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HomeMy WebLinkAboutSUBMITTED PAPERS_2A N #== A-1 ROOF TRUSSES A FLORIDA CORPORATION Location Information Contractor/Builder: DONALD NOBLE Project Name: NOBLE RESIDENCE Project Address: Lot # Block # Model # NOBLE RESIDENCE Subdivision: Design Instructions Design Criteria: ASCE 7-05 Wind: Computer Program Used: MITEK INDUSTRIES Truss Company: Al Roof trusses Ltd Loading Instructions ROOF LOAD Top Chord Live Load 20.0 Top Chord Dead Load 10.0 Bottom Chord Live Load 0.0 Bottom Chord Dead Load 10.0 Total Load 40.0 Duration Factor 1.25 �i 4451 St. Luc! Blvd. / Ft. Pierce, FI. 34946 772-409-10101/ 800-526-0126 / 772-409-1020 (fax) Job Number: 52844 Occupancy: SFR County: ? d c� 120 MPH FLOOR LOAD Top Chord Live Load ­ 40.0 Top Chord Dead Load 10.0 Bottom Chord Live Load 0.0 Bottom Chord Dead Load 5.0 Total Load 55.0 Duration Factor 1.0 As witness my seal, I hereby certify that this serves as a cover sheet in conformance with Chapter 61 G15-31 Section 003 of the Florida Board of Professional Regulation. This package includes a truss index sheet and truss drawings. Julius Lee, PE / Florida Certification Number 34869/ 1109 Coastal Bay, -Boynton Beach, FL 33435 �•�`���zi���i v � � N0. 48 9 = h : OF S T z�0: t Z' •.....•• 1109 COASTAL BAY BOYNTON BCH,FL.33435 ELLECTRONICALLY SEAL IN ACCORDANCE TO SS.668.001-668.006 The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed below and attached. The suitability and use of each component for any particular building is the responsibility of the Building Designer, perANSI/TPI 1-2002 Section 2 and ANSI/TPI/WTCA Section 2. The identity of the structural Engineer of Record did not exist as of the seal date per section 61G15-31.003(5a) of the Florida Administrative Code. 1\ x A-1 ROOF TRUSSES A FLORIDA CORPORATION 4451 St. Luci Blvd. / Ft. Pierce, FI. 34946 772-409-1010 / 800-526-0126 / 772-409-1020 (fax) NO TRUSS TRUSSID - 1 A01 A0014477 2 A02 A0014478 3 A03 A0014479 4 A04 A0014480 5 A05 IA0014481 6 A06 IA0014482 7 A07 A0014483 8 A08 IA0014484 9 A09 A0014485 10 A10 A0014486 11 A11 A0014487 12 Al2 A0014488 13 A13 A0014489 14 A14 A0014490 15 A15 A0014491 16 A16 A0014492 17 A17 A0014493 18 A18 A0014494 19 A19 A0014495 20 A20 A0014496 21 A21 A0014497 22 A22 A0014498 23 A23 A0014499 24 B01 A0014500 25 B02 A0014501 26 B03 A0014502 27 B04 A0014503 28 B05 A0014504 29 B06 A0014505 30 B07 A0014506 31 B08 A0014507 3/16/2011 Julius Lee, PE / Florida Certification Number 34869 Seal Applied to the Right Job Number: 52844 NO TRUSS TRUSS ID 32 D01 A0014514 33 D02 A0014515 34 D03 A0014516 35 D05 A0014517 36 D06 A0014518 37 G06 A0014519 38 G07 A0014520 39 K01 A0014536 40 K02 A0014537 41 K03 A0014538 42 V11 A0014543 43 V8 A0014545 44 V4 A0014544 45 MV8 A0014542 46 MV6 A0014541 47 MV4 A0014540 48 MV2 A0014539 49 J7 A0014535 50 J64X A0014534 51 J64 A0014533 52 J5G A0014532 53 J4G A0014531 54 J4 A0014530 55 J3 A0014529 56 J213 A0014528 57 CJ5 A0014512 58 CJ5S A0014513 59 CJ3 A0014509 60 CJ3S A0014510 61 CJ3Z A0014511 62 CJ1 A0014508 Index Sheet for Drawings i 7iC ' • 7'IC c : QC ST T OF e� e, ,t� •'• 4` RIP lk 0/1111111111\ 1109 COASTAL BAY BOYNTON BCH;FL.33435 ELLECTRONICALLY SEAL IN ACCORDANCE TO SS.668.001-668.006 4 L = A-1 ROOF TRU55ES. A FLORIDA CORPORATION 4451 St. Luci Blvd. / Ft. Pierce, Ff. 34946 772-409-1010 / 800-525-0126 / 772-409-1020 (fax) NO S FHJ7 TRUSS ID 63 A0014526 64 HJ64 A0014524 65 HJ6G A0014525 66 HJ5G A0014523 67 HV6 A0014527 68 HJ4 A0014522 69 HJ3 A0014521 3/16/2011 Julius Lee, PE / Florida Certification Number 34869 Seal Applied to the Right Job Number: 52844 Index Sheet for Drawings i NO. 48 9 *. .*_ ST T OF NA` 1109 COASTAL BAY BOYNTON B6H,FL.33435 ELLECTRONICALLY SEAL IN ACCORDANCE TO SS.668.001-668.006 • — 52B" IA01 ISpecial Truss I I 1 zx.o-aov 649 3azstao ZFB&0 I009md6r2z rotCL]iu-idclzaKae-CKCRE4Atb-aoCEsEGszet,s „ T. o-e 5x6 = 7 3x6 % sxr = 6x6 = - 1.Sx411 fixt°= 2x411 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FRC2UD7trP12007 LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP No.2'Fxcept• B5: 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing drediy applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-18 REACTIONS Qb/size) 2 = 1205/D-B-0 (min. 0-1-8) 17 1056/0-11-5 (min.0-1-6) 20 = 1516/0-3-8 (min. 0.1-8) Max He 2 324(LC 8) Max Uplift 2 492(LC 9) 17 �369(LC 9) 20 _-512(LC 9) FORCES Qb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-24-20471736, 3-24-1681/637, 3-4-1589/624, 4-5-1524/635, 5.6-1625f711, 6-25-1855/840, 7-25-176EWO, 7-26= 1730/669, 8-26-1619/053, 8-9- 1624/839, 940-2009/932, 1041-2133/960, 12-20-1516/595, 11-12-1431/630 BOTCHORD 2-18-10262386, 17-18-623/1693, 17-27--623/1683, 27-28-623/1683, 16-28-623/1683' 16-29=-440/1394, 29-30= 440/1394, 15-30-440/1394 WEBS 3-18-259260, 19-19-263/90, 649-397/133, 6-16-22lrM, 11-03-665/1815, 7-1r— 164/621, 7-15= 1°5/545, 9.15-529/405, 13-15=.570/1836, 17-19-491244, 5-19-281/161 NOTES 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-secund gust); TCDL=S.OpsF BCDL=5.Opsf; h=15fY B=45ft; L-41ft; eave-51t; CaL II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -2-0.11 to 2-D-8, Intedor(1) 2-0-8 to 23-1(I-D, Fxtedor(2) 23-10-0 to 27-11-2 zone; cantilever left and fight exposed ;GC for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1'60 T 3) This truss has been designed for a 10.0 psf bottom chord rive load nonconcu ent with any other live loads. C51 TC 0.86 BC 0.92 WB 0.93 (Mabtx-M) 4) • This truss has been designed for alive load of 20.0psf on the bottom chord In all areas Mere a rectangle 3-6-0 tall by 2-D-0 Wds will fit between the bottom chord and any other members, with BCDL- ID.W. 5) Bearing at joint(s) 20 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capadly of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of W thdandng 492 lb upfilt atjoint 21, 369 lb uplift at joint 17 and 512lb uplift at joint 20. 7)'Sem1-rigid pitchbreaks with fixed heels' Member and fixity model was used In the analysis and design of this from LOAD CASE(S) Standard DER in Qoc) I/derl Vd Ved(LL) -0.4615-16 >771 360 Vert(M)-0.881576 >40D 240 Hm(TL) 0.11 20 n/a n/a Wind(LL) 0.2218-23 >613 240 PLATES GRIP LIT20 2441190 Weight:247lb FT= 10% 11;15 20 3x4 = Julius Lee lb*= A-1 ROOF p� =TRU55E5 AFLORIDACORPORATION" Stale=1:58.5 -ter A 111111IMI uhh- ,_aa Sx6 = 3x6 = 3x6 = 3x6 = 3x4 = 3x8 // 3x4 q 21411 LOADING (psf) SPACING 2-0-0 CS1 TCLL 20.0 TCDL 10.0 Plates Increase 1.25 TC 0.51 BCLL 0.If ' Lumber Increase 1.25 Rep Stress Inv YES BC 0.85 WB 0.94 BCDL 10.0 Code FRC2007/rP12007 (Matrix-M) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 •Except• 2) Wind: ASCE 7-05; 120mph (3-semnd gust); TCDL S.Opsl; BCDL=S.Opsf; B4: 2 X 4 SYP No.3 h=15ft; B=45ft; LF41ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (ail WEBS 2 X 4 SYP No.3 heights) and C-C Exterior(2) -2-0.11 to 2-6.8, Intedor(1) 2-68 to 23-10-0, BRACING Exterior(2) 23-10-0 to 27-11-2 zone; cantilever left and right exposed ;GC TOP CHORD for members and faces & MWFRS for reactions shown; Lumber DOL=1.60 Structural wood sheathing directly applied or3-5.13 oc pudins, except end plate grip DOL=1.60 verticals 3) This truss has been designed for a 10.0 psf bottom chord live load BOT CHORD noncuncrxrent with any other live loads. Rigid ceiling directly applied or 6.0-0 oc bracing. 4) 'This truss has been designed for a live load of 20.0psf on the bottom WEBS chord In all areas More a rectangle 3-6-0 tall by 2-0-0 wide will fit between T-Brace: 2 X 4 SYP No.3 - 5.17 the bottom chord and any other members, with BCDL - I U.Opsf. Fasten (2X) T and I braces to narrow edge of web with 10d Common wire nails, 5) Bearing at joint(s) 19 considers parallel to grain value using ANSVTPI 1 gin mc.,Wth 41n minimum and distance, angle to grain formula. Building designer should verify capacity of bearing Brace must cover 90 h of web length. sudace. 6) Provide mechanical connection (ry others) of from to bearing plate REACTIONS Qb/size) capable of withsianding 219 lb uplift at joint 20, 710 lb uplift at joint 17 and 2 = 41610-8-0 (min. 41-8) 444 lb uplift at joint 19. 17 = 2043/0.8.0 (min. 0-2-7) 7)'Seml-rigid pits hbreaks Wth fixed heels' Member end fixity model was 19 1317/0-3-8 (min. 04-8) used In the analysis and design of this truss. Max Herz 8) Warning: Additional permanent and stability bracing for buss system (not 2 = 324(LC 8) part of this component design) is always required. Max Uplift 2 =-219(-C 9) 17 =-710(LC 9) LOAD CASE (S) 19 444(LC 9) Standard Max Grav 2 = 446(LC 13) 17 = 2043(LC 1) 19 = 1317(LC 1) FORCES Qb) Max. Comp./Max. Ten. - All tomes 250 Qb) or less except when shown. ' TOPCHORD 2-23=-997/245,3-4-131/265, 4-5-104/426, 5.24-1289/521, 6-24— 1192/637, &25-1405(739, 7-25= 15001723, 7-8-16831796, B-9-1628/724, 9.10— 18061722, 11-19— 1317/512, 10-11-1233/548 BOTCHORD 2-18= 493/1201, 17-26-327/964, 16.26=327/954, 1576-327/964, 1527-299/1054, 27-28-299/1054, 14-28-29911054 WEBS 3.17=-446/370, 5.17=-1900n61, 5-15--40/452, 10-12=S38fl508, 6-14— 219/593, 7-14_ 5461419. ' 12-14=-443/1541, 7-12-159/269 NOTES 1) Unbalanped reel five loads have been considered for this design. 7 DEFL In Qec) I/dell Ud Vert(l) -0.36 14-15 >999 360 Vert(TL) -0.68 14-15 >541 240 Horz(IL) 0.06 19 n/a We Wind(IL) 0.0714-15 >999 240 PLATES GRIP MT20 244/190 Weight:2411h FT=10% Julius Lea A-1 ROOF TRUSSES AFLORIDACORPORAMON- ,,,.,,,,,, ,n n•,+ Scale =1:70.2 5x6 = Scale =1:66.1 -- - -^- �� — 3x1O = 3x6 11 LOADING (pat) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0'0 ' Rep Stress Ina YES BCDL 10.0 Code FRC2007/rP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. WEBS T-Brace: 2 X 4 SYP No.3 - 5-15, 6-14, 8-12 Fasten (2X) T and I Maces to narrow edge of web with 10d Common wire nails, gin o.c.,with 4in minimum end distance. Brace must cover 90% of web length. REACTIONS Qhisize) 11 = 144WO38 (min. 04-11) 15 205NO.8-0 (min. 0-2-7) 2 44210-8-0 (min. U-1-8) Marc Horz 2 324(LC 8) Max Uplift 11 447(LC 9) 15-695(LC 9) 2 =-231(LC 9) Max Gray 11 = 1442(LC 1). 15 = 2053(LC 1) 2 461(LC 13) FORCES (Ib) Max. CompJMax. Ten. - All faces 250 (lb) or less except when shown TOP CHORD 2-19= 1002/258, 45-56/356, 5�20=-1352/635, 6-20— 1265/651, 6-21-1536177g, 7-21= 1628/754, 7-8-16337740, 8-22= 905h541, 9-22— 1049/521, 9-10-977/376, 10-11=1518/ I BOT CHORD 2-15-483/1203, 15-23= 324/1032, 23-24_ 324/1932, 14-24=324/1032, 14-25`2B6/1134, 2526=286/1134, 13-26-286/1134, 13-27— 489/1478, 27-2a=-489/1478, 12-28=48911478 WEBS 3-15=-445/370, 5-15-19041744, 514=-44/455, 9-12— 3251360, 6-13— 209/706, e-13— 207/315, 8-12— 802/279, 10-12— 531/1460 NOTES 1) Unbalanjed roof live load have been considered for this design. r CSI TC. 0.66 BC 0.89 WS 0.95 (Matrix-M) 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.ow; BCDL=S.Opsf h-15fY, B=45ft; I'41ft; ewe--Sft; Cat. II; Exp C; enclosed; MWFRS (all heights) and G-C Exterior(2)-2-0-11 to 2-D-8, Interior(1) 2-0-8 to 23-10-0, Extedor(2) 23-1" to 27-11-2 zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOU1.60 3) This from has been designed for a 10.0 psf bottom chord live load noncencument 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 vide 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 447lb uplift at Joint 11, 695 lb uplift at Joint 15 and 231 Ib uplift at )ant 16. 6) 'Semi -rigid pitdhbreaks with fixed heels' Member end fixity modal was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard DEFL In (loc) Vdefl Ud Vert(LL) -0.2813-14 >999 360 Vert(IL)-0.5113-14 >725 240 Horz(TL) 0.06 it r a r a Wind(LL) 0.9613-14 >999 240 PLATES GRIP MT20 244/190 Weight 230 Ib FT . 10% Julius Lea MA-1 ROOF TRUSSES eynm: AFLORIDA CORPORATION Common Truss Iu:ravjvKutDZjgrnlzrt)LBUDKFzaKae-46Sf4F(Efgg(lfd 'dAUT zaa rwe �.a1z zi-ho-o a+a-hz ao-ea j v-e.hz zo-fz Sx6 - 6 LOADING (poll TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 - SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Inv YES Code FRC20077TP12007 TC 0.83 BC 0.99 WB 0 98 (Matrix-M) DEFT in 11- 2 I/defl 6 VertQJa -0.38 11-12 >999 360 Ver (TL) -0.69 11-12 >09 240 Wind(Hmz(LLL) 0.23 12-13 > 99 240 LUMBER TOP CHORD 2 X 4 SYP No.2 SOT CHORD 2 X 4 SYP N0.2 4) The wild section of the plate Is required to be placed war the splice line WEBS 2X4SYP N0.3 at joint(s)12 BRACING 5) Plate(s) at joint(s) 12 checked for a plus or minus 1 degree rotation about TOP CHORD Its center.. Structural wood sheathing directly applied, except end verticals. 6) This truss has been designed for a 10.0 psf bottom chord rive load BOT CHORD nonconcunent Wth any other live loads. Rigid ceiling directly applied a 2-2-0 oc bracing, Except: 7) • This truss has been designed for a live load of 20.Opsf on the bottom 5-5-4 tic bracing: 13-1 S. chad In a0 areas vfiere a rectangle 3-6-0 tall by 2-0-0 wide will fit between WEBS the bottom chord and any other members, with 13CDL-10.0psf. I -Brace: 2 X 4 SYP No.2 - 8-10 8) Pravtde mechanical connection (by others) of truss to bearing plate T-Brace: 2 X 4 SYP N0.3 - 6-12 capable of withstanding 71716 uprift at joint 14 and 586 Ib uplift at joint 10. Fasten (2X) T and I traces to namow edge of web with 10d Common wire nails, 9)'Semi-rigid pitchtreaks with fixed heels' Member and fixity model was Din o.c.,with 41n minimum end distance. used in the analysis and design of this truss Brace must cover 90%of web length: 10) Wanting: Additional permanent and stability Haring fa truss system (not part of this component design) Is always required. REACTIONS QHsize) 2 = 1S84/0-8-0 (min. 0-2-4) 10 = - 1859/D_" (min. 0-2-3) LOAD CAS E(S) Max Herz Standard 2 303(LC 8) Max Uplift 2 a17(LC 9) 10 a -m6(LC 9) FORCES Qb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-17-3681/1318, 3-17-3590/1345, 3-4-3481/l329, 4-5=-3319/1356, 578= 2592/1105, 6.18-2494/1120, 6-19-193B/919, 7-19— 2031/692, 7-8-2036/B89 BOT CHORD 2-13-132SM14, 13-21-974/2602, 21-22-9742602, 12-22-9742602, 12-23-557/1724, 23-24-557/1724, 11-24-55711724, 11-25-606/1649, 25-26-606/1649, 10-26-606/1649 WEBS 3-13-413/357, 5-13-304f795, 5-12=-B09/549, 6-12-471/1298, 6-11-146/313, B-11L-95J466, B-10-2220/818 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCD".Opsf; BCDLd.Opsf; h=15ft; B=45ft; L 39ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Extedor(2)-2.0-11 to 1-9-12, Interior(1) 1.9-12 to 23.10-0. Extedor(2) 23-10-0 to 27-8.6 zone; cantilever left and right exposed ;C-C for members and faces & MWFRS for reactions shown; Lumber DOL71.60 plate grip DOL=1,60 - 3) Ali plates are MT20 platess unless olherwfse Indicated. x PLATES GRIP MT20 2441190 MT20H 197/143 Welght:2141b FT=10% c Jullus Lee =A-1 ROOF TRU55E5 A FLORIDA CORPORIITON Scale =1.66.5 4x4 ii �_ 3x6_ scale =1:66.1 1 6 721 8 i LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL a.0 BCDL 10.0 :sxe _ �� — On — 4.5 11 SPACING 2-0-0 CSI DEhi In Qoc) Weil L/d PLATES GRIP Plates Increase 1.25 TC 0.76 Vert(LL) -0.30 13-14 >999 360 MT20 2441190 Lumber Increase 1.25 BC 0.98 Vert(rL) -0.71 13-14 >653 24D MT20H 107/143 Rep She's Ina YES WS 0.98 Horz(TL) 0.15 12 We n/a Code FRC2007/rP12007 (Matrix-M) Wind(LL) 0.2514-15 >999 240 Wsight:2131b FT-10% LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 3) Provide adequate drainage to prevent inter ponding. WEBS 2 X 4 SYP No.3 4) All plates are MT20 plates unless otherwise Indicated. BRACING 5) The solid section of the plate is required to be placed over the splice line TOP CHORD at)oint(s) 14. Structural wood sheathing directly applied or 2-2-0 oc pudins, except end 6) Piate(s) at )olnt(s) 14 checked for a plus or minus 1 degree rotation about verOnls. Its center. BOT CHORD 7) This truss has been designed for a 10.0 psf bottom chord live load Rigid calling directly applied a 2-2-g-on bracing, Except: noncenalrent with any other live loads. 5-3-6 oc bracing: 15-18. 8) • This truss has been designed for a live load of 20.Opsf on the bottom WEBS - chord in all areas wfiere a rectangle 3-6-0 tall by 2-0-D wide Will fit between I -Brace: 2 X 4 SYP No.2 -1D-12 the bottom chord and any other members, with BCDL =10.Opsf. T-Brace: 2 X 4 SYP No.3 - 7-14 9) Provide mechanical connection (by others) of truss to bearing plate Fasten (2X) T and I braces to narrow edge of web with 10d Commonwire nails, capable of Wthstandng 506 lb uplift at Joint 12 and 717lb uplift at Joint 16. gin o.e.,with 41n minimum end distance. 10) "Semi -rigid pitdhbreaks with fixed heels' Member end fixity model was Brace must cover 90% of web length, used In the analysis and design of this truss. 11) Wanting: Additional permanent and stability bracing for truss system (not REACTIONS Qb/size) part of this component design) Is always required. 12 = - 1869/0-3-8 (min. 0-2-3) 2 = 1884aB-0 (min. 0-2-4) Max Horz LOAD CASE(S) 2 = 292(LC 0) Standard Max Uplift 12 =-586(LC 9) 2 =-717(LC 9) FORCES Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-19 6686/1388, 3-19= 3597/1415, 3d_ MU1399, 4-5— 9396/1426, 5-20-2581/1163, 6-20= 2499/1187, 6-21-2306/1177, 7-21-2306/1177, 7-8-1790/938, B-22-1940/957, 9-22-2029/933, 9-10— 20331930 BOTCHORD 2-15-1407/3320, 15-24— 1053/2591, 24-25-1053/2591, 14-25-10&V2591, 14-2fi= 616/1726, 26-27-616/1726, 13-27= 616/1726, 13-28-640/1647, 28-29-640/1647, 12-29=-64911647 WEBS 3-15=-027/367, 5-15=-316/810, 7-13-144/295, 5-14-773/563, 10-13-851497, 10-12— 2215/881, 7-14=490/1270 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.Dpsf; BCDL=5.OpsF h-1511; B=45R; L-3911; eave=5ft•, Cat II; Exp C; enclosed; MWFRS (all heights) and C-C Extedor(2)-2-0-11 to 1-9.12, Interior(1) 1-9-12 to 23-0-0, _Exteda(2)?3-0-0 to 24-8-01,lnterlor(t).30-1-10to 38.64 zone; cantilever felt and right exposed ;C-C for members and faces 8 MWFRS for reactions shown; Lumber DOLa1.60 plate grip DOL=1.60 Julius Lee ",ye Y[nP+Yn A-1 ROOF TRU55E5 AFLORIDA CORPORATION' ' kf, 5x5 = Sx6 = Sole=1:59.6 5 22 7 �t LOADING"(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCCSI 074 DEFL In Qoc) Well Vd TCDL Imo Lumber Increase 1.25 BC 0.97 Vert(LL) -0.3514-16 >999 350 eas BCLL 0.0 Rep StressInaeas YES WB 0.94 Vert(TL) -0.6814-16 >685 240 BCDL 10.0 Code FRC2007/TPI2007 (Matdx-M) W d( HwzL) 0.24 14-16 >999 240 LUMBER" TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2X4SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end ver8kals. BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing, Except: 5-1-10 oc bracing: 16-19. WEBS I -Brace: 2 X 4 SYP N0.2-9-11 T-Brace: 2 X 4 SYP N0.3 - 7-12 Fasten (2X) T and I braces to nanow edge of web with 10d Common wire nails, gin o.o.,v4th 41n minimum end distance. Brace must cover 90% of web length. REACTIONS Qb/size) 11 = 1863/0-3-8 (min. 0-2-3) 2 .1870/O-B-0 (min. 0-2-3) Max Hat Max Uplift 263(LC 8) 11 =-586(LC 9) 2-717(-C 9) FORCES Ob) Max. CompJMax. Ten. - Ali faces 250 Qb) or less except when shown. TOP CHORD 2-20— 3667/1472, 3-20=-3578/1499, 3-0-3494/1505, 4-21--3402/1530, 5-21-3314/1532, 5-6-2540/1247. 6-22-2113/1162, 7-22-2113/1162, 7-8-20g0/9B5, 8.9— 20U6/965 BOTCHORD 2-16-1486/3302, 15-16— 1114/2552, 15-25-1114/2552, 25-26-1114/2552, 14-26-111412552, 14-27-670/1769. 27-28-670/1769, 13-28-670/1769, 12-13-670/1769, 12-29-668/1625, 29-30-668r1625, 11-30-668r1625 WEBS 3-16-433/372, 5-16-341/860, 5.14-731/534, 6-14-219/691, 9-12-44/550, 9-11-2186/913, 7-14-301/618 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsf; BCDL=5.1)psf; h=15ft', B=450; LF391t; save=51t; Cat II; Fxp C; enclosed; MWFRS (all. heights) and G-C Extednr(2)-2-0-11 to 1-9-12, Irdeda(1) 1-9-12 to 21-0-0, Exterior(2) 21-0-0 to 26-0-0, Interior(l) 32-1-10 to 38-6-4 zone; cantilever left and right dposed ;C-C la (hembers and faces 8 MW FRS for reactions • • shown; Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) The solid section of the plate is required to be placed war the splice line at joint(s) 14. 5) Plate(s) at joint(s) 14 checked for a plus a minus 1 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord Ove load noncanwnenl with any other live loads. 7) 'This truss has been designed for a live load of 20.0psf on the bottom chord In a0 areas Mare a rectangle 3-6-0 tail by 2-D-0 wide will fit between the bottom chord and any other members, with BCDL =10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 586lb uplift at joint 11 and 717 lb uplift at joint 17. 9)'Seml-rigid Titcntreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and &lability trading for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard a axe II &6m PLATES GRIP MT20 2441190 Weight:2241b FT-10% Julius Lee 1�41 A-1 ROOF TRU55E-S � � •r•r• emmm.:x.m. n -AFLORIDA CORPORATION! ,' 1 f LOADING (psi) TCLL 20.0 SPACING 2-0-0 CSI TCDL 10.a Plates increase 1.25 Lumber Increase 1.25 TO 0.72 SC 0.98 BOLL 0.0 • BCOL 10.0 Rep Stress Ina YES WB 0.92 Code FRC2007/rP12007 (Matrix-M) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 3) Provide adequate drainage to prevent water ponding. WEBS 2 X 4 SYP No.3 4) This truss has been designed for a 10.0 cast bottom chord five load BRACING n0r)mncmem with any other live loads TOP CHORD 5) • This truss has been designed for a live load of 20.Opd on the bottom Structural wood sheathing directly applied or 2-2-0 oc pudins, except end chord In all areas where a rectangle 3-&0 tall by 2-&0 wide Hill fit between verticals. the bottom chord and arty other members, with BCDL = 10.0pd. BOT CHORD 6) Provide mechanical connection (by others) of truss to bearing plate Rigid ceiling directly applied or 2- oc tracing. capable of withstanding 586 lb upf ft at joint 12 and 7171b uplift at joint 1B. WEBS 7) 'Semi-dgid pltchbreaks vAth fixed heels' Member end fixity model was I -Brace: 2 X 4 SYP No.2 -1 D-12 used in the analysis and design of this buss. T-Brace: 2 X 4 SYP No.3 - 7-13 8) Warning: Additional permanent and stability tracing for buss system (not Fasten (2)) T and I braces to narrow edge of web with 10d Common Wre nails, part of this component design) is always required. gin o.c,with 4in minimum end distance. Brace must cover 90 % of web length: . LOAD CASE(S) REACTIONS (ib/dze) Standard 12 = 1841/&3-B (min. 0-2-3) 2 = 1867all-0 (mn. 0-2-3) Max Horz 2 = 257(LC 9) Max Uplift 12 =-586(LC 9) 2-717(LC 9) FORCES pb) Max. Comp./Max. Ten. - Ali faces 250 (Ib) or less except when shown. TOP CHORD 2-21-3657/1505, 3-21-357711531, 3-4=3493/1538, 422- 3401/1551, 5-22--3373/1565, &6-2493/1240, 6­23-2257/1162, 23-24-2257/1162, 7-24- 2257/1162, 7-25=-1766/913, 25-26-1766/913, 8-26-1766/913, &8-1971/992, 9-10-1975/981 BOT CHORD 2-17-151713302, 1&17-1133/2538, 1&29-1133/2538, 29-30-1133/2538, 1530-1133/2538, 14-15-1133/2538, 14-31-883P2117, 3132-883/2117, 13-32-883/2117, 13-33-678/1602,3334-578/1602, 12-34-678/1692 WEBS 3-17-4341382, 5-17-351/879, 6-14- 361/805, 7-14=-80/335,7-13-731/422, &13-273/604, 5-14-719/550, 10-13=-37/565, 1&12-2137/918 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.opd; 13CDL=5.0psh h=15ft; B=45ff; L�39ft; eave=5f ; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Fxtedo(2)-2-0-11 to 1-9-12, Interior(1) 1-942 to 19-0-0, Extedor(2) 19-0-0 to 34-1-10. Interlor(1) 34-1-10 to 38-6-4 zone; cantilever left and right ¢,!posed ;C-C for fiembers and forces 8 MW FRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 5x6 = Scale=1:55.1 3x4 = 5x6 = 6 23 72425 26 R 3.4 axw = 4x6 II DER in Qoc) I/dell L/d PLATES GRIP Vert(-L) -0.38 1417 >999 360 MT20 2441190 Vert(TL) -0.75 14-17 ' s613 240 Horz(TL) 0.16 12 n/a n/a Wind(LL) 0.251417 >999 240 Wefghl:2301b FT=10k Julius Lee �IA-l- ROOF - TRU55E5 eooM,amm nmh AFLOflIOA CORPORATIDN_ r A - Hip Truss I 1 I 4 .a"UU eta 1-1.RI Za ae-z zwo eta ass tioo ana •.l 9 alaa t pwp pwp SOT OeQe%j S56 i-1-e i 1 9 a&6O 1�5u LOADING (psn SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 SCLL 0.0 ' Rep Stress Inv YES BCDL 10.0 Code FRC20077TP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X4 SYP No.2'Except• 82:2 X4 SYP M31 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudlns, except end verticals. BOTCHORD Rigid celling directly applied or 4.9-5 oc bracing. WEBS 2 Rows at 1/3 pt. 9-11 REACTIONS (Ihrsize) 11 a 180510-3-8 (min. 0-2-2) 2 178210$0 (min. 0-2-2) Malik Herz 2 423(LC 9) . Max Oft 11-612(LC 9) 2 _-692(LC 9) FORCES (Ib) Max. Comp./Max. Ten. - A0 forces 250 (Ib) or less except when shovm. TOPCHORD 2-2D=-3521V1493. 