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Home My WebLink AboutTRUSSob Truss Truss Type Oty PIY 343143A CO2 ROOF TRUSS 1 1 Job Reference o ione Al ROOF TRUSSES, FO. T PIERCE, FL 34946 7.42 11 20 P t: 7. 0 s pr 11 1$ I )dust es, Inc, F Ma 03 09. 6• 3 e ID:HtFkzgfNMK�t?4zzpd�A��zVtz�l4�-jn�v_� UJ�UOigi%�_7�pz0Y0zu,�wpn V'AY a% 0- -0 5-9-1 8-0-0 8- 13-8-0 4-4- 16-6-15 22-4-0 22 -2 0- -2 5-9-1 2-2-15 B- 5-0-0 8- 2-2-15 5-9-1 0- -2 Scale = 1:36: Camber=1141 a 'J . Lucas 46 = 2x4 11 3x6 11 4x6 = 4 5 6 7 4.00 12 3x4 3x4 a 3 ri 8 2 Ar N N 9 N1 1 d 14 13 12 11 3x8 11 1.5x4 11 3x4 = 5x6 = 1.5x4 11 3x6 = 3x4 = I 119091-4 1155#/487# 8- 5-9-1 8-8-0 13-8-0 16-6-15 22-4-0 8- 5-1-1 2-10-15 5-0-0 2-10-15 5-9-1 Plate Offsets IX YY 12 0-0 Edgel 12.0-1-6 Edcel 14.030 0-1-51 17'038 0.1-21 112'0-3-00-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in ([cc) Wall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.31 12-13 >856 360 MT20 244/190 TCDL 15.0 Lumberincrease 1.25 BC 0.89 Vert(iL) -0.4112-13 >648 240 BCLL 0.0 • Rep Stress Incr NO WB 0.10 Horc(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight95 Ito FT = 0 LUMBER TOP CHORD 2x4 SP o.2 "Except* T2: 2x6 YP No.2 1 SOT CHORD 2x4 SP 0.2 *Except* B7: 2x4 $ YP M 30 WEBS 2x4 SP o.3'Excepl• W3: 2* P No.2 WEDGE Left: 2x4 SP No.3 BRACING TOPCHORD structural wood sheall 1mg directly applied or 3-1-10 cc pudins. BOTCHORD Rigid ceiling directly at Lied or4315 cc bracing. REACTIONS Qb/size', 9 = 115 /0-6-12 (min.0-1-9) 2 - 119 0-6-12 (min.0.1-10) Max Horz 2 = -61(LC 17) Max Uplift 9 = -487(LC 9) 2 = -492(LC 8) FORCES Qb) 1 Max. Comp./Max. Te - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=563/449, 2-2= 20/696, 2-3=2754/1935, 3-4=2710/1942, 7-8= 2 74611969, 8-9=2945/2048, 4-5=248811818, - 3599/1894, 6.7=2505/1825 BOT CHORD 2-22=415/525, 2-1 - 70/971, 2-14=-1700/2526, 13-14=170012526, d 13=-1650/2535, 11-12=`1823/2710, 9-11=182312710 WEBS 6-12=2501445, 5-1 'i 86/369, 3-13=-721274. NOTES 1) Unbalanced roof li 99 loads have been considered for this design. 2) Wind: ASCE 7-10; u1t=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=20ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; can ever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lu r DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. 4) Plates checked for plus or minus 0 degree rotation about its center. 5) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live to 6)' This truss has be n designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan le 3-6-0 tall by 2-0A wide will fit between the bottom chord and any other memo 7) Provide mechani connection (by others) of truss to bearing plate capable of withstanding 487 lb u' lift at joint 9 and 492 lb uplift atjoint 2. 8) "Semi -rigid pilchb aks with fixed heels" Member end fixity model was used in the analysis and design Ithis truss. 9) In the LOAD CAS S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Uve lanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl 1 Vert: 1-2=30, 2 170, 7-9=70, 9-10=30, 13.18=20, 12-13=80(F=-60), 12-15=20, 4-7=-7 File Conv ob d Truss Truss Type Orly Ply 143143A CO3 ATTIC 1 1 Jab Reference (optional) Al ROOF TRUSSES. FOIT PIERCE. FL34948 n�u� M 2 p6 3 to pane ID:HtFkzgfNMKR%�zil4l��FPz�/�i{ Y413 rg y7 6�4�8zL J 16KIWMw�bo, FwK1�2G33wN_8/3bzKGe 0- -0 5-9-1 8-8-0 10-0-0 12-4-0 13-8-0 16-6-15 22-4-0 22 -2 0- -2 5-9-1 2-10-15 1-4-0 2-4-0 1-4-0 2-10-15 5-9-1 0- -2 Scale = 1:36. I Camber= 3116 i 1.5x4115 6 7 8 1.5x4 11 4.00 12 4 9 3 10 N 2 m11 11 d 16 15 14 13 3x8 11 1.5x4 11 5x6 = 1.5x4 11 109391- 1058#/-360# 8 8-2 13-8-0 166-1 224-0 - 5E-1 - 2015 5-0-0 0-15 5-9-1 Plate Offsets 0-0 -5-9-1 Ede 2:0-22 e 11:0-2-9 Ede 14:0-3-0030 LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) 11dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 021 14 >999 360 MT20 244/190 TCDL 15.0 Lumberincrease 125 BC 0.79 Vert(rL) -0.3614.15 >748 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(rL) 0.08 11 n/a n1a BCDL 10.0 Code FBC201 O/fP12007 (Matrix-M) Attic -0.09 14-15 723 360 Weight 97 lb FT = 0% LUMBER TOP CHORD 2x4 SP 0.2 BOT CHORD 2x4 SP11]? .2'Except' B1: 2x4 M 30 WEBS 2x4 SP o.3*Ex- t' W4,WJ: x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheaf Ing directly applied or 3-2-7 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-10-15 oc bracing. REACTIONS Qb/size 11 = 104 /0-6-12 (min. 0-1-9) 2 - 106 0-0-12 (min.0-1-10) Max Horz 2 = -75(LC 17) Max Uplift 11 =-360(LC 9) 2 362(LC 8) Max Grav 11 = 1058(LC 2) 2 = 1093(LC 2) FORCES Qb) Max Comp./Max Ter ! -Ali forces 250 Qb) or less except when shown. TOPCHORD 2-23=-4381321, 2-2=- 51/564.2-3=280411541, 3-4=2579/1357, 4 36511312, 6.9=2360/1308, 9-10=2621 /1379. 10 1=3005/1630 BOT CHORD 2-24=2941407, 2-2 1/994, 2-16=-1336/2584, 15-16=133612584, 1 15=1045/2339, 13-14=143412775, 11-13=143412775 WEBS 5-8=-2407/1154, 9-1 2311573, 10-14=547/471, 4-15=-1851481, 3.1d10/357 NOTES 1) Unbalanced roof I' loads have been considered far this design. 2) Wind: ASCE 7-10; ult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=S.Opsf; h=20f Cat. II; Exp C; End GCpt=0.18; MWFRS (envelope) and C-C Exterior(2) zone; can' ever left exposed ;6C for members and forces & MWFRS for reactions shown; Lu r DO plate grip DOL=1.60 3) Provide adequate inage to prevent water ponding. 4) All plates are 3x4 20 unless otherwise indicated. 5) Plates checked fo a plus or minus 0 degree rotation about its center. 6) This truss has bee designed for a 10.0 psf bottom chord live load noncencumenl with any other live to 7)' This truss has b n designed for a live load of 20.0psf on the bottom chord in all areas where a recta le 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other me 8) Ceiling dead load 5.0 psf) on member(s). 4-5. 8-9. 5-8; Wall dead load (5.0psf) on member(s).9-14115 9) Bottom chord live ad (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room ,14-15 10) Provide mechani 21 connection (by others) of truss to bearing plate capable of withstanding 360Ito L �lift at joint 11 and 362 lb uplift at joint 2. 11)"Seml-rigidpitchl aks with fired heels" Member end fudty model was used in the analysis and des gn of this truss. 12) ATTIC SPACE S' OWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard ob Truss Truss Type O1Y PIY 1143143A C04 ATTIC 1 1 Jab Reference National) Al ROOF TRUSSES,F TPIERCE, FL 34946 1pdust 'e , F 03, 9:06: 52013 e 4 Os A s prtt 01062 ID:HtFkzgft <�2?4zzl M�z tz 4M A�gPtO�CrtNvpa1��2� tnjg4c ugblz e 0- -0 5-9-1 8-8-0 11-2-0 13-8-0 16-6-15 22-4-0 22 -2 0- -2 5-9-1 2-10-15 2-6-0 2-6-0 2-10-15 5-9-1 0- -2 Scale =1:35. Camber= 3/16 i 44 = 6 3x4 i�- 3x4 a 1.5x4 II 7 1.5x4 II 5 4.00 12 8 4 3x4 3x4 r 1.5x4 II 9 3 0 N 2 10 Will R1 15 14 13 12 8 11 1.5x4 11 3x4 = 5x6 = 1.5x4 11 3x4 = 3x4 s 10934(-35 10SM-351 8- 5-9-1 8-8-0 13-8-0 16-6-15 22-4-0 8- 5-1-1 2-10-15 5-0-0 2-10-15 5-9-1 Plate Offsets X 2 D-0-4 Ede 2:D-2-2 Ede 10:0-2-9 Ede 13:0-3-00-30 LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.53 Vert(LL) 0.21 13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.35 13-14 >773 240 BCLL 0.0 • Rep Stress Incr YES WB 0.54 Horz(TL) 0.08 10 n/a nla BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Attic-0.0913.14 713 360 Weight: 98lb FT=0% LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP o.2 *Except* Bt: 2x4l iYP M 30 WEBS 2x4 SP o.3 *Except* W4,W3 x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING TOP CHORD Structural wood shea ng directly applied or 3-2-8 oc pudins. BOT CHORD I Rigid ceiling directly a lied or 4-10-8 oc bracing. at Stabilizers and required cross bracing be installed MiTek recommends Burin truss erection n accordance with Stabilizer Installation guide. REACTIONS Qb/size 10 = 104 /0-6-12 (min. 0-1-9) 2 108 0-6-12 (min. D-1-10) Max Harz 2 = -84(LC 17) Max Uplift 10 = -351(LC 9) 2 = -352(LC 8) Max Grav 10 1 ) 2 = 1093(LC 2LC FORCES Qb) Max Comp./Max Ter. -All forces 250 Qb) or less except when shown. TOPCHORD 2-23=4291319, 2-2= 2 0581571, 2-3=2819/1562, 3-4=2603/1384, 45= 393/1341, 55=-466/340, 6-7=-460/335, 7-8=2 7I7336, &9=-264611406, 9-10=302111652 I BOTCHORD 2-24=292/399, 2-2 49/1001, 2-15=1355/2597, 14-15=1355/2597, 1 °14=10722366, 12-13=145512791, 10-12=1455/2791 WEBS 5-16=2063/1089, 7-1 =2063/1089, 8-13=2261566, 9-13=549/463, 4-1 791471, 3.14=-417/346, 6-16=1201287 NOTES 1) Unbalanced roof I' loads have been considered for this design. 2) Wind: ASCE 7-10; u11=170mph (3-second gust) Vasd=132mph; TCDL=5.OpsF BCDL=5.Dpsf, h=20ft L 11; Erp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cant ever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lu ber DOL=1.60 plate grip DOL=1.60 3) Plates checked for 6 plus or minus 0 degree rotation about its center. 4) This truss has bee designed for a 10.0 psf bottom chord live load noncencurrent with any other live to s. 5) • This truss has ben designed for a live load of 20.Opsf on the bottom chord In all areas where a rectan le 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other memb 6) Ceiling dead load .0 psf) on member(s). 4-5, 7-8, 5-16. 7-16; Wall dead load (5.0psf) on members 8-13 4-14 7) Bottom chord live I ad (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 3-14 8) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 351 lb u lift at joint 10 and 352 lb uplift at joint 2. 1 9) "Semi -rigid pitchbn aks with fixed heels" Member end fixity model was used in the 1 analysis and design c this truss. 10) ATTIC SPACE S OWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard i ob 11 Truss Truss Type Oty Ply . W3143A C05G Common Girder 1 2 Job Reference (optional) Al ROOF TRUSSES, F T PIERCE, FL 34946 7 420 1 13 P n : r 20 3�]LTek Indu e F ay 03 06: 2 1 e ID:HtFkzgfNM ?4zz�( �I�z�%trK�4 Nggg�ta�CrtG�c�u2lwpd�� 2ebSjyng 4C Ug z e 0- -0 4-2-6 7-4-6 11-2-0 14-11-10 18-1-10 22-4-0 2244 0- -2 4-2-6 3-2-0 3-9-10 3-9-10 3-2-0 4-2-6 0- -2 Scale =1:35: Camber= 3/16 i 4x4 = 5 4.00 F12 3x4 % 3x4 a 4 6 3x4 s AF 3x4 a 7 3 4 4x8 = 48 = 2 8g 01 B1 B1 Li a I 14 13 12 11 10 3x6 11 46 = 8x8 = 46 = 3x6 11 2748#/-1 2574#/-10961 8- 4-2-6 7-4-6 11-2-0 14-11-10 18-1-10 22-4-0 8- 3-6-6 3-2-0 3-9-10 3-9-10 3-2-0 4-2-6 Plate Offsets X 1 :014-0Ob-0 LOADING(pst) SPACING 2-0-0 CSI DEFL in pot) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(-L) 0.16 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.33 11-12 >811 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(TL) 0.07 8 n/a We BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight 276 1b FT = 0% LUMBER TOP CHORD 2x4 SP I lo.2 BOT CHORD 2x8 SY No.2 WEBS 2x4 SP No.3 Standard BRACING Concentrated Loads (Ib) TOP CHORD Vert: 12=3309(F) Structural wood sheet mg directly applied or 4-6-6 cc pudins. 18) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 BOT CHORD Uniform Loads (plf) Rigid ceiling directly a plied or 10-" cc bracing. Vert: 15=30, 6-9-30, 2-8=20 Concentrated Loads 6b) REACTIONS (Iblsize Vert: 12=1838(1`) 8 = 25 /0-6-12 (min.0-1-8) 2 — 274 0-6-12 (min.0-1-10) Max Horz 1 2 = -83(LC 17) Max Uplift 8 = -1096(LC 9) 2 = -1146(LC 8) FORCES (Ib) Max Comp./Max Te -AII forces 250 Qb) or less exceptwhen shown. TOPCHORD 2-19=-6201257, 2-2= 09/1206, 2-3=5973/2507, 3.4=581012872, 4- 53812781, 5-6=-0538/2776, 6-7=7091/2993, 7 005/2938 BOTCHORD 1 2-20=222/551, 2-2= 16612718, 2-14=236515619, 13.14=2365/5619, 1 13=2668/6444, 11-12=2722/6710, 10-11=2717/6607, 0=2717/6607 WEBS 5-12=159813840, 6 =707/566, 6-11=93/276, 7-11=3521294, 4-12 3.13=-395/939, 1570/470, 3-14=-6991333 NOTES 1) 2-ply truss to be netted together with 1Od (0.131'Sc3) nails as follows: Top chords connect e as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connq ed as follows: 2x8 - 2 rows staggered at 0-9-0 cc. Webs connected as f flows: 2x4 -1 row at 043-0 cc, Except member 12.6 2x4 - 1 row at 0.9-0 cc, me ber 6-11 2x4 -1 row at 0-9-0 cc, member 11-7 2x4 -1 row at 0-9-0 cc, member 7. 2x4 - 1 row at D-9-0 cc, member 12-4 2x4 - 1 row at 0-9-0 cc , member 4-132x4- row at 0-9-0 cc, member 13-3 2x4 - 1 row at 0-9-0 cc, member 3-142x4-' ow, at 0-9.0 cc. 2) All loads are cons lered equally applied to all plies, except if noted as front (F) or back (B) face In the AD CASE(S) section. Ply to ply connections have been provided to distribut my loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof I il e loads have been considered for this design. 4) Wind: ASCE 7-10 u11=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=5.Opsf; h=2 ' Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Fxledor(2)zone: car Iever left exposed ;C-Cfor members and forces &MWFRSfor reactions shown; Lu ber DOL=1.60 plate grip DOL=1.60 5) Plates checked fo', a plus or minus 0 degree rotation about its center. 6) This truss has be designed for a 10.0 psf bottom chord live load nonconcurrent with any other live to ds. 7)' This truss has b n designed for a live load of 20.Opsf on the bottom chord in all areas where a recta le 3-6-0 tall by 2-0-0 wide will fa between the bottom chord and any other me Epthave 8) Provide mechanionnection (by others) of truss to bearing plate capable of withstanding 10961lift atjoint 8 and 11461b uplift atjoint 2. 9) Load cases) 18 been modified. Building designer must review loads to verify that they are 'rrect for the intended use of this truss. 10) "Semi -rigid pitch'reaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or oth Jr connection device(s) shall be provided sufficient to support concentrated load(s The design/selection of such connection device(s) is the responsibility of oth LOAD CASE(S) Standard 1) Dead+ Roof Live balanced): Lumber Increase=1.25, Plate Increase=1.26 Uniform Loads (p Vert: 1-2=-30, 2- --70, 5-9=70, 2-8=20 IL•KiCJ�I 5 1 1 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP BOT CHORD 2x4 SP BRACING TOP CHORD Structural Hood sheet BOTCHORD Rigid ceiling directly a REACTIONS (Ibis 2 = 4 = 3 — Max Horz 2 = Max Uplift 2 = 3 = Max Grav 2 = 4 = 3 = FORCES Qb) Max. CompJMax.' NOTES 1) Wind: ASCE 7-1 BCDL=S.Opsf; h=2 Exterior(2) zone; c reactions shown; L 2) Plates checked 3) This truss has b with any other live 4) 'This truss has areas where a red and any other mer 5) Refer to girder(: 6) Provide mechar withstanding 45 lb 7) "Semi -rigid pitct analysis and desig LOAD CASE(S) Standard 0- -2 1-11-11 0- -2 1-11-11 2 1 SPACING 2.0-0 Plates Increase 1.25 Lumber Increase 125 Rep Stress Incr YES Code FBC201 OfrP12007 directly applied or 1-11-11 oc puriins. d or 10-0-0 oc bracing. -12 (min. 0-1.8) 11/Mechanical 331Mechanical 39(LC 8) 45(LC 8) -30(LC 8) 139(LC 1) 19(LC 3) 33(LC 1) All forces 250 Ob) or less except when shown. lt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, at. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C war left exposed ;C-C for members and forces & MWFRS for �r DOL=1.60 plate grip DOL=1.60 plus or minus 0 degree rotation about its center. lesigned for a 10.0 psf bottom chord live load nonconcunent designed for a live load of 20.Opsf on the bottom chord in all 3-6-0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of at joint 2 and 30 lb uplift atjoint 3. cs with fixed heels' Member end fixity model was used in the his truss. 0-8-0 1-11-11 0O 88 0 1-3-11 CSI DEFL In (loc) Vdetl Lld TC 0.03 Vert(LL) 0.00 5 >999 360 BC 0.04 Vert(rL) -0.00 5 >999 240 WB 0.00 Horz(TL) -0.00 3 n1a n/a (Matrix-M) PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0 Scale = 1:7. ob Truss Tmss Type Qty Ply 143143A B01G Hip Girder 1 1 Jab Reference (optiona0 Al ROOF TRUSSES, F RT PIERCE, FL 34946 u a u s n 1 0 P 7 A r 11 20 MiT In us ri I c 0 6.52 01;! e ID:HtFkzgf R 4zzI�N��z tz�f4t� bgKnr Vyur �BV iarrb j 1 a �dwg 0_Iz e 0- -0 I 6-0-0 6-8-0 12-8-0 110- -2 6-0-0 0-8-0 6-0-0 Scale=1:20. 4x4 = 4x4 = 3 4 T2 4.00 F12 1 W1 W1 T3 2 5 1 1 ryM� B1 1 1-d- 7 6 3x4 — 1.5x4 11 3x4 = 3x8 11 1.5x4 11 3x8 11 902# r56# 892#/-453# 0-8-0 1-3-4 6-0-0 6-8-0 11-4-12 12-0-0 12-8-0 0-8-0 11 0-7-4 4-8-12 0-8-0 4-8-12 Plate Offsets (X Y): 12;0-2-14 0-0-21 12:0-0-4 Edael 15:D-2-14 0-0-21 15:M-4 Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.05 7-12 >999 360 MT20 244/190 TCDL 15.0 Lumberincrease 125 BC 0.52 Vert(fL) -0.10 6-17 >999 240 BCLL 0.0 ' Rep Stress Iner NO WB 0.13 Horz(rL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 47 lb FT = 0 LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP o.2 WEBS 2x4 SP o.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING TOP CHORD Structural wood shea ng directly applied or 437 oc pudins. BOT CHORD Il Rigid ceiling directly a lied or645 oc bracing. REACTIONS All beargs 0-2-4. (Ib) - Max Hoe 2=-44(LC 9) Max Uplift All uplift 100 lbor Bess atjoint(s) except 2=-066(LC 8). 5=453(LC 9) Max Grav All reactions 250 I or less at joint(s) except 2=902(LC 1), 2=9 2(LC 1), 5=892(LC 1), 5=892(LC 1) FORCES Qb) Max. CompJMax Ten - All forces 250 Ob) or less except when shown. TOPCHORD 2-11=306/196, 2-2= /346, 2a=-1694/930, 34=1573/913, 4-5= 93/936 BOT CHORD I 2-12=180/288, 2-8= 1 6/592, 2-7=838/1554, 6-7=838/1573, 5-6= 8/1555 WEBS 3-7=115/333, 4.6 =1 /323 I NOTES 1) Unbalanced roof li loads have been considered for this design. 2) Wind: ASCE 7-10; ult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=20ft; t. II; Exp C; End., GCpi=0.18: MWFRS (envelope); cantilever left expose Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate inage to prevent water ponding. 4) Plates checked for', plus or rinus 0 degree rotation about its center. 5) This truss has bee I designed for a 10.0 psf bottom chord live load nonconcurent with any other live loc s. 6)' This truss has be i designed for a live load of 20.0psf on the bottom chord in all areas where a rectan ha 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other memo . 7) Provide mechani I connection (by others) of truss to bearing plate atjoint(s) 2, 2, 5, 5. 8) Provide rnechania 1 connection (by others) of truss to bearing plate capable of withstanding 466 lb u I ift at joint 2 and 453lb uplift at joint 5. 9) "Semi -rigid pitchbr ks with fixed heels" Member end fixity model was used in the analysis and design c this truss. 10) Hanger(s) or othc connection device(s) shall be provided sufficient to support concentrated load(s) �46lb down and 223lb up at 6.8.0, and 146lb down and 249 lb up at 64-0 on top �hord, and 218 lb down and 128 lb up at 6-0-0, and 218 Ito down and 128 to up z on bottom chord. The designtselection of such connection device(s) the responsibility of others. 11) In the LOAD CA (S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live alanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (cal Vert: 1-2=30, 2- 70, 3-4=70, 4.5=-70, 8-13=20 Concentrated Loa (lb) Vert 3=106(B) ',h06(B) 7=218(B) 6=21S(B) ob Truss Truss Type Oty Ply 143143A C01 G Hip Girder 1 1 IR7 Job Reference (notional) At ROOF TRUSSES, F PIERCE, FL M946 r�7.420dA�11R0 P�nt:,7: 10SEpt 112�13.NU'IekJ�dus�rLes, Inc�F_rt M3aq 0309: 6'S 3P4ge ID:HtFkzgfNMK.4ZZ M zVVtzK14M-JnOV_6_UJG0191ZX1 7Upzp3W0 Jpnn89Cp�zFCli 0-0-0 6-0-0 11-2-0 16-4-0 22-4-0 22 -2 0- -2 6-0-0 5-2-0 5-2-0 6-0-0 0-0-2 Scale = 1:36, Camber = 3/8 i I 48 = 1.5x4 11 48 = 4.00 12 3 4 5 1 2 At N 76 ,n1 R6 d 11 10 9 8 3x6 = 1.5x4 II 3x8 = 5x6 WB= 1.5x4 II 3x6 —_ 3x8 IT20H 11 16266/-77 1584#1-754# 6-0-0 11-2-0 16-4-0 22-4-0 V8- 8- 5-4-0 5-2-0 5-2-0 6-0-0 Plate Offsets X 0-0 Ede 2:0-1-14 0-0-2 3:0.5-12 0-2-0 5:0b12 0.2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.67 Vert(LL) 0.30 10 >895 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.69 Vert(rL) -0.55 10-11 >491 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(rL) 0.11 6 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 931b FT=0 LUMBER P TOP CHORD 2x4 SY M 30 BOT CHORD 2x4 SY M 30 "Except' Bl: 2x41SYP M 31 LOAD CASE(S) WEBS 2x4 SP o.3 Standard OTHERS 2x4 SP o.3 1) Dead+ Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 WEDGE Uniform Loads (pll) Left' 2x4 SP No.3 Vert 1-2=30, 2-3=70, 3-5=70, 5-6=70, 6-7=30, 12-17=20 BRACING Concentrated Loads Qb) TOP CHORD Vert: 3=110(F) 5=111(F) 9=24(F) 11=223(1`)10=24(1`) 4=76(F) 8=253(F) Structural wood sheet i ng directly applied or 2-9-14 oc puriins. 20=76(1`) 21=76(F) 22=76(F) 23=76(17) 24=24(F) 25=24(F) 26=24(F) BOTCHORD Rigid wiling directly a � lied or 5-8-0 oc bracing. hat Stabilizers and required cross bracing be installed MiTek recommends dudn truss erection in accordance with Stabilizer Installation guide. REACTIONS Qb/size 2 = 16 810- 12 (min.0-1-8) 6 - 15 0-6.12 (min.0-1-14) Max Horz 2 = -46(LC 13) Max Uplift 2 = -775(LC 4) 6 = -754(LC 5) FORCES (lb) li Max. Comp./Max Te . -All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=338/220, 2-2= 434/681, 2-3=3675/1789, 3.20=-47072333, 20. 1=-0707/2333, 4-21=-47072333, ' 4-22=-47072333, 22- 3=-0707/2333, 5-23=-07072333, 5-6=391111863 BOTCHORD 2-16=2021315. 2-12- 4A711316, 2-11 =1 634/3422, 11 -24=1 63513439. 2 25=1635/3439, 10-25=1635/3439, 10.26=168613670, 6=1686/3670, 8-9=168613670, 6-8-1683/3645 WEBS 3-11=8/355, 3-10=7 1456, 4-10=706/543, 5-10=SO4/1188, 51439 NOTES 1) Unbalanced roof li iloads have been considered for this design. 2) Wind: ASCE 7-10; i ult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.0psf; h=20ft',. at. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left expose I ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate i I ainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for i plus or minus 0 degree rotation about its center. with any other live to s. 7)' This truss has be'n designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan Is 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other memY 8) Provide mechanic4I connection (by others) of truss to bearing plate capable of withstanding 775lb u'lift at joint 2 and 754lb uplift aljoint 6. 9) "Semi -rigid pitchbr aks with fixed heels" Member end fixity model was used in the analysis and design c this truss. 10) Hanger(s) or othc connection device(s) shall be provided sufficient to support concentrated load(s) 10 lb down and 224 lb up at 64-0, 76 lb down and 133 lb up at 8-0-12, 76 lb do nd 133 lb up at 10-0-12, 76 lb down and 133 Ito up at 11-2-0 ,76 lb down and 133 up at 123-0, and 76 lb down and 133 lb up at 143-4, and 151 Ito down and 224 hD up at 16.4-0 on top chord, and 223 lb down and 121 lb up at 6-0.0. 42 lb down at 0-12, 42 lb down at 10-0-12, 42 Ito down at 11-2-0, 42 lb down at 12-3-4, and 2 lb down at 14-3-4, and 253 lb down and 124 lb up at 16-3-4 on bottom cho d. The design/selection of such connection device(s) is the responsibility of other 11) In the LOAD CA (S) section, loads applied to the face of the truss are noted as front (F) or back (B). 343143A 11 IA05G I Half Hip Girder I1 1 0- -4 2-8-0 5-4-0 084 2-7-12 2-8-0 1.5x4 11 3x4 = 1.5x4 11 1 2 3 3x4 = LOADING(psf) I�, SPACING 2-D-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.06 4-5 >961 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.17 4-5 >364 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 HOR(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 30 lb FT = 0 LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP o.2 WEBS 2x4 SP o.3 BRACING TOP CHORD Structural wood shea ng directly applied or 5-4-0 oc pur ins, except end verticals BOT CHORD Rigid ceiling directly a lied or 10-0-0 oc bracing. REACTIONS (Ib/size 5 = 37 0-6-12 (min. 0.1-8) 4 - 345/Mechanical Max Uplift 5 =-166(LC 4) 4 =-153(LC 4) FORCES (lb) Max Comp./Max. Ter ! -AII forces 250 (Ib) or less exceplwhen shown. WEBS 2-5=280/209, 2-4=2 NOTES 1) Wind: ASCE 7-10; �/209 ult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=20ft; ♦rat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left expose Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate inage to prevent water ponding. 3) Plates checked for plus or minus 0 degree rotation about its center. 4) This truss has beei designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Ice s. 5)' This truss has be "n designed for a live load of 20.Opsf on the bottom chord In all areas where a rectan tie 3-" tall by 2-0-0 wide will fit between the bottom chord and any other memY 6) Refer to girder(s) f as to truss connections. 7) Provide rnechaniu connection (by others) of truss to bearing plate capable of withstanding 166 lb u' lift atjoint 5 and 153 Ib uplift atjoint 4. 8) "Semi -rigid pitchb aks with fixed heels" Merrier end fusty model was used in the analysis and design this truss. 9) Hanger(s) or othernnection device(s) shall be provided sufficient to support concentrated load(s) alb down and 120 lb up at 1-4-12, and 93 lb down and 120 lb up at 3-3-12 on top ors, and 56 lb down at 14-12, and 56 lb down at 34-12 on bottom chord. The sign/selection of such connection device(s) Is the responsibility of othe . 10) In the LOAD CAE 1 IS) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live alanced): Lumber Inerease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=70, 20 Concentrated Loa (Ib) Vert: 6=93(F)7=1g(F)8=40(F)9=-40(F) Scale =1:14: Camber=1/8 i ob Tmss Truss Type Oly Ply 343143A A04G Common Girder 1 Job Reference (optionap Al ROOF TRUSSES, F RT PIERCE, FL 34948 n r 42 1 0 P n . 7.4 0 p 1 013 MTe sloes, F M Y 03 09.08 51 13 P I D: HtFkzgfN M f�R?4zzyL'lldiz�tzl4�-m�G��aVz�oem_y�r�gaoyf�uS�aj3arr3U hdw��SGz• 0- -0 4-2-6 7-4-6 11-2-0 14-11-10 18-1-10 22-4-0 1 22 -2 0- -2 4-2-6 3-2-0 3-9-10 3-9-10 3-2-0 4-2-6 0-0-2 Scale = 1:35, Camber = 5/16 i 4x4 = 5 4.00 12 3x4 3x4 4 6 3x4 % 3x4 7 3 4 4x10 G 1 N1 4x10 2 8g .1 B1 81 a I 14 13 12 11 10 3x6 11 46 = Sx8 = 4x6 = 3x6 11 5074#/-2 60# 4657#/-2003# 8- 4-2-6 7-4-6 11-2-0 14-11-10 18-1-10 22-4-0 8-0 3-6-6 3-2-0 3-9-10 3-9-10 3-2-0 4-2-6 Plate Offsets X 1 :0.3-12 0-1-8 12:0-4-O 0.6-0 14:0-3-12 0-1-8 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.23 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.45 11-12 >585 240 BCLL 0.0 ' Rep Stress Incr NO NB 0.82 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matdx-M) Weight: 276 lb FT = 0% LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x8 SY No.1 WEBS 2x4 SP o.3 BRACING TOPCHORD Structural wood sheet ng directly applied or 3-3-13 oc pur ins. BOT CHORD Rigid ceiling directly a plied or 9-5-5 oc bracing. REACTIONS (Ib/size 8 = 465 0-6-12 (min. 0-2-12) 2 = Wo /0.6-12 (min. 0-3-0) Max Horz 2 - I -83(LC 17) Max Uplift 8 = -2003(LC 9) 2 = -2160(LC 6) FORCES (lb) Max Comp./Max. To '. -AII forces 250 Qb) or less except when shown. TOPCHORD 2-19=9531402, 2-2= 93/1939, 2-3=-931213962, 3-4=929913957, 4-5= 331/3127. 5-6=733113122, 6-7=9820/4182, 7-8=! 1122314776 BOTCHORD 2-20=3531854, 2-2= 48/4289, 2-14=374118777, 13.14=3741/8777,1 .13=-3699/8810,11-12=-3852/9304, 10-11=-0459/10605, 10=-0459/10605 WEBS 5-1 2=1 812/4331, 6-1 i =2809/1277, 6-11=-806/1976, 7-11=-1424/659, 7-1 3381874, 4-12=-2244/1034, 4-13=-610/1518 NOTES 1) 2-ply truss to be cc, nected together with 10d (0.131"xT) nails as follows: II Top chords connecteo as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords tonne ed as follows: 2x8 - 2 rows staggered at 0.9-0 oc. Webs connected as f lows: 2x4 -1 row at 0-9-0 oc. ' 2) All loads are consh, oed equally applied to all plies, except if noted as front (F) or back (B) face in the L AD CASE(S) section. Ply to ply connections have been provided to distribute my loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof Ih i i loads have been considered for this design. 4) Wind: ASCE 7-10; ult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf, h=20R t.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C , Exterior(2) zone; cani ever left exposed ;GC for members and forces & MWFRS for reactions shown; Lun er DOL=1.60 plate grip DOL=1.60 5) Plates checked for plus or minus 0 degree rotation about its center. 6) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loe s. 7)' This truss has be n designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan a 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other memb 8) Provide mechani yconnection (by others) of truss to bearing plate capable of withstanding 2003 Ib lift atjoint 8 and 21601b uplift at joint 2. 9) Load case(s) 18 h /have been modified. Building designer must review loads to verify that they are cc iect for the intended use of this truss. 