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Home My WebLink AboutTRUSS PAPERWORKLIU - STATE O� 1 tU \ o) 2 rL OR Pop VTE��fl FDR/''I ANTE NOTES: 1.)REFER TO HIB 91 (RECOMMENDATIONS FOR HANDLING INSTALATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.F�AA�B,,rLT��RUS��SE;.� (INCLUDING TRUSSES UNDER VALLEYdFRAMING) MUST BE COMPLETELY DECKED OR REFER OR DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS. 3.)ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4.)ALL TRUSSES ARE DESIGNED FOR 2' o, MAXIMUM SPACING UNLESS OTHERWISE NOTED. S.)ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED LOAD BEARING UNLESS OTHERWISE NOTED. 6.)SY42 TRUSSES MUST BE INSTALLED WITH THE TOP BEING UP. 7.)BEAM/HEADER/LINTEL (HDR) TO BE FURNISHED BY BUILDER. Jacksonville PHONE 904 n24100 FAX 904-772-1973 Tampa PHONE: 8IM21-9831 FAX 813A26-8956 Freeport PHONE: 830-8354541 FAX BSU354532 BUILDER Brookville Homes, Inc. LEGALADDREBG: 2506 Tamarir t Pierce, FL Revision: Rev. By. P.: W - Drawn By. 7126/16 CJ 848709 MITEK PLATE APPROVAL #'s 2197.2 - 2197.4, WEYERHA ER PRODUCT #'s 1630.2 - 1630.10 848709 Lq Builders . FirstSource 1602 Industrial Park Dr. Plant City, FL 33566 rodeo Information: Builder•. Brookville Homes, Inc. Model: Sturgen Res. Builder, Find... Job 4: 848709 Street: 2506 Tamarind Drive City: Fort Pierce .County: Saint Lurie. Building Code: FBC2014/7PI2007 Computer Program Used: Truss Design Information: Gravity Loads Wind Roof. 37 psf Total Wind Standard: ASCE 7-10 Floor. Wand Speed: 170 mph Mean Roof Ht: 15It Exposure: C Note: Refer to individual truss design drawings for special loading conditions, design criteria, truss geometry, lumber, and plate information. Design Professional Information: Design Professional Of Record: Licensefl: Delegated Truss En tneer. Robert W. Wall Lieense 4 : 46021 This inns specification package consists ofthis index sheet and 65 tmss design drawings. This signed and sealed index sheet indicates acceptance ofray professional engineering responsibility solely for listed mass design drawings. The suitability and use of each imss component for any particular building is the responsibility of the building designer perTPL ,,..PP,, E .'. �'•leik�l�t5 gt C b'O•. F P •: y.TC s.'•. �OBW : •ab,F G`.ef lSS .AL neeaaurrav� 08/2s/2016 Texts 4 Truss Label Denerag 4 Seat Date Truss 4 Trust Label Drawing B Seal Date Truss B Truss Label Drawing 4 Seal Date 1 CJ01 848709001 7/26/2016 31 T19 848709031 7/26/2016 61 V09 848709061 726/2016 2 CJ02 848709002 7/26/2016 32 T20 848709032 7/262015 62 V10 848709062 7/26/2016 3 CJ03 848709003 726/2016 33 T21 848709033 7/262016 63 V11 848709063 726/2016 4 CJ04 848709004 7/262016 34 T22 848709034 7/26/2016 64 V12 848709064 726/2016 5 EJ01 848709005 7/262016 35 T23 848709035 7/262016 65 V13 848709065 7262016 6 EJ02 848709006 7/26/2016 36 T24 848709036 7/26/2016 7 EJ03 848709007 7/26/2016 37 T25 848709037 7/26/2016 8 EJ04 848709008 7/26/2016 38 T26 848709038 7/262016 9 EJ05 848709009 7/26/2016 39 T27 848709039 7/26/2016 10 EJ06 848709010 7/262016 1 40 T28 848709040 7262016 11 HJ01 848709011 726/2016 41 T29 848709041 7262016 12 HJ02 848709012 7262016 42 T30 848709042 726/2016 13 T01 848709013 7262016 43 T31 848709043 726/2016 14 T02 848709014 7262016 44 T32 848709044 726/2016 15 T03 848709015 7262016 45 T33 848709045 726/2016 16 T04 848709016 7262016 46 T34 848709046 726/2016 17 T05 848709017 7262016 47 T35 848709047 726/2016 18 T08 048709018 7262016 48 T36 848709048 7262016 19 T07 848709019 7262016 49 T37 848709049 7262016 20 T08 848709020 7262016 50 T38 848709050 7262016 21 T09 848709021 7262016 51 T39 848709051 726/2016 22 T10 848709022 7262016 52 T40 848709052 7262016 23 T11 848709023 7262016 53 V01 848709053 7262016 24 T12 848709024 7262016 54 V02 848709054 7262016 25 T13 848709025 7262016 55 V03 848709055 7262016 26 T14 848709026 7/262016 56 VO4 848709056 7262016 27 T15 848709027 7262016 57 V05 848709057 7262016 28 T16 848709028 7262016 58 VO6 848709058 7262016 29 T17 848709029 7262016 59 V07 848709059 1262016 30 T18 848709030 7262016 60 1 V08 1 848706660 7262016 EF Page 1 of 1 7 0 toss Was ype y M8709 - Sturgell Res. 848709 CJ01 Jack -Open 20 1 M8709001 J b Ref a cs (optional) 6ellpela rusmource, runt Pry, FL 33566 Scale =1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loci Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 7 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 6lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 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 uide. REACTIONS. (lb/size) 2=154/0-8-0 (min. 0-1-8),4=-7/Mechanical,3=2/Mechanical Max Horz2=58(LC 12) Max Uplilt2=-93(LC 12), 4--7(LC 1), 3=6(LC 12) Mu Grav2=154(LC 1), 4=17(LC 8).3=10(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extertor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this buss. 7j "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 .a` OEAI W' ! S •,•• STATE OF •• Q Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 o ruse ruse ype y M8709-Stume6 Res. 848]09 CJ02 Jack -Open 19 1 MB709002 Job Reference (opTonal) Builders FInItUource, Plant Ciy, FL 33566 Run: 7.610 a Jan 29 2015 PnnC 7.610 a Jan 29 2015 Wlak Industries, Inc. Tue Jul 252191:162016 Pag9e 1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-ayjrdNZUjSLVLbbO?YnHUv_HibUH(ANhm syu5C% Scale -1:126 Plate Offsets (X,Y)-- t2:0-4-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 12 lb FT-20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=57/Mechanical, 2=21010-8-0 (min. 0-1 -8), 4=26/Mechanical Max Hom2=113(LC 12) Max Uplift3=-62(LC 12), 2--108(LC 12), 4=-l(LC 12) Max Grav3=57(LC 1), 2=21 O(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOTCHORD 2-4=168/340 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5)'Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 3, 4 except 6tAlo) 2-108. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 IN, STATE OF 0 XORID Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Truss Truss Type 848709-Sturgell Res M8709 CJ03 Jack -Open 8 1 M8709003 Job Reference (optional) Builders FrsnSourm, Plant Cry, R. M566 Run:7.610s Jan292U15P4n07.610sJan292015Weklndustres,lnc Tue Ju12621U1:1]2016 Pa9ga1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-29HEgja6UmTMyUIaZFIWOSWPxHCI01OXwVf2?I WSCVu I fy-0 I 5-0-0 I 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 TCDL 7.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 REACTIONS. (lb/size) 3-100/Mechanical, 2=297/0-8-0 (min. 0-1-8), 4=44/Mechanical Max Horz2=169(LC 12) Max Uplih3=-110(LC 12). 2= 146(LC 12) Max Grav3=100(LC 1), 2=297(LC 1), 4=75(LC 3) FORCES. (16) - Max. CompJMax. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3--645/535 BOT CHORD 2-4=1033/947 Scale a 1:17.7 DEFL in floc) Udell L/d PLATES GRIP Vert(LL) 0.03 4-7 >999 360 MT20 244/190 Vert(TL) -0.04 4-7 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 181b FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opst h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and GC Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.OpSf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=110, 2=146. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 W. q, STATE OF 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2O16 o n156 I russ lype Uny my B48709-SNrgeil Res. 848]09 CJ04 Jack4Jpen 1 1 M8709004 Job Reference (optional) Builders RnstScurce, Plant City, F133566 2x4 = Run: 7.610 s Jan 29 2015 Pdni: 7.610 s Jan 29 2015 m ek Industries, Inc. Tue Jul 2621 U1:112016 Pa5e 1 ID:oB3FwmhkmDOkA20ADICOM?yu7CB-29HEgja6UmTMylAaZFI W 05 W RUHELOIOXW Vf2?lyuSCW 3-0-0 Scale=1:11.9 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 1-3 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1-3 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: lO lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=106/Mechanical, 2-78/Mechanical, 3=29/Mechanical Max Ho¢ 1=84(LC 12) Max Upliftl= 37(LC 12). 2=90(LC 12) Max Grav1=106(LC 1), 2=78(LC 1), 3=58(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h-15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 STATEOF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 oTruss mss I ype Uly Ply 848709 - Suagell Res. 84B]09 1E,101 Jack-Padisl 34 1 M8709005 Job Reference (optional) Builders Rm Scu¢e, Plant City, FL 33566 3 .T- Run: 7.610 a Jan 292015 Print: 7.610 a Jan 29 2015 Was Industries, Inc. Tue Jul 26 21-01:182016 Page 1 IDmB3FwmhkmDOkA20AOiCOM7yu7CS-W Lrc23bkF3cDavlm7zgl7J3SDhW HIIgg89PcXkyu5CV Scale =1225 Plate Offsets (X,Y)-- t2:0-6-0,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.08 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.16 4-7 >533 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hom(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 241In FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=141/Mechanical, 2=388/0-8-0 (min. 0-1-8), 4-60/Mechanical Max Hom2=224(LC 12) Max Uplift3=-156(LC 12). 2--185(LC 12) Max Grav3=141(LC 1), 2=388(LC 1), 4-105(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 22=-1306/1301 SOT CHORD 2-4= 2259/1927 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=156, 2=186. 6)'Semi-6gid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 JOID Imes I was I yp0 Lay U8709 - Sturgen Res. U8709 E102 Fly Jack-Parllal 5 1 848709006 Job Reference (ootiona0 aNlders RrstSource, Plant City, PL 33566 KJA-m Run: 7.610 s Jan 29 2m5 P4nL 7.610 s Jana 2015 64Tex ineustrles, Inc. Tue Jul 2621 U1:16 2016 Page 1 ID:oB3FwmhkmDOkA20AOiCOM7yu7CB-WLrc23bkF3cDavim7zqIZJ3SJhVLIgg89PcXkyu5CV 7-0-0 7-0-0 Scale =121 A Plate Offsets (X,Y)- 11:0-3-0 0-0-121 LOADING (psQ SPACING. 2-0-0 CSI. DEFL in (lac) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.08 3-6 >993 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.16 3-6 >521 240 BCLL 0.0 ' Rep Stress [nor YES WS 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 22 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=310/Mechanical, 2=142/Mechanical, 3=61/Mechanical Max Harz 1=193(LC 12) Max Upliftl= 134(LC 12), 2=-157(LC 12) Max Gmvl=310(LC 1), 2=142(LC 1), 3=106(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1286/1519 BOTCHORD 1�3-2562/1938 BRACING - TOP CHORD Structural wood sheathing directly applied. 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- (7) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 1=134, 2=157. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 TIT W. �yq •. S4�'I��ENs<c :!Ir STATE OFRID 0A into P. :�- c\ O 08/25/2016 Joo I Was m55 IYPD Fly 848709. Sturgell Res. M8709 EI03 Jack-Panal 1 1 84B709007 Job Reference (optional) bui0ere'Neekeu2re, Plant City, FL 33566 Ran: 7.6105 Jan a 2015 Pnnn 7.6105 Jan 292015 M I eK IWYSInes, M NB J01262"1:192016 Pagel ID:oS3FwmhkmDOkA20AOiCOM?yu7CB-?XP FObMONk4C3KyggL_5Wci15p2UB3pNp894ByuCU -1 1 6-0-0 1-0-0 6-0-0 46 = Scale =121.6 6-0.0 -0-0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.14 6-9 >606 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.16 6-9 >523 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.12 HOrz(TL) -0.04 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 28 lb FT - 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • WEBS 2x4 SP No.3 Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=32/Mechanical, 2=387/0-8-0 (min. 0-1-8), 5=169/Mechanical Max Horz2=199(LC 12) • Max Uplift4= 13(LC 8), 2=-194(LC 12), 5=-142(LC 12) Max Grav4=51(LC 3), 2=387(LC 1), 5=169(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1300/1289 BOT CHORD 2-6= 2104/1854 WEBS 3-6=-216/403 NOTES (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psh BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2-194, 5=142. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) "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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 W. y STATE OF �9O.o �• ;LORID�;� , 08/25/2016 848709 4x6 = 4-0-0 7-0-0 4-0-0 I 3-0-0 Scale =1:16.6 Plate Offsets(X,Y)— f2:0-1-0,Edgel LOADING (psf) SPACING. 2-0-0 CST. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.47 Vert(LL) 0.18 6 >467 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Ved(TL) -0.18 6 >452 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Hoa(TL) 0.09 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matdx-M) Weight: 27 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=103/Mechanical, 2=390/0-8-0 (min. 0-1-8), 5=96/Mechanical Max Horz2=143(LC 12) Max Uplift4= 78(LC 9), 2=-197(LC 12), 5=-31(TO 9) Max Grav4=103(LC 1), 2=390(LC 1), 5=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1326/1337 BOT CHORD 2-6= 2016/1833 WEBS 3-6=-136/265 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2psf; BCDL=3.Opsf; h-15111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Fxtedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=197. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used 1n the analysis and design of this truss. 9)'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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 .q, STATE OF 2 08/25/2016 Job Truss Was I ype y 846]09-Stur9ell Bes. M709 EJ05 Half Hip SuppwLLW 1 1 848]09009 Job Reference o tlonal Builders PlrslSource, Plant City, FL33566 Herezelos Jan2ezol5Pnnc Lblu S Janz9zmbwiexmausmes, aa: ue Jmzbzl:m:euzol6 Pagel ID:oB3FwmhkmDOkA20AOiCOM?yu7C&T1zM1kc_nhsxpDv9EOsDek8uUGADfimTujcdyuSCT Aj0 2-0-12 34A2 4-8-12 6-0-12 7-0-0 r i-0 2-0-12 4-1-4-0 f— 1-4-0 1-4-0 0-11-4 Scale=1:15.6 46 = LOADING (pso SPACING- 2-0-0 CS]. DEFL in (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(TL) -0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.03 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight: 28 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 CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 7-0-0. (Ib) - Max Horz 2=132(LC 12) Max Uplift All uplift 100 lb or less at joints) 7, 12, 10, 9 except 2=-170(LC 12), 111 15(LC 8) Max Grav All reactions 250 lb or less at joint(s) 7, 2, 8, 12, 11, 10, 9 FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. NOTES- (12) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf•, h=1 Sit; Cat. II; Exp C; Encl., GCpi=U.18; MWFRS (envelope) gable end zone 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) 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 ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 7, 12, 10, 9 except Qt=lb) 2=170, 11-115. 11) "Semi -rigid pitchbreaks with fixed heels- Member end fixity model was used in the analysis and design of this truss. 