3-20-34SWIS02, 3-0=3417/1511, 4-5= 3274/1423, 5-6=2571/1171, 6-21=-232211152, 21-22-2322/1152, 7-22-2322/1152, 7-Z3-2029/860, 8-23— 2029/860, 8-9-2029/860 BOTCHORD 2-16-1727/3192, 15-16-1495/2784, 14-15-1495(2784, 14-25-10722276, 25-26=-1072/2Z76, 13-26-1 D72t2Z76, 12-13-70911527. 12-27-709/1527, Z7-28-709/1527, 11-28-709/1527 WEBS 4-16-300262, 5-16-95/435, 5-14-6271458. 6-14-131/62Z 7-13-552/476, 9-13---33at1123, 9-11-209SM84 NOTES 1) Wind: ASCE7-05; 120mph (3-second gust); TCDL-5.Opsf; BCOL.5.Opsf; h-1511; B=45R; L-3911; eave=5ft Cat. 11; Exp C; enclosed; MWFRS (all heights) and G-C Exledor(2)-2.0-11 to 1-9-IZ Interior(l) 1-9-12 to 17-0-0, Extedor(2) 17-0-0 to 22510 zone; cantilever left and right exposed ;GC 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) All plates are MTZO platers unless otherxlse Indicated. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12 = 3x4 = 3x4 = 3x8 = 3x4 11 6 21 22 7 to CSI TO 0.72 BC 0.79 WB 0.80 (Maldx-M) 5) Plate(s) at joint(s)12 checked for a plus or minus i degree rotation abed Its center. 6) This truss has been designed for a Him psf bottom chord rive load nonconcoment vAth any other rive loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in a0 areas vh1cre a rectangle 346-0 tall by 2-D-0 wide vA0 fit between the bottom clod and any other members, with BCDL - 10.Dpsf. B) Provide mechanicalconnection (by others) of truss to bearing plate capable of withstanding 612 lb uplift at joint 11 and 692 lb uplift at joint 17. 9)'Semi-dgid pitrhbreaks with fixed heels' Member end fixity model vIas used In the analysis and design of this truss. LOAD CASE(S) Standard DEFT. In aoc) VdeN Lid Vert(LL) -0.39 11-13 >999 360 Vert(TL)-D.0911-13 >519 240 Ho (TQ 0.15 11 Na Na Wmd(LL) 0.25 14-16 >999 240 5x6 WB= PLATES GRIP MT20 2441190 MT20H 187/143 Weight: 2181b FT m 10 44 = Jullus Lee �- A-1 ROOF r M TRU55E5 �• �:keaeyi A FLORIDA CORPORATION ..n,.r,.�•ivn 0 Scale v 1:54.8 AD9 IfiP Truss Scale =1:526 Sx8 = 0 1.SX4 II 5x6 = 46 _ LOADING (pat) TCLL 20.0 SPACING 2-0-0 CSI TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.86 BC 0.76 BCLL 0.0 ' BCDL 10.0 Rep She ss Ina YES WB 0.92 Code FRC2007/TPI2007 (Matrix-M) LUMBER TOP CHORD 2X4SYP No.2 BOT CHORD 2 X 4 SYP No.2 4) Plate(s) at joints) 12 checked for a plus or minus 1 degree rotation about WEBS 2 X4 SYP No.3 Its center. BRACING 5) This truss has been designed for a 111.0 psf bottom chord five load TOP CHORD nwconcrrment vAth any other live loads Structural wood sheathing directly applied, except end verticals 6)' This truss has been designed for a live load of 20.0psf'on the bottom BOT CHORD chord In all areas where a rectangle 3-6-0 tail by 2-0-0 ride vAll fit between Rigid calling directly applied or 4-1 &2 oc bracing. the bottom chord and arty other members, with BCDL =10.Opsf. WEBS 7) Provide mechanical connection (by others) of truss to bearing plate T-Brace: 2 X 4 SYP No.3 - &9, 0.10 capable of withstanding 6021b uplift at joint 9 and 701 lb uplift at joint 14. Fasten (2X) T and 1 traces to narrow edge of web with 10d Common wire nails, 8)'Seml-rigid pftcrtreaks with fixed heels' Member end fixity model was Gin o.c.,with 4in minimum end distance. used In the analysis and design of this truss. Brace must cover 90 % of web length. 9) Wanting: Addiflonal permanent and stability bracing for truss system (not part of this component design) Is always required. REACTIONS Qb/size) - 9 1787/0-3-8 (min.&2.2) 2 1777/0-8-0 (min. 0-2-2)LOAD CASE(S) (S) Max Herz Standard 2 = 381(LC 9) Max Uplift . 9 =-502(LC 9) 2-701(LC 9) FORCES Pb) Max. CompJMax. Ten. - AD forces 250 Pb) Or less except when shorn TOP CHORD 2-17-3451/1498, 3-17-3367/1508, 3-4--MD2/1523, 4-18-2800/1250, 5-18-2712/1275. 5-19— 2565/1221, 6-19— 2565/1221, 6-20-258611237, 20-21-2586/1237, 7-21-2586/1237, 7-22-17871816, 8-22-1787/816, 8-9-1627/839 BOT CHORD 2-13-1681MIG8, 12-13-1681/3108, 12-23-1259/2473, 23-24-1259/2473, 11-24-1259/2473, 11.25-824/1798. 10-2$— e24/1799 WEBS 4-13=0262, 4-12—M461, 5.12-131/550, 6-11-489/412, 7-11-52611003, 7-10-11201738, 8-10— 10322261 NOTES 1) Wind: ASCE7-05; 120mPh (3-second gust); TCDL=S.flpsf; BCDL-5.0psf; 11=1511; B=45ft; L 39ft; eave-51h Cat. II; Fxp C; enclosed; MWFRS (all heights) and GC Extedor(2)-2-6.11 to 1-9-12, Intartor(1) 1-9-12 to IS.", Fxtedor(2) 15-0-0 to 20-5.10 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOLU7.60 plate grip DOLU1.60 2) Provide adequate drainage to prevent water pending. 3) The solid section of the pate Is required to be placed ever the splice line at joint(s) 12 . 2x4 11 DEFL in Poc) Udell lid PLATES GRIP Vad(LL) -0.2711-12 999 360 MT20 244/190 Vert(TL) -0.59 it-12 >784 240 Haz(TL) 0.14 9 n/a n/a Wind(LL) 0.2712-13 >999 240 Welght:2151b FT-10% Julius Lee 64=A-1 ROOFS METRU55E5 •• lm:rt„tkfM, n A FLORIDA CORPORATION a 10 r �I Kp Truss &a 6� r�s aa. ID:754jVkGidS9mT2rbE13QDKFzaKa 49p'2��I13S�`%Sitpm cl ) �Swr�Su P1a�4-?0 9y1za�Y saz syx axnc aehw s-�z - sw-hen Scale m 1:527 Sx6 = 5 3x4 = 3x4 = 3.6 = 3x4 = Zx4 II 5.W 12 23 6 one 1 - _ -- 3x8 MT20H= 4x4 = LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 CSf TC 0.59 OEFL In Qco) Well Ud PLATES GRIP TCDL 111 a Wmberincrease 1.25 BCLL 0.0 • BC 0.82 Vert(LL) -0.27 1446 >999 369 >7/a 240 ' MI20 2441190 ' Rep Stress Ina YES BCDL 10.0 Code FRC2007/TPI2007 WB 0.97 H—(T) 0.to 11 MT20H 787/143 LUMBER (Matrix-M) Windom D.271416 > 99 240 weight:210ro FT=t0% TOP CHORD 2 X 4 SYP Nut BOT CHORD 2 X 4 SYPNo.2 4) This truss has been designed fora 10.0 psf bottom cord live load WEBS 2 X 4 SYP No.3 nonconc mem Wth any other live loads. BRACING 5)'This truss has been designed for a live load of 20.Opst on the bottom TOP CHORD chord In all areas where a rectangle 3-&0 tall by 2-0-0 wide will lit between Structural wood sheathing drectly applied or 3-0-5 oc puriins, except end the bottom chord and any other members, with BCDL =10.Opsf. vertimis 6) Provide mechanical connection (by others) of truss to bearing plate BOT CHORD mpable or withstanding 597lb uplift at )rim 11 and 7071b uplift at Joint 18. Rigid ceiling [Erectly applied or 4-9-10 oc bracing. 7)'Sem"gid pitchbreala with fixed heels' Member and fixity model was WEBS used In the analysis and design of this truss T-Brace: 2 X 4 SYP No.3 - 6-16, 9-11 8) Warning: Additional permanent and stabliity baring for truss system (not Fasten (2X) T and I braces to narrow edge of web with tad Common wire nails, Part of this component design) Is always required. gin mc.,with 41n minimum end distance. Brace must cover 90% of web length, LOAD CASE(S) REACTIONS Qb(size) Standard 11 = 1715/0-3-8 (min. 0-2-e) 2 = 1768111-8-0 (min. 0-2-1) ' Max Horz 2 = 339(LC 9) Max Uplift 11-597(LC 9) 2-707(LC 9) FORCES Pb) Max. Comp -/Max. Ten. - An faces 250 Qb) or less except when shown. TOPCHORD ' 2-21-348011569, 3-21— 3404/1578, 3-4-335211591, 4-22-2925/1343, 5-22-2850/1364, 5-23-2649/1342, 6-23-2649/1342, 6-24-2985/1365, 7-24— 2985h1365, 7-25-2147/937, 8-25-2147/837, 8-9-2147/937 BOTCHORD 2-17-1711/3142, 16-17-1711/3142, 15.16-1450/3016, - 15.27-1450/3016, 27-28-1450/3016, 14-28-1450/3016, - lullus Lee 13-14-12622708, 13-29-12622708, 2930-12622708,.�.a..i,:n.... 12-30—M 12-01-811/1749, 31-32-811/1749, I/17408, 11-3z=-B71/774s �^ A-' ROOF WEBS WEB —TRU55E5 564/412, 5.16-199/749,6-16-489211, 7-14-169/453. 7-12-915/531. e-12-34811104, AFLORIOA CORPORATION .. ., n..r 9.11-2251/fo49 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL.S.Opsf; BCDLP5.Opsf; h=15ft; B=45fl; L 39ft; eave.5ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C-C Extedor(2)-2-0-11 to 1-9-12, Interior(1) 1.9-12 to 13-0-0, Exlerior(2) 13-0-0 to 18-5-10 zone; cantlever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOU7.60 plate grip DOL=1.60 2) Provide ddequate drainage to prevent water pending. . 3) All plates are MT20 plates unless otherwise Indcated. r 8 u rR shlesdJ06? ed 1 6 2 11 Pa 1 :?54'VkGidS mT2rbEBpD�KFzaKae-N$ x q h J2y- z v ssu Scale -1:5Z7 5x6 = 4 3z4 = 3x4 = 3x6 3xb 3x4 II 20 21 5 _ __ LpADING (psn SPACING 2-0-0 CSI TCLL 20.0 Plates Invease 1.25 TC 0.69 TCDL 10.0 Lumber Invease 1.25 BC 0.91 BCLL 0.0 Rep Sir Inv YES WB 0.97 BCDL 10.0 Code FRC2007/IP12007 (Matrix-M) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 5)' This truss has been designed far a live load of 20.Opst on the bottom WEBS 2 X 4 SYP No.3 chard in a0 areas whe e a rectangle 3-&0 tall by 2-0-0 vide will Tit between BRACING the bottom chard and any other members. TOP CHORD 6) Provide mechanical connection (by others) of truss to bearing plate structural wood sheathing drec0y applied or 2-2-0 oc pudins, except end capable of withstanding 594 lb uplift at Joint 10 and 710 lb uplift at Joint 16. verOtals. 7) •Semi -rigid pitchbreaks with fixed heels' Member end fixity model was BOT CHORD used In the analysis and design of this truss. Rigid ceiling drecly applied or 4-7-3 oc bracing. 8) Warning: Addlional permanent and stability bracing far truss system (not W E13S part of this component design) Is always required. -Grace: 2 X 4 SYP No.3 - 5-15, 8-10 Fasten (2)) T and I traces to narrow edge of web with 10d Common woe nails, gin o.c.,with 41n minimum end distance. LOAD CASE(S) Brace must cover 90 %of web length. Standard REACTIONS Qh/size) 10 = 1528/0-3-8 (min. D-JA3) Max Harz 1677/0-8-0 (min. 0-2-0) 2 ' = 297(LC 9) Max Uplift 10 = 594(LC 9). 2-71D(LC 9) FORCES Qb) Max. Cemp/Max. Ten. - All forces 250 Qb) or less except when shown TOP CHORD 2-19=-3239/1713, 3-19— 317311730. 3A-286Sr1459, 4-20=-2610/1426, 2D-21-2610/1426, 5-21-2610/1426, 522-3157/1698, 6-22-3157/1608, 6-7-2337/1146, 7-23-2337/1146, B-23— 2337/1146 BOTCHORD 2-15_ 1804/2929, 14-15— 168813179, 13-14�1688/3179, 12-13-152912941, 11-12-152912941, 10-11-100611938 WEBS 3-15— 373/420,4-15=-242(733, 5.15=-692/381, 6-13-113/331, 6-11-860/545, 8-11-3lWg04, 6-10-2285/1192 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL-5.Opsf; BCDLd.00; h=151t; B=450; L=390; eaveStl; CaL II; Exp C; enclosed; MWFRS (all heights) and C-C Extedor(2)-2.0-11 to 1-9-12, Interior(1) 1-9-12 to 11-0-0, E#edor(2) 11-0-0 to 16-5-10 zone; cantilever left and right exposed ;C-C far members and faces & MWFRS for reactions shown; Lumber DOL=1.69 plate grip D0La1.60 2) Provide adequate drainage to prevent water pending. 3) All pates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconnnrent with any other live loads. DEFL In QoC) I/dell Ud Vert(LL) -0.23 13-15 >999 360 Vert(TL) -0.6315-7a >732 240 H=(TL) 0.19 10 n/a rda Wind(LL) 0.3513-15 >999 240 3x4 = PLATES GRIP MT20 244/190 MT20H 197/143 Weight:198Ib FT-10% Jullus Lee MA-1 ROOF TRU55E5 A FLORIDA CORPORATION Al2 1 I I �� ID:?54jVkGidSgmT2rbEBQDKFzaKae �exVm '1[Xi6s9ebi2 eO Ut%%ISM2hMEM � �� 4411 - 6W 1&12 4ax . 1 Scale =1:527 5x6 = 4 30 - 21 22 5 LOADING (psf) TCLL• SPACING 2-0-0 CS! 20'0 TCDL 10.0 Plates Increase 1.25 TC 1.110 BCLL - 0.0 - Lumber Increase 1.25 BC 1.00 BCDL 10.0 Rep Stress Ina YES WB 0.96 - Code FRC2007ITP12007 (Matdx-M) LUMBER TOP CHORD 2 X 4 SYP No.2 3x4 = 3x6 — 3x4 11 ... rrn= 30= 5x6 WB= 3x4= 3x6= BOT CHORD 2 X 4 SYP No.2 4) • This truss has been designed for a live load of 20.0psf on the bottom WEBS 2 X 4 SYP NO.3 chord in all areas where a rectangle 345-0 tall by 2-0-0 wide will fit between OTHERS 2 X 4 SYP No.3 the bottom chord and any other members BRACING 5) Provide mechanical connection (by others) of truss to bearing plate TOP CHORD capable of withstanding 508 to uplift at joint 10 and 716 lb uplift at joint 16. Structural wood sheathing directly applied, except and verticals 5)'Sernkigid pilchtreaks with fixed heels' Member end fixity model -was BOT CHORD used in the analysis and design of this truss. Rigid ceiling directly, applied or 2-2-0 oc tracing. 7) Wanting: Additional permanent and stability bracing for truss system (not WEBS part of this component design) Is always required. I -Brace: 2 X 4 SYP No.2 - 8-10 T-Brace: 2 X 4 SYP No.3 - 5.15 Fasten (2X) T and I braces to narrow edge of web with 10d Common wire nails, LOAD CASES) gin o.o.,with 41n minimum end distance. Standard Bruce must. cover 90%of web length. REACTIONS Qbtab s) 10 1528/03-8 (min. 0.1-13) 2 1677/0.8-0 (min. 0.2-0) Max Hcrz 2 =- 255(LC 9) Max Uplift 10= -588(LC 9) 2 =-716(LC 9) FORCES Pb) Max. CompJMax. Ten. - All forces 250 (Ib) or lass except when shown. TOP CHORD 2-19=3268/1730, 19-20--3242(1733, 3-20=-3199/1743, 34=302011540, 4-21-2769/1495, 21-22— 2789/1495, 5-22-278911495. 5-6-385711913. 6-7-2984/1433, 7-23-2984/1433. 8-23-2984/1433 BOTCHORD 2-15-1777/2953, 14-15-1987/3813, 13-14--1987/3813, 12-13-188613594, 11-12-1886/3694, 10-it-127e/2495 WEBS 3-15--212/319. 4-15— 2857798, 5-15-1157/615, 6-13-35/287, 6-11-890/574, 8-11-287/903, 8-10-2740/1411 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDLd.Opsf; BCDL_5.OpsF h=151t, B-451t; L-391t; eave=5fg Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Ex1erior(2) -2-0-11 to 1-9-12, Interior(t) 1-9-12 to 9-0-0, 6rierior(2) 9-0-0 to 14-5-10 zone; cantilever left and right exposed ;GC for members and forces a MWFRS for reactions shown; Lumber D0L,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 Psi bottom Chord five load nonconanrpt with any other live loads DEFT. In (loc) Udell Ud VerIM -0.30 13 >999 360 veri(nj -0.07 13-15 >530 240 Horz(TL) 0.22 10 We n/a Wind(LL) 0.46 13 >999 240 PLATES GRIP MT20 2441190 Weight: 194 go FT-10% Julius Lee �A-1 ROOF NTRU55E5 AFLORIDA CORPORATION t7 r HALF MP TRUSS 2 lu:r34JVKUIGacagl I[ZrbttiUUKFzaKae-GDcSOr-MC;a 7RXiffiOIi5nFlecr'tW;fdmff0I-ILgfizrgd 'zoo s-x.e sa-hz zez saaz sz-six zeao sahz sae Scale -1:527 5x8 = LOADING (psf) TCLL 20.0 TCDL 10.a SCLL 0.0 w BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress IncrNO Code FFIC20(17/TP12007 LUMBER TOP CHORD 2 X 4 SVP N0.2 SOT CHORD 2 X 4 SVP No.2 WEBS 2 X 4 SYP N0.3 BRACING TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid celling directly, applied or E70-5 oc bracing. REACTIONS QNslze) 11 0 2844/G3-8 (min.0.1-11) 2 2934/0.8-0 (min. 0-1-12) Max Horz 2 = . 213(LG 7) Max Uplift . 11-1197(LC 7) 2-1305(LC 7) FORCES Qb) Max. CompJMax. Tea - Ali forces 250 (lb) a less except when shown. TOPCHORO 23- 6321/2613, 3.22-B382/3562, 22-23-83B2/3562, 23-24-M82/3562, 4-24-B382/3562, 4-25-8382/3562, 25-26=-83OWS62, 26-27-8382/3562, 5-27-8382I3562, S-28-9159/3864, 28-29-9159/3864, 629-9159MB64, 6-7e-919=1188, 7.30-9190/3888, 3G31-9190/3888, 31-32-9190/3888, 832-9190/3888, B.93=-4491/1893, 33-34-4491/1893, 934-"91/1893, 935-4491/1693, 3536-4491/1893, 1036-4491/1893, 10.11-274511227 BOTCHORD 2-18-2455/5745, 18-37-2456/5767, 37-38-2456/5767, 17.38-2458/5767, 1739=3992/9428, 16-39=-3992/9428, 16-40-3992/9428, 4D41-3992/9428, 1541=-3992/9428, 15-42=-3992/9428, 42-43-3992/9428, 1443-3992/9428, 14-44- 3156/7485, 44-05-156/7485, 4546-315W4B5, 13-46---3i56/7485, 1347=-3156/7485, 47-48-3156/7485, 12-48-3156/7485 WEBS 3.10-101584, 3.17-1263rJO43. 4-17-624/45B, 5-17-1223/495, 5-15=0/364, 5-14- 312/166, 6-14-568/427, B-14-835/1946. 8-13=0/3611 8-12-3M4111451, 9-12-60W457, 10.12-21455090 NOTES 1) 2-ply truss to be connected togelherwlth 10d (0.131wk3' nabs as follows: Top chords connected as follows: 2 X 4 -1 row at 0.9-0 ec Bottom chords connected as follows: 2 X 4 -1 row, at 0.9-0 oc. Webs connected as tofiows: 2 X 4 -1 raw at 0-9-0 oc. 1.Sx4 II 3x8 = 5x6 = 3x8 = 1.5x4 11 4x6 = axe= coma muam= 1.5x4 it 500= r.=411 5x6= 3x611 CSI TC 0.92 BC 0.97 WB a.82 (Matrix-M) 2) All loads are considered equally applied to all plies, except If noted as front (F) a back (3) lace In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (3), unless otherwise Indicated. 3) Unbalanced roof rive loads have been considered for this design. 4) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsf; BCDL=5.Ops(; h-15rt; B--458; L-39g; eaveSit; Cat. 11; Exp C; enclosed; MWFRS all heights); cantilever left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT29 plates unless otherwise Indicated. 7) The solid section of the plate is required to be placed over the splice fine at joint(s) 14. 8) Plate(s) at Jolnt(s) 14 checked for a plus or minus 1 degree rotation about Its center. 9) This truss has been designed for a 10.0 psf bottom chord live load noncomxarent with any other live loads. 10) 'This truss has been designed for a rive load of 20.W on the bottom chord In all areas where a rectangle 346-0 lag by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1197lb uplift at joint 11 and 1305 lb uplift at Joint 19. 12)'Semf-rigid lrtchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss 13) Hangar(s) or other co nectlen devlce(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 250 lb up at 7-0-0, 95 lb down and 133 Ib up at 9-0-12, 951b down and 1331b up at 1 t-0.12, 951b down and 133 lb up at 13-0.12, 951b down and 1331b up at 15-0-12, 95Ib don and 133 lb up at 17-0-12, 95 lb down and 133 lb up at 1 &0.12, 95 lb dawn and 133 lb up at 21-0-12, 951b dove and 133 Ib up at 23-G-12, 951b down and 133 lb up at 25-0-12, 95 lb down and 133 lb up at 27-0.12, 95 lb down and 133 lb up at 29-0-12, 951b down and 1331b up at 31-0.12, 951b dove and 133 lb up at 33-0-12, and 95 lb down and 133 lb up at 35-G-12, and 95 lb down and 133 lb up at 37-0.12 on top chord, and 372lb dawn and 110 lb 1 13-0-12, 661b don at 15-0-12,6661al b dorm at 17-0.12,66 Ib down at 19&0.12, 661b down al 21-0-12, 661b down at 23.0-12, 66.Ib down at 250-12, 651b dawn at 27-0-12, 66 Ib down at 29-G-12, 661b down at 31-042, 66 lb dawn at 33-0-12, and 66 lb dove at 35-04Z and 65 ib down at 37.0-12 on bottom chord. The design/seleWon of such connection device(s) Is the responsfbility of others. LOAD CASE(5) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3--60, 3-10= 6(1, 11-19- 20 Concentrated Loads Ph) DEFT_ In Qoc) Well Ud . I PLATES GRIP - Vert(LL)-CA214-15 >999 360 MT20 244/180 Vert(rQ-1.0614-15 >435 240 MT20H 1B7/143 Horz(TL) 0.22 11 n/a n/a Wind(LQ 0.5714-15 >812 240 Weight: 394 lb Fr-10% Standard Ved:3-157(B) 19=-372(3) 6�95(B) 9�95(8) 12e41(3) 23�95(B) 24- 95(3) 25-95(B) 26-95(B) 27-95(13) 28m; 95(13) 29-95(B) 31-95(3) 32-95(B) 33-95(B) 34-95(B) 35-95(B) 36- 95(3) 37-41 (3) 38- 41(a) 39-41(13) 40-41(B) 41- 41(B) 42-41(B) 43= 41 (9) 44-41 (13) 45-41 (9) 46-41 (3) 47-41 (3) 48..41 (3) 49-41 (3) 50=41(B) Julius Lee MA-1 ROOF b.,•.. w. TRU55E5 �- • •s• rc„mw`o.. move AFLORIDA CORPORATION ,���-• � �.,, Sx6 — Scale =1,71.8 7 &a = 3.6 = 3x10 41 3x4 II V^� _ 1312 4x5 = 1.5x4 II 3x6 II LOADING (psf) TOLL 20.0 SPACING 2-0-0 CSI TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.56 BC 0.92 BOLL 0.0 ' BCDL 10.0 Rap Stress Inv YES WB 0.51 Code FRC2007/TP12007 (Natrix•M) LUMBER TOP CHORD 2 X 4 SYP No.2 NOTES BOT CHORD 2 3. 4 SYP No. 2 •Except• B3,86: 2 X 4 SYP NO.3 1) Unbalanced root five loads have been considered for this design. WEBS 2 X 4 SYP No.3 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsf; BCOLS.Opsf; BRACING h=1514 B=45f1; L-110; eave 5fh CaL II; Fxp C; enclosed; MWFRS (all TOP CHORD heights) and C-C Extedcr(2)-2-0-11 to 2-0-3, Interior(1) 2-03 to 23-10-0, Structural wood sheathing directly applied or 4-3-6 oc pudlns, except end Exterior(2) 23-10-0 to 27-10-14 zone;se cantilever left and right expod ;CC verticals. for members and forces b MW FRS for reactions sham; Lumber DOL=1.60 BOT CHORD plate grip DOL.1.60 Rigid miring directly applied or 2-2-0 oc bracing. Except: 3) This truss has been designed for a 10.0 fist bottom chord rive load T-Brace: 2 X 4 SYP No.3 - 5-17 nonconcurrent with any other live loads. WEBS 4) • This truss has been designed for a live load of 20.OpsI on the bottom T-Brace: 2 X 4 SYP No.3 - 5-19, 7-17, 7-15 rhcrd in a0 areas %here a rectangle 3-6-0 tall by 2-D-0 wide w01 fit betwem Fasten (2X) T and I braces to narrow edge of web with 10d Common wire nails, 0te bottom clad and any other members, with BCDL- IO. f. gin o.c.,Wth 4fin minimum end distance. 5) Refer to girder(s) for truss to from connections. Brace must cover 90% of web length. 6) Provide merhaNral connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at joint 22,355 lb uplift at joint 12 and REACTIONS Qbfsize) 772 lb uplift at joint 19. 2 408/0-&O (min. D-1-8) 7)'Semi-rigid pitrhbreaks with fixed heels Member and fixity model eras 12 = i058/Mechanlnl used In the analysis and design of this truss. 18 2130/0-11-5 (min-0-2-8) 8) Warning: Additional permanent and stability bracing for truss system (not Max Horz part of this component design) Is ahmys required. 2 322(LC 8) Max Uplift 2-231(LC 9) LOAD CASE(S) 12-365(LC 9) Standard 19-772(LC 9) Max Grav 2 = 458(LC 13) 12 = 1058QA 1) 19 2130(LC 1) FORCES ye) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when sham. TOPCHORD 2-25— 659/195,34-279/611, 4-5— 255f755, 5-26= 7731409, 6-26-6511421, 5-7-723/521, 7-27-1340/805, 8-27-1444f789, 8-g=-1258397, &28-1340/579, i&28-1426/578, 10.11=-256f88, 11-12-11991595 BOTCHORD 2-21=-3941945, 6-17-305%Z98, 17-29=-129/678. 29-30-129/678, 1630-129/678, 15-16-129/576, 14-15= 259/419, 1&14-76W496, 1&14-840/SB3 WEBS 3-19-6561366, 5-19-16811790, 5-17-37411164, 8-15_--5301483, 10-15-216/851, 11-13e-653/1034, 7-15=-424/867 DEFL In Qoc) I/deg Ud Vert(LL)-0.5115.17 >637 360 Vert(n)-0.941547 >34B 240 Horz(TL) 0:10 12 n/a n/a .Ind(LL) 0.0814-15 >999 240 PLATES GRIP MT20 2441190 Weight:2511b FT=10% Julius Lee 6#=A 1 ROOF .»M� TRU55E5 A FLORIDA CORPORATION 0 5x6= Scale =1:65.1 I 2xd n 7 8 i, 13 3x6 = 3z4 �� 2x4 11 2x4 11 axe = 2x4 11 LOADING (psf) TCLL 20.0 SPACING 2-0-0 CS1 TCOL 10.0 Plates Increase 1.25 Lumber increase 1.25 TC 0.38 BC 0.53 BCLL 0.0 ' BCD(- 10.0 Rep Stress Ina YES WB 0.66 Code FRC2007/TPI2007 (Matrix-M) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2'Except- 2) Wind;ASCE 7-05; 120mph (3-secand gust); TCDL-5.Opsh BCDL.5.Opsf; B3,115: 2 X 4 SYP No.3 h-15ft; B=45ft; L=41 ft; am"- It; Cat. 11; Fxp C; enclosed; MWFRS (all WEBS 2 X 4 SYP No.3 heights) and GC Fxtedor(2)-2-0-11 to 2-0-3, Interior(1) 2-03 to 23-0-0, BRACING Extedor(2) 23-0-0 to 2441-0. Interior(l) 30-5-12 to 40-6.12 zone; cantilever TOP CHORD felt and right exposed ;C-C for members and forces 8 MW FRSfor reactions Structural wood sheathing directly applied a 5-10-1 oc pudins, except end shown; Lumber DOL=1.60 plate grip DOIF1.60 verecals 3) Provide adequate drainage to prevent water pending. BOT CHORD 4) This truss has been designed for a 10.0 psf bottom chard rive load Rigid ceiling directly applied or 6-0-0 oc bracing. Except: noncenomrenl with any other five loads T-Brace: 2 X 4 SYP No.3 - 6.18 5)'This truss has been designed for a live load of 20.Opsf on the bottom WEBS chord In all areas wthere a rectangle 3-6-O tall by 2-0-0 wide will fit between T-Brace: 2 X 4 SYP No.3 - 5-20, 8-17, 947, 7-18 the bottom chad and any other members, with BCDL =1 O.epsf. Fasten (2X) T and I braces to narrow edge or web with 1od Common wire nails, 5) Refer to girder(s) for truss to truss connections Win o.c.,wilh 41n minimum end distance. 