10) "Semi -rigid pitcht ' mks with fixed heels" Member end fixity model was used in the analysis and i of this truss. LOAD CASE(S) Standard 1 1) Dead+ Roof Uve I balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl Vert: 1-2=-30, 2- 0, 5-9=70, 2-8=370(F=-350) 18) Dead: Lumber In ease=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (p Vert: 1-5=-30, 5- 30, 2.8=214(F=194) ob !I Tmss Truss Type QtY Ply 143143A A01 G Hip Girder 1 1 Job Reference o bona At ROOF TRUSSES, FO T PIERCE, FL 34946 R 78.420 s 11 0 P : 7 4z0 Apr 1 013 i ek Ind tries, I F a 3 0 2013 P �e8{ �ivwPAM ID:HtFkzgfNM�R44zzrd0zVttzR141 -'(d,nM9yb gy14 c�m��l)�0�66t�2 S 0- -0 6-0-0 11-2-0 16-4-0 22-4-0 22 -2 0- -2 6-0-0 5-2-0 5-2-0 6-0-0 0-0-2 Scale =1:36. Camber = 3/81 4x8 = 1.5x4 11 48 = 4.00 12 3 4 5 2 IT IV 76 w1 m ri 10 9 8 34 — 3x8 I iI T20H 11 1.5x4 11 5x10 MT20H= 1.5x4 11 3x8 = 1637#/-77 1582#/-754# -8- 6-0-0 11-2-0 16-4-0 i 22-4-0 -8- 5-4-0 5-2-0 5-2-0 6-0-0 Plate Offsets X : rZ 0.0-4Ede 2:0.1-2 Ede :0b12 0.2-05:0-5-12 0.2-09:0.5-00-M LOADING(psQ SPACING 2-0-0 CSI DEFL in poc) I/defl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.30 9 >894 360 MT20 2441190 TCDL 15.0 Lumberincrease 1.25 BC 0.64 Vert(TL) -0.54 8-9 >492 240 MT20H 1871143 BCLL 0.0 • Rep Stress Incr NO WB 0.55 Horz(TL) 0.11 6 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 92 lb FT = 0 LUMBER TOP CHORD 2x4 SY M 30 BOT CHORD 2x4 SY M 31 WEBS 2x4 SP o.3 Standard WEDGE Vert: 1-2=30, 2-3=70, 36=70, 5-6--70, 6-7=-30,11-16=20 Left: 2x4 SP No.3 Concentrated Loads (lb) BRACING Vert: 3=110(F)10=223(1`) 8=325(F) 19=76(F) 20=90(F) 21=90(F) 22=90(F) TOP CHORD 23=24(F) 24=57(F) 25=57(F) 26=57(F) Structural wood shea ng directly applied or 2-9-10 oc pur ins BOTCHORD Rigid ceiling directly a lied or 6-0-1 oc bracing. REAC71ONS (lb/sizey' 2 = 16 /06-12 (m1n.0-1-8) 6 - 15 6. 012 (min.0-1-8) Max Horz 2 = I 46(LC 13) Max Uplift 2 = -778(LC 4) 6 = -754(LC 5) FORCES (Ib) Max Comp./Max Ter. -All forces 250 (Ib) or less exceplwhen shown TOP CHORD 2-14=329/216, 2-2=- 45/686, 2-3=3700f1799, 3-19=475012371, 19- 0=-4750/2371, 4-20=-4750/2371, 4-21=47502371, 21- 2=-0750/2371, 5-22=47502371, 5-"- 915/1870 BOTCHORD 2-15=198/306, 2-11 51/1326, 2-10=1643/3445, 10-23=1644/3463, 2 24=1644/3463, 9.24=1644/3463, 9-25=1698/3680, 25 6=169813680, 8-26=1698/3680, 6-8=1690/3649 WEBS 3-10=12/357, 3-9=7 1/1453, 4-9=669/483, 5.9=652/1251, 5.8=119/453 NOTES11 1) Unbalanced roof f loads have been considered for this design. 2) Wind: ASCE 7-10; ult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft at. II; F�rp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left expose ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate inage to prevent water ponding. 4) All plates are MT2 plates unless otherwise indicated. 5) Plates checked to 6) This Wss has bee plus or minus 0 degree rotation about its center. designed for 10.0 bottom live load �w��, c v/��y.�� HAM E ?09 with any other live to •This a psf chord nonconcurent a. afa�Ci Professional Fhoneer PE 3W31 7) truss has b areas where a recta n designed for a live load of 20.Opsf on the bottom chord in all ' le 36-0 tall by 2-0-0 wide will fit between the bottom chord 7205 Elyse Circle and any other memo 8) Provide mechani connection @y others) of truss to bearing plate capable of Port .�. l..UCi2, FL 34%2-3212 withstanding 778 lb lift at joint 2 and 754lb uplift at joint 6. Fax 17721 �%-q�• 30 9) "Semi -rigid pitchb aks with fixed heels" Member end fusty model was used In the analysis and design 10) Hanger(s) or oth this truss. connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb doom and 224 lb up at 6-0-0, 76 to down and 133 lb up at 8.0.12, 90 lb do and 134 Ib up at 10.0-12, and 90 lb down and 134 lb up at I n 12.0-12, and 90 lb d and 134 lb up at 14.0.12 on top chord, and 223 lb down N � f/ and 121 lb up at 42 Ib dn owat 8-0-12, 60 lb down and 29 lb up at 10-0-12, 60 lb down and 29 lb 6p at 12-0-12, and 60 lb down and 29 lb up at 14-0-12, and 325 lb down and 17 Ili up at 16-0-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 11) In the LOAD CA (S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Dead 4, Roof Uve lanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads fo ob Truss Truss Type Qly Ply 343143A A02 Hip 1 1 Job Reference (optional), Al ROOF TRUSSES, F T PIERCE, FL 34946 n. r.v 1 2 3 P 4 5 A r 11 2013 Tek l u nee I n 3 2013 P ID:HtFkzgfNMKF�T4zzfli�%tz�141��inl�Vl9y�i1 LeBK�gyla�t(mA�JNbLBSy�liAvwpzfUe 0_ _p 8-0-0 14-4-0 22-4-0 22 -2 0- -2 8-0-0 6-4-0 8-0-0 0- -2 Scale = 1:36, Camber= 3/16 i 4x8 = 46 = 3 4 4.00 12 2EU 65 01 u d d 9 8 7 3x8 T20H II 1.5x4 II 3x4 3x4 = 3x6 = 3x4 = 1019fil-41 1000#/-421# 8- 8-0-0 14-4-0 22-4-0 8- 7-4-0 6-4-0 8-0-0 Plate Offsets fX Y1• f2,0-0-0 Edgel f2.0-1-10 Edpel 130.5-0 0.2-01 LOADING(pso SPACING 2-0.0 CSI DEFL In (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.19 7-17 >999 360 MT20 244/190 TCDL 15.0 Lumberincrease 125 BC 0.63 Verl(TL) -0.28 7-17 >948 240 MT20H 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.10 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 86 lb FT = 0 LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP 0.2 WEBS 2x4 SP lo.3 WEDGE Left: 2x4 SP No.3 i BRACING TOPCHORD Structural Wood S. BOTCHORD REACTIONS (Ib/size 2 = 10' 5 - 101 Max Horz 2 = Max Uplift 2 = 5 = FORCES (lb) Max. Comp./Max Tei TOPCHORD 2-13=9031839, 2-2= 34=2028/1479, 4-5= BOTCHORD 2-14=7881852, 2-10= 8.9=1217/1927, 741- WEBS 3-9=01250,4-7=0/261 NOTES 1) Unbalanced roof Ii� 2) Wind: ASCE 7-10; BCDL=5.Opsf; h=20fl Extedor(2) zone; cart reactions shown; Lun 3) Provide adequate 4) All plates are MT21 5) Plates checked for 6) This truss has bee with any other live Im 7)' This truss has be areas where a redan and any other memb, 8) Provide mechanic; withstanding 419 lb u 9) "Semi -rigid pitchbr analysis and design c LOAD CASE(S) Standard ig dire—y appha . lied or 5-1-0 cc bn •12 (min.0-1-8) .12 (ndn. 0-1-8) -01(LC 13) -419(LC 8) -021(LC 9) All forces 250 Qb) or less except when shown. loads have been considered and forces & MWFRS for r DOL=1.60 plate grip DOL=1.60 inage to prevent water ponding. ates unless otherwise indicated. rlus or minus 0 degree rotation about its center. Deigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord In all 3S0 tall by 2-0-0 wide will fit between the bottom chord onnection (by others) of truss to bearing plate capable of I at joint 2 and 421 lb uplift atjoint 5. s with fixed heels" Member end fixity model was used in the its truss. ob I Truss Truss Type Ot1r Ply i43143A A03 Hip 1 1 Jah Reference (optioneD At ROOF TRUSSES, FORT PIERCE, FL 34948 ago p 1 201a ed t 7.42 s r 1 z413 MITek stnes, I c F M 03 09.06.51 1 P ID:HtFkzgfNN�f� 4zzlQ �zVtzKl4�Jl-m$GA&aJzDoem. {fflaoy bu�q�Cr_vUhOw�� z 0- -0 6-7-14 10-0-0 12 4-0 15-8-2 22-4-0 22 -2 0- -2 6-7-14 3-4-2 2-4-0 3-4-2 6-7-14 1 0- -2 Scale =1:36. Camber= 5/161 44 = 4x4 = 4 5 4.00 12 1.5x4 \ 1.5x4 4 3 6 1 2 87 m1 H d d 11 10 9 x8 II 3x4 = 3x8 MT20H= 3x4 = 3x4 = 3x8 = 102M-40 998#/404# 8- 10-0-0 12-4-0 22-4-0 -8- 9-4-0 2-4-0 10-0-0 Plate Offsets : 2 D-2-2 Ede 2:0.0-4 Etl e LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.20 9.19 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.26 BC 0.88 Verl(TL) -0.51 9-19 >520 240 MT20H 187/143 SCLL a.0 • Rep Stress Incr YES WB 0.19 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight 91 lb FT = 0% LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP 0.2 WEBS 2x4 SP ' o.3 WEDGE Left: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheall ng directly applied or 34-8 cc pur ins. BOTCHORD Rigid ceiling directly a ; Aed or 4-7-15 cc bracing. at Stabilizers and required cross bracing be installed MiTek recommends Burin truss erection in accordance with Stabilizer Installation quide. REACTIONS Qb/size 2 = 10 /0-6-12 (min. 0-1-8) 7 = 99 0b-12 (min. 0-1-8) Max Horz 1 2 = -75(LC 17) Max Uplift 2 = 408(LC 8) 7 = -404(LC 9) FORCES Qb) Max. Comp./Max Ter - All forces 250 (Ib) or less except when shown. TOP CHORD I 2-15=-6101256,2-2=- 9/603,2-3=-2267/1673, 34=1868/1363, 4 76311344. 5-6=187511369, 6.7=2349/1740 BOTCHORD 2-16=2351578, 2-12 63f746, 2-11=1445/2072, 10.11=1031/1681, 0=1031/1681, 7-9=1524/2334 WEBS 3.11=4731494, 411 ' 061346, 5-9=246/404, 6-9=5641588 NOTES 1) Unbalanced roof Iii a loads have been considered for this design. 2) Wind: ASCE 7-10; fult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=20fl ,Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; can ever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lur 3er DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. 4) All plates are MT2 plates unless otherwise indicated. 5) Plates checked fix i plus or minus 0 degree rotation about its center. 6) This truss has bee designed for a 10.0 psf bottom chord live load nonconcerrent with any other live to is. 7) • This truss has b( n designed for a live load of 20.Opsf on the bottom chord in all areas where a recta le 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other memb 8) Provide mechani connection (by others) of truss to bearing plate capable of withstanding 408 Ib lift at joint 2 and 404lb uplift aljoint 7. 9) "SenY-rigid pitchb aks with fixed heels" Member end foxily model was used in the analysis and design this truss. LOAD CASE(S) Standard I I I 343143A 11 1ciw 1 1 1 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP BOT CHORD 2x4 SP BRACING TOPCHORD Structural wood sheatl BOT CHORD Rigid ceiling directly al REACTIONS ON 3 = 2 = 4 — Max Horz 2 = Max Uplift 3 = 2 — Max Grav 3 = 2 = 4 = FORCES Gb) Max Comp./Max. TOP CHORD 2-3=-500/590 BOTCHORD 2-8=7511623, 24 NOTES E#enor(2) zone; ca reactions shown; Lt 2) Plates checked G 3) This truss has be with any other live 1, 4)' This truss has t areas where a recta and any other mem 5) Refer to girder(s) 6) Provide mechani withstanding 100 lb 7) "Semi -rigid pitchl analysis and desigr LOAD CASE(S) Standard 21 ID:HtFkzgfNMKR?4zzIQMFzVtzK14M-UKtxgw5VRj0a8zA3AU p_ -2 6-5-3 p_ _Z 6-5-3 SPACING 2-0-0 CS] DEFL In Goo) Well Ud PLATES GRIP Plates Increase 1.25 TC 0.67 Vert(LL) -0.03 4-8 >999 360 MT20 244/190 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.08 4-8 >925 240 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a nla Code FBC2010JTP12007 (Matrix-M) Weight: 20 lb FT=0% directly applied or S-0-O oc pur ins. d or 10-11-0 oc bracing. .12 (min. 0-1- 47/Mechanical 126(LC 8) -125(LC 8) -141(LC 8) 158(LC 1) 373(LC 1) 89(LC 3) forces 250 (Ib) or less except when shown. It=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, aL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and 6C ✓er left exposed ;C-C for members and forces 8 MWFRS for r DOL=1.60 plate grip DOL=1.60 Dlus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3b0 tall by 2-0-0 wide will tit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t at joint(s) except Gt=lb) 3=125, 2=141. u; with fixed heels" Member end fodty model was used in the tis truss. Scale = 1:14. ob Tress Truss Type Qty Ply M143A CJX Jack -Open 1 1 1 1 `""'" ID:HtFkzgfNMKR?4zzlQMFZVtzK14M-U KtxgW5VRj0a5zA3AU571V p_ _2 7-7-1 p_ _2 7-7-1 6-1 , Scale = 1:15. Camber= 1/81 l� d N N N LOADING(Psi) SPACING 2-0-0 CSI DEFL in (loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.07 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 125 BC 0.72 Vert(TL) -0.18 4-8 >514 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 HOR(TL) -0.02 3 n/a n/a BCDL 10.0 Cade FBC2010/TPI2007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER TOP CHORD 2x4 Sp o.2 BOT CHORD 2x4 SP 0.3 BRACING TOPCHORD Structural wood sheaft ng directly applied. BOTCHORD Rigid ceiling directly at lied or 10-0-0 oc bracing. at Stabilizers and required cross bracing be installed MiTek recommends durin truss erection n accordance with Stabilizer Installation guide. REACTIONS Qb/size 3 = 189/Mechanical 2 = 43 0.6-12 (min.0-1-8) 4 - 57/Mechanical Max Horz 2 - 149(LC 8) Max Uplift 3 = -150(LC 8) 2 = -166(LC 8) Max Grav 3 = 189(LC 1) 2 = 436(LC 1) 4 = 108(LC 3) FORCES Qb) MaxComp./MaxTer Al forces 250 Qb) or less except when shown. TOP CHORD 2.3=-829/904 BOTCHORD 2-8=1138/1018, 2- -'i I 06/297 NOTES 1) Wind: ASCE 7-10; 1 ult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; t.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cant I ever left exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lu qer DOL=1.60 plate grip DOL=1.60 2) Plates checked for plus or minus 0 degree rotation about its center. 3) This truss has bee designed for a 10.0 psf bottom chord live load nonconcunent with any other live to s. 4) • This truss has be in designed for a live load of 20.Opsf on the bottom chord in all areas where a reclan 1e 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other memb 5) Refer to girder(s) f ' truss to truss cannVofrns. 6) Provide mechani connection (by others) of truss to bearing plate capable of withstanding 100 lb u))lift at joint(s) except (jt=1b) 3=150. 2=166. 7) "Send -rigid pitchb 'yaks with fixed heels" Member end fixity model was used in the analysis and design }this truss. LOAD CASE(S) Standard 343143A CJY Jack -Open 1 1 Job Reference o one �[ )rL p rL g 1rtp� All ROOF TRUSSES,F F0- PIERCE, FL 34948 q u •7�42ZUZI6 -L12013 P'n• 4 s 9r193��0a82A3dHU J,,Vk5 ID:HtFkz fNMi2.4zz MFZVtzKr4-lKtx w - -26-1-15 8-8-15 0-2 6-1-15 2-7-0 LOAOING(pso TCLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS 2x4 SP BRACING TOPCHORD Structural wood sheet BOT CHORD Rigid ceiling directly a REACTIONS (Ibis 4 = 2 = 5 — Max Hoe 2 = Max Uplift 4 = 2 = 5 = FORCES (Ib) Max Comp./Max.. TOPCHORD 2-3=A70/277 BOTCHORD 2-10=234/520, 24 WEBS 3.6=-474/591 NOTES 1) Wind: ASCE 7-1 BCOL=S.Opsf, h=2 Exterior(2) zone; e reactions shown; L 2) Plates checked 3) This truss has b with any other live 4)' This truss has areas where a red and any other mer 5) Refer to girder(; 6) Provide mechar withstanding 100 II 7) "Semi -rigid pilot analysis and desig LOAD CASE(S) Standard 1 SPACING 2-0-0 I CSI DEFL in (too) Vdefi Ud PLATES GRIP Plates Increase 1.26 TO 0.41 Vert(LL) -0.12 6-10 >852 360 MT20 244/190 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.32 6-10 >323 240 Rep Stress Incr YES WB 0.18 Horz(fL) 0.01 4 n/a n/a Code FBC2010rrP12007 (Matrix-M) Weight: 31 lb FT = 0 directly applied or 6-0-0 or purlins. d or 2-2-0 oc bracing. 49/Mechanical �6-12 (min. 0.1-8) 277/Mechanical 171(LC 8) -37(LC 8) -159(LC 8) -143(LC 8) All forces 250 (lb) or less except when shown. 2£=-454/363 'ult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; aL II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C ever left exposed ;C-C far members and forces & MWFRS for rer DOL=1.60 plate grip DOL=1.60 i plus or minus 0 degree rotation about its center. designed for a 10.0 psf bottom chord live load nonconcurrent Is. n designed for a live load of 20.Opsf on the bottom chord in all le 3-&0 tall by 2-0-0 wide will fit between the bottom chord s. • truss to truss connections. connection (by others) of truss to beadng plate capable of lift at joint(s) 4 except 6t=lb) 2=159. 5=143. aks with fixed heels" Member end fixity model was used in the this truss. Scale = 1:17. Camber = 3/16 ob Truss 343143A I D01G 6-11-5 Type Special Girder 11-1-3 9-9-14 3.46 2 6x12 3 2 .1 d e c, s 14 �r = 3x4 = 4 13 4x4 = 3x4 = 3x4 = 5 12 11 4x6 = 3x4 = 0-8-5 2-4-10 6-11-5 11-1-3 14-11-14 0-8-5 1-8-5 4-6-11 4-1-14 3-10-12 Plate Offsets (X.Y): 1$ 0-5-4.0-2-01, 18:0-4-12,0-2-41 LOADING(psf) SPACING 2.0-0 Cat DEFL in (loc) Vdefi Ltd TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.13 11-13 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.22 11-13 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.42 Horz(rL) 0.03 19 We n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SF I qo.2 11) Hanger(s) or other connection device(s) shall be provided sufficient to support BOT CHORD 2x6 S No.2 concentrated load(s) 12lb down and 74lb up at 1.10-9, 19 lb down and 47lb up WEBS 2x4 SP 1 lo.3 .Except* at 2-4-10, 66 lb up at 4-1-7, 67 lb up at 4-2-5, 22 lb down and 92 lb up at 6-5-2, W1: 2x SYP No.2 23 lb down and 93 lb up at 6-6.0.55 lb down and 117 lb up at 8-8-14, 56 Ito down OTHERS 2x6 S N0.2 and 117 lb up at 8-9-12, 87 lb down and 141 lb up at 11-0-9, 88 lb down and 142 BRACING Ib up al 11-1.7, 118lb down and 166lb up at 13.4-5, 1191b down and 1671b up TOP CHORD at 13-5.2, and 12 Ib down and 54 Ib up at 154W, and 13 Ib down and 54 Ib up at Structural wood shea ing directly applied or 5-9-0 oc pudins, except end verticals. 15-8-14 on top chord, and 58 lb up at 1-10-9, 35 lb up at 24-10, 13 lb up at BOT CHORD 4-1-7, 13 lb up at 4-2-5, 10 lb down and B lb up at 6-5-2, 11 lb down and 7lb up Rigid ceiling directly a plied or 10-0-0 oc, bracing. at 6-6-0, 30 lb down and 2 lb up at 8-8-14, 31 lb down and 2 lb up at 8-9-12, 49 lb down at 11-0-9, 49 lb down at 11-1-7, 67 lb down at 13-4-5, 68 lb down at REACTIONS Wsiz P 13.5-2, 255 lb down and 162 lb up at 15-8-0, 257 lb down and 163 lb up at 2 = 13 7 /0-7-13 (min. 0-1-8) 15.8-14, and 344 lb down and 218 lb up at 17-11-11, and 345 lb down and 2191b 19 = 21 6/0-5-0 (min. 0-1-8) up at 19-0-9 on bottom chord. The design/selection of such connection device(s) Max Horz is the responsibility of others. 2 = 212(LC 4) Max Uplift (LC ) LOAD CASE(S) 19 = - 18 Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FORCES (Ib) Max. Comp./Max. Te - Al forces 250 (lb) or less except when shown. Uniform Loads (plf) Vert: , 2-3=70, 3-8=70, 2-9=20 TOP CHORD 2-2=1083/623, 2-2 763/1509, 3-20=2768/1515, Concentrated Concentrated Loads Qb) Vert: 3(F=11, 14=21(B)20-43(� B=27) 6=174(-56, 3-21=-450612331, 21 2=-448312332, 4-22=-4455/2327, -45(F=F=27, 21=23(F=11, 23=110(F=-5Q B 55) 4-23=-4224/2150, 5 =A785/2133, 5-6=-0163/2137, 1=12) 118) 2 =41(F 21. B 27=19O B-- 10) 24=237(F =19(F B=118) 25=417, 6-24=3075/1591, 7- =3011/1560, 7-25=361/159, B2 6) 30) 75(F=-3 F=5, B=16) 30=75(F=-37, 8=37) 5, B 8-25=337/170, 8-9- 120/2090 57, B 255) 3(F=17, 31=-513(F=257, 8=255) 32=-689(F=345, 8=344) 31=-51 BOT CHORD 2-2=722/973, 2-26- 617/2612, 14-26=4617/2612, 14-27=156712538, 2 28=1567/2538, 13-28=1567/2538, 13-29=-2450/4422, 1 29=2450/4422, 11-12=2450/4422, 11-30=2218/4135, 1 30=-2218/4135, 10-31=-1593/2943, 31-32=161512987, 2=-164813044 WEBS 3-13=892/1903, 4-1: -2501214, 4-11=3021245, 6.11=0/353, 6.10=1295/679, 7-1 =-636/1371, 7-9=298311609 NOTES 1) Ply to ply nailing it idequate 2) 2-ply truss to inected together with 10d (0.131"xV) nails as follows: Top chords connecte as follows: 2x4 - 2 rows staggered at 0-2-0 oc. Bottom chords conric Ied as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as Ilows: 2x6 - 3 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. 3) Al loads are consi ered equally applied to all plies, except if noted as front (F) or back (B) face in the DOAD CASE(S) section. Ply to ply connections have been provided to distribute' my loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10 BCDL=S.Opsf; h=2 ; fult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left expos ;Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked f , plus or minus 0 degree rotation about its center. 6) This truss has be designed for a 10.0 psf bottom chord live load nonconcurent with any other live to i Is. 7) • This truss has b n designed for a live load of 20.Opsf on the bottom chord in all areas where a recta ' le 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other memo 8) Bearing aljoint(s) rs. 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Build i T designer should verify capacity of bearing surface. 9) Provide mechani connection (by others) of truss to bearing plate capable of withstanding 100lb I plift at joint(s) except at -lb) 2=731, 19=1188. 10) "Semi -rigid pitch) aks with fixed heels" Member end fixity model was used in the analysis and des n of this truss. Scale =1:33, ' Camber =1/81 2.00 12 4x10 = 8 3x4 = �f AX BL1 c d .F 1�V d 10 94x6 = 3x4 = 4x4 = PLATES GRIP MT20 2441190 Weight: 246 lb FT = 0% 2176W-1188# ob Truss Truss Type Oty Ply 343143A D02G Roof Special Girder 1 1 At ROOF TRUSSES, RT PIERCE, FL 34946 p �Ap�Jo�bzRe]f�erencpe Zo 2logna 2 � yp7� I .�g�p. y�yi�yg, � q � M�y�Q �Q �] � �g ID:HtFkzgfNMK�34iiIMFZVtZK14Mt-QI hgC(iIZKHH�FiKSFiJAIOIWNCUYXXNZF$tQ5tZPK(:iE 0- -0 4-11-2 6-0-7 11-11-12 12-7-0 0- -2 4-11-2 3-1-5 3-11-5 0-7=4 Scale = 1:21. 4x10 -- 5 3.46 12 3x4 4 3x4 s BL1 m 3 T1 W5 a W3 4 W1 2 13 Io 1 B1 11 8 7 6 6x8 = 2x4 I I 3x4 = 4x4 = 3x4 = 0 8 3 778n/-317u 4-11-2 8-0-7 11-11-12 7# �[ 0-8- 3 4-2-5 3-1-5 3-11-5 0-7-4 Plate Offsets X D30 0-2A 6:0-4-00-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lld PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.03 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.06 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horc(TL) 0.01 13 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 76Ib FT = 0 LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x6 SY No.2 WEBS 2x4 SP o.3 OTHERS 2x8SY No.2 BRACING TOPCHORD Structural wood sheaf ing directly applied or 4-10-12 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly a plied or 9.5.12 oc bracing. at Stabilizers and required cross bracing be installed l., recommends duffeMffek truss erector in accordance with Stabilizer Installation uide. REACTIONS Qb/sizel 2 = IO-7-13 (min. 0-1-8) 13 - 72 OS12 (min. 0-1.8) Max Horz 2 - I 202(LC 4) Max Uplift 2 = -317(LC 4) 13 = -365(LC 4) FORCES (lb) Max. Comp.lMax. Te - All forces 250 (lb) or less except when shown. TOPCHORD 2-2=377/132, 2-3-1 5/569, 3-0=10941448, 5-0=259/600 BOT CHORD I 2-2=301/352, 2-8=-6 /1281, 7-8=-685/1281, 7-15=534/1036, 6-1 #-52911050 WEBS 3-7=263/174, 4-7=0 5, 4-6=1000/500 NOTES 1) Wind: ASCE 7-10; fult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left expose ;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for plus or minus 0 degree rotation about its center. 3) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurent with any other live loi Is. 4)' This truss has be n designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan le 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other memY s. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Buildh g designer should verify capacity of bearing surface. 6) Provide mechania connection (by others) of truss to bearing plate capable of withstanding 100 lb u lift at joint(s) except Ql=1b) 2=317, 13=365. 7) "Semi -rigid p7itchbr aks with fixed heels" Member end fixity model was used in the analysis and design this truss. 8) Hanger(s) or other nnection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 92 lb up at 4-9-0, 40 lb down and 99 lb up at 4-10-8, and l l9lb d and 166lb up at 8-9-0, and 1331b down and 1731b up at 8.10-8 on top chord, nd 11 lb down and 7 lb up at 4-9-0, 26lb down and 3 lb up at 4-10-8, and 68 lb dov i at 8-9-0, and 771b down at 8-10-8 on bottom chord. The design/selection of si. bh connection device(s) is the responsibility of others. 9) In the LOAD CAS S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) li Standard 1) Dead+ Roof Live iibalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit Vert: 1-2=30, 2- 70, 2-6=20 Concentrated Loa (lb) Vert: 3=-63(F=23%= 40) 8=30(F=5, B=25) 14=251(F=119. B=133) 15=86(F=37, B= 9) I 143143A II ID03 1 1 1 6-9-11 6-9-11 10-11-11 4-2-0 3x4 = 3x8 = 4 3x4 = 0-8-0 542#/-199# 6-9-11 , 10-11-11 411#/-21 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC 0.59 Verl(LL) 0.03 6 >999 360 MT20 2441190 TCDL 1 5. 0 Lumber Increase 1.25 SC 0.32 Verl(TL) -0.06 6-11 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 026 Horz(fL) -0.01 12 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matdx-M) Weight: 52lb FT = 0% LUMBER TOP CHORD 2x4 SP 40.2 BOT CHORD 2x4 SP 10.2 WEBS 2x4 SP 10.3 OTHERS 2x4 SP lo.3 BRACING TOPCHORD Structural wood sheet ing directly applied or 6-0-0 oc pudins, except end verticals BOTCHORD Rigid ceiling directly a : plied or 7-7-1 oc bracing. REACTIONS (lb/size 2 = 54 0-6-12 (min. 0-1-8) 12 - 4 i/0-3-8 (min.0-1-8) Max Horz 2 = 208(LC 8) Max Uplift 2 =-199(LC 8) 12 =-212(LC 8) FORCES (Ib) Max. Comp./Max. Ter: - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-694/394, 5-7=3 /405, 4-7=333/405 BOT CHORD 2-11=339/199, 2-8=2 261562, 2.6---603/662, 5-6=-603/662 WEBS 3-5=716/651 NOTES 1) Wind: ASCE 7-10; ' u1t=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft;', t. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cant I ver left exposed ;C-C for members and forces & MWFRS for reactions shown; Lu r DOL=1.60 plate grip DOL=1.60 2) Plates checked for', plus or minus 0 degree rotation about its center. 3) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live to s. 4)*This truss hasbem designed for alive load of 20.Opsf on the bottom chord in all areas where a rectan i a 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other memb 5) Bearing aljoinl(s) considersparallel to grain value using ANSIrrPI 1 angle to grain formula. Buildi designer should verify capacity of bearing surface. 6) Provide mechania I connection (by others) of truss to bearing plate capable of withstanding 1001b u ,ft atjoint(s) except at= -lb) 2=199, 12=212. 7)'Semi-rigid pitchb ks with fixed heels" Member end foxily, model was used in the analysis and design of this truss. LOAD CASE(S) Standard Scale =1:21. 143143A I ID04 IMonopitch I I 1 ID:HtFkzgfNMKf734iiFOMFiVtzKl4M-Qi_h5c61iKHHOHKSHJAToWNWgY 0- -2 7-8-4 9-9-14 0- -2 7-8-4 2-1-11 0 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress Incr YES BCDL 10.0 CodeFBC2010/fP12007 LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP o.2 WEBS 2x4 SP o.3 BRACING TOPCHORD Structural wood sheet g directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly a lied or 8-9-15 oc bracing. MiTek recommends at Stabilizers and required cross bracing be installed REACTIONS (Ib/s 2 = 5 - Max Horz 2 = Max Uplift 2 = 5 = FORCES Ob) Ma). Comp./Max. - TOPCHORD 2-3=650/355 BOT CHORD 2-9=504/749, 2-6- WEBS 35=563/673 NOTES 1) Wind: ASCE 7-1 BCDL=5.0psf; h=2 Extedor(2) zone; c reactions shown; L 2) Plates checked 3) This truss has b with any other live 4) • This truss has areas where a red and any other men 5) Refer to girder(s 6) Provide mechar withstanding 100 II 7) "Semi -rigid pitch analysis and desig LOAD CASE(S) Standard �6-12 (min. 0-1-8) 364/Mechanical 191(LC 8) -180(LC 8) -198(LC 8) All forces 250 (lb) or less except when shown. 2-5=-026/356 It=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; it. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C xer left exposed ;C-C for members and forces & MWFRS for r DOL=1.60 plate grip DOL=1.60 tlus or minus 0 degree rotation about its center. -signed for a 10.0 psf bottom chard live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3-6-0 tall by 2-0-0 wide will fit between the bottom chord mss to truss connections. Dnnection (by others) of truss to bearing plate capable of I atjoint(s) except Gelb) 2=180, 5=198. s with fixed heels" Member end fixity model was used in the its truss. 9-1-14 CSI DEFL in (loc) Vdefl L/d TC 0.72 Vert(LL) -0.18 5-9 >641 360 BC 0.72 Vert(TL) -0.46 5-9 >254 240 WB 0.20 Horz(Q -0.01 5 n/a n/a (Matrix-M) 1.5x4 II 4 3x4 = PLATES GRIP MT20 244/190 Weight: 39lb FT = 0% Scale =1:19. Camber=1/4 i )43143A II ID05 IMonopitch 11 1 1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS 2x4 SP BRACING TOPCHORD Structural wood shoat BOT CHORD Rigid ceiling directly al REACTIONS (lb/size 2 = 51 5 - Max Horz 2 = Max Uplift 2 = 5 = FORCES Qb) Max. Comp./Max. Ter TOPCHORD 2-3=659/365 BOTCHORD 2-9=5177760, 2.6=-6' WEBS 3-5=566/677 NOTES 1) Wnd: ASCE 7-10; BCDL=S.Opsf; h=20ft; Extedor(2) zone; cant reactions shown; Lun 2) Plates checked for 3) This truss has bees with any other live loa 4)' This truss has be analysis LOAD CASE(S) Standard ID:HtFkzgfNMKR?4zzlQ'MFzVtzKl4M-uuY3ly7NkeP8?RuerOhjK7whGyl 0- -2 7-8-13 9-10-5 0- -2 7-8-13 2-1-8 B 1.5x4 II 4 3x4 = 0-8as/-1Rf* sp 9-10-5 0-8-0-0 9-2-5 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP Plates Increase 1.25 TC 0.73 Vert(LL) -0.18 5-9 >633 360 MT20 244/190 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.46 5-9 >251 240 Rep Stress Incr YES WB 0.20 Horz(fL) -0.01 5 n/a n/a Code FBC2010rrP12007 (Matrix-M) Weight: 39 lb FT = 0 directly applied or 6-0-0 oc pudins, except end verticals. d or 8-10-1 oc bracing. Stabilizers and required cross bracing be installed 5-12 (min. 0-1-8) 365/Mechanical 192(LC 8) -180(LC 8) -199(LC 8) forces 250 (lb) or less except when shown. 