12) "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 W. ,o ; STATE OF cLOSIO?.c\�z4 C Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 08/25/2016 Job russ I was I ype Uty Fly 848709-SNrgell Res. W709 FJO6 Jack-Panial Is 1 848709010 Job Reference (optional) Builders RroSource, Plant City, FL 33566 Run: 7.610 s Jan 292015 Pont: 1.61U s Jan 29 20[5 NTek Industries, Inc. Tue Jul 2621 V 20 2016 Page 1 IDmB3FwmhkmDOkA20AOiCOM9p7CB-TIzMTkc_nhsxpDv9EOsDekBwBUESDfAz TujoZ CT Scale=1:17.4 3x4 = s-0-o LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress ]nor YES W B 0.00 Horz(fl-) -0.00 3 n1a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 181b FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=100/Mechanical, 2=297/0-8-0 (min. 0-1-8). 4=44/Mechanical Max Horz2=168(LC 12) Max Uplif13=110(LC 12), 2= 146(LC 12) Max Gmv3=100(LC 1), 2=297(LC 1), 4=75(LC 3) FORCES. fib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 645/535 BOT CHORD 2-4--1032/947 NOTES (7) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any ogler live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 3=110. 2=146. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 Ar : STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 o nem Ws6 I ype Uty Fly 848709-Sturgell Res. 848709 HJo1 I Diagonal Hip 56der 4 1 848709011 Job Reference (optional) Builders FvstSour , Pant City, FL 33566 i 3x4 = Sallee =1 M3 d - Plate Offsets (X y)-- I2:0-0-13,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.26 6-7 >444 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.39 6-7 >301 240 BOLL 0.0 ` Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matdx-M) Weight: 401b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=161/Mechanical, 2-301/0-10-15 (min. 0-1-8), 5=186/Mechanical Max Horz2=248(LC 22) Max Uplift4=-166(LC 4). 2=-256(LC 4). 5=-102(LC 8) Max Grav4=161(LC 1), 2=391(LC 19), 5=196(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-963/330, 2-12--498/334, 12-13= 497/343, 3-13=-448/301 BOT CHORD 2-15= 434/1039, 2-16=-385/434, 16-17--385/434, 7-17--385/434, 6-7=-385(434 WEBS 3-7=-103/270,3-6=-518/460 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 8-9-13 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jWb) 4=166, 2=256, 5=102. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88lb down and 74 Ib up at 1-4-15, 88 Ib down and 74 Ib up at 1-4-15. 93 It, down and 65 Ib up at 4-2-15, 93 Ib down and 65 Ib up at 4-2-15, and 111 Ib down and l l2 Ib up at 7-0-14, and 111 Ib down and l l2lb up at 7-0-14 on top chord, and 16 Ib down and 471b up at 1-4-15. 16 It, down and 471b up at 1-4-15, 191b down and 29 Ib up at 4-2-15, 19 Ib down and 29 Ib up al 4-2-15, and 33Ib down and 16 lb up at 7-0-14, and 33Ib down and 16 Ib up at 7-0-14 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. fib¢+�++++4y 8) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). r�OOT W. (y+4• 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any parti 9 ••. building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' £$ , '�-1GENSf'•�C S LOAD CASE(S) Standard .rT ' 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) �j�✓LW7 Vert: 1-2=-54, 2-11_ 14, 4-11=-54, 5-8=-20 ,d ; STATE OF Concentrated Loads(Ib) •y9'•. p Vert: 6= 31(F=-15, B=-15)12=148(F=74, 8=74)13=40(F=20, B=20) 14=46(F=-23, 8=23) 16=50(F=25, 8=25) 17=5(F=3, B�3�'ct-�• �QR��A ;N%V�'�� Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Job Truss Was Fype City Pry 648709-SWrgell R.S. 848709 HJ02 Dlagdnal Hip Girder 6 1 M8709012 Job Reference (optional) Builders rensoume, rum ury, M aa56B i 3x4 = Hun: 7.610 s Jan a 2015 Pdnl:7.6105 Jan 29 2015 KTex InduMee, Inc. Tue Ju126 21 U1222016 Page t ID:oB3FvrtnhkmDOkA20AOiCOM?yu7CB-P647t0eFJl6e3 W2XMpuhj9DFwlvdhZIG3nNpg WyuSdCR Scale=1:17.4 LOADING lost) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.47 Vert(LL) -0.04 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.10 4-7 >796 240 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) Weight: 25 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3=114/Mechanical, 2=199/0-10-15 (min. 0-1-8), 4=49/Mechanical Max Horz2=192(LC 4) Max Uplifl3= 128(LC 8), 2=-201(LC 4) Max Grav3=134(LC 19). 2=298(LC 19). 4=89(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-905/317 GOT CHORD 2-11--438/944 NOTES- (9) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h-151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joints) except (jt=lb) 3=128. 2=201. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88lb down and 74 Ib up at 1-4-15, 88 lb down and 74 lb up at 1-4-15, and 93 Ib down and 65 lb up at 4-2-15, and 93 lb doom and 65 lb up at 4-2-15 on top chord, and 16 Ito down and 47lb up at 1-4-15, 16 He down and 47 Ile up at 1-4-15, and 19 Ib down and 29 Ile up at 4-2-15, and 19 lb down and 29 lb up at 4-2-15 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, (cads applied to the face of the truss are noted as front (F) or back (B). 9)'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 �•`-pp-••""'• '4 1, 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Q` ,. y�GENSF, !!4` Uniform Loads (pill Vert: 1-2--54,2-8=-14, 3-8--5414-5= 20 ' Concentrated Loads (lb) Vert: 9=148(F=74, B=74) 10=40(F=20, B=20) 12=50(F=25, B=25) 13=5(F=3, B=3) :.q% STATE 17FG(.1/7 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Job ms5 inuss lype ly B4a709-Shvgel1Res. MB709 ml "to Girder i 1 M8709013 _ - Job Reference foptionall Builders RrstSource, Plant City, FL 33566 1, 4x6 = 3 Sx4 = 4 12 416 = 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = Seale =1385 m to LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TO 0.77 BC 0.73 WB 0.25 (Matrix) DEFL in Vert(LL) 0.13 Vert(TL) -0.35 Horz(TL) 0.08 (too) Udell L/d 6-8 >999 360 8-10 >718 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 94 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. - WEBS 2x4 SP No.3 MiTek recommends that Stabilizers end required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1421/0-8-0 (min. 0-1-11), 6=142110-8-0 (min.0-1-11) Max 1-1=2=-94(LC 25) Max Uplift2— 914(LC 8), 6=-945(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2437/1545, 3-11=-2099/1456, 4-11— 2099/1455, 4-12= 2099/1513, 5-12=2099/1513, 5-6= 2437/1612 BOT CHORD 2-10=-1305/2074, 10-13=-1483/2279, 9-13=-1483/2279, 9-14=-1493/2279, 14-15=-1483/2279, 8-15=.1483/2279, 6-8=-1278/2074 WEBS 3-10=-291/661, 4-10— 322/368, 4-8= 347/346, 5-8=-275/662 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL-3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except aWth) 2=914, 6=945. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) P28 lb down and 330 Ib up at 7-0-0, 108 Ito down and 158 Ib up at 9-0-12, 108 lb down and 158 lb up at 10-8-0, and 108 It, down and 158 Ib up at 12-3-4, and 171 lb down and 3601h up at 14-4-0 on top chord, and 205 lb down and 1341b up at 7-0-0, 65 lb down and 3 Ito up at 9-0-12, 65 lb down and 3 Ito up at 10-8.0, and 65 lb down and 3 lb up at 12-3-4, and 205lb down and 134lb up at 14-3-4 on bottom chord. The design/selection of anu.uap�• such connection device(s) is the responsibility of others. tiQ1 W, ••4• 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q O�S'q •L 10) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any tom° Q' \CENSF ••C! S, particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard * : �i1t t fl -• 1 a 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) {,o ; STATE OF Q Vert: 1-3— 54, 3-5= 54, 5-7=-54, 2-6=-20 •4gOq •• �ORIDP� •'•asyo�va� Continued on page 2 wahmalaaa Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 O N66 NSe yPe O—PIy 9a9]09-SWrgell Res. 646]09 TOt Hip Giber 1 1 848709013 Job Reference (oo[iona) Buldem RmtSourm, Plant City, FL 33566 Run:7.610 s Jan 292015 Print: 7.610 s Jan 29 2015 MTek Industries, Ina Tue Jul 262"1'232016 Pag9e 2 ID:oB3Fv hkinOOkA20AOiCOM?yu7CB-tleV5mft4cEVggdkWWPwGMmLOiBI0yzPIR6NDyyu5CO LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-171(S) 5=171(B) 10= 202(B) 4= 87(B) 8=-202(B) 11=-87(B) 12=-87(B) 13= 40(B) 14=-40(B) 15= 40(B) v�.�0E41T W. jy�o aJQO.��GENyF ;(` 14 STATE OF �� C Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 08/25/2016 Job Fruss ruse type y 648709-Sturgell Res. U8709 T02 Hip 1 1 848709014 Job Reference (optional) Builders FasnoarN. Plant City, FL 33566 5x6 = 3x4 =V 5x6 = ax4 = Scale =1385 11 Plate Offsets (X.Y)-- [2:0-2-10,0-1-8]. [4:0-3-0,0-2-71, [5:0-3-0,0-2-71, [7:0-2-10,0-1-81 LOADING (pat) SPACING- 2-0-0 CS]. DEFL in floc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ved(LL) -0.14 7-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.38 7-9 >644 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.13 Hoa(TL) 0.04 7 We n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 98 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=858/0-8-0 (min. 0-1 -8), 7=858/0-8-0 (min. 0-1-8) Max Horz 2=-115(LC 10) Max Uplift2=409(LC 12), 7=409(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-3=-1537/1191, 3-4=-1341/1085, 4-5= 1156/994, 5-6=-1341/1085, 6-7= 1537/1191 BOT CHORD 2-11=-832/1284, 10-11=-545/1061, 9-10=-545/1061, 7-9=-853/1294 WEBS 3-11--325/44414-11=-306/432, 5-9=-306/432, 6-9=-324/443 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 2=409, 7-409. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard r""'...... Lyra, � * • STATE OF r�a4�9 ;;OR70p•G\�trx��' rh Sy�NAI ENa•° rrtltrurrspd Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 job Fruss I was I ype y B48709-Saurgell Res. 868709 T03 Common Giber 1 3 Job Reference o ti0nal Buldels Rst5ource, Plant City, FLM566 Run: 7.610 s Jan 292015 Print: 7.610 s Jan 29 2015 N4Tek Industries, Inc. Tue Ju126 21 x112d 2016 Page 1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-LVCtl6fVwMMIgCwTEw9oaJaA6YC9FVYX5sW u5CP 6-L 10-B-0 14-11-5 21-" 6-4-11 I 4.3-5 --- _ _64-11 Scale =1:35.3 4x6 11 Ia axa 11 1x1u= am 11 Plate Offsets (X Y)-- f1:0-2-10 0-1-81 (5:0-2-10,0-1-81 P:0-5-0,0-4-81 LOADING (lost) SPACING- 2-0-0 CSI. DEFL in (loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.14 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.24 6-7 >999 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.87 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 348 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=4735/0-8-0 (min. 0-1-14),5=5760/0-8.0 (min. 0-2-4) Max Horz 1=-118(LC 4) Max Uplifll= 2440(LC 8), 5=-3023(LC 9) 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. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8993/4635, 2-3=-7990/4233, 3-4=-7991/4234, 45=-10692/5551 BOT CHORD 1-9— 4123l7913, 9-10=4123/7913, 10-11=-4123/7913, 8-11=-4123/7913, 8-12= 4123/7913, 12-13--4123/7913,7-13=412317913,7-14=-4830/9441, 14-15=-4830/9441, 6-15= 4830/9441, 6-16=-4a30/9441,16-17=-4830/9441,17-18— 4830/9441, 5-18=-4830/9441 WEBS 3-7=-3636/6883,4-7=-2922/1628,4-6=-13682781,2-7=-1024/614, 2-8--355/881 NOTES- (10) 1) 3-ply truss to be connected together with 1 Od (0.131 "xW) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-6-0 oc, Except member 7-4 2x4 -1 row at 0-9-0 oc, member 4-6 2x4 -1 row at 0-9-0 oc, member 7-2 2x4 - i row at 0-9-0 oc, member 2-8 2x4 - 1 row at 0-9-0 Co. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 1 OX psf bottom chord live load nonconcurtent with any other live loads. 6) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 1=2440, hill npi�� 5=3023. d,00 iY 8) °Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. •J ��.....; �i� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 It, down and 154 lb up at 1,3�-Q� •I,\O£N,q'F 290 lb down and 154lb up at 34-0, 290 Ib down and 154lb up at 54-0, 290 lb down and 154lb up at 7-4-0, 290 lb down and 15 b up at 9-4-0, 3639 lb down and 2033 Ib up at 10-5-9, 949 lb down and 501 lb up at 12-3-4, 949 lb down and 493 lb up at 14-3-4, 9043b '. down and 444 lb up at 16-3-4, and 986 It, down and 597lb up at 18-3-4, and 86 lb down and 57 lb up at 20-2-15 on bottom chorlt The 1 design/selection of such connection device(s) is the responsibility of others. 0. * % 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any I A STATE OF particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' •� 9 .• t+ r�4; LOAD CASE(S) Standard Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Job Truss Imes iype Uty Ply 646709-StuTgell Res. 646709 T03 Comman Girder 1 5ence 3 Job Ref090 (optional) buuaem resuource, rum uty, M tl bbe nun:r.em s den 29201 b Penn r.bi u s dan 292o] b m i eh lnausmes, Inc I u9 dui 2b arm242016 Paee2 D:oB3FwmhkmDOkA20AOiCOM?yu7CB-LVCtlsfVNMMIgGwTEw9oaJaA6VC9FVY%5swl0yu5CP LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-54, 1-5=-20 Concentrated Loads (lb) Vert: 7--3639(F) 9= 290(F) 10=-290(F) 11 =-290(F) 12=-290(F) 13=-290(F) 14--949(F7 15— 949(F)16=904(F) 17=-986(F) 18=-86(F) W, STATE OF , 'y9p ;FLOp'pP: �4i��d Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Hip ei 4.' 4x6 = — 3x4= 46= 4x1U MI<UHJ= 3x4= 5x6= 3x4= Scale -1 nee 4x10 M I20HS= Plate Offsets (X,Y)-- f2:0-5.0,0-1-71, f6:0-5-0,0-1.71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(L-) -0.11 7-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.31 7-9 >750 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.33 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 102 lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-10 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=1006/Mechanical, 2=1115/0-8-0 (min.0-1-8) Max Horz2=83(LC 12) Max Uplift6=577(LC 9), 2= 670(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1934/1071, 3-10=-1684/1 an, 10-11=-16a4/1009, 4-11= 1684/1009, 4-12=176311025, 12-13=-1763/1025, 5-13= 1763/1026, 5-6=-2001/1089 BOT CHORD 2-9=-922/1654, 9-14=-1380/2145, 14-15_ 1380/2145, 8-15= 1380/2145.8-16=138012145, 16-17=-1380/2145,7-17--1380/2145,6-7--938/1734 WEBS 3-9= 162/574, 4-9=-570/575, 4-7=-469/487, 5-7=-137/556 NOTES- (12) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except TAb) 6=577, 2=670. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1951b down and 242lb up at 5-0-0 0%munts", 91 lb down and 112 lb up at 7-0-12, 91 lb down and 112 lb up at 9-0-12, 91 It, down and 112 lb up at 10-11-4, and 91 lb down ands� EPT W. h'01% 112 lb up at 12-11-4, and 175 lb down and 246 lb up at 15-0-0 on top chard, and 83 lb down and 22 lb up at 5-0-0, 35 lb down antyS�p`b.