-2-8 , 24:0-1112,0-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell - - L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.05 13-14 >999 240 MT20 244/190 TCDL .. 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.10 13-14 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) -0.01 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 521 lb FT = 20 LUMBER-1, BRACING - TOP CH D RD 2x4 SP No.2 TOP CHORD BOTCH RD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTX NS. All bearings 23-0-0 except Qt=length) 13=0-8-0, 16=0-3-8. lb) - Max Horz 31 =-426(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 29, 30 except 28=-336(LC 12), 24= 462(LC 12), 13= 520(LC 13), 17=-923(LC 8). 31=-296(LC 12) Max Grav All reactions 250 lb or less at joint(s) 18, 19, 20, 21, 23, 25, 26, 27, 29, 30 except 28=463(LC 23), 24=464(LC 23), 13=779(LC 20), 17=556(LC 24), 31=340(LC 19), 16=946(LC 18) FORCES' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH ) RD 2-70=-64/290, 8-9=-515/457, 9-10= 514/428, 11-13=-257/455 BOT CH 5 RD 1-31=-278/253, 30-31=-350/286, 30-75=-350/286, 29-75=-350/286, 28-29=-350/286, 27-28=-350/286, 26-27=-350/286, 25-26=-350/286, 24-25=-350/286, 23-24=-258/320, 22-23=-258/320, 22-76=-258/320, 21-76= 258/320, 20-21=-258/320, 19-20=-258/320, 19-77= 258/320, 18-77= 258/320, 17-18=-258/320, 16-17=-142/296, 15-16=-142/296, 15-78= 142/296, 14-78_ 142/296, 14-79=-144/335, 79-80=-1 44/335,13-80=-144/335 WEBS I 2-28=-517/362, 4-24=-308/215, 10-14=-160/272, 10-13=-725/389, 2-24= 234/350, 6-17=-298/353, 8-17- 546/450, 8-14= 209/401 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 16-17,14-16,13-14. 1 Row at midpt 4-24, 9-14, 6-17, 8-17, 5-24, 5-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 'I (11) 1) Unbal nced roof live loads have been considered for this design. 2) Wind: , SCE 7-10; Vult=160mph (3-se6ond gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF S (envelope) gable end zone and C-C Exterior(2) 0-2-0 to 4-4-10, Interior(1) 4-4-10 to 14-5-12, Exterior(2) 14-5-12 to 39-4-9, Intedo (1) 39-4-9 to 44-4-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provid R adequate drainage to prevent water ponding. 5) All pla as are MT20 plates unless otherwise indicated. 6) All pla es are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This tr ass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This {uss 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 betwe { the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provi o e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 30 except Qt=lb) „ _ 28=3_ ,6, 24=46�, 13=52Q 17=923, 31=296. o i russ cuss ype Y 1433290 T10 GABLE II 1 1 Job Reference (optional) Builders F`Kstsource, 1 arnpa, Plant Gny, rlonoa J3obb, Isabel rinun 1 f) "Thi manufactured product is designed as an individual building component. buil ;,ing designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard ID:OauP?y0lDy8rygviifayFUz54OA-JmKBWf6;y PTTLU5Hboe ZyerdOtO_PRiLNiz4_Ve The suitability and use of this component for any particular building is the responsibility of the ii Job russ I cuss I ype Uty my 1433290 T11 Piggyback Base 1 1 . nn.n —.. Job Reference (optional) .,. I I —v -- Indnerrine 1n wm.lun 7n 1Adi9•Fn 7nm Pnna i Dunuerb r u�ue. ,snipe, riaw vnr,, w�oww.., _ - ID:OauP?y01Dy8rygviitayFUz54OA-oyuZxN1ZjjXK5V3Hnc ton 8r q c g x z 1-10-0 8-5-12 14.5-12 20.5.7 27-2-9 33.2.4 38.11.-1 42.6.0 44-4.8 1-10.0 6-7-12 6-0-15.11-11 6-9-1 5-11-11 5.8-13 3-6-15 1-10.8 5x6 = 3x4 = 3x6 = 3x4 = 5x6 = 8-00 5-2 A 8 19 18 17 -. 13 -- - 1Z ST1.5x8 STP= 46 = 3x6 = 3x4 = 3x6 = 3x8 = 6x8 3x6 i 3x8 = 3x6 11 1-10-0 1-6-0 8-5-12 14-5-12 23-10.0 33-2-4 42-6-0 1-6-0 6.7-12 6-0-1 9-0.4 9-4-4 &3-12 Scale = 1:75A Plate Offsets X Y -- 1:0-2-3,Ed a 3:0-4-0,0-3-0 , 4:0-4-4 0-2-4 , 8:0-4-4 0-2-4 LOADIN �I (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/dell Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 - TC 0.71 Vert(LL) -0.24 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.42 15-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT). 0.07 12 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 285 lb FT = 20% LUMBE it BRACING - TOP CH D RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins, except BOTCH RD 2x4 SP No.2 'Except* end verticals. B2: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 6-0-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-17, 5-17, 9-12, 5-15, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACT) NS. (lb/size) 19=163510-8-0 (min. 0-1-15), 12=1608/Mechanical Max Horz 19= 348(LC 10) Max Upliftl9— 610(LC 12), 12=-567(LC 13) Max Grav 19=1635(LC 1), 12=1641(LC 2) FORCE ' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH D RD 2-22=-1887/1279, 3-22=-1854/1299, 3-4=-1771/1350, 4-5=-1559/1243, 5-6=-1662/1354, 11 6-7=-1662/1354, 7-8— 1309/1061, 8-9=-1484/1151, 10-12= 297/432 BOT CH D RD 18-19=-362/412, 17-18=-968/1613, 16-17_ 924/1615, 16-24=-924/1615, 24-25=-924/1615, 15-25= 924/1615, 15-26= 854/1538, 14-26=-854/1538, 14-27= 854/1538, 13-27=-854/1538, 13-28=-520/828, 28-29=-520/828, 12-29=-520/828 WEBS 2-19— 1618/1185, 4-17= 431/688, 3-17=-485/332, 5-17=-513/388, 8-13=-311/562, 9-13=-247/557, 9-12=-1589/1079, 7-15=-107/382, 7-13=-738/538, 2-18=-828/1405 NOTES- II (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind:IASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0-18; MWF I.S (envelope) and C-C Exterior(2) 0-0-0 to 4-3-0, Interior(1) 4-3-0 to 14-5-12, Exterior(2) 14-5-12 to 39-0-6, Interior(1) 39-0-6 to 44-4- Izone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provi a adequate drainage to prevent water ponding. 4) This t 'ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe 'n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer ,o girder(s) for truss to truss connections. 7) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=lb) 19=610, 12=567. 8) "This manufactured 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." LOAD C ISE(SI Standard Job I I rus Truss Type y 1433290 I �TlS 2 Piggyback Base 1 1 Job Reference o tional (optional) I.. Wu.l 1— 'Jn 1S•'!O•91 Dn1R Penn 1 Builders F t5oufce, Tampa, Ham airy, monaa as000, Isaoel rmun n�1 • �•��� -• ••�• • • �•• •- •••• •-•• •• •--- - - ---- -- -- ------? -- - - ID:OauP7y01Dy8rygviifayFUz540A-G8Sx9j2CU1fAifeUPeg6K_4JefAh7Fjhu7gUmsz4 Vc --A qA-11.1 49.fi-n 43-5-6 -5-1 6-0-1 6-0-1� 5-11.11 6-9-1 5-11-11 5•8-13 3-6-15 -11- Scale = 1:71.7 5x6 = 8.00 12 3x4 = 3x4 = 5x6 = 5 6 7 8 TA T 4 3 W 6O N2x4c W4 232 ao d, 1 17 24 25 16 26 15 27 28 30 29 31 20 19 18 13 14 ST1.5x8 STP= 46 = 3x8 = 3x4 = 3x8 = 6x8 = 1-10-0 1-6-0 8-5-12 14-6.12 23-10-0 3-4- 4 4-3-12 1-6-0 6-7-12 6-0-1 9-4-4 9-4-4 9-3-12 o-a-o Plate O sets X,Y -- 1:0-2-3,Ed e , 5:0-4-4,0-2-4 , 9:0-4-4,0-2-4 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. -- in (loc) I/defl Ud PLATES - GRIP -TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.23 16-18 >999 240 MT20 244/190 TCDL - 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.42 16-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.07 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH. Weight: 283 Ito FT = 20 LUMBEF BRACING - TOP CH D RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, except BOT CH RD 2x4 SP No.2 *Except* end verticals. 