2-5=425/355 It=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; it.11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C ter left exposed ;C-C for members and forces & MWFRS for r DOL=1.60 plate grip DOL=1.60 )lus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3S0 tall by 2-0-0 wide will fit between the bottom chord russ to truss connections. onnection (by others) of truss to bearing plate capable of t atjoint(s) except at -lb) 2=180, 5=199. :s with fixed heels" Member end Rxily model was used in the Its truss. Scale = 1:19. Camber=1/4 i 143143A HC4 IRAFTERTRUSS ' IB 1 1 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP BRACING TOP CHORD Structural wood sheet BOTCHORD Structural wood sheet REACTIONS (lb/size 1 = 2 = Max Horz 1 = Max Uplift 1 = 2 = FORCES Qb) Max. CompJMax. Ter NOTES 1) Wind: ASCE 7-10;' BCDL=S.Opsf; h=25ft; end zone and C-C Ex members and forces I DOL=1.33 2) • This truss has be, areas where a rectani and any other membe 3) Refer to girder(s) fc 4) Provide mechanica withstanding 100 lb ul 5) "Semi -rigid pitchbn analysis and design o LOAD CASE(S) Standard SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FRC2010/TP12007 directly applied or 2-9-5 oc purlins. 93IMechanical 931Mechanical -56(LC 9) -98(LC 9) -112(LC 9) Al forces 250 (Ib) or less except when shown. It=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; at. II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable tor(2) zone; cantilever left and right exposed ;C-C for AVVFRS for reactions shown; Lumber DOL=1.33 plate grip designed for a live load of 20.Opsf on the bottom chord in all 3S0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t atjoint(s)1 except (it -lb) 2=112. cs with fixed heels" Member end fixity model was used in the tis truss. 2-9-5 2-9-5 CSI DEFL in (loc) Vdefi Ltd PLATES GRIP TC 0.24 Vert(LL) 0.02 1-2 >999 240 BC 0.00 Vert(TL) -0.01 1-2 >999 240 WB 0.00 Horz(rL) 0.00 2 We nla (Matrix-M) Weight: 4 lb FT = 0 Zt d Scale = 1:6. ob 143143A 384#/-175# 3.4 = 1 A' r1' �• Truss Type Diagonal Hip Girder LOADING(psf) SPACING 2-0.0 TCLL 20.0 Plates Increase 125 TCDL 15.0 Lumber Increase 1.25 BCLL N. ' Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP 0 .3 WEBS 2x4 SP o.3 BRACING TOP CHORD Structural wood shea i g directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling direly a lied or 10-0-0 oc bracing. MiTek recommends at Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4 = 105/Mechanical 2 = 38 0-9-9 (min.0-1-8) 5 - 220/Mechanical Max Horz 2 = 117(LC 4) Max Uplift 4 = -74(LC 4) 2 =-175(LC 4) 5 =-101(LC 4) FORCES (lb) Max Comp./Max. Ten All forces 250 (lb) or less except when shown. TOPCHORD 2-12=-509/207, 3-12- 4 80/225 BOTCHORD 2-8=167/468, 2-14= 3/468, 7-14=2831468, 7-15=283/468, 6-15- 831468 WEBS 3.6=507/307 NOTES 1) Wind: ASCE 7-10; N ilt-170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; t II; Fxp C; End., GCpi=0.18; MWFRS (envelope); cantilever left exposec Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for plus or minus 0 degree rotation about its center. 3) This truss has been Jesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loa . 4) • This truss has be designed for a live load of 20.0psf on the bottom chord in all areas where a rectan 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other membe . 5) Refer to girder(s) fotruss to truss connections. 6) Provide mechanica xinnection (by others) of truss to bearing plate capable of withstanding 100 lb ul It atjoint(s) 4 except (It -lb) 2=175. 5=101. 7) "Semi -rigid pitchbre ks with fixed heels" Member end fixity model was used in the analysis and design o his truss. 8) Hanger(s) or other nnection device(s) shall be provided sufficient to support concentrated load(s)1 lb down and 47 lb up at 2-9-8. 19 lb down and 47 lb up at 2-9-8, and 19 lb down and 89 lb up at 5-7-7, and 19 lb down and 89 lb up at 5-7-7 on top chord, and 21 I¢ up at 2-9-8, 21 Ib up at 2-9-8, and 8 lb down and 8 lb up at 6-7-7, and 8lb down d 8lb up at 5-7-7 on bottom chord. The design/selection of such connection devi (a) is the responsibility of others. 9) In the LOAD CASE ) section, loadsap a e face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live ('. lanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=30, 244 0, 5-8=20 Concentrated Load LIB) Vert: 12=75(F=37, 37)13=38(F=19, B=19)14=19(F=9, B=9)15=7(F=3, B=3) 4-2-14 CSI TC 0.27 BC 0.50 WB 0.13 (Matrix-M) Qly Ply 2 1 Job Reference(optionaO zi�u 1�iA1� Onj�Ko�yp$NPiYp i9 ID:HtFkzgfN40yNe7 wt519 3-3-4 Scale = 1:15. 105 2.83 12 3x4 3 N T1 h W1 W2 B1 220# 0 7 6 3x4 = 1.5x4 II 8-5-1 3-3-4 DEFL in (loc) I/de8 Ud PLATES GRIP Vert(LL) 0.02 6-7 -999 360 MT20 244/190 Vert(TL) -0.04 6-7 >999 240 Horz(rL) -0.01 4 n/a n/a Weight 31 lb FT = 0 143143A I I jHJB IDiagonal Hip Girder 11 1 1 Scale =1:15, 5-1-13 Plate Offsets X :0-5-11 0-0-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Ildell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.02 6-7 >999 360 MT20 2441190 TCDL 15.0 Lumberincrease 1.25 BC 0.56 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 - Rep Stress Ina NO WE 0.15 Horc(TL) -0.01 4 We We BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 31 lb FT = 0 LUMBER TOP CHORD 2x4 SP 4c.2 BOT CHORD 2x4 SP 4o.3 WEBS 2x4 SP 0.3 BRACING TOPCHORD Structural wood sheet ing directly applied or 6-M cc purlins. BOT CHORD Rigid ceiling directly a : plied or 10-M cc bracing. 1 tat Stabilizers and required cross bracing be installed MiTek recommends REACTIONS (Iblsize 4 =i, 105/Mechanical 2 = 4 /0.9.9 (min. 0-1-8) 5 1 249/Mechanical Max Horz 2 = i 117(LC 4) Max Uplift 4 = -74(LC 4) 2 =-184(LC 4) 5 =-105(LC 4) FORCES Qb) Max Comp.IMax Te : All forces 250 (lb) or less except when shown. TOPCHORD 2-12=5871219, 3-12= 551235 BOTCHORD 2-8=1781540, 2-14= 5/540, 7-14=295/540, 7-15=295/540, 6-15= 95I540 WEBS 3-6=5861319 1) Wind: ASCE 7-10; ,ult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=2011; Pat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left expose ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for plus or minus 0 degree rotation about its center. 3) This truss has bee esigned fora 10.0 psf bottom ehord live load nonconcurenl with any other live Ice s. 4) • This truss has be designed fora live load of 20.Opsf on the bottom chord in all areas where a rectal a 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other me 5) Refer to girder(s) f� as to truss connections. 6) Provide mechanics connection (by others) of truss to bearing plate capable of withstanding 1001b u ift at joint(s) 4 except (--lb) 2=184, 5=105. 7) "Seml-rigid pitchbre ks with fixed heels" Member end fixity model was used in the analysis and design o Ithis truss. 8) Hanger(s) or other nnection device(s) shall be provided sufficient to support concentrated load(s) lb down and 53 lb up at 2-9-8, 19 lb down and 47 lb up at 2-9-8, and 33 lb doom' no 94 lb up at 5-7-7. and 19 lb down and 89 lb up at 5-7-7 on lop chord, and 9 It own and 26 lb up at 2-9-8, 21 lb up at 2-9.8, and 23 lb down and 4 lb up at -7, and 8 lb down and 8 lb up at 5-7-7 on bottom chord. The design/selection such connection device(a) is the responsibility of others. 9) In the LOAD CASE( ) section, loads applied to the face of the truss are noted as front (F) or back (B). Jill LOAD CASE(S) Standard 1) Dead+ Roof Uve ( lanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo) Vert: 1-2=30, 2 — 0, 5.8=20 Concentrated Load (Ib) Vert: 12=56(F=18, =37) 13=52(F=-33, B=19) 14=1(F=9, B=9) 15=26(F=23, B=3) I ob Truss Truss Type city Ply 343143A HJC Diagonal Hip Girder 2 1 Jab Reference (optional) At ROOF TRUSSES, RT PIERCE, FL 34946 ID:HtFkzgfNMKR�UZZI67J�Zlvtzi M&AMAN MRb9rdylit-NrA W101019361YS P& 10 5-1-13 8-5-1 3 5-1-13 3-3-4 Scale =1:15, 103 2.83 F12 3x4 c 3 377#/-163# 69/-15# T1 N W1 WP 1 81 Ij 223# 0 6 31 — 1.5x4 11 3x4 = 0-10-15 1-10-1 5-1-13 8-5-1 r 0-10-15 0-11-2 3-3-13 3-3-4 Plate Offsets X 2 0.5-15 0-0.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.02 6-7 >999 360 MT20 244/190 TCDL 15'0 Lumber Increase 1.25 SC OA3 Vert(TL) -0.04 6-7 >999 240 BCLL 0'0 ' Rep Stress Ina NO WB 0.14 Horz(TL) 0.01 5 nla n/a BCDL 10.0 Code FBC2010rrP12007 (Maldx-M) Weight: 31 to FT = 0 LUMBER TOP CHORD 2x4 SP i o.2 BOT CHORD 2x4 SP o.3 WEBS 2x4 P11 0.3 BRACING TOP CHORD Structural wood sheath ng directly applied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly a lied or 10-0-0 oc bracing. MiTek recommends at Stabilizers and required cross bracing be installed dudn truss erection I n accordance with Stabilizer Installation quide. REACTIONS NI bear gs Mechanical except Qt=length) 2=0-3-3, 8=0-2-8. (lb) - Max Harz 2=117(LC 4) Max Uplift Al uplift 100lb or less atjoint(s) 4, 8 except 105(LC 2=163(LC 4). 5- 4) Max Grav All reactions 250 I or less atjoint(s) 4, 5, 8 except 2=377(LC 1) FORCES Qb) Max. Comp./Max. Ten' - All forces 250 Qb) or less except when shown. TOPCHORD. 2-13=5271218, 3-1 -' 99/236 BOT CHORD 2-9=1781486, 2-8=2 /486, 8-15=2951486, 7-15=295/486, 7-16=295/486, 6-1r, 2951486 WEBS 3-6=-527/319 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=201t; t. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left expose , Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for plus or minus 0 degree rotation about its center. 3) This truss has beer esigned for a 10.0 psf bottom chord live load nonconcurent with any other live loa . 4)' This truss has be ii designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan a 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other membe . 5) Refer to girder(s) lic ' truss to truss connections. 6) Provide mechanic onnec ion (by others) of truss to bearing plate atjoint(s) 8. 7) Provide mechanica', nnection (by others) of truss to bearing plate capable of withstanding 100 lb ul at joint(s) 4, 8 except at --lb) 2=163, 5=105. 8) "Semi -rigid pitchbre ks with fixed heels" Member end fixity model was used in the analysis and design o his truss. 9) Hanger(s) or other innection devire(s) shall be provided sufficient to support concentrated load(s) lb down and 45 lb up at 2-9-8, 21 lb down and 45 lb up at 2-9-8, and 19 Ito down nd 89 lb up at 5-7-7, and 19 Ito down and 89 lb up at 5-7-7 on top chord, and 29 1: up at 2-M, 29 lb up at 2-9-8, and 1 lb down and 10 lb up at 5-7-7, and 1 lb down d 10lb up at 5-7-7 on bottom chord. The design/selection Of such connection de "ce(s) is the responsibility of others. 10) In the LOAD CAS (S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live ( lanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=30, 24- 0, 6-9=20 Concentrated Load (lb) Vert: 13=78(F=39, -39) 14=37(F=19, B=19)15=30(F=15, B=15)16=0(F=,D, B=0) 343143A 1 21 -' '- ID:HtFkzgfNMKR?4iilONFiVtiK14M-M56SWR8?VyX?dbTrPkC 0- -2 6-0-0 01-2 6-0-0 LOADING(pso SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumberincrease 1.25 BCLL 0.0 • Rep Stress Incr YES BCDL 10.0 Code FBC2010/fP12007 LUMBER TOP CHORD 2x4 SP 0.2 BOT CHORD 2x4 SP o.3 BRACING TOPCHORD Structural Hood sheet ing directly applied or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly a lied or 10-0-0 oc bracing. MiTek recommends I let Stabilizers and required cross bracing be installed REACTIONS Qb/size 3 = 2 = 35 4 Max Horz 2 = Max Uplift 3 = 2 = Max Grav 3 = 2 = 4 = FORCES (lb) Max. Comp./Max Tei TOPCHORD 2-3=-396/486 BOTCHORD 2-8=623/498 NOTES 1) Wind: ASCE 7-10; BCDL=5.Opsf, h=20ft. Extedor(2) zone; cani reactions shown; Lun 2) Plates checked for 3) This truss has bees with any other live loe 4) • This truss has be areas where a rectan and any other memb( 5) Refer to girder(s) f 6) Provide mechanic' withstanding 100 lb u 7) "Semi -rigid pitchbn analysis and design c LOAD CASE(S) Standard 146/Mechanical 3-12 (min. 0.1-8) 44/Mechanical 117(LC 8) -116(LC 8) -132(LC 8) 146(LC 1) 350(LC 1) 82(LC 3) Al forces 250 pb) or less except when shown. It=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C ✓er left exposed ;C-C for members and forces & MWFRS for .r DOL=1.60 plate grip DOL=1.60 )lus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 316-0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t atjoinl(s) except at -lb) 3=116, 2=132. is with fixed heels" Member end fixity model was used in the CSI TC 0.58 BC 0.54 WB 0.00 (Matrix-M) 5-4-0 DEFL in (too) Udefl Ud Vert(LL) -0.02 4-8 >999 360 Vert(TL) -0.06 4-8 >999 240 Horz(TL) -0.01 3 n/a n/a PLATES GRIP MT20 2441190 Weight: 18lb FT=0 Scale = 1:13. 343143A Jack -Open 13 1 1 ID:HtFkzgfNM 237$ 1 3x4 = Scale = 1:13: Camber=1/16 i 5-4-0 5-4-0 Plate Offsets X : 1 0-0-12 0-0-15 1:0-2-15 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.15 3-6 >409 360 MT20 2441190 TCDL 15.0 Lumberincrease 1.25 BC 0.96 Vert(TL) -0.14 3-6 >444 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 18 lb FT=0 LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP o.3 WEDGE Left: 2x4 SP No.3 BRACING TOPCHORD Structural wood sheaf (ng directly applied or 5-" oc pur ins. REACTIONS Qb/s 2 = 3 = 1 - Max Horz 1 - Max Uplift 2 = 3 = 1 Max Grev 2 = 3 = 1 = FORCES Qb) Max. Comp./Max.. BOTCHORD 1-3=2611191 NOTES 1) Wind: ASCE 7-1 BCDL=5.Opsf; h=2 Exterior(2) zone; c reactions shown; L 2) Plates checked 3) This truss has b with any other live 4) • This truss has areas where a red and any other men 5) Refer to girder(: 6) Provide mechar LOAD CASE(S) Standard cross 160/Mechanical 77/Mechanical �6-12 (min. 0-") 104(LC 8) -117(LC 8) -9(LC 8) -81(LC 8) 160(LC 1) 100(LC 3) 237(LC 1) Al forces 250 (lb) or less except when shown. It=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf, at II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C ver left exposed ;C-C for members and forces & MWFRS for :r DOL=1.60 plate grip DOL=1.60 plus or minus 0 degree rotation about its center. 'esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.0psf on the bottom chord in all 3Fi0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to beadng plate capable of 1 at joint(s) 3, 1 except (it --lb) 2=117. (s with fixed heels" Member end fixity model was used in the 1is truss. 343143A Jack -Open 2 I 1 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP BOT CHORD 2x4 SP BRACING TOPCHORD Structural wood sheet BOTCHORD Rigid ceiling directly al REACTIONS (Ib/size) 3 = 2 = 341 4 - Max Horz 2 = Max Uplift 3 = 2 - Max Grav 3 = 2 = 4 = FORCES (Ib) Max. Comp./Max. Ten TOPCHORD 2-3=1322/1283 BOTCHORD 2-0=1574/1492 NOTES 1) Wind: ASCE 7-10; \ BCDL=5.Opsf; h=20ft; Exterior(2) zone; cant' reactions shown; Luml 2) Plates checked for 3) This truss has been with any other live loai 4) • This truss has bee areas where a rectang and any other membe. 5) Refer to girder(s) fa 6) Provide mechanical withstanding 100lb ur 7) "Semi -rigid pitchbre analysis and design of LOAD CASE(S) Standard ID:HtFkzgfNMKR?4zzIQMFzVtzKf4M-gHdgjd9eGFfsF121zRjB p_ _2 6-3-4 p_ _2 6-3-4 34 21 I 3x4 = SPACING 24)-0 CSI Plates Increase 1.25 TC 0.66 Lumberincrease 1.25 BC 0.58 Rep Stress Incr YES WB 0.00 Code FEC2010rrP12007 (Matrix-M) directly applied or4-11-1 oc pudins. d or 10-0-0 oc bracing. 123(LC 8) -125(LC 8) -128(LC 8) 163(LC 1) 341(LC 1) 96(LC 3) forces 250 cab) or less except when shown I1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; 3t. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C ier left exposed ;C-C for members and forces & MWFRS for r DOL=1.60 plate grip DOL=1.60 )lus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3-&0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t at joint(s) except at -lb) 3=125, 2=128. is with fixed heels" Member end fudty, model was used in the 6-3-4 DEFL in (too) Vdefl L/d Vert(LL) 0.10 4-7 >710 360 Vert(TL) -0.12 4-7 >607 240 Horz(rL) -0.01 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 19 lb FT=0 Scale = 1:13. Camber =1116 i 343143A 1 21 0- -2 6-0-0 0- -2 6-0-0 0-8-0 LOADING(psf) SPACING 2-0-0 TOLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/iP12007 LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP 0.3 BRACING TOPCHORD Structural mood sheatt �i ig directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly al plied or 10.0-0 oc bracing. MiTek recommends I at Stabilizers and required crossbracing be installed REACTIONS All bea (lb) - Max Horz 2= 117(LC 8) Max Uplift All uplift 100 lb of 3=115(LC 12), 2 Max Grav All reactions 250 5=352(LC 3) FORCES (lb) Max. Comp./Max Tei TOPCHORD 2-3=219/314 BOTCHORD 2-9=-439/306 NOTES 1) Wind: ASCE 7-10; BCDL=5.Opsf; h=20ft Exterior(2) zone; can, reactions shown; Lun 2) Plates checked for 3) This truss has bee with any other live loe 4)'This truss has be areas where a rectan and any other membi 5) Refer to girder(s) f 6) Provide mechanic 7) Provide mechanic withstanding 100 lb u 8) "Semi -rigid pitchbr analysis and design c LOAD CASE(S) Standard Mechanical except at --length) 2=0-2.4, 5=0.1.8. atjoinl(s) 5 except i(LC 8) less atjoint(s) 3, 2, 4 except All forces 250 (Ib) or less except when shown. tt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C ver left exposed ;GC for members and forces & MWFRS for :r DOL=1.60 plate grip DOL=1.60 plus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3-6-0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate aljoint(s) 2, 5. onnection (by others) of truss to bearing plate capable of t atjoint(s) 5 except at=lb) 3=115, 2=125. es with fixed heels" Member end fixity model was used in the lls truss. CSI DEFL in Qoc) Vdeti Ltd TC 0.59 Vert(LL) -0.01 4-5 >999 360 BC 0.68 Vert(rL) -0.03 4-5 >999 240 WB 0.00 Horz(TL) -0.01 3 n/a n/a (Matrix-M) PLATES GRIP MT20 244/190 Weight: 18lb FT=0% Scale =1:13, 343143A II IMV2 1 1 1 v d LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP 0.3 BOT CHORD 2x4 SP o.3 BRACING TOPCHORD Structural wood she ng directly applied or 2-1-12 oc pudins. BOTCHORD Rigid ceiling directly a,', lied or 10-0-0 oc bracing. REACTIONS (Ib/size '� 1 = 5 2-1-0 (min.0-1-8) 2 = 4 -1-0 (min.0-1-8) 3 = 1 2-1-0 (min. 0-1-8) Max Hoe 1 — 25(LC 8) Max Uplift 1 = -19(LC 8) 2 — -34(LC 8) Max Grav 1 = 54(LC 1) 2 = 42(LC 1) 3 = 24(LC 3) FORCES Qb) Max Comp./Max Ten j - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; ult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.opsf; h=20ft; t. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and GC Exterior(2) zone; canti ver left exposed ;GC for members and forces & MWFRS for reactions shown; Lu er DOL=1.60 plate grip DOL=1.60 2) Plates checked for plus or minus 0 degree rotation about its center. 3) Gable requires con' uous bottom chord bearing. 4) This truss has bee esigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loa s. 5)' This truss has be designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan a 3-6-0 tall by 2-0-0 wide will fit between the bottom chord end any other memb 6) Beadng atjoint(s) nsiders parallel to grain value using ANSUTPI 1 angle to grain formula. Buildin designer should verify capacity of bearing surface. 7) Provide mechanics connection (by others) of truss to bearing plate capable of withstanding 100 lb u ift at joint(s) 1, 2. 8) "Semi -rigid pitchbrc ks with fixed heels" Member end fixity model was used in the analysis and design o this truss. LOAD CASE(S) Standard 2-1-12 2-1-12 . nn 2x4 CSI DEFL in (too) Well L/d PLATES GRIP TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 BC 0.02 Vert(TL) n/a - n/a 999 WB 0.00 -19lf Horz(fL) -0.00 2 n/a n/a 420W (Matrix) Weight: 5lb FT=0 Scale =1:5. 1 1 1 4-1-12 4-1-12 2x4 a 1.5x4 II 1.5x4 II 2 3 Scale =1:8. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.45 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumberincrease 125 BC 0.18 Vert(rL) n/a - n/a 999 BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(rL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 12lb FT = 0% LUMBER TOP CHORD 2x4 SP o.3 BOT CHORD 2x4 SP 1 0,3 WEBS 2x4 SP 110.3 BRACING TOPCHORD Structural wood sheaf' ng directly applied or4-1-12 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly a lied or 10-M oe bracing. REACTIONS (lb/si; 1 = 3 - Max Horz 1 - Max Uplift 1 = 3 = FORCES pb) Max. Comp./Max T NOTES 1) Wind: ASCE 7-1( BCDL=S.Opsf; h=20 EMerior(2) zone; ca reactions shown; Lt 2) Plates checked fi 3) Gable requires a 4) This truss has be with any other live Ii 5) • This truss has I areas where a recta and any other mem 6) Provide mechani withstanding 100 lb 7) "Semi -rigid pilchl analysis and desigr LOAD CASE(S) Standard 4-1-0 (min. 0-1-8) W-0 (min.0-1.8) 61(LC 8) -50(LC 8) -70(LC 8) All forces 250 (lb) or less except when shown. It=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; it. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C ,er left exposed ;GC for members and forces & MWFRS for r DOL=1.60 plate grip DOL=1.60 lus or minus 0 degree notation about its center. sous bottom chord bearing. esigned for a 10.0 psf bottom chord live load nonconwnent designed for a live load of 20.Opsf on the bottom chord in all 3-6-0 tall by 2-0-0 wide will fit between the bottom chord mnection (by others) of truss to bearing plate capable of ;al joint(s) 1, 3. s with fixed heels" Member end fudty model was used in the its truss. 143143A CJB Jack -Open 15 1 1 LOADING(psl) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 S BOT CHORD 2x4 S BRACING TOP CHORD Structural wood she BOTCHORD Rigid ceiling directly REACTIONS Obis 3 = 2 4 — Max Horz 2 = Max Uplift 3 = 2 = Max Grav 3 = 2 4 = FORCES (lb) Max. Comp./Max' NOTES 1) Wind: ASCE 7-1 BCDL=5.Opsf; h=2 Exterior(2) zone; c reactions shown; L 2) Plates checked 3) This truss has b with any other live 4)'This truss has areas where a red and any other mer 5) Refer to girder(: 6) Provide mechar LOAD CASE(S) Standard ID:HtFkzgfNMKR?4iutQMFzVfzKl4M-7M32dD1 M'CBOH2CH6NL 0_ _2 3-11-1 1 010_2 3-11-11 21 0-6-01 3-11-11 0-8-0 3-3-11 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP Plates Increase 125 TO 021 Vert(LL) -0.01 5 >999 360 MT20 2441190 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.01 4-8 >999 240 Rep Stress Incr YES we 0.00 Horz(TL) -0.00 3 n/a n/a Code FBC2010/rP12007 (Matrix-M) Weight: 12 lb FT = 0 directly applied or 3-11-11 cc puriins. d or 10-0.0 oc bracing. 89/Mechanical -12 (min. 0-1-8) 23/Mechanical 77(LC 8) -72(LC 8) -90(LC 8) 89(LC 1) 245(LC 1) 48(LC 3) - All forces 250 (lb) or less except when shown. iIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. II; Exp C; End., GCpi=o.18; MWFRS (envelope) and C-C ver left exposed ;GC for members and forces & MWFRS for Ir DOL=1.60 plate grip DOL=1.60 plus or minus 0 degree rotation about its center. lesigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3-6-0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. connection (by others) of truss to bearing plate capable of at joint 3 and 90 lb uplift at joint 2. cs with fixed heels" Member end fixity model was used In the his truss. Scale =1:10. 343143A ICJC Al ROOF TRUSSES, F RT PIERCE, FL 34945 2 1 Plate Offsets (X.Y): :6-3-2.0-0-121 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TOOL 15.0 Lumber Increase 1.26 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/fPl2007 LUMBER TOP CHORD 2x4 SP lo.2 BOT CHORD 2x4 SP qo.3 BRACING TOP CHORD Structural wood sheat ing directly applied or 1-11-11 oc pudins. BOT CHORD Rigid ceiling directly a: plied or 10-0-0 oc bracing. 0 ID:HtFkzgfNMKR?4zz1QMFZVtzK14M-7M32dD1 M 0- -2 1-11-11 0- -2 1-11-11 REACTIONS All bea(i gs Mechanical except at —length) 2=0-2-4, 5=0-1-8. (lb) - Max Horz 2= 39(LC 8) Max Uplift All uplift 100 lb or ass at joint(s) 2, 3, 5 Max Grav All reactons 250 or less at joinl(s) 2, 4, 3, 5 FORCES Qb) Max Comp./Max Te - All forces 260 Qb) or less except when shown. NOTES 1) Wnd: ASCE 7-10; � ult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=2011; L II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) zone; can N�eever left exposed ;4C for members and forces & MWFRS for reactions shown; Lu tler DOL=1.60 plate grip DOL=1.60 2) Plates checked for' plus or minus 0 degree rotation about its center. 3) This truss has bee designed for a 10.0 psf bottom chord live load nonconaurrenl with any other live IoE c s. 4) • This truss has be i i designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan ' e 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other memb 5) Refer to girder(s) truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 5. 7) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 100 lb u ift atjoint(s) 2, 3, 5. 8) "Semi -rigid pitchb ks with fixed heels" Member end fixity model was used in the analysis and design q1this truss. LOAD CASE(S) Standard 0-8-0 1-4-12 1 1-11- CSI DEFL in (loc) Vdefi Ud TO 0.03 Vert(LL) 0.00 6 >999 360 BC 0.05 Vert(Q -0.00 6 >999 240 NB 0.00 Horz(fL) -0.00 3 n/a n/a (Matrix-M) PLATES GRIP MT20 2441190 Weight: 6lb FT=0 Scale =1:7. 343143A h ICJD (Jack -Open 14 I 1 ID:HtFkzgfNMKR?4zi]QgFZVtzK14M-7M32dD1 MdBOH2CH 0- -2 3-11-11 0- -2 3-11-11 Scale = 1:10. 21 0-8-0 1-4-0 LOADING(psi) SPACING 2-0.0 CSI DEFL in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 021 Vert(LL) -0.00 45 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 125 BC 0.30 Vert(TL) -0.00 45 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 12 lb FT = 0 LUMBER TOP CHORD 2x4 SP qo.2 BOT CHORD 2x4 SP 4o.3 BRACING TOP CHORD Structural wood sheet 11 ing directly applied or 3-11-11 oc pudins BOTCHORD Rigid ceiling directy a',plied or 10-0-0 oc bracing. REACTIONS All bee it gs Mechanical except Ql=length) 2=0.24, 5=0-15. Qb) - Max Horz 2= 77(LC 8) Max Uplid Al uplift 100 lb oi ass atjoint(s) 3, 2, 5 Max Grav All reactions 250 or less al joinl(s) 3, 2, 4, 5 FORCES Qb) Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; qrult=170niph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=20f1 t. 11; Exp C. Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedog2) zone; can ever left exposed ;C•C formembers and forces 8 MWFRS for reactions shown; Lu r DOL=1 Z plate grip DOL=1.60 2) Plates checked for; plus or minus 0 degree rotation about its center. 3) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live to " 4)' This truss has be n designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan' a 35.0 tall by 2-0-0 wide will fit between the bottom chord and any other me mY 5) Refer to girders) f truss to truss connections. 6) Provide mechani connection (by others) of truss to bearing plate atjoint(s) 2, 5. 7) Provide mechani connection (by others) of truss to bearing plate capable of withstanding 100 lb u' lift at joint(s) 3, 2, 5. 8) "Semi -rigid pitchbi, "aks with fixed heels" Member end fudty model was used in the analysis and design ( this truss. LOAD CASE(S) Standard ILK71Cy1 1 2 1 ID: HtFkzgfNM KR74&TQVFzVfzK14M-7M32d 0- -2 1-11-11 0- -2 1.11-11 2x4 = LOADING(psf) I SPACING 2-0-0 CSI DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber 1.25 BC 0.09 Vert(TL) -0.00 7 >999 240 BCLL 0.0 • Rep Stress lncr YES INS 0.00 Horz(fL) -0.00 2 n/a n/a BCDL 100 Code FBC201 OrrP12007 (Matrix-M) Weight: 61b FT = 0% LUMBER TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP o.3 BRACING TOPCHORD Structural wood sheath ng directly applied or 1-11-11 oc pudins BOTCHORD Rigid ceiling directly a Nied or 10-0-0 oc bracing. REACTIONS (Ib/s 2 = 4 = 3 - Max Horz 2 Max Uplift 2 = 4 = 3 - Max Grav 2 = 4 = 3 = FORCES (lb) Max Comp./Max.' NOTES 1) Wind: ASCE 7-1 BCDL=5.Opsf; h=2 Extedor(2) zone; c reactions shown;L 2) Plates checked 3) This truss has b with any other live 4) • This truss has areas where a red and any other men 5) Refer to girder(s 6) Provide mechar withstanding 10011 7) "Semi -rigid pitct analysis and desig LOAD CASE(S) Standard i-12 (min. 0-1-8) 29/Mechanical 52/Mechanical 39(LC 8) -33(LC 8) -6(LC 8) -36(LC 8) 101(LC 1) 33(LC 3) 52(LC 1) All forces 250 (Ib) or less except when shown. It=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. It; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C ver left exposed ;C-C for members and forces & MWFRS for :r DOL=1.60 plate grip DOL=1.60 Dlus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3-&0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t at joint(s) 2, 4, 3. (s with fixed heels" Member end fixity model was used in the tls truss. Scale=1:7. 143143A I� jCJF I Jack -Open 11 1 1 2 21 2x4 = LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BOLL 0.0 • Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SF qo.2 BOT CHORD 2x4 SF 0.3 BRACING TOPCHORD Structural wood sheet ing directly applied or 3-11-11 oc pudins. BOTCHORD Rigid ceiling directly a plied or 10-0-0 oc bracing. REACTIONS (Ib/si; 3 = 2 = 4 - Max Hoe 2 = Max Uplift 3 = 2 - Max Grav 3 = 2 = 4 = FORCES Qb) Max. Comp./Max T TOP CHORD 2-3=508/496 BOT CHORD 24=-623/562 NOTES 1) Wind: ASCE 7-11 BCDL=5.Opsf; h=2C Exterior(2) zone; ca reactions shown; Lt 2) Plates checked L 3) This truss has be with any other live 1, 4) • This truss has t areas where a recta and any other mem 5) Refer to girders) 6) Provide mechani withstanding 100lb 7) "Semi -rigid pitch) analysis and desigr LOAD CASE(S) Standard 103/Mechanical 3-12 (min. 0.1-8) 43/Mechanical 77(LC 8) -77(LC 8) -76(LC 8) 103(LC 1) 211(LC 1) 62(LC 3) AI I forces 250 (lb) or less except when shown. It=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C ver left exposed ;C-C for members and forces 8 MWFRS for it DOL=1.60 plate grip DOL=1.60 3lus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3-6-0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t at joint(s) 3, 2. is with fixed heels" Member end fixity, model was used in the lls truss. ID:HtFkzgfNM 3.11-11 3-11-11 3-11-11 3-11-11 CSI DEFL in (loc) Vdefl L/d TC 0.23 Vert(LL) 0.03 4.7 >999 360 BC 0.29 Vert(TL) -0.03 4-7 >999 240 W 3 0.00 Horc(TL) .0.00 2 n/a n/a (Matrix-M) PLATES GRIP MT20 2441190 Weight: 12lb FT=0 Scale = 1:10, 343143A:I I CJG Jack -Open 1 1 Job Reference Notional 22oop'3 T� At ROOF TRUSSES,F IRT PIERCE, FL 34948 ID:HtFkzgfNMKRR14zzI�ON� �zV'tiPj4'09 (lgVE� 3W8g 'Inx233 #13 3 2 7-8-4 0..2 7-8-4 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 BOT CHORD 2x4 BRACING TOP CHORD Structural wood sh BOT CHORD Rigid ceiling direct REACTIONS Qb/s 3 = 2 = 4 — Max Horz 2 = Max Uplift 3 = 2 — Max Grev 3 = 2 = 4 = FORCES Qb) Max. Comp./Max' TOPCHORD 2-3=2098/1965 BOT CHORD 2-0=2181/2163 NOTES 1) Wind: ASCE 7-1 BCDL=5.0psf; h=2 Exterior(2) zone; c reactions shown; L 2) Plates checked 3) This truss has b with any other live 4) • This truss has areas where a red withstanding 100lb 7) "Semi-dgid pitcht analysis and design LOAD CASE(S) Standard 41£ Id 3x6 = M 30 SPACING 2-0.0 I CS! Plates Increase 1.25 TC 0.54 Lumber Increase 1.25 BC 0.75 Rep Stress Ina YES WB 0.00 Code FBC2010/TPI2007 (Matrix-M) directly applied or 4-10-4 oc pur ins. d or 10-0.0 oc bracing. 203/Mechanical 10-6-12 (min.0-1-8) 69/Mechanical 150(LC 8) -156(LC 8) -158(LC 8) 203(LC 1) 419(LC 1) 117(LC 3) -Ali forces 250 Qb) or less except when shown. dt=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; at. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C ver left exposed ;C-C for members and forces & MWFRS for ;r DOL=1.60 plate grip DOL=1.60 plus or minus 0 degree rotation about its center. lesigned for a 10.0 psf bottom chord live load nonconcunent designed for a live load of 20.Opsf on the bottom chord In all 3-60 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. :onnection (by others) of truss to bearing plate capable of 1 atjoint(s) except Ot-lb) 3=156, 2=158. cs with fixed heels" Member end fixity model was used in the his truss. DEFL in Qoc) Ildefl Ud I PLATES GRIP Vert(LL) 0.17 4-7 >523 360 MT20 2441190 Vert(rL) -0.26 4-7 >352 240 Horz(TL) -0.01 2 n/a n/a Weight: 241b FT=O% Scale =1:15: Camber = 3/16 i I$ . I 343143A CJH Jack -Open 1 1 1 0- -2 4-2-10 0- -2 4-2-10 Scale =1:10. 21 2 2x4 = 4-2-10 LOADING(psf) I SPACING %0 CSI DEFL in pox) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(-L) 0.03 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.32 Vert(fL) -0.03 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight 13 lb FT = 0% LUMBER11 TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP N0.3 BRACING TOPCHORD REACTIONS ON 3 = 2 = 4 - Max Horz 2 = Max Uplift 3 = 2 - Max Grav 3 = 2 = 4 = FORCES Qb) Max Comp./Max TOPCHORD 2-3=579/567 BOTCHORD 2-4=-710/643 NOTES directly applied or 4-2-10 cc pudins. d or 10-0-0 cc bracing. 110/Mechanical -6-12 (min. 0-1-8) 45/Mechanical 82(LC 8) -82(LC 8) -82(LC 8) 110(LC 1) 225(LC 1) 66(LC 3) Al forces 250 (Ib) or less except when shown. 1) Wind: ASCE 7-10; ' u1t=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=20ft�, t II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; canill ever left exposed;C-C for members and forces B MWFRS for reactions shown; Lun r DOL=1.60 plate grip DOL=1.60 2) Plates checked for plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live to 4)' This truss has be An designed for alive load of 20.0psf on the bottom chord in all areas where a rectan' le 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other memo . 5) Refer to girder(s) f truss to truss connections. 6) Provide mechanic;connection (by others) of truss to bearing plate capable of withstanding 100 Ib u lift atjoint(s) 3, 2. 7) "Seri -rigid pitchb ks with fixed heels" Member end fixity model was used in the analysis and design c (this truss. LOAD CASES) Standard 343143A 1 I 1 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP BOT CHORD 2x4 SP BRACING TOPCHORD Structural wood sheat BOTCHORD Rigid ceiling directly a REACTIONS Qb/size 3 = 2 = 25 4 — Max Horz 2 = Max Uplift 3 = 2 = Max Grav 3 = 2 = 4 = FORCES Qb) Max. CompJMax Ter NOTES 1) Wind: ASCE 7.10; BCDL=S.Opsf; h=20ft; Exterior(2) zone; cant reactions shown; Lun 2) Plates checked for 3) This truss has bees with any other live loa 4)' This truss has be areas where a rectan�. and any other memb< 5) Refer to girder(s) fi 7) "Sam analysis LOAD CASE(S) Standard 21 0- -2 4-1-6 0_ _2 4-1-6 0-8-0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 O/f PI2007 directly applied or 4-1-6 oc pudins. d or 10-0.0 oc bracing. 80(LC 8) -75(LC 8) -93(LC 8) 93(LC 1) 252(LC 1) 51(LC 3) forces 250 Qb) or less except when shown. i1t=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsh, at II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C ver left exposed ;C-C for members and forces & MWFRS for !r DOL=1.60 plate grip DOL=1.60 plus or minus 0 degree rotation about He center. lesigned for a 10.0 psf bottom chord live load nonconcument designed for a live load of 20.Opsf on the bottom chord in all 13b0 tall by 2.0-0 wide will fit between the bottom chord truss to truss connections. onneclion (by others) of truss to bearing plate capable of 1 at joint(s) 3, 2. Q with fired heels" Member end fixity model was used in the his truss. CSI DEFL in Qoc) I/dell L/d TC 0.23 Vert(LL) -0.01 5 >999 360 BC 0.31 Vert(fL) -0.01 4.8 >999 240 WB 0.00 Harz(TL) -0.00 3 n/a n/a (Matrix-M) PLATES GRIP MT20 244/190 Weight 13 lb FT = 0 Scale =1:10. 343143A 1 I 1 1 . ��. ID:HtFkzgfNMK .4zz zVtz 14 -31 o2u2c6oe. ma 0- -2 7-6-15 0- -2 7-6-15 0-6-0 r, Scale = 1:16. Camber =1/8 i LOADING(psi) SPACING 2-0-0 CSI DEFL in (lox) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.07 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumberincrease 1.25 BC 0.72 Vert(TL) -0.17 4.8 >517 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 23 lb FT = 0 LUMBER TOP CHORD 2x4 SF qo.2 BOT CHORD 2x4 SF Yo.3 BRACING TOPCHORD Structural wood shea I ing directly applied. BOT CHORD Rigid ceiling directly 41 plied or 10-0-0 oc bracing. REACTIONS (lb/sh 3 = 2 = 4 - Max Horz 2 = Max Uplift 3 = 2 = Max Grav 3 = 2 = 4 = FORCES (lb) Max Comp./Max. T TOPCHORD 2-3=826/900 BOTCHORD 2-6=1135/1014, 2 ! NOTES 1) Wind: ASCE 7-1( BCDL=S.Opsf, h=20 Extedor(2) zone; ca reactions shown; Lc 2) Plates checked fi 3) This truss has be with any other live k 4)' This truss has It areas where a recta and any other meml 5) Refer to girder(s) 6) Provide mechani, withstanding 100 lb 7) "Semi -rigid pitcht LOAD CASE(S) Standard 189/Mechanical 5-12 (min. 0-1-8) 57/Mechanical 148(LC 8) -149(LC 8) -165(LC 8) 189(LC 1) 435(LC 1) 108(LC 3) -All forces 250 Qb) or less except when shown. ilt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. II; Exp C; End., GCpt=0.18; MWFRS (envelope) and C-C ver left exposed ;C-C for members and forces & MWFRS for :r DOL=1.60 plate grip DOL=1.60 plus or minus 0 degree rotation about its center. lesigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 13-6-0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. :onnection (by others) of truss to bearing plate capable of 1 at joint(s) except at --lb) 3=149. 2=165. (s with fixed heels" Member end fixity model was used in the his truss. 143143A II jCJK 0 LOADING(psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 S BOT CHORD 2x4 S WEBS 20 E BRACING TOPCHORD Structural wood she BOTCHORD Rigid ceiling directly REACTIONS (Ib/si2 4 = 2 = 5 - Max Horz 2 Max Uplift 4 = 2 = 5 = FORCES (Ib) Max. Comp./Max T TOPCHORD 2-3=-0631278 BOT CHORD 2-10=226/513, 2-71 WEBS 3-6=�72/590 NOTES 1) Wind: ASCE 7-1 x BCDL=S.Opsf; h=20 Extedor(2) zone; Ca reactions shown; Lx 2) Plates checked fl 3) This truss has be with any other live li 4)' This truss has t areas where a tecte and any other main 5) Refer to girder(s) 6) Provide mechani withstanding 100lb 7) "Semi-dgid pitchl analysis and desigr LOAD CASE(S) Standard `-- ID:HtFkzgfNMKR?4zzIQMFzVtzKl4M-31Bo2uzcboe7HV1/Kuvmalbsgjwl 0- -2 6-1-7 8-8-8 0- -2 6-1-7 2-7-1 1 0_g nib 7-9-0 3-8 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 2 3 3 directly applied or 6-0-0 oc pudins. id or 2-2-0 oc bracing. Stabilizers and required cross bracing be insl accordance with Stabilizer Installation guide. 50/Mechanical 5-12 (min. 0-1-8) 275/Mechanical 171(LC 8) -37(LC 8) -158(LC 8) -142(LC 8) VI forces 250 (Ib) or less except when shown 275, 2-6=454/363 It=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C per left exposed ;C-C for members and forces & MWFRS for .r DOL=1.60 plate grip DCL=1.60 Sus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live lead nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3-6-0 tall by 2.0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t atjoint(s) 4 except @=1b) 2=158, 5=142. xs with fixed heels' Member end fixity model was used in the 1is truss. CSI DEFL in pox) Udell L/d I PLATES GRIP TO 0.47 Vert(LL) -0.12 6-10 >864 360 MT20 2441190 BC 0.97 Vert(TL) -0.32 6-10 >328 240 WB 0.18 Horz(TL) 0.01 4 n/a n/a (Matrix-M) Weight: 31 lb FT = 0 Scale =1:17. Camber= 3/16 i I$ . I d43143A 1 I 1 ID:HtFkzgfNMKR?4zzIQMFZVtzKl4M-3lBo2u2t8oe7RWRUvmalbsg p_ _2 7-6-10 0- -2 7-6-10 Scale = 1:15. Camber = 118 i 1 LOADING(psf) SPACING 2-0.0 CSI DEFL in Coo) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.06 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.72 Vert(rL) -0.17 4.8 >523 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 100 Code FBC2010RP12007 (Matdx-M) Weight: 23 lb FT = 0 LUMBER TOP CHORD 2x4 SP qo.2 BOT CHORD 2x4 SP qo.3 BRACING TOPCHORD structural wood sheet; ing directly applied. BOT CHORD Rigid ceiling direly a: plied or 10.0-0 oc bracing REACTIONS Qb/size 3 = 188/Mechanical 2 = 4 /0-6-12 (min. 0-1-8) 4 = 57/Mechanical Max Horz 2 = 148(LC 8) Max Uplift 3 =-149(LC 8) 2 =-165(LC 8) Max Grav 3 = 188(LC 1) 2 = 434(LC 1) 4 = 107(LC 3) FORCES (Ib) Max. Comp./Max Te - Al forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8181893 BOTCHORD 24-112511005, 2- 106/296 NOTES 1) Wnd: ASCE 7-10; ult=17omph (3seoond gust) Vasd=132niph; TCDL=5.Opsf; BCDL=5.0psf, h=20ft ICat. II; Ecp C; End., GCpi=0.18; MWFRS (envelope) and C-C Ededog2) zone; canever left exposed ;GC for members and forces & MWFRS for reactions shown; Lui mr DOL=1.60 plate grip DOL=1.60 2) Plates checked to i plus or minus 0 degree rotation about its center. 3) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live to Is. 4) • This truss has be n designed for a live load of 20.Opsf on the bottom chord in all areas where a rectaIs 3-&0 tall by 2-0-0 wide will fit between the bottom chard and any other memo s. 5) Refer to girder(s) i r truss to truss connections. 6) Provide mechani connection (by others) of truss to bearing plate capable of withstanding 100lb lift atjoint(s) except at -lb) 3=149, 2=165. 7) "Semi -rigid pilchb aks with fixed heels" Member end fixity model was used in the analysis and design this truss. LOAD CASE(S) Standard 143143A III ICJM 1 LOADING(psf) TOLL 20.0 TCDL 15.0 BOLL 0.a BCDL 10.0 LUMBER TOP CHORD 2x4 S BOT CHORD 2x4 S BRACING TOPCHORD Structural wood she BOTCHORD Rigid ceiling directly REACTIONS I 3 = 2 = 4 - Max Horz 2 = Max Uplift 3 = 2 - Max Grav 3 = 2 = 4 = FORCES (lb) Max. Comp./Max TOP CHORD 2-3=-491/581 BOTCHORD 24=-740/612, 2 extenor(2) zone; ca reactions shown; Lu 2) Plates checked h 3) This truss has be with any other live k 4) • This truss has ! areas where a recta and any other mem 5) Refer to girder(s) 6) Provide mechanic withstanding 100 to 7) "Semi -rigid pitcht analysis and design LOAD CASE(S) Standard 21 p_ 1 6-4-12 0_ _2 6-4-12 SPACING 2-0-0 CSI DEFL in Qoc) Vdefl I PLATES GRIP Plates Increase 125 TC 0.67 Vert(LL) -0.03 4-8 >999 360 MT20 2441190 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.08 4-8 >944 240 Rep Stress lncr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a Code FBC2010/f P12007 (Matrix-M) Weight 20lb FT = 0 redly applied or 6-0-0 oc pudins. or 10-" or bracing. abilizers and required cross brad 1571Mechanical i-12 (min.0-1-8) 47/Mechanical 125(LC 8) -124(LC 8) -140(LC 8) 157(LC 1) 371(LC 1) 89(LC 3) -AII forces 250I or less exceptwhen shown. u1t=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, :at. 11; Exp C; End., GCpi=0.1&, MWFRS (envelope) and C-C aver left exposed ;C-C for members and forces & MWFRS for er DOL=1.60 plate grip DOL=1.60 plus or minus 0 degree rotation about its center. designed for a 10.0 psf bottom chord live load nonconcurrent S. i designed for a live load of 20.Opsf on the bottom chord in all e 316-0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. connection (by others) of truss to bearing plate capable of iftatjolnl(s) except at -lb) 3=124, 2=140. iks with fixed heels" Member end fixity model was used in the this truss. Scale = 1:14. 343143A II ICJN 1 0- -2 5-2-15 092 5-2-15 I$ 21 0-8-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.42 Ved(LL) -0.02 5 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.03 4-8 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/iP12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER TOP CHORD 2x4 SP 40.2 BOT CHORD 2x4 SF 110.3 BRACING TOPCHORD Structural wood she� ing directly applied or5-2-15 oc pudins. BOT CHORD Rigid ceiling directly aplied or 10.0-0 oc bracing. MiTek recommends lthat Stabilizers and required cross brecinp be installed REACTIONS (lb/size) 3 = 125/Mechanical 2 = 31 /0-6-12 (min. 0-1-8) 4 - 36/Mechanical Max Hoe 2 = 102(LC 8) Max Uplift 3 =-100(LC 8) 2 --116(LC 8) Max Grav 3 = 125(LC 1) 2 = 310(LC 1) 4 = 70(LC 3) FORCES (lb) Max. Comp./Max Te -A l forces 250 (Ib) or less except when shown. TOPCHORD 2-3=239/320 BOT CHORD 2.8=-017/307 NOTES 1) Wind: ASCE 7-10; V ult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft t. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; can ever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lu r DOL=1.60 plate gdp DOL=1.60 2) Plates checked for plus or minus 0 degree rotation about its center. 3) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live to s. 4) • This truss has be n designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan a 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other memo 5) Refer to girder(s) f truss to truss connections. 6) Provide mechani connection (by others) of truss to bearing plate capable of withstanding 100 lb u lift atjoint(s) 3 except (jt=1b) 2=116. 7) "Semi -rigid pitchbr�aks with foxed heels" Member end fusty model was used in the analysis and design fl this truss. LOAD CASE(S) Standard Scale: 1"= 343143A WO Jack -Open 1 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 S BOT CHORD 2x4 S BRACING TOP CHORD Structural wood she BOT CHORD Rigid ceiling directly REACTIONS (lb/s 3 = 2 = 4 - Max Horz 2 = Max Uplift 3 = 2 = Max Grav 3 = 2 = 4 = FORCES (Ib) Max. Comp./Max' NOTES 1) Wind: ASCE 7-1 BCDL=5.0psf; h=2 Exterior(2) zone; c reactions shown; L 2) Plates checked 3) This truss has b with any other live 4)' This truss has areas where a red and any other men 5) Refer to girder(s 6) Provide mechan withstanding 10011 7) "Semi -rigid pitct analysis and desig LOAD CASE(S) Standard 21 0- -2 4-1-1 0- -2 4-1-1 0-8-0 4-1-1 0-8-0 3-5-1 SPACING 2-0-0 CSI DEFL in (Ioc) Udell L/d PLATES GRIP Plates Increase 1.25 TC 0.23 Vert(LL) -0.01 5 >999 360 MT20 2441190 Lumber Increase 1.25 BC 0.31 Vert(fL) -0.01 4-8 >999 240 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Code FBC2010rrP12007 (Matrix-M) Weight: 13 lb FT = 0 directly applied or 4-1-1 cc purlins. d or 10.0-0 oc bracing. Stabilizers and required cross brad 92/Mechanical �6-12 (min. 0-1-8) 25/Mechanical 79(LC 8) -75(LC 8) -92(LC 8) 92(LC 1) 250(LC 1) 50(LC 3) All forces 250 (lb) or less except when shown. It=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C ✓er left exposed ;C-C for members and forces & MWFRS for �r DOL=1.60 plate grip DOL=1.60 Dlus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3S0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t atjoint(s) 3, 2. xs with fixed heels" Member end fixity model was used in the its truss. Scale =1:10, 143143A UP I Jack -Open 11 1 1 21 ID:HtFkzgfN M Kit?4zz1QMFiVtzK14M-XAAFE3Fv6mi 0- -2 2-11-3 0- -2 2-11-3 LOADING(psl) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.a • Rep Stress Incr YES BCDL 10.0 Code FBC2010frP12007 LUMBER TOP CHORD 2x4 SP I lo.2 BOT CHORD 2x4 SP I Io.3 BRACING TOPCHORD Structural wood sheet ng directly applied or 2-11-3 oc pur ins. BOTCHORD Rigid ceiling directly a lied or 10-0-0 oc bracing. MiTek recommends iat Stabilizers and required cross bracinq be installed REACTIONS (Ib/size 3 = 2 = 19 4 Max Harz 2 Max Uplift 3 = 2 = Max Grav 3 = 2 = 4 = FORCES Qb) Max Comp./Max Tei NOTES 1) Wind: ASCE 7-10; BCDL=5.Opsf; h=20ft, Extedor(2) zone; cam reactions shown; Lun 2) Plates checked for 3) This truss has bees with any other live los 4) • This truss has be areas where a rectan and any other memb( 5) Refer to girder(s) f, 6) Provide mechanics withstanding 100 lb u 7) "Semi -rigid pitchbn analysis and design c LOAD CASE(S) Standard 58/Mechanical -6.12 (min. 0-1-8) 10/Mechanical 57(LC 8) -49(LC 8) -70(LC 8) 58(LC 1) 195(LC 1) 28(LC 3) All forces 250 Qb) or less exceplwhen shown. I1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C ier left exposed ;C-C for members and forces & MWFRS for r DOL=1.60 plate gdpDOL=1.60 rlus or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconwnent designed for a live load of 20.Opsf on the bottom chord in all 3-6-0 tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t at joint(s) 3, 2. m with fixed heels' Member end fixity model was used in the CSI TC 0.10 BC 0.19 WB 0.00 (Matrix-M) 2-11-3 DEFL in (loc) Udell Ud Vert(LL) -0.00 8 >999 360 Vert(TL) -0.00 5 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 9lb FT=0 Scale = 1:8. 343143A 1 1 1 LOADING(psf) TCLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP BOT CHORD 2x4 SP BRACING TOPCHORD Structural wood sheall BOTCHORD Rigid ceiling directly al REACTIONS (Ib/size 3 = 2 = V 4 - Max Horz 2 = Max Uplift 3 = 2 = 4 - Max Grav 3 = 2 = 4 = FORCES Ob) Max. Comp./Max Ter NOTES 1) Wind: ASCE 7-10; BCDL=5.Opsf; h=20ft; Extedog2) zone; cant reactions shown; Lun 2) Plates checked for 3) This truss has bees with any other live los 4)' This truss has be areas where a rectan and any other memb( 5) Refer to girder(s) L 6) Provide mechanics withstanding 100lb u 7) "Semi-dgid pitchbn analysis and design c LOAD CASE(S) Standard ID:HtFkzgfNMKR?4zz1 MFiVtzK14M-XxIAFE3 0- -2 2-1-7 0- -2 2-1-7 2 1 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rrP12007 rectly applied or 2-1-7 oc pudins. or 10-0-O oc bracing. 30/Mechanical r-0 (min. 0-1-8) -9/Mechanical 39(LC 8) -30(LC 8) -59(LC 8) -9(LC 1) 30(LC 1) 169(LC 1) 10(LC 8) II forces 250 (lb) or less except when shown. It--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; at. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C rer left exposed ;C-C for members and forces 8 MWFRS for r DOL=1.60 plate grip DOL=1.60 )Ius or minus 0 degree rotation about its center. esigned for a 10.0 psf bottom chord live load nonconcurrent designed for a live load of 20.Opsf on the bottom chord in all 3-6-O tall by 2-0-0 wide will fit between the bottom chord truss to truss connections. onnection (by others) of truss to bearing plate capable of t at joint(s) 3, 2, 4. u; with fixed heels" Member end fx1ty model was used in the 0-8-3 , 2-1-7 0-8-3 1-5-5 CSI DEFL in (loc) Udell Ud TC 0.05 Vert(LL) .0.00 5 >999 360 BC 0.11 Vert(rL) -0.00 5 >999 240 WB 0.00 Horz(TL) -0.00 3 n/a nla (Matdx-M) PLATES GRIP MT20 244/190 Weight: 7lb FT=0 Scale = 1:7. 143143A CJR 1 1 1 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 S BOT CHORD 2x4 S BRACING TOPCHORD Structural wood she BOTCHORD Rigid ceiling directly REACTIONS Qb/ 3 _ 2 = 4 Max Horz 2 = Max Uplift 3 = 2 = 4 — Max Grav 3 = 2 = 4 = FORCES Qb) Max. Comp./Max. NOTES 1) Wind: ASCE 7- BCDL=5.Opsf; h Extedor(2) zone; truss ere a LOAD CASE(S) Standard 21 0- -3 2-4-1 0- -3 2-4-1 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 125 Rep Stress Ina YES Code FBC2010frP12007 directly applied or 2-4-1 oc pudins. d or 10-0-0 oc bracing. 21/Mechanical Y9-9 (min. 0-1-8) -35/Mechanical 32(LC 8) -24(LC 8) -83(LC 8) -35(LC 1) 21(LC 1) 223(LC 1) 20(LC 8) All forces 250 Qb) or less except when shown. ult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; ;at. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C wer left exposed ;C-C for members and forces & MWFRS for per DOL=1.60 plate grip DOL=1.60 plus or minus 0 degree rotation about its center. designed for a 10.0 psf bottom chord live load nonconcurrent S. i designed for a live load of 20.Opsf on the bottom chord in all e 3-6-0 tall by 240-0 wide will fit between the bottom chord S. truss to truss connections. connection (by others) of truss to bearing plate capable of A at joint(s) 3, 2, 4. tks with fixed heels" Member end fixity model was used in the this truss. CSI DEFL in Qoc) Udell L/d PLATES GRIP TC 0.07 Vert(LL) 0.01 5 >999 360 MT20 244/190 BC 0.14 Vert(TL) -0.01 5 >999 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix-M) Weight: 7 lb FT = 0 Scale = 1:6. 343143A l'l IcJS Jack -Open 11 1 1 I D: H tFkzgf N M KR?4zzl Q M FzVtzKl4 M-?7JZ; 0- -2 1-8-6 -9-1 0- -2 1-8-6 -1- 2 1 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumberincrease 1.26 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010frP12007 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP o.3 BRACING TOP CHORD Structural wood sheet l mg directly applied or 1-9-12 oc pur ins. BOT CHORD Rigid ceiling directly a plied or 10-0-0 oc bracing. REACTIONS Qb/size 3 =-22/Mechanical 2 = 13 OS-12 (min. 0-1-8) 4 - -28/Mechanical Max Horz 2 = 36(LC 8) Max Uplift 3 = 37(LC 17) 2 = -03(LC 8) 4 = 39(LC 21) FORCES Qb) Max. Comp./Max. Ter'. - All forces 250 Qb) or less except when shown. NOTES 1) Wind: ASCE 7-10; u1t=170mph (3-second gust) Vasd=132nph; TCDL=5.Opsf; BCDL=5.0psh, h=20ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; ran lever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lu er DOL=1.60 plate grip DOL=1.60 2) Plates checked forI plus or minus 0 degree rotation about its center. 3) This truss has beet. designed for a 10.0 psf bottom chard live load noncencurent with any other live to S. 4) • This truss has be n designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan le 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other memY 5) Refer to girder(s) f truss to truss connections. 6) Provide mechaniciI connection (by others) of truss to bearing plate capable of withstanding 100 Ib u ift at joints) 3, 2, 4. 7) "Semi -rigid pitchb 'taks with fixed heels" Member end fusty model was used in the analysis and design c this truss. 8) Hanger(s) or other xinnection device(s) shall be provided sufficient to support concentrated load(s) 4 lb down and 101 lb up at 1-9-10 on top chord, and 44 lb up at 1-9-10 on bottoml lord. The designtselection of such connection devices) is the responsibility of othe . 9) In the LOAD CAS S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live lanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p Vert: 1-2=30, 2- 70, 45=20 Concentrated L ad (Ib) Vert: 3=49(B) 4=3(; B) 0-8-0 CSI DEFL in (loc) Udell L/d TC 0.02 Vert(LL) -0.00 5 >999 360 BC 0.03 Vert(rL) -0.00 5 >999 240 WB 0.00 Horz(TL) -0.00 3 n1a n/a (Matrix-M) PLATES GRIP MT20 244/190 Weight 6 lb FT = 0 Scale = 1:6. 143143A 11 ICJT Jack -Open I I 1 0- -2 2-11-10 092 2-11-10 Scale = 1:8. 21 0-8-0 2-11- LOADING(psf) SPACING 2-11 CSI DEFL in poc) Ildell Lld PLATES GRIP TCLL 20.0 �I, Plates Increase 1.25 TO 0.10 Vert(LL) -0.00 8 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 125 BC 0.19 Vert(TL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20101rP12007 (Matrix-M) Weight 9lb FT = 0 LUMBER 11 TOP CHORD -4 SPA. 0.2 SOT CHORD .4 SP o.3 BRACING TOPCHORD Structural wood sheaf ing directly applied or2-11-10 oc pudins BOT CHORD Rigid ceiling directly a plied or 10-0-0 oc bracing. REACTIONS (Iblsiz 3 = 59/Mechanical 2 = 1 10-6-12 (min.0-1-8) 4 - 10/Mechanical Max Horz 2 = 57(LC 8) Max Uplift 3 = 50(LC 8) 2 - -71(LC 8) Max Grav 3 = 59(LC 1) 2 = 197(LC 1) 4 29(LC 3) FORCES Qb) Max. Comp./Max. T. '11 -AII forces 250 (Ib) or less except when shown. NOTES 1) Wnd: ASCE 7-10; u1t=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=5.Opsf, h=20ft Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; can lever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lu r DOL=1.60 plate grip DOL=1.60 2) Plates checked for plus or minus 0 degree rotation about its center. 3) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live to Is. 4)' This truss has n designed for a live load of 20.Opsf on the bottom chord in all areas where a recta le 35-0 tall by 2.0-0 wide will fit between the bottom chord end any other memb 'rs. 5) Refer to girder(s) I r truss to truss connections. 6) Provide mechanic connection (by others) of truss to bearing plate capable of withstanding 100 lb L -Olift atjoint(s) 3, 2. 7) "Semi -rigid pitahb aks with fixed heels" Member end fixity model was used in the analysis and design this Wss. LOAD CASE(S) Standard IEMcA13 1 1 1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 5 BOT CHORD 2x4: BRACING TOPCHORD Structural wood she BOT CHORD Rigid ceiling directly REACTIONS Qbls 3 = 2 = 4 - Max Horz 2 Max Uplift 3 = 2 = Max Grav 3 = 2 = 4 = FORCES Qb) Max. Comp./Max. NOTES 1) Wind: ASCE 7, BCDL=5.Opsf; h=2 Exterior(2) zone; c reactions shown; I 2) Plates checked 3) This truss has t with any other live 4)' This truss has areas where a rec and any other met 5) Refer to girder(: 6) Provide machai withstanding 1001 7) "Semi -rigid pilot analysis and desk LOAD CASE(S) Standard 0_ _2 4-1-8 0- -2 4-1-8 21 0-8-0 , 4-1-8 0-8-0 3-5-8 SPACING 2-0-0 CSI DEFL in (too) Well Ud PLATES GRIP Plates Increase 125 TC 0.23 Vert(LL) -0.01 5 >999 360 MT20 244/190 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.01 4-8 >999 240 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Code FBC2010rrP12007 (Matrix-M) Weight 13 lb FT = 0 directly applied or 4-1-8 oc purlins. d or 10-0-0 oc bracing. 80(LC 8) -75(LC 8) -93(LC 8) 93(LC 1) 252(LC 1) 51(LC 3) - Al forces 250 Qb) or less except when shown. ult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; :at. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C aver left exposed ;C-C