\GEI.. q(�4 lb up at 7-0-12, 35 It, down and 8lb up at 9-0-12, 35 lb down and 8lb up at 10-11-4, and 35 lb down and 8lb up at 12-11-4, andd'1�133 down and 22 lb up at 14-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others, 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). •' 12) -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.' : STATE OF Q LOAD CASE(S) Standard �'O,n; 2pp101;��` % Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 doo Iwo I russ Type y M8709 - Sturgeil Res. 848709 Tot Hip Girder 1 1 B48709016 Job Reference (optional) Builders Fv wrce, Plant City, FL33566 Run:7.610 s Jan 29 2015 Print: 7.510 s Jan 29 2015 MTek Industries, Inc. Tue Ju126 21:01:252016 Page 2 ID:o63FwmhkmDOkA20AOiCOM?yu7CS-phmFWSg7cDUDw_n61 xSOLnrIDVg7ugCillbUHryu5CO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert:1-3=54, 3-5=54, 5-6=-54, 2-6= 20 Concentrated Loads (Ib) Vert: 3=-103(F) 5=103(F) 9=-47(F) 7=-47(F) 10=-46(F) 11=46(F) 12=-46(F)13=-46(F) 14= 24(F) 15— 24(F) 16_ 24(F) 17= 24(F) lY, STATE OF Robert W. Wall, PF 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Job russ was I ype UEY FlY M8709-Stage6 R.S. U8709 T05 Hip I 1 M8709017 Job Reference (optional) Oveaere halS'ourm, Plant Oily. FL 33566 Run:7.610 a Jan 292015 Pont: 7.610 a Jan 292015 MTek InEUstng %the Jul 2621D1252016 Pagel ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-phmF WSg7cDUDw_n61 xSOLnrgLVrtutlillbUHryu5CO -14-0 7-0-0 13-0-0 20-0-0 1-0-0 7-0-0 6-0-0 7-0-0 n 5x6 = 3 5x6 = Scale-1:34.6 3x8 _ 2x4 11 '"" - 2x4 11 ""� - Plate Offsets (X Y)- (3:0-3-0,0-2-71 14:0-3-0 0-2-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(L-) -0.12 8-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TQ -0.19 8-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TQ 0.04 5 n/a We BCDL 10.0 Code FBC2014/TPI2007 (Matdx-M) Weight: 96 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=924/Mechanical, 2=991/0-8-0 (min. 0-1-8) Max Hom 2=105(LC 16) Max UpFft5=424(LC 13), 2= 473(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-12 o : bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13= 1701/1212, 2-3 1941/1606, 3-4_ 1697/1545, 4-5=1943/1607 BOT CHORD 2-14=-1211/1607, 2-8=1249/1636, 7-8=-1238/1617, 6-7--1238/1617, 5-6=-1249/1636 WEBS 3-8=-257/453, 4-6=-263/457 NOTES• (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces S MW FRS 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 pet bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011b uplift at joint(s) except at=lb) 5=424, 2=473. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9)'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 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �. RT :'ir, �4p �Y9�",` Uniform Loads (plo ,�00� .`BENS J Q'•: �, tc ••• Vert:1-2=-54, 2-13= 14, 3-13=-54, 3-4= 54, 4-5=-54, 2-8=-20, 6-8=-80, 5-6=-20 .o STATE OF �0,eZ �ORIDo' �'�g¢: Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Job ru1 rusa I ype Qty Ply U8709 - Sturgell Res, 848709 T06 Hip 1 1 648709018 Job Reference (optional) Builders Fit S uroe, Plant Gty, FL M65 5-7-8 30.8 1-0-0 1-0-0 3x4 = 3x4 = 4 5 5x6 — T2 3 6.00 F12 2N4 II 2 1 1 '� B1 11 10 3xs 2x4 11 4xlOMT20HS= 3-0-8 5-11-8 Scale:aw" v Sx6 = 6 2x4 11 7 T3 b 4 8 �a 9 2x4 II 3x8 Plate Offsets (X Y)— f4:0.2-0 0-2-81 I5:0-2-0 0-2-81, [8:0.4-0 0-1-31 LOADING lost) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.42 9-11 >555 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.54 9-11 >433 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Hom(TL) 0.04 8 n1a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 93 Ib FT = 20 LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1-984/04-0 (min. 0-1-8), 8=969/Mechanical Max Ho¢ 1=102(LC 8) Max Upliftl= 478(LC 12). 8= 473(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-7 be bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2--2021/1675, 2-3=-1670/1536, 3-4=482/647, 4-5=-575/764, 5-6= 485/651, 6-7=-1666/1532, 7-8--2016/1670 BOT CHORD 1-11=-1557/1705, 10-11=-1289/1660, 9-10=-1289/1660, 8-9= 1289/1660 WEBS 2-11=-330/570, 7-9=-327/565, 3-6— 2528/2261 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd-132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=478, 8=473. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) "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.' ,,d BEAT W. �Y44�q LOAD CASE(S) Standard rJ Q0.�tCENgF;9!`�� 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ply Vert: 14=-54, 4-5=-54, 5-8=-54, 11-12=-20, 9-11=-80, 8-9=-20It V. STATE OF GLLAA Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Job nlsa Iruss lype 0Y-_- Ply M8709-Stu,ell Rex M8709 T07 Common 1 1 8487ON19 Job Reference (oolional) Builders RSlSource, Plant City, FLM566 6.00 12 20 II k+:F 3x4 = 129 10 3x6 G 2x4 11 4x10 MT20HS= axe = 5 2ca II 6 2xa 11 3x8 Scale =1:335 E Plate Oftsels (X1)-- [4:0-2-0,Edpe117:0-1-0 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.44 8-10 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.56 8-10 >420 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress [nor NO WB 0.88 Horz(fl.) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 94 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=984/0-4-0 (min. 0-1-8), 7=969/Mechanical Max Horz 1=-113(LC 8) Max Upliftl=-486(LC 12), 7=-481(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied Or 4-B-3 oc pur ins. BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. M' ek recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation aide. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2--2022/1681, 2-3--1671/1542, 3-4= 294/428, 4-5=-298/432, 5-6=-1666/1539, 6-7=-2017/1677 BOT CHORD 1-10= 1602(1760, 9-10=1293/1659, 8-9=-1293/1659, 7-8— 1293/1659 WEBS 2-10=-330/573, 6-8=-328/567, 3-5=2254/2053 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; h-15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ito uplift at joint(s) except (jt=Ib) 1=486, 7=481. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9)'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.° --,� STATE OF SryO g.tk-.'DLORIOP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-4=-54, 4-7= 54, 10-11=-201 B-10=-801 7-8=-20 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Girder Scale =193.1 4x6 II Io 3x6 II 7x10 = 2x4 II 5-SS 9-11-4 14-53 19-11-4 5-5-5 4-5-15 45-15 Sbl � Plate Offsets (X YI-- (1:0-1-11 0-1-81 f5:0-0-11 Edael f7:0-5-0 0-4-81 f8:0-4-4 0-1-8) LOADING fast) SPACING- 2-0-0 CSI. DEFL in (too) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.19 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.32 6-7 >745 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.60 HOrz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matdx) Weight: 217 Ito FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 REACTIONS. (lb/size) 1=574810-7-4 (min. 0-3-6), 5=3659/Mechanical Max Horz 1= 110(LC 4) Max Upliftl= 2836(LC 8), 5=-2013(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-9034/4529, 2-3= 6307/3408. 3-4=-6303/3403, 4-5=-7975/4407 BOT CHORD 1-9=4032/7962, 9-10=-4032f7962, 10-11=-4032f7962, 8-11=-4032/7962, 8-12= 4032f7962, 12-13=-403217962,7-13=-4032/7962,7-14--3856/7073,14-15=-3856f7073, 6-15=-3856/7073, 5-6=-3856/7073 WEBS 3-7--2872/5345, 4-7=-173911228, 4-6= 849/1378, 2-7= 2783/1317, 2-8=1022/2530 NOTES- (12) 1) 2-ply truss to be connected together with 1 Old (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 'OpttOtirk"s 8) Refer to girder(s) for truss to truss connections. �.0 ;?IT W, !,xi, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=Ib) 1=284ro0E h'q �•• 5=2013. 2 4F JC£NSF ;�! •i 10)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1017 lb down and 482 lb up # •'. 0-10-8, 1017 lb down and 473 to up at 2-10-8, 1008 Ito down and 455 Ito up at 4-10-8, 1005 Ib down and 476 lb up at 6-10-8, 1025 Ib 1y-,�'}�I �. 1 , down and 503 It, up at 8-10-8, and 10051b down and 593 Ito up at 10-10-8, and 1901 Ib down and 1282 lb up at 12-9-12 on bots "ri—fl•� r chord. The design/selection of such connection device(s) is the responsibility of others. % ,e'. STATE OF 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any •• 9 •.F • ; particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' y60k. %.; Oslo .. �0. LOAD CASE(S) Standard Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Job fuss was ype ty y 648109-SNrgell Res. TOB Common Giber 1 M87648]09 2 Job Reference ence (optional) bunoem rusrSour ,ram wry, rLJ bb nun: r.Um s Jan ZU ZU1 b rnnc LGI U s JW[ eU]0 M 1 e61nausp S, Inc. l ue JUI Zb 21:01272016 Pagget ID:oB3Fw hkmDOkA20AOiCOM?yu7CB-m4uOx8iN8gkx9HxV8MUsOCx2TJYxMgU?D24aMjyuSCM LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-3=-54, 3-5= 54, 1-5=-20 Concentrated Loads (lb) Vert: 9=-1017(B)10=-1017(B) 11=1008(B)12= 1005(B)13_ 1005(B) 14= 1005(B)15=-1901(8) STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 /U-14 14U-e 2e-11-2 LbU-e TON41 1 6-01-2 6-11-2 7-0-14 Scale-1.46.4 34= 3A— 5x6-=. - 3x4_— — _.3x6' 1 11 12 13 2 14 15 16 3 17 18 19 4 20 21 22 5 23 24 25 26 27 2B 29 30 31 32 33 34 10 9 8 7 6 3x6 11 3x6 = 5x8 = 3x6 = 3x6 II 7-0-14 14-0-0 20-11.2 28-0-0 7-0-14 E71-2 6-11-2 7-0-14 Plate Offsets (X,Y)-- (3:0-3-0,0-3-01 f8:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL- in floc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.19 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.29 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 6 n1a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight: 303 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1 0=1 912/Mechanical, 6=1 921 /Mechanical BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. Max Upliftl0= 1261(LC 4). 6=-1262(LC 4) FORCES. Ile) - Max. CompJMax. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 1-10= 1783/1288, 1-11=-2954/1946, 11-12 2954/1946, 12-13=.2954/1946, 2-13=-2954/1946, 2-14=-3848/2533, 14-15=-3848/2533,15-16= 3848/2533,3.16— 3848/2533,3-17=-3848/2533, 17-18= 3848/2533,18-19=3848/2533, 4-19=-3848/2533, 4.20— 2962/1947, 20-21=-2962/1947, 21-22--2962/1947, 5-22=-2962/1947, 5-6— 1789/1290 BOT CHORD 9-26=-1946/2954, 26-27=-1946/2954, 27-28=-1946/2954, 8-28=-1946/2954, 8-29=-1947/2962, 29-30= 1947/2962, 30-31=-1947/2962, 7-31--1947/2962 WEBS 1-9=-2136/3243,2-9= 1190/1070, 2-8=-660/1005,3-8— 647/674, 4-8= 658/995, 4-7= 1189/1072,5-7=-2138/3252 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3') nails as follows: Top chords connected as follows: 2x4 - 1 new at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 now at 0-9-0 oc. Webs connected as follows: 2x4 - 1 mw at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (5) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd-132mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 0=11c) 10-1261 , 6=1262. 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 'Jd 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb down and 138 lb up at I , 108 to down and 138 Ib up at 3-0-0, 108 lb down and 138 lb up at 5-0-0, 108 lb down and 138 lb up at 7-0-0, 108 to down and jj9Bib up at 9-0-0, 108 lb down and 138 It, up at 11-0-0, 1081b down and 1381b up at 13-0-0, 1081b down and 1381b up at 15-0-0, 103 lb down and 138 lb up at 17-0-0, 108 lb down and 138 lb up at 19-0-0, 108 lb down and 138 lb up at 21-0-0, 108 lb down and 1387b11f; at 23-0-0, and 108 It,down and 138 lb up at 25-0-0, and 10816 down and 138 lb up at 27-0.0 on top chord, and 65 lb down aneIM up at 1-0-0, 65 It, down and 3 lb up at 3-0-0, 65 lb down and 3lb up at 5-0-0, 651b down and 3 lb up at 7-0-0, 65 to down and b , at 9-0-0, 65 lb down and 3 Ito up at 11-0-0, 65 lb down and 3 Ib up at 13-0-0, 65 fib down and 3 lb up at 15-0-0, 65 lb down and at 17-0-0, 66 to down and 3 lb up at 19-0-0, 66 lb down and 3Ib up at 21-0-0, 66 lb down and 3 lb up at 23-0-0, and 66 lb down a lb up at 25-0-0, and 66 lb down and 3lb up at 27-0-0 on bottom chord. The designtselection of such connection device(s) is the •y1 responsibility of others. Continued on page 2 W. �" djj STATE OF - _ Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 uniform Loads (plf) Vert: 1-5=-54, 6-10=-20 Concentrated Loads (Ib) --- Vert: 9=-40(B) 2=-87(B) 4--BB(B) 7= 41(B) 11--87(B)-12= 87(B) 13=-87(B) 14=-87(B) 15=-87(13)16=-87(B) 17=-87(8) 18— 87(B) 19=-88(B)20=-88(B) 21=-88(B) 22=-88(B)23=-40(B)24=-40(B)25=40(B) 26=40(B)27=-40(B)28=-40(B)29=-40(B) 30--40(B) 31--41 (B) 32=-41 (B) 33=-41(B) 34=-41(B) J••Q�.��GENyF,9l�•� * : ��Cw ' �44,, STATE OP �40"$c„ :�y0At0 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 3ou-- Pa um ype Dty —Py 8467o9-SWrgell Res. 848709 T10 Flat 1 1 848709022 Jab Reference (optional) auJtlers FvsSource, Pant City. FL33566 Run: ].610 s Jan 292015 PrinC ].610 s Jan 29 2016 MTek lntlustries, Inc. Tue Jui 26 21U129 2016 Pag5e 1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-iS?mLpjegS_fObStGn WKVde0Nr7E_gbklgMZhOcyuSCK 3x6 = --4 6-11-2 704-0 &11 I 3x4 = 516 = 3x4 = Stale-1.46.4 3x8 = 10 e u r 6 3x5 II 3x6 = 5x8 = 3x6 = 3x6 II 7-0-14 14-0-0 20-11-2 I 2a-0-0 7-0-14 6-11-2 6-11-2 Plate Offsets (X,Y).- (3:0-3-0 0-3-01 f8:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (fee) Weil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.13 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.22 8-9 >999 -240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Hom(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matdx) Weight: 162 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=1025/Mechanical, 6=1025/Mechanical Max Upliftl0= 573(LC 8), 6=573(LC 8) BRACING - TOP CHORD BOTCHORD WEBS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10= 1076/950,1-2=-1381/1135,2-3=-1795/1475,34=-1795/1475,4-5=-1381/1135, 5-6=-1076/950 BOTCHORD 8-9=-1135/1381, 7-f 1135/1381 WEBS 1-9=-1331/1619, 2-9=-7437782, 2-8=-407/496, 3-8=411/485, 4-8=-407/496, 4-7--743/782, 5-7=-1331/1619 Structural wood sheathing directly applied or 4-0-9 oc purlins, except end ver8cals. Rigid ceiling directly applied or 5-6-9 oc bracing. 1 Row at midpt 1-9.5-7 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h-150; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=lb) 10-573, 6=573. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particula,4��4Tpzj building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' d LOAD CASE(S) Standard ,a•Q.O.��GENgF,9l�� * , STATE Op� " • :2 YORIO?.�x��J4 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Job rus5 inuss type 848709-Sturgell Res 848709 Tlt Roof Special 1 1 8487090M Job Reference tional Bullclers FlrstSource, Plant City, FL 33566 Run: 7.610 a Jan 292015 PrinI:7.610 s Jan 292m6 NGTek Ndustries, Inc Tue Ju126 219129 2016 Page 1 I D:oB3FwmhkmDOkA20AOiCOM4yu7CB-iS?mLpjegS_fOb5tGn WKVdOKa7Dlq WdIgMZhOcyuSCK 7-8.7 15-3-1 22-8-0 28-0-0 7-8-7 1 7811 I 7 49 1 5-0-0 xs:c 3x4.