7) Provide mechanical connection (by others) of truss to bearing plate Brace must cover 90 %of web length. capable of withstanding 329lb uplift at )rim 23, 244 lb uplift at joint 13 and 7821b uplift at Joint 20. REACTIONS Qh1stze) 0)'Semi-rigid pitchbreaks with fixed heels' Member and fixity model was 2 72VG-8-0 (min. 0.1-8) used In the analysis and design of this truss. 13 = 717/Mechanical 9) Waning: Additional permanent and stability bracing for truss system (not 20 215ZD-8-0 (min. D-2-9) part of this component design) is always required. Max Horz 2 310(LC 8) Max Uplift LOAD CASE(S) . 2 = 329(LC 8) Standard 13 =-244(LC 9) 20-792(LC 9) Max Grav 2' _ 738(LC 13) 13 = 773(LC 14) 20 = 2152(LC 1) FORCES Qb) . Max. Comp./Max. Ten. - All faces 260 Qb) or less except when shown. TOPCHORD 2-26-1086265. 3-26-767/270, 3-4-5851188, 4-5=-442/212, 6.27-90r338, 6-7- 67252, 7-8-208/306, B-9-303257, 9-10-654/384, 10-11-7561367, 11-28-592/314, 12-28-699/303, 12-13-727J375 BOTCHORD 2-22-459/1226, 21-22-Z77f708, 5-18---349/423, 17-31-195(657, 1631-194/661,1)-16-711316 WEBS 3-21= 400/335, 5-21-2121/26, 5-20-1704/963. 18-20-1109/709, 5-186-54511039, 7-17-423/816, 9-17-657/407, 14-16-199/618, 11-14=369223. 12-14- 226/664, 7-18-872/303 OEFL In Qoc) lfdeO L/d Vert(LL) -0.17 20-21 >999 360 Vert(TL) -0.3020-21 >751 240 Haz(TL) 0.04 13 n/a n1a W(nd(LL) 0.0521-25 >999 240 PLATES GRIP MT20 244/190 ' WeighC 2Bl lb FT= 101 Julius lee A#=A-1 ROOF - TRUSSER Fvsem:xrmeY� AFLORIOACORPORAMON" NOTES 1) Unbaianred roof live loads have been considered for this design Sx0 11 Sxe= Scale =1:61.2 1 6 25 7 3x6 ox° 5%6 = 2x4 11 214 11 4,131 = 2x4 11 LOADING (psi TOLL 20.0 SPACING 2-0-0 CSI TCDL to'D Plates Increase 1.25 Lumber Increase 1.25 TC '0.48 BC 0.52 BCLL 0.0 • BCDL 10.0. Rep Stress Inv YES WB 0.86 _ Code FRC2007/TPI2007 (Mablx-M) LUMBER TOP CHORD 2 X 4 SYP No.2'Excepl• NOTES . T3: 2 X 6 SYP Ne.2 BOT CHORD 2 X 4 SYP N0.2 •Except• 1) Unbalanced roof five loads have been considered for this design. 133,115: 2 X 4 SYP No.3 2) Wind: ASCE 7-05; 120mph (3--=d gust); TCDL=S.W; BCDL=S.Opsf; WEBS 2 X4 SYP No.3 h=15ft; 8=45111; L=41ft; cave,; CaL 11; Exp C; enclosed; MWFRS (all BRACING heights) and C-C Exteda(2)-2-0-11 to 2-0-3. Intedor(1) 2-0-3 to 21-0-8, TOP CHORD Exteda(2) 21-0-8 to 26-8-0, Interior(1) 32-5-1 to 40-6-12 zone; cantilever left Structural wood sheathing directly applied or 5.10-6 x pur ins, except end andright exposed ;C4; for members and faces 8 MWFRS for reactions verticals. shown; Lumber DOL-1.60 plate grip DOL-1.60 BOT CHORD 3) Provide adequate drainage to prevent water pending. Rigid calling directly applied or 6-0-0 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord five load WEBS nwouncunent with arry other live loads. T-Brace: 2 X 4 SYP No.3 - 7.16, 6-18 5)' This truss has been designed for a five load of 20.0psf on the bottom Fasten (2X) T and I braces to narrow edge of web with 10d Gammon v4re palls, Chad In all areas where a rectangle 3-6-0 fail by 2-0-0 wide will fit between Din o.c,with An minimum end distance. the bottom Thad and any other members, with BCDL=10.0psf. Brace must cover 90%.of web length. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate REACTIONS QNsize). capable of withstanding 307lb uplift at joint 20, 221 lb uplift at Joint it and 2 65810-8-0 (min. 0-1.8) 838 lb uplift at Joint 1B. 11 a 636/Mechardal B)'Semkigld pitdhbreaks with fixed heels' Member end fixity model was 18 = 2304/0-8-0 (min. 0.2-11) used In the analysts and design of this truss. ' Max Horz 9) Warning: Additional permanent and stability bracing for truss system (net 2 = 279(LC 8) part of this component design) is always required. Max Uplift 2 11 -221� 9) LOAD CASE(S) i6-538(LC 9) Standard Max Grav 2 = 686(LC 13) it = 718(1C 14) ,B. = 2304(LC 1) FORCES Qb) Max. Comp./Max. Ten. - All forces 250 Qb) a less except when shaven. TOP CHORD 2-23— 1051229, 3-23-636x193, 3-0-432/f11, 4-5-269/115, 5.24-21SM", 6-24-201/782, 6-25-28/365, 7-25-27MI17, 7-8-372(294, 8-26=-576/366, 9-26-644/349, 947-535/290, 10-27-643279, 10-11-6731351 BOTCHORD 2-19=420/1215, 6-16-220/577, 16-30-201311. 15.30=20/d11, 14-15-159/539, B-14-101275 WEBS 3-19— 402/336, 5-19-193/698, 7-15-952/484. 7-15-2421579, 0-15-452/357, 12-14-213/527, 9-12-�1g226, 10-12=-226/606, 5-18=-BI6153Z 6.18=-1213/624, 16-18--,T71/377 DEFT. In Poo) Well lid Vert(LL) -0.16 18-19 >999 360 Vert(TL) -0.3019-22 >769 240 Hov(TL) 0.03 11 n/a n/a Wind(LL) a.0519_22 >999 240 PLATES GRIP MT20 2441190 Weight:2701b FT=10% Jullus Lee 6#=A 1 ROOF Yr' TRUSSES , A FLORIDA CORPORATION_ i HipTmss " tu: rz)vJvKL;iasgm l2rt)LBQUKFzaKae-cBQLR%iQlSVmi eC1 i6rrZaDKE6ROWa aon sa u,a si� ziu ao-a » i-so a•a sera &64 2x4 11 3x4 = Sx6 = 6 7 27 5x8 = 2x4 II axe / 8c4 I I 1 4xe = 2I I .LOADING (psn TCLL 20.0 SPACING 2-0-0 CS! TCOL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.41 BC 0.53 BCLL 0.0 • BCDL la Rep Stress lncr YES WB 0.47 Code FRC2007/TPI2007 (Matdx-M) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 •Except 2) Wind: ASCE 7-05; 120mph (3-semnd gust]; TCDLS.Ops, BCOL=5.0Pcl; B3,B5: 2 X 4 SYP No.3 h-151t; B-450; LF410; save -eft; CaL II; Exp C; enclosed; MWFRS (all WEBS 2 X 4 SYP No.3 heights) and C-C EMenor(2)-2-0-11 to 2-0-3, Imedor(1) 2-0,3 to 19-0-0, BRACING Exterior(2) 19-0-0 to 34-5-1, Interior(l) 34-5-1 to 40-6-12 zone; cantilever left TOP CHORD and right exposed ,C-C for members and laces & MWFRS for reactions Structural wood sheathing directly applied or 6-0.0 or puriins, except end shewn; Lumber DOL-1.60 plate grip DOL=1.60 verticals. 3) Provide adequate drainage to prevent water pondin 9 BOT CHORD . 4) This truss has keen designed for a 10.0 psi bottom chord five load Rigid ceiling directly applied or 6-0-0 oc bracing. nonconcurrent With any other live loads WEBS 5) • This truss has been designed for a live load of 20.0psf.on the bottom T-Brace: - 2 X 4 SYP No.3 - 5-20, 6-20, 8-18 chord In a0 areas Where a rectangle 3-6-0 tall by 2-0-0 vAde Wil fit between Fasten (2X) T and I braces to narrow edge of web vAlh 1 Od Common wire nails, the bolt= chord and any other members, with BCDL - 1 O.Opsf. gin o.c,vAth 4In minimum end distance. 6) Refer to girder(s) for truss to truss connections Brace must cover 90 % of web length. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 lb uplift atJdnl 22, 218 lb uplift at Joint 13 and REACTIONS Qhfsize) 844 lb uplift at Joint 20. ' 2 = 6511041-0 (min. 0-1-6) 0)'871-rigid pitchbreaks with fixed heels' Member end fixity model was 13 = 6331Mechanicai used In the analysis and design of this truss. 20 2303/0A-0 (min. 0-2-11) 9) Warring: Additional permanent and stability bracing for truss system (not Max Herz part of this component design) Is always required. 2 251(LC 8) Max Uplift 2-304(LC 9) LOAD CASE(S) 13 -21 B(LC 9) Standard 20 4 M(LC 9) Max Grav 2 = ' 677(LC 13) 13 ' = 716(LC 14) 20 = 2303(LC 1) FORCES Qb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25-1001/195, 3-25=662/206, 3-4-409/62, 4-5-279/84. &26-23ac617, &26= 237/758, 6-7=-51/446, 747-49/439, 8-27-49M39, &2"S342, 28-29-435/342, 9-29-43&342, &10-501/360, 10-30-570/367, 11.90-633I350, 11-31-533298, 12-31-641286, 12-13-670/348 BOTCHORD 2-21= M5/1148, 16-17-146/515 WEBS 3-21-389/321, 5-21-122/581, 5.20-821/518, 6-20-1217/633, 18-20-614/S37, 6_1B--3g3/782, 8-18-930/518, 8-17-25U28, 10-17-312M74, 14-16-2291493, 11-14-311237, 12-14-2401605 DEFL in Qoc) Well Vd Vert(LL)-0.1220-21 >999 360 Ved(TL) -0.29 21-24 >790 240 Haz(TL) 0.03 13 n/a n/a Wind(LL) 0.0421-24 >999 240 PLATES GRIP MT20 244/190 Weight:2791b FT-10% c .. Julius Lee �IA-1 ROOF = TRU55E5 rmme.;x•iFyn A FLORIDA CORPORATION Scale-1:60.3 NOTES 1) Unbalanved roof live loads haver been considered for this design. r Sufi = 2x4 11 3x4 = 5x6 = 5 6 26 27 7 ao 5.8 = 2x4 II LOADING (psi) TOLL , 20.0 SPACING 2-G-0 Plates Increase 1.25 DEFL In ow) Well Ud TCDL 10.0 SCLL 0,0 • Lumber Increase 1.25 Rep Stress Inv YES TO 3 ma BC 0.63 Vert(LL)-0.2415-16 >999 360 Vert(IL) -0.55 15-16 >466 240 BCDL 10.0 Code FAC2007/TPI2007 WB 0.95 (Mag inz-lu Horz(iL) Om 12 Na Na LUMBER Wmd(LL) 0.04 20.23 >999 240 TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP No.2 •Exrxpt• 2) Wind: ASCE 7.05; 120mph (3-secend gust); TCDIr5.ops1; BCDL-5.Opat B3:2 X4 SYP No.3 h=15ft; B=450; L=41ft; eave-at; CaL II; Fxp C; enclosed; MWFRS (all WEBS 2 X 4 SYP N0.3 heights) and C-C Exterior(2) -2-&11 to 2-", Interim(1) 2-0-3 to 17-0-0, BRACING Ext rlw(2) 17-0-0 to 36b1, Imerlor(1) 36-5.1 to 4D-6-12 zone; cantilever left TOP CHORD and right exposed ;GC for members and forces & MWFRS for reactions Structural wood sheathing directly applied or 6-0-0 oc purllns, except end Lumber shown; nDOL=1.60 plate grip UOL. 1.60 verticals. Provide adequate drainage to prevent water pending. BOT CHORD 4) This truss has been designed for a 10.0 psi bottom chord rive load Rigid ceiling directly, applied or 6-0-0 oc bracing. noncom ent with any other live loads. WEBS 5) ' This truss has been designed for a live load of 20.0psf co the bottom T-Brace: 2 X 4 SYP No.3 - 4-18, 5-18 Fasten (2X) T and I braces to narrow edge of web with 10d Common wire nails, chord in all areas where a rectangle 3-&g tall by 2-0-0 vide will fit between the bottom chord and any other members, with BCDL - 10.0psf. gin o.c.,with 41n minimum end distance. 6) Refer to girder(s) for truss to from connections. Brace must Cover 90 %of web length. 7) Provide mechanical connection (by others) of truss to bearing plate Capable o1 withstanding 304 lb uplift at joint 21, 222 lb uplift at joint 12 and REACTIONS Qb/size) 839 lb uplift at joint 18. 2 627/0-8-0 (min. 0-1-8) 6)'Semi-rigid pitrhbreaks with fixed heels' Member and fixity model was 12 = 658/Mechanicel used In the analysis and design of this truss. 18 = 2213/D-&O (min. &2-10) 9) Warning: Additional permanent and stability bracing for truss, system (not Max Horz part of this component design) Is always required. 2 = 221(LC 8) Max Uplift 2 . 3114(LC 9) LOAD CASES) 12 _-222(LC 9) Standard 18-039(LC 9) Max Gray. 2 644(LC 13) 12 734(LC 14) 18 = 2213(LC 1) FORCES Qb) Max. CampJMax. Ten. - Ali forces 250 Qb) Or less except when shown. TOPCHORD 2-24-922/219, 3-24-612/238, 3-25=-335/94, 4-5=-235/684, 5-6-108/432, 6-26-107/422, 26-27-107/422, 7-27-107/422, 7-28= SBSr393, &28— 585/393, 8-9-572/393, 9-10-683/362, 10-29-550/315, 11-29-654/304, 11-12-691/354 SOT CHORD 2-20— 907/1049, &16-279/255, 1&3g-51/312, 3D-31=-5102, 15-31-51/d12 WEBS 3-20-3761304, 4-20-72/492, 4-18-772/501 5-10-1295/676, 1&18-835/682, 5-16=,4I8&j7, 7-16-911/538, 7-15-233/548, 1&13-346/241, 11-13-266/629, 13-15-206/680 ' NOTES Z14 11 4x8 = t PLATES GRIP MT20 244/190 Weight:2571b FT=f0% Scale-1:55.9 12 ZA II Jullus Lee 6#=A 1 ROOF' TRU55E5 A FLORIDA CORPORATION'S 1) Unbalanced roof five loads have been considered for this design Q 16pTmss 1 1 1 z¢ ID:754jVkGid5gmT2rbEBQDKFzaKae- EsbAUddb1ef4� �i� vt� ?rmmuliSalzar�i�N Scala-1:55.3 LOADING (psf) SPACING 2.0-0 TCLL 20.0 Plates Increase 1.25 TCLL 10.0 Lumber Increase 1.25 BCLL 0.0• Rep Stress lna YES BCDL 10.0 Code FRC2007JrPI2007 LUMBER TOP CHORD 2X4SYP N0.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP'CHORD Structural wood sheathing directly applied or 5-8-12 on pudins, except end verticals BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS Qb/size) 2 = 723M-8-0 (min. 0-1-8) 16 = 227g/0-8-0 (min. 0-2-11) 12 721/Mechanical Max Herz 2 215(LC 9) Max Uplift 2 =-742(LC 9) 16 - _-769(LC 9) 12-255(LC B) Max Grav, 2 = 729(LC 13) 16 ' = 2270(LC 1) 12 = - 780(LC 14) FORCES (Ib) Max. ComP,JMax. Ten. - All forces 250 (Ib) or lea except when shown. TOP CHORD 2-21-1104/329, 3-21-671/351, 3-0— 555/353, 4-22— 56026Z 5.22-464297. 5-6— 166/568, 6-23-5041334, 7-23-504/334, 7-24-504/334, 8-24-504/334, B-25-6151427, 25.26-615/427, 9-26=-615/427, 9-10-714/411 BOTCHORD 2-17-402/1271, 16.90= 56Br373, 15-30-568/373, ,14-15--56 SM73,14-W-110/504. 13-31-1101504. 12-13-277/529 WEBS 4-17=A55/452, 5.17-354/912, 6-16— MS1557, 6-16-1172(701, 6-14-628/1249, B-14-620/477, 1 D-12-7791428 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL^S.Opsr; BCDL=S.Opsf; h=15fF B=45ft; IF41ft; eave=5ft; CaL 11; Exp C; enclosed; MWFRS (all heights) and C-C Exterlor(2)-2-0-11 to 2-0-3 Interior(1) 2-041 to 15.0-0, Extedor(2) 15.0-0 l0 3&5-7, Interior(l) 38-57 to 40-6-12 zone; camila�ar left and right exposed ;GC for member; and faces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 5x6 = 5.00 � 5 CSI TC 0.46 BC 0.53 WB 0.99 (Matrix-M) 3x4 = 3x6 = 3x4 = 6 �a .., w _" -_ _ 5x6 = 3x4 4, 3x6 = 3x4 = — 12 3x8 = 4x4 = 4) This truss has been designed for a 10.0 lost bottom chord rive load noncanaurent vdth any other live loads. 5)' This truss has been designed for a rive load of 20.Opsf on the bottom chord In a0 areas where a rectangle 3-6-0 tall by 2-0-0 vide will 9t between the bell= 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 342 lb uplift at jam 18. 769 lb uplift at joint 16 and 255 lb uplift at joint 12 8) •Semi -rigid pllchbreaks with fixed heels' Member end fixity model vras used In the analysis and design of this from. LOAD CASE(S) Standard . DEFL in Qoc) Udell Ud Vert(LL) -0.1716-17 >999 360 Vert(TL) -0.3117-20 >740 240 Horz(rL) 0.01 12 n/a n/a Wind(LL) 0.0517-20 >999 240 PLATES GRIP MT20 2441190 Weight:2301b FT-10% Julius Lea �_A4 ROOF -TRU55E5 ��• •r•1• [at. ,tke�uF 'fEOE A FLORIDA CORPORATION 152844 I A20 I Hip Truss 17 I • 'r of r- sJ 2 011 T ki du Inc I. 62011 Pa e1 iounSSD:?54jVkGidS(3mT2rbEBpDKFzaKae-im5 3xS�� 8c o�l-fnz�6�zz4u�l��yl� v_l�dm6Cza.�(L 4— z-ru sea Scale-1:55.3 5x6 = 3x4 = 3x4 = Safi = Jab - 1.5x4 1112 SxB = Safi - 3x4 = 11 3xB Mf20H= 3x8 = 3x5 11 LOADING (pso SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Inv YES BCDL Ia.0 Code FRC20(l7/TPI2007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wand sheathing directly applied or 5311 oc pudins, except end ver9cals. BOTCHORD Rigid tailing drecty applied or 6-0-0 oc bracing. WEBS T-Brace: 2 X 4 SYP No.3 - 6-16, 8-12 Fasten (2X) T and I Maces to narrow edge of web with 10d Common wire nails, 91n o.c,wlth 4in minimum end distance. Brace must cover 90 % of web length. REACTIONS Pbfsize) 2 350/0-8.0 (min. 0-1-8) 16 2221/0-11-5 (min. 8.2-10) 11 1035/Medhanioal Max Horn 2 = 215(LC 9) Max Upli@ 2 =-212(LC 9) 16 =-795(LC 9) ' 11.-358(LC 8) Max Grov 2 359(LC 13) 16 = 2221(LC 1) 11 = 1060(LC 14) FORCES (Ib) Max. CompJMax. Ten. - An forces 250 (Ib) Or lass except when shown. TOPCHORD 2-21- 532/349, 3-21-99/359, 3d-89/386, 4-22=374/681, 5-22-3721824, 5.23-259//17, 6.23-258/717, 6-24-11611534.7-24-1161/534, 7-8-1161/534, 8.25-9621555, 25-26-9621555, 9-26=-962/555, 9-27 1at3/522,10-27-1107/51 a. 10-11-103N546 BOTCHORD 2-17-331/720, 16-17-331/141, 1616= 269f769, 15-28-269/769, 28-29-269/769, 14-29-269/769, 13-14=-526/1292, 1330-526/1292, 3D-31-526/1292, 12-31-526/1292 WEBS 4-16- 634/473, 5-16-657/479, 6-16-1760/849, 6-14-193/743, 8-14- 2671330, 8.12=-4361182, 10-12-393/1042 CS! TC 0.53 BC 0.8.5 WB 0.83 (Matrix-M) NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCOLr,5.Opst; BCDL=5.Opsf; h=15Iti B=45ft; L=41N; eave-5fh Cal. II; Exp C; endosed; MWFRS (all heights) and C-C Exterior(2) -2-0-11 to 2-0-3, Intedor(i) 2-03 to 13-G 0, Extedor(2) 13.0-0 to 40-0-12 zone; cantilever left and right exposed ;C-C for members and faces 8 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) The solid section of the plate Is required to be placed over the splice line at Jotnt(s) 13. 6) Plate(s) at joint(s) 13 checked for a pus or minus 2 degree rotation about Its cent r. 7) This from has been designed for a 10.0 last bottom chord live load nonconcu ent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom Chord in a0 areas where a rectangle 3-6-0 tall by 2-0-0wide will fit between the bottom Chord and any other members, with BCDL = I O.Opsf. 9) Refer to girder(s) for from to from connections. 10) Provide merhanical'connection (by others) or truss to bearing plate capable of withstanding 212 Ile uplift at joint 16, 795 lb uplift at joint 16 and 358 lb uplift at joint 11. 11)'Seml4lgid pitdhbreaks with fixed heels• Member end fixity model was used In the analysis and design of this truss. 12) Waning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard DEFL in floc) Vdeff Ud Vert(LL) -0.2212-14 >999 360 Ven(TL)-0.5312-14 >622 240 Horz(TL) 0.03 11 n/a n/a Wind(LL) 0.07 12.14 >999 240 PLATES GRIP MT20 2441190 MT20H 1B7/143 Welght: 214lb Ff = 10 Julius Lee =A-1 ROOF �TRU55E5 A FLORIDA CORPORATION D A21 WpTruss 0 „d-0 a- Pe IL):-7b4jvKLildSgrn 12rbEBQDKFzaKae-Vy7iRHl-9jGT6i6T[Hd2ZeAVTEi6 otiz1315G`yK za,i�l( zae s¢z eose 65-0 6S0 asea .eBe � o-e sale-1:55.3 Sx6 = 3x4 = 4 23 24 5 3x4 = Sx6 = 3x'6- 5x9= ._ - in 13 he 11 3xS = 3x4 = 3x6 = 3x4 = 3x8 = 3x6 11 LOADING (pst) SPACING 2-0-0 CS! TCLL 20.0 TCDL f0.0 Plates Increase 1.25 TG 0.47 BCLL 0.0 • Lumber Increase 1.25 Rep Stress Ina YES BC 0.57 WB 0.88 DCDL 10.0 Code FRC2007/rP12007 (Matrix-M) LUMBER TOP CHORD 2 X 4 SYP No.2 ROT CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDLd.Opsf; BCDL=S.W; WEBS 2 X4 SYP No.3 h-15fh)3=45ft; L,41ft; eave=5rt; Cat. II; Exp C; enclosed; MWFRS (all BRACING heights) and" F_hrtedor(2)-2-0-11 to 241-3, Inledor(i) 2-0-3 to 11-0-0, TOP CHORD Exledor(2) 11-0-0 to 4D-6-12 zone; cantilever left and right exposed ;C-C for Structural wood sheathing directly applied or 4-1D-12 co pudins, except end members and forms & MWFRS for reactions shown; Lumber DO61.60 verticals plate grip DOL-1.60 BOT CHORD 3) Provide adequate drainage to prevent water ponclng. Rigid calling directly applied or 6-D-0 oc trading. 4) This buss has been designed for a 10.0 psi bottom chord rive load WEBS nonconcoment with any other live toads. T-Brag: 2 X 4 SYP No.3 - 5.17 5)'This truss has been designed for a live load of 20.Opsf on the bottom Fasten (2X) T and I !zags to narrow edge of web with 10d Common vAre nails, chord In all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between 91n hia,with 41n minimum end distance. the bottom chord and any other members Bam must cover 90%of web length. 6) Refer to Order(s) for Wss to truss co nectims. 7) Provide mechanical connection (by others) of truss to beating plate REACTIONS Qbtsize) capable of withstanding 128 lb uplift at joint 10, 855 lb uplift at joint 17 and 2 216/0-8-0 (min. 0.1-8) 383 lb uplift at joint 11. 17 212010-11-5 (min. D-2-8) 8)'Semi-dgid pitc hbreaks with fixed heels' Member end fixity model was 11 1032/Mechwical used In the analysis and design of this Wss Max Herz 9) Waging: Additional permanent and stability bracing for truss system (not 2 = 215(LC 9) part of this component design) Is always required. Max Uplift 2-128(LC 9) 17 =-g55(LC g) LOAD CASE(S) 11 -0g3(LG g) Standard Max Gav 2 = 222(LC 13) 17 = 2120(LC i) 11 = 1D47(LC 14) FORCES Qb) Max. Comp./Max. Ten. - Ali forces 250 Qb) a less except when shown. TOPCHORD 2-21= 874/661, 21-22- 2481686, 3-22-246/689, 3-4-5501972, 4-23-436l066, 23-24- 436/866, 5-24- 436/865, 5-6-9631479, 6-25-14901770, 7-25-1490/770, 7-26-14901770, 8-26-14907770, - 8.27� 896/508, 8-27-806/508, 9-10= 912/491, 10-11-1027/577 BOT CHORD 2-17-610/f 048, 16-17-255/652, 15.16-255/652, 14-15-622/1392, 13-14-622/1392, 12-13-709/1457 WEBS 3-17-460/480, 4-17-671/507, 5.17- 1790/964, 5-15= 270/723, 6-15- 6651435, 8.12-810/399, 10-12-470I987 NOTES 1) Unbalanced roof live loads have been considered for this design. 1 � DEFL In Quc) I/defl Vd Vert(LL) -0.10 17.20 >738 360 Vert(fL) -0.4617-20 >293 240 Hoa(TL) 0.04 11 n/a n/a Wmd(LL) 0.09 13-15 >999 240 PLATES GRIP MT20 244/190 Welght:2141b FT=10% Jullus Lee =A-1 ROOF TRUSSES AF.LORIDACORPORATION; 0 r n 5x5 = 44 4 23 24 25 5 14 = 3x6 = 3x4 = 5.6 = Scale=1:55.3 3x6 = 1. 5x8 = 3x6 _ 1J 14 13 12 11 3x4 = 3x6 = 30 = 3x8 = 3x6 It LOADING (psf) TCLL 20.0 SPACING 2-0-0 CS1 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TO 0.66 BC 0.72 SCLL 0.0 • BCDL 10.0 Rep Stress lncr YES WE 1 Code FRC2007lTPI2007 (Matrix-M)M) LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7.05; 120mph (3-second gust); TCDL�SApsh BCDL=5.0psf; WEBS 2 X4 SYP No.3 h=15fh B=45ft; L.41ft; eave=5ft1 Cat. 11; Exp C; enclosed; MWFRS (all BRACING heights) and C-C Extedur(2)-2-0-11 to 2-0-3, Intedor(1) 2-03 to 9-0-0, TOP CHORD Extedor(2) 9-D-0 to 40-&12 zone; cantilever left and right exposed ;GC for Structural wood sheathing directly applied or 4-0-15 oopurlins, except end members and forces & MWFRS forreactlons shown; Lumber DOL--1.60 verttcels. plate grip OOU7.60 BOT CHORD 3) Provide adequate drainage to Prevent water ponding. Rigid ceiling c irecily applied ar 5-9-8 oc tracing. 4) The solid section of the plate Is required to be placed over the splice line WEBS at jolnl(s) 14. T-Brace: 2 X 4 SYP No.3 - 5-17, 8-12 5) Plate(s) at joint(s) 14 checked for a plus or minus 2 degree rotation about Fasten (2X) T and I traces to narrow edge of web with 10d Common wire nails, Its center' gin o.a,wdth 4in minimum end distance. 6) This truss has been designed for a 10.0 psf bottom chord live load Brace must cover 90 % of web length. nonconcurrem with any other live Ioeds. 7)'This truss has been designed for a live load of 20.epsf on the bottom REACTIONS Qhrsize) chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between 2. _-51/0-8-0 (min. 0-1-8) the bottom chord and my other members. 17 - 2327/0-11-5 (min-0-2-12) 8) Refer to girder(s) for truss to buss connecilons. 11 a 1093/Mechanical 9) Provide mechanical connection (by others) of truss to hearing plate Max Hoe capable of withstanding 2971b uplift at joint 18, 918 to uplift at joint 17 and 2 215(LC 9) 411 lb uplift at joint 11. Max Uplift 10) 'Semi -rigid pitchtreaks with fixed heels' Member end fixity model was 2 .-297(LC 14) used In the analysis and design of this buss. 17 ' _-918(LC 9) 11) Waning: Additional permanent and stability bracing for truss system (not 11 =-411(LC 9) part of this component design) Is always required. Max Grav 2 51(LC 6) 17 . _ 2327(LC i) LOAD CASE(S) it a 1101(LC 14) Standard FORCES Pb) Max. CompJMax Ten. - All forces 250 Pb) m less except when shown. TOP CHORD 2-21-66811175, 21-22— 534/1179, 3-22-528/1200, 3-4-751/1412, 4-23-651/1288, 23-24=-651/1288, 24-25-651/1288, 5-25-651/128a, 5-6-1365/632, 6-7-1976/945,7-26-1976/946,26-27=-1976/946, 8-27,1976/946, 8-28— 607/344, 9-29- 607/344, 9-10— 659/328, 10-11=-1145355 BOT CHORD 2-17-1084/605, 16-17-453/934, 15-16=-0531934, 14-15-932/1945; 13-14-932/1945, 12-13— 933/1859 WEBS 3-17e360/405, 4-17-854/584, 5-17_2445/1272, 5-15-243/785, 6-15-750/492, 5-13=0r345, B-12-14121737 10-12-511 / 1083 NOTES 1) Unbalanced roof live loads have been considered for this design. DEFL in Poe) Well LJd Vert(LL) -0.16 12-13 >999 360 Vert(1L) -0.4612-13 >a25 240 Horz(TL) 0.07 11 n/a n/a Wlnd(LL) 0.17 13-15 >9m 240 PLATES GRIP MT20 244/190 Weight: 217Ib FT= 10% Julius Lee -A-1 ROOF TRLJ55E6 u^ • • r A FLORIDA CORPORATION 5x6 = i.Sx4 II .. 4 — _- -- 300 = 1.5x4 II 3x6 = 3x8 = 1.Sx4 II 3x6 = 3x4 = 'Ue-1:55.3 4.9 = 3x6 5x8= .