82: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18, 6-18, 6-16, 8-14, 10-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=1637/0-8-0 (min. 0-1-15), 13=1556/Mechanical, Max Horz 20=344(LC 9) Max Uplift20= 61 O(LC 12), 13=-538(LC 13) Max Grav20=1637(LC 1), 13=1599(LC 2) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 2-23=-1888/1278, 3-23= 1851/1297, 3-4= 1773/1328, 4-5=-1747/1354, 5-6=-1559/1244, ,I 6-7=-1663/1357, 7-8=-1663/1357, 8-9=-1310/1063, 9-10=-1490/1159, 11-13=-203/269 BOT CHI RD 19-20= 380/401, 18-19=-1024/1581, 17-18=-952/1619, 17-24=-952/1619, 24-25=-952/1619, 16-25=-952/1619, 16-26=-882/1543, 15-26=882/1543, 15-27= 882/1543, 14-27=882/1543, 14-28— 549/806, 28-30=-549/806, 29-30=-549/806, 29-31= 549/806, 13-31=-549/806 WEBS 3-18— 488/334, 5-18=-436/693, 6-18=-517/387, 8-16=-107/382, 8-14=-740/537, 9-14=-320/563, 10-14— 247/550, 2-19= 818/1400, 2-20=-1622/1188, 10-13=-1553/1117 i NOTES- (9) 11 Unbal nced roof live loads have been considered for this design. 2) Wind: MWFI 43-5-( 3) Provi( 4) All pl6 5) This ti 6) ' This betwe 7) Refer 8) Provic 13=5f 9) "This buildir LOAD C, SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t; Cat. 11; Exp C; Encl., GCpi=0.18; i (envelope) and C-C Exterior(2) 0-0-0 to 4-3-0, Interior(1) 4-3-0 to 14-5-12, Exterior(2) 14-5-12 to 39-0-6, Interior(1) 39-0-6 to one;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. s are 3x6 MT20 unless otherwise indicated. is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 the bottom chord and any other members, with BCDL = 10.Opsf. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=610, inufactured product is designed as an individual building component. The suitability and use of this component for any particular is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." IE(S) Standard Job d russ Truss Type Y Y 1433290 IT13 Piggyback Base 1 1 Job Reference (optional) .. 1111...1 I..n ol11R•n0•F7 o/11N Pnno1 tsumers rl IsmoLVice, I ampa, nam any, nullua 00000, lae��l rl, 1A-r.-1 tin-no„a9�rnn�arunvii(avFlbSdrlA-kIn.IM32nEKnlKoDovMLLtCcUP3Wtsi0r7fa1JJz4 Vb Scale =1:71.6 it 5x6 = 8.00 12 3x4 = 3x4 = 5x6 = 5 TR 6 7 8 14 T 4 23 10 3 W 6 2x4 11 c 11 0 T W4 9 i 22 2 � 8 0 w q, 1 c7 dI 19 18 17 16 24 25 15 26 14 27 13 28 29 12 ST1.5x8 STP= 4x6 = 3x8 = 3x4 = 3x8 6x8 = = 1-10-0 i' 1-6-0 8-5-12 16-5-12 23-10-0 33-2-4 476-0 1-6-0 ..12 6-0-1 9-4-4 9-4-4 9-3-12 0-4-0 Plate Offsets X,Y -- 1:0-2-3,Ed e , 5:0-4-4,0-2-4 9:0-4-4;0-2-4 _ - LOADIN I (psf) _-- - . - SPACING- - 2-0-0 CSI. DEFL. - - in (loc): I/deft L/d - PLATES- GRIP- '- TCLL j 20.0 Plate Grip DOL 1.25 TC 0.71 - Vert(LL) -0.24 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 - Vert(CT) -0.42 15-17 >999 180 BCLL ..0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 282 lb FT = 20% LUMBE - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, except BOT C ORD 2x4 SP No.2 'Except' end verticals. 132: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-17, 6-17, 6-15, 8-13, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTI NS. (lb/size) 19=1638/0-8-0 (min. 0-1-15), 12=1496/Mechanical Max Horz 19=360(LC 9) Max Upliftl9= 609(LC 12), 12=-504(LC 13) Max Grav 19=1638(LC 1), 12=1550(LC 2) FORCE ! (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHIT RD 2-22=-1889/1274, 3-22=-184811294, 3-4=-1770/1324, 4-5=-1744/1350, 5-6=-1556/1240, 6-7=-1658/1351, 7-8=-1658/1351, 8-9=-1304/1054, 9-23=-143711149, 10-23=-1493/1125 BOT CHORD 18-19=-396/383, 17-18= 1091/1549, 16-17=-1001/1619, 16-24= 1001/1619, 24-25— 1001/1619, 15-25= 1001/1619, 15-26=-944/1544, 14-26=-944/1544, 14-27=-944/1544, 13-27= 944/1544,13-28=-571/811,28-29=571/811,12-29=-571/811 WEBS 3-17=-487/335, 5-17— 434/694, 6-17= 516/386, 8-15=-108/379, 8-13=-737/540, 9-13=-316/564, 10-13=-252/542, 2-18=-816/1401, 2-19=-1621/1187, 10-12=-1559/1151 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) WindASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MW F S (envelope) and C-C Exterior(2) 0-0-0 to 4-3-0, Interior(1) 4-3-0 to 14-5-12, Exterior(2) 14-5-12 to 39-0-6, Interior(1) 39-0-6 to 42-4- Izone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provic a adequate drainage to prevent water ponding. 4) All pl ties are 3x6 MT20 unless otherwise indicated. 5) This t uss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This russ 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 betwe n the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer o girder(s) for truss to truss connections. 8) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=609, 12=5(4. 9) "This fianufactured product is designed as an individual building component. The suitability and use of this component for any particular buildi g is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " 11 LOAD Q %SE(S) Standard o i russTruss ype YjpY 1433290 T14 Piggyback Base 4 . T'lob nn.e o....,. Reference o tional .. .,. u r,nrreb Induerrine Inr WaA -tun 9n 1R99.939n1H Pane 1 ounaers r r ....... - ID:OauP?y01Dy8rygviifayFUz540A-CXahaP3S?evuyyos 3ta i s _ rz a 8.5.12 14-5-12 20-5.7 27-2-9 33-2.4 38.11-1 42-6.0 8-5-12 6-0-1 5-11-11 6.9-1 5-11-11 5-8-13 3-6-15 Scale = 1 *74.0 5x6 = 3x4 = 3x6 = 3x4 = 5x6 = 6 c 7 a 9 3x6 -Z 19 18 17 16 22 ft 15 G4 14 ca 13 12 ST1.5x8 STP= 46 = ST1.5x8 STP= 3x4 = 3x6 = 3x8 = 6x8 = 2x4 11 3x6 = 6x8 = 1-10.0 1-6-0 8-5-12 14-4-0 14• 12 23-10-0 33-2-4 42-6-0 1-6-0 6-7-12 5-10.4 0• 12 9-4-4 9-4-4 9-3-12 0-4-0 Plate O sets X,Y -- 1:0-2-3,Ed e , 5:0-4-4,0-2-4 , 9:0-4-4,0-2-4 LOAD( G (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell- Ud PLATES GRIP TCLL 20.0 - Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.22 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.37 12-13 >895 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 282 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc purlins, except BOT C ORD 2x4 SP No.2 end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-17, 5-17, 6-17, 8-15, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACT ONS. (lb/size) 17=1770/0-8-0 (min. 0-2-2), 19=427/0-8-0 (min. 0-1-8), 12=938/Mechanical Max Horz 19=360(LC 9) Max Upliftl7=-722(LC 9), 19=-166(LC 12), 12=-347(LC 13) Max Grav 17=1806(LC 2), 19=443(LC 23), 12=992(LC 26) FORCE (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C ORD 4-5=-110/352, 5-6=-19/257, 6-7=-595/568, 7-8= 595/568, 8-9=-770/665, 9-21— 800/678, 10-21=-856/654 BOT CkRD 18-19=-380/371, 17-18=-186/318, 16-17= 205/365, 16-22— 205/365, 22-23= 205/365, 15-23= 205/365, 15-24— 302/673, 14-24=-302/673, 14-25=-302/673, 13-25=-302/673, 13-26=-339/492, 26-27=-339/492, 12-27=-339/492 WEBS 4-17— 713/503, 5-17=-433/348, 6-17— 1107/799, 6-15— 319/689, 2-19=-421/310, 10-12=-929/690, 8-15=-363/379, 10-13=-132/281 NOTES-1 (8) 1) Unbalanced roof live loads have been considered for this design. 