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TRUSS PAPERWORK
Z SOUTHERN TRUSS t ? COMPANIES Southern Truss r. 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 ' Fax: (772) 318-0015 Job Number. J1900894 Customer. Ryan Homes Name: Ryan Homes Address: 5250 Oakland Lake Circle City, ST. LP: Fort Pierce, FL 34951 3eneral Truss Engineering Criteria & Design Loads Building Code and Chapter. - - - - - FBC2017frPI2014 Computer Program Used: MiTek Version: 823-Oct2 — -- - - - — - - Gravity.- Gravity. 45.0 psf ROOF TOTAL LOAD N/A wind Building Authority. S(,LU bra 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County Cie'Coft This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentifiration and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss 1Dg 1 IIJ14118 Al - " • 11/14118 A2 3 11/14/18 A3 it 11/14/18 A4 5 11/14/18 As 6 11/14/18 A6 7 11/14/18 A7 6 11/14/18 As 9 11/14/18 A9G 10 11/14/18 A10 11 11/14/18 A11G 12 11/14118 CJ2 13 11/14/18 Cis 14 11/14/18 HV6 15 11/14/18 J2 16 11/14/18 J4 17 11/14/18 J4A 18 11/14118 J6 19 11/14/18 J6A 20 1 11/14/18 JB 21 1,11/14/18 J9 22 i'11114118 J9AG 23 11/14/18 J9G 24 11/14/18 K4 25 '11/14/18 -'- 1<57- - - 26 1' 11114/18 MV2 27 11/14/18 MV4 CODE REVWED FOR COMPLIANCE ET. LU IE C UNTY SOC ii Page 1 of 1 E- TYPICAL DETAIL @ CORNER. - HIP NOTE. NDS=National Design Speclfictions ALLOWABLE REACTION PER JOINT " for Wood Construction. 132.5$ per Nail (D.O.LFactor=7.00) OUP TO 265 2-16d NAILS REa'G. nds toe nails only have 0.83 of UP TO 394# = 3-16d NAILS REO'D. -lateral Resistance Value. L _12- --% A� - S17- HIP GIRDER CORNER JACK GIRDER — 1 J7 JS 2-1 6d toe no'd O TO, & BC. Typical jack 4T T--`� attachment use oil 0 Sc toe nail TYPICAL CORNER LAYOUT & �-16d Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — —— — 2-16d nails ----— J5 TO HIP JACK GIRDER TC — — — — - — — 2-16d nails — — — — — BC — — — — —— — 2-16d nails ----— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC --- —— 2-16dnails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — —. — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails --—— MINIMUM GRADE OF LUMBER LOADING (PSF1 snt IN aaz T.C. 2z4 SYP 2 L 0 FBC2a17 B.C. 2z4 SYP $2 1aP 20 WEBS 2z4 SYP No.3 wmm 00 10 SPACING 24' oA SOUTHERN /R U SS TRUSS Fort Pierce Division 2590 N. Kin ,g FL g495 y. FortCOMPANIES (800)232-0509 (772)464-4160 htt�//..+�rtl+a mes®n Fax (772)318-0016 Bnan M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pieree, FL 34951 772-454-4160 TYPICAL DETAIL @ CORNER - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (13.0_1—Factor=1.25) rids toe nails only have 0.83 of lateral Resistance Value. ALLOWABLE REACTION PER JOINT Q UP TO 265j - 2-16d NAILS REG-D. UP TO 394,4 = 3-16d NAILS REQ'D. - 12- - _ Jt 4A SA °u n n J3 ❑ I n u i0p � S v O O A O® O lf- T use 2-16d i HIP GIRDER do BC TC O Typical jack 4F attachment CORNER JACK GIRDER TYPICAL CORNER LAYOUT nail 2-16d Typical Hip -jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — —— — —— 2-16dnails ——--- J5 TO HIP JACK GIRDER TIC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails — — — —— TC — — —— — —— 3-16d nails —---— BC — — — — — —— 2-16dnails —-——— HIP JACK GIRDER' (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— I 2-16dnails I---- SOUTHERN TRUSS COMPANIES IIMUM GRADE OF LUN T.C. 2x4 SYP f ILG — 2x4 SYP 2 WEBS 2x4 SYP Na.3 LOADING (PSF) I T Mli- L D FBC2o17 TOP. 20 BOROM 00 10 SPACING 2V O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 F x:(772)31B 20160 016 Brian M. Blackly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 4 Hangers Face Mount Hanger Charts iTeka ORNa: Goo, Agow"abla 'Lnias D N 7 e:, cWttv Rair UW lW%[115%1125%:*16W JL24 W24 20 1 1-9N6 3 11-112 ISU 'Od 2 10d x 1-112 '470. 50 4:SM : 320. R5, F2 4 16d 2 10d X 1-112 -57w- 7q0w: 320 JL241r-7z - is 1-6/16 3-lis 1-1/2 _L lOdHDG 1 2 lGdXI-1/2FDG 46F 535:1 SW 2M-. RG . 31, RI, F32 4 16dHDG 2 lodxl-1/2RDG fiss' 6is- 615: -280: Zx 4 JUS24 UIS24 18 1-116 3-1/8 1 V4 1 4 10d 2 lod m. m 831 Sic SUH24 U24- 16 - 1:8AG mg _2 !--3n-6 =4Gi_J_2_ Ukdxi-V2 m .560-1 sm 4 16d 2 1NXI-1/2 -',BW 6SMS-1 720 380- HD26 HU25 14 1-9116 3-112 2-lJ2 1_118AW 4 16d 2 10dxl.112 .6w -M. 745 m.: F2 U" 4 EUT5 Sol 745. so. 9 57 M,870' 65d 6 '�16ff4. 'INW-IR.. 9m INS 650. LU '2 1 /2 HDG 695 goo 8MI. 7M IM. 31. RI, F32 �111)2= am, -W I imsi I 730. 7M tlw: Od 87z - im i imo: ills 5,KF2 A 7'. I'mms.. -me 5-int Ie 1285 1475. ME I- WS 31. 111. F3.2 1M6 -4:1 �-vd 750 M. M. M. - 755 5 -.'�V%d �4-1 BOO IOW So W 1 .755, 7W' -IRIS26.` -_fiLJS2S'I.: 46:. 5-7t[ 6 3 Z 14 ','..16d .*S I..'-..'.16d 127601 M40 15 33451 1S25 �112 ".1rd I 2. - '18d X 14J2 M � 595 -745.1: 151 365 365. K 613 60 tS 745 1 BRIS I SM RD28 intis S-Tm. :mh .1 : - - im M -Od 4j..' Ifid x 1-1/2 ': 123G 139WD 14901 901 780 -78WO . F2 1230 1390114901 80. M. JL26 UO 20 149/16 "4 14M 15MG 10d 4 10dxI-1,2 1 710, WSJ 970 1 650.' 6 16d 1 4 lGdXl-ln M 9wilm m. JL26STZ IIIG20 18 1-W6 4-1J2 1-1/2 6 lGdHDG 4 10dxl-1/2HDG 05.1 730 3 F32 _M-6 6 dHm 4 To-d x Tin Nm SM '950 0 1 IM35 .730 JL28 Uma 20 1-9116 G-318 I-IJ2 15116 _iG _10d 6 low-1,2 118D IW1374501 1295 .1295i -655- 5RS. F2 10 16d 6 10dxl-1/2 1400 18WJ M JUSIF-TZ is 1_9116 6-118 1-112 8 lOdWG F4 10dx1-12HM .330 1100 1 T1601 730:t 31, RI, F32 8 lGdHDG 4 10dxl-1/2HDG 110511215112151-730 AW6 18 1-9116 4-13116 1-T41 1 jEd 10d ':870110DO110810 OM 1115, Ll"S' JUSZB LLIS28 18 1-9116 SM I-W41 1 d 10- �4 lod 1118 J.127Z 13751 .1115i*] 5 R!% F2 2x8 MUS26 MUS26 18 1-M6 5-1/16 2 1 6 10d 6 10d IM 147.51 IL6D&T 80 1 1 31, RI, musza UM 1 18 1-9116 7-1/16 2 1 a 10d 8 10d 1710 19M M 21401 12;W 1 F32 SM25 ms 16 1 1-M6 5-118 2 6 10d 4 TGd7l-M 50 -.750- SM 910* 1 755-1 I 6t16d 4 10d X 2 MO.I 10DO IM 75S- SUR28 - 1 16 1-M6 &518 2 11-3/16 j0d E lGdXl-112 IBM I 112D 1121 a '8W lF a lGdx1-12 1175 133511440' 803' I-w 5-7/16 a 2 14 16d s 16d 2M 314013345. 1925 9 I -am 7-3/16 3 2 22 1Gd a 16d 434514345 2sm K HD28 I-9P16 54A 2-lr2 1-118 Ww a 16d 4 - - lodxl-1/2 §174 .1 UM � 1490 780 F2 Max �L6 = 123a 139011490 825 H0210 HUZIO 14 I- 1-9116 7-M 6 2412 1-1/8 mg- TO Ifid 4 - l0dxI-12 '150 1173SI 1365-1 780 IF- = - T 4 6 -215512430-1 M xf INJbimeae sha0 bepmOed. 2)16d dnk= (0.148 max 3-1/4"long) maybe used dOM afftlable load whae 16d emnmms arespedtle471da does nut a"IMM% HUG, M daminaghangem. 3)For= KS, and UMbm*= NaHsnandbe &Ivan eta 30r bOaMis ftwo InjoistmIruss bb theheadert 2ctgm the We bads. 4)NALS:-10dx1-12' na0sm6I48'dLLxI-12' bnlBdnaUSare O.148'Ltt&X3"bV,16dmls=0.16rcPix3-1/rWn New pm&mIsar,pW pmdudhdwna5mmdedgnaIodIabbmfwL 6mrasfonRnish IIIIISIalmlessSbael MGMCod MHDG MfipilaZnc - 41 A A VON, w 112 Confted on nod page Copyright 0 2018 Mrrok Industries, Inc. 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DNIOVH9 ON AL Ol ,0 ONI0VH9 03HInb3H I MON31 93M LMO DNIOVN9 93M 3Wd 'N�OVO HOW 3i313!JO 3e AAVX HMR �(dU 3W., JNOfU An, glL� a°NdL�votn roai�°s m�son'r�i" OL 'loH NV3„ .00 '9NU6 Hdl'l oYl d4d M9„OW MI wm l Won M 393N.9AW MV0O1 '0019 03S010 0•L 306V ION NY In .0C 'aNVA Hd„ OD" ISNOLUGN00 aM ONV=Ckd 3HL 90d 319YJnddV 61 *UVJ39 RM 'ONIO1'ds6yKnUnd 93/191036 9pOOJ NNOIS300t�1O�N7�L1V3H3HL61/L�BAMOO„N3 QLL3„9M0i1y96„91 '6s 4t1HN0 9M0gad Id "d 6OVYJ 3LllVyyli Appo dOy1��OpL�BNnWId Hp011�iLSv� 30ndS 3N0 1VHL aS m11MM3 36 1WH 63and9 0901C1 „O� al OaNY da xv„ no It 1v MUM HmaLow 3avdS sand MUM 9Od NOWU arms aL Mnu J■/1■q Jo Cp dm YxL ■q■M J■11■q J° Ld dAs 1•xZ W, 11°S J■11■q J■ L8 dAH ixZ P°a40 d°L M3awnn ja 3aVMa WnwINIW 111az4acl SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note: Scab -Bracing to be used when continuous Literal bracing at midpoint (orT-Brace) is Impractical. Scab must coverfWl length of web +/- 6". THIS DETAIL IS NOTAPLICABLE Wr1EN BRACING IS — REQUIREDATVd•POINTS OR I•:BRACE ISSPEQIPIED: APPLY2x SCAB TOONE�FACE OFWEBWITH 2 ROWS OF 10d'(3"X0.131') NAILS SPACED S'O.C. SCAB MUST BE THE SAME GRADF_ SIZE AND SPECIES (OR BETTER) AS THE WEB. ' . I MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=.12'-0" SCAB BRACE 2x4 MINIMUM WEB -SIZE- MINIMUM WEB GRADE OF #3 Nails � Secfion Detail ®� Scab -Bars Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL NaTmg Pattern. L-Brace eke Nall S'¢e . Nail Sparing - 1x4 orb 10d Note: Nail along entire length of L-Brace. ' (On Two -Pigs Nag to Both Plies), ; W, Web L-Brace must be same spedes grade (or better) as web member.- Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace Trust cover 9(1%ofweb length: L-Brace size for one -Ply Truss specified Continuous Rows of Lateral Bracing Web Suze 1 2 Zx3 or2x4 ix4 2x6 126 2x8 2x8 «. - DIRECT aUBSTMMON NOT•APUCABM L-Brace size for Two -my Truss spec?6ed Continuous Rows of Lateral Bracing Web S¢e 1 2 2TC,i or2x4 2x4 .., 2x6 2X8 .«. 2x6 W Z; - DIRECT sUBsTMrnON NOTAPUCAem T-BRACE / I -BRACE Dft7ML Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 9W. of web length. Note: This detail NOT to be used to cdhvertT--Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size I NaMize- Nail Spacing _-1x4or1x6_ ___18d _ 80.o.c_ 2x4 or 2x6 or 2x8 I 16d 8' O.C. Note: NO along entire length vf:T-Brace / 1-Brace- (On Two-Plys Nail to Both Pries) .: - aftemate position M Nark Seer Detail T-Brace ��. web alternate position Naitt web I -Brace Nails / SPACING T -BRACE Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size • 1 2- 2xB yr 2x4 1x4 (ry T-Brace 1x4 (71-Bra 2x6 I US (*) T-Brace 2x8 I -Brace 2x8 12x8 T.-Brace 12XS FBrace Brace S•ae for Two -Ply Tnus Specified Continuous Rows of Lateral Brd*b Web Size 1 2 2x3 or 2x4. 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x61-Brace 2x8 12XB T-Brace �a ra. _ T-Brace / I•Brace must be same species and grade (or better) as web member. (7 NOTES � In the trusS,'Ix4 or US SP braces must be stress desigboards n values.design values brat are equal to (or better) the buss web For SP trues lumber grades up to #2 with 1)(bracing materia), use IND 45 f&T-Bracell-Brace For SP bus lumber grades up to 41 with 1)L bracing material, use IND 55 for T- 3mmq Brace e ms_e irum type Plan 1722 1772-A Al Common 6 1 Job Reference o 0onai a„M..a........,.....,a.4....,.�N,•ID;EaPOUIwCVVA0761vg07vTFdY75cK-vs6hCxlYlSVP2YbcGddlcF3nXWEUs �148�PYYF KM. g 7-5-3 14-2-t06-9$ 21-0.0 27-9-6 34-8-13 42-M 7V fL9-e 6.9-0 ku &943, S3 6 5.00 12 Dead Load Deft -114 in 3z4 G 3x4 0 5 7 3x6 i 3x6 Z 2x4 Q 4 a 2x4 4i 3 W3 W3 9 U4 G 4x4 4x4 :� 2 10. 4x4 I 5z7= _ _ _ _ 1a 15 14 13 12 - — 5z7= 3x8 = 3x5 = 3z5 = 314 316 = 3x6 = 3x4 = 1-D-0 11-2-0 21-0-0 30-10-0 41-0-0 42-041 t�IJ trL�ll t 01M I d1M F 1n.'AII ism Plate Offsets (X YI- f1:0.3.10.0-3A1, f11:03-10 0.3.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell Lfd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Veri(LL) -027 11-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.5911-12 >B40 180 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(CT) 0.15 11 We n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 219 It FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP M 31 'Except' B2.2c4 SP No.2 WEBS 2x4 SP N0.3 SLIDER Left 2x6 SP, Nc12 3-7-1, Right 2x6 SP No.2 3-7-1 REACTIONS. ' (size) 1=D-8-0 (min. D-1-8),11=041.0 (min. 0-1-8) Max Horz 1=159(LC 10) Max Upiift1=529(LC 8). 11=529(LC 9) Max Grav1=1529(LC 1). 11=1629(LC 1) TOP CHORD BOTCHORD WEBS 516=116/556, BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied a 2-2-0 oc bracing. - WEBS 1 Row at midpt 7.14. 5.14 S-14=7801462, NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.OpsF, h=15ft; Cat 11; Exp C; End., GCpi=0.16; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcuent with any other live bads. 4) Provide mechanical connection (by others) of tries to bearing plate capable of withstanding 100 to uplift at Joint(s) except Qrlb)1=529. 11=529. LOAD CASE(S) Standard �\�-/ ��GENSF•���/i 7 A ( 1 1 Ot ATE 4 ORID j' `\ 870NA I,E�G\�\\\ Jot, Iruss truss lype Poan 17zz 17r2-A A2 Common 2 1 Job Reference 8ona1 .a. „uss. F. pi... "*cast nun: a.cw s c 212a18 Print 8.2M s O 212018 MTek iMusMee.lnm Wed Nov 1415-23:582018 Pagel ID:EaPOUWCWA016wSD7VTFdz75cK-N2gzPHUAUPdgriJegL8_8TWeB ob9VVJo2oUmyJDkt 22.0.0 75-3 142-10 20.0-0 21-0-0 27-9E 34A-13 42-PO 753 1 s-as S-9.6 h�a —I 5-s-s s-as I 7a3 1-0-0 Dead Lead Call. -114 in 3aa =2x6 g 3x6 = 5.00 12 a 78 W = 3x4 = 34 = 318 = 3x6 = 3x4 = 3x5 = 1_-0-0 11.2 03610-0 41.0-0 42-0-p 10.2-0 1 9-10-0 1 &10-0 1 10.2-0 Plate Offsets (X.Y)- 11:0310 0301 16'." 0.2.41 18:0.3-0 0.2.41 [13.0a-10 0-W LOADING(pst) SPACING- 2-0-0 CSL 13EFL in poc) I/da6 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.94 Vert(LL) -0.28 13-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT)-0.6013.14 >831 180 ' BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(CT) OAS 13 n1a We BCUL 10.0 Code FBC2017ITP12014 Matrix-S Weight 218 Ib FT = 20go LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP M 31 'Except' B2:2x4 SP N6.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-7-1, Right 2x6 SP No.2 3-7-1 REACTIONS. , (size) 1=04;-O (min. 0.1.8),13=0-8-0 (min. 0-1.8) Max Horz1=152(LC 8) Max UpIMR 521(LC 8),13=521(LC 9) Max Gmvl=1529(LC 1), 13=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 = puriins. BOT CHORD Rigid ceiling directly applied or B-9-1 oc bracing. WEBS 1Row at midpt 9-16, 546 FORCES. (Ib) - Max. Comp./Mam Ten. -All forces 250 0b) or less except when shown. • TOP CHORD 1-2-3215/1095, 2-3=3095/1110.3-4=29091942, 45=28391962, 5-6=2066RJO, 8-9=2066f710, 9-10=28391963, 10-11=2909/942, 11-12- 3095/l111,12-13=-3215/1096, 6-7=1846/683, 7-8=18461683 BOT CHORD 1-18=108412898,17-18=753/2394, 16.17=753/2394, 15.16=-60112394, 14-15=-601/2394,13.14=-932f2898 WEBS 7-16=-33111148, 9-16=7531442, 9-14=121/561,11-14=363/352, 5-16=-753/442, 5-18=1201561, 3.16=3631352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst; h=15f ; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcu ent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except at-Ib)1=521, 13=521. LOAD CASE(S) Standard NN PE 7 1 1 jou rn56 Iruss lype PryPlan 172E 1772-A Al Hip IQIY 1 2 1 Job Reference (optional) 6sLsa3 _ I 12s-2s-s10 { 1sa94s0 I ID:EeP0U1ICWA01xvwTFadrzm75ncKa-ssFEsLsda&maiWmO2fDhg8S&L cKWe2YSIMoO 29-M 36.6-13 4240M I s-9D�ys Dka I ssa ' Us 2x4Q - 4x4 4x4 � 2 Sx7 = 5,00 12 Sx5 6 7 3X4, Dead Load Deli. -114 in Us J 9 2x4 i —to 4x4 C 11 4x4 C 12 _ Sx7 = 18 17 16 15 14 13 I$ Sx7 = 3x5 = 3A = US = 3x4 = Us = 4x6 = 3x4 = 3x5 = 1-40 4240 980 1-q0 1a0-0 240-0 ffi-0-0 d6a-0 4400 e4-0 soo I s+o I e4-0 Plate OSsets:(XYi— rl:0-3.10.0301. I6:6-5-4 0-2-81, 112:0310.0.3-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL in 0ac) yde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.21 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL ' 1.25 BC 0.68 Vert(CT) -0.4516-18 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.77 Horz(CT) OAS 12 n/a nla BCOL 10.0 Code FBC2017/fP12014 Matrix-S Weight 230 lb FT=20% LUMBER - TOP CHORD 2z4 SP No2 SOT CHORD 2x4 SP M 31-Except* 62 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-0.9. Right 2x6 SP No.2 3-0-9 REACTIONS. - (size) 1=04I-0 (min. 0-1-8), 12=04e-0 (min. 0-1-8) Max Horz1=137(LC 8) Max Upl'At1=504(LC 8), 12=504(LC 9) Mu Gmvl=1529(LC 1), 12=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc pur5ns. BOT CHORD Rigid caging directly applied or 6-7-11 oc bracing. WEBS 1 Row at midpt 6-15 FORCES. (lb) - Max. CompdMax. Ten. -All forces 250 0b) or less except when shown. ` TOP CHORD 1.2=3257/1067, 