� 1.5x411 ,v w 3x8— 46 47 .-1 49 50 15 51 52 t4 53 54 13 3zfi = Sx6 = 3.8 = 3x4 p 2x4 11 LOADING 44 SPACING 2-DO TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina NO BCOL 10.0 Cade FRC2007/tP12007 LUMBER . TOP CHORD 2X4SYP N0.2 BOTCHORD 2 X 4 SYP No.2 WEBS , 2X45YPNo.3 BRACING TOP CHORD Structural vmod sheathing directly applied or 0.0-0 oc pudins, except and verticals. BOTCHORD Rigid ceiling directly applied or S-M oc bracing. REACTIONS (Ihlsize) 2 685Jb11-0 (min. 0.1-8) 4786/0. 20 = . (min. 0.2-13) 13 = 1975IMedhanical Max H, r, 2 6 213(LC 7) Max Uplift 2 946(LC 12) 20 =-2935(LC 7) 13-828(LC 7) Max Grav 2 388(LC 5) 20 = 4788(LC 1) 13 = 1975(LC 12) FORCES Qb) Max. Comp./Max. Ten. - All faces 250 (lb) or less except when shown. TOPCHORD 2-3-1294/31T73, 3-0-1527/3585, 4-24— 1527/3585, 24-25=-1527f3585, 25-26-1527/35a5, 26-27-1527/358.5, 5-27-1527/3555, 5-28— 3227/1353, 28-29-3227/1353, 6-29— 9227/1353, 6-30-3227/1353,7-30-3227/1353, 7-8-3227/1353, 0-31=-4457/1870, 31-32-4457/1870, 32-33-4457/1870, 33-34-4457/1870, 34-a5-4457/1B70, 9-35=-4457/1870, 9-36=-4457/1970, 1D-36=4457/1870, 10-37=-445711870, 1 "7-4457/1870, 11-aB-297511249, 38-39-297511249, 12-39-297511249, 12-13-1882/a59 BOTCHORD 2-40-2804/1119, 20.40-2804/1119, 20-41-1691435. 41-42-189/435, 42-43-1891435,.19-43-189/435, 19-44-1891435, 18-44-189/435, 18.45— 189/435, 17-45-189/435, 17-06-191314552, 46-07-191314552, 16-47-191314552, 1648-191214555, 4849-1912/4555, 49-50-1912/4555, 15-50— 1912/4555, 15-51-1249/2975, 51-52-12492975. 14-52-12492975 WEBS 3-20-17061832, 4-20-489/366, 5-20-459811962, S-19=0286, 5-17-1332/3194, 6-17-572(428, 8-17-1516/643, 8-16=0/386, 9-15-5571420, it-15-711/ifi951 , 11-14-1433/808, 12-14-140813355 0 CSI TC 0.57 BC 0.51 WB 0.7a (Matrix-M) WEBS 3.20— 17961832, 4-20-4891365, 5-20-459811962, 5.19=01286, 5.17=-133213194, 6-17-5721428, 8-17=-15161643, 8-16-01386,9-15-557/420, 11-15--711/1695, it-14=-14331808, 12-14-�740aV3355 NOTES 1) 2-ply truss to be connected together vAth 10d (0.131'k3') nails as follows: Top chords connected as foiows: 2 X 4 -1 row at 0-9-0 om Bottom chords connected as follows: 2 X 4 -1 raw at 0-9-0 ac. Webs connected as follows: 2 X 4 -1 row at D-9-0 oa 2) All loads are considered equally applied to all piles, except It 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 (13). unless othervdse Indicated. 3) Unbalanced roof rive loads have been considered for this design. 4) Wind: ASCE 7-05; 120mph (3-second gust); TCDL-S.Opsf; BCDL-5.0psF h=15ft; 8=45ft; L-41 t1 eave--5ft1 Cat 11; Fxp C; enclosed; MWFRS (all heights); antilevar left and right exposed ; Lumber OOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent vrater ponding. 6) This truss has been designed for a 10.0 psf bottom chord five load nonconaarent with any other live loads. 7)'.This truss has been designed for a live load of 29.Opsf on the bottom chord In all areas where a rectangle 3-&0 tall by 2-00 wide vAll fit between the bottom chord and any other members. B) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 945 lb uplift at joint 21, 2o351b uplift at joint 20 and 828 Ib uplift at joint 13. 10)'Seml-rigid pltchlxeaks with fixed heels' Member and 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) 1971b down and 250 lb up at 7-0-0. 95Ib doom and 133 Ib up at 9-0-12, 95Ib down and 1331b up at 11-0-12, 95Ib davm and 133 lb up at 13-0-12, 95Ib down and 133 lb up at 15.0.12, 95Ib down and 133 ro up at 17-0.12, 95Ib down and 133 lb up at 19-0.12, 95Ib down and 133 lb up at 21-0-12, 95Ibwnd 1 daan331b up at 23-0.dam 12, 95Ib do and 133 lb up at 25.0-12, 95Ib down and 133 Ib up at 27-0-12, 95Ib down and 133 Ib up at 29-0-12, 95Ib down and 133 Ib up at 31-0.12, 95Ib dam and 133 lb up at 33-G-12, 95I11 dam and 133 lb up at 35-0-12, and 95Ib down and 133 lb up at 37-0.12, and 95Ib down and 1331b up at 39.0.12 on top chard, and 3721h down and 110 b up at 7-0-0. fifi Ib down at 9-0.12, 66 lb dawn at 11-0-12, 66 lb down at 13-0-12, fifi lb down at 15-0-IZ fifi lb down al 17-0.12, fifi Ih down at 19-0.12, 661b dom at 21-0.12, 661b down at 23-0-12, fifi Ib down at 25-0.12, 661b doxn at V-D-12, fifi Ib da m at 29-0.12, 66Ib down at 31-0-12, 66 Ib down at 33.0-12, 661b dkmn at 35-0-12, and 66 lb down at 37-0-12, and 661b dam at 39.0-12 an bottom chord. 'The designlse)ection of such connection device(s) is the responsibility of others. DEFL in Qoc) Udell Ud PLATES GRIP Vert(LL) -0.15 15 >999 360 PRTZO 244/190 Vert(TL) -0.39 15-16 >994 240 Hoa(TL) 0.04 13 n/a Na Wind(LL) 0.20 15-16 >999 240 Welght:4171b FT= 10% LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plp Vert: 1.3=-60, 3-12-6q 13-21-20 Concentrated Loads Qb) Vert: 3-157(F) 7-95(F) 17-41(F) 6— 95(F) 11-95(Fj 14= 41(F) 24-95(F) 26— 95(F) 27— 95(F) 28-1129-95(F) 30=95(F) 31-95(F) 33-1135=-95(Fj 36=95(F) 37-95(F) 381 39-95(F) 40-372(F) 41-41(F) 42-41(F) 43-41(F) 44-41(F) 45-41(F) 46-41(F) 47-41(F) 46-41(F) 49-41(F)50=41(Fj 51= 41(F)52_-41(F) 53-41(F) 54-41(F) Jullus Lee A-i ROOF TRU55E5 A FLORIDA CORPORATION' .+v 1.5x LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.a Lumber Increase 1.25 BCLL 0.0 • Rep Stress Ina YES BCDL 10.0 Code FRC2007/TPl2007 LUMBER TOPCHORD 2 X 4 SYP Ne.2 BOTCHORD 2X4SYPNo.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wend sheathing directly applied or 4-2-14 oc purfins, except end vertiats BOTCHORD Rigid ceiling directly applied or 7-7-3 oc bracing. REACTIONS Qbrsize) . 7 1184/0-8-0 (min.0-1-8) 12 103y0-3-8 (min.0.1-8) Max Harz 12-272(LC 9) Max Uplift 7-523(LC 9) 12 4026(LC 9) FORCES Qb) Max. CompJMax. Ten. - All forces 250 (lb) or less except Men shown. TOPCHORD 2-16— 928/506, 16-17-9171516. 3-17-860/528, 3-18— 860/510, 4-16-9331499, 4-5-1693778D, 5-6-17581759. 6-7-20261871 BOTCHORD 11-12— 26/463, 10-11-409/1315, 9.10-409/1315, 7.9-681/1809 WEBS 2-11-114/456, 3-11-120/402, 4-11-704/43(i, 4-9-126/505, 6.9-3427L85, 2-12-1038/5W NOTES 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCOLFS.Opsh, BCDLFS.Opsf; h=15ft; B=45ft; L=261t; eave=41t; CaL 11; Exp C; enclosed; MWFRS (all heights) and 6C Fxledor(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 83A, Exterior(2) B-3-8 to 11-3-8 zone; cantilever tell and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOLv1.60 plate grip DOLm1.60 3) This truss has been designed for a 10.0 PSI bottom chord live load nonoonaarent 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 vdll fit between the bottom chord and any other members. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capadty of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing pate spade of v4thstanfing 523lb uplift at joint 13 and 406 lb uplift at)drd 12. 44 = Sale-1:50.6 CSI TC 0.32 BC 0.58 WB 0.75 (Matdx-M) 7)'Seml-rigid pitrhbreaks vtih fixed heels' Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard DEFL in (loc) Well Ud Vert(LL) - -0.09 11.12 >999 360 Vert(M) -0.28 9-11 >999 240 Horz(TL) 0.05 7 n/a n/a Wind(LL) 0.1119 9.11 >999 240 44 = �1 PLATES GRIP MT20 244/190 Welght:1461b FT=10% toll us Lee A-1 ROOF A N TRU55ES •� _ eemnnee n A FLORIDA CORPORATIDN 11 1 LOADING (ps1) SPACING 2-11A TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLIL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FRC2007/rPI2007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2X4SYP No.3 SLIDER Left 2 X 4 SYP No.3 1-6-0 BRACING TOPCHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOTCHORD Rigid calling directly applied or 6-0-1 oc bracing. REACTIONS Qbrslze) 1 = .1454/Merhanlcol 10 1577J0-8-0 (min.0-1-14) Max Hoe 1 _-273(LC 7) Max Uplift 1-530(LC 9) 10 =-577(LC 9) FORCES Pb) Max. CompJMax. Ten. - An forces 250 (tb) a less except when shown. TOP CHORD 1-2-1423M83, 2-24-2908/1293, 3-24-2835/1310, 3-4-2693/1197, 4-5-2649/1216, 5-25-1940/969, 6-25— 1874/988, 6-26— 1874/973, 7-26-1947/953, 7-8-2659/1220, 8-9— 2722/1199, 9-27-292211315, 1047-2993/1296 BOT.CHORD 1-16-10482617, 15-16-794/2234, 15-20-7942234, 28-29-7942234, 14-29-794/2234, 13-14-829rmif. 12.13= 8292239, 10.12-10682697 WEBS 3-16-254272, 5-16-103/438, 5.14-702/420, 6-14-475/1138,7-14-692/439, 7-12-107/4M1, 9-12-333/281 NOTES 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDLFS.DpsF BCDL=S.opsf; h=15f1; 8=45ft; L,35ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and 60 Extedor(2) D-60 to 3-6-6, Interia(1) 3-6-6 to 17-4-0, Extedor(2) 17-4-0 to 2D-10-6 zone; cantilever left and right exposed ;C-C for members and faces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLn1.60 3) All plates are MT20 plates unless otherwise indcaled. 4) This truss has been designed for a 10.0 psf bottom chord rive load noncancu ent 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 "we a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the bottom chord and any other linembers, with BCDL= 10.Opsf. 3x4 = C51 TC 0.66 BC 0.74 W B 0.73 (Matrix -I) Sx6 = Scale-1:54.5 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 530 lb uplift at Joint 17 and 677 lb uplift at Jahn 21. 8)'Seml-rigid pitrhbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss LOAD CASE(S) Standard DEFT- In (Ice) Vdell Ud Vert(LL) -0.3014-16 >999 360 Vert(TL) -0.64 14-16 >660 240 Hca(TL) 0.15 10 n/a n/a Wind(LL) 0.2314-16 >999 240 3x8 MT20H= 3x6 = PLATES GRIP MY20 244/199 MT20H 1S7/143 Weight:17607 FT-10% I$ Julius Lee �oA-1 ROOF —TRU55E9 A FLORIDA CORPORATION 3 LOADING (pso SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCOL 10.0 Lumber Increase 1.25 BCLL D.0 ' Rep Stress IncrYES BCDL 10.0 Code FRC2007/TP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 •Except• T3: 2 X 6 SYP No.2 BOT CHORD 2X4SYP N0.2 WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.31-" BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc pudlns. BOTCHORD Rigid ceiling directly applied or 5-8-6 oc bracing. REACTIONS (Iblslze) 1 1454/hlechani al 12 1577/D-8-0 (min.0-1-14) Max Hoe 1-249(LC 7) Max Uplift 1 --530(LC 9) 12 677(LC 9) FORCES (Ib) Max. CompJMax. Ten. - All faces 250 (Ib) or lass except when shown. TOPCHORD 1-2— 1431/524, 2-26-2915/1300, 3-26-282411397, 3-4-2705/1270. 4-27-2641/1298. 5-27— 2580/1299, 5-6-196611 OB5, 6-7-1747/1023, 7-8-1748/1024, B-9— 1966/1 D74, 9-28-2598/1343, 10-28— 2651/1332, 1(1-11-2721/1323, 11-29-2931/1444, 12-29-3g00/1424 BOT CHORD" 1-18-11152625, 17-16= 869/2219, 17-30-869/2219, 30-31— 859/2219, 16-31-869/2219, 15-16= 935/2224, 14-15=9352224, 12-14-1208/2706 WEBS 5-10=-110/446, 3-18-265/284, 7-16-436/1035, 5-16— 63B/423, 9.16-628/444, &14— 117/490, 11-14-348297 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL-5.Opsf; BCDIFS.Opsl; h=15ft; B-45ft; L�35ft; eave--Sft Cat. II; Exp C; enclosed; MWFRS (all heights) and GC Exterior(2) D-0-0 to 3-6-6, Intedor(1) 3-6-6 to 15-8-0. Fxtedor(2) 15-8-0 to 19-0-0. Inledor(i) 23-11-15 to 37.4-11 zone; omBever left and right exposed ;C-C for members and forces 8 MW FRS for reacllons 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 psf bottom chard rive load nonconcLnenl with any other live loads. 4x9 - 3x6 II 48- 6 7 9 acre — 3x4 = 3x6 = Ca TC 0.66 BC 0.74 WB 0.67 (Matdx-Rq 6) • This truss has been designed for alive load or 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-C-0 wide will fit between the bottom chord and any other members, with BCDL-10.0psf. 7) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connector (by others) of truss to bearing plate capable of withstanding 530lb uplift at joint 19 and 677 lb uplift at joint 23. 9)'Seml-rigid pitchbreaks with fixed heels' Member and fixity model was used In the analysis and design of this truss LOAD CASE(S) Standard DEFL In Qoc) I/dell Vd Vert(LL)-0.3116-18 >999 360 Vert(TL)-0.6916.18 >619 240 Horz(TL) 0.14 12 Na n/a Wind(L) 0.2716-18 >999 240 PLATES GRIP MT20 244/190 MT20H 1971143 Weight:1771b Ff=io% Julius Lee �=A-1 ROOF TRUSSES A FLORIDA CORP0RA710N � Scale -1:50.4 LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL0.0 ' Rep Stress Incr YES BCDL' 10.0 Code FRC209711P12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 1-6-0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc pudins. BOTCHORD Rigid miring directly applied or 5-6-8 oc bracing. REACTIONS (Ibrsize) 1 = 1454/Mechmical 12 1577/68-0 (min. 0-1-14) Max Harz 1 --221(LC 7) Max Uplift 1-530(LC 9) .12 = 677(LC 9) FORCES (Ib) Max- CompJMax, Ten. - Ali forces 250 (lb) or less except Men shovm. TOP CHORD 1-2— 1432/538, 247-2917/1414, 3-27-2825/1430, 3-4-2705/1315, 4-28-2639/1325, 5-28-2635/1336, 5-6-1977/1121, 6-29-292l/1637, 29-30-2921/1637, 730-2921/1637, 731-2917/1637, 8-31-2917/1637, 8-9-1978/1114. 932-2659/1404, 1032-2651/1393, 1 D-1 1-2721/1384,1133-2932/1517, 1233-3001/1498 BOT CHORD 1-18-11462626. 17-18-9942217, 17-34-9042217, 34-35-9042217, 16-35-9042217, 15-16— 973/2221, 14-15-973W21, 12-14— 12772707 WEBS 3-18-269280, 5-18--107/447, 16-19= 422/994, 5-16-588/417, 9-16— 577/436, 9-14_ 1371491, 11-14-356/319, 6-19-576/1277, B-19-676/1270 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05; 120mph (3-second gust); TCDL 5.Ops1; BCDL 5.Opsf- h=15ft; B=45ft; L--35ft; save-5ft Cat 11; F-xp C; mclosed; MWFRS (all heights) and GC Fxlerio(2) 0-0.0 to 3-6-6, Interior(1) 3-6-6 to 13-8-0. Exterior(2) 13-8-0 to 25-11-15, Intedor(1) 25-11-15 to 37-4-11 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOLs.1.60 plate grip DOL.1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are W20 plates unless othenNse Indicated. 5) This truss has been designed far a 10.0 psi bottom chord live load nonconmrrsnt with any other live loads Sx6 = 1.Sx4 11 5x6 = 6 29 30 7 31 e 3x6 = 3x4= 3x6= CS1 TC 0.66 BC 0.74 WB 0.62 (MWX-M) 6)*This truss has been designed for alive load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 vAde hill fit between the bottom chard and any other members, with BCDL = MOW. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearingplale capable of withstanding 530 lb upfift atjoinl 20 and 677 lb uplift at joint 24. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this ass. LOAD CASE(S) Standard DE -FL In ow) I/dell Ud Vert(LL) -0.32 MIS >999 360 Vert(TL) -0.7016-18 >610 240 Haz(TL) 0.14 12 n/a n/a Wfnd(LL) 0.2916-18 >999 240 PLATES GRIP MT20 244/190 MT20H 187/143 Weight:1851b Ff=1D/ Julius Lee =A-1 ROOF TRU55E5 A FLORIDA CORPORATION Scale=1:47.5 f SOS ILJ; DvjvKL3IOSgmIzrbttiUUKFzaKae-GUIiryOZsGBGK4BO?oMiiF�ffsrb1JQIC4dt3-A'UxxzaNd s„az �o-z xa-0-0 xs,o-z S66 i&0 5-10.2 WMr I� -PO Scale: 1/4'=1' LOADING lost) SPACING 2-11-0 TOLL 20'0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.6 Rep Stress Incr YES BCDL 10.0 - Code FRC2007/TP12DD7 LUMBER TOPCHORD 2X4SYPNo.2 BOTCHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 1-6-0 BRACING. TOPCHORD Structural wood sheathing directly applied or 2-10-15 oc pudins. BOTCHORD Rigid calling directly applied or 5-5-1 oc bracing. REACTIONS phisize) 1 = 1431/Mechaidcal 8 1601all-0 (min. &1-14) Max Hai 1 =-193(LC 7) Max Uplift 1 -MO LC 9) 8-577(LC 9) FORCES Qb) Max. COMP Max. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-2- 1476/543, 2-22=-284D/1451, 3-22- 2744/1469, 3-23=-2617/1338, 4-23-2551/1359, 4-24-2533/1400, 24-25- 2533/1400, 5-25-2533/1400, 5-26-2533/1400, 2&27-2533/1400, &27=-253311400, 6-28-2731/1434. 7-28-2803/1413, 7-29-301911574, &29-3089/1554 BOTCHORD 1-14-11842558, 13-14-091/2176, 12-13-8912176, 12-30= 9552248, 30-31-955/2248, 1 "1-95S2248, 10-11-9552248, 8-10-1332/Z787 WEBS 3-14-290/322,4-14=-131/433, 4-12-2151609, 5.12-377/313, 6-12<-2001518, 6-10-1871545, 7-10-365/383 NOTES 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7.05; 120mph (3-second. gust); TCDLS5.OpsF BCDLFUpsf; h-15fh B-45ft; L=35N; eave=5f ; Cat. 11; Exp C; enclosed; MWFRS (all heights) and GC Extedor(2) 0-&0 to 3-6-6, Intedor(1) 3-6.6 to it-". Extedor(2) 11-8-0 to 27-11-15. Intedor(1) 27-11-15 to 37-0-11 zone; cantilever left and right exposed ;GC for members and forces 8 MWFRS for reactions shorn; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord five load nonconwrrent with any other live loads. Sx6 = 1.Sx4 11 Sx6 = 4 24 25 5 2D -n = w» - 3x8 MT20H= 3x6 - CSI TC 0.59 BC 0.73 WB a.- (Malrix-M) 6) • 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 wide will fit between the bottom chord and any other members, with 13CDL = 10.0psf. 7) Refer to girders) for truss to truss connections 8) Provide mechanical connection (by others) of buss to bearing {date capable of withstanding 530 Ib uplift at Joint 15 and 677lb uplift at joint 19. 9)'Semi-dgid pits hbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard DEFL In (loci) Well Ld Vert(-L) -0.29 10-12 >999 360 Vert(TL) -0.62 10-12 >682 240 Horz(TL) 0.15 8 n/a n/a Wlnd(LL) 0.2712-14 >999 240 PLATES GRIP MT20 244/190 MT20H 187/143 Weight:17116 FT=10% Julius Lee ,go-=A-1 ROOF TRU55E5 w,ur.m.y. A FLORIDA CORPORATION 11- 006 s.,s asw IU:-tb4jVKGtd5gmT2rbEBQDKFzaKae:WiGAMiVi ll0WIYCU4'ibWA'N ali(8dWee e �-sc 4roa suarri r-fa o-0 Scale-1:47.3 Sx6 = &II = 5x6 = 4 23 24 5 In �� .. LOADING (psi) TOLL 20.0 SPACING 2-0-0 CSI TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TO 0.84 SC 0.78 BOLL 0.0 ' BCDL 10.0 Rep Stress Incr YES WB 0.37 Code FRC2007n PI2007 (Matdx-M) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP Ne.2 5) This truss has been designed for a 10.0 psf bottom chord rive load WEBS 2 X 4 SYP No.3 nolconc menl with any other live loads. SLIDER 6)'This truss has been designed for a live load of 2D.Opsf on the bottom Left 2 X 4 SYP No.3 1-6-0 chord in all areas where a rectangle 3-6-0 tail by 2-D-0 wide will fit between BRACING the bottom chord and any other members. TOP CHORD 7) Refer to girder(s) for truss to truss connections. Structural wood sheathing directly applied. 8) Provide mechanical connection (ry others) of truss to bearing pate BOT CHORD capable of withstanding 527lb uplift at Joint 14 and 672 lb uplift at Joint 18. Rigid calling directly applied or 5340-oc bracing. 8) 'Semi -rigid ptchbreaks with fixed heels' Member end fixity model was WEBS used in the analysis and design of this truss. T-Brace: 2 X 4 SYP No.3 - 5-12, 5-10 10) Warning: Additional permanent and stability bracing for truss system (not Fasten (2X) T and I traces to narrow edge of web with I Od Common wire nails, Part or this component design) Is always required. gin o.c.,Wth 41n minimum and distance. Brace must:cover 90%of web length. " LOAD CASE(S) REACTIONS Qb/sim) 1 Standard = 1391/Medlanlral a 1539/0-8-0 (min. 0-1-13) Max Horz I --163(LC 7) Max Uplift I =-527(LC 9) 0-672(LC 9) FORCES Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or lass except when shown. TOP CHORD 1-2-977/105, 2-21-2619/1415, 21-22-2543/1424, 3.22-2543/1428, 3-4-244aJ13os,. 4-23-2253/1280, 23-24-2253/1280, 5-24-2253/1280, 5.25-2301/1341, 25-26— 2301/1341, 6.26-2301/1341, 5-7-2601/1398, ' 7-27=-2903/1627, 8-27-2922/1(i11 BOTCHORD 1-13-11332338, 12-13-1133/2338, 11-12-1322/2880, 10-11-1322/2880, &10-13892639 WEBS 4.12-192/575. 5-12-8291421, 5.11=0295, 5-10-7a4/3B9, 6-10— 220/624, 7-1 g-325J374 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-05; 120mpr (3-second gust); TCDL 5.Opsf; BCOL=S.Opsf; h=15fh B=45ft; L=35ft; eave=5fl; Cat. II; Fxp C; endorsed; MWFRS (all heights) and C-C Exterior(2) 0.0-0 to 3-6-Z Interior(1) 3-6-2 to 9-5-0, Exlerior(2) 9-5-0 to 29-9-6, Interior(l) 29-9.6 to 37-1-11 zone; cantilever lea and right exposed ;GC for members and forces a MWFRS for reactions shown; Lumber D0L.I.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate Is required to be placed over the spice line at )olnt(s) 10. ' r DEFL In Qoc) I/dell Ud Vert(l)-0.2111-12 >999 360 Vert(TL) -0.5410-11 >783 240 Horz(TL) 0.16 8 n/a n/a Wind(LL) 0.3111-12 >999 240 3xs = PLATES GRIP MT20 244/190 Weight: 1711b Ff=10% Julius Lee 6#-A-1 ROOF TRU55E5 AFLORIDACORPORAMON" Io 5x8 = 5u6 = Sx6 = 1.Sx4 11 5X8 = __ _ 6 28 29 3n 7 3x8 MT20H= 3X6 = Scale: 1/4•e1' LOADING (psf) TCLL 20.0 SPACING . 2-0-0 Plates Increase 1.25 CS! TC DEFL in Qoc) VdeO Ltd PLATES GRIP TOOL 10.0 BCLL 0.0 • Lumber Increase 1.25 0.70 BC 0.74 Vert(L L) -0.25 13-14 >999 360 Vert(TL) -0.61113-14 >616 240 MT20 244/190 MT20H 1071143 BCDL 10.0 Rep Stress Inv YES Code FRC2007/TPI2007 WB 0.59 (Matrix-M) Horz(TL) 0.16 9 n/a nla Wind(LL) 0.3813-14 >999 240 Welght:1731b FT-10% LUMBER TOP CHORD 2 X SYP No.2 •Except• 2 Tl: 2 X 4 SYP M 31 6) • This truss has been designed Iv a live load of 20.0 psf on the bottom BOT CHORD 2 X 4 SYP Ne.2 chord in all areas where a rectangle 3-&0 tall by 2-0-0 ride will fit between WEBS 2 X 4 SYP No.3 the bottom chord and any other members . SLIDER 7) Refer to girder(s) for truss to truss connections - Left 2 X 4 SYP No.3 1-&0 8) Provide mechanical connection (by others) of truss to bearing plate BRACING capable of vAthslanding 527Ib uplift at Joint 17 and 573 Ito uplift at Joint 21. TOP CHORD 9)'Semi-rigid pitchbreaks vAlh fixed heels' Member end fixity model was Structural wood sheathing directly applied or 2-4-4 oc pudins. used In the analysis and design of this truss BOTCHORD Rigid calling directly applied or 5.03 oc bracing. LOAD CASE(S) REACTIONS Qbnsize) Standard 1 1390JMechanical 9 1540/0-&0 (min. 0-1-13) Max Herz 1-144(LC 7) Max Oft 1-527(LC 9) 9 =-673(LC 9) FORCES Pb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except wfien shown. TOP CHORD ' 1-2-886/103, 2-24-2612/1329. 24-25— 2549/1339, 3-25-2522/1353, 3-26— 3409/1853, 4-26-3409/1853, 4-27-34091103, 5-27-340911853, 5-6— 3522/1949, 6-28-2431117398, 28-29— 2438/1398. 29-30-243311398. 7-30— 243B/1398,7-31-2613/1439, B-31— 2649/1425, 8-32— 2909/1617, 932-2927/1603 BOTCHORD 1-16-10542326, 15-16-1051/2330, 14-15-1051/2330, 13-14-1586/3326, 12-13— 1438/3039, 11-12— 1438/3039, = Jullwlee 9-11-13822644 wees _ = 4 3-14-624/1220, 4-1465/371, 5-13=1526/873, 6-13— 832/1650, 6-11-8581433, 7-11-287n33, —A-1 ROOF �= 8-11-285282 TRU55E5 NOTES AFLORIDA CORPORATION 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL-S.Dpsf; BCDIF5.0psf; h=151t; B=45tt; LQ&t; eave=5lt; Cat. II; Exp C; enclosed; MWFRS (all heights) and 6C Extedw(2) 0-0-0 to 3-6-2, Interior(l) 3-6-2 to 7-5-0, Extedor(2) 7d0 to 10-11-2, Interior(1) 20-9-0 to 26-1-0. Extedor(2) 26-1-0 to 29-7-2 zone; cantilever left and right exposed ;G-C for members and forces 8 MWFRS for reactions shove; Lumber DOLp1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are RUM plates unless otherwise indicated 51 This from has been designed for a 10.0 psl bottom chord five load nonconomem with any other live loads w 5x6 = 5. DO 12 Sx6 = 3x4 = 1.Sx4 II 3z4 g 5x6 = 3x4 = Sx6 S = = sn all an a, � �n __ _ 34 35 9 as ,n LOADING (psi) I SPACING 2-0-0 LL TC20.0 Plates Increase 1,25 TCDL lax Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL I. Code FRC2007/iPI2007 LUMBER TOP CHORD 2 X 4 SYP No.2'Except' TI:2 X4 SYP M31 BOT CHORD 2 X 4 SYP M 31 'Except• B3: 2 X 4 SYP No.2 WEBS 2X4SYPNo.3 SLIDER Left 2 X 4 SYP No.3 1-6-0 BRACING TOPCHORD Structural wood sheathing directly applied or 3-10-10 oc pudlns. BOTCHORD Rigid ceiling directly applied or 7-9-4 oc bracing. REACTIONS Qb/slze) 1 2736/meclanical 12 2935/13-&0 (min. D-1-12)' Max Horz 1 116(LC 5) Max Uplift 1 -1152(LC 7) 12 =-1321(LC 7) FORCES (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except Man shown. TOPCHORD 1-2-2351/912, 2-3-5530/2333, 3-29-508612200, 2930- 5086/2200, 3031-5086I2200, 4-31-5085/220o, 4-32-8860/3800; &32-8860/3800, 5-33-BB60/3800, 6-33-880/3800, 6-7-9621/4119, 7-8-1043W4470, &34a-7783I3382, 3435-778313362, 9-35-7783/3352, 9-36-5828/2528, 36- 7- 5828/2528, 10-37-5828125281 1&11-622&2665, 11-12-6024/2517 BOTCHORD 1-21=-196314978, 2138-298117229, 38-39-298117229, 39-40=-2981/7229, 20AO-2981n229, 19-20-298117229, 18-19-3869/9431, 1&41-3581/8758, 41-02-3581/8758, 17-02-3501/8758,1&17-31491T7B3, 16-43-3149/7783, 43.44-3149m83, 15-04-3149m83, 14-15=-2178/5467, 12-14-2178/5467 WEBS 3-21=-704/1984, 4-21-275WI260, 4.19-783/2063, 13119- 7451350, 6-16- 2421446, 7-18=-3596/1555, 8-18-159814000, B-17- 1209/523, 9-17-2191937, 9-15-2431/1022, 90-15-62611829, 11-15---351/450 NOTES 1) 2-ply truss to be connected together with 1Ud (0.131'x3') nails as follows: Top chords connected as follows: 2 X 4 - 1 row at G-7-0 ea Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 om I I CS1 TC 0.54 BC 0.86 WB 0.64 (Matrix-M) 2) All loads are considered equally applied to all plies, except it 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) a (B), unless otherwise Indicated. 