2) Winc I ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWf RS (envelope) and C-C Extedor(2) 0-0-0 to 4-3-0, Interior(1) 4-3-0 to 14-5-12, Exterior(2) 14-5-12 to 39-0-6, Interior(1) 39-0-6 to 42-4 4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Prov de adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thi truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refe to girder(s) for truss to truss connections. 7) Prov de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=722, 19=166, 12=347. 8) •Thi (manufactured product is designed as an individual building component. The suitability and use of this component for any particular buildihg is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD ASE(S) Standard o u I russ Truss Type Q Y Y 1411111 T15 Piggyback Base 4 1 Job Reference (optional) n 1IRn4 InAuaMne Inr W. A _h in 9n 1 A-7A-Sd 9n1A Panty 1 ' UIe Is150Urce, I ampa, nam Idly, rnua uaoov, iaavm , um i • •-• • -•-- ID:OauP- --- - - -- -- - ?y01Dy8rygviifayFUz54OA-gj74n144my11Z6N34mOpydisSs H cc8az3 z I ,u 8.5-12 14-5.12 20-5-7 27-2-9 33.2.4 38.11-1 42-6-0 B•5.12 6-0-1 5-11-11 5.9-1 5-11-11 5-8.13 3.6.15 5x6 = 3x4 = 3x6 = 3x4 = 5x6 = s o 9 P) O Scale = 1:74.2 iaxo i 19 18 17 ,.. _.. ... _. .. -- 13 -- IZ ST1.5x8 STP= 46 = ST1.5x8 STP= 3x4 = 3x6 = 3x8 = ST1.5x8 STP= 2x4 II 3x6 = 6x8 = 6x8 = 1-10-0 1-6-0 8-s-12 14-4-0 14 12 23-10-0 33-2-4 42-6-0 1-6-0 6-7-12 S1a4 0- 12 9-4-4 9-4-4 9-3-12 0-4-o Plate Offsets X,Y -- 1:0-2-3,Ed e , 5:0-4-4,0-2-4 , 9:0-4-4,0-2-4 LOADI G (psf) ---SPACING- 2-0-0 - CSI. - DEFL. in (loc) I/deft Ltd -PLATES .- GRIP -- • TCLL 20:0 Plate Grip DOL 1.25 TIC0.61 Vert(LL) -0.22 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.37 12-13 >895 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.02 - 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 282 lb FT = 20% LUMBER_ BRACING - TOP CFlbRD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc purlins, except BOT C ORD 2x4 SP N0 .2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-17, 5-17, 6-17, 8-15, 8-13 lMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1770/0-8-0 (min. 0-2-2), 19=427/0-8-0 (min.0-1-8), 12=938/0-8-0 (min. 0-1-8) Max Horz 19=360(LC 9) Max Upliftl7=-722(LC 9), 19=-166(LC 12), 12=-347(LC 13) Max Grav 17=1806(LC 2), 19=443(LC 23), 12=992(LC 26) FORCES,. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP Cl-RD 4-5=-110/352, 5-6=-19/257, 6-7=-595/568, 7-8=-595/568, 8-9= 770/665, 9-21=.800/678, 10-21=-856/654 BOT C ORD 18-19=-380/371, 17-18— 186/318, 16-17— 205/365, 16-22=-205/365, 22-23=-205/365, 15-23=-205/365, 15-24=-302/673, 14-24=-302/673, 14-25=-302/673, 13-25=-302/673, 13-26— 339/492, 26-27=-339/492, 12-27= 339/492 WEBS 4-17=-713/503, 5-17=-433/348, 6-17=-1107/799, 6-15=-319/689, 2-19=-421/310, 10-12=-929/690, 8-15=-363/379, 10-13=-182/281 NOTElI (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind'1ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW RS (envelope) and C-C Exterior(2) 0-0-0 to 4-3-0, Interior(1) 4-3-0 to 14-5-12, Exterior(2) 14-5-12 to 39-0-6, Interior(1) 39-0-6 to 42-4- zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) J Provi e adequate drainage to prevent water ponding. 4) This I russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This (truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provi J e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=722, 19=1 36, 12=347. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular buildi °g is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Job II russ Truss Type Uty Ply 1433290 II T16 Piggyback Base 3 1 i Job Reference (optional) nmiaers r r prce, dIIII rime wq, I--ee............ 1-1.........._..,._.uP?yy8ry...-._---.-._...__._.__-- ID:OauP?y01Dy8rygviiiayFUz54OA-SwhS_55iXF9cBGyFeUv2VgE?CGgt34PHpdoivdz4 VY 1-10-0 7-6.9 14.5-12 20-6-3 25.1-0 27-1.13 33-2-4 35.6-0 42-6-0 1-10 0 5.8-9 6 11-4 6.0.7 4-6.13 2.0-13 6-0-7 2-3-12 7-0.0 2x4 II 8.00 12 5x6 -i 3x4 = 3x6 = 5x6 = 17 16 15 13 12 ST1.5x8 STP= 46 = ST1.5x8 STP= 3.00 F12 6x8 = 3x8 11 46 i 7x10 = 2x4 11 Scale = 1:75.5 1-10-0 I 1-6-0 7-6-9 144-0 1 -0 2a6-3 25-1-0 33-24 3-3-; 42-6-0 1-6-0 5-8-9 6-9.7 4 0 5-10-3 4-6-13 8-1-0 2-3-12 7-0-0 0-4-0 Plate Offsets X,Y -- 4:0-3-0,Ed e , 5:0-3-8,0-2-7 , 9:0-3-8,0-1-12 , 11:Ed e,0-1-12 13:0-5-4,0-3-8 , 14:0-4-0,0-3-8 , 15:0-2-4,0-4-12 LOAD! It G (psf) SPACING- = 2-0-0 - - CSI. DEFL. in (loc) I/defl - Ud PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.73 Vert(LL) -0.11 13-14 >999 240 - MT20 -244/190 TCDL I 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.23 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 308 lb FT = 20% LUMBER- BRACING - TOP C ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, except BOT Cl-ORD 2x6 SP No.2 end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. WEBS 1 Row at midpt 3-15, 5-15, 9-13, 6-15 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=870/Mechanical, 17=274/0-8-0 (min. 0-1-8), 15=197810-8-0 (min. 0-2-5) Max Horz 17=357(LC 9) Max Upliftl2=-326(LC 13), 17=-118(LC 12), 15=-815(LC 9) Max Gravl2=888(LC 24), 17=372(LC 19), 15=1978(LC 1) FORCE . (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP Cl:ORD 3-21=-284/426, 4-21— 272/464, 4-5=-266/592, 5-6=-103/423, 6-7=-666/617, 7-8= 666/617, 8-22=-666/617, 9-22=-666/617, 9-10=-1000/823, 10-23=-702/550, 23-24=-710/534, 11-24=-786/533, 11-12— 827/611 BOT C1 ORD 16-17=-337/318, 15-16=-181/366, 13-14=-263/603 WEBS 2-17— 333/216, 3-16= 13/270, 3-15=-764/535, 5-15=-612/522, 6-14=-533/849, 7-14=-394/450, 10-13— 585/506, 11-13=-297/607, 9-13=-279/473, 6-15=-1133/819 91 3) Prov 4) This 5) ` Thi betty 6) Refe 7) Prov 17=1 8) "Thi; (8) anced roof live loads have been considered for this design. ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; 3S (envelope) and C-C Exterior(2) 0-2-0 to 4-5-0, Interior(1) 4-5-0 to 14-5-12, Exterior(2) 14-5-12 to 39-2-6, Interior(1) 39-2-6 to I zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 le adequate drainage to prevent water ponding. -uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit en the bottom chord and any other members. to girder(s) for truss to truss connections. le mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 12=326, 8, 15=815. manufactured product is designed as an individual building component. The suitability and use of this component for any particular ig is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1433290 i IT17 Builders F tSounce, Tampa, Plant C G 7-5-9 Piggyback Base 11 2x4 11 8.00 12 5x6 ii 3x4 = 3x6 = 4 --5 6 . 