2J=J15311060, 3-4=5014/950, 4-5=29551960, 5-6=230ar755, 6-7=2076ff32, 7-8=-2304f755, 8-9=29541960, 9-10=3014/950, 10-11=315311081, 11-12=.3257/1067 BOTCHORD 1-18=1050/2935,17-18=786/2555,.16-17=78612555,15-16=-49412075, 14-.15=4949/2555, 13.14=649/2565, 12.13=914/2935 WEBS 3.18=-2741287; 5-18=-871467, 5-16=653/391, 6-16=190/560, 7-15=-1381558, 8.15=-6521391, B-13=871466, 10-13=2741287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsQ h=15111; Cat 11; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjcint(s) except Ot=lb)1=504, 12=504. LOAD CASE(S) Standard \\\\\\PNI M.f3t i jA- � t I M* ATE . J013 N69 Imes lype plan I= IMA A4 Hip 2 1 Job Reference o 'anal 5.00 12 5,5 = 2x4 It 515 = Dead Load Dee. - 5116 in 315=— 14 13 t2 11 10 ...3x5= 6x8 II 314 - 3x6 = 3x8 = 316 = 3x4 = ex6 II 11-2-0 21-0-0 I 30-10-0 I 41-0-0 42-00 -M1 1M12.11 111M A.1M 1M12_n10 Plate Offsets (X,YI-I1:0.0-10.Edgel.dl:0-0-12,1-1-101 f9:0-0-10.Edae119:0-0-12.1-1.101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Qoc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.84 Vert(LL) -0.31 9-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.66 9-10 >746 180 BCLL 0.0 Rep. Stress Ina YES WS 0.35 Horz(CT) 0.14 9 Ma nla BCDL 10.0 Code FBC2017frP12014 MatrixS WeighL,2051b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 -Except* T3: 2x4 SP No2 BOT CHORD 2x4 SP M 31 'Except' B2: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No:2, Right: 2x6 SP No.2 REACTIONS. (sin) 1-0-8-0 (min. 0-"), 9=0-8-0 (min. 0-1.8) Max Horz1=122(LC 8) Max Upg81=485(LC 8), 9=-485(LC 9) Max Grav1=1529(LC 1). 9=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-10 oe purims. BOT CHORD Rigid ceiling directly applied or 7-7-10 ob bracing. FORCES Qb) -Max. CompJMax. Ten. -AII forces 25D Qb) or less except when shown. TOP CHORD 1-2=322311016, 2-3=29431915, 3-0=-28491937, 4-5-23891873, 5-6=23691873, 6-7=28491937, 7-8=2943M15, 8.9=-322311016 BOT CHORD 1-14=9651E906, 13.14=-588Y1224, 12-13-5881Z224,11-12=-584/2224,1041-55412224, 9-10--844/2906 WEBS 2-14=4331420,4-14=261M%4-1Y- 9(444,5-12=2851211,6-12=-891444, 6-10=2611699, 8.10=-4331420 - NOTES- 1) Unbalanced roof five toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=&Opsf; h=15$ CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); cenh'lever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcement with my other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprift at joint(s) except Qt=lb)1=485, 9=4a5. LOAD CASE(S) Standard <T I YATE -�<ORVD , // ltl I1�NG \\\ Joe Nss, Imes lype 1122 1772-A AS Hip 2 1 Job Reference o tlonal SouNem Trues, FL Pierce. FL, Nast Run: a23a a Oc1212018 PMt 8230 a Wx21201e Rek IMuatries. Ine. Wed Nov 1416`.34:002018 age 1 ID:EePoUIwCWA0161vSOhTFdYtSd(-IO2ojgzvOPofO join 7-2-2 id-041 27-- 28-0.0 34A-2 42k0 7.2-2 &614 7-0-0 74141 Ge-2 7-& 5x7 = 2x4 11 W = Dead Load Dan.-114In. 3x5 = 2x4 II - 6x5 = 3x8 = 5x5 = W II 3x5 = +0 120e 1 I 7-2.2 14A0 214/0 ZB40 94A-2 I0A-0 440e h o-lo-z 1 a 14 I Sao 1 fwa 1 eaz 1 'f.r ara*� 04-o t-oo Plate_ONsets (X.Y)- f1:0310 03.01, 14.05-4 0-2-121 16.0-5.4.0.2-121 19.0-3.10 0-3-01. 111:0-2-8 0-3-01 113:0-2-8 0541 LOADING(psf) SPACING- 24)-0 CSI. DEFL In goo) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(-L) 0.27 12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -OA811-12 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(CT) 0.19 9 Na Na BCDL 10.0 Code FBC2017fM2014 MahixS Weight 2251b FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP M 31 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-5-8, Right 2x6 SP No.2 3-67 REACTIONS. - (size) 1--0-8-(1 (min. 0-1-13), 9=0-8-0 (min. 0.1.13) Max Hoa1=107(LC 8) Max Up1181=465(LC 5), 9=465(LC 4) Max Gravl=1529(LC 1).9=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid cetling directly applied or 6-2-11 od bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 gb) or less except when shown. - TOP CHORD 1-2=3282I1015, 25=3164/1030, 3-4=2684/938, 4.5=274311053, 5-6=-2743I1053, 6-7=2681/9:d9, 7-8=3153H029, 8-9=3274H013 BOT CHORD 1-14=894l2956,13-14=894129W, 12-13=-69512419, n-12=6902418, 10-11---877/2949, 9-1 D=-877/2949 WEBS 3-14--DMS, 3-13=-607/372, 4-13=32/449, 4-12=197/575, 5.12=422/321, 6-12=197/578, 6.11=-861450, 7-11=6D31368, 7-10--0/205 NOTES- 1) Unbalanced roof live leads have been 2) Wind: ASCE 7-10, Vult=160mph (3-se Ide adequate drainage to prevent water pondir truss has been designed for a 10.0 psf bottom ide mechanical wnnection (by other:) of truss LOAD CASE(S) Standard CDL=4.2psh BCDL=5.0psf; h=15ft; CaL II; Exp C; End., GCpt=0.18; L=1.60 plate grip DOL=1.60 nonconwnent with any other live loads. i capable of withstanding 100 lb uplift atjoint(s) except Qtib)1=465, B \ / i rSFATE Joe N5a mes type plan V22 1772-A A6 HP 1 1 Job Reference (op8anell Sout tem Tn16S, K Pletce, FL, 34951 Sx5 = 5.00 FIT 3x4 = 3x8 — 3x4 = Sx5 = 8 Dead Load Dec. = 5116 io Us = M 11 3x8 = 08 = 314 = 4x6 = 3x8 = 2x4 II 3x5 = -0-0 42 1-0O 83.14 124W 2100 90-00 35&2 4e80 44po 4-orP all-u � Saz { sae I sae � sa-z I all-1a abo 10A Plate O85eLs MYh 11:0310,0.3-01, fl:D.2-2,Edge1 f11:0310.0301 f11:1-0-7,Edge1 LOAOING(psf) SPACING- 2-0-0 CSL DEFL. In Ow) Udell Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL. 1.25 TO 0.67 Ved(LL) 0.31 15 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.5715-17 >868 180 BCLL 0.0 Rep Stress lncr YES WB 0.88 HDrz(CT) 0.19 11 me n/a SCOL 10.0 Code FBC2017frP12014 Matrix S Weight: 220 lb FT = 20% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except• B2: 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-11-16, Right 2x6 SP No.2 2-11-15 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 on pudlns. BOT CHORD Rigid ceiling directly applied or 5-9-10 ob bracing. REACTIONS. - (size) 1=0-8-0 (min. 0-1-13), 11=D-8-0 (min. 0-1-13) _ Max Horz1=92(LC8) Max Uplift1=491(LC 5). 11=-491(LC 4) Max Gravel =1 529(LC 1), 11=1529(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Ob) or less except when shown. - TOP CHORD 1-2=3299/1082, 2J=-0195N097, 3-4=-284411030, 45=2593/991, 5-6=3143(1200, 6-7--3MI1200,748=-25931991, M9 2844/1030,9.10=3195f1097, 10-11=-329911082 BOT CHORD 1-18-948/2972,17-18-94812972, 16.17=1048I3087,15-16=1048/3087, 14-15-1047/3087, 13-14-1047/3087, 12-13-945/2972,11-12-945/2972 WEBS 3-17=450I305, 4.17=-204f765, 5-17-765/320, 7-13=765/320, 8.13-204f765, 9-13=-450/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 D., Vuh=160mph (3s wnd gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCPI-0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This buss has been designed for a 10.0 paf bottom chord rive load nonconcument with any other five loads. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=491. 11=491. LOAD CASE(S) Standard PE7 �1 44- -OATE ds,�O Job Iruss lype Plan 1722 1772A A7 11ro 1 1 Job Reference (op0ona0 Sculhem Trues, Ft Plea:, FL, 34M ILm: &230 a Oct 212018 PMR 8230 o OG 212018 M7ek IMus6ies; U . Wed NW t416:34:022018 Pa a t 86e ID:EaPOU1wCWA016w$07vTFdz?ScK-GgwUFbftcr76aJdv3ADwJJmZgXzSXseUEQXOdYy�Dkp eau i 12d•0 It3aal tatty It7r-9 za eo I 3a oo I ssaz I 4aeu 8314 riot 1a 2d 1- 0 8-0-0 6fLe 6$2 Bata 09 3x6 = 6x8 G 6.00 12 3x334 4 4x6 7 y �/ 6x5 = 3xa = 6 3x4 = 3x6 = 3x4 = Dead Load Dell. - 5116 In Sx5 = 11 3x4 C 12 4x6 13 14 6x7 = 21 20 is 16 17 16 15 5x7 = 3x5 = ZA 11 3),6 = 416 3x4 = 4x6 = 3x8 = 2x4 II 3x5 = lad' 42d0 9 ea14 12.oa Zt-0d 3040 33b2 sOd-0 stye a-r-ta ( sa2 i add F soo i 662 � a-tt•ta ounio- � a.to uoo Plate Offsets KYh [1:0310.0-2-81, r1:0-2-0.Edcel. [4:0.2-12.Edae1 [5:0-3-0.0-2.41 [6:0,1-0.0-2-41. 