3) Unbalanced reef rive loads have been considered for this design. 4) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.OpsF BCDL-5.Opsf; h=151t; B=4511; L=351t; eave--5ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever felt and right exposed; Lumber DOLU1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All pates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. B)' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas Wiere a rectangle 3-&0 tall by 2-0-0 vAde will fit between the bottom chord and any other members. 9) Refer to glyder(s) for truss to truss connections. 10) Provide mechanical connection (try others) of truss to bearing plate capable of Wthstanding 1152 lb uplift at Joint 22 and 1321 lb uplift at Joint 26. 11)'Seml-rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ivad(s)130 lb down and 142lb up at 5-5-0, 120 lb down and 120 lb up at 6-1-12, 120 lb down and 120 lb up at 8-1-IZ 120 lb doom and 1201b up al 10-1-12, 1971bwn doand 249 Ib up al 19-5-0, 951b wn doand 133 Ib up al 21-&12, 951b down and 1331b up at 23.5-12, 951b down and 1331b up at 25-5-12, and 95lb down and 1331b up at 27-5-IZ and 197 lb down and 249 lb up at 28-1-0 on top chord, and 280 lb doom and 95 lb up at 5.5-0. 56 lb down at 13-1-12, 56lb down at B-1-12, 56 lb down at 10-1-12, 4221b down and 2061b up at 12-1-4, 3721b doom and 110 Ib up at 19-5.0, 66Ib down at 21.5.12, 66 b doom at 23-5-12, 66 Ib down at 25-5-12, and 65 lb dawn at 27-5-12, and 372 lb dean and 110 lb up at 28-1M on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Inaease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3- 60, 3-7-60, 7-8= 60, B-10-60, 10-13- 60, 22-25-20 Concentrated Loads (Ib) Vert: 3- 90(F) 8-157(F) 10-157(F) 21=-280(F) 19= 422(Fe) 17=-41(F) 9-95(F) 15-372(F) 29- 80(F) 31=-80n 32- 80(F) 34-95(F) 36= 95(F) 37-95(F) 38-35(F) 39-35(F) 40=35(F) 41-372(F) 42-41(F) 43-41(F) 44-41(F) DEF. in Qoc) 'deg Vd Vert(LL) -0.3717-18 999 360 Ved(TL) -0.93 17-18 >451 240 Horz(TL) 0.19 12 n1a n/a Wind(LLJ 0.4917-18 >856 240 JXtl Mi ZUH= __-- ,•ten• n 3x6 = PLATES MT20 MT20H Weight: 359 lb GRIP 244/190 197/143 FT. 10% Julius Lea �- A-t ROOF TRU55E5 nsan.zem.Y. A FLORIDA CORPORATION. o-,......n=� Scale: 1/4.1' 47 Shale =1:9.1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress IncrYES BCDL 10.0. Code FRC2007RP12097 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 BRACING TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc tracing. REACTIONS (ibrslze) 2 260/0-8-0 (min. 0-1-8) 5 33/Meichmcal 3-36/Mechancal Max Harz 2 = 87(LC 9) Max Uplift 2-278(LC 9) 5 33(LC 1) 3 -36(LC i) Max Grav 2 268(LC 1) 5 = 52(LC 9) 3 = 5911-C 9) FORCES Pb) Max. Comp./Max. Ten. - Ali forces 259 (lb) or less except when shown. TOP CHORD 2-3-281/144 BOTCHORD 2-5-153/298 NOTES 1) Wind: ASCE7-05; 120mph (3-second gust); TCDL=5.0psf; BCDL-5.Opsf; h=15f1; 8=45111; L=248; eave=411; Cat. 11; Fxp C; enclosed; MWFRS (all heights) and GC Exterior(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions sham; Lumber DOL=1.60 plate grip DOU-1.60 2) This truss has been designed for a 10.0 psf bottom chord rive load noncenc went 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 Mere a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 4) Refer to gader(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 279 lb uplift at joint 6, 33 lb uplift at joint 5 and 36 Ib uplift at Joint 3. 6)'Semi-rigid pits htreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. TO 0.32 DEFL In Qoc) Well Vd Vert(LL) 0.00 6 >909 350 BC 0A6 Vert(TL) 0.00 6 >999 240 WB 0.00 Horz(TL) 0.00 2 n/a n/a (Matrix-M) Wind(LL) -D.00 6 >999 240 PLATES GRIP MT20 244/190 Weight: 6lb FT-10% Juilus Lee cn� ymc. nMenMe. =A-1 ROOF -TRUSSES • 'h. AFLORIDACORPORAMON LOAD CASE(S) Standard > r ' 0 1 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.97 TCDL 10.0 Lumber Increase 1.25 BG 0.07 BCLL 0.0 Rep She' Ina YES MIS MIX) BCDL 10.0 Code FRC2007/TP12007 (Matrix-M) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP Ne.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11.11 oc pudins. BOT.CHORD Rigid ceiling directly applied a 10.0-0 oc bracing. REACTIONS phisize) E = _133/0-8-0 (min.0-1-M 67/Mechanital 3 33/Med anlral Max Horz I 61(LC 9) Max Uplift 1 - -38(LG 9) 2 _50(LC 9) . Max Grav I m 133(LC 1) 2 67(LG 1) 3 e 47(LC 2) FORCES (Ib) Max. CompJMax. Ten. - All faces 250 (Ib) Or less except who. shown. BOTCHORD 1-3-286/196 NOTES 1) Wind: ASCE 7-uS; 120mph (3-second gust); TCDI,S.0psF BCDL=S.CpsY h-15ft; B=4511; L=2411; eave-41h Cat. II; Fxp C; enclosed; MWFRS (all heights) and GC Exteda(2) zone; cantilever left and right exposed;GC for members and faces & 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 five 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 whare a rectangle 3-6-0 tall by 2-0-0 We wig fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss cormacliom. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at Joint 4 and 501b uplift at Joint 2. 6) "Semi-dgid pits hbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard DEFL In (loc) Udell Ud Vert(-L) -0.00 6 >999 360 Vert(TL) -0.01 3-6 >999 240 Horz(TL) -0.00 1 We We Wlnd(LL) 0.01 3-6 >999 240 PLATES GRIP MT20 244/190 Weight: 9lb Fr-10% Julius Lee =A 1 ROOF -TRU55E5 •• •Y AFLORIDACORPORATION' , Scale: 1•=1' LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL to'0 Lumber Increase 1.25 BOLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FRC2007/TPI2007 LUMBER TOP CHORD 2X4SYPNo.2 'BOT CHORD 2X4SYP N0.2 BRACING TOP CHORD Structural wood sheathing directly applied a 2-11-11 oc pur ins. BOT CHORD Rigid ceiling directly applied a 10-D-0 oc bracing. REACTIONS Qhrsize) 1 133/Mechanical 2 67/Merhanl. 3 331medranicw Max Haz 1 61(LC 9) Max Uplift 1 e-38(L.0 8) 2 -50(LC 9) Max Grav 1 = 133(LC 1) 2 97(LC 1) 3 = 47(LC 2) FORCES Qb) Max. Comp./Max Ten. - Ali faces 250 Qb) or less except when shown. BOTCHORD 1-3=286/195 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL S.0psf; BCDL 5.Opsf; h=15f1; 0=45ft; L=248; eave-tip CaL 11; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;GC for members and faces & MWFRS for reactions shown; Lumber DOLP1.60 plate grip DOL-1.60 2) This truss has been designed for a 16.0 psf button chord five load norconwrrent with any other live loads 3) • This buss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-5-0 tall by 2-0-g wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for buss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 4 and 50 lb uplift at joint 2. 6)'Semi-dgid pilchbreaks with fixed heels' Member and fixity model was used In the analysis and design of He truss. LOAD CASE(S) Standard mrar 2x4 = 3 CSf DEFL In (Inc) I/deb Ud TC 0.07 Vernl-L) -0.00 6 >999 360 BC 0.07 Ved(TL) -0.01 3-6 >999 240 WB 0.00 Haz(TL) -0.00 1 n/a n/a (Matrix-M Wlnd(LQ 0.01 3-6 >999 240 PLATES GRIP MT20 244/190 Weight: 9lb FT=10% Julius Lee �= A-1 ROOF p�Y rN TRU55E5 -• •� A FLORIDA CORPORATION •.ram.• ��••• Rml- 5mm LOADING (psQ SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FRC2007ITP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2X4 SYP No.3 BRACING TOPCHORD Structural vrood sheathing directly applied or 4-0-11 oc pur ins, except and verticals. BOTCHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REAC710NS 'Qbrsize) 4 154/Mechanical 2 107/Mechaniral 3 47/MechaNral Max Horz 4 8I(LC 9) Max Uplift 4 -31(LC 9) 2 -67(LC 9) Max Grav 4 154(LC 1) 2 = 107(LC 1) 3 73(LC 2) FORCES Qb) Max. Comp./Max. Ten. - All forces 250 (1b) or lass except when shorn. NOTES 1) Wind: ASCE 7-05; 120mp h (3-sewed gust); TCDL-5.Opsh BCDL=S.OpsF h=15ft; B=45ft; L=2411; eave=411; Cal. 11; Exp C; enclosed; MWFRS (all heights) and G-C Extedor(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 3-11-15 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL-1.60.plate grip DOL-1.60 2) This trust has been designed for a 10.0 psf bottom fiord live load nunconcorrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom fiord In all areas Mere a rectangle 3.5-0 tali by 2-0-0 wide wig fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to trust connections. 5) Pmvide mechanical connecgen (ry others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 4 and 87lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model eras used In the analysis and design of this truss. LOAD CASE(S) Standard CS! DEFL In Qec) Weil Ud TC 0.30 Ved(1) -0.01 3-4 >999 360 BC O.1B Vert(TL) -0.03 3-4 >999 240 WB 0.09 H=(TL) -0.02 2 n/a n/a (Matrix-M) W1nd(LL) 0.03 3-4 >999 240 3 PLATES GRIP MT20 244/190 Weight: 13 lb FT=10% Julius Lee —A-1 ROOF TRUSSES A FLORIDA CORPORATION Scale-1:16.7 1 LOADING (pso SPACING 2-0-0 TCLL 20A Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BOLL 0.0 Rep Stress Incr YES BGDCDL 10.0 Code FRC2007/rP12007 LUMBER TOP CHORD 2 X 4 SYP N0.2 BOTCHORD 2X4SYPNo.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. REACNONS pbrsize) 3 108/Mechaniral 2 = 36510-8-0 (min. 0-1.8) 4 431Mec hanical Max Harz 2 169(LC 9) Max Uplift 3 - -B2(LC 9) 2 218(LC 9) Max Grav 3 108(LC 1) 2 365(LC 1) 4 75(LC 2) FORCES pb) Max. Comp./Max. Ten. - An forces 250 (lb) or less except when shown. TOPCHORD 2-3a379/344 DOT CHORD 2-4-5931465 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL-5.0psf; BCDL=S.Opsf; h=151t; B=45f ; L=2411; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and GC Extedor(2)-2-0-11 l0 0-7-13, Interlor(1) 0-7-13 to 4-10-15 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 date grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord five load nonconanent with any other live loads. 3) 'This truss has been designed far 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 wig fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection pry others) of truss to bearing plate capable of withstanding 02 lb uplift at joint 3 and 210lb uplift at)o(nt 5. 6) •Semi -rigid pilrhbreaks with fixed heels Member and fixity model was used In the analysis and design of this Wss. CSI OEFL In pnc) Udefl Ud TC 0.32 Verl(LL) -0.01 4-7 >999 360 RC 0.12 Ved(TL) -0.04 4-7 >999 240 WB 0.00 Horz(rL) -0.00 3 n/a n/a (Matrix-" Wind(LL) 0.03 4-7 >999 240 PLATES GRIP MT20 244/190 Weight: 19b FT=10h Julius Lee MA-1 ROOF M [^rHn TRU55E5 AFLORIDA CORPORATION «µMe nno Scale. 1:18.3 LOAD CASES) Standard f � LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCOL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FRC20077TP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 BRACING TOP CHORD structural wood sheathing directly applied or 4-11-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 no bracing. REACTIONS Ub/size) 1 232/Mechanical 2 112IMechanical 3 49/Mechanlcal Max Horz 1 - 103(LC 9) Max Uplift 1 -69(LC 9) 2 -67(LC 9) Max Grav 1 232(LC 1) . 2 = 112(LC 1) 3 77(LC 2) FORCES Qb) Max. COMP./Max. Ten. - All faces 250 (1b) Or less except when shown. TOPCHORD 1-7-516/550 BOTCHORD 1.3-938/637 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL-5.0psf; BCDL=5.0psf; h-15fY B=45ft; L=241t; eave=4rt; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C-C Extedor(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 4-10-15 zone; cantilever left and right exposed ;C-C for members and faces & MW FRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This from has been designed for a 10.0 psf bottom chord five load nonconanrent 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 Mere a rectangle 3-6-0 tall by 2-0-0 vide will fit betva:en the bolt= chard and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (ry others) of truss to bearing plate capable of Withstanding 69 Ib uplift at joint 4 and 67lb uplift at joint 2. 5) •Semi-rigld pits hbreaia Wt h fixed heels' Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 6 v 30 = 3 CSI DEFL In QOc) Vdefl Ud TC 0.24 Vert(LL) -0.Of 3-6 >999 360 BC 0.15 Vert(TL) -0.04 3-6 >999 240 WB 0.00 Hrxz(TL) -0.00 1 n/a n/a (MaWX-M) Wind(LL) 0.03 3-5 >999 240 PLATES GRIP MT20 244/190 Weight: 16 Or Fir =10•/, Julius Lee �=A-f ROOF ~r^rne =TRU55E5 4 *•- •r A FLORIDA CORPORATION, -ten n- Scale-1:16.6 3 44 - Stale =1:19.5 Ii R LOADING (psi) TCLL 20.0 TCOL. 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Inv YES Code FRC2007/rPl2007 CSf TC 0.32 BC 0.14 0.06 Matdx-M) DEFT. Vert(LL) Ved(TL) Wind LL) In Qoc) 1/dell Ud -0.of 6-12 >999 350 A.02 6-12 >999 240 0.02 6.12 > 99 240 PLATES GRIP Mi20 244/190 Weight: 30 lb FT- 10% LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2X4SYP No.3 BRACING TOPCHORD structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD Rigid ceiling drectly applied or 1 D-0-0 cc bracing. REACRONS (Ibrsize) 2 = 497/0-3-0 (min. 0-1-6) 4 49710-3-0 (min. 0-1-8) Max Harz 2 = -52(LC 7) Max Uplift 2-279(LC 91- 4-279(LC 9) FORCES Qh) Max. C—PdMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-13= 446/226, 3-13= 391/235, 3-14=-391/236, 4-14=-446/231 BOTCHORD 2-6= 262/479, 4-6= 263/440 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.ilpsf; BCDL 5.0psh, h=151t; B=45ft; L=2411; eave=4fY CaL II; Fxp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -2-0-11 to 0-7-13, Interior(1) G-7-13 to 4-8-0, ' Exterior(2) 4-0-0 to 7-8-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate = Julius Lee grip DOL-1.60 3) This truss has been designed for a 10.0 psl bottom chord live load noncencurrent with arty other live loads ' - =A 1 ROOF �= A I ROOF 4) This truss has been designed for a live load of 20.0psf on the bottom chord In all areas Mere a rectangle 3.6-0 tall by 2-0-0 wide will fit betwreen the bottom chord and arty other members. AFLORIDA CORPORA710N 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2 6) Provide mechanical connection (by others) of Was to bearing plate capable of withstanding 279lb uplift at joint 7 and 279 ro uplift at joint 10. 7) 'Semi -rigid plldhbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. ' LOAD CASE(S) ' Standard T , � N 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Invease 1.25 TCDL 10.a Lumber Increase 1.25 BCLL 0'0 Rep Straw Inv YES BCDL .40.0 Code FRC20077rP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING. TOPCHORD Structural wood sheathing directly applied or 6-0-0 o , purfins. BOTCHORD Rigid ceiling directly applied or IB-0-0 oc bracing. REACTIONS Pb/size) 2 497/041-0 (min. D-1-B) Max Hoe 49710-&0 (min. (1-1-0) . 2 - -52(LC 7) Max Uplift 2 279(LC 9) 4-279(LC 9) FORCES (Ib) ` Max. CompJMax. Ten. - All forces 250 (lb) or less except Men shown. TOPCHORD 2-13=-446/226, 3-13— 391/236, 3-14-391/236, 4.14-446/231 BOTCHORD 2-6-262/479, 4-6-283/440 NOTES 1) Unbalanced roar rive loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=151t; B=45111; L=241t; eave=4fh Cat. 11; Exp C; enclosed; MWFRS (ail heights) and C-C Extedor(2)-2-11.11 to 0-7-13, Interior(1) 0-7-13 to 4-11-0, Extedor(2) 4-8-0 to 7-8-0 zone; cantilever left and right exposed ;GC 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 chard live load nonamcurrent Win any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas %here a rectangle 3.6-0 tell by 2-0-0 We will fit betwsen the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Wthstanding 279 ib uplift at joint 7 and 279 lb uplift at joint 10. 6) *Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 44 - Scale-1:19.5 3 CS! I DEFL in ooc) Udell Ud TC 0.32 Ved(LL) -0.O1 6-12 >999 360 BC 0.14 Vert(TL) -0.02 6.12 >999 240 WB 0.06 H=(TL) a.00 4 n/a n!a (Matrix-M) Wlnd(LL) 0.02 6.12 >999 240 PLATES GRIP MT20 2441190 Weight: 38111 FT=10% Julius Lee •Anu .�ann.., A-1 ROOF ATRUSSES AFLORIOA CORPORATION • ten.,, r� 0 LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Inv NO BCDL 10.0 Code FRC2007/rPI2007 LUMBER TOP CHORD 2 X 4 SIP No.2 BOT CHORD 2 X 4 S1P.No.2 WEBS 2 X 4 SW NO.3 BRACING TOP CHORD Structural wood sheathing directly appged or 6-0-0 oc purrins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (llVsize) 2 50210-8-0 (min. 0-1-B) 5 502/0-8-0 (min. 0.1-8) Max Hoe 2 - -32(LC 5) Max Uplift. 2 289(LC 7) 5-289(LC 7) Max Gray 2 516(LC 11) 5 502(LC 1) FORCES Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3-594/210, 3-15— 551208, 15.16-55120B, 16-17-551208, 17-18-551/200, 4-iB— 551208, 4-5=.-606/225 ROT CHORD 2-8-168/515, B-19-164/521, 7-19-164/521, 7-20-154/547. 5-20— 1541547 NOTES 1) Unbalanced met five loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.0psf; BCDk5.0psf; h=15ft; B=45ft; L-24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cdnfilever left and right exposed; Lumber DOL.1.60 plate grip DOLF7.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chard live lead 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 Mere 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 (ry others) of truss to bearing plate capable Of withstanding 289 lb uplift at joint 9 and 289 lb upriB at Joint 12. 7)'Semi4igid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Hip Truss CSI TC 9.23 BC 0.14 WO 0.04 (Matrix-M) 44 = 4x6 = 3 15 16 17 to 4 8) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 8lb down and 65lb up at 3-0-0, 7lb down and 50 lb up at 3-3-12, and 7lb dawn and 50 lb up at 4-11-0. and 861b down and 13616 up at 6-4-0 on top chord, and 11 lb down and 0lb up at 330, and 3lb down at 4-11-0, and 11 lb down and 0lb up at 6-64 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bade (9). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (PI) Vert: 1-3=60, 3-4_ 60, 4-6_ 60, 9-12= 20 Concentrated Loads Qb) Vert: 3-8(F) 41 6(F) B-0(F) 15=3(F) 17.3(F) 19— 2(F) 20_ 0(F) DEFL in Qoc) Well Ud Vert(LQ -0.01 7-8 >999 360 Vert(TL) -0.03 7-8 >999 240 Horz(TL) 0.01 5 n/a n/a Wind(ILL) 0.01 7.8 >999 240 I 0 PLATES GRIP MT20 244/190 Weight: 43 lb Fr=10% Julius Lee =A-1 ROOF b„ TRU55E5 AFLORIDA CORPORATION Scale. 1:19.6 LOADING (psi) - SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL O.D Rep Stress Incr NO BCDL to. 0 Code FRC2007/TP12007 LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-D-0 oc pur ins, except and verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS pb/size) 6 1526/Merhanlcal 4 1670/Mec mical Max Uplift 6 713(LC 3) 4-781(LC 3) FORCES Qb) Max. Conp./Max. Ten: - All faces 250 (ib) or less except when shown. TOP CHORD 1-5-1325/652, 1-7-1074/502, 2-7-1074/502, 2-8-1U74/502, 3-8-1(1741502, 3-4-1397/690 WEBS 1-5=-710/1519, 2-5-1161/681, 3-5- 710/1519 NOTES 1) 2-ply Iruss to be connected together with 10d (0.131'k3') nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 ea Webs connected as follows: 2 X 4 -1 row at G-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 7-05; 129mph (3-second gust); TCDL-5.0psh BCDL-5.OpsY h=15rt; B=45N; L=248; eaw'^4ft•, CaL 11; Exp C; enclosed; MWFRS (all heights); ran0lever left and right exposed; Lumber DOLU1.60 plate grip DOW7.60 4) Provide adequate drainage to prevent water ponding. 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 or 20.Opsf on the bottom chord In all areas Mere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to gfrder(s) for truss t0 truss connections 8) Provide mechanical connection (by others) of truss to bearing plate capable of w ithstandng 713 lb uplift at joint 6 and 781 lb uplift at joint 4. 9) •Seml-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss yeas 1 44 = 214 II 7 2 e 5 . 10 4 6 3x8 = 2x4 II 2(4 II CSI TC 0.16 BC 0.14 WS 0.24 (Matrix-M) 10) Hanger(s) .,other connection device(s) shall be provided sufficient to support concentrated loed(s) 4371b down and 2901b up at 1-11-12, and 437 lb down and 290 Ile up at 3-11-12, and 437lb down and 290 lb up at 5-11-12 on top chord, and 440 Ib dawn and 1821b up at 1-11-12, and 4401b down and 182 lb up at 3-11-12, and 440 lb dorm and 1821b up at 5.11-12 on bottom chord The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 UNform Loads (pl9 Vert:1-3-60, 4-6-20 Concentrated Loads Ph) Vert: 5--440(F) 2-4377=-437 B-4379=440(F) 1g<-040(F) DEFL In (loc) Well Vd Vert(LL) -0.01 5 >999 360 Vert(TL) -0.02 5-6 >999 240 Horz(TL) -0.00 4 n/a n/a Wlnd(LL) 0.01 5 >999 240 PLATES GRIP MT20 2441190 Welght:1231b FT=10% Julius Lee =A-1 ROOF TRU55E5a aW„� AFLORIDACORPORATIDN: �vv, Scale -1:27.0 U LOADING (pq SPACING 2-0-9 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Inv NO BCDL 10.0 Code FRC2007/rP12007 LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEDS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except and verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Qbrsize) 6 3483/IA4echanicel 4 4106/Mechmical Max Uplift _ 6-1427(LC 3) 4 =71682(LC 3) FORCES Pb) Max. CompJMax. Ten. - A0 forces 250 (lb) or less except when shaven. TOPCHORD 1.6— 2322/1010,1-7-2047/851, 2-7.-20471851, 2-8-2047/851, 3-8— 2047/851, 3-4-2394/1048 WEBS 1-5— 1204/2695, 2-5-1112/663, 3-5-1204/2895 NOTES 1) 2-ply truss to be connected together with 10d (0.131'x3j nails as follows: Top chords connected as follows: 2 X 4 -1 raw at D-9-0 or 2 X 6 - 2 rows at 0-9-0 oc Bottom chords connected as follows: 2 X 6 - 2 rows at G-7-0 oa. Webs connected as follows: 2 X 4 -1 row at 0-9-D oa 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 7-05; 120mph (3-second gust); TCOL S.OpsY BCDL S.Opsf; h-15ft; B=45ft; L-24ft; eave=41t; CaL II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL. I.69 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 111.0 psf bottom chord live load nonconavent Wilt 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 tali by 2-0-0 wide will fit betvmen the bottom chord and any oiler 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 1427 Ill uplift at Joint 6 and 1682 ro uplift at joint 4. 9) 'Seml-rigid pits hbreaks with fixed heels' Member and fixity model was used In the analysis and design of this truss. 