7 3x6 i 3 3x6 -i 19 2 2x4 II 15 14 3.00 12 7x10 = 13 6x8 = 1 Job Reference (optional) it: 8.200 s Mar 1120 MTek Industries, Inc. Wed Jur VFUz540A-c6FgCR5KIZHTpQXRBBOH 12n9mi 3-2-4 35-6-0 , 42-6-0 3-1-4 2-3-1A2 7-0-0 5x6 = 20 8 2x4 11 9 21 22 8 10 12 6x8 = Scale=1:72.9 LOADI G (psf) SPACING- - 2-0-0 CSI. - 'DEFL. in (loc) I/defl - -Ud PLATES CHIP TCLL 20.0 Plate Grip DOL .1.25 TC 0.81 Vert(LL) -0.11 12-13 >999 240 MT20 244/190 TCDL 1 7.0 Lumber DOL . 1.25 BC 0.43 Vert(CT) -0.23 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) - 0.03 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 299 lb FT = 20% LUMBE, - BRACING - TOP C1 RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, except BOT C ORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-14, 4-14, 5-14, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTONIS. All bearings 13-2-0 except (jt=length) 11=Mechanical. (lb) - Max Horz 15=357(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) except 11= 327(LC 13), 15=-236(LC 12), 14— 784(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 11=891(LC 24), 15=643(LC 19), 14=1806(LC 1), 14=1806(LC 1) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP C ORD 1-18= 250/434, 2-18— 221/498, 2-19— 248/436, 3-19=-239/458, 3-4=-229/624, 4-5=-78/454, 5-6=-675/642, 6-7=-675/642, 7-20=-675/642, 8-20=-675/642, 8-9=-997/824, 9-21=-699/561, 21-22= 708/544, 10-22=-789/544, 10-11= 830/621 BOT C ORD 1-15=-501/366, 14-15=-416/178, 13-14=-203/250, 12-13=-273/606 WEBS 2-15=-417/223, 2-14=-313/442, 4-14=-623/495, 5-13=-529/854, 6-13=-394/449, 9-12=-585/506, 10-12=-298/610, 5-14= 1133/823, 8-12=-278/474 NOTES](8) 1) Unbc anced roof live loads have been considered for this design. 2) Winc i ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW OS (envelope) and C-C Exterior(2) 0-2-0 to 4-5-0, Interior(1) 4-5-0 to 14-5-12, Exterior(2) 14-5-12 to 39-2-6, Interior(1) 39-2-6 to 42-44 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Prov'' a adequate drainage to prevent water ponding. 4) This I uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thi ' truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betw'en the bottom chord and any other members. 6) Refe Ito girder(s) for truss to truss connections. 7) Prov de mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 11, 236 lb uplift at joint 15 and 784 lb uplift at joint 14. 8) "This (manufactured 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." LOADCASE(S) Standard o i russ russ ype City 14332g0 T18 Piggyback Base 5 71job Reference (optional) Inn WcA .h in 9f11R-AQ-579r11R Pana.1 ounoers r ource, l anlP.,' a .' -1y, I ... — Io=.-„ .1.— ID:OauP?y01Dy8rygviitayFUz540A-41pCPn6y3tPKOa6elvxWaFJIw4G y a x o_ z 1-10-0 8-3-7 14-5-12 20-6-3 25-1.0 33.2-4 35A 42.6.0 1-10.0 6-5-7 6-2-5 6.0-7 4-6-13 8.1-4 2-3.12 7-0-0 2x4 11 5x6 = 8.00 12 3x4 = 3x6 = 5x6 = 16 cv c� 15 13 1Z ST1.5x8 STP= 6x8 = 3.00 12 6x8 = 3x6 11 46 i 6x8 = 1-10-0 1-6-0 14-8-0 25-1-0 33-2-4 38-6-0 42-6-0 1-6-0 12-10-0 10-5.0 6-1.4 2-3-12 7-0-0 Scale = 1:75.5 LOADING TCLL TCDL BCLL BCDL (psf) 20.0 7.0 0.0 ' 10.0 SPACING- -2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.91 BC 0.72 WB 0.78 Matrix-MSH DEFL. .-in (Iec) I/defl Ud Vert(LL) -0.18 15-16 >999 240 Vert(CT) -0.37 15-16 >999 180 Horz(CT) 0.10 12 n/a n/a PLATES GRIP MT20- 244/190 Weight: 305 lb FT = 20% LUMBER- BRACING - TOP C RD 2x4 SP No.2 "Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. I T4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. BOT C ORD 2x6 SP No.2 WEBS 1 Row at midpt 3-16, 3-15, 6-15, 9-14, 9-13 WEBS 2x4 SP Ne.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACT ONS. (lb/size) 12=1497/Mechanical, 16=1625/0-8-0 (min. 0-1-15) Max Horz 16=357(LC 9) Max Upliftl2=-504(LC 13), 16=-603(LC 12) FORGE . (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CIIORD 1-2= 604/0, 2-19=-695/322, 3-19=-630/339, 3-20=-1777/1317, 4-20=-1775/1327, . 4-5= 1751/1347, 5-6=-1573/1249, 6-7— 2162/1758, 7-8= 2162/1758, 8-21=-2162/1758, 9-21=-2162/1758, 9-10=-1635/1291, 10-22=-1333/1026, 22-23— 1342/10101 11-23=-1409/1009, 11-12=-1443/1076 BOT CHORD 1-16=-54/484, 16-24=-1131/1541, 24-25=-1131/1541, 15-25=-1131/1541, 14-15=-1226/1920, 13-14= 748/1238 WEBS 2-16=-582/581, 3-16=-1472/1144, 3-15=-436/361, 5-15=-401/655, 6-15=-923/651, 6-14=-345/620, 7-14=-387/440, 9-14— 861/1310, 10-13=-591/512, 11-13— 730/1187, 9-13=-512/451 NOTES-1 (8) 1) Unb'anced roof live loads have been considered for this design. 2) Win 1 ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW RS (envelope) and C-C Exterior(2) 0-2-0 to 4-5-0, Interior(1) 4-5-0 to 14-5-12, Exterior(2) 14-5-12 to 39-2-6, Interior(1) 39-2-6 to 42-4 4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Prov ale adequate drainage to prevent water ponding. 4) This ,fuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thi truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit betw�en the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refe' to girder(s) for truss to truss connections. 7) Prov de mechanical connection (by others) of truss to bearing plate capable of withstanding 504 Ito uplift at joint 12 and 603 lb uplift at joint 6. 8) "Thi 'Imanufactured product is designed as an individual building component. The suitability and use of this component for any particular build 11g is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I LOADCASE(S) Standard Job i russ russ ype ty y 1433290 I �Tlg Piggyback Base 3 1 Job Reference (optional) . nn10 .. .. .... .. .. V11..A I..n —1F•'JO•F]o/11A Pena 1 rSIJUIJII;e.' I Gulye, r lall, ­y,r....ua ..._. .. __._:OauP?y01Dy8ryg.