17:0-0.3.03-41 114:1-4-7.Edoel. H4:0J-1 D 0.3-01 LOADING(psl) SPACING- 2.0-0 CSI. DEFL in Doc) Wait Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.78 Vert(LL) 0.30 18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.62 Vert(CT) -0.5716-18 >869 180 BCLL 0.0 Rep Stress Ina YES WB 0.89 Horz(CT) 0.19 14 n1a n1a SCOL 10.0 Code FBC2017frP12014 MatrixS Weight 229 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except! TOP CHORD T2,T4: 2x4 SP No.3 BOT CHORD 2x4 SP No.2'Except• BOT CHORD B2.• 2x4 SP M 31 _ WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-11-15, Right 2x6 SP No.22.11.15 REACTIONS. (size) 1=04.0 (min. 0.1-13),1444I.0 (min. 0-143) Max Horz1=-102(LC 9) Max Upli[t1=4619(LC 5), 14=579(LC 9) Max Grav1=1529(LC 1). 14=1529(LC 1) - FORCES. 0b) - Max. CompJMax. Ten. -All forces 250 0b) or less except When shown. TOP CHORD 1-2-3307H 032, 23=320311047, 3-0=28881986, 4.7=23491813, 7-8>25971942, 8-9=313811155, 9.10=-313811155, 10-11=259311056, 11-12=284411088, 12-13=3195/1238,13-14=329911224, 4-5=282H66, 6.7=2881159, 5-6=260I154 BOT CHORD 1-21=904I2981, 20-21=90412981,19-20=982I3073,18-19=98213073, ' 17-18=1CO813091, 16-17=100813091, 15-16=105912972,14-15=105912972 WEBS 3-20-467MI, 4-20=20SM27, 8-20=7661362, 10.16=-6581396,11-16=196f769, 12-16=-153f284 Structural mod sheathing directly applied or 2-2-0 oc puriins. Except 1 Row at midpt 4-7 Rigid ceiling directly applied or 5312 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsF h=15ft; Cat 11; EV C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; 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 Iced nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except 0t4b)1=469, 14=579. 6) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE($) Standard � PE7 �1 1 -O FATE job NSa IMSS Iype y Plmi 1722 1772-A AS hip 1 1 job Reference o tionan aoumem ,mm,rc r,o,.�, ram., o,�, wm:a POUIwazt 016w O7vT dz?Sc zoOl FgLxTFNp u lBbFOnovt4ta:apnnzotar et ' ID:EaP0U1wCWA016wSOhTFdYlScK-CC1E9LyxTFNpN mIBbFOOksvBKdj7pnnhkO6iDy Dim 194-0 53U iae0 it 17+ I I" 2d-7.7 32-0-0 36&i 42-e0 seta I eaz It+�o a�i 1de ' Dead Load Defl. - she in 3xa= 3xe= 7ze � 2x4 II 7 5x5= 34= SX7= 6.0012 T 5 8 9 3x4=10 11 rt FIRM Fm MMMINA00111"No. -5 5x7= 20 - 19 18 17 16 15 6x7= 3x5 = 30 = Us = 3x4 = 3x4 = 3x5 = 4x6 = 4x6 = +a 42 1 1n80 I 17+B+9 2x-7d 32aY0 4a6a 4580 1 aBe I ] I 7Q-13 I i �88e 0-x-0 1-0-0 Plate_ Offsets MY)— r1:D310.0-2-81,14:0-2-12.Edaet 15:050 0.2.4t f7:030 D-2-0t 18:6-03 03-0L N 1'OS-0 0-2-8t r14:0-3-10.03-0) il8:0-2-8 0-1-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL In Ooc) Ilde0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.35 17-18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(C) -0.6317-18 >793 180 BCLL 0.0 Rep Stress Ina YES WB 0.65 Haz(CT) 0.17 14 nla n/a BCOL 10.0 Code FBC20171TP12014 Matrbc6 Wetght228Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2'Except• TOP CHORD T3,T5:2x4 SP M 31, T2: 2x4 SP No.3 BOT CHORD 2x4 SP M 31 -Except' BOT CHORD 62: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22.5.2, Right 2x6 SP No.22-5-2 • REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 14=0-" (min. D-13) Max Ham 1=87(1.0 9) Max Uptiftl= 494(LC 5), 14=566(LC 9) Max Grav1=1529(LC 1), 14=1629(LC 1) - FORCES. Ob) - Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 1-2=3284/1149, 23=3227/1166, 3-0=3068I1069, 4-6=3055N027, 6-8=-3055/1027, 8-9=3623/1368, 9-10=-362311368, 10-11=373111455,11-12=3016111g0, 12-13-321411264,13-14=3267N253, 43=-6081384, 7-8=-615f385, 5-7=S68/362 BOT CHORD 1-20=100812954,19-20=87612797, 18.19=.87612797, 17-18=1304/3731, 16-17=-873/2751,15.16=-873/2751,14-15=10891293g WEBS 3-20=259/278, 4-20=-161361, 4-18=42811085, 6-18=302220,10.17= 4251313, 11-17= 49611128, 11-15=9/385, 12-15=-224/259 Structural wood sheathing directly applied or 2-7-4 oc pudins. Except 1 Row at mfdpt 4-8 Rigid ceiling directly applied or 2.2-0 oc bracing. 1 Row at midpt 10-18 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=S.OpsF, h=15ft; Cat II; Pxp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurtent with any other live loads. 5) Provide mechanical connection (by otters) of truss to bearing plate capable of withstanding 1001b uplift at jolnt(s) except Gt=lb)1=494. 14=566. — 6) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASES) Standard GE / PE7�} =_ 1 Joe Miss Nay type Plan 1722 1772-A A90 JUW jV1Y Roof SpedalGWar 1 1 Job Reference (optlona0 ' Dead Load Defi. = W in 6xB MT20HS= - - ' 6xl2MT20HS= ' 6.00 12 4 716 = 7x8 MT201-113� 2x4 II 3x12 = 5x8 MT20HS= 6 B 2x4 \\ 7 21 22 a 23 74 9 25 10 2x4 G. 44 x8 11 C 2 lit 12' — - _ _ - -- - - - —_ - 1- - - 13 I Sx9 = 20 19 18 26 27 1728 16 fig 30 14 5xl2 = 3x7 = 3x4 = ' 7x16 MT20HS= Sx7 = 3xa = 2x4 11 3xg = 4x8 = 5xl2 MT20HS WB= f-0.0 7-10.7 i 1441-0 F 20.0-01-0V 2&7-4 i 298-12 I 99-0-0 1 41A-0 4�11-0 �•Rx Plate Offset9 (X,Y)- [i:a2-00,D3-0I, 11ata1-1zo-13t. 14:03d,0.1-121, (5:0.3-0,0361, [7:D-6-0,Edge], [9:034,a1.8], I10:0-0-0,a1-131. [13:1-2-2,Edge], 113:a1-2,0-3-01, [14:0-3-12,0-1.8], t1s:a7-a o3-Dt LOADING(pso SPACING- 2-" CSI. DEFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.82 17-18 >607 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Veri(CT) -1.1717-18 >424 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.83 Horz(CT) 0.27 13 n/a n/a BCDL 10.0 Code F13C2017frP12014 Matrix-S Welght:235Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2: 2x4 SP No.2, T3:2x6 SP No2 BOT CHORD 2x4 SP M 31 WEBS 20 SP No.3 *Except* W3,W6:2x4 SP No2 OTHERS 2x4 SP No.3 • SLIDER Left 2x6 SP No.2 2-10.15, Right2x6 SP No.21-1 a10 BRACING - TOP CHORD Structural wood sheathing directly applied or 2.1-9 oc pudins. BOT CHORD Rigid ceiling directly applied a 4.2-8 oc bracing. WEBS 1 Row at midpt 6-19. 9.14 REACTIONS. (size) 1=0-8-0 (min. 0.1-10), 13=0-8-0 (min. 0-2-1) Max Horz1=89(LC 9) Max Uplift1=731(LC 8),13>1166(LC 9) Max Grav1=1972(LC 1), 13=2503(LC 1) FORCES. (1b) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-435811686, 23=-430211695, 3-0=d193N690, 4-5=-561212445, 5-6=5154/2225, 6-7=809013682, 7-21-735713436, 21-22=7357/3436, &22=735713436, 8-23=7357/3436, 23-24=735713436, 9.24=735713436, 9-25=516012490, ta25=5161/2490,10-11=552812624,11-112=5495/2650,12-13=5545/2645 BOT CHORD 1-20=1607/3936, 19.20=-136813608, 1&19=270916343,1&26=3226f7475, 2&27=322617475,17-27=322617475, 17-28=2998/6638, 1&28=299616638, 1&29=299616638,1529=299616638, 1530=2996/6638, 1430=2996/6638, 13-14=2349/4987 WEBS 3-20=2131299, 4-20=-21a1401, 4-19=162213590, 5-19=235WI V3, &19=15261805, 7-17=3951257, 8-17=29=5, 9-17=357/929, 9-15=0296, 9-14=1910/876, 1&14=602I1618, 1144=142(293, &18=162213520, 7.18=2763/1375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCOL=42psf; BCDL=5.Opsf; h=15R, Cat II; Exp C; Encl., GCpI=0.18; MWFRS (envelope); cantilever left and right exposed ; 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 buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 6) P�116e6mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except Qt=lb)1=731, 9j Hanger(s) or other connectiondevice(s) shah be provided sufficient to support concentrated load(s) 3716 down and 361b up at 224`Q\�\ M_8 n lb down and 42 Ib up at 24-4-12, 47lb down and 57lb up at 264-12,147lb dowand 150lb up at 284-12, 147 lb down and 159 29-114, and 147 lb down and 150 lb up at 31-11.4, and 274 lb down and 280 lb up at 34-0-0 on top chord, and 471 he down and at 22-4-tz 191b down and 2lb up at 24.4-12, 2416 down and 3lb up at 26-4-12, 801b down at 28-0-12,' ib down at 29- -4 d a 7 \ - to down at 31-11-4, and 2a51b down and 134Ib up at 33-11.4 on bottom chord. The deslgn/selectlon of such mnnectlon I the responsibility ofothers. / PE 7/, �} _ LBa 1Rq&E(S) section, loads applied to the face of the truss are noted as front (F) or back (B).