1 44 = ZA II 44 = 7 2 R 3 10 5 11 6x8 CSI TC 0.21 BC 0.41 WB 0.46 (Matrix-M) 10) Hanger(s) or other rronnectlon device(s) shall be provided sufficient to support concentrated load(s) 4371b down and 290 lb up at 1-11-12, and 437 Ib down and 290 Ib up at 3-11-12, and 437lb doom and 290 Ib up at 5-11-12 on lop chord, and 14341b doom and 54o Ib up at D-11-12, 1434 m down and 5401b up at 2-11-12, and 14341b dawn and 5401b up at 4-11-12, and 1411 Ib down and 5401b up at 7-2-12 on bottom chord. The designrselectionof such connection device(s) Is the responsibility of others LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pir) Vert: 1-3-60, 4-6--20 Concentrated Loads Qb) Van: 4-1411(B) 2=-037(Fj 7--437(F) 8= 437(F) 9— 1434(B) 10-1434(B) it-1434(B) DEFL In Qoc) Vden Ud VPA(LL) -0.02 5.6 >999 360 Ved(1L) -0.05 5.6 >999 240 Hom(TL) 0.09 4 n/a n/a Wind(LL) 0.02 5-6 >999 240 4 3x6 II PLATES GRIP MT20 244/190 Welght:123lb FT-10% Julius Lee = A-1 ROOF TRU55E5 AFLORIDA CORPORATION Scale =1:27.0 1 s� 4x6 = 1.5x4 II Scale o 1:14.5 7 2 8 3 LOADING (pc) SPACING 2-0-0 TCLL 20.D Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL D.0 ' Rep Stress Inv NO BCDL ' 10.0 Coda FRC2007fFP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except end verticals. BOTCHORD Rigid coifing directly applied or 10-041 oc bracing. REACTIONS Qb/size) 1 1149/0.8-0 (min. D-1-8) 4 943RMerhanical Max Harz 1 - 82(LC 7) Max Uplift 1 462(LC 7) 4 - �395(1_C 7) FORCES Qb) Max. Comp./Max. Ten. - All faces 250 Qb) or less except vMen shown. TOPCHORD 1-2-1414/551 BOT CHORD 1-9-53511263, 1-10=537/1265, 5.10= 537/1265, 5-11-571/1364, 11-12-571/1364, 4-12-571/1364 WEBS 2-5-36911071, 24— 1581/662 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsf; BCDL=S.Opsf; h-15fh 8=45ft; L-24g; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever felt and right exposed; Lumber D0L=1.60 plate grip D0Lo1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed far a 10.0 psf bottom chord five load noncencurrent 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 wig fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical cxahneclon (y others) of truss to bearing plate capable of withstanding 462lb uplift at Joint 1 and 395 lb uplift at Joint 4. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this Wss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 103 lb up at 3-10-0. and 21 Ito down and 70 Ib up at 5-0-12 on top chord, and 480 Ib down and 201 lb up at U-8-12, 480lb down and 201111 up at 2-8-12, 43 Ib down at 3-1043, and 480111 down and 201 16 up at 4-8-12, and 18 III down at 541-12 on bottom chord. The design/felection Of suc;connection device(s) Is the responsibility of CSI TC 0.24 BC 0.52 WB 0.34 (Matrix-M) 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase�1.25 Uniform Loads (pit) Vert: 1-2-60, 2,3-60, 1-4-20 Concentrated Loads Qb) Vert: 2-56(B) 5-36(B) 8= 21(B) 9-460(F) 10=460(F) 11=480(F) 12— 13(B) DEFL In Qoc) Udell Ud Vert(LL) -0.03 5.7 >999 360 VW(TL) -0.07 5.7 >999 240 Hort(TL) 0.01 4 n1a n/a Wind(LL) 0.04 5-7 >999 240 44 = PLATES GRIP MT20 244/190 Weight: 34111 FT-10% Julius Lee A-1 ROOF TRU55E5 wrem A FLORIDA CORPORATIONS 4x6 = Scale - J AP 4 axa H "" „ axO v Zx4 II LOADING (psf) SPACING 2-0-D CSI DEFL In (lee) Vdefl Ud PLATES GRIP TCLL 20.0 Plates increase 1.25 TC 0.46 Vert(LL) -0.05 10-19 >999 360 MT20 244/190 TCDL 10.a Lumber Increase 1.25 BC 0.47 Vert(TL) -0.12 10-19 >999 240 BCLL 0'0 ' Rep Stress Ina NO WB 0.61 Herz(TL) 0.03 15 n/a n/a BCDL 10.0 Code FRC2007/TPI2007 (Matrix-f,) Wind(LL) 0.061E-19 >999 240 WeighL-3641h Fi=10% LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied ar 5-10-10 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or IG-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,13-14. REACTIONS Qb/size) 2 - 2303/D-8-0 (min. 0-1-8) 15 = 9609/113-8 (mq. D-0.5.11) 11 6OW/03.8 (req. 0-&9) Max Horn 2 213(LC 7) Max Uplift 2 = -1036(LC 7) 15 = 3754(LC 7) 11 -2416(LC 7) Max Grav 2 = 2307(LC 11) 15 - 9609(LC 1) 11 - 6033(LC 1) FORCES (Ib) Marc Comp./Max. Ten - Ali forces 250 (Ib) or less except wfien shown TOPCHORD 2-3-51332041, 3-4 3985/1629, 4-5-16791674, 5-22-1390"0, 22-23-139013440, 6-23-139OM440, 644-8162040, 8-9-792/319, 9-11-1155/527 BOTCHORD 2-19— 197314712. 18-19-1973/4712, 17-18— 1598/3811, 16-17-1598/3811, 16-24-136/275, 24-25= 136275, 15-25-136275, 15-26-474217, 26-27=-474217, 14-27-474217, 14-28-46v214, 28-29— 462214, 13-29-462214 - WEBS 3-19-315/846. 3-18-11112/494. 4-18-1175/2899, 4-16-2661/1157, 5.16-1464/3809, 5-15-53672194, 6-15=-0606/1808, 6-8-830/287, 6.13=-446/1350, B-13-253810, 9-13— 21 BM79 NOTES 1) 2-ply truss to be connected together with 1 Od (0.13l'x3*) nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 00. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-5-0 oo. Webs connected as follows: 2 X 4 - 1 raw at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except If noted as front IF) or back (B) lace 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) 2 X 6 SYP No.2 bearing block 12' long at jl. 11 attached to each face with 3 rows of 10d (0.131'x3l nails spaced 3' o.c. 12 Total fasteners par block. Beading Is assumed to be SYP No.2. 4) Unbalanced roof five loads have been considered for this design. 5) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.OpsY BCOL S.Opsh, h=151Y 8=458; L=25R; eave=4fh Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; Lumber DOL-1.60 plate grip DOL-1.60 6) Provide adequate drainage to prevent water pending. 7) The solid section of the plate is required to be placed aver the splice fine at joint(s) 17. 8) Plate(s) at joint(s) 17 checked for a plus or minus 2 degree rotation about Its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconament with any other live loads. 10)' This truss has been designed for a five 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. 11) WARNING: Required bearing size at joint(s) 15 greater than Input bearing size. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1036 lb uplift at joint 2, 3754 lb upiifLat joint 15 and 2416 lb uplift at joint 11. 13) 'Semi -rigid plichbreaks with fixed heels' Member and fixity model was used In the analysis and design of this buss 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 923 lb down and 4051b up at 3-114, 1955 lb down and 838 lb up at 7-1-8. 1081 lb dam and 421 lb up at 9-0-12, 10271b down and 3931b up at 11-0-12, 1040Ib down and 3681b up at 13-0-12, 760 Ib down and 265 Ib up at 15.0-I Z 1506 lb down and 7231b up at 15-1-8, 714 Ib dawn and 2321b up at 17-9-12, 696 Ib down and 2281b up at 19-0-12 69811idown and Z31 Ib up at 21-D-12, 753Ib down and 254Ib up at 23-0.12, and 103E Ib down and 375Ib up at 25-2-4, and 34831b down and 14271b up at 25.2-4 on bell= chord. The design/selection of such wnnection devices) Is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase=1.25 Uniform Wads (plo Vert: 1-4-60, 4-6-60, 7-8-60, 8-9-60, 9-10-60, 2-11-20 Concentrated Wads (Ib) Vert:17-1081(B) 19= 923(F) 18-1955(8)11-4522(F-3483, 13-1038) 24-1027(B) 25-1040(B) 26-760(B) 27=-1506(F) 28=714(B) 29--696(8) 3D-698(B) 31--753(B) Julius Lee '96AIA1 ROOF �..�.mrK.. TRUSSEffis AR.ORIOA CORPORATION LOADING (psi() SPACING 2-D-O TCLL. 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Inv NO SCOL 10.0 Code FRC20071TP12007 LUMBER TOPCHORD 2X4SYPNa.2 BOT CHORD 2 X 4 SYP NO2 BRACING TOPCHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOTCHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS (Ibtsize) 3 68dMechanlcai 2 307/0-10-15 (min. 0-1-8) 4 18/Mectianical Max Hurz 2 126(LC 7) Max Uplift 3 e -54(LC 7) 2 --332(LC 7) Max Grav 3 = 68(LC 1) 2 307(LC 1) 4 48(LC 2) FORCES (Ib) Max. CanpJMax. Ten. - All forces 250 (Ib) a law except Men shown. TOPCHORD 2-8--448/406 BOTCHORD 2-9-419/439 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.DW; BCDL=5.OpsF h=15ft; 8.451t; LF24ft; eave=4fh Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; Lumber DOL i.60 plate grip DOL=1.60 2) This,truss has been designed for a 10.0 psf bottom chord live load nonconament with any other live loads. 3)' This truss has been designed for a live load of 20.epsf on the bottom chord In all areas where a rectangle 3-5-0 tall by 2-0-0 wide wi0 Tit betwearh the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mdrhaNcal connection (by others) of truss to bearing plate capable of withstanding 54lb uplift at Joint 3 and 332 Ile uplift at Joint 5. 6)'Seml-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) a other connection device(s) shall be provided suf0cient to support concentrated load(s) 27lb up at 1-4-8. and 27 lb up at 1-4-8 on top chord, and 281b up at 14-8, and 28 Ib up at 14-8 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C51 TC 0.46 BC 0.98 WB 0.00 (Matdx-M) LOAD CASE(S) Standard 1) Regular. Lumber inveasa=1.25, Plate Increase-1.25 Uniform Loads (fell) Vert: 1-3-60, 4-5= 20 Concentrated Loads (Ib) Vert: 8=53(F-27, 8=27) 8=55(F=20, 8=28) DEFL In Qoc) Well L/d Ved(LL) -0.01 4-7 >999 360 Vert(TL) 0.00 7 >999 240 Hm(TL) 0.00 2 n/a n/a Wind(LL) -0.1111 4-7 >999 240 PLATES GRIP MT20 244/190 Weight: 171b FT-10h Julius Lee •ah.Temamm. =A-1 ROOF TRU55Ers A FLORIDA CORPORATION ..ono. Scale = M&S 9 4 I 3.54 12 8 Tt 2 0' 10 0 3x4 = LOADING 4)s1) SPACING 2-D-0 Cg TCLL 20.0 Plates Increase 1.25 TC 0.46 TCDL 10.0 Lumber Increase 1.25 BC 0.15 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 BCDL 10.0 Code FRC2007/TP12097 (Matdx-M) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 5-5-0 oc pur ins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Qb/size) 3 116/Mechanical 2 360/0-11-11 (min. D-1-8) 4 56/Merhanlcel Max Harz 2 144(LC 7) Max Uplift 3 - -92(LC 7) 2 -049(LC 7) Max Grav 3 116(LC 1) 2 360(LC.1) 4 83(LC 2) FORCES Ph) Max. ComPJMax. Ten. - All forces 250 Pb) or less except when shown. TOPCHORD 2-8--357/171 BOTCHORD 2-10-184/333 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsf; BCDLUS.Opsh h=15ft; B=45R; L=24ft; eave=4it; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 tail by 2-0-0 vdde wig fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections 5) Provide mechanical ccTmectlon Pry others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3 and 349 lb uplift at joint S. 6)'Semi-rigid pltchbreaks 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) 27 lb up at 1-4-8, 27 lb up at 1-4-8. and 8 ib down and 64lb up at 4-2-8, and 8lb down and 64 lb up at 4-2-8 on top cord, and 28 lb up at 1d8, 28 lb up at 1d8. and 13 lb dawn at 4-2-8, and 13 lb down at 4-2-8 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1 ti LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-60, 4-5=-20 Concentrated Loads Pb) Vert: 8=53(F=27, B=27) 9= 14(F=-7, B-7) 10=55(F-28, 8=28) 11-27(F=-13, 8-13) DER. In Foci Udefl Ud Ven(LL) -0.02 4-7 >999 360 Vert(TL) -0.04 4-7 >999 240 HorL(IL) -0. to 2 n/a Na W IG-L)) 0.01 4-7 >999 240 9 Scale =1:15.5 3 11 4 PLATES GRIP MT20 2441190 Weight: 21 lb FT=10% Julius lee -A-1 ROOF TRU55E5 A FLORMA CORPORATION k..,.•,.... n,�. 1 LOADING (psf) SPACING 2-D-9 TOLL 20.0 Plates Increase 1.25 TOOL' 10.0 Lumber Increase 1.25 BOLL. 0.0 Rep Stress Ina NO BCDL 10.0 Code FRC2007/rP12007 LUMBER TOP CHORD 2 X 4 SW No.2 BOi CHORD 2X4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-D-9 cc purima BOTCHORD Rigid ceiling directly applied or 1040 no tracing. REACTIONS Qbrsize) 2 402/0-0-9 (min. 0.") 3 140/Mechaniral 6 60/Mechanical Max Horn 2 484(LC 7) Max Uplift 2-241(LC 7) 3-109(LC 7) Max Grav 2 402(LC 1) 3 140(LC 1) 6 107(LC 2) FORCES Qb) Max. Comp./Max. Ten, - All forces 250 Qb) or less except when shown. TOP CHORD' 2-10— 545/1 D3 DOT CHORD 2-12-202I630 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDLd.Opsl; BCDL=S.OpsF h=15ft; B=450; L=24ft; eave—Ilh Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; Lumber DOLn1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconanent with any other live loads. 3) • This toss has been designed for a live load of 20.Opsf on the bottom chord In all areas %fiere a rectangle 3-6-0 tall by 2-0-0 aide wig fit behwen the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (ry others) of toss to bearing plate capable of withstandng 241 lb uplift at joint 7 and 109 Ih uplift at joint 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this Was. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 49 lb up at 1-104, and 12lb dove and 72lb up at 337 on top chord, and 16 lb up at 1-10-1, and 17lb down at 36-7 on bottom chord The design/selection 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 (F) or back (6). CSI TO 0.32 BC 0.25 WB 0.00 (Matrix-M) LOAD CASE(S) Standard 1) Regula:Lumber Increase.1.25, Plate Increase-1.25 Uniform Loads (pf) Vert: 1-3= 60, 3-0— 20, 5-7�20 Concentrated Loads Qb) Vert: 10=49(F) 11-12(B) 12=12(F) 13-11(B) DEFL In Qoc) Udell Ud Vart(LL) -0.03 6-9 >999 360 Vert(rL) -0.09 G9 >768 2411 Horz(TL) 0.00 2 n/a n/a Wind(LL) 0.02 6-9 >999 240 PLATES GRIP MT20 244/190 Weight: 23 lb FT=10% Julius Lee r:,..aprruo. nde,a rV.. =A-1 ROOF TRUSSES AFLORIDA CORPORATION ..n....�,. „�� Scale-1:19.7 LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FRC2007/rP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2X4SYPNo2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-&0 oc bracing. REACTIONS (BVsize) 3 = 170/Mechanical 2 494/0-&9 (min. &1-8) 4 75/Mechanical Max Horz 2 = 189(LC 7) Max Uplift 3 =-131(LC 7) 2-276(LC 7) Max Grav, 3 = 170(LC 1) - 2 494(LC 1) 4 = 125(LC 2) FORCES Qb) Max. CompJMax. Ten. - A0 forces 250 (Ib) or less except Men shown. TOP CHORD 2-"28/236 BOTCHORD 2-10-375/961 NOTES 1) Wind: ASCE 7-95; 120mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsh h=15ft; B=45ft; Lp24@; eave=4ft; Cat. II; Exp C; enclosed; MWFfTS (ail heights); cantilever left and right exposed; Lumber DOL-1.60 plate grip DOL=1.6g 2) This truss has been designed for a 10.0 psi bottom chord rive load nonconanent 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-D wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131111 uplift at joint 3 and 276 Ib uplift at joint S. 6) 'Semi -rigid pltchbreaks with fixed heels' Member and fixity model was used In the analysis and design of this buss. 7) Hanger(s) or other connection device(s) shall be provided wf iclent to wn support concentrated load(s) 12111 daand 72 lb up at 3-8-7, and 30 lb dawn and 88111 up at 4-8-3 on tap chord, and 17lb down at 3-8-7, and 29 Ib down at 4-8-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). CSI TC 0.46 BC 0.35 we 0.00 (Matdx-NI) LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3= 60,4-5=-2g Concentrated Loads (Ib) Vert: 8=12(F) 9— 30(B) 10— 11(F) 11-19(B) DEFT. In floc) Well Ud Vert(LL) -0.05 4-7 >999 360 Ved(TL) -0.15 4-7 >518 240 Horz(TL) 0.01 2 n/a n/a Wind(LL) 0.04 4-7 >999 240 PLATES GRIP MT20 2441190 Weight: 24 ib Fr=10% -- Julius Lee 'diA_A-1 ROOF TRUSSES ua*.emR..,ey� AFLORIDA CORPORATION Scale =1:20.5 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Coda FRC2007frP12007 LUMBER TOPCHORD 2X4SYPN0.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOTCHORD Rigid miring directly applied a 10-0-0 oc bracing. REACTIONS. Qb(size) 4 = 122/Mechaniml 2 = 556/0-19-15 (min. 0.1-8) 5 351/Mechanical Max Herz 2 = . 210(LC 7) Max Uplift 4 -90(LC 7) 2-414(LC 7) 5 =-117(LC 7) FORCES Qb) Max. COMPAUtax. Ten. - A0 forces 250 Qb) or less except when shown. TOPCHORD' 2-11-7951251, 11-12-601/249. 3-12-7331241 BOTCHORD 2-14— 7261737, 14-15=-3261737, 7-15-326f737, 7-16=326f737, 6-16-326f737 WEBS 3.7=OIZ79, 3-6�806M.% NOTES 1) Wind: ASCE 7.05; 120mph (3-second gust); TCDL-5.Opsf; BCDL.5.Opsh h-151t; B--75ft; L241t; eave=4ft; Cat. II; Exp C; -dosed; MWFRS (all heights); 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) 'This truss has been designed for a live load of 20.0psf on the bottom chord In all areas Mere a rectangle 3-6-0 tall by 2-M wide WH fit between the bottom chord and arty other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (ry others) of truss to bearing plate capable of w9hslanding 90 lb uplift at joint 4.414 lb uplift at joint 8 and 117 lb uplift at joint S. 6)'Seml-rigid pitdrbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. CSI TC 0.46 BC 0.32 W B 0.28 (Matrix-q 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27lb up at 1-4-8. 27 lb up at 1-4-8, 81b dorm and 64111 up at 4-2-8, 8lb down and 641b up at 4-2-0, and 48 Ib doom and 95 lb up at 7-0-7, and 48 lb dovm and 95 lb up at 7-0-7 on top chord, and 28 Ib up al 1-4-8, 281b up at 1-4-8, 131b doom at 4-2-8, 131b doom at 4-2-8, and 35 lb dawn at 7-0-7, and 35lb doom at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face'of the truss are noted as front (F) or badc'(B). LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (piQ Vert: 1.4= 60, 5-8 — 20 Concentrated Loads Qb) Vert: 11=53(F-27, B=27) 12-14(F-7, B-7) 13-96(F_46, B=-48) 14-%(F-28, B=28) 15=-27(F— 13, B-13) 16-47(F-23, B-23) DEFT. In Qoc) Well Ud Vert(-L) -9.02 6-7 >999 360 Vert(TL) -0.97 6-7 >999 240 Horz(TL) 0.01 5 n/a n/a Wind(LL) 0.02 6-7 >999 240 PLATES GRIP LIT20 244f190 Wright: 42 lb FT=10% Julius Lee =A 1 ROOFtlenxn TRUSSES ynew A FLORIDA CORPORATION Scala =1:223 i LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BOLL a.0 Rep Stress Inv NO BCDL 10.0 . Code FRC2007/rPI2007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2X4SYPNo.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oo puriins. BOTCHORD Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS (Ihrslze) 4 151/MechanfcW 2 SOWIO-15 (min.0-1-8) 5 300/Mechanlcal Max Horz 2 196(LC 7) Max Uplift 4-116(LC 7) 2-397(LC 7) 5 -85(LC 7) FORCES (Ib) Max. Comp.(Max: Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-11-7251247, 11-12-7321248, 3-12-677/235 BOTCHORD 2-14-305/678, 14-15--305/678, 7-15-305/676, 7-16-30S/678, 6-15— 305r678 WEBS 3-6-724/325 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.Opsf; BCDL=5.0psf; h-15ft; B=45ft; L=2411; eave=411; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; Lumber DOLp1.60 plate grip DOL.1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconaarent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas Mere a rectangle 3-6-0 tall by 2-0-0 vdde 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 of withstanding 116 lb uplift at joint 4, 397lb uplift at joint 8 and 0.5 b gilt at joint S. 6) •Seml-dgfd pilrhbreaks with fixed heels' Member end fixity model was used In the analysts and design of this truss CS! TO 0.46 BC 0.37 WB 0.24 (Matrix -tit) 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27lb up at 1-4-9, 271b up at 1-4-9, B lb down and 64 lb up at 4-2-8, 8lb down and 641b up at 4-2-8, and 481b down and 951b up at 7-0-7. and 47lb down and 100 Ib up at 7-0-7 on top chord, and 28 lb up at 1-4-11„28 lb up at 1-4-9, 13 lb down at 4-2-8. 13 lb down at 4-2-0. and 35 lb dawn at 7-0-7. and 33 lb down at 7-0-7 on bottom chord. The dwignlselection of such connection device(s) Is the responsibi0ty of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) a bark (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 5-8— 20 Concentrated Loads (Ib) Vert: 11=53(F=27, B=27) 12�14(F-7, B-7) 13-95(F-48, B-47) 14=55(F-28, B=28) 15-27(F-13, B-13f 16— 51(F-23, B-27) DER. In ow) Vdell Vd Vert(LL) -0.02 B-7 >999 360 Veri(TL) -0.07 6-7 >999 240 Horz(TL) 0.01 5 n1a n/a Wlnd(LL) 0.02 6-7 >999 240 PLATES GRIP MT20 244/190 Weight: 39 lb FT=10% Jullus Lee 6#1A-1 ROOF ,.�.,>u.r��.,• TRU55E5' r,�s.yriwe AFLORIDA CORPORATION; Scale -120.9 3x4 = 1 4 3x4 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10A Code FRC2007/rP12007 LUMBER TOP CHORD 2 X 4 SYP Nd2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 Do purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 1 D-0-0 Do bracing. REACTIONS Qb/size) 4 = 20516-0-0 (min. 0-1-8) 3 = 205/6-0-0 (min. 0-1-8) Max Hoe 4 = -67(LC 9) Max Uplift 4 = -86(LC 9) 3 = -69(LC 9) FORCES (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.0psf; BCDL-5.0psf; h=151t; B=45ft; L=241t eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and GC Exterior(2) zone; cantilever left and right exposed ;C-C far members and faces & MWFRS far reactions shown; Lumber DOL-1.60 plate grip OOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord rive load noncencurrent with any other live loads. 5) • This truss has been designed far 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 edit fit between the bottom chord and any other members. 6) Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 86 lb uprift at Joint 4 and 69 fb uplift at )aint 3. 7)'Semi-rigid pitchbreaks with fixed heels• Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard CSI TG 0.41 BC 0.18 WB 0.00 (Matrix) 2 3x4 = 5.00112 DER In Qoc) Well L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(rL) 0.00 3 n/a n/a 3z4 1 3 PLATES GRIP MT20 244/190 Weight: 19 lb FT= 10% C Jullus Lee jilgA-1 ROOF �'1....ry.. TRU55E5 A FLORIDA CORPORATION Scale =1:13.2 1 LOADING (Psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FRC2007FrP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOTCHORD 2 X 4 SYP No,2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-12 oc puriins. BOTCHORD Rigid ceiring directly applied or 10-D 0 oc bracing. REACTIONS (Ibrsize) 2 F 24510-B-0 (min. 0-1-6) 3 I I/Mechanicel 6-5/Mechanlcal Max Horz 2 = 100(LC 9) Max Uplift , 2 224(LC 9) 3 -11(LC 6) 6 -5(LC 1) Max Grav 2 245(LC 1) 3 29(LC 7) 6 35(LC 9) FORCES (ib) Max. CompdMax. Ten. - A0 forces 250 (Ib) or less except when shwm. TOPCHORD 2-3— 970/170 BOTCHORD 2-6- 180/386 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL-S.Cpsf; BCDL=S.Opsf; h-15fY B=45ft; L-24ft; eave=411; Cat II; Fxp C; endosed; MWFRS (all heights) and GC Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 1-742 zone; cantilever left and right exposed ;C-C for members and forces a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.69 2) This truss has been designed for a 10.0 Jost bottom chord rive load nonconwrrent 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 3-641 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 224lb uplift at joint 7, 11 lb uplift at joint 3 and 5 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. CS! OEFL in (too) I/deft Ud TC 0.32 Vert(LL) 0.00 9 >999 360 BC 0.07 Vert(rL) 0.00 9 >999 240 WB 0.00 Hoa(rL) 0.00 2 n/a n/a (Matrix-M) Wind(LL) -0.00 9 >999 240 PLATES GRIP MT20 244/190 Weight: 9lb Fr-10% Julius Lee MA-1 ROOF TRUSSES AFLORIOA CORPORATION Stele-1:10.7 LOAD CASE(S) Standard r e 1 LOADING (psf) SPACING 2-D-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 - Lumber Increase 1.25 BCLL 0.D ' Rep Stress Ina YES BCDL 10.0 Code FRC2007/TPI20(T7 LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP N0.2 BRACING TOPCHORD Structural wood sheathing directly applied or 3-0-9 oc pudins. BOTCHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS Qb/size) 3 57/Mechanicai 2 27910-8-0 (min. (1-1-8) 4 22lMechanical Max Horz 2 127(LC 9) Max Uplift 3 = -30(LC 9) 2-293(-C 9) Max Gram 3 57(LC 1) 2 = 279(LC 1) 4 = 43(LC 2) FORCES Qb) Max. COmpJMax. Ten. - All forces 250 Qb) or less except whan showm. TOPCHORD 2-3= 444/107 BOTCHORD 24-1041443 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.Dpsf; BCDLF5.Opsf; h-15ft; B=45ft; L=248; eave=411; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 2-114 zone; cantilever left and right exposed ;C43 for members and forces A 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 nonconwnent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsr on the bottom chord In all areas wfiere a rectangle 3-6-0 tall by 2-0-0 wide will of between the bottom chord and any other members. 4) Rarer to girder(s) for truss to truss connections. 