__. I DviifayFUz54OA-41pCPn6y3tPKOa6elvxWaFJIo41xXyJaHxHo_Wz4L 6-7-10 12-11-12 19-0-3 23-7-0 31-8-4 34-0-0 41-0-0 6-7-10 6 4-2 6-0-7 4-6-13 8-1 4 2-3-12 7-0-0 Scale = 1.71.2 2x4 II 5x6 = 3x6 = 3x4 = 5x6 = 15 14 13 11 10 4x6 II 46 = 6x8 = 3.00 12 6x8 = 3x6 11 13-2-0 0 10-5-0 41-0-0 LOADII G (psf) SPACING 2-0-0 CSI. DEFL. - in- (loc) - Udell L/d PLATES - - GRIP- TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.15 12-13 >999 240 MT20 - 244/190 - TCDL 7.0 Lumber DOL— 1.25 BC 0.59 Vert(CT) -0.35 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 304 lb FT = 20 LUMBE R. BRACING - TOP C O ORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-7-12 oc bracing. BOT C. ORD 2x6 SP N0.2 WEBS 1 Row at midpt 2-13, 4-13, 7-12, 7-11 WEBS' 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACI I DNS. (lb/size) 15=1506/Mechanical, 10=1506/Mechanical Max Horz 15=320(LC 9) Max Upliftl5= 545(LC 12), 10=-506(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPIC ORD 1-1 6=-1 980/1325, 2-16=-1917/1342, 2-17=-1809/1350, 3-17= 1805/1380, 3-4— 1597/1263, 4-5=-2185/1765, 5-6=-2185/1765, 6-18=-2185/1765, 7-18=-2185/1765, 7-8=-1644/1296, 8-1 9=-1 344/1028, 19-20=-1350/1013, 9-20= 1419/1011, 1-15=-1483/1036, 9-1 0=-1 452/1078 BOT C ORD 14-15= 397/400, 13-14— 1141/1646, 12-13= 1238/1945, 11-12=-751/1248 WEBS 2-13=-541/354, 3-13=-426/677, 4-13— 925/647, 4-12=-337/622, 5-12=-386/437, 8-11=-591/509, 1-14= 853/1413, 9-11=-738/1196, 7-12=-868/1328, 7-11=-519/452 NOTE (8) 1) Unb llanced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18tt; Cat. 11; Exp C; Encl., GCpi=0.18; MW �RS (envelope) and C-C Exterior(2) 0-1-12 to 4-2-15, Interior(1) 4-2-15 to 12-11-12, Exterior(2) 12-11-12 to 37-5-13, Interior(1) 37-5113 to 40-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro ide adequate drainage to prevent water ponding. 4) This }russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Th s truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betm een the bottom chord and any other members. 6) Ref r to girder(s) for truss to truss connections. 7) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint 15 and 506 lb uplift at joint 0. 8) 'Thi manufactured product is designed as an individual building component. The suitability and use of this component for any particular builc Ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD ASE(S) Standard o II I russ russ ype ty y 1433290 T20 Pggyback Base 3 1 Job Reference o tional Inc U.—hin 2,, 16:39:58 2018 Peas 1 - ID:OauP?y01Dy8rygviifayFUz54OA-Z a 6 q gq s a ql yz 6-11-14 12-11-12 18-11-7 25-8-9 31-8-4 37-5-1 41-0-0 6-11-14 5-11-15 b-11-11 6-9-1 5-11-11 5-5-13 3-6-15 Scale = 1:69.9 5x6 = 3x4 = 3x6 = 3x4 = 5x6 = Z . a a 7 17 16 15 14 20 21 13 22 12 23 11 24 25 10 3x6 II 46 = 3x8 = 4x6 = 3x4 = 3x6 = 3x8 = 6x8 = 6-11-14 12-11-12 22-4-0 31-8-4 41-0-0 6-11-14 5-11-15 9-4-4 9-4-4 9-3-12 Plate O fsets X,Y -- 1:Ed e,0-1-12 , 3:0-4-4,0-2-4 , 7:0-4-4,0-2-4 LOAD( TCLL TCDL BCLL BCDL G-(psf) i 20.0 7.0 0.0 ' 10.0 SPACING-- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES . Code FBC2017/TPI2014 CSI- TIC 0.79 BC 0.91 WB 0.83 Matrix-SH DEFL. in (lac) 1/defl- - L/d Vert(LL) -0.24 13-15 >999 240 Vert(CT) -0.43 13-15 >999 180 Horz(CT) 0.07 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 277 lb FT = 20% LUMBE - BRACING - TOP Cl- ORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT C ORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-6-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-15, 4-15, 4-13, 6-11, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 17=1506/Mechanical, 10=1506/Mechanical Max Horz 17=319(LC 9) Max Upliftl7=-545(LC 12), 10=-506(LC 13) Max Grav 1 7=1 506(LC 1), 10=1559(LC 2) FORCE 3. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1964/1315, 2-18— 1908/1333, 2-3=-1809/1380, 3-4=-1586/1256, 4-5=-1677/1361, 5-6=-1677/1361, 6-7=-1315/1061, 7-19=-1449/1154, 8-19=-1504/1130, 1-17= 1489/1046 BOT C ORD 16-17=-385/405, 15-16=-1129/1618, 15-20=-1014/1641, 14-20— 1014/1641, 14-21= 1014/1641, 13-21=-1014/1641, 13-22=-953/1558, 12-22— 953/1558, 12-23=-953/1558, 11-23=-953/1558,11-24= 575/817,24-25=-575/817,10-25=-575/817 WEBS 2-15= 541/363, 3-15=-458/711, 4-15= 505/384, 6-13=-111/389, 6-11=-745/544, 7-11=-314/566, 8-11=-254/550, 1-16= 861/1418, 8-10=-1570/1160 NOTE 1 (8) 1) Unb ,,anced roof live loads have been considered for this design. 2) Win ; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW RS (envelope) and C-C Exterior(2) 0-1-12 to 4-2-15, Interior(1) 4-2-15 to 12-11-12, Exterior(2) 12-11-12 to 37-6-6, Interior(1) 37-6-6 to 4C i10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Prov be adequate drainage to prevent water ponding. 4) This i puss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thi J truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty ien the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refe Ito girder(s) for truss to truss connections. 7) Prov de mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint 17 and 506 lb uplift at joint 0. 8) 'Thi (manufactured product is designed as an individual building component. The suitability and use of this component for any particular build (�g is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard o J433290 i russ russ ype ty i T21 Piggyback Base Girder F�-- 1 2 ........ n_._.. FJbReference (optional) n nnn _ �„--.. nn.o .. .. .... .... .... •1...1 I..n 7I11 C•Al17R')l11A Pane 1 P 'l1UCIS I� IaiiiNa,II.--,J,,... -......w,.o....-I.... I - _- ___ ID:OauP?y01Dy8rygviitayFUz540A-K1sclsDcxeY2?ylMnlbdR98u9i 83uv rzno z 10-2-1 12-2-1 16-11-9 22-2-9 26-2-1 32-8-8 36-2-1 5x6 51 50 65 66 67 49 6869 70 71 72 4x6 II 6x8 = 12-11-12 7348 47 74 75 76 4611 11 5 " 8u 81 82 44 46 = 46 = 5x8 = 3x4 = 3x8 - 43 43 ST1.5x8 STP= 6x8 = le = 1:87.2 0 6 10AD11 G (psf) SPACING- 2-0-0 - CSI. . - DEFL. - in (loc) I/defl Ud PLATES- - GRIP TCLL 20.0 Plate Grip DOL- 1.25 TC 0.69 Vert(LL) 0.39 47-49 . >999 240 MT20 - 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.47 45-47 >999 - 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(CT) 0.08 43 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 838 lb FT = 20% TOP BOT C WEBS TOP BOT WEBS( ill 2) All col 3) Un 2x4 SP No.2 *Except* T2,T4,T7,T6: 2x6 SP No.2 2x4 SP No.1 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 1-2 BOT CHORD Rigid ceiling directly applied or 6-11-4 oc bracing. JOINTS 1 Brace at Jt(s): 7, 15, 22, 28, 36, 11, 20, 31 (lb/size) 50=3766/Mechanical, 43=3399/0-8-0 (min. 0-2-0) Max Horz 50=320(LC 5) Max Uplift50=-2598(LC 8), 43= 2295(LC 9) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-50=-3587/2490, 2-3=-1124/984, 3-5=-1126/985, 5-7= 1126/985, 7-9= 1809/1341, 9-11=-1809/1341, 11-13=-1809/1341, 13-15=-1809/1341, 15-17=-1809/1341, 17-18=-1809/1341, 18-20- 1809/1341, 20-22=-1809/1341, 22-24=-1185/960, 24-26=-1185/960, 26-28=-1184/959, 28-30=-1184/959, 30-31= 1184/959, 31-34= 1184/959, 34-36=-1184/959, 36-38= 500/519, 38-39=-500/519, 39-41=-503/525, 1-52=-5010/3407, 52-53=-4857/3365, 53-54=-4793/3314, 2-54=-4648/3279, 2-4=-3718/2589, 4-55=-3679/2606, 6-55=-3567/2531, 6-56=-3519/2491, 8-56=-3428/2427, 8-10=-2770/2000, 10-12=-2936/2135, 12-57= 2936/2135, 14-57=-2936/2135, 14-58=-2936/2135, 16-58= 2936/2135, 16-59=-2936/2135, 19-59- 2936/2135, 19-60=-2936/2135, 21-60=-2936/2135, 21-61= 2930/2131, 23-61=-2930/2131, 23-25=-2930/2131, 25-27=-2930/2131, 27-62=-2931/2131, 29-62=-2931/2131, 29-63=-2931/2131, 32-63=-2931/2131, 32-64=-2931/2131, 33-64=-2931/2131, 33-35=-2629/1895, 35-37=-3454/2471, 37-40- 3624/2583, 40-41=-3621/2523 50-65=-590/535, 65-66=-590/535, 66-67=-590/535, 