- 4- <OR,19:�,, 110 �j//'FSS1O II'��G\\��� a N59 russ Ype Y P 1722 17r2-A A9G JUIY aaor Speded Order 1 1 71 .lob Reference (ootlonall ID:EaPOUIwCWA016wS07v7Fdz75d48b9_50_B?sdX gI0HsT9zIT81pThU492VOmJyJOid LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniforrn Loads (plf) Vert: 14=54, 4-5=54, 5-6=54, 6-7=54, 7-10=-54, 10-13=54,1-13-20 Concentrated Loads (Ib) Vert 10=178 fl 15=54(F) 9=107(F)14=-285(F) 24=107(F) 25=107(F) 26=47.1(F) 29=-61(F) 30=54(17) • � PE 7/� �OT� 4ORIV ���� Ob Truss IMWTYPB n 1722 1772-11 A70 WP 1 1 Job Reference (optional) 6oNM1aT 71usa, FL Pierce, FL, 34951 Run: fl230 a Oq 21 2016 PriT:6230 a OG21 2018 MRek Ineuatde0.lna wed Nov 14 76:34:062018 Page 1 ID:EaPoUIwCWAO76wSO7vTFdY15G(-Bb9 50 B?sdXdwxgl0HsT91d(g8JBT19492VDmJyJDld 6-3-14 10-0-0 17d•9 2d-7.7 324)-0 364.2 42-M 5014 441-2 7+9 Tt 3 1-0 46.2 531 5x7 = 2t4 II 3x6 = 3x4 = 5.00 12 4 5 6 7 5x7 = Oead Load Deg.-6/161a pppp- E l E l E.11 6x7 = 17 - 16 15 14 13 12 6x7 = 3k5 = 3x4 = 416 = 3r8 = 3x4 = 4x8 = 3x4 = Us = 140 420e 1000 17d9 R0.]-] 32-0-0 40$0 4k00_� S.OJP B-a-D I TI9 t T-2-1a I ]+9 660 04-0 the Plate Offsets MY)- r1:a3.1o.o.3-ot, ra:o.44 o•x-txt ra:as-4.az-+zt H+:a3-+o o-3-0t. r+s:o-z-+2,a1-Br LOADING(Psf) SPACING. 2-0-0 CSL DEFL in Qoc) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OAS Vert(LL) 0.37 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.6414-15 >773 18C BCLL 0.0 Rep Stress Inv YES WB 0.66 Horz(CT) 0.17 11 n/a We BCDL 10.0 Code FBC20171TPI2014 MatrixS Weight213lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 •Except' T2,T3: 2x4 SP M 31 SOT CHORD 2z4 SP M 31 'Excepr B2:2hc4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 M,2, Right 2x6 SP No.2 2-5-2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8),11=048-0 (min, 0-1-8) Max Horz1=76(LC 9) „ Max Upllftl=-517(LC 5). 11- 517(LC 4) Max Grav1=1529(LC 1), 11=1529(1_C 1) BRACING - TOP CHORD Structural wood Sheathing directly applied or 3-0-2 oc pumns. SOT CHORD Rigid miring directly applied or 2.2-0 ocbrecing. WEBS 1 Row at midpt 7-16 FORCES. Qb) - Max CompJMax Ten. -AII forces 250 Qb) or less except when shown. TOP CHORD 7-2=-326511186, 2-3�321211201, 3-4=-300811112, 4-5=.9711/1491, 54371111492, 6-7=.371111492, 7-8�371011491, 8-9=.3008/1112, 9-10--3212I1201, 1a11=3265/1186 BOT CHORD 1-17=104712937,16-17�907/2754,15-16=90712754,14-15=1338/3710, 13.14=9042764,12-13=904/2754,11-12=104412937 WEBS 3.17=217/286, 4.17--20I384, 4-15=502J1201, 6-15=-4161314, 7-14=-460/315, 8-14=501/1199, 8-12--20/394, 9.12=216I287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=.160mph (3-second gust) Vesd=124ri TCDL=4.2psf; BCDL=5.Opsf; h=151h Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) except Qt=Ib)1=517, 11=517. LOAD CASE(S) Standard • / PE7 '1 I ATE Job Fruss iniss lype Y Plan 722 177z-A A110 Ito Order 2 Job Reference (oo0onall _, 5x7 = 3x5 = Dead Load Deg. - 7116 to 3xe = 5A = 5.0012 3X5= 3x6= 3x5= SxS= 4 20 21 5;3 23 24 25 6 7 26 .27 8 R 29 30 9 FWP MINIM Fe. OFW� PAA.A WI-106WIN WIFE", P L 16 31 32 is77 33 34 35 16 36 37 30 1514 39 40 13 S�x7= 3x8 = 4x6 MT20HS= 2x4 II 3x4 = 3x9 = 315 = 3x4 = 4,01 MT20H5= 4L 4240 kOq 1 640 ta9.0 z1-0-0 Tls2 36P0 do8a at-00 'IT ssa I esu i ss2 'I 6sz I eau I sac Plate Offsets (XV)- rl:03.10.0-3-01, f12:03.10 0301 f13:03-0,0-"1 (18:0.1-8 0.1.81 LOADING(PSI) SPACING- 2-0-0 CSI. DEFL in poc) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.64 16 >775 240 MT20 2441190 TOOL. 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.8915-16 >555 1BO MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.75 H=(CT) 0.20 12 nla rda BCDL 10.0 Code FBC2017frP12014 Matrix- Weight 424 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.21-10-10, Right 2x6 SP No.21-1 D-10 REACTIONS.- (size) 1=03-0 (min. 0.1.8), 12=0-B-0 (min. 0-1-8) Max Horzl=61(LC 10) Max Upliftl=11348(t.0 5),12=1348(LC 4) Max Grav1=29S4(LC 1), 12=2954(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid miring directly applied or 7-9-12 ob bracing. FORCES. (Ib) -Max. Comp./Max Ten. - All forces 250 Qb) or less except when shorn. TOP CHORD 1-2=6608/3106,2a=6556/3110.3d=666213i84,4-20=-6Mi3Ol2,2D-21=6230/3012, 21-22=-6229I3012, 5-22=622913012, 5-23=9131/4425, 23-24=-913114425, 24-25=9131/4425, 625=-91314425, 6-7=9132/4427, 7-26=913214427, 26-27=9132/4427, 8.27=-913214427, B-28--623013012, 28.29--6230Y3012, 29-30=6230/3012, 930=-623013013, 9.10=6663/3185, 10-11=-655713111, 11-12= 6609/3107 BOT CHORD 1-19=2777/5947,1931=-43D4/9131, 31-32=430419131,1832=4304/9131, 17-18=-4304/9131,17-33=-0734/t0060. 33-34=4734/10060, 34-35=4734/10060, 1635=4734/l Ua60. l6.36=4734/10060, 3637=4734/10060, 37-38=-4734/10060, 15-38=4734/10060, 14.15=430419132, 1439=-4304/9132, 3940=4304/9132, 13-40=430419132,12-13=277615948 WEBS 3.19=211/418, 4.19=715H934, Si9=-3325/1599, 5-17=911877, 6.17=-1091I488, 6.16=0/520, 6-15=10891486, 8-15=90/876, 0-13=332611600, 9-13=716/1935, 10.13=212/418 NOTES- 1) 2-ply truss to be connected together with 1Od (0.13194°) nails as follows: Top chords rxinnected as follows: 2x4 -1 row 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 D-9-0 oe. 2) All Inds 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) cr (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.Opsh h=15ft; Cat. II; Exp C; End., GCpl=O.l6; MWFRS (envelope); cantilever left and right exposed sed ; Lumber DOL=1.60 plate gdp DOL=1.60 \\���`AN M_B� 5) Provide adequate drainage toprevent water 6) All plates are MT20 plates unless otherwise indicated. � 7) This buss has been designed for a 10.0 pat bottom chord live load nonconcunerd with any other live loads. , �`'1 "��GEN$F�`�j__ 8)1Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s) except Qt-I )1-q PE7 1 Continued on page 2 / 1 1 Ott Al � 0: � iq-�9y�� i0�`�``4oRtDj'��� Jac Noe NSs ype Ian 172E 1772-A A110 ��� 1 2 JobR tarence (oollona0 NOTES- ID:EaPOUIwCWA016wS07vTFdz75d(-ZAr7j2041nUDIFz8r25n2Z&g )aQ;dJeyJDld NOTE 9) Hanger(s) or other connection deviw(s) shall be provided sufficient to support concentrated load(s) 226 lb down and 280 lb up at 8-13-0, 107 lb down and 150 lb up at 10-0.12. 107 tb down and 150 lb up at 12-0-12,107Ib down and 150 lb up at 14-0-12,107 Ib down and 150 lb up at 16-0-12, 107Ib down and 150 lb up at 18-0-12,107 lb down and 160 Ib up at 20-0-12. 107 lb down and 150 lb up at 21-114,107lb down and 1501b up at 23-114, 107lb down and 150Ib up at 25-114, 107lb down end 160 Ib up at 27-114,107 lb down and 150 lb up at 29-11-4, and 107 lb down and 1501 up at 31-114, and 225lb down and 2801b up at 34-IM an top chord, and 285 lb down and 134 lb up. at 8-", 80 lb dawn at 10-0.12.80 lb down at 12.0-12, 80 lb down at 14-0.12, 80 lb down at 16-0-12, 80 lb down at 18-0-12, 80 lb dawn at 20-042, 901b dawn at 21-11-0, 80 lb down at 23-114, 80 lb down at 25-11-4. 801b down at 27-11.4, 80 lb down at 29-114, and 80 lb down at 31-114. and 285 to down and 134 lb up at 33-11-4 on bottom chord. The deslgnlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Ste 1) Dead + Roof Live Concentrated Loads Ob) Vert 4=-178(B) 7 27=107(3) 28=107 Lumber Increase-1.25, Plate lnerease=1.25 9-12=54,1-12=20 54(B) 20=107(13) 21=107(13) 22=107(3) 23=107(B) 24=107(B) 25=167(3) 26=107(8) (B) 34=54(B) 35=54(B) 36=-54(B) 37=54(B) 38=54(B) 39-54@) 40=-54(B)_ _ _ i NGENg����ii PE7 1 r nre. 7 �N Nss rruss Type 1722 1772-A CJ2 Ja@-0pen I t 1 .Inh Reference (optional) aaumem i rv%+, r� rn:as, rL. Jltl>l 1 NN,: e.Idu- V1=ltl i'luIC 8Y.t0e aCl3l "vile M,leR 11gYBVIea.Inc wW nwl9la:.K:lu ale r l ID:EePOUhvCVVA016wS07vTFdY!