= 4x6 = 2.4 II 516 = 6.00112 Scale =1:46.4 11 12 13 11 14 10 9 15 a 7 3x6 II 3,6 = 3x4 = 3x8 = 3x4 = 3x6 II rl P Plate Offsets KY)-- 13:0-3-0 Edgel 15:0-4-0 0-2.81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.96 Ved(LL) -0.0911-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.2411-12 >999 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(fL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 168 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. (lb/size) 12=1025/Mechanical, 7=1025/Mechanical Max Horz 12= 145(LC 13) Max Upliftl 2=-581 (LC 8), 7=-483(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-1158(990, 1-2= 1325/1043, 2-3=1615/1322, 3-4_ 1615/1322, 4-5=-1615/1321, '5-6_ 11511863, 6-7--1199/938 BOT CHORD 11-14--812/1265, 10-14=-812/1265, 9-10=-812/1265, 9-15=-665/968, 8-15= 665/968 WEBS 1-11=-126811610, 2-11=-718/805, 2-9=346/359;4-9=483/569, 5-9=-532f733, 5-8--341/405, 6-8=-714/1076 Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-6.6 oc bracing. 1 Row at midpt 1-11 Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; 11=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61-4b) 12=581. 7=483. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any partictlJ�lp building is the responsibility of the building designer per ANSI 7P11 as referenced by the building code." A"? LOAD CASE(S) Standard Z - r * , STATE OF r i 1y�.ck_:,tO........xP�� Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 848709 am 3.e a 3x6 = 3x4 = 4x6 = 2x4 11 2x4 II 5.6 = 5x8 = 7-6-4 14-H 20-8-0 28-0-0 7-6-4 7-2-12 5-11-0 74 Scale -1:472 7 3x6 II Plate Offsets (X.Y)-- 13:0-3-0 Edoel 15:0-3-8 0-2-41 f6:Edoe 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.92 Ved(LL) 0.09 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Ved(TL) -0.2410-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.04 7 We We BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 180 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T3:2x4 SP No.t BOT CHORD 2x4 SP No.2 *Except* BOT CHORD B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' WEBS W 7: 2x4 SP No.2 REACTIONS. (lb/size) 12=1025/Mechanical, 7=1025/Mechanical Max Horz 12=201(LC 13) Max Uplift12=578(LC 8), 7=-455(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-1150/1000,1-2--1292/1042, 2-3— 1559/1336,3-4=-155911336, 4-5=-154511324, 5-6=-1194/938, 6-7=-1116/947 BOT CHORD 12-13=-94/299, 11-13= 94/299, 11-14=-723/1208,10-14=-723/1208, 4-10= 397/463 WEBS 1-11= 128011585, 2-11=-709/825, 2-10= 367/334,8-10=-626/936, 5-10=-458/680, 5-8=386/404, 6.8=-634/964 Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-11-0 oc bracing: 10-11. 1 Row at midpt 1-11 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL-10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 12=578, 7=456. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. ��000 A""" 8) This manufactured product is designed as an individual building component The suitability and use of this component for any parb'�1V1 building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Ar r LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 W. • STATE OF ,•e, 0A, : 4i0R10y' �x@�A 08/25/2016 Job Truss I was I ype y 848709-Sturgell Res. M709 T13 Hip 1 1 MB709025 Job Reference (optional) guilders Rrst9ource, Plant City, FL 33566 Run: 7.510 s Jan 29 2015 Pnnu 7.610 s Jan 29 2015 Unrek Industries, Inc. Tue Jul 26 21D1:30 2016 Page 1 IDmB3FwmhkmDOkA20AOiCOM?yu7CB-AfZSZ9kG016W01f4gUIZ2rZVfW WVZ_oRvOJFy2yu5CJ 5x 1 icaw iaro-u 1 id -d-u <o-U-e �ea-u-u 7-M-8 4.9=1 2-1-0 3-11-0 7-4-7 1-11-9 ac4 11 46 % 3x4 II 5,6 = 10 9 8 214 11 3x8 = 6x8 = 7-10-12 12$-0 14-9-0 1&8-0 28-0-0 7-10-12 4-9i 2-1-0 1 3-11-0 gd-n Scale: 1/4'=l' Plate Offsets (XY)— f3:0-3-0 Edgel 15:0-3-e 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.24 1-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.53 8-9 >631 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 HOrz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight: 1651b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T1: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD B2: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3 REACTIONS. (lb/size) 1=1028/Mechanical, 8=1028/Mechanical Max Horz 1=203(LC 12) Max Upliftl =-471 (LC 12), 8=-435(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2013/1657, 2-3=-1401/1299, 3-4= 1246/1252, 4-5=-1271/1275, 5-6= 1243/1103 BOT CHORD 1-12=-1441/1706, 11-12=-1441/1706, 4-11= 245/322, 8-9=-561/592 WEBS 2-12=-22/354, 2-11= 658/693, 9-11=-708/1032, 5-11= 288/401, 5-9=-288/315, 6-9=-177/441. 6-8=-1347/1357 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 3-1-1 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=471, 8=435. �iilmjn" 8) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. SAS W. r, 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any part•i building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q."�,lCEN30:.;(�GS LOAD CASE(S) Standard • STATE OF - i'�•r LORIDP �a@� 0 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 M8709 3x4 = 3x8 II 6.00 12 3x4 a 2x4 11 12 11 10 9 2x4 II 5xa = 3x6 II Ism >-10.12 lb3-0 1b60 168-pp ]8-00 61--0 11-0 j 4114 I 6b13 .11� Scale-1:54.4 Plate Offsets (X,Y)-- 14:0-2-0,0-0451. f6:0-2-0,Edgel. [8:Edge.0-1-12] 113:0-2-8 0-2-81 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(L-) 0.20 1-14 >999 360 - MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.3513-14 >944 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.84 HOrz(TL) 0.07 9 We We BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 163 lb FT-20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-7-4 oc bracing. WEBS 1 Row at midpt 2-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1035/Mechanical, 9=1037/Mechanical Max Horz 1-223(LC 12) Max Upliftl= 485(LC 12), 9=-453(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2093/1710, 2-3=-1345/1220, 3-4=-1265/1243, 4-5= 1163/1222, 5-6= 1147/1208, 6-7= 1308/1252,7-8--1212/1040,8-9=-1158/1036 BOT CHORD 1-14=1503/1781, 13-14=-1503/1781 WEBS 2-14=0/373, 2-13--851/884, 7-10= 469/528, 8-10=-822/1054, 5-13=-577/674, 10-13— 785/981 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psh BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb) 1=485, 9=453. 8) "Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any partic8laf building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 T W, STATE OF •,•Q P•"'OV 4 08/25/2016 JOD Truss I was I ype 848]09-Sturgell Res. 848709 T15 Roof Special 1 1 84870902] Job Reference o tional Builders HstSource, Plant City, FL 33566 5x 6.00 12 7m, US = 10 20 II Sxe = 7-10-12 14-9-0 ]-10-12 6104 51 I 2 5--1156-0 7 3x6 II Stale =1:55.0 Plate Offsets (X,Y)-- f3:0-3-0 Ed0e1 f11:0-2-8 0-2-BI LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.19 1-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.34 11-12 >975 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.07 7 rda n/a . BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 1641to FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* TI: 2x4 SP No.t SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1035/Mechanical, 7=1037/Mechanical Max Horz 1=233(LC 12) Max Upliftl= 491(LC 12), 7=-462(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-8-6 oc bracing. WEBS 1 Row at midpt 2-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. -All forces 2,50 (lb) or less except when shown. TOP CHORD 1-2=-2101/1733, 2-3=-1343/1218, 34-1255/1245, 4-5= 1309/1258, 5-6= 1223/1054, 6-7= 1163/1043 BOT CHORD 1-12= 1528/1801, 11-12=-1528/1801 WEBS 2-12=0/372, 2-11=-889/932, 5-8= 480/541, 6-6=-646/1073, 4-11=-631017, 8-11=-807/997 NOTES• (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (t=Ib) 1=491, 7-462. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)'fhis manufactured product is designed as an individual building component. The suitability and use of this component for any particul building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' ��'� LOAD CASE(5) Standard STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 08/25/2016 Job Inuss I Was; I ype U8709 - Sturgell Res. 848709 T16 �Ply Roof Special 3 7 848709028 Job Reference (optional) Builders FirsiSource, Plant City, R-33566 R 5x6 = 6.00 Fl2 11 10 9 8 7 46 = 2x4 II 3x4 ax8 = 2x4 11 3x6 = 7-10-13 15.8-0 23-54 27 "o 7-10-13 7-9-3 1 7-9-0 4-3-12 16 N Scale -1S1.4 Plate Offsets (XY)-- f1:0-0-0,0-0-141, 13:0-3-0,Edae1 16:0.5-8,Edce1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Veri(LL) 0.11 11-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Ved(TL) -0.24 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.08 16 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 148 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W 5: 2x4 SP No.2 OTHERS 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1019/Mechanical, 16=990/0-5-0 (min. 0-1-8) Max Horz 1=234(LC 12) Max Upliftl=-489(LC 12), 16=-443(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 1 Row at midpt 2-9.5-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2023/1700, 2-3--1307/1185, 3-4= 1223/1212, 4-5=-130211204, 7-12=-873/1040, 6-12=-873/1040 BOT CHORD 1-11=-1527/1752, 10-11=-1527/1752, 9-10=-1527/1752, 8-9=-933/1094, 7-8=-933/1094 WEBS 2-11-01312, 2-9=-850/917, 4-9=-499/614, 5.7--1344/1154 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsh h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 16 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 16=443. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 ion Imm 1russ type ly 848709-9Mgell Res. 84B709 T17 lely Roof pedal 1 1 MB709029 Job Reference (optional) aullders Rrst9oorce, Plant City, FL 33566 3x6 It a 00F1 —2 Sx6 = 310-22 I 18-0-0 25.9-0 30---0 36 qB6 43112 Sale-1;60.6 Plate Offsets (X,Y)- 14:0-3-0,Edgel, 18:0-5-8,Edgel LOADING (ps0 SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ver(LL) -0.08 10-11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Ven(TL) -0.22 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(fQ 0.05 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 168 lb FT-20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W6:2x4 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 1 Row at midpt 5-11, 7-11 MI recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation aide. REACTIONS. (Ib/size) 2=226/0-8-0 (min. 0-1-8), 15=110310-7-12 (min. 0-1-9), 17=922/0-5-0 (min. 0-1-8) Max Horz 2=331(LC 12) Max Uplift2=-123(LC 8), 15=-669(LC 12), 17=-420(LC 13) Max Grav2=228(LC 25), 15=1103(LC 1). 17=922(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 266/161, 3-4=-1554/1293, 4-5=-1445/1297, 5-6=-1170/1084, 6-7=-1169/1093, 9-16= 801/962, 8-16=-801/962 BOT CHORD 14-15= 1302/1225, 3-14= 1244/1234, 12-13=1139/1340, 11-12— 1139/1340, 10-11=-858/1013, 9-10= 858/1013 WEBS 3-13=-105611267,5-11--517/599, 6-11=-372/482, 7-11— 1801280, 7-9=-1241/1058 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 17 considers parallel to grain value using ANSVfP11 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) 2-123, 15.669.17=420. 7) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any par @uidr building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' " LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 W, q STATE OF 08/25/2016 Jet, I run N6S ype y 848709 - Sturgell Res. M8709 T18 Roof Spedal 1 7 848709030 Job Reference (optional Builders( SlS00(re, Plant City, FLW566 Se0 12 5x6 = 1 3x6 If 6.2.8 {- 10-2-12 1 18-0-0 25-9-0 30-1-0 6-2.8 4-0-0 7-9-0 7-9 4 4-3-12 Scale=1:60.6 , �y P Plate Offsets (X Y)-- 13:0-1-8,0-1-81 f4:0-3-0 Eddel (8:0-5-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.0710-11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.20 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Hoa(TL) 0.04 17 n/a n/a BCDL 10.0 Code FBC20147TP12007 (Matrix) Weight: 1671b FT=20% -LUMBER- - ----- — ---- --- —BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except BOT CHORD 2x4 SP N0.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-11. 7-11 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=275/0-8-0 (min. 0-1.8), 15=1134/0-8-0 (min. 0-1-10), 17-841/0-5-0 (min. 0-1-8) Max Horz2=331(LC 12) Max Up1ift2=-116(LC 8). 15=-681(LC 12), 17=391(LC 13) Max Grav2=281(LC 25),15=1134(LC 1), 17=841(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 272/187, 3-4=1015/842, 4-5= 941/845, 5-6=-1009/935, 6-7=-10101936, 9-16=-720/874, 8-16=-720/874 BOT CHORD 14-15=-1297/1241, 3-14= 1266/1243, 12-13= 711/874, 11-12=-711/874, 10-11= 770M7, 9-10--770/917 WEBS 3-13=-961/1098,5-13=-365/474,5-11=-175/262,6-11--234/399, 7-11=-204/329, 7-9= 1124/951 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCOL=4.2pst BCDL-3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 1Do psf bottom chord live load nonconcument with any other live loads. 4)' This tmss 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) Bearing at joints) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except OWb) 2=116 d 15-681,17-391. %ZOA 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q .4 ' 8) `This manufactured product is designed as an individual building component. The suitability and use of this component for any palculal building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' _ ' STATE OF 1q�'oF%.A10RID . " w4� LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 W. [IF:J%"WKIM 0 N5a nlss I ype y 846709-Sturgell Res. B4W09 T19 Roof Special 1 1 M8709031 Job Reference (optional) e, Plant ciry, rrt:xlooti Hun: Atilu s Jan 292015 Print 7.910 a Jan 292015 %TeX Indushles, Inc. Tue Jul 26 21 A1:34 2016 Page 1 ID:oB3FwmhkmDOkA20AOICOM7yu7C8-2OpfPXnmU_dyVMzr3K6VChjBW8r8VrA1 geHS5pyu5CF 14-01 66--1-0 032-12 80I 25-94 30--0 140--0 3-13 7-94 7.9-4 4.3-12 6.00 12 3x6 II 5x6 = 6-11-0 I 10-2-12 18-0-0 I 25-94 30.1-0 6-11-0 n.3d3 9.03 NL2ro Scale-1.60.6 Plate Offsets (X Y)-. f2:0-0-12 Edge? (4:0.3-0 Edger f8:0-5-8 Edgel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (roc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.95 Vert(L-) -0.07 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.2010-11 >999 240 BCLL 0.0 Rep Stress [nor YES W B 0.61 HOR(TL) 0.04 17 n/a n1a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 167 lb FT=20% LUMBER- BRACIN - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except - BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-11.7-11 OTHERS 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=30210-8-0 (min. 0-1-8), 15=1134/0-8-0 (min. 0-1-10), 17=814/0-5-0 (min. 0-1-8) Max Horz 2=331(LC 12) Max Uplift2=-114(LC 8), 15=-683(LC 12), 17=-381(LC 13) Max Grav2=309(LC 25),15=1134(LC 1). 17-814(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-264/179, 34=-838/689, 4-5=-777/693, 5-6=-955/883, 6-7--956/885, 9-16=-692(844, 8-16=-692/844 BOT CHORD 14-15=-1284/1242, 3-14=-1264/1241, 12-13=-563f720, 11-12--563/720, 10-11=-7401885, 9-10=-740/885 WEBS 3-13= 886/1003, 5-13=455/553, 6-11= 187/373, 7-11=-217/347, 7-9=-1085/914 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 710; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 17 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=Ib) 2=114, 'snunn 15=683, 17-381. 7) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. O 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any pajuarr,••1%•XGENS. building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 STATE OF 6�0�^ LOR{OPr�� 08/25/2016 p me9 ype y Res 848]09 T20 20 floot Spedal 1 i SW�848709-Sturgell - Job Reference (optional) JobR Reference Builders FtrstSeurce, Plant City, FL M566 6x8 = 3.6 = 64 = 3x8 = 18-0-0 I 7-0 0-161-00 2:7 I 3-0-0-0 Scale =159.3 Plate Offsets (X,Y)-- 12:0-2-12,0-1-81, f9:0-0-0,0-0-141. It 0:0-6-4,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.1613-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.4213-14 >616 240 BCLL 0.0 ' Rep Stress Incr YES INS 0.56 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC20147TP12007 (Matrix-M) Weight: 175 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins. • T3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-1-10 oc bracing. BOT CHORD 2x4 SP N0.2 *Except* WEBS 1 Row at midpt 7-10 B2,B5:2x4 SP No.3, B6:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=77510-5-0 (min. 0-1-8),2=401/0-8-0 (min. 0-1-8),15=1125/0-8-0 (min.0-1-9) Max Horz2=320(LC 12) Max Uplift9= 381(LC 13), 2=-153(LC 12), 15=-622(LC 12) Max Grav9=775(LC 1), 2=412(LC 25), 15=1125(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-916/501, 6-7=318/807, 7-8=-1753/1768, 8-9=-1581/1368 BOT CHORD 2-15= 902/1254, 14-15=-1011/862, 13-14=-339/405, 8-10=-496/710, 9-10=-1128/1360 WEBS 3-15= 346/460,6-14=-1008/944,6-13=0/257,10-13=-274/501, 7-10=-1131/1077 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (It=lb) 9=381, 2=153,15=622. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 .�- OEp' h'�' " y��GENi W9!l STATE OF01. �� 4 Job Inuss I MISS ype y 848709-Sturgell Res. 848709 T21 Roof Special 3 1 B48709033 Job Reference (optional) Builders RralSource, Plant City, PL 33566 6x8 = 9 d 3x6 = 6x8 = ax8 = 8-8-0 9Fa0 18-0-0 I 25-7-0 I 30.1-0 8-8-0 0.6- 9-10-0 7-7-0 Scale =139.3 Plate Offsets(XY)-- f2:0-2-80-1-81 f9:0-1-40-1-81 If 0:0-6-40-2-81 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L-) -0.1513-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Ved(TL) -0.3713-14 >687 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz TL) 0.02 9 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 175 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD T3: 2x4 SP No.1 BOT CHORD BOTCHORD 2x4 SP N0.2*Except' WEBS 82,B5:2x4 SP No.3, B6:2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=768/0-5-0 (min. 0-1-8), 2=420/0-8-0 (min. 0-1-8), 15=1114/0-6-0 (min. 0-1-9) Max Horz2=320(LC 12) Max Uplift9=-379(LC 13), 2=-165(LC 12), 15=-614(LC 12) Max Grav9=768(LC 1), 2=431(LC 25), 15=1114(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1040/626, 6-7=-8031795, 7-8--1735/1753, 8.9=-1564/1353 BOT CHORD 2-15=-1092/1435, 14-15=-954/792, 13-14=-311/375, 8-10=-496/711, 9-10=-1115/1345 WEBS 3-15=369/493, 6-14=-997/942, 6-13= 6/268, 10-13=-264/487, 7-10= 1128/1074 Structural wood sheathing directly applied or 3-8-8 oc purlins Rigid ceiling directly applied or 5-3-9 oc bracing. 1 Row at midpt 7-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=379, 2=165, 15=614. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 •J••`0ER7 W. q II•Q� •l?GENyF,q!!ow ? * , STATEOF , P so d% �89oc'• ;;oR�o � d`��d yi4 S ONAL dG `•• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 08/25/2016 J013 Inuss Inuss Iypa y Ba8709-Sturgell Res. MB709 122 Hip 1 1 848709034 Jab Reference (optional) tluubeld rlrsrsource, rianl ciry, rl JJabb Hun: 7.610 S Jan 29 2m5 Pony 7.610 s Jan 29 2015 KTeK Industries, Inc. rue J612b Z1:U1:J52015 Page 1 ID:oB3FwmhkmDOkA20AOICOM7yu7CB-XLNIctoPFIl06WY1 at dkluGMhXErEK5A2107eFyu5CE 19-0-0 td-0 E6i &2-0 11<-12 17-8-0-0 259-0 30a-0 li-o s-a4 zaaz 1 2 U -2-1z 1 S7d0-0 �i , Scale-1.60.9 3111 2X4 II 3x4 3x6 = him = 3x8 = 3z6 = 3X6 II 8.8-0 9r2i0 18-0-0 25-9-0 30-0-0 8.8-0 0 8-10-0 i %: F 4-7-0 Plate Offsets (X,Y)-. 12:0-2-8.0-1-81 P:0-2-0 Edger 19:0-2-0 Edgel 110:0-1-0 0-1-8] 114:0-1-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) Vdefi Lfd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.1416-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.2218-21 >502 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.50 Hoa(TL) 0.06 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 175 lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3, B5: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=425/0-8-0 (min. 0-1-8), 12=774/Mechanical, 18-111010-6-0 (min. 0-1-9) Max Hor42=308(LC 12) Max Uplitt2=-176(LC 12), 12— 378(LC 13), 18=-592(1_0 12) Max Grav2=431(LC 25), 12=774(LC 1), 18=1110(LC 1) FORCES. (Ib) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1044/631, 6-7=-817/810, 7-8=-711/835, 8-9=-711/835, 9-10=836/797, 10-11=-771/685,11-12--884/796 BOT CHORD 2-18=-1093/1437, 17-18=-945/773, 16-17=-308/372, 15-16=-712/836, 14-15=-712/836, 13-14=-376/366,10-14--315/389 WEBS 3-18=-364/487, 10-16=-285/419, 11-13— 635f762, 8-16= 113/290, 6-16=39/307, 6-17=939/853 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-4-10 oc bracing. 1 Row at midpt 10-16 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ql=Ib) 2=176 X 12=378, 18=592. �� 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this buss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any pa Iculaf building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' _ STATE OFQ. y1 , . LORRIO.O'.r\��i LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Joe IMSE; iruss I ype y M8709-SnMeli Res. M8709 TZ3 Hip 1 7 848709035 Job Reference (optional) rsl5ou¢e, Plant Uny, PL 33516 Run: 7.610 a Jan 29 2015 Pont: 7.510 a Jan 29 M15 KI eK Ineusbies, Inc. Tue Ju126 Z1 A1252016 Page 1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-?oxPgCpl Obtfkg7EA18zH6pYtxdfzmyKHymZAiyuSCD 1-0-0 -5-12 1:-0 284-7 30-4-0 14 -0 66-0-0 26--0 74-7 1-11-9-5 Scale = 1:53.7 416 = _ 6 6 6.00 12 F .. _ 6x8 = 3x4 = 3x4 = 6x8 = 3.8 = 9-0-0 15-0-0 21-0-0 30-4-0 9-H I 6-0-0 6 O 9-0-0 l Plate Offsets (X,Y)- 12:0-2-10 0-1-81 14:0-3-0,0-3-01 (6:0-3-8 0-2-41 113:0-3-8 0-3-01 LOADING (psQ SPACING- 2-0-0 CS]. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.14 9-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.24 2-13 >430 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.52 HOrz(TL) 0.01 9 Na n/a BCDL 10.0 Code FBC2014,TP12007 (Matrix) Weight: 177 lb F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except' B2:2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 , WEBS REACTIONS. (lb/size) 2=36210-8-0 (min. 0-1-8), 13=1182/0-8-0 (min. 0-1-11), 9=759/Mechanical Max Horz2=288(LC 12) Max Uplifl2=-148(LC 12), 13=605(LC 12), 9=-341(LC 13) Max Gmv2=368(LC 25), 13-1182(LC 1). 9=759(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 4-5=-675/616, 5-6- 581/663, 6-7= 8751724 BOT CHORD 11-14=-377/642, 10-14--377/642, 9-10- 432/465 WEBS 3-13=-326/406, 4-13=-1013/955, 4-11=-477/693, 6-11= 274/201, 6-10=-21252, 7-10=-66/268,7-9=-1061/1055 Structural wood sheathing directly applied or 2-2-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-13. 1 Row at midpt 6-11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opst h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 611b) 2=148, 13=605, 9=341. 0 r 8) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. d�C 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any pa ur building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' ,:, LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lut2, FI 33559 IN, STATE OF 990,oF� ;70R10P 08/25/2016 Job TnJw I russ I yea Vly 848709-BNs rgell Re M5709 T24 jUtY Hip 1 1 848709036 Job Reference (optional) Builders FVSISOOee, Plant City, FL 33566 n d MiTek Industries, Inc. Tue J0126 21:01:372016 Page 1 Ypfnv?WMgiOkSICgJLhBLw4iFPT WcV6iByu5CC Scale -1:52.8 6.00 12 46 = 3x4 = 45 = 5 6 7 _.. - 6x8 = 3x8 = 3x4 = axe = 3x6 II 9-0-0 13-0-0 23-0-0 30.4-0 i 9-0-0 4-0% 10-0-0 7 4AO Plate Offsets (X Y)-- 12:0-2-10 0-1-81 f4:0-3-0 0-3-01 17:0-3-8 0-2-41, 18:0-3-0 0-1-81 f13:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.2210-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.26 2-13 >399 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Hor4(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix) Weight: 174 lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD B2:2x4 SP M 31 WEBS WEBS 2x4 SP No.3 REACTIONS. (Ito/size) 2=337/0-8-0 (min. 0-1-8). 13=1217/0-8-0 (min. 0-1-12), 9=749/Mechanical Max Horz 2=267(LC 12) Max Upliff2= 150(LC 12), 13=-577(LG 12). 9=-319(LC 13) Max Grav2=343(LC 25), 13-1217(LC 1), 9=749(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-540/476, 5-6=-472J504, 6-7 775/750, 7-8=.892/679, 8-9=-861/727 BOT CHORD 11-12=-443/657, 11-14=443/657, 14-15=-443/657, 10-15=-443/657 WEBS 3-13=383/477, 4-13— 1079/894, 4-12=564/832, 6-12= 453/435, 8-10= 37a/677 Structural wood sheathing directly applied, except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-12, 6-10 MlTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2-150, 13=577,9=319. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "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' .-XCEI ", ••q -vim If • T 3� LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 q, STATE OF 2 08/25/2016 Job rus5 I !Ilse I ype y 8,18709 - Sturgell Res. M8709 7r25 Hip 1 1 M8709037 Job Reference o tional cuueeis tauti(afW, Pisa c11y, PL as5titi RUn: 7.6105 Jan 29 2015 Pant: 7.610 Is Jan 29 2015 Well InanSMes. Inc. Ius Jul 20 21311.J/ 2UIti Y2Be 1 I D:oB3FwmhkmDOkA20AOICOM?yu7CB-T?Unl Ypfnv4 WMgiOkSfCgJLmrLxei65T Wa6i8yu5CC -1-0-0 6-5-12 9-0-0 11-0-0 18-0-0 25-0-0 304-0 1-0-0 e-5-12 2-64 24}0 7-0-0 7-0-0 54-0 56 = fine = 3x4 = 3x8 = 5x6 = 3x4 = 9-0-0 11-0-0 18-0-0 25-0-0 304.0 9-0-0 2-0-0 7-" 7-0-0 54-0 Scale -1:511 3x6 II Plate Offsets_(X,Y)-- I5:0-3-0,0-2-01, 17:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) -0.13 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.27 2-13 >385 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.98 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 170 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No-3 *Except* W4: 2x4 SP No.2 BRACING- TOPCHORD BOT CHORD REACTIONS. (lb/size) 2=294/0-8-0 (min. 0-1-8), 13=1278/0-8-0 (min. 0d-14), 9=731/Mechanical Max Horz2=247(LC 12) Max Upliff2=-143(LC 12), 13=-609(LC 9), 9--340(LC 8) Max Grav2=299(LC 25), 13=1278(LC 1). 9=739(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=.202/269, 4-5=-166/302, 5-6=-853/785, 6-7=853f785, 7-8=-785/613, 8-9= 844/697 BOT CHORD 11-16=-436/634, 10-16=-436/634 WEBS 3-13=398/519, 5-13=-1053/915, 5-11--695/907, 6-11=493/580, 7-10=.174/268, 8-10= 453/693 Structural wood sheathing directly applied or 5-8-15 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd-132mph; TCDL-4.2psf; BCDL=3.Opsh h=15111; Cal. 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 61=1b) 2=143, 13=609, 9=340. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any par icu�(11 building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" _• 1 LOAD CASE(S) Standard 1v. STATE OF - Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Job fuss I runs type ly 848]09-SNrgell Res. 848709 Us Hag Hip 1 1 848709038 Job Reference (optional) I n rumoew,x, rwn... ....... hun: r.tilu s Jan z9 2m Pont: 7.e10 S Jan 2e 2015 M Iex Neustoes, m IYe Jul2b 21:a1:36 Z016 Page 1 I D:oB3FwmhkmDOkA20AOiCOM?yu7CB-xB2AEugHYD7Nz_HclABRNXuyLIHARa6clGFgEayuV6 -9 9-0-0 16-1-16 23-2-1 30-4-0 14-0 6-10-9 2-1-7 7-1-15 7-0-3 7-1-15 Scale -152.1 Us = - - 3x4 = 3x4 = 3x4 = — 3x6 = axis = 3x4 = 3x4 = 30 = 3x6 II 9-0-0 i 1823-2-1 304-0 ' 9-0-0 Z1e5 711 a zles I Plate Offsets (X Y)-- f2:0-0-8 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ved(LL) -0.13 2-13 >802 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Ved(TL) -0.35 2-13 >305 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matdx) Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2 BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (lb/size) 9=689/Mechanical, 2-216/0-8-0 (min. 0-1-8), 13=1398/0-8-0 (min. 0-1-14) Max Horz2=283(LC 12) Max Uplift9=-397(LC 8), 2=-117(LC 12), 13=-744(LC 9) Max Grav9=689(1-C 1), 2-237(LC 21), 13=1398(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-366/362, 3-4= 396/449, 4-5=-349/411, 5-6=-657/557, 6-7=-657/557, 7-8= 817/675, 8-9=703/648 BOT CHORD 12-13= 557/657, 11-12--557/657, 10-11=-6751817 WEBS 3-13= 383/494, 4-13--408t436.5-13— 1271/1075,5-11=-31/324,7-10=-359/472, 8-10— 777/941 Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-13, 7-11 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=397. 2-117, 13=744. 4ttfutaq�„ 7)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0C-PJ W. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any part! H ,•/ building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' r't •�?GEN`SF ••;� 1 LOAD CASE(S) Standard 7 ; .,a STATE STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Girder Scale =1 S21 4X6 = 2t4 II 3x4 = 3x4 = 3x4 = 3x6 = fi.W 12 3 4 14 5 16 5 17 6 18 19 7 20 21 22 8 2 m 01 23 13 24 25 1226 71 27 28 29 10 30 31 32 0 3x4 = 7x10 = 3x4 = 3x4 = 3x4 = 3x6 II 7-0-0 9-0-0 16-1-7 23-1-13 30-0-0 1 Mo HMO 7-1-7 l 7-0-7 7-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.11 2-13 >959 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.25 2-13 >413 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(TL) 0.02 9 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:3101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: W2: 2x6 SP No.2 6-0-0 oc bracing: 2-13. REACTIONS. (lb/size) 9=1260/Mechanical, 2=58/0-8-0 (min. 0-1-8), 13=2750/0-8-0 (min. 0-1-10) Max Horz2=227(LC 8) Max Uplift)=-832(1-C 4), 2=-270(LC 23), 13=-1823(LC 5) Max Grav9=1260(LC 1), 2=328(LC 15),13=2750(LC 1) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-510/735, 3-4=-610/911, 4-14=-609/911,14-15=-609/911, 15-16=-609/911, 5-16= 609/911,5-17=-1334/894,6-17=-1334/894,6-18=-1334/894,18-19= 1334/894, 7-19=-1334/894,7-20= 1731/1145,20-21=-1731/1145,21-22=-1731/1145, 8-22=-1731/1145, 8-9= 1137/861 BOT CHORD 2-23=-570/409, 13-23=-570/409,13-24=-894/1334, 24-25-894/1334, 12-25_ 894/1334, 12-26= 894/1334,11-26=-894/1334,11-27=-1145/1731, 27-28-1145/1731, 28-29-114511731, 10-29=1145/1731 WEBS 3-13= 692/603, 4-13= 550/624, 5-13= 2509/1673,5-11=-30/610, 7-11=-445/287, 7-10=-534/645, 8-10=-1233/1864 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131 NY) nails as follows: Top chords connected as follows: 2x4 - 1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 -2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=15h; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w' I S between the bottom chord and any other members. rS Q �1GENSF.,=� �S 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (R=lb) 9432,;• 2=270, 13-1823. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. * 4 -- y�( f STATE OF .qqo Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Job— - Truss ITmTypE y 848709 - Sturgell Res. 848709 T2] HaO Hip GiNer 1 2 Job Reference(optionag Builders RrstSource, Plant City, FL 33566 Run:7.610 s Jan 29 2015 Print 7.610 a Jan 29 2015 NGTsk Indusnes, Inc. Tue Ju126 21D1:39 2016 Pag8e 2 ID:oB3FwmhkmDOkA20AOiCOM7yu7CB-PNcYSEwJWFEb7sortihvkR8T9d5A51mzw Dnlyu5CA rry ma- III) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 233 lb down and 326 lb up at 7-0-0, 108 Ib down and 158 Its up at 9-0-12, 108 Ib down and 158 Ito up at 11-0-12, 108 lb down and 1581b up at 13-0-12, 1081b down and 15811b up at 15-0-12, 108 Ib down and 158 lb up at 17-0-12, 108 lb down and 158 lb up at 19-0-12,108 [boom and 1581b up at 21-0-12, 108 Ib down and 15811b up at 23-0-12,108 Ib down and 158 Ib up at 25-0-12, and 108 Its down and 15811b up at 27-0-12, and 108 Its down and 1581b up at 29-0-12 on top chord, and 205 lb down and 1341b up at 7-0-0, 65 lb down and 3 Ib up at 9-0-12, 65 lb down and 3 Its up at 11-0-12, 65 lb down and 3 Ib up at 13-0-12. 65 Its down and 3 to up at 15-0-12, 65 lb down and 3 lb up at 17-0-12, 65 lb down and 3 Ib up at 19-0-12, 65 Ito down and 3 lb up at 21-0-12, 65 Its down and 3 Its up at 23-0-12, 65 lb down and 3 Ib up at 25-0-12, and 65 lb down and 3 lb up at 27-0-12, and 65 Its down and 3 Ito up at 29-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) "This manufactured product is designed as an lndividuatbuilding -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 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 3-8= 54, 2-9=-20 Concentrated Loads (lb) Vert: 3= 171(F)13=40(F) 4_ 87(F) 7— 87(F) 10= 40(F)14=-87(F) 15=-87(F) 16=-87(F)17=-87(F) 18=-87(F) 19=-87(F) 20=-87(F) 21= 87(F) 22= 87(F) 23=-202(F) 24-40(F) 25=40(F) 26= 40(F) 27=-40(F) 28=-40(F) 29=40(F) 30= 40(F) 31=-40(F) 32=40(F) "fY�L: j STATE OF 'RR All Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 08/25/2016 Job Truss truss 1 ype y 648709-Sturgell Res. 848709 us Common Giber 1 2 Job Re erence (optional) Builders FustSoume, Plant City, a 33566 Run: 7.610 s Jan 292015 Print 7.610 s Jan 29 2015 wrek Inouslries, Inc. Tue Jul 2621 D1:402016 Pagge 1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-taAwfasX4gN5DH0?Pb&SyzESYz1VXJvCakmJTyu5C9 -1-9 -a b-f-5 9-a-u 11-1W0 16-2-0 1441 6-7-8 2-7-8 2-7-8 1 6-3-8 4n6 = Ia Scale-1:31.4 1i Plate Offsets (X,Y)-- f2:0-2-10 0-1-87 (6:0-0-0 0-0-141 P:0-7.0 04-121 LOADING (pet) SPACING- 2-0-0 CSI. DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.24 6-7 >867 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.48 6-7 >446 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Hom(TL) 0.03 6 nta n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:1861b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=3755/0-4-0 (min. 0-2-3), 2-2495/0-8-0 (min. 0-1-8) Max Hom2=127(LC 31) Max Uplift6=-1928(LC 9), 2--1394(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4700/2524, 3-4--4507/2485, 4-5=4535/2492, 5-6= 4733/2543 BOT CHORD 2-8= 2231/4097, 7-8=-2231/4097, 7-9=-2169/4164, 9.10=-2169/4164, 10-11=-2169/4164, 11-12=-2169/4164, 6-12=-2169/4164 WEBS 4-7=-2202/3973, 5-7=-279/282, 3-7= 258/318 NOTES- (11) 1) 2-ply truss to be connected together with 10d (0.131 °x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=1928, 2=1394. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. �{ 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1240 lb down and 852 lb up at �4 7-1-9, 669 Ib down and 417 Ib up at 9-0-12, 7191b down and 360 Ib up at 11-0-12, 729 Ib dawn and 339 Ib up at 13-0-12, and 730�5t' down and 361 to up at 15-0-12, and 754 lb down and 398 lb up at 17-0-12 on bottom chord. The design/selection of such corm . ion h W, w decats, Is t e responsibility of others. 11) 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' i�-`•b.•/ STATE OF LOAD CASE(S) Standard IL•90'r�c�'�Op70?;� A4 Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Truss rus9 Type y 648709 - Ses,01 Res. a49]09 T26 Common Giber i 2 Job Referrence (Optional) Plans Ucy, FL 33555 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-6=-54, 2-6=-20 Concentrated Loads (lb) Vert: 7=-669(B) 8=1240(B) 9= 719(B) 10=-729(B)11=-739(B) 12= 754(B) Run: Taus Jan 292015 PnnL 7.610 s Jan 29 2015 ATek industries, Inc. Tue Jul 2621:01:402016 Page 2 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-taAwfaSX4gN5DHO?PbDwSyzESYzJvXJvCakmJTyu5C9 i MEW ) ,o S STATE OF J Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Joe IFILISS m5S type PITY aIsms -Swrge Res. 949709 T29 Common 1 1 848709041 Job Reference a tional Suilders FirstSourim, Plant City, K 33565 Hun: Lelu s Jan 29 zum rnnc .wus aan za zmo max ina a nes, inu. i ue em -u. cro cu,a rage i ID:OB3FwmhkmDDkA20AOiCOM?yu7CB-taAwfasX4gN5DH0?PbDwSyzJvYOpveRvCakmJTyu5C9 -1-4-0 6-7-8 9-3-0 11-10-7 1B-2-0 1-0-0 6-7-8 2-7-7 2-7-7 6-3-8 I. 4x6 = 3x6 = rxm = Scale: aw=l' M LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inter YES Code FBC2014/rP12007 CSI. TC 0.57 BC 0.41 INS 0.30 (Matrix-M) DEFL in Vert(L-) 0.09 Vert(Q -0.16 Horz(TL) 0.02 (loc) Udell Ud 7-12 >999 360 7-12 >999 240 6 We n/a PLATES GRIP MT20 2441190 Weight: 931b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc puriins. - BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-14 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) 6=67210-4.0 (min. 0-1-8),2=748/0-8-0 (min. 0-1-8) Max Horz2=132(LC 12) Max Uplift6=-315(LC 13). 2=370(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1090/760, 2-3=-1228/1055, 3-4=-1030/949, 4-5=-1025/945, 5-6=-1216/1046 BOT CHORD 2-14=-762/999, 2-7= 790/1019, 6-7= 879/1027 WEBS 4-7=-764/819, 5-7=-338/466, 3-7=-36B/488 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between 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 (jt=11b) 6=315, 2=370. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 o' p�ER7 W, �q •4 4r"1ST/"GUA STATE OF •; Q, 08/25/2016 Job russ imss type Fy 848]09-SWrgell Res. 848709 T30 Hip 1 1 848]09042 Job Reference o tional Builders MrslSource, Plant City, FL 33566 IM 3x4 = 36 II 314 = 3x6 = /xlu = Scale =1 21.3 w 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.56 BC 0.41 WB 0.25 (Matrix-M) DEFL in Vert(LL) 0.09 Vert(TL) -0.17 Horc(TL) 0.02 (loc) Vdefl Ltd 9-14 >999 360 9-14 >999 240 a n/a n/a PLATES GRIP MT20 244/190 - Weight: 921b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-7 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=67210-4-0 (min. 0-1-8), 2=748/0-8-0 (min. 0-1-8) Max Horz 2=124(LC 12) Max UpliRe=-309(LC 13), 2=-364(LC42) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1072(740, 2-3=-1215/1040, 3-4=1025/940, 4-5=-882/a42, 5-6=-882/842, 6-7=-1020/937, 7-8=-1203/1031 BOT CHORD 2-16=746/985, 2-9= 775/1006, 8-9=-906/1055 WEBS 3-9=338/458, 7-9=-308/436, 5-9=-720/775 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joinf(s) except (jt=lb) 8=309, 2=364. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard KEPT W. STATE OF ca: f4atl oA ��.R4 Q$01 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 B48709 Hip 8 1 Builders RrstSot 1-A-I 7-0-0 r I 4x6 = 46 = 4 3x6 = a4 It '"'- a4 11 3.6 = Scale-1:34.0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.09 7-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.40 Vert(TL) -0.15 7-13 >999 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.10 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc pudins. " BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-2 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 nuide. REACTIONS. (lb/size) 2=760/0-8-0 (min. 0-1 -8), 5=76010-8-0 (min. 0-1-8) Max Horz 2=-88(LC 10) Max Uplift2_ 348(LC 12), 5=-348(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=1077/678, 2-3= 1270/1019, 3-4=-1125/1022, 4-5=-1270/1019, 5-15=-1077/679 BOT CHORD 2-16=-644/1027, 2-9=-677/1051, 8-9=-679/1060, 7-8=-679/1060, 5-7=677/1051, 5-17=-645/1027 WEBS 3-9=-38/264, 4-7=-38/264 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=348, 5=348. 7) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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." NauWp�� LOAD CASE(S) Standard-XISVJ Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 STATE OF ; Q i 08/25/2016 Job Truss I mss I ype LAY Vy 848]09-SWmell Res. M8709 M Hip Greer 1 1 84a709044 Job Reference o lional BuHdem FirstSource, Plant City, FL 33566 Scale=1:34.0 4.6 = 3x4 = 4x6 = 314 = 3x4 = "'- 3x4 = 30 = Plate Offsets (X 1)- 12:0-1-4 Edgel,l6.0-1-4 Edgel LOADING (ps0 SPACING- 2-0-0 CSI. DEFL in (lee) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.09 8-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ved(TL) -0.22 8-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.21 Horz(TL) 0.05 6 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 (Mabix-M) Weight: 971b FT=20% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. • BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-15 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • REACTIONS. (lb/size) 2=103510-8-0 (min. 0-1-8), 6=1035/0-8-0 (min. 0-1-8) Max Horz2=72(LC 26) Max UpIifY2= 619(LC 8). 6= 640(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1794/992, 2-3=-1881/1064, 3-1 6=-1664/1009,4-1 6=-1664/1009, 4-17=-1664/1050, 5-17= 1664/1050, 5-6= 1881/1110, 6-18= 1794/980 BOT CHORD 2-19=-885/1623, 2-10--897/1635, 10-20— 1206/1995. 9-20= 1206/1995, 9-21= 120611995, 8-21=-1206/1995,6-8--872/1635, 6-22--860/1623 WEBS 3-1 0=-1 56/530, 4-10=-421/436, 4-8=-450/474, 5-8= 167/530 NOTES- (10) 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd-132mph; TCDL=4.2psf; BCDL-3.Opsh h=151t; Cat. 11; Exp C; Encl., GCpiv0.18; MW FRS (envelope); Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.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 Ito uplift at joint(s) except Qt=lb) 2=619. 6=640. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 246lb up at 5-0-0, 91 lb down and 112 lb up at 7-0-12, 91 lb down and 112 to up at 9-0-12. 91 lb down and 112 lb up at 9-5-4, and 91 Ib down and 112 lb up at 11-5-4, and 195 Ib down and 242 Ib up at 13-6-0 on top chord, and 83 lb down and 22 lb up at 5-0-0, 35 Ib down and 8 lb up at uss tses,% 7-0-12, 35lb down and 8 lb up at 9-0-12, 35 Ito down and 8 to up at 9-5-4, and 35 lb down and 8 lb up at 11-5-4, and 83 go down and 0l W, GY�4 lb up at 13-5-4 on bottom chard. The design/selection of such connection device(s) Is the responsibility of others. �� O 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).�,10ENgF,•C� 10) '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." Z LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pit) Vert:1-2=-54, 2-15= 14, 3-15=-S4, 3-5=-54, 5-18=-54, 6-18=-14, 6-7=-54, 2-6=-20 Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 * : d_L4 STATE OF P. 08/25/2016 Job russ toss ype y 848709-SWrgell Res. 848709 T32 Hip Giber 1 1 8487090" Job Reference (optional) tlelleeR Feersource, Flan[ city, M: bbb sums r.o m s aan ee co 1. nun: i.o ice. man— ... o -I--n��o--. ID:o83Fw hkmDOkA20AOiCOM?yu7C&pylg4GtocRdpSbaNXOFOXN2g6if NVPCfu6i6Lyu5C7 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-103(F) 5=-103(F) 9=-47(F) 10=-47(F) 4=-91(F) 8=-47(F) 16= 46(F) 17=-46(F) 20=-24(F) 21=-24(F) 0 STATE OF - _ Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Uoli -- Tss I russ I ype Gtyy y "8709-Sturgell Res. M8709 T33 Hip Girder 1 1 f149709005 Job Reference (optional) Builders Firsl5ource, Plant City, FL 33560 5x6 = -2xl 11 10 3 11 12 5x6 = Scale =131.2 Plate Offsets (X,Y)— 0:0-2-O.Edgel [2:0-3-0 0-2-0] [4:0-3-0 0-2-01 [5:0-2-0 Edgel [7:0-4-0,02-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.11 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.17 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Hom(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 84 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=97310-8-0 (min. 0-1-8),5=973/0-8-0 (min.0-1-8) Max Hom 1=57(LC 7) Max Upliftl=-566(LC 8), 5=-566(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1784/1045, 2-9=-2001/1282, 9-10=-2001/1281, 3-10=2001/1281, 3-11— 2001/1281, 11-12=-2001/1281, 4-12= 2001/1282, 4-5=-1784/1045 BOT CHORD 1-8=-915/1514, 8-13= 916/1504, 13-14=-916/1504, 7-14=-916/1504, 7-15= 873/1504, 15-16=873/1504, 6-16= 873/1504, 5-6=-871/1514 WEBS 2-8=0/287, 2-7=-414/610, 3-7=-407/431, 4-7=414/610, 4-6=0/287 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except T=lb) 1=566, 5=566. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 Ill down and 246 Ito up at 5-0-0, 91 lb down and 112 Ib up at 7-0-12, 91 lb down and 112 Ib up at 9-0-12, 91 Ib down and 112 lb up at 10-1-4, and 91 lb down and 112 Ib up at 12-1-4, and 1751b down and 246lb up at 14-2-0 on top chord, and 83 Ill down and 22 Ib up at 5-0-0, 35 Ito down and 8 Ito up at fmna+p 7-0-12, 35 lb down and 8 Ib up at 9-0-12, 35 lb down and 8 goup at 10-1-4. and 35 It,down and 8 Ib up at 12-1-4, and 83 lb down anidOESiT W, N' 221b up at 14-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Q O ...... I • '4��4 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �; V� sF'• S 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any C particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ,d :•• STATE OF Loads UniformVert: 1 2PI 54, 2-4=.54, 4-5=-54, 1-5=-20 �990 • . OR700; �r4� E Continued on page 2 0� ",u �TNG Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Job Truss film, ype lY y 848709-Sturgell Res. 848709 T33 Hip or 1 1 M8709045 Job Reference (optional) Builders FimtSou¢e, Plant City, FL 33566 Run: 7.610 a Jan 29 2015 Print: 7.610 s Jan 29 2015 MTek Industries, Inc. Tue Jul 2621:91:43 2016 Page 2 ID:aB3FwmhkmDOkA20AOiCOM?yu7CBd9s3lcuONllg419a4imd4abg4mGy6?ELuYyRwoyu5CE LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-103(F) 8=-47(F) 2= 103(F) 6=-47(F) 9=-46(F) 1 0=-46(F) 11_ 46(F) 12=-46(F) 13= 24(F) 14= 24(F)15= 24(F) 16=24(F) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 08/25/2016 Roof Special Ctr or 1' Run: 7.610s Jan 292015 Pm I0:oB3FwmhkmDOkA20 12-3-0 13-9-0 19-8-3 5&4 1-6-0 5-11-3 7x10 6.00 F12 6 8xlo = axe = 6-6-12 123-0 18-,-14 25-fi-0 6812 bed 18.1-14 5 6- Scale=1.48.5 Plate Offsets (X Y)— f2:0-1-11 Edgel, f4:0-3-0 Edgel f6:0-2-12 0.4-121 f8:0-1-11.Edgel f9:0-4-4 0-4-121 f10:0-3-12 0-4-81 f11:0-4-8 0-0-01 LOADING (psi) SPACING. 