49-67=-590/535, 49-68=-2835/3803, 68-69= 2835/3803, 69-70= 2835/3803, 70-71=-2835/3803, 71-72- 2835/3803, 72-73=-2835/3803, 48-73= 2835/3803, 47-48=-2835/3803, 47-74=-3475/4840, 74-75=-3475/4840, 75-76=-3475/4840, 76-77=-3475/4840, 46-77=-3475/4840, 46-78= 3475/4840, 78-79= 3475/4840, 45-79- 3475/4840, 45-80=-176112533, 80-81 =-1 761/2533, 81-82=-1761/2533, 44-82=-1761/2533, 43-44=-1080/1562 7-47= 1040/1375, 22-47= 255/283, 22-45= 1070/835, 36-45=-172712288, 41-44= 992/1384, 41-43=-3641/2557, 1-49=-2446/3678, 8-9=-781/1077, 21-22=-676/525, 34-35=-983/1289, 37-38=-224/259, 7-49=-259/296 (13) (truss to be connected together with 10d (0.131 "x3") nails as follows: -hords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. m chords connected as follows: 2x4 - 1 row at 0-7-0 oc. connected as follows: 2x4 - 1 row at 0-9-0 oc. I are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply ections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. !lanced roof live loads have been considered for this design. d on page 2 orugs Truss Type ty Y �'b'290 T21 Piggyback Base Girder 1 2 Job Reference (optional) "... , , �m a o.i..r• n inn a �n�. t t ant A AATn4 Irv1i iclrine Inr W w1.h m 9n 1 A�bn�nA 2n1 A Paae 2 . sisource, I ampa, Ham terry, Honda 00000, --1 nnun �.., :Oa _ ........ __ . _ s'c"l .....__- 2?y Mn- ul ID:OauP?y01Dy8rygviitayFUz540A-K1sclsDcxeY2?ylMnlbdR98u9iHE83uvLrznoVz4 VN NOTES (13) 4) Wind �ASC E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate g rip DOL=1.60 5) Provi le adequate drainage to prevent water ponding. 6) All pl °tes are 2x4 MT20 unless otherwise indicated. 7) This I russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' Thi 'Itruss 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 )nembers, with BCDL = 10.Opsf. 9) Refe �o girder(s) for truss to truss connections. 10) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 2598 lb uplift at joint 50 and 2295 lb uplift at joint 43. 11) Gra hical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Han er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 lb down and 171 lb up at 1-0-15, 155 lb down and 172 lb up at 3-0-15 15 i lb down and 172 lb up at 5-0-10, 155 lb down and 172 lb up at 6-5-3, 155 lb down and 172 lb up at 9-0-15, 155 lb down and 172 lb up at 11-0-15, 133 lb down and 142 Ib u at 12-11-12, 125 lb down and 137 lb up at 15-0-15, 125 lb down and 137 lb up at 17-0-15, 125 lb down and 137 lb up at 19-0-15, 125 lb down and 137 lb up at 21-¢L 15, 125 lb down and 137 lb up at 23-0-15, 125 lb down and 137 lb up at 25-0-15, 125 lb down and 137 lb up at 27-0-15, 125 lb down and 137 lb up at 29-0-15, and 125 lb dwn and 137 lb up at 31-0-15, and 57lb down and 54 lb up at 31-8-4 on top chord, and 105lb down and 112 lb up at 1-0-15, 104lb down and 112 lb up at 3-0-15, 104 lb down and 112 lb up at 5-0-10, 104 lb down and 112 lb up at 7-0-15, 104 lb down and 112 lb up at 9-0-15, 104 lb down and 112 lb up at 11-0-15, 104 lb down and 112 lb up at 3-0-15, 104 lb down and 112 lb up at 15-0-15, 104 lb down and 112 lb up at 17-0-15, 104 lb down and 112 lb up at 19-0-15, 104 lb down and 112 lb up at 21-0-15, 104 Ib I "wn and 112 lb up at 23-0-15, 104 lb down and 112 lb up at 25-0-15, 104 lb down and 112 lb up at 27-0-15, 104 lb down and 112 lb up at 29-0-15, and 104 lb down and 112'Ib up at 31-0-15, and 640 lb down and 636 lb up at 31-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) "Thl° manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the buil ing designer per ANSI TPI 1 as referenced by the building code." LOAD SE(S) Standard 1) Dead f + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-10=-54, 10-33=-54, 33-41=-541 41-42=-54, 43-50=-20 Concentrated Loads (lb) Vert: 2=-115(B) 10=-115(B) 25- 115(B) 33=-23(B) 47=-104(B) 52=-117(B) 53= 115(B) 54=-115(B) 55=-115(B) 56=-115(B) 57=-115(B) 58= 115(B) 59- 115(B) 60=-115(B) 61=-115(B) 62= 115(B) 63= 115(B) 64=-115(B) 65=-105(B) 66=-104(B) 67= 104(B) 68=-104(B) 69=-104(B) 71=-104(B) 72=-104(B) 73- 104(B) 74=-104(B) 75=-104(B) 76=-104(B) 78=-104(B) 79= 104(B) 80=-104(B) 81= 104(B) 82=-640(B) o II russ russ ype ty T22 Common Girder 1ob 71433... Reference o tional .. ee.,. om a P.fnr a inn Mar 11 9n1 a Mt Iek Industries. Inc. Wed Jun 2016:40:07 2018 Page 1 Builders ce, Tampa, Plant Ury, rlonaa 33b6b, isaoei rinon � •^P• • • __ - ...... -.--- - - - -oDQ—WBEEixgvd66ZL?7s—Mk2g6iZtWQ2aViKLxz4LVM z4 7110 12-6-0 17-1%6 23-0-8 23-6r0 7-1-10 5-4-6 5-4-6 5-2-1 0 5 8 46 II ST1.5x8 STP= 5x6 = 7x10 = '" 7x10 = ST1.5x8 STP= 3x6 11 6xl2 MT20HS= Scale=1.43.3 rJ: LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl -• Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC 0.77 Vert(LL) 0.20 10-11 >999 .240 MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC '0.64 Vert(CT) : 0.28 10-11 >914 180 MT20HS 187/143 BCLL j 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 295 lb FT = 20% TOP C ORD 2x4 SP No.2 BOT CI��ORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* W5,W2,W6: 2x4 SP No.2, W7: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT!ONS. (lb/size) 12=4275/0-8-0 (min. 0-1-12), 7=7187/0-8-0 (min. 0-1-10) Max Horz 12=144(LC 8) Max Upliftl2= 2135(LC 8), 7=-3099(LC 9) FORC S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-623/270, 2-3=-6837/3465, 3-4=-6510/3257, 4-5=-6510/3254, 5-6=-9035/4051, 6-7=-5080/2329 BOT C ORD 1-12=-254/591, 11-12=-389/591, 11-13— 3118/6048, 10-13=-3118/6048, 9-10=-3546/8015, 9-14=-3546/8015, 8-14=-3546/8015, 8-15=-857/2038, 15-16=-857/2038, 16-17=-857/2038, 7-17=-857/2038 WEBS 4-10=-2718/5463, 5-10=-2724/1043, 5-8=-764/2391, 2-12=-3981/2120, 3-10=-375/414, 2-11=-2765/5530, 6-8=-2723/6045 NOTES{ It 1) 1) 2-ply fltruss to be connected together with 10d (0.131 "x3") nails as follows: Top�hords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottpi chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 12-2 2x4 - 1 row at 0-7-0 oc. 2) All I ads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply conr ections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unb °lanced roof live loads have been considered for this design. 4) Win c ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW PIS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) All pates are MT20 plates unless otherwise indicated. 6) This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - Th s truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betvie'en the bottom chord and any other members. 8) Beadng at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bear ng surface. 9) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 2135 lb uplift at joint 12 and 3099 lb uplift at joint 7. 