5) Provide mechanical connection (ry others) or truss to bearing plate capable of withstanding 38 lb uplift at joint a and 203 lb uplift at Joint S. 6)'Seml-rigid pitchbreaks with fixed heels' Member and fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 1 c CS! DEFL in Qoc) Vdea Ud TO 0.32 Veri(LL) -0.00 7 >999 960 BC 0.07 Veri(TL) -0.00 4-7 >999 240 WB 0.00 H=(TL) 0.00 2 n/a We (Matrix-M) Wind(LL) 0.00 7 >999 240 PLATES GRIP MT20 2441160 Weight: 13 lb FT-10% Julius Lea :eh�av bfrce� A#I A-1 ROOF TRUSSES A FLORIDA CORPORATION Scale =1:13.8 0 LOADING (ps1) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FRC2007/TPI2007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOTCHORD 2X4SYPNo.2 BRACING TOPCHORD Structural wood sheathing directly applied or 3-10-6 oc puriins. BOTCHORD Rigid calling direc0y, applied or 10-0-0 oc bracing. REACTIONS (ih(sixe) 3 61/Mechanlml 2 315/04/0 (min. 0-1-8) 4 33/Mechanlcal Max Hum 2 146(LC 8) Max Uplift 3 -59(LC 8) 2-207(LC 8) Max Grav 3 at(LC 1) 2 315(LC 1) 4 58(LC 2) FORCES Qb) Max. Canp-/Max. Ten. - All faces 250 Ph) a less except Men shown. TOPCHORD 2-.3--423/120 BOTCHORD 2-4-270/397 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TC0L=5.0psf; BCDL.5.Opsf; h-1511; B=45It; L=24rh eave-41t; Cat. II; Exp C; enclosed; MWFRS (all heights) and'C-C Fxlerior(2)-2-0.11 to 0-7-13, Interior(1) 0-7-13 to 3-9-12 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shovm; Lumber D0L=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord rive load fnoncomamem v41h any other live loads. 3) • This truss has been designed for a rive 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 59lb uplift at Joint 3 and 207lb uplift at joint 5. 6) "Semi-rlyld pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard CSI I DEFL In Qoc) Wall Ud TC 0.32 Ved(LL) -0.00 4-7 >999 360 BC 0.09 Ved(TL) -0.01 4-7 >999 240 WR 0.00 Horz(TL) -0.09 3 n/a n/a (Matdx-M) Wind(LL) 0.01 4-7 >999 240 PLATES GRIP MT20 244/190 Weight 15 lb FT. 10/ Julius Lee =A-1 ROOF TRU55E5 h < A FLORIDA CORPORATION Srale:3W-1' r / 1 LOADING (pst) SPACING 2-0-0 TOLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL OA' Rep Stress lncrYES BCDL 10.0 Cade FRC20071TP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 SOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Qbrsize) 2 394/0-8-0 (min. 0-1-B) 3 72/Mechanlcal 6 31IMechanical Max Harz 2 . _ 134(LC 6) Max Uplift 2-209(LC 9) 3 = -54" 9) Max Grav 2' = 304(LC 1) 3 72(LC 1) . 6 = 57(LC 2) FORCES Pb) Max. Conp-/Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-10--616/55 BOTCHORD 2-6=-46/571 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDIF5.Opsf; BCDLF5.0psY h=1511; B=451t; IF24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Comer(3)-2-0-10 to 2-2-4. Exterlor(2) 2-2-4 to 3-7-11 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL 11.60 2) This truss has been designed for a 10.0 psf bottom chord rive load noncancurrent with any other live loads. 3) 8 This truss has been designed for a five load of 2(1 on the bottom chord In all areas where a rectangle 3-B-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to gfrder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of W Il standing 2091b uplift at Joint 7 and 54 Ib uplift at Joint 3. 6) "Semi -rigid pitchbreaks vnth fixed heels' Member end fixity model was used In the analysis and design of this truss. CS! DEFL In Qoo) 1///dell Ud TC 0.511 Vert(LL) -o.00 6-9 999 360 BC 0.11 Vert(rL) -0.01 6-9 >999 240 WB 0'01 Hoa(rL) 0.00 2 n/a n/a (Matrix-M) Wlnd(LL) 0.00 6-9 >999 240 PLATES GRIP MT20 244/190 Weight: 15111 FT-10/ =- Julius Lee �= A 1 ROOF TRU55E5 A FLORIDA CORPORATION Scale =1:14.5 LOAD CASE(S) Standard 1 LOADING (psi) SPACING 2-D-D TCLL 2U.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FRC2007IT1,I2007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-5 Do, pudins. BOTCHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. REACTIONS Qb/size) 2 = 326/0-8-0 (min. U-1-8) 3 SO/Mechanical 6 39/Merhanical Max Harz 2 154(LC 9) Max Uplift 2 = 20B(LC 9) 3 = -70(LC 9) Max Grav 2 326(LC 1) 3 90(LC 1) fi 69(LC 2) FORCES (Ib) Max. CompJMax. Ten. - All faces 250 (Ib) a less except when shown. TOPCHORD 2-3= 409/175 BOT CHORD 2-6---350/375 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsf; BCDL�5.Opsf; h=151h B=45ft; U24ft; eave=4ft; Cat. II; Fxp C; enclosed; MWFRS (all heights) and C-C Extedor(2)-2-D-11 to 0-7-13, Interior(]) 0-7-13 to 4-2-5 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcu ent with any otter 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 beating plate capable of vAthstanding 208 lb uplift at joint 7 and 70 lb uplift at Joint 3. 6) •Seml-rigid pitdrtreaks wigs fixed heels' Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard CS! DEFL in Qoc) Uden L/d TC 0.32 Ved(LL) -0.01 6-9 >999 360 BC 0.09 Ved(TL) -0.02 6-9 >999 240 WB 0.00 1-1=01) -0.00 3 n/a n/a (Matfix-fd) Wind(LL) 0.01 69 >999 240 PLATES GRIP MT20 244/190 Weight: 16 lb FT=10% Julius Lee A-1 ROOF TRU55E5 A FLORIDA CORPORATION, Scale =1:16.6 Scale =122.8 U LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.44 OEFL In (lac) VdeO Ud PLATES GRIP TCOL 10.0 BCLL ' Lumber Increase 1.25 BC 0.27 Vert(LL) -0.05 4-7 >999 Vert(TL) -0.14 4-7 >587 360 240 MT20 2441190 0.0 BCDL 10.0 Rep Stress IncrYES Code FRC2007fFPI2007 WB 000 Horz(TL) -0.00 3 n/a n/a (Matrix-M) Wind(LL) 0.07 4-7 >999 240 Weight: 25 lb FT=10% LUMBER TOPCHORD 2 X 4 SYP No.2 " BOT CHORD 2 X 4 SYP N0.2 BRACING TOPCHORD Structural wood sheathing directly applied or 5-0-D oc purilns. BOTCHORD Rigid ceiling diiectly applied a 1D-0-0 oc bracing. REACTIONS Qbrsize) ' 3 155/Mechanical 2 462/0-8-0 (min. 0.1-8) 4 61/Mec hanical Max Horz 2 - 211(LC 9) Max Uplift 3 =-121(LC 9) 2-245(LC 9) " Max Giav 3 155(LC 1) 2 = 462(LC 1) 4 = 106(LC 2) FORCES go) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shorn. TOPCHORD 2-8— 761/683 BOTCHORD 2-4-1 DBM79 NOTES 1) Wind: ASCE 7-05; 120mph.(3-second gust); TCDL=S.Opsf; BCDLF5.Opsf; h-151h B--45ft; L=24fY eave=4fl; Cat. II; Exp C; enclosed; MWFRS (all heights) and G-C Extedor(2)-2-0-11 to 0-7-13, Interim(1) 0-7-13 to 6-11-4 = Julius lee zone; cantilever left and right exposed ;GC for members and forces Ik MWFRS for reactions shown; Lumber D0Ln1.60 plate grip D0L,1.60 S 2) This truss has been designed for a 10.0 psf bottom chord five load = A-� ROOF OF nonconcurrentwithany other live foods. 3) • This truss has been designed la a live load of 20.Opsf on the bottom chord —TRUSSES In all areas v4here a rectangle 3-6-0 tall by 2-0-0 vide will fit beh"m the A FLORIDA CORPORATION bottom chord and any other members. "^°'•'^" "' 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of from to bearing plate capable of withstanding 121 lb uplift at Joint 3 and 245 lb uplift at Joint 5. 6)'Seml-rigid pitchbreaks with fixed heels• Member end fixity model ms used In the analysis and design of 0his truss. LOAD CASE(S) Standard t n LOADING (psQ SPACING 2-0.0 TOLL 20.D Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.a ' Rep Stress IncrYES BCDL 10.0 Code FRC2007/TPI2007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing direc0y applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or ID-D-O oc bracing. REACTIONS ph(size) ' 3 = 140/Mechanical 2 430/0-&0 (min. 0.1-8) 4 56IM-hanical Max Horz 2 - 197(LC 9) Max Uplift 3 --109(LC 9) 2-236(LC 9) Max Grav 3 - 140(LC 1) 2 - 430(LC 1) 4 96(LC 2) FORCES Qb) Max. CompJMax. Ten. - An forces 250 Qb) or less except when shown. TOP CHORD 2-8-5BBr572 BOT CHORD 2-4-829/719 NOTES 1) Wind: ASCE7-05; 120mph (3-second gust); TCDLr.5.OpsF BCDL-5.0psf; h=15ft; B=45B; L 248; eave=41t; Cat. II; Fxp C; enclosed; MWFRS (all heights) and GC Fxtedw(2)-2-0-11 to 0-7-13, Interior(1) 0.7-13 to &3-4 zone; cantilever left and right exposed ;GC 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 five load nonconaarent wilh any other live loads 3)' This truss has been designed for a rive load of 20.0psf on the bottom chord In all areas Mere a rectangle 3-6-0 tall by 2-0.0 wide wig fit betmen the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connec0on (bry others) of truss to bearing plate capable of withstanding 109lb uplift at joint 3 and 236 Ib uplift at joint 5. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end ff dty model was used In the analysis and design of this truss. LOAD CASE(S) Standard 4 •- t CSI I DEFL In Qoc) I/delI Vd TO 0.37 Vert(LL) -0.03 4-7 >999 360 BC 0.21 Vert(TL) -0.10 4.7 >790 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix-M) Wind(LL) 0.05 4-7 >999 240 PLATES GRIP MT20 244/190 Weight: 23 lb Fr. 10% Julius Lee 6#1A-1 ROOF TRU55E6 •�� • ••• rcnnR•Mv„ •f A FLORIDA CORP011ATON •� �_• � � mn Scale-1:21.4 LOADING(psi) SPACING 2-0.0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FRC2007/rPI2007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP N0.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6." oc pur ins, except end verlfals. BOTCHORD Rigid ailing directly applied or 10-0-0 oc bracing. REACTIONS QbYsize) 1 = 376/0-8-0 (min. 0.1-8) 4 442/Mechadca1 Max Horz 1 130(LC 7) Max Uplift 1 = -119(LC 7) 4-196(LC 7) FORCES Pb) Max. COMP./Max. Ten. - All faces 25D (Ih) or less except when shown. TOP CHORD 1-2= 631/188 BOT CHORD 1-8— 256/568, 5-8— 256/568, S.9-256/568, 4-9-256/566 WEBS 2-5-91/351, 2-4= 646/291 NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCOL=5.0psh BCDL-5.Opsf; h-15ft; B=45ft; L=24ft; eave=4fl; Cat. II; Exp C; enclosed; MWFRS (all heights); 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 lad nonconcumenl with any other live loads. 3) • This truss has bean designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 vdde 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 Wthstanding 119Ib uplift aljoint 1 and 195 roupfi8 at Joint 4. 6)'Semi-rigid pitdhbreaks 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) 113 lb down and 48 lb up at 2-4-12. and 212lb down and 79 lb up at 4-0-12 an bottom chord. The designtselection o1 such connection device(s)Js the responsibility of others. 8) In the LOAD CASE(S) section, lads applied to the lace of the truss are noted as front (F) or back (8). 1.Sx4 11 Sale =1:211.2 3 _ 3x4 = 44 = C51 OEFL In Qac) Well Ud TC 0.07 Vert(LL) -0.01 5-7 999 380 BC 0.17 Vert(FL) -0.02 5-7 >999 240 WB 0.13 Horz(TL) 0.00 4 n/a n/a (Matdx-t4) Wind(LL) 0.01 5-7 >999 240 LOAD CASE(S) Standard 1) Regular. Lumber Inaease=1.25, Plate Increase=1.25 UNfann Loads (pIl) Vert: 1-3= 60, 1-0= 20 Concentrated Loads (Ib) Vert: 8-113(F) 9— 212(F) PLATES GRIP MT20 2441190 Weight: 34 lb FT=10% j Julius Lee 6#A-1 ROOF r... -TRU55E5 ev:,naxen n AfLORIDA CORPORATION I LOADING (psi) SPACING 2-0-0 TOLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Cade FRC2007/rP12007 LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP N0.2 - WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc pudins. BOT CHORD Rigid calling directly applied or 9-1-14 oc bracing. REACTIONS Qb/size) 7 = 76710-7-0 (min. 0-1-8) 2 91310-8-0 (min. 0-1-8) Max Horz 2 = 82(LC 6) Max Uplift 7 =-298(LC 7) 2 453(LC 7) FORCES (Ib) Max. CompdMax. Ten. - A0 forces 250 (Ib) or less except vfien shown. TOPCHORD 2-3— 1475/563, 3-4-1375/b72, 4-5-1263/541, 56--7357/588, 0.7a1468/577 - BOTCHORD 2-10= 4fi1/1313, 10.17-438/1242, 9.17=-438/1242, 9-18=-039/1248, 8-18� 439/1248, 7-8--476/1306 NOTES. 1) Unbalanced roof rive loads have been ionsldemcl for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL.S.(Ipsf; BCDL=S.Opsf, h=15ft; B=45N; L--24@; eave=oft, Cat. II; Exp C; enclosed; MWFRS (all heights); cardilever left and right exposed; Lumber DOLa1.60 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 nonwnc went with any other live Icads. 5) • This truss has been designed for a five load of 20.0psf on the bottom chord In all areas "here 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 298lb uplift at joint 11 and 453 lb uplift at joint 14. 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) 120 lb down and 132lb up at 4-4-0. 150 lb dawn and 143 lb up at 5-10-0, and 110 lb down and 142 lb up at 6-10-0, and 120 lb dawn and 122 lb up at B-4-0 w top chord, and 67 lb down at 4-4-0. 85 lb down at 5-10-0, and 65 lb down at 6-10.0, and 67lb down at 8-40 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). r FfipTruss ID:?54)ti skoa eroa r�k i.o-o 134 F,2 44 - 44 - 4 5 CSI I DEFL in (loc) Well Vd a.. TC Vert(LL) -0.03 9 >999 360 BC 0.35 Vert(TL) -0.07 9-10 >999 240 WB 0.05 Horz(rL) 0.03 7 n/a n/a (Matrix-M) Wind(LL) o.D4 9 >999 240 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase.1.25 Uniform Loads (pill Vert: 1-3= 60, 3-4-60, 4-5= 60, 5-6-60, 6-7r60, 1 t-14=-20 Concentrated Loads (Ib) Vert: 3— 80(F) 4-110(F) 5-1 10(F) 6= 60 fl 10= 40(F) 8_-40(9 17-55(F) 18-55(F) 3x4 = PLATES GRIP MT20 2441190 Weight 59 lb FT=10% Julius Lee A&A 1 ROOF =TRU55E5w • ••• AFLORIDA CORPORATION Scale-1:19.5 LOADING (pst) SPACING 2-0-0 TOLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FRC2007RPI2007 LUMBER TOP CHORD 2 X 4 SYP Ne.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SLIDER BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 5 445/Mechaniwl 2 61SM-13-0 (min. 0.1-9) Max Horz Uplift Max:�(LG 9) 5 =-164(LC 9) 2-330(LC 9) FORCES (Ib) Max. CompJMax. Ten. - All forces 250 Vb) or less except when shown. TOP CHORD - -- -- — - 2-14-634/357, 3-14-564/369, 3-15-564/392, 15-16-566/3B2, 4-16-5801381, 4S-26Br0 BOTCHORD 2-6-459n14, 5-6=-2SN21 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05; 120mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15f5 B=451Y L=24ft; eave=oft; Cat. II; Fxp C; enclosed; MWFRS (all heights) and C-C Exterior(2)-2-0-11 to 0.7-13, Intedur(1) D-7-13 to 6-4-0, Extedor(2) 6-4-0 to 9-4-0 zone; cantilever left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a I o.0 psf bell= chord rive lead nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-" tali by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to (irders) for truss to truss oannectlem, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at Joint 7 and 330 lb uplift at Joint 11. 7) "Semi -rigid pltdfbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard CSI TC 0.32 BC 0.23 W B 0.07 (Matrix-M) 40 = 3 DEFL in (lec) Well Ud Vert(LL) -0.02 6-13 >999 360 Ved(TL) -0.06 6-13 >999 240 Horz(TL) 0.01 5 n/a n/a Wind(LL) 0.03 6-9 >999 240 3x6 11 PLATES GRIP MT20 2441190 Weight: 46 lb FT-10% =- Julius Lea =A-1 ROOF TRUSSES u• rcUtkTveYkfW'J A FLORIDA CORPORATION k�,,,,„•,,,,, Scale-1:21.5 4x4 - Scale =121.6 2 3x4 = 5 1.5x4 II LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.D Code FRC2007frPI2097 LUMBER TOP CHORD. 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SLIDER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOTCHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS Obfsize) 1 500/Mechaniral 4 460[Mechanical Max Horz 1 = 75(LC 8) Max Uplift 1-191(LC 9) 4 =-172(LC 9) FORCES Pb) Max. Cwp-1Max. Ten. - All forces 250 Pb) or less except when show. TOP -CHORD 1-13— 878/600, 13-14-617/380. 2-14— 6101400. 2-15-5101412,15-16= 6141401. 3-16=-656/401, 3-4— 373J102 BOT CHORD 1-5— 752/1057, 4-5-302J563 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05; 120mph (3-sewnd gust); TCDIF5.Ops1; BCDIP5.Cps1; h-15ft; B=45ft; Lm24ft; eave=41Y Cal. 11; Exp C; enclosed; MWFRS (ad] heights) and OC Exledor(2) 0-40 to 3-0-0, Interior(l) 3-0-0 to 6-4-0, Fxderior(2) 6-4-0 to 9-4-0 zone; cantilever left and right exposed;C-C for members and forces JL MWFRS for reactions show; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord five load noncencunent with any other live loads 4) • This truss has been designed for a live load of 20.0psr on the bottom chord In all areas Mere a rectangle 3-6-0 tall by 2-0-0 wide vri0 tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss cennec6ons. 6) Provide mechanical connection Pry others) of truss to bearing plate capable of withstanding 191 lb uplift at Joint 6 and 172 lb uplift at joint 9. 7) •Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss LOAD CASE(S) Standard C51 DEFL in Poc) Udell Ud TC 0.28 Vert(LL) -0.03 5-11>999 350 BC 0.25 Vert(iL) -0.07 5.8 >999 240 WB O.OB Horz(TL) 0.01 4 n/a n/a (Mahix-M) Wind(l) 9.04 5-11 >999 240 3x6 4, PLATES GRIP MT20 2441190 Weight: 43 113 FT-10% Julius Lee =A-1 ROOF TRU55E5 eammeeveynew AFLORIDACORPORAMON 3 LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Inv YES BCOL 10.o Code FRC2007/rP12007 LUMBER TOP CHORD 2 X 4 SYP N0.2 BOTCHORD 2 X 4 SYP No.2 WEBS 2X4SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-0.0 oc pudins, except and verticals. - BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. REACTIONS •Vbfsize) 3 e 45/2-0-0 (min. U-1-8) Max Hoa 45IR0-0 (min. 0-1-8) 3 = -24(LC 9) Max Uplift 3 = I -22(LC 9) 2 -12(LC 9) FORCES Q6) Max_Cemp./Mox. Ten. _All forces 259.Qb). or less -except when shown. - NOTES 1) Wind: ASCE 7-05; 120mph (3-second gust); TCDL.5.0psh'BCDL=S.0psF h=15ft; B=4511; LF24ft; eave.tlt; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces li MWFRS far reactions shown; Lumber DOL=1.60 plate grip DOLU1.60 2) Gable requires conOnuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chard rive load nonconc ment with any other live loads. 4) • This truss has been designed for a live load of 20.0psf an 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 (ry others) of truss to bearing plate capable of withstanding 22Ito uplift at joint 3 and 12 In uplift at Joint 2. 6) "Semi -rigid pits hbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASES) Standard 46 = CSI TC 0.02 BC 0.01 WB 0.00 (Matrix) 2A DEFL In Qoc) Udell Vd Vert(LL) n/a - n/a 999 V-t(TL) n/a - n/a 999 Hoa(TL) 0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight 5lb FT=10% Julius Lee A-A-1 ROOF =TRU55E5 A FLORIDA CORPORATION Scala a 1.7.7 h i r LOADING (psf) SPACING 2-0-0 TCLL 20,0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FRC2007/rP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2X4SYPNo,3 BRACING TOPCHORD Structural wood sheathing directly applied or 4-M oc purilns, except end verticals BOTCHORD Rigid ceiling directly applied or 1D-0-D oc bracing. REACNONS Qbrsize) 3 125/4.0-0 (min. 0-1-8) 2 = 125/4-0-0 (min. 0-1-8) Max Horz 3 = p -65Q_C 9) Max uplift 3 = -61(LC 9) 2 = -34(LC 9) FORCES Ph) Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- — - - - - - - 4) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsh BCDL=S.Opsf; h=151t; B=45ft; L=24ft; eave=41; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) Gable requires continuous halt= chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord rive load nonconcurrent With any other live loads. 4) • This truss has been designed for a live load of 20.Opsi on the bottom chord In all areas Mars a rectangle 3-6-0 tall by 2-0-0 vAde will fit between the bottom chord and any other members. 5) Provide mechanical connection (ry others) of from to bearing plate capable of withstanding 61 lb upff t at joint 3 and 34 Ib uplift at Joint 2. 6)'Semi-dgld pitchbreaks with fixed heels' Member and fixity model Was used In the analysis and design of this buss LOAD CASE(S) Standard L5x4 II Stale =1:124 3 1.50 11 N4 CSI I DEFIL in Qoc) Well Ud TC 0.17 Vert(LL) We n/a 999 BC D.06 Ved(TL) n/a n1a 999 WB 0.00 H—(rL) 0.00 2 n/a We (Mabtx) PLATES GRIP MT20 2441190 Weight: 131h FT-10h Julius Lea =A-1 ROOF TRUSSES AFLORIDA CORPORATION � S , 3 2x4 ' 1.5x4 II LOADING (psi TCLL 20.0 TCLL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Inv YES Code FRC2007/1PI2007 CSI TC 0.47 BC 0.24 WB 0.00 (Matrix) DEFL In (loc) Wall Vd Vert(LL) Na - Na 999 Vert(TL) Na - Na 999 Horz(TL) 0.00 Na Na LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing drectly applied or 6-0-0 oc pudins, except end verticals. - BOTCHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS Qb/slze) 1 20516-0-0 (min. 0-1.6) 3 = 20516-0-0 (min. 0-1-0) Max Horz 1 - 107(LC 9) Max Uplift 1 = -55(LC 9) 3 =-100(LC 9) FORCES Qb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOPCHORD 2-3_ 154/265- NOTES 1) Wind: ASCE 7-05; 120mph (3-secand gust); TCDL=5.Opsf; BCDL=5.0ps1; h=15ft; B--15ft; L=241l; eave=oft; Cal, 11; Exp C; enclosed; MWFRS (all heights) and C-C Extedor(2) 0-8-12 to 3-0-12, Intedor(1) 3-B-12 to 5-10-4 zone; r Illever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO61.60 2) Gable requires continuous bottom chord bearing. 3) This from has been designed for a 10.0 psi bottom chord Five load nonwnc ment 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-D-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 withstandng 551b uplift at joint 1 and 100 lb uplift at Joint 3. 5) "Semi -rigid pilchbreaks with fixed heels" Member and fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 20 lb FT=10% Julius Lee �A-1 ROOF = TRU55E5 AFLORIDACORPORA7ION Shale-1:17.5 LOADING (pst) SPACING 2-0-0 TCLL 20.0 - Plates Increase 1.25 TCDL 10.0 Lumber Increase 1,25 BCLL 0.0 ' Rep Stress Ina YES SCDL 10.0 Code FRC20D7/TPI2007 LUMBER TOP CHORD 2 X4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP 1,10.3 BRACING TOPCHORD Structural wood sheathing directly applied or B-0-0 oc puriins, except end verticals. BOTCHORD Rigid calling directly applied or 10-60 oc bracing. RFACRONS Qbrsize) 1 = 9i/8-0-0 (min. 0-1-8) 4 e 121/8-0-0 (min. 0-1-8) 5 35BIB-0-0 (min. 0.1-8) Max Horz 1 149(LC 9) Max Uplift 4 -59(LC 9) 5-174(LC 9) FORCES (Ib) Ma,cCompJMax. Ten. -AII forces 250 Qb) or less-exceptwfien shown. ' WEBS 2-5-261Y368 NOTES 1) Wind; ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsf; BCDLF5.OpsF h=1511; B=45ft; L.24tt; eav-41t; Cal. II; Exp C; enclosed; MWFRS (all heights) and G-C Ewtedw(2) D-8.12 to 4-11-0, Interior(1) 4-0-0 to 7-164 zone; cantilever left and right exposed;C=C for members and faces & MWFRS for reactions shown; Lumber DOIa1.60 pate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This from has been designed for a 10.0 psi bottom chord rive load nonconwnent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsi on the bottom chord In all areas Mare 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 pate capable of withstanding 59 lb uplift at Joint 4 and 174lb uplift at Joint 5. 6) Seml-rigid pitchbreaks with fixed heels Member and fixity model was used In the analysis and design of this from LOAD CASE(S) Standard 1.5x4 11 3 5 4 2x4 % t.Sz4 II 1.Sx4 II GS1 DER in Owl I/dell Ud TC 0.ifi Vert(LL) We We 999 BC 0.09 Vert(fl-) Na Na 999 WB 0.09 Horz(TL) 0.00 n/a n/a (Matrix) PLATES GRIP MT20 244/190 Weight: 29 lb FT=10% Julius Lee gm-1 ROOF b110X `mI TRUSSER AFLORIDA CORPORATION Scale =1:22.3 0 LOADING (psq SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL Imo Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FRC2007frP12007 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid miring directly applied or 1D-0-0 oc tracing. REACTIONS Qlysize) 1 = 102/4-0-0 (min. 0-1-6) 3 10214-0-0 (m1n. G-") Max Horz 1 16(LC 6) Max Uplift 1 _ -39(LC 9) 3 = -39(LC 9) FORCES Qb) Max. Comp./Max. Ten. - A0 forces 250 (Ib) or less except when shown. NOTES - -- - 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL-5.Opsh BCOL-5.Opsf; h-1511; B--450; L=240; eave=4ft; CaL 11; Exp C; enclosed; MWFRS (ail heights) and C-C Fxtedor(2) Zone; canNever left and Tight exposed ;GC for members and farces & MWFRS for reactions shoarq 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 rive load nonconament 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 tail by 2-D-O wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) e1 truss to bearing plate capable or withstanding 39 lb uplift at )Tint 1 and 39 lb uplift at joint 3. 7)'Seml-rigid pitchtreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss LOAD CASE(S) Standard 2x4 i 5.D0 V2 CSI TC 0.04 BC 0.06 WB 0.00 (Matrix) 3x4 - 2 9c4 C veen(LL) Na In n�) Well Ud 99 vert(I-L) Na - n/a 999 Horz(fl.) -0.00 3 nta n/a 3 PLATES GRIP Mr20 2441190 Weight: 10 lb FT=10% Jullut Lea AITRUSSES A 1 ROOF ��• A FLORIDA CORPORATION Scale -1,.7.6 a 2x4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.1, Lumber Inveasa 1.25 0CLL . 