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.53 Vert(LL) 0.32 11-12 >945 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.91 Ved(TL) -0.52 9-10 >576 240 BOLL 0.0 ' Rep Stress [nor NO WB 0.99 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code FBC20141-rP12007 (Matrix) Weight: 3141b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP M 26-ExcepV B2:2x4 SP No.1 WEBS 2x4 SP No.3 *Except* W3,W5:2x4 SP No.2 REACTIONS. (lb/size) 8=7507/0-8-0 (min. 0-4-7), 2=536810-8-0 (min. 0-3-3) Max Horz2=208(LC 27) Max Uplih8=-3861(LC 9), 2=3030(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11232/6314, 3-4=-9685/5285, 4-5=-9611/5296, 5-6=9654/5409, 6-7=-11815/6232, 7-8=-1194316221 BOT CHORD 2-12=-5672/9890, 12-13=-770/1285, 13-14= 770/1285, 14-15=-770/1285, 11-15=-770/1285, 10-11=-895/1590, 10-16=-382077248,16-17= 382077248,17-18=-3820/7248, 9-18= 3820/7248,9-19=-5449/10579,19-20=-5449/10579,20-21= 5449/10579, 21-22=-5449/10579, 8-22=-5449/10579 WEBS 3-12— 816/1135,10-12=-4981/8744,3-10=-1442/1115,6-10=-3108/5194, 6-9=-2725/5396, 7-9=-296/376 NOTES (10) 1) 2-ply truss to be connected together with 1 Od (0.131 "4") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 00tlttttt8%'rr 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. rs Ri W 6p 6)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiydit5b � �,C between the bottom chord and any other members. Q' ,•`,\OENSF 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ji=1b) 2=3030. ; 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1892 lb down and 1281 lb up &* 7-1-9, 1005 It, down and 593 lb up at 9-0-12,1005 Ib down and 601 lb up at 11-0-12, 1005 fib down and 598 lb up at 13-0-12. 10 I STATE OF down and 491 lb up at 15-0-12, 1015 lb down and 505lb up at 17-0-12, 1015 lb down and 511 lb up at 19-0-12, 999 lb down and I ,b". •• up at 21-0-12, and 999 lb down and 509 lb up at 23-0-12, and 999 lb down and 509 lb up at 24-6-12 on bottom chord. The y40PIOP� �aW design/selection of such connection device(s) is the responsibility of others. �i�SSfG�q` ENG�� Continued on page 2tthmm„� Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Job Trusts wss type ty y M709-Sturgell Res. U8709 T34 Root special Girder 1 n 2848Job Reference tional Builders DrstSource, Plant City, R. 33566 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 Mirek Industries, Inc. Tue JUI26 21 01M 2016 Page 2 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-mLPRVyv273tXhvkmeOHsca8_O9FyrGfV7Ci_SEqu5C5 10) "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 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads Of) Vert: 1-6= 54, 6-8=54, 2-11=-20, 8.10— 20 Concentrated Loads (lb) -- -- - Vert: 13= 1892(B)-14==1005(9)-15=7005(B)16= 1005(B)17= 1008(B)18==1015(B)-19=-1015(B) 20=-999(e)21==999(8)22a-999(B)- %v, S7/l7E OF .1 y�O�c n ;;OR70P;\a0 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 doo rruss I was I ype Uly Hly 848709-Sturgell Res. 848709 T35 Roof Special 9 1 848709047 Job Reference c tional bulders Fhal50uree, Plant City, FL 33566 Run: 7.610 s Jan 292015 Pdrn: 7.610 a Jan 29 2015 Walk Induatdea, Inc. Iue Jul 26 21:0194 2016 Page 1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-mLPRVyv2731XhvkmeOHsco8xo91ZrJPV7Ci_SEqu5C5 -14-0 6.2-12 12-3-0 13-9-0 19-7-7 25-6-0 26-10-0 r1-0-0 52-12 6-0-5 180 5-10-7 5-10-9 1-4-01 4x6 = 6.00 12 4x6 = 2x4 11 6-2-12 12-3-0 16-tL 13 l 256-0 6-2-12 6-0-5 6-5-13 6-9-3 Scale =1:49.3 Plate Offsets (X,Y)-- I2:0-1-8 Edgel I4:0-3-0 Edcel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ved(LL) 0.1210-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.2610-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.81 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix) Weight: 139 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=101210-8-0 (min. 0-1-8), 8=1012/0-8.0 (min. 0-1-8) Max Horz2=190(LC 12) Max Uplift2— 503(LC 12), 8= 4a3(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1948/1552, 3-4=-1652/1363, 4-5=-159011374, 5-6=-1657/1541, 6-7=-193211688, 7-8=-1984/1574 BOT CHORD 2-13= 1234/1657, 5-11=-266/378, 11-14=-639/1123, 14-15=-639/1123, 10-15=-639/1123, 8-10=-1206/1685 WEBS 11 -1 3=-1 207/1640, 3-11=-348/456, 6-11= 724/839, 6-10= 629/701, 7-10=-366/538 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VulI=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) 2=503, 8=483. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 STATE OF "- g��.tk�FyOR10P� a��•' �.r-\ J• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, PI 33559 08/25/2016 Job Iruss rues I ype Uty My 848709-Sturgell Res. M8709 T36 Common 3 1 B48709NB Job Reference o tional BuJ4ers RrstSource, Plant City, FL W566 2x4 II 6.00 12 5x6 = ix4 — 3x8 = Scale=145.4 3x4 = ass II 6-2-12 13-941 21-3-4 25-54 G2-12 I 7-64 I 7-64 4-2-0 Plate Offsets (X Y)-- 12:0-1-8 Edgel 14:0-3-0 Edge] 17:0-2-12 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.10 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.2111-13 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.95 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 134 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=1017/0-8-0 (min. 0-1-8), 9=1010/0-7-4 (min. 0-1-8) Max Horz2=192(LC 12) Max Uplift2= 505(LC 12), 9= 481(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1929/1596, 3-4=-1253/1110, 4-5=-1174/1128, 5-6= 1250/1125, 6-7= 1425/1221, 7-9=-115111139 BOT CHORD 2-13=1286/1653, 12-13= 1286/1653, 11-12=-1286/1653, 10-11=-973/1255 WEBS 3-13=0/280,3-11=-7571799,5-11=-427/573,6-11=-312/429, 6-10= 238/340, 7-10=-1068/1298 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 5-2-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=505, 9=481. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 +`-Q" • ENE '9 �1 S*r STATE OF wk 'sass/pNAI mhsaaMaq Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Job russ rusS lype y M8709 - Stanger Res. U8709 T37 Hip 1 1 M6709049 Job Reference (optional) Builders FntSource, Plant City, R. 33566 Run: 7.610 a Jan 29 2015 PnnV 7.610 s Jan 292015 MTex Industries, Inc. Tue Jul 26 21L1 A5 2016 Page 1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-EXzpiHwguM?OJ2JyC8p59?g4yZgcak5eMsRXyyu5C4 l" o -t-4-0 s-2-ttP 13-UO 13-s-o zt-3.4 zssr zsiao_ 1-0-0 6-2-11 6-9-5 4-2-1 - r 1-0 12 ' Scale =1 A5.9 3x6 = 3x6 II fi.W 12 3x6= 5 6 7 _... 2x4 It 3x4 = 3x6 = 3x4 = 3x6 11 6-2-11 13-9-0 1 213-4 1 25-5-4 6-2-11 7-6-5 783 4-A Plate Offsets (KY-- f2:0-1-8 Edge], t4:0-3-0 Ed el 15:0-3-8 0-2-41 [7:0-3-8 0-2-41 19:0-3-0 0-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.09 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(fL) -0.2213-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.05 11 n/a We BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 133 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOTCHORD REACTIONS. (lb/size) 2=1017/0-8-0 (min. 0-1-8), 11-1010/0-7-4 (min. 0-1-8) Max Horz2=185(LC 12) Max UplifP2=-499(LC 12), 11=-474(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1912/1574, 3-4=-1255/1114, 4-5=-11 a3/l l28, 5-6=-1093/1135, 6-7= 1093/1135, 7-8=-125211125,8-9=-1409/1200, 9-11=1147/1134 BOT CHORD 2-15=-126211635, 14-15=126211635, 13-14=126?J1635, 12-13— 945/1234 WEBS 3-15=0/281, 6-13= 392/546, 8-12=-226/325, 9-12=-1017/1258, 3-13=-725/757, 8-13=-277/383 Structural wood sheathing directly applied or 3-10-11 oc purlins, except end verticals. Rigid ceiling directly applied or 5-2-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=499, 11=474. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particulary� �rzry4�i� building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' eaO$Ei'•S LOAD CASE(S) Standard C' ¢•� .\1\0ENSf •.�{ STATE OF ��FiyNIONAL ENG�.+`a' oinut"So Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 08/25/2016 JoD Truss Was I ype LAY M8709-SNrgell Res. 848709 T38 1MY Hip 1 1 648709050 Job Reference c tional aWldele PIrcc'ourCa, Plant Glty, FL 33566 Run: 7.610 s Jan 29 2015 Pnnt 7.610 s Jan 29 2015 Wek Industries, Inc. Tue Jul 2621:01.46 2016 Pagge 1 ID:oB3Fwmhkm OOkA20AOICOM?yu7CB-ikXBwdwlfg7FxCugmrKKhDDGvz1 pJFdoaWB5X7yu5C3 I_1-0-0 3-9-60 I 24 25-64 26-10-0 66.-22122 14-0I 29-0 169-0 4-94 42-0 1- 3x6 = 2x4 II 3x6 = Scale =1:452 2x4 II 4x4 = 3x8 = 3x4 = 3x6 11 6-2-12 13-9 0 21-34 25.54 6-2.12 I 7-6-4 I 7.6-4 42-0 Plate Offsets (X,Y)-- f4:0-3-0,Ednel 16:0-3-0 Edgel LOADING (psi) SPACING- 2-0-0 CS]. DEFI- in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.79 Vert(-L) 0.21 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.4012-14 >745 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.70 HOR( I-) 0.05 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 131 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 -Except' TOP CHORD - T2: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1017/0-8-0 (min. 0-1-8), 10=1010/0-7-4 (min. 0-1-8) Max 1-1o¢2=164(LC 12) Max Uplift2= 483(LC 12), 1 0= 455(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-3=-1854/1505, 34=-1294/1162, 4-5— 1155/1139, 5-6=1155/1139, 6-7= 1290/1157, 7-8=-1356/1137, 8-10= 1141/1123 BOT CHORD 2-14_ 1182/1566, 13-14=-1182/1566, 12-13=-1182/1566,11-12=-858/1159 WEBS 3-14=0/295, 3-12=-559/571,5-12= 232/453, 7-11= 177/274, 8-11=-860/1119 Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-1-6 oc bracing. MITek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation '.ids NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Provide adequate drainage to prevent water pounding. 4) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=483, 10=455. 7)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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.' ,� x'•81%QT �',� �� Nq: X}GENgF ..eel LOAD CASE(S) Standard ..qq,, STATE OF,,Q�.. j0iPF.. *tOR%Ot:.�\��R� Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Job Truss teas I ype Ply M709-SNrgell Res. 848709 T39 Hip JVY 1 1 848709051 Job Reference (optional) uumels ri su ource, Flan uty, rL:i W 46 = 3x4 — 46 = M = "` — 5x8 = 3x6 II 9-00 18-6-0 25-5-4 9-0-0 9-6-0 &114 Scale =1.452 Plate Offsets (X Y)-- I7:0-1-0 0.2.01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.13 2-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(Q -0.36 2-12 >834 240 BCLL 0.0 Rep Stress lncr YES WB 0.46 Horc(TL) 0.05 9 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 1321b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD - BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD W5: 2x6 SP No.2 REACTIONS. (lb/size) 2=1014/0-8-0 (min. 0-1-8), 9=1011/0-7-4 (min.0-1-8) Max Hom2=144(LC 12) Max Uplitt2=-461(LC 12), 9=431(LC 13) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1768/1455, 3-4=-1592/1405, 4-5=-1395/1268, 5-6= 1223/1141, 6-7=-1398/1141, 7-9=-1099/1126 BOT CHORD 2-12=-1137/1501, 11-12=1023/1401, 10-11=-1023/1401, 9-10=-301/299 WEBS 3-12=-357/485, 4-12=-488/582, 5-10=-369/357, 6-10=-104/317, 7-10=-512/876 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-2-13 oc bracing. Mi fek recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ik Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opst 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 joints) except Qt=1b) 2=461, 9=431. 7) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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." a` SINT W. yq.,. �44., STATE Of �i� 4yO,t.�ti�0A1OA' 0q'.• LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 08/25/2016 Job N65 I Ns3 i ypeLAY My 848709-SNmell Res. 848709 T40 Hip Gialer 1 1 848709052 Job Reference (optional Builders FirstSource, Plant City, FL 33566 Scale =1:452 - - -5x6= - - -2K41I 5x6 =- - 2x4 II am = 5x8 = 5x8 = Plate Offsets (X Y)-- f3:0-4-0 0-2-81 f5:0-3-0 0-2-01 (9:0-3-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.2010-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(tL) -0.36 10-12 >819 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 HorzjQ 0.09 8 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 128 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.1 'Except' T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* W2: 2x4 SP No.2, W5:2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-4 oc bracing. MITek recommends [hat Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2=1683/0-8-0 (min. 0-2-0), 8=1870/0-7-4 (min. 0-23) Max Horz2=124(LC 8) Max Uplift2— 1066(LC 8), 8=1147(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3005/1882, 3-13=-3267/2166, 13-14=-3267/2165, 14-15= 3267/2165, 4-15= 3267/2165, 4-16= 3267/2165, 16-17= 3267/2165, 17-18=-3267/2165, 5-18=-3267/2166, 5-19=-2224/1450, 19-20=-2273/1434,6-20=-2347/1453, 6-8=-176711101 BOT CHORD 2-12=-1642(2578, 12-21=-1639/2562, 21-22=-1639/2562, 11-22=-1639/2562, 11-23=-1639/2562,10-23=-1639/2562,10-24= 1242/2036, 24-25= 1242/2036, 25-26=-1242/2036, 9-26= 1242/2036 WEBS 3-12=-74/564, 3-10= 637/896, 4-10= 755l797, 5-10= 953/1407, 6-9= 1225/1959 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=11b) 2=1066, 8=1147. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 233 lb down and 3261b up at 7-0-Q1 1081b down and 158 Ib up at 9-0-12, 108 It, down and 158 It, up at 11-0-12, 108 Ib down and 158 Ib up at 13-0-12, 108 lb down an 158lb up at 15-0-12, 108 lbdown and 1581b up at 17-0-12, 108 Ib down and 158 Ib up at 19-0-12,108 Ib down and 158 Ib up at Q 20-6-0, and 84lb down and 321b up at 21-5-4, and 89 Ib down and 971b up at 23-5-4 on top chord, and 205 lbdown and 134 lb L4 at 7-0-0, 65 Ib dawn and 3 lb up at 9-0-12, 65 Ib down and 3 Ib up at 11-0-12, 65 Ib down and 3 Ib up at 13-0-12, 651b down and 3 up pl 15-0-12, 65 lb down and 3 Ito up at 17-0-12, 65 It, down and 3 Ib up at 19-0-12, 65 Ito down and 3 Ito up at 20-5-4, and 149 Ib dowEqnd 161 to up at 21-5-4, and 76 lb down and 51 Ito up at 23-5-4 on bottom chord. The design/selection of such connection device(s) p t#fe responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).5�f 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any ya1� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."h TnAVLOAS®($)aIffadard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 dij I STATE OF , _ 08/25/2016 Job I rus5 fuss I yps Ply M709-Stumell ReS. W709 T40 Hip Gird., 1 1 848709052 Job Reference (optional) builders FlrslSource, Plant City, FL 33566 Run:7.610 a Jan 292015 YfiOC 7.610 SJan29 ZUlb M l e81nOusPles, InC, Iue Jul 2ti 21U1:9/Zulu Yag., ID.oB3FwmhkmDOkA20AOiCOM7yu7CB-Aw5Z7zxiv0_F5ZMTLJZrZEOmPfNJf2dYxpAwe3Zyu5C2 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Van: 1-3=-54, 3-5=-54, 5-6=-54, 6-7=-54, 2-8=-20 Concentrated Loads (lb) Vert: 5=-87(F) 12= 202(F) 3= 171(F) 9=-40(F) 13=-87(F)14_ 87(F) 15= 87(F) 16=-87(F) 17=-87(F) 18=87(F) 19=5(F) 20=-49(F) 21=-40(F) 22_ 40(17 23= 40(F) 24= 40(F) 25=-40(F) 26=-40(F) 27-149(F) 28=-76(F) It n p STATE OF 2,� Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/20 1 6 Job inuss I rum I ype y 848709-Stagell Res. U8709 Vol Valley 2 1 M8709053 Job Reference o tional Builders FistScurce, Plant City, FL 33566 2x4 i 3x4 = 2 2x4 Scale =1:7.5 a 0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 CSI. TC 0.08 BC 0.15 WE 0.00 (Matrix) DER. in Vert(LL) r9a Vert(TL) n/a Horz(TL) -0.00 (loc) I/defl L/d - n/a 999 - n/a 999 3 n/a We PLATES GRIP MT20 2441190 Weight: 101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. - SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommend that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1=101/3-11-0 (min. 0-1-8),3=101/3-11-0 (min.0-1-8) - Max Horz 1=15(LC 9) Max Upliftl=-48(LC 12), 3=-48(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard ��o �pT W, jyq•,. STATE OF 1-Ne Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Joe lrusus I was I ype ty Ply M8709-SWrgell Res. M8709 V02 Valley 2 1 848709054 Job Reference (optional) Builders FustScurce, Plant City, FL W566 3a4 G mil Run: 7.610 s Jan 292015 Pnnt 7.610 s Jan 29 2015 Unrek IndusMes. Inc. Tue Jul 26 21:01 AB 2016 Page 1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB efifyWyYBHNyAW2XlGMonelmmnnpnlr52ggBb?yu5C1 4xa = 3x4 a Scale-1:14.3 u-u-8 7-11.8 LOADING (psQ SPACING- 2-0-0 CS1. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) We - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 VerhTL) n/a - n/a 999 BCLL 0.0 ' Rep Stress ]nor YES WB 0.08 Holz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 25 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 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. REACTIONS. (It/size) 1=111/7-11-0 (min. 0-1-8), 3-111/7-11-0 (min. 0-1-8), 4=27617-11-0 (min. 0-1-8) Max Horz1= 38(LC 8) Max Upliftl=-64(LC 12), 3= 71(LC 13), 4= 107(LC 12) Max Grav 1=114(LC 25). 3=114(LC 26), 4=276(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4--218/270 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=l32mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Ot=lb) 4=107. 7) "Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard $IV p`o....... ..4 -- If : P4,0Ct t71 STATE OF y10A Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Scale=1:18.6 a 0 0 3x6 G 2r4 II 3x611 tl-tlb 11-11-8 ' LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 39 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=177111-11-0 (min. 0-1-8), 3=177/11-11-0 (min. 0-1-8), 4=439/11-11-0 (min.0-1-8) Max Horz 1=-60(LC 8) Max Upliftl=102(LC 12), 3=-113(LC 13), 4=-170(LC 12) Max Gravl=180(LC 25), 3=180(LC 26), 4=439(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-332/379 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 joints) except (jt=11b) 1=102, 3=113, 4=170. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard * : �•'1S't WV STATE OF T A, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Joe Truss Inuss type Fly 848709-SWrgHIRes. 848709 VOA Valley 1 1 848709056 Job Reference o tional Builders Fi 5 ouree, Plant City, K N556 Run: 7.610 a Jan 292015 Print: 7.610 a Jan 29 2015 Knelt InduSTIe5, Inc. Tue Jul 2621 V 1:49 201b Page 1 ID:oB3FwmhkmDOkA20AOICOM?yu7CB-6JDKYfzBybVpogcjR_tl JrmrA5i Wk?EGUP17Ryu5CO 6-1-2 8-0-0 9-10-14 16-0-0 6-1-2 1-10-14 1-10-14 6-1-2 Scale =124.9 7 fi 3x4' 2x4 11 2x4 11 3x4 0-g$ 6A-2 9-10-14 16-0-0 0- $ 6-0-10 3-9-12 I 6-1-2 Plate Offsets (X Y)-- (3:0-2-0 Edgel LOADING (psQ SPACING- 2-0-0 CSL DEFL in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.36 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) n/a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Hoa(fL) 0.01 5 n1a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight: 55 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2z4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-11-0. (Ih) - Max Horz 1=-82(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-289(LC 12), 6=-286(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=401(LC 25), 6=401(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-253/153, 4-5=-253/153 BOT CHORD 1-7= 134/334, 6-7=134/334, 5-6=134/334 WEBS 2-7= 378/506, 4-6= 378/506 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ih uplift at joint(s) 1, 5 except (jt=lb) 7=289, 6=286. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard W. STATE OF q : Q� �q,O,t•••fLOR10A� �txrt"p` Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Job Truss I rus9 I ype UlY y 848709-Stumell Res. 848709 V05 Valley 1 1 848709057 Job Reference (optional) Builders FIrslSou oe, Plant Gty, FL 33566 Run: 7.6105 Jan 29 2015 PdnC 7.610 s Jan 29 2015 M Iall Industries, Inc. Tue Jul 26 21:01:49 2016 Page 1 ID:oB3FwmhkmDOkA20AOICOM?yu7CB-6JDKYfzeybVpogcjR_UJrrtOA6mW WEGUP17Ryu5C0 5-1-2 10-0-0 14-10-14 20-0-0 ' 5 -1-2 410-14 i 4-10-14 5-1-2 l Scale =1 a1.1 a 0 0 3x4 O 8 7 6 3x4 0 2x4 II 5x6 = 2x4 II Plate Offsets (X,Y)-- (7:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 73 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-11-0. (lb) - Max Hom 1=-104(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-313(LC 12), 6=-313(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=317(LC 1), 8=411(LC 25), 6=411(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-8=-391/540, 4-6=-391/540 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (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) Gable requires continuous bottom chord hearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 5, 7 except (jt=lb) 8=313, 6=313. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard w, y STATE OF e,•Q Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 Job russ Iruss I ype LIty Ply 848709-Stu,, Res. M8709 vos Valley 1 1 8487ON58 Job Reference (optional) Builders F1rstSource, Plant City, FL 33566 Scale =1:18.9 3x4 = 9c4 II 3x4 = J 3 4 6 3K4 i 2K4 11 3K4 O Plate Offsets X(,_Y)—[2:0-2-0,0-2-81. 14:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/rPI2007 (Matrix) Weight: 38 lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-4-6 cc 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. (lb/size) 1=261/11-11-0 (min. 0-1-8), 5=261111-11-0 (min.0-1-8), 6=274/11-11-0 (min.0-1-8) Max Horz 1-44(LC 11) Max Uphill=-152(LC 12), 5=-155(LC 13), 6=-77(LC 9) Max Grav 1=261(LC 1), 5=261(LC 1). 6=275(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-388/461, 2-3=-337/496, 3-4=-337/496, 4-5=-388/461 BOT CHORD 1-6=300/285, 5-6=-300/285 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except aWb) 1=152, 5=155. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) "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 Jr 0 PT W. 6yti4� .q STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/20 1 6 Job Was was yp0 y M8709 - Sturgell Res. 846709 V07 Valley 1 1 B48709059 Job Reference (optional) Builders Fast5ouree, Plant Gliy, FL 33566 Run: 7.610 a Jan 292015 Penn: 7.61U s Jan 29 2015 WTek Industries, Inc. Tug Jul 26 21 U1:502016 P. 1 ID:oB3FwmhkmDDkA20AOICOM?yu7CB-aVnim?zpjvegOgBw?hOGs3O5jaTXFCKNV791guyu5C? 468 8-0-0 11-5-8 16.0-0 4.6-8 3-5-e 3-5.8 4-6.8 Scale =125.3 4x5 _ _ 2x4 11 4x6.- ...," r 2 3 4 _ 3x4 4 8 7 6 3x4 O 2x4 II 20 II 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 SCLL 0.0 BCDL . 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20147TP12007 CSI. TC 0.23 BC 0.19 INS 0.08 (Matrix) DEFL in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 floc) Well L/d - n/a 999 - n/a 999 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 551b FT=20% LUMBER- BRACING - TOP CHORD 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. • WEBS 2x4 SP No.3 Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-11-0. • (lb) - Max Hom I=44(LC 9) Max Uplift All uplift 100 Ito or less at joint(s) 1, 5 except 8=-134(LC 12), 6=-126(LC 13), 7=-160(LC 9) Max Gmv All reactions 250 Ito or less at joints) 1, 5 except 8=289(LC 1), 6=289(LC 1), 7=256(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8— 223/260, 4-6=223/260, 3-7=-226/273 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except 01=1b) 8-134, 6-126, 7=160. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9)'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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 ,}�' Q��• �%GC�E ,d ;•• STATE OF 9 • Q� 08/25/2016 Job was Inuss lype Fly U8709 - Slurgell Res. UB709 VOB vahey 5 1 848709060 Job Reference (optional) .1 uty, IL a bb5 Run: 7.610 s Jan 29 2015 Pnnt: 7.610 s Jan 29 2015 YsTek Industries, he. Tus Jul 2621311.51 2016 Page 1 ID:oB3FwmhkmDOkA20AOiCOM?yu7CB-3hL4zL_RUCmXl zm6YOvVOGwJB_sH_grXknusCKyuSC_ Scale - 1:7.6 20 '- LOADING (psf) SPACING- 2-0-0 CSI. DER... in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Ve art n/a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999 SCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(Q -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 5 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 BRACING- TOPCHORD BOTCHORD REACTIONS. (lb/size) 1=5111-11-8 (min. 0-1-8).2=37/1-11-8 (min. 0-1-8),3=14/1-11-8 (min.0-1-8) Max Horz 1=39(LC 12) Max Upliftl=-19(LC 12), 2--42(LC 12) Max Grav 1=51(LC 1), 2-37(LC 1), 3=27(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h-15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opst 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1, 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard W. STATE OF 0,LOF1101" Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 08/25/2016 o N55 NSa ype y BCB]a9-aNr9ell R.S. 848]09 V09 VaOey 3 1 849]o9061 Job Reference (optional) mumem nrsnource, Part u1y, PLa3556 2x4 G ME s 2101:51 2016 Page t _rc_f9Xknu.CKA5C_ Scale=1:11.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES W B 0.11 Hom(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=69/3-5-8 (min. 0-1-8), 3= 34/3-5-8 (min. 0-1-8), 4=-14/3-5-8 (min. 0-1-8), 5=191/3-5-8 (min.0-1-8) Max Harz 1-80(LC 12) Max Upliftl=-12(LC 12), 3=-34(LC 1), 4=-29(LC 3), 5=-141(LC 12) Max Grav 1=69(LC 1), 3=39(LC 12), 5=191(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-217/364 NOTES- (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Gable 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4 except (jt=lb) 5=141. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard ♦v v.......... 4-1 STATE OF y0'P�c..'e40RIDP �x��♦ Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 08/25/2016 Job Truss Inass lype Ply M8709-SWrgell Res. 848709 vlo Valley 1 1 M8709062 Job Reference (optional) echoers VescOUree, Vlant Glty, FL 33566 2x4 i 2x4 It Scale =1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DER. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ver U-) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(fL) -0.00 3 n/a n/a - BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight: 131b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS, Allbearings3-11-8. (Ib) - Max Horz 1=94(LC 12) " Max Uplift All uplift 100 lb or less atjoint(s) 1, 3 except 5_ 130(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4, 5 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-199/334 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purl ins. 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- (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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) Gable requires continuous bottom chard bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunenl with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3 except (jt=lb) 5-130. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 Q�'�,iC'EMSF'9!!•�Q .q STATE OF ; C �A461 or 08/25/2016 Job Truss I Was I ype y M709-Sturgell Res. 818709 Vil Valley 1 1 848709063 Job Reference (optional) BUUders FirstBource, Plant City, RM566 5 4 2x4 o ass 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ve t(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(Q n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Hom(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) LUMBER- BRACING- Scale=1:17.8 PLATES GRIP MT20 244/190 Weight: 21 lb FT-20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=127/5-11-8 (min. 0-1-8),3=-66/5-11-8 (min. 0-1-8), 4=-25/5-11-8 (min. 0-1-8),5=360/5-11-8 (min.0-1-8) Max Horz 1=150(LC 12) Max Upliftl= 20(LC 12), 3=-66(LC 1), 4=-51(LC 3), 5=-268(LC 12) Max Grav 1=127(LC 1), 3=75(LC 12), 5=360(LC.1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5= 407/676 NOTES (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) Gable requires continuous bottom chard bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joints) 3 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4 except 0t=11b) 5=268. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard �icefusF.,�� 'e STATE OF i Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 Scale -1 22.9 5 4 3x6 i a4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(LL) n1a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.19 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 281b FT-20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 7-11-8. (lb) - Max Horz 1=206(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 3, 4 except 5=-304(LC 12) Max Gmv All reactions 250 lb or less at joints) 1, 3, 4 except 5=407(LC 1) FORCES. (lb) - Max. Comp.Mlax. Ten. - All tomes 250 (lb) or less except when shown. TOP CHORD 1-2--308/139 WEBS 2-5=408/629 Structural wood sheathing directly applied or 6-0-0 oc purlins 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 (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joints) 3 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4 except jWb) 5=304. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard STATE OF �70f,' .. 0.RI0P. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016 r Dc4 7 6 5 2x411 a4 II Scale=1:25.7 LOADING (par) SPACING- 2-0-0 CS]. DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(FL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Hom(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 39 lb FT-20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. All bearings 9-11-8. (lb) - Max Horz 1=261(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4, 5 except 7= 272(LC 12), 6=-163(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4, 6 except 7=364(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 1-2=438/170 WEBS 2-7=-368/557,3-6=-243/380 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation puitle. NOTES- (8) 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joints) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except ft=lb) 7=272, 6=163. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 CASE(S) Standard W. �N40d ,(A „o ;• 5TATE OF �•Q, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 08/25/2016