10) Ha';ger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2626 lb down and 1648 to up at 10- -8, 885 lb down and 435 lb up at 12-2-12, 885 lb down and 435 Ib up at 14-2-12, 885 lb down and 435 lb up at 16-2-12, 1486 to doin and 565 lb up at 18-2-12, and 1486 lb down and 565 lb up at 20-2-12, and 1486 lb down and 565 lb up at 22-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) "T is manufactured 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." Continued on page 2 p i runs fuss Type ty Y 1433290 T22 Common Girder L Job Reference (optional) ....i.... I.... IIV...1 I„-(11 A•Afl.n]oI11A Ponn'J RrstSowte,Tampa, runtury,t-ionoaij000,Isacelrmon .,��...,.�,,,,�,.�a,,,�„�..�........._„.,......_.....---...__,..._...-------t—�-----KLxz4C Builders IiI ID:OauP?yOlDy8rygviifayFUz54OA-oD0_WBEEixgvd6sZL?7s_Mk2g6jZtW02aViKLxz4LVM LOAD CASE(S) Standard 1) Dead;+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo'm Loads (plf) I Vert: 1-4=-54, 4-6=-54, 1-7= 20 Conc ntrated Loads (lb) Vert: 9=-885 10=-885 13— 2626(B) 14=-885 15=-1486(B) 16=-1486(B) 17=-1486(B) p II rUSS NSS ype tY y 1433290 T23 Common 10 1 .__.. nn.o .-.. ^ Job Reference (optional) nnn .. M. O\d{T..L L..Iuelrine inn w.A-L.n gn 1a•en-na vma Paao1 lI 0 ID:OauP?y01DySrygviifayFUz540A-GO_MjXFsTFomF R ule5 a e_ c o u z 1-10-0 7-3-9 12-6 0 17-8-7 23-2-0 25-0-0 1-10-0 ' 5-5-9 5 2-7 5-2-7 5-5-9 1-10-0 46 = 4 ST1.5x8 STP = 2x4 11 3x8= 2x411 ST1.5x8STP= 3x6 11 3x6 11 Scale=1:44.2 to LOADI TCLL TCDL BCLL BCDL G (psf) 20.0 7.0 0.0 ' i 10.0 SPACING- 2-0-0 Plate Grip.DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC 0.88 BC 0.96 WB 0.19 Matrix-SH DEFL. in (loc) I/dell Ud -Vert(LL) -0.18 10-12 >999 240- Vert(CT) -0.34 10-12 >754 180 Horz(CT) 0.02 8 n/a n/a PLATES GRIP MT20 - 244/190 Weight: 118 Ib FT = 20% LUMB it BRACING - TOP C ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CII ORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing j be installed during truss erection, in accordance with Stabilizer Installation guide. REACT ONS. (lb/size) 8=925/0-8-0 (min. 0-1-8), 13=925/0-8-0 (min. 0-1-8) Max Horz 13=129(LC 9) Max Uplift8=-395(LC 13), 13=-395(LC 12) FORC S. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-805/440, 2-14=-990/644, 3-14— 962/662, 3-15— 811/644, 4-15— 770/656, 4-16=-770/656, 5-16=-811/644, 5-17=-962/662, 6-17=-990/644, 6-7=-805/440 BOT C ORD 1-13=-4281795, 12-13=-427/795, 11-12=-427/795, 10-11— 427/795, 9-10— 428/795, WEBS 8-9=-428/795, 7-8=-428/795 4-10=-257/389, 6-8=-497/503, 2-13=-497/503 NOTES 1 (6) 1) Unbalanced roof live loads have been considered for this design. 2) Win t ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWI RS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-6-0, Exterior(2) 12-6-0 to 15-6.0 zone;C-C for members and Iorces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' Thi truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be en the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 395 lb uplift at joint 8 and 395 lb uplift at joint 13. i 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular buil i g is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOADCASE(S) Standard Job I I russ Truss Type Uly Fly 1433290 T24 Common Supported Gable 1 1 ^ Job Reference (optional) ID:OauP?y01Dy8rygviifayFUz54OA-GO_MjXFsTFomFGRluje5XaHMgWAac5jCo9SutNz4 VL 12-6-0 25-0-0 12-6-0 12-6-0 46 = 7 Scale = 1:42.5 I� 0 JX4 = 25 24 23 22 21 20 19 18 17 16 15 14 3x4 = 23-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL- 20.0 Plate Grip DOL 1..25 TC -0.-16 Vert(LL) n/a n/a 999 MT20- 244/190 TCDL ! 7.0 Lumber DOL 1.25 . BC 0.14 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.01 14 n/a n/a BCDL 10.0 Code FBC2017(TP12014 Matrix-SH Weight: 133 lb FT = 20% LUMBE - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT C ,ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 22-0-0. (lb) - Max Horz 25=-200(LC 17) Max Uplift All uplift 100 lb or less at joint(s) except 20= 157(LC 12), 22=-161(LC 12), 23=-142(LC 12), 24= 207(LC 12), 25= 187(LC 13), 18=-157(LC 13), 17=-160(LC 13), 16=-144(LC 13), 15=-197(LC 13), 14=-174(LC 12) Max Grav All reactions 250 lb or less at joint(s) 20, 22, 23, 24, 18, 17, 16, 15 except 19=261(LC 22), 25=273(LC j 23),14=273(LC 24) i FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CH ORD 5-27= 19/262, 6-27=-12/266, 6-7=-52/354, 7-8=-52/354, 8-28— 12/266, 928=-19/262 WEBS i 6-20=-120/301, 2-25=-171/385, 8-18= 120/301, 12-14=-171/385 NOTES; (10) 1) Unbalanced roof live loads have been considered for this design. 2) WindIASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MW RS (envelope) gable end zone and C-C Corner(3) 0-0-0 to 3-0-0,. Exterior(2) 3-0-0 to 12-6-0, Corner(3) 12-6-0 to 15-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gabl I End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All pl tes are 2x4 MT20 unless otherwise indicated. 5) Gabl studs spaced at 2-0-0 oc. 6) This uss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' Thi Itruss 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 betw en the bottom chord and any other members. 8) Provi Je mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 20, 161 lb uplift at joint 22, 1�Itandard 2 lb uplift at joint 23, 207 lb uplift at joint 24, 187 lb uplift at joint 25, 157 lb uplift at joint 18, 160 lb uplift at joint 17, 144 lb uplift at joint 6, 197 lb uplift at joint 15 and 174 lb uplift at joint 14. 9) Non[lu bearing condition. Review required. 10) "Thmanufactured product is designed as an individual building component. The suitability and use of this component for any partlar building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD SE(S) Standard o russ russ ype y y 1433290 l� Vol Valley 1 1 JJob I Reference (optional) nuuaers r lamP., name y, nuuua uu000, iaavci r����n �.�..� _..... ......... .._.._.. __..._. .._ YS-' _._ ID:6auP?y01Dy8rygviifayFUz540A-kckk tGUEZwdsQOxSQ9K3npZRvYSLaZL1pBRPpz4 VK 1-10-7 1-10-7 Scale = 1:8.9 2x4 i 2 3 LOADI IG (psf). SPACING- 2--0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate -Grip DOL 1.25 - TC_ 0.05 --Vert(LL) -n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CI ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-7 oc purlins. BOT C ORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=51/1-10-1 (min. 0-1-8), 2=37/1-10-1 (min. 0-1-8), 3=14/1-10-1 (min. 0-1-8) Max Horz 1=47(LC 12) - Max Upliftl=-10(LC 12), 2=-46(LC 12) Max Grav 1=51(LC 1), 2=48(LC 19), 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. (7) 1) Winc. ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF S (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL 1.60 2) Gabl requires continuous bottom chord bearing. 3) This Fuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' Thi truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bear Ig at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bean , g surface. 