-1MPVx011356z5YERXsMod7540r hi;rfl v4y Dkh lxa u al' 32-15 0-6-6 LOADING(psf) SPACING- 24)-0 CSI. DEFL In One) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 020 Vert(LL) -D.00 4.5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.19 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.05 Hors(CT) -0.02 3 We Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 1316 FT=20% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=1-11-6 (min. 0-1-8) Max HorzS=58(LC4) Max Upiift3=-32(LC 11), 4=39(LC 1), 5=254(LC 4) Max Grav3--20(LC 17), 4=48(LC 17). 5=345(LC 1) ~ FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc pudins: BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fk Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard Me load nonconcurreht with any other five loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) 3.4 except at -lb) 5=254. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb doom and 45 lb up at 2-11-0 on ' top chord. The designlselectlon of such connection device(s) is the responsibility of others. - 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (S). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit) Vert 1-3=54,1-4=20 N PE 7 1 _= `r FATE GOFtt�j job Fruss Iruss lype Y Plan 1722 1772-A cis Diagonal Flip Girder 5 7 Job Reference (oOUonal) aoudrem Tama. FL Plm .FL, 34e51 V161n 3x4 = tr4-10 1-tOd 64-8 11-2.4 1-0-10 i&&101 4-84 1 4-9-12 ' Plate Offsets (X.y)— 120-0.8.0.1-121. 16:0-1.61-7-81, r8:0-".0-1.121 LOADING(:A SPACING- 2-0-0 CSL DEFL In Qoc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.06 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.11 6-7 >984 180 BCLL 0.0 Rep Stress Ina NO WB 0.24 HDrz(CT) -0.04 4 nta n1a BCDL 10.0 Code FBC2017/TP12014 Matdn-5 Weight 44 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 8=0-11-5 (min. 0-1-8), 6=Mechanical Max Horz8=164(LC 20) Max Uplift4=125(LC 4), 9=a57(LC 4), 6=117(LC 6) Max Gmv4=147(LC 1), 8=441(LC 31), 6=259(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or B-0-0 oc pudins. BOT CHORD Rigid curling directly applied or 9-10-2 oc bracing. FORCES. Qb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4301236, 2-9=-497Y270, 9.10=-08lt269, 3-10=-4351254 - BOT CHORD 1-8=-2221434, 8-12=342t434, 12-13--3421434, 7-13=-3421434, 7-14=3421434, 6-14=-3421434 WEBS 24I=-3531186,3.6=4691369 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.0psf; h=158; Cat 11; Exp C; End., GCpl=0.18;, MWFRS (envelope); cantilever left and tight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a calling and'is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 pal bottom chord five load nonconcunent with my other live loads. 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) 4=125. 8=357,6=117. 6) Hanger(s) or other connection device(s) shall be provided sugident to support concentrated load(s) 29 Ito down and 43 lb up at 2-11-0, 29 lb down and 43 lb up at 2-11-0, 3916 down and 63lb up at 5.8-15, 26 lb down and 52 lb up at 5-8.16. and 64 lb dovm and 113 lb up at 8-6-14, and 58 lb down and 107 lb up at 8-&14 on top chord, and 70 Ito down and 158 lb up at 2-11-0, 70 lb down and 158 lb up at 2-11-0, 12lb down and 2lb up at 5-8-15, 10 lb down and 2lb up at 5-&15, and 33lb down at 8.&14, and 27 lb down at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the fete of the truss ere noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit) - Vert 4-4=-54,1-5=-20 Concentrated Loads Qb) Vert 11=76(F= 44. B=33)12=155(F=77, 8=77)14=48(F=29, B=19) t PE7 1 � i 1 rx- �-OATE t l e m55 rUSa ype Man 1722 1772-A HVa Valley 1 1 _.__. Joh Reference (optional) III 5 4 20 1z4 11 2x4 11 I ' LOADING(psf) SPACING- 2-M CSI. DEFL In Qoc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) rda We 999 MT20 244M90 TOOL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) We - n1a 999 BCLL 010 Rep Stress Ina YES WB 0.05 Horz(CT) 0.00 n!a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pu ns, 'except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 at bracing. OTHERS 2x4 SP No.3 - REACTIONS. (size) 1=64.0 (min. 0-1-8), 4=6-4-0 (min. 0.1.8), 5=64-0 (min. 0-1-8) Max Hom 1=112(LC 8) Max Upltft = 47(LC 8), 5=136(LC 8) Max Grav1=61(LC 1), 4=88(LC 1), 5=255(LC 1) FORCES. (lb) - Max- CompJMax. Ten. -All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2pe,, BCDL=5.0psf; h=15fk Cat 11; Exp C; End., GCpl=0.18; MWFRS (envelope); canglever left and right exposed; 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 rive load nonconcumerd with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable ofvrithstanding 100lb uplift at)oint(s) 4 except at -lb) 5=130. LOAD CASE(S) Standard 51 f PE 7 TF I Nss, russ m Y Flan 1722 1772-A J2 Jack-c"n 11 1 Job Reference (oe8one0 aaumem „men. r.. r,uw, ram., .ww, 1 1-6-0 0-4-0 LOADING(pst) SPACING- 2-D-0 CSI. DEFL In Qoc) Vde9 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.06 Vert(LL) 0.00 4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 We rda BCDL 10.0 Code FBC2017/7P12014 Matrix-P Weight 6lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. - SOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=Mechan1wI,3=Mechanical,4=G-" (min. 0.1-8) Max Hom4=43(LC 8) - Max UpUft2=-50(LC 8), 3=-130(LC 1), 4=124(LC 4) - Max Grav2=54(LC 1), 3=78(LC 4), 4=223(LC 1) FORCE& Qb) - Max- CompJMax Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3secend gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psh h=15% Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2 except at --lb) 3=130, - 4=124. LOAD CASE(S) Standard - \GENSF�/i - i PE 7 � 1 � it/t ATE �� lY If IA(IIENG\\\\\\ V 0 Nee Nee Type I y P n t712 1T72-A A Jerk -Open B 1 Job Reference (optional) sgMeln IrM. M rl =. YL..19ei1 lWn: n.(JVe V4 Zl 2a1e PIYlt 9.23a9OG121 "PIe NJIBII m0a5VI8a�llic. W¢O fiWlil6:J9:la Lulo r ID:EaPOUlwCWA016WS07vTFdz75cK-Rx4e OL3 DWYy?z6C vVFdJdlzvXr2f6mdh5WPy Dke 1-W 4-0-0 1-0-0 4-0-0 I 1_M I 'LLn I Plate Offsets My)— 12.0.0-tz 0-1-12t rs•0.1.81-2-0t rs-6-0.0 0.1-121 -- LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ilde0 Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-0 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.03 Horz(CT) -0.00 3 Na nfa BCDL 10.0 Code FSC2017JTP12014 Mabbc-P Weight: 13 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 ,REACTIONS. (size) 3=Mechanical, 4=Mechanfcal, 5=D-8-0 (min. 0.1-8) Max Horz5=83(LC 8) Max Up1i83=-59(LC 8). 5=90(LC 4) Max Gnw3=S4(LC 1), 4=40(LC 3), S=220(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except When shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 0o pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ob bracing. NOTES- 1) Wind: ASCE 7-10; Vint--160mph (3-second gust) Vesd=124mph; TCDL=4.2W,, BCDL=S.Opsf, h=16% Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard five load nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 5. LOAD CASE(S) Standard z f PE 7 I1 i _ r i��//Fss/YOL o ItA11\NG\\\��� Job 1russ type Y Plan 1722 1772-A J4A Jack -Open 1 1 Job Reference (optional) ID:F_aP01JIWCWAOlOwSD7vTTFdY15cK-v7e0mI4C6JePa91( miQkotGn4MFZLURG HRe2rypDkd 3-0-0 3-0-0 ERE LOADING(psf) SPACING- 2-0-0 CSt. DEFL in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ved(LL) -0.00 34 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 34 >999 100 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) -0.01 2 n/a n1a BCDL 10.0 Code FBC2017[ P]2014 Matrix-R Weight 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP NO2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=D-8-0 (min. 0-1-8), 2=Mechancal, 3=Mechanical Max Horz4-57(LC 8) Max UpliR4=-21(LC 8), 2=-68(LC 8) Max Grav4=103(LC 1), 2=70(LC 1). 