0.0 • Rep Stress Ina YES BCDL 10.0 Code FRC20071TPI2007 LUMBER TOP CHORD 2 X 4 SYP Ne.2 ROT CHORD 2 X 4 SYP No.2 BRACING TOPCHORD structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. REACRONS Qbfsiza) 1 26241-D-0 (min. 0-1-8) 3 262/8-0-0 (min. 0-1-6) Max Herz 1 = 40(LC 8) Max Uplift 1 -99(LC 9) 3 = -99(LC 9) FORCES Qb) Max. CompJMax. Ten. - Ali forces 250 Qb) or less except wfien shown. TOP CHORD 1.2— 28.9/351, 2-3— 20MSI BOTCHORD 1-3-2571236 -- - - - - NOTES 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsf; BCDLFS.Opsh h=1511; B=15fl; LU24ft; eave=4(t; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C-C Fxtedw(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shorn; Lumber DOLs.1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chwd bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconarnent 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 vihere a rectangle 3.6-0 tall by 2-0-0 wide will fit belw9en the bottwn chord and any other members. 6) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 1 and 991b uplift at joint 3. 71'Semi-rigid pitrhbreaks with fixed heals" Member end fixity model cares used In the analysis and design of this truss. LOAD CASES) Standard 3x4 — Stale-1:13.9 2 2x4-, CSI DEFL in Qec) Ildell Vd TC 0.21 PLATES GRIP BC 0.42 v��) Na - Na 999 MT20 244/190 WB 0.00 YerNa - Na 999 (Matrix) Hwzffl-(TL) -0.00 3 Na Na Weight: 23 lb FT=10% Julius Lee 64MA-1 ROOF TRUSSES A FLORIDA CORPORATION 4x4 = 2 4 3x4 1.Sx4 II $4C tto-r LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL - ox Rep Stress Ina YES BCDL 10.0 Code FRC20071TPi2007 LUMBER TOPCHORD 2X4SYPNo.2 BOT CHORD 2 X 4 SYP NO.2 OTHERS 2 X 4 SYP No.3 BRACING. TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 no, bracing. REACTIONS (Ib/size) 1 - 180111-9.7 (min. 04-8) 3 = 180/11-9-7 (min.O.1-8) 467/11-9-7 (min. 0-1-8) Max Horz 1 • _ ' -64(LC 7) Max Uplift 1 -79(LC 9) 3 = -79(LC 9) 4 --155(LC 9) Max Grav 1 - iB5(LC 13) 3 185(LC 14) __4 _ - _- 467(L0 1). FORCES Qb) Max .0 rmpJMax. Ten. - All tomes 250 (Ib) or less except when shaven. WEBS 24=-296/2S9 NOTES 1) Unbalanced roof live Inds have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.Ops1; SCDL-=S.OpsF h=1511; B=451t; L-24N; eave=4fh Cat. II; Exp C; enclosed; MWFRS (all heights) and G-C Exledor(2) 0-8-12 to 3-8-12, Intedor(i) 3-8-12 to 5-10-11. Exterior(2) 540-11 to 8-10.11 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L-1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psr bottom chord live load nonconwrrent WJDh any other live loads 5) • This truss has been designed for a live load of 20.Opsr on the bottom chord In all areas %fiere 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 79 lb upri8 at Joint 1, 79 lb uplift at )dint 3 and 155 lb uplift at Joint 4. 7) "Semi -rigid pitchbreaks With fixed heels' Member and fixity model was used In the analysis and design of this truss LOAD CASE(S) Standard t � CSI TC 0.23 BC 0.19 WB 0.06 (Matrix) DEFL In (lec) Well Vd Vad(LL) n/a - n/a 999 Veri(TL) n/a - n/a 999 Hcrz(TL) O.OD 3 We n/a PLATES GRIP MT20 244/199 Weight: 37 in Fr=10% Jullus Lee A-1 ROOF TRU55E9 �rxea.„nwr AFLORIDA CORPORATION Scale =1:%0 Job fuss russ Type y y NOBLE RESIDENCE A001450D 52844 �'101 Common Truss 1 1 Job Reference (optional) Run: 7.330 s Dec 20 2011 Print: 7.330 s Dec 20 2011 MiTek Industries, Inc. Tue May 08 10:09:33 2012 Pa e 1 ID:?54jVkGidSgmT2rbEBQDKFzaKae-3G3vOvC4E97HVpEoZ8?ati gAQ1 FFdNAq?OuN9gzlc% 2-7-13 8-3-8 14-0-14 19-10-5 26-3-8 28-3-8 2-7-13 5-7-11 5-9.6 5-9-6 6-5-3 2-0.0 5.00 F12 1.5x 44 = Scale=1:50.1 Camber = 7/16 in I; a 3x6 = 3x8 = 3x4 = 34 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FRC2007/TPI2f)07 CSI TC 0.32 BC 0.77 WB 0.72 (Matrix-M) DEFL in (loc) I/defl Ud Vert(LL) -0.09 11-12 >999 360 Vert(TL) -0.55 9-11 >571 240 Horz(TL) 0.06 7 n/a n/a Wind(LL) 0.09 9-11 >999 240 PLATES GRIP MT20 244/190 Weight: 146 Ib Ff = 10% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, BOT CHORD 2x4 SYP No.2 except end verticals. WEBS 2x4 SYP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. W3,W4,W5: 2x4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=1273/0-8-0 (min. 0-1-8), 12=1142/0-3-8 (min.0-1-8) Max Horz 12=-272(LC 9) Max Uplift7=-433(LC 9), 12=-296(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1071/364, 16-17=-1060/374, 3-17=-1003/385, 3-18=-1003/367, 4-18=-1076/356, 4-5=-1957/516, 5-6=-2022/495, 6-7=-2287/610 BOT CHORD 11-12=0/519, 11-19=-222/1502, 1,9-20=-222/1502, 10-20=-222/1502, 9-10=-222/1502, 7-9=-442/2048 WEBS 2-11=-11/558, 3-11=-10/512, 4-1 1=-778/363,4-9=-17/614, 6-9=-334/292, 2-12=-1178/442 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-3-8, Exterior(2) 8-3-8 to 11-3-8 zone; cantilever left and rig exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 00,91b AC unit o`a-d placed o he,;bottom chord, 12-0-0 from left end, supported at two points, 5-0-0 apart. 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. 6) Bearing at joint(s) 12 considers parallel to grai6 value using ANSI/TPI 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 433 lb uplift at joint 7 and 296 lb uplift at joint 12. ' 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply NOBLE RESIDENCE A0014501 52844 B02 Common Truss 1 1 Job Reference (optional) h. 5.00112 5x6 = 6 ID:?54iVkGidSgmT2rbEBODKFzaKae-3G3vOvC4E97HVpEoZB?atig401 D; 6-5-3 Scale=1:59.7 Camber = 5/8 in 17 3x6 = 3x4 = 5x6 11 3x8 = US = 3x4 =, 3x8 MT20H= LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.71 Vert(LL) -0.29 14-16 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase . 1.25 BC 0.95 Vert(TL) -0.90 14-16 >472 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.16 10 n/a n/a - BCDL 10.0 Code FRC20071rPl20b7 (Matrix-M) Wind(LL) 0.22 12-14 >999 240 Weight: 177 Ib FT = 10% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc purlins. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SYP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing W3,W4,W5: 2x4 SYP No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 SYP No.3 1-9-0 Installation guide. REACTIONS (lb/size) 1=1588/Mechanical, 10=1648/0-8-0 (min. 0-1-15) Max Horz 1=-273(LC 7) 1 Max Upliftl=-399(LC 9), 10= 61 O(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1549/473, 2-25=-3255/992, 3-25=-3207/1002, 3-4=-3051/874, 4-5=-3008/895, 5-26=-2140/785, 6-26=-2066/804! 6-27=-2066/790, 7-27=-2140/770, 7-8=-2829/1060, 8-9=-2892/1040, 9-28=-3090/1157, 10-28=-3162/1137 BOT CHORD 1-17=-432/1335, 1-16=-772/2937! 15-16=-558/2488, 15-29=-558/2488, 29-30= 558/2488, 30-31 =-558/2488,14-31=-558/2488, 13-14=-671/2406, 12-13=-671/2406, 10-12=-942/2853 WEBS 3-16=-236/304, 5-16=0/588, 5-14=-804/329, 6-14=-333/1287, 7-14=-678/454, 7-12=-129/460, 9-12=-331/283 NOTES i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2)-0-0-12 to 3-5-10, Interior(1) 3-5-10 to 17-4-0, Exterior(2) 17-4-0 to 20-10-6 zone; cantilever left and right -exposed ;C _C_for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 200!OIbrAG u)t�loadlplaced on ih bottom chord, 12-0-0 from left end, supported at two points, 5-0-0 apart. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of IIruss to bearing plate capable of withstanding 399 lb uplift at joint 1 and 610 lb uplift at joint 10. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0I fuss I KISS ype y y NOBLE RESIDENCE A0014502 52844 B03 Hip Truss 1 1 Job Reference (optional) cc 0 Run: 7.330 s Dec 20 2011 Print: 7.330 s Dec 20 2011 MiTek Industries, Inc. Tue Ma 08 10:09:34 2012 Page 1 I D:J W??ZgwH K6ZssKbvBmebq iyjzma-XTdHD E Di_TF87zp_7s WpP FN FdRZeMrA_Egdwi Hz IcFV 5-29 -3 11-7-13 15-8-0 , 17-4-0, 19-0-01 23-1-6 28-10-13 29-5r7 35-4-0 37-4-0 9-3 5-10-10 4-0-3 1-8-0 1-8-0 4-1-6 5-9-6 0-6- 1 5-10-9 2-0-0 48 = 3x8 11 48 = 19 3x4 = V 3x8 MT20H= 3x6 = 5x6 11 3x8 = 3x6 = 3x4 = Scale=1:61.4 Camber = 518 in LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.30 16-18 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1i25 BC 0.95 Vert(TL) -0.9516-18 >446 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Cade FRC2007/TP12007 (Matrix-M) Wind(LL) 0.26 14-16 >999 240 Weight: 178 Ib FT = 10 LUMBER BRACING TOP CHORD 2x4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins. T3: 2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SYP No.3 *Except* be installed during truss erection, in accordance with Stabilizer W3,W5: 2x4 SYP No.2 Installation guide. SLIDER Left 2x4 SYP No.3 1-9-0 REACTIONS (lb/size) 12=1648/0-8-0 (min. 0-1715), 1=1588/Mechanical Max Horz1=-250(LC 7) i Max Upliftl2=-610(LC 9), 1=-399(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1557/511, 2-27=-3262/1079, 3-27=-3215/1089, 3-4=-3049/957, 4-28=-3000/966, 5-28=-2938/977, 5-6=-2160/900, 6-7=-1924/855, 7-8=-1924/856, 8-9=-2160/889, 9-29=-2768/1184, 10-29=-2821/11172, 10-11=-2891/1164,'l1-30= 3100/1285, 12-30=-3169/1266 BOT CHORD 1-19=-449/1331, 1-18=-840/2945, 17-18=-634/2473, 17-31=-634/2473, 31-32=-634/2473, 32-33=-634/2473, 16-33=-634/2473, 15-16=-777/2390, 14-15=-777/2390, 12-14=-1062/2861 WEBS 5-18=0/596, 3-18=-250/316, 7-16=-299/1178, 5-16=-736/337, 9-16=-611/463, 9-14=-139/469, 11-14=-347/298 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-92 to 3-5-10, Interior(1) 3-5-10 to 15-8-0, Exterior(2) 15-8-0 to 19-0-0, Interior(1) 23-11-15 to 37-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60_ t3)A20,0:0Ib AaGiL i losidlplacedjon the bottom chord, 12-0-0 from left end, supported at two points, 5-0-0 apart. 4rProvide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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, with BCDL = I O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610 lb uplift at joint 12 and 399 lb uplift at joint 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. i LOAD CASE(S) Standard Job I russ russ ype ty y NOBLE RESIDENCE A0014503 52844 B04 Hip Truss 1 1 Job Reference o tional Run: 7.330 s Dec 20 2011 Print: 7.330 s Dec 20 2011 MiTek Industries, Inc. Tue May 08 10:09:34 2012 Page 1 ID:rsUUVyKzZFjAKPdFdBkKgfyjzm3-XTdHDEDi_TF87zp_7sWpPFNF3 RZZMss_EgdwiHzlcFV 5-9-3 11-7-13 13-8-0 17-4-0 21-0-0 23-1-6 28-10-13 35-4-0 37-4-0 5-9-3 5-10-10 2-0-3 3-8.0 3-8-0 2-1-6 5-9-6 6-5 Scale=1:61.0 Camber = 5/8 in 5x6 = 1.5x4 11 5x6 = qYA , 6 30 31 f 32 8 qxa _- 3Ili 0 19 3x4 = 3x6 = 3x6 = 5x6 11 3x8 = 3x6 = 3x4 = LOADING (psf) SPACING 2-01,-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.31 16-18 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.96 16-18 >441 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code FRC2007fTP12007 (Matrix-M) Wind(LL) 0.28 16-18 >999 240 Weight: 185 Ib FT = 10% LUMBER BRACING . TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SYP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing W3,W6: 2x4 SYP No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 SYP No.3 1-9-0 I Installation guide. REACTIONS (lb/size) 12=1648/0-8-0 (min. 0-1-15), 1=1588/Mechanical Max Horz 1=-222(LC 7) Max Upliftl2=-610(LC 9), 1=-399(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1558/524, 2-28=-3264/1113„ 3-28=-3216/1123, 3-4=-3063/999, 4-29=-2999/1004, 5-29=-2993/1015, 5-6=-2170/937,;6-30=-3231/1341, 30-31=-3231/1341, 7-31= 3231/1341, 7-32=-3227/1342, 8-32=-3227/1342, 8-9=-2171/930, 9-33=-2819/1245, 10-33=-2820/1234, 10-11=-2890/1225, 11-34= 3101/1359, 12-34=-3170/1339 BOT CHORD 1-1 9=-462/1330,1-18=-871/2947,117-18=-669/2470, 17-35=-669/2470, 35-36=-669/2470, 36-37=-669/2470, 16-37=-669/2470, 15-16=-815/2388, 14-15=-815/2388, 12-14=-1132/2862 WEBS 5-18=0/598, 3-18=-254/313, 5-16=-688/329, 9-16=-560/454, 9-14=-159/470, 11-14=-355/320, 16-20=-283/1138, 6-20=-535/1424, 8-20= 535/1417 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3-second gust); TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2)-0-0-12 to 3-5-10, Interior(1) 3-5-10 to 13-8-0, Exterior(2) 13-8-0 to 25-11-15, Interior(1) 25-11-15 to 37-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLL-1 60 3) f10e01b C unii)lo dlplacedF& the bottom chord, 12-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) Plate(s) at joint(s) 15 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections.; 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610 lb uplift at joint 12 and 399 lb uplift at joint 1. 1 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ZZETD8iI5 TTEL66dV V V T A £ 3o I ebea ova '£00.9-ar9 :pe:Iesodsooul (pain eq qou 1Ctm gatTTm suoTqTpe snoTAead TTE 8e4eTosgo) 60/80 '910V Ha ZLOZ/LL/OL HIva NOIIVdiaxa LLOZ/LL/b0 :aanssl aiva HRPU o s r aHO alon-l';S II 48TTsToedS TvIuemuosTnua :auMIM v Y xe aaAOdadv II 46TTEToBdS TE4uemuozTnu3 :agiiM ueouna O'semel :xe sNoiMvoI3l0mas plal;ump;o wo}loq molagq „Zi7;o 4;d9p Ilos aAlloapa pallwll AB46lls jo; algisuodsaj joloeiluoo duel olldeS 'OV=l 'G)(E)EL0'9-3119 's U1!m aouepi000e ul duel;o Ajo6aleo wnwlulw a416uplelsul jol alglsuodsai sl welsAs a4; 6ulllelsul joloeiluoo pesueoll 841 SaHONI [ ] :aadinaad No:rmvAvoxz SaHONi [ ] :aadinaau iuIi MNIOd aONada3ad/�Id@LiHONaH MOuaH 3AOHK I[ IS 92HONI ] [ 00'L ] at OM aIaI3NIKdQ 30 ATOMMOH a iNloa aONada3ad/KdFiWFiON3H MOT SAOHK ] [ Z3 SaHONI ] [ 00'EL ] amis raaMsis assoaoja 3o NoimvAsua I O 3AV PUe 41LE N d0 NOliO3SN31N1 ; :xuvmONae 90 NOLIVOou a N [ ] aaa [x] HONadS [, ] :NOISKdml&NOO I [ l aNnow [x] asuaia [ ] aavc[K xs [ ] :NaMsxs maxi v KZMsxs H/N Maas advnas [ ] u RHSSIS Maaa advnas [ L99 ] a [ ] sdmna# suH vz dad SHSoa[ 10 SHOririm [ ] xmiwavo xNvM E)Nisoa sxo7wo [ l 33 [SNou,m OSzi:xxrrM auemis xxiDvdvo Kripuxv;gl xxiwavo uOMaaouaMNI HSKad9 SNOIgVD [ ] N xslovdvo V/N dao / swaam) [ ] v ]SMIOVdV3 olldeS aao / sxourrm [ 090' L ] M SNOIMiroIaioaas amv miSaa Yiassxs • xSdadoda slHs 3o mmiaouanaa uoa aauinOau 9NImmimaa mmou 'Ho ' am is Immaaas aaHmo HMix aoxvivamo Koud MNvormai aHM xaKaxa MON saoa i'imaa slHs do zoNvassi aIOA aNB rimm aavz JNIza MIradaa siHS Ni Munsad xvK sNOIMvoIaiam Hans 'NOILIVOIuacTv MIradad aHM xaiaoK OM MNKOiudax aHm adinaad 'Mlradad SIHM AO aONKnSSI Hod Sisva K sv aaAms HOIHM 'smova uirivaMvw Ni aoNVHO xNK *SKIM do aoiaaa oiaiosaS mm uoa aommoauza maoLlo rasimys aaSNvavnE) Sox saoa Nassxs do urrAOuaav MNamuvaaa O.V.d '9-av9 uamdK o axv ''s'a 'S900'TBE NOIZONS do SadvcmvzS aNa sNOIS,KOIaiouds HMIM HONtiadOOOV NI aaMOndMsNOO ae MsnK mmsxs Euaemm aI xvii -do] [uaaWnN rlHDEVd 'HONrrd 'aIHSNMOs 'NOIMOaS] 9£ 6 Mild : # MNaWnooa :# maizoau :aivd aaa : aura aMea U EL66db' : # Noilvoi uacTv £Z1790£ VAS-99 : # Mlradad 9000LEEOL0990bZ :# ai xsuaaoda suaPJUU Puelung :NOISIAIaaas 8L :)IOOZH bl/EL :Mori 096i7c ld 'aojald lio3 198JIS 41LE 41JON : ssadaax xMuaaoua 9jgON PleuoQ : MNvOluddv mON SalSO :Hod MiReaa NolMonuMSHOC Y lSAS rivsoasm aNv stzHHiivaus aovkas nisNo HIrIVHH 3o srz3PUirad3a vaiuma, ao ssvMs u STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL APPLICANT: Donald Noble APPLICATION # : AP997311 PERMIT #:56-SF-1306423 DOCUMENT #: F1828084 DATE PAI13:03/10/2011 FEE PAID :51 5.00 RECEIPT #:56-PID-1573522 AGENT: L Charles Arnold PROPERTY ADDRESS: North 37th Street Fort Pierce, FL 34950 LOT: 13/14 BLOCK: 18 SUBDIVISION: Sunland Gardens ID#: 240560103370005 CHECKED [XI ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR RULE AND MUST BE CORRECTED. TANK INSTALLATION SETBACKS [ ] [013 TANK SIZE [1] (2] [ ] [27] SURFACE WATER FT [ ] [02] TANK MATERIAL [ ] [28] DITCHES FT [ ] [03] OUTLET DEVICE [ ] [29] PRIVATE WELLS FT [ ] [04] MULTI -CHAMBERED [ Y / N ] [ ] [30] PUBLIC WELLS FT [ ] [05] OUTLET FILTER [ ] (31] IRRIGATION WELLS FT [ ] (06] LEGEND 1. 2. [ ] [32] POTABLE WATER FT [ ] [07] WATERTIGHT [ ] [33] BUILDING FOUNDATIONS FT [ ] [08] LEVEL [ ] [34] PROPERTY LINES FT [ ] [09] DEPTH TO LID [ ] [35] OTHER FT DRAINFIELD INSTALLATION FILLED / MOUND SYSTEM [ ] [10] AREA [1] (2] SQFT [ ] [36] DRAINFIELD COVER [ l [11] DISTRIBUTION BOX HEADER [ ] (37] SHOULDERS [ l [12] NUMBER OF DRAINLINES 1. 2. [ ]., [38] SLOPES [ ] [13] DRAINLINE SEPARATION [ l [39] STABILIZATION [ ] [14] DRAINLINE SLOPE [ ] (15] DEPTH OF COVER ADDITIONAL INFORMATION [ ] (16] ELEVATION [ ABOVE / BELOW ]BM [ ] [401 UNOBSTRUCTED AREA [ ] (17] SYSTEM LOCATION [ ] [41] STORMWATER RUNOFF [ ] [18] DOSING PUMPS [ ] [42] ALARMS [ ] (19] AGGREGATE SIZE [ ] [43] MAINTENANCE AGREEMENT [ l [20] AGGREGATE EXCESSIVE FINES [ ] [44] BUILDING AREA [ ] [21] AGGREGATE DEPTH [ ] [45] LOCATION CONFORMS WITH SITE PLAN FILL / EXCAVATION MATERIAL [ ] [461 FINAL SITE GRADING [ ] [22] FILL AMOUNT [ l [47] CONTRACTOR [ l [23] FILL TEXTURE [ l [48] OTHER [ ] [24] EXCAVATION DEPTH ABANDONMENT [ l .[25] AREA REPLACED [ ] [49] TANK PUMPED [ ] [26] REPLACEMENT MATERIAL [ ] [50] TANK CRUSHED 6 FILLED Comments: CONSTRUCTION [ / APPROVED DISAPPROVED ]: FINAL SYSTEM [ APPROVED / DISAPPROVED ]: Y (Explanation of Violations on following page) DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC EH Database v 1,0,1 AP997311 E101306423 CHD DATE: CHD DATE: Page 2 of 3 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL .. SYSTEM APPLICATION FOR CONSTRUCTION PERMIT APPLICATION FOR: PERMIT NO. DATE PAID: l(' FEE PAID: �`ls RECEIPT #: [X] New System [ ] Existing System [ ] Holding Tank [ ] Innovative [ ] Repair [ ] Abandonment [ ] Temporary [ ] APPLICANT/: /JQ/'JG) /,4 �/- %(G L U C U C O/7 7 AGENT: L . �/^� S r�ijQ ��� /�j�%� ��j�` TELEPHONE�%7Z QC� &// LL MAILING ADDRESS: �//�j�! �j� -Zjr, �`oL a aaaaaaoaaaavvamaavaaaaaavvamaav=aamamamaaaaaaaamcaaaaaaaaamaa_aaaaaoaaaaaaaasaavaaaamamaa TO BE COMPLETED BY APPLICANT OR APPLICANT'S AUTHORIZED AGENT. SYSTEMS MUST BE CONSTRUCTED BY A PERSON LICENSED PURSUANT TO 489.105(3)(m) OR 489.552, FLORIDA STATUTES. IT IS THE APPLICANT'S RESPONSIBILITY TO PROVIDE DOCUMENTATION OF THE DATE THE LOT WAS CREATED OR PLATTED (MM/DD/YY) IF REQUESTING CONSIDERATION OF STATUTORY GRANDFATHER PROVISIONS. a aavaaaa3aoaaammvaaaaamaao=aamaaaaaaoaaao=avaaaaaaaa=aaamoaaaamamsaaaamaaaac=aaoaavmamaama PROPERTY INFORMATION LOT: �� BLOCK: 4? SUBDIVISION: �!�/I `Q/1ll �1/"��,/7 PLATTED: Aq- 19¢7 PROPERTY ID #: Z40,7 "G'C11 0_53/ 'C,n0' S ZONING: 95- j� I/M OR EQUIVALENT: [ Y / N ] PROPERTY SIZE: 45.3 ACRES WATER SUPPLY: [ ] PRIVATE PUBLIC [ ]<a2000GPD [ 1>2000GPD IS SEWER AVAILABLE AS PER 381.0065, FS? [ Y /©] DISTANCE TO SEWER: FT PROPERTY ADDRESS: 7',nj O IV, 37 6 _ j f ; , /FjZ � ��-+GC � �Z , ,34 9 z) DIRECTIONS TO PROPERTY: �/yJ f% -j7j�eG17�/7 71.1,17 _ 2 Urb/ Z.7� . S' �'s / 6 Zna k 04 r/moth f BUILDING INFORMATION [ ] RESIDENTIAL [ ] COMMERCIAL Unit Type of No. of Building Commercial/Institutional System Design No Establishment Bedrooms Area Sqft Table 1, Chapter 64E-6, FAC 1 51ihq /e A,071-1V 2 3 4 [ ] Floor/Equipment Drains [ ] Other �(Specify) Q SIGNATURE: fc�./-��% �7 DATE: DH 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated 64E-6.001, FAC Page 1 of 4 Z'O't A £ZV90CM13 LL£L66dtl y go £ ebEd oe3 'T00'9-31,9 :peae=oazooul (peon eq aou xem goFgn FaFpe enoFAesd eeaeTosgo) 60/80 'STOP Ha eH le4uewu0JlAu3 f4unoo elan -I 7S) (117slleloedS lew i 1) se C' eouna L WZ40/b0 v: xs aasenzena asis I vixasixo mmoixiaav/sxxvkrax J (aaioaas) xaHzo [ ] Gas: [ X] Hoxaxz [ ] :NoiivuMialloo azaiaxiexa saHOxl :Noisvnvoxa ao Hzaaa 09'0/pueg auld :oxizis Nazsxs ma azvx wiavou/axnzxaz uios SHHOxI 00,9L :Hsaaa ON[ ] sax[X] :ONrISSOR oN[x] sax[ ] :NOlzvzaJaA auevz xazvM H92H aavxo oNizsixa [ Mouas / anoaV ] saxoxr SL :NoISvAaua wises dazvx Hosews saga aasvKsssa [ INS'dVddV / aaHOtsaa 7 : aaxz aaexo `JxIISlxa [ Mozae / HAoetr ] SHHONi OO'Zb : awes xasvM MAxasao ZL 0109 we0-1 /(PUBS ir/91AAM 09 01 Z4 PUBS -AA L2 MAN Z4 014Z pueg quid L1L HAOL K 018 PUBS quid L/9 2il.OL 8 010 PUBS quid Wr UAOl Lg as ejn;xal joloa/# llasunW Puss eTT4uvX:S:KlHZS 'IIos vasn ZL 010t4 PUBS -AA L2 8A01 Ob 014Z PUBS quid L/L 8;k0 L 4Z 01 OL PUBS quid L/9 aAOI O L 010 PUBS auld L/6 21J o tU as am;xal joloa/# Ilesunw Pugs eTTquVI:S3Ixa8 'iios vasn Z aSIS NUSJiVKdQ MI WlIdU21d '11US L "PLUS mulwUnduaLYl A..L.LaUna 'llUD UAJN / 'ISN ] za ' :NOISKAaza ZIIS [ aASN / 'ISW ] za : ails ma xOIzvnaua worm xvax oT Tom [x ] sax[ ] L-mum 'Ia xvax OT ON[ x ] sax[ ] LoNIaoma sxannaxa Os zoarms axis z3 09 :saxiu xazva azevzoa za 0L :saNi'I xzxaaoxa za L :smiiivaNnoa oNiauine za Z9 :auevzod-xON za V/N :aavaixa as V/N :asn aasiwri za V/N :Olzena :szzaM ON[x] sax[ ] :.sm xu7iim0K za BL :samms/samiia sa V/N :xazvM z3vaxns saxnzvaa oxIMo'Pioa aHz Os misxs aasoaoxa aHz KOHA aHIIvzNIVK as KVD HOIHM XovezaS KnKlxIK aHz SNIOd aoN31i3aali/YLIeFISONaB [ MOZaB / ZAoaV ) [ z3 / saHONi ] 00T ails wzmsxs aasoaoxa ao NoiivAzaz O 3Ad PUB 4)LE N d0 N01103SH31Nl :Nolzvoou INioa aoNaxaaax/xx ONae sans 00'000L :aaxinaaa:I vaxv aasonxsseoxn sans oo,vosL :auee'ilvAy vaxv aaiOnxzseoNa [ axov/aaJ OOSZ 30 axon/aao oosT ] xva xaa sNou'IYJ 00'9Z9 :MO'Ia ac)v zs aaziuminv [ L auevz-xaHso / Tauevz-saoxaaisaa3 I ] xva xaa SNOumm 00t :MOZ3 aovmzs aaLivNimSa mmoz Saxoe 5Z'0 :auevrIl"v vaxv a'Ievsn ZEN ox[ ] Sax[X] :NvrIa axis Oz skwoaNOO azis xzxadoxa wasI TIe wza'IdKOZ) ZHSSIMMS d0 nova Hova mms axe N9IS aNv-dzwg1N NOISe2LLsIezu wim':ta Ssnm s>ummima Nosuza anairRnb ummo xo 'wwxouam S muuvama HS'Ivu lumaunma xs aaaazamo as os 5000LSSOL0990bZ:#ai suepieOPuelung :Noisiniaens 8LL :Xooue VL/£L :sou Plowy sape4a l :x1 )v / xozOvxzNoo algON Pleuoa : mmoviaav ZZM,83S # sNMM:)Oa N0ISY0IaIOHdS RHSS7.S G" N0IIVn7VA3 HSIS MLT4s, CS wsodSIa amv SIZHKLVZHLL H9'dMHS aSISNO £Z179OU-3S-99 # HIWSH aO 1NM41UVdHa bL£166dV # NOIzvoluaav Wiido'I3 a0 ZXJVLIS • STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATIONS PERMIT #. APPLICANT: aYZa /�/&�k � -25�C ZOGuS S AGENT: G • S ff/%10/i, /�:N�/ 'T i /1 /C�. 0 LOT: /3 BLOCK: A? SUBDIVISION: PROPERTY ID #s 7-405 4O/-D.3.37'-,0z�W ---'5- [Section/Township/Parcel No.., or Tax ID Number] TO BE COMPLETED BY ENGINEER, HEALTH DEPARTEMENT EMPLOYEE,OR OTHER QUALIFIED PERSON. ENGINNEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: C4 YES [ ] NO NET USABLE AREA AVAILABLE: b.30 ACRES TOTAL ESTIMATED SEWAGE FLOW: .400 GALLONS PER DAY [RESIDENCES -TABLE 1/OTHER-TABLE23 AUTHORIZED SEWAGE FLOW: GALLONS PER DAY (1500 GPD/ACRE OR 2500 GPD/ACRE] UNOBSTRUCTED AREA AVAILABLE: SOFT UNOBSTRUCTED AREA REQUIRED: SOFT BENCHMARK/REFERENCE POINT LOCATION: Pk A4, / c GJcsf fPiW. /ir� c 2i ,4cC. 2)• ELEVATION OF PROPOSED SYSTEM SITE IS 3 INCHES FT] 'CABOVEnELOW-raENCHMARR7REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER: /j/ FT DITCHES/SWALES: !$ FT NORMALLY WET? [ ] YES DV NO WELLS: PUBLIC: FT LIMITED USE: .i(/,¢ FT PRIVATE: A,1_4 FT NON -POTABLE: FT BUILDING FOUNDAT ONS: FT PRO ERTY LINES: /tO FT—" POT —ABLE � WATER LINES: SITE SUBJECT TO FREQUENT FLOODING: [ ] YES [ ] NO 10 YEAR FLOODING? [ ] YES [ ] NO 10 YEAR FLOOD ELEVATION FOR SITE: FT MSL/NGVD SITE ELEVATION: FT MSL/NGVD SOIL PROFILE INFORMATION SITE 1 MUNSELL #/COLOR TEXTURE DEPTH TO TO TO TO TO TO TO TO TO USDA SOIL SERIES: SOIL PROFILE INFORMATION SITE 2 MUNSELL #/COLOR TEXTURE DEPTH TO TO TO TO TO TO TO TO TO USDA SOIL SERIES: OBSERVED WATER TABLE: INCHES [ABOVE / BELOW] EXISTING GRADE. TYPE:[PERCHED / APPARENT] ESTIMATED WET SEASON WATER TABLE ELEVATION: INCHES [ABOVE / BELOW] EXISTING GRADE HIGH WATER TABLE VEGETATION: [ ] YES [ ] NO MOTTLING: [ ] YES [ ] NO DEPTH: INCHES SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING: DRAINFIELD CONFIGURATION: [ ] TRENCH [ ] REMARKS/ADDITIONAL CRITERIA: BED DEPTH OF EXCAVATION: INCHES ( ] OTHER (SPECIFY) SITE EVALUATED BY: DATE: DH 4015, 08/09 (Obsoletee p e a e o a wh c ay .e a used) lncorp/ t dd64E-6.001. FAC Page' 3 of 4