6) Prov de mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 1 and 46 lb uplift at joint 2. 7) "This ,manufactured product is designed as an individual building component. The suitability and use of this component for any particular build ng is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Job I cuss ype Y1433290 ='O'us� Valley 1 1 Job Reference o tional nn ... -AM. 11 JnAA AAiTn4 lnrliiel.(nc Inr va-Tim 2n l a-An-1 n 201 a Panel omwers ri TCLL TCDL BCLL BCDL ..... . - - ID:OauP?y01Dy8rygviitayFUz54OA-Co578DG6?s2UUab708g c. i ryp x_x z 3-4-7 3-4-7 a c 0 2x4 11 2 3 2x4 4 2x4 11 Scale = 1:13.9 I (psf) 20.0 7.0 0.0 ' 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25. Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC --0.18 BC 0.14 WB- 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a . 999 Horz(CT) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20 TOP RFD 2x4 SP No.2 BOT D 2x4 SP No.3 WEB2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REAC IONS. (lb/size) 1=101/3-4-1 (min.0-1-8),3=101/3-4-1 (min.0-1-8) Max Horz 1=94(LC 12) Max Upliftl =-1 9(LC 12), 3— 82(LC 12) Max Grav 1=101(LC 1), 3=122(LC 19) FORC S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTE II (6) 1) Win c ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW -IRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO 1.60 2) Gab a requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' Th s truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betv een the bottom chord and any other members. 5) Pro 'de mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1 and 82 ib uplift at joint 3. 6) "Thi manufactured product is designed as an individual building component. The suitability and use of this component for any particular buil ing is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD ASE(S) Standard oruss II russ ype Y y 1433290 �V'03 Valley 1 1 ._... nn.o —... Job Reference (optional) .. ... n inn wm.L.„ gn 1s•en•inPma rant I omi�e�s r 2x4 ID:OauP?y01Dy8rygviitayFUz540A-Co578DG6?s2UUa 708g c. le p p x_x z 2-8-0 4-8-3 2-8-0 2-0-3 3x4 = 2 2x4 1 Scale =1:9.2 m v 0 0- -8 4-7-11 Plate O Isets X,Y - 2:0-2-0,Ed e LOADI (psf) SPACING- 2-0-0 CSI. - - DEFL. in (loc) I/deft: - L/d • PLATES GRIP -. TCLL :' 20.0 Plate Grip DOL 1.25 TC -0.14 Vert(LL) n/a n/a 999 MT20 . 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB . 0.00 Horz(CT) -0.00 3 n/a n/a BCDL ! 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 14 lb FT = 20% LUMBE I- BRACING - TOP C ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-3 ocpurlins. BOT C ORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REAC ONS. (lb/size) 1=143/4-7-3 (min. 0-1-8), 3=143/4-7-3 (min. 0-1-8) Max Horz 1=-21(LC 8) Max Upliftl=-61(LC 12), 3= 59(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTE (7) 1) Unbc lanced roof live loads have been considered for this design. 2) Winc ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF IS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL 1.60 3) Gab] II requires continuous bottom chord bearing. 4) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thi truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty Ien the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 1 and 59 lb uplift at joint 3. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular build g is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD dASE(S) Standard p II fuss fuss ype ty�vly 1433290 ' I VO4 Valley 1 1 -. _.. Job Reference o tional n nnn _ �„__ �� nn a .. .. .... .. .. 111..A I.... 7 •A!1.11 7(11A Penn 1 0 a 0 ID:OauP?y01Dy8rygviifayFUz54OA-g?fVLZHkmAAL6jAKarBoBCvgLj6wpTXe 7g Iz 5-4-0 7-4-3 5-4-0 2 0 3 4x6 = 2 5 4 3x4 2x4 II 2x4 II Scale = 1:17.5 LOADI IG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0- Plate Grip DOL 1.25 --- TC. .0.34 Vert(LL) n/a n/a 999- MT-20 244/19G - .- TCDL + 7.0 - Lumber DOL 1.25 BC 0.48 Vert(CT) n/a n/a 999 _ BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 4 n/a n/a BCDL 1 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 27 lb FT =20% LUMBER- BRACING - TOP C ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT C ORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REAC IONS. (lb/size) 1=148/7-3-11 (min. 0-1-8), 4=3/7-3-11 (min. 0-1-8), 5=335/7-3-11 (min. 0-1-8) I Max Horz 1=91(LC 12) Max Upliftl=-57(LC 12), 4=-38(LC 23), 5=-164(LC 12) Max Grav 1=148(LC 1), 4=38(LC 24), 5=335(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-210/331 NOTES-, (7) 1) Unb lanced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWI RS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-4-0, Exterior(2) 5-4-0 to 7-2-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gab[ , requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thi ° truss has been designed for a live load'of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 1, 38 lb uplift at joint 4 and 164 16 uplift at joint 5. 7) "This Imanufactured 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." LOAD CASE(S) Standard Job n s Truss Type Q Y ply 1433290 V05 Valley 1 1 Job Reference (optional) ...1 1��.. �Jn 1G•An•17'Jn10. Pnnn 1 tluiWers r-IsiJoume, I amps, rlarlr ID:OauP?y0lDy8rygviifayFUz54OA-BBDtZvINXUlgtIW7Y1hOR177WfYwfnjnO508z4 VH 4-0-8 8-0-0 10-0-3 3-11-8 2-0-3 a 0 00 46 = 3 7 6 5 2x4 2x4 II 2x4 II 2x4 II Scale = 124.3 LOADI TCLL TCDL BCLL BCDL G (psf) 20.0 7.0 - 0.0 ' 10.0 SPACING- 2-0-0 -. Plate Grip DOL - - 1.25 -- - Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CSI. TC 0.21 BC , 0.19 WB 0.11 Matrix-S DEFL. in Vert(LL) - n/a Vert(CT) n/a Horz(CT) -0.00 (loc) I/defl L/d n/a 999 n/a 999 5 n/a n/a PLATES GRIP MT20 - 244/190 - Weight: 42 lb FT = 20% LUMBE I- BRACING - TOP CITORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT C ORD 2x4 SP No:3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids. REAC ONS. All bearings 9-11-11. (lb) - Max Horz 1=159(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 7= 222(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 7=325(LC 23) FORCE I. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS j 2-7=-246/358 NOTES-1 (7) 1) Unb lanced roof live loads have been considered for this design. 2) Winc.1ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MW �S (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 8-0-0, Exterior(2) 8-0-0 to 9-10-7 zone;C-C for members and force J & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gabl ' requires continuous bottom chord bearing. 4) This Muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - Thi truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) 7=22 2. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular build) i g Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD RASE(S) Standard