3=53(LC 3) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vulth160mph (3-second gust) Vasd=124mph; TCDL-4.2psP,, BCDL=5.Dpst h=15ft: Cat 11; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; 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) Referto ginter(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b upliftat)ofnt(s) 4, 2. LOAD CASE(S) Standard PE7� 1 1 1 �t ATE tD � y Job Truss . ruse I ype Y Plan 1722 , 1772-A is Jack -Open 9 1 Job Reference (optional) ` awmem.kum,r, n., r�,;»xn i IDRM:a IwC aX1 zu'S07vTFdz75cK-OKCO $ kerc emes coo. wea nw is ie:aa:�a zO.a r SgtdmFCJ6PkP�vJ P2 9M'Ys4xnPD &I%f Okc Plate Offsets MY)- 12:0-0-12 0.1-121. I5:0.1-8.1-2-01 I5:0-0-0.0.1-02] LOADING(psl) SPACING- 2-0-0 CSI. DEFL in Qoc) I(de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(U) -0.02 45 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) -0.02 3 nla We BCDL 10.0 Code FSC2017JTP12014 Malrbc-P Welghb 191b FT=20-A LUMBER- BRACING - TOP CHORD 20 SP No2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (sae) 3--Mechanical, 4=Mechard al, 5=0-8-0 (min. 0-1.8) Max Hore5=124(LC 8) Max UpII%3--104(LC 5). 5-94(LC 4) Max Gmv3=109(LC 1).4=81(LC 3), 5=283(LC 1) FORCES. Qb) - Max. CompJMax Ten. -All fours 250 (Ib) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid caging directly applied or 10{)4) oe bracing. NOTES- - 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15f ; Cat. II; Exp C; End., GCpkg.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nunconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except (it-Ib) 3=104. / LOAD CASE(S) Standard s' ! PE 7t 1 �-r ATE I Job Tntss I cuss I ype Ply Plan 1722 1772-A JmA JacWpw jQtY 1 1 Job Reference (optimal) ID:EaPOUIwCWA016wSO7vTFdz?ScK sWmmBRBTmSpThbu6TCtGL4NAUNpOwYSbwrTW Dkb Plate Offsets (X Y)- f1:0-0.12.0-1-121.14:04-0.0-04] (4:0.0-0 0-1-121 LOADING(psf) SPACING- 2-0.0 CSL DEFL. In poc) Wall Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.32 Vert(LL) 0.03 3-0 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 . 3-0 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.02 2 Na n/a BCDL 10.0 Code FBC2017frP12014 Matrix-R Weight 16 lb FT=20%a LUMBER- - BRACING- ' TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly appged or 5-0-0 oc pwilns, except BOT CHORD 2x4 SP No2 end verlicals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS. (sae) 4=0-8-0 (min. 0-1-8), 2-Mechanical, 3=Mechanical Max Horz4=99(LC 8) Max Uplift4--43(LC 8), 2--106(LC 6) Max Gmv4=177(LC 1), 2=120(LC 1), 3=90(LC 3) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. NOTES- 1) Wlnd: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15Ik Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chard live load nonconcurrent with my other [We loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 4 except at --lb) 2=108. LOAD CASE(S) Standard r2FATE e N55 rush ype Plan 1722 1772-A J8 Jack -Open 23 1 Jab Reference o 6onal iOY1f18111 IN69, rL II¢IW, rL., S1tlil 1 rim III ,aID;E.P a WCVVA,avnnce.ztoauan w�K9'Fgi,wusn - - ID:EaP0U1wCWA016wS07vTFda75rK•IGKBPn75PE0rR GnRq_ROTuAeaABYgnihFMAy Dke Dead Load Defl. -1/8In Plate Offsets (X,Y) - 12:0-0-12,0-1421 [5:0.1.81-2-01 [5:0.40 0.1-121 LOADING(pso SPACING- 2-0-0 CS]. DEFL in (Ioc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) 0.10 45 >766 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.47 Verl(CT) -0.18 45 >444 180 .SCLL 0.0 Rep Stress Ina YES WB 0.09 Hoa(OT) -0.06 3 We nla BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight 25 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ce pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 no bracing. WEBS 2x4 SP Ne.3 REACTIONS. (s¢a) 3.-Mechanical, 4--Mechanical, 5=0.8-0 (min. 0.1-8) Max Hoa5=165(LC 8) Max Up1103=147(LC 8), 5=106(LC 8) Max Grav3=16'I(LC 1). 4-120(LC 3), 5=353(LC 1) FORCES. (lb) - Max CompJMax Ten. - All forces 250 Qb) or less except when shown. WEBS 2-5-319/300 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst; tH-15f1; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumem with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001b uplift atjolnt(s) except at --lb) 3=147, 5=106. LOAD CASE(S) Standard - / PE7 � I 1 rr ATE (ORtD� , ��/��SS,a IIA I IENG O r1138 rush ype y plan 1722 1772-A J9 Rrmf Spedal 1 1 Job Reference (Optional) soamem � ease. r� rlatca, rr_, aaefit 2x6 II twa II 1-0-0 aa-0 4-1041 6-0-0 8-2-H 9-4-0 1-0-0 3.a-e I 1-1-e 2 a I1 H ' Plate Offsets fX YI= f2:0-0-12 0-1-121, r3:0-2-00-2-111, r4:0-2-0.0.2.41 18:0-1.8A-2-01 r8:0-00 0.1-121 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL In goo) Well Idd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(-L) 0.02 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) .0.02 7-8 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.07 Hoa(CT) -0.05 5 No Na BCDL 10.0 Code FBC2017RPI2014 MabixS Weight 321b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD ZA SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing direc0y applied or B-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except at —length) 8=0-8-0, 7=0-8.0. gb)- Max HOrzS=165(LC8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 8 except 7-216(LC H) Max Grav AO reactions 260lb or less at joint(s) 5, 6 except 8=256(LC 1), 7=359(LC 1) FORCES. gb) -Max Comp./Max Ten. -All forces 250 (lb) or less exceptvvhen shown. WEBS 4-7=251/228 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15R, Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate' grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord Five load nonconcunent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 5, 8 except at --lb) 7=216. LOAD CASE(S) Standard i PE 7 1 TE i�c�`.�GORtDP'� N \ ih Job Was Nee ype Y 1an 1722 1Tr2-A ilaw RoofSpedal 1 1 Job Reference (ootioneh SOYNBn1 Truss, F Piece, FL, 34651 2x6 11 ' . 1x4 II 1-0-0 1.4-0 2.108 I 42-8 94-0 1-0-0 Le-e 1-0-0 1-9-9 34.0 Plate Offsets (XY)- 12:04-12.0-1-121 (10:(t.1.81-2.0). H 0:0A-0.0.1.121 - - - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Doc) Wall Ud PLATES GRIP TCLL 20,0 - Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0,03 9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.03 9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) -0.02 6 nla n1a BCDL 10.0 Code FBC2017frP12014 MatrixS Weight 34 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD ZA SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid calling directly applied or 6-" oc'bradng. REACTIONS. All bearings Mechanical except at=Iength)10=0-6-0, 8=0-6-0. (lb). Max Horz10=165(LC8) Max Uplift All uplift 100 lb or less atjolnt(s) 6.10 except 8=202(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 6,7 except 10=254(LC 1), 8=356(LC 1) FORCES. 0b) - Max. CompJMax. Ten. - All forces 250 0b) or less except wren shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=151k Cal. II; Exp C; End., GCpI=0A8; MWFRS (envelope); cantilever left and dght exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for buss to truss connections. 6) Provide mechanical connection (by others) oftrusis to hearing plate capable of withstanding 100lb uplift at joint(s) 6, 10 except 01=1b) 8=202. LOAD CASE(S) Standard Y PE 7 r 1 I ORtOQ%G���N NSe Nss Plan 1722 h772-A J9e Roofapedalype Girder 1 1 Jab Reference (opdonel) ewumn TrM. Ft Pierce FL. 34s51 3x4 II 1x4 11 3x4 = Plate Offsets (X.Yl- f3:0.2-0 0-2-111. 16:0.3-0.0-0-81 f!'0.1.8 0.1-81 LOADING (psf)=CedF 2-0-0 CSI. DEFL In (lac) Well Lrd PLATES GRIP TCLL 20.0 1.25 TC 0.47 Vert(LL) -0.03 7-8 >999 240 MT20 244I190 TCDL 7.01.25 BC 0.47 Vert(CT) -0.05 7-0 >702 180 BCLL 0.0x NO WB 0.07 Horz(CT) -0.00 5 Na Na BCDL 10.0ffP12014 Mabix-S Weight 40 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except end verticals. BOT CHORD Rigid calling directly applied or 10.0-0 cc bracing. REACTIONS. All bearings D4 .0 except at -length) 5--Mechanical, 7-Mechanical. Qb)- Max Horz9=134(LC8) Max Uplift All uplift 100 lb or less atjoinl(s) 5, 9 except 7=241(LC 8). 8=-160(LC 8) Max Gray All reactions 2501b or less atioint(s) 5, 9 except 7=491(LC 1), B=688(LC 1) FORCES. Qb) -Max CompJMax. Ten. -All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2pst; BCDL=5.0W,, h=15f ; Cat. II; Exp C, End., GCpi=0.18; MWFRS (envelope); cantilever felt and right exposed; 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 noncom ment with any other five loads. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girders) 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) 5, 9 except Qt--lb) 7-241, 8=160. 7) Cap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. B) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 21 lb up at 0-9-13 on top chord, and 794 lb down and 284 lb up at 65-12 on bottom chord. The designrselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, foods applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (pit) Vert: 1-3=54, 34=54, 45=54, 6-9=20 Concentrated Loads (lb) Vert 10=6011=784(B) f FE 7 `1 = 1 — t = r ATE , 4Ilk _OR1D_4: e N56 mes ype y P 1r22 lob K4 Xip 1 1 _ Job Reference (optional) SWh"[M.. YL Y...'L. 3M1 l 40 = 4x4 = Dead Load Dell. - 51161n It _ 6x6 = 3x4 = _.... 10-0-0 22-" IM0148-5-0 'A I Plate Offsets (X,Y)— f1:0-0-0,1-3.21, ft:e-1-14.0-0-21 f4:0.2-40.2A1.17:0.5-4,Edae1.19.0-3.0 0.341 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in #cc) Udell Lid PLATES GRIP TCLL 20,0 Plata Grip DOL 1.25 TC 0.86 Ved(LL) -0.30 1-8 >888 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(C) -0.63 1-9 >416 180 SCLL 0.0 Rep Stress Ina YES WB 0.20 Horz(CT) 0.05 7 We n1a SCDL 10.0 Code FBC2017frP12014 Matrix-S Weight1021b FT=20% LUMBER - TOP CHORD 2M SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x4 SP No.32S11 • REACTIONS. (sae) 7=1VIechanical, 1=a8.0 (min. 0.1-8) Max Horz1=76(LC 8) Max Up1187=264(LC 9),1=271(LC 8) Max Gmv7=814(LC 1),1=814(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-7 ob purins. BOT CHORD Rlgld ceiling drectiy applied or 2.2-0 cc bracing. FORCES. Qb)- Max. CompJMax. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-2=15451547, 23=1220/372, 3.4=1081/368, 45=11961369, 5-6=13581492, 6.7=1418/482 BOT CHORD 1-9=516/1381, 8-9=221f1081, 7-6=369/1216 WEBS 2.9=-380/331, 3.9=-04I325, 4-8=22/251, 5.8=2191260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10-, Vu"- 60mph (3second gust) Vasd=124mph; TCDL=4.2psF BCOL=5.OpsF, h=158; Cat II; Exp C; End., GCpi=0.16; MWFRS (envelope); can0lever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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 upltg at)olnt(s) except Qt=1b) 7=264, 1=271. LOAD CASE(S) Standard xcE P E 7 I �T TE I 1 x r - t e Nee N55 ype y Plan 1722 ' 1772-A KSG Hip Girder 1 1 Job Reference o ticn SaMCm Truss, FL Ferce, FL, 34951 4x7 = 1x4 11 _4x7 = Dead Lead Dan. -118 in Id Sx7 = 314 = 4M = 3x8 = 3x4 = 5x7 II 1" 8.0.0 11.8-0 15-0-0 224-0 1 1-0-0 I 7-D41 I 3-E-0 I 3-a-n I 74 plate Offsets (xy)- I1:03-10.Edeel. 14:0-5-4 0-2-01 I6'0-54 0.2-41 I9:DS4Ednel LOADING lost) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/del Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ved(LL) 0.1811-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.28 1-13 >959 180 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(CT) 0.10 9 n/a nla BCDL, 10.0 Code FBC2017IM2014 MatrixS Weight1171b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 'Excepl• T3: 2x4 SP M 31 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2z6 SP No.2 2.0.14, Right 2x6 SP No.21-113 REACTIONS. . (size) 1=0.6.0 (min. 0-1-12), 9=0-8-0 (min. 0-1.13) Max Horz1=61(LC 28) Max Uplift1=704(LC 8), 9=724(LC 9) Max Grav1=1496(LC 1), 9=1538(LC 1) BRACING - TOP CHORD Structure] wood sheathing directly applied or 3-0.11 oc pudins. BOT CHORD Rigid celling directly applied or4-11-1 oc bracing. _ FORCES. Qb) - Max. Camp]Max.Ten.- All forces 250 Qb) or less except when show. TOP CHORD 1-2=319711561, 23-3145/1568, 34=304211486, 4-14=-307911564, 5-14=307911664, 5-15=-3079/1564,6-15=-3079/1564,6-7=2926/1432,7-8=2804I1401, 8-9=-286211398 BOT CHORD 1-13=1429/2864, 12-13=-1304/2809, 1-1-12-130412809,11-16-1231/2708, 1D-16-123112708, 9-10=-1169/2465 WEBS 3-13=2001299, 4-13=91/568, 4-11-237/427, 5.11=-447/4G5, 6.11=292/554, 6-10=15/435, 7-10=2101402 1) Unbalanced roof Bve loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.OpsF h=15R Cat. II; Exp C; End., GCpi=0.18; MWFRS (emelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoild(s) except Qt=lb)1=704, 9=724. 6) Hanger(s) or other connection devices) shag be provided sufficient to support concentrated load(s) 225 Ib down and 280 lb up at 8-0-0, 107lb down and 15016 up at 10-0-12, 1071b down and 1501b up at 11-8-0, and 107111bdown and 150 Ib up at 133-4, and 225lb down and 2801b up at 154-0 on top chord, and 28516 down and 1341b up at 8-0.0, 80 W dawn at 10-0-12, 80Ib down at 11-8-0, and 801b down.at 133.4, and 285lb down and 1341b up at 153-4 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard J) Unifo vL� LivPl541 d Lu�m�be-Sg creas201.25. Plate inaease=1.25 Concentrated Loads (lb) ����': >,GENg Veit: 4-178(F) 6=178(F)12=54(F)13=-285(F) 5=107(F)11=-54(F)1D=285(F)14=107(F)15=107(F)16=-54(F) �' ♦ i / PE 7 I� / 1 may-f9%4, o Job Nss Nas ype y plan 1721 1772-A MV2 Vafley 1 1 Job Reference (optlona0 ID:EaPOUIwCWAO16W307vTFdz?ScWgg71SVADEneGY091�NacS)WAxb_zUfiORq%N3KNyiDkV 2-4-0 2 3 2x4 6 I ' LOADING(psf) SPACING- 24)-0 CSI. DEFL In Qoc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.06 Vert(LL) Na Na 999 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n1a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Harz(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017flPI2014 Matra-P Weight: 6lb FT=20% LUMBER BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc pudins. • p BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (sire) 1=2.4-0 (min. 0."), 2=24-0 (min.0-1A); 3=2-4-0 (min.0-1.8) Max Horz1=33(LC 8) Max Upl'dU=18(LC 8), 2=-40(LC 8) Max Grev1=59(LC 1), 2=43(LC 1), 3=32(LC 3) FORCES. Qb)-;Max- Comp.IMax. Ten. -All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=S.Opsf, h=15fk Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; 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 nonconcumentwith any other live loads. 4) Bearing at joints) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) or truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 2. LOAD CASE(S) Standard - PE 7/? - rr ATE nlss rasa ype Plan 1722 lim 1772-A MV4 vd* 1 1 Job Reference (optional) y 41 2x4 � 20 It 2 17 I ' .LOADING(psf) SPACING- 2-0-0 CSI. DEFL in(loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Verl(LL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Ved(CT) We - nfa 999 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 rda n1a SCOL 10.0 Code FBC2017RPI2014 Matrix-P Weight 141b FT=20°% LUMBER- . BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 44-0 oc pudins, except SOT CHORD 2x4 SP No.3 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1-4 4 (min. 0-1-8), 3=4-4-0 (Mn.0-1-6) Max Horz1=71(LC S) Max Upliftt=39(1_C 8), 3=-68(LC 8) Max Grav1=128(LC 1), 3=128(LC 1) FORCES. (Ib) - Max. CompJMax, Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epst h=15fk CaL 11; Exp C; End., GCpl=0.18; MWFRS (envelope); caniilever left and right exposed; 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 psi bottom chord live load nonconcument with any other live loads. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 103In uplift at)oint(s)1, 3. LOAD CASE(S) Standard i PE 7 r 1 I -O Lt ATE 7 aZ4—lq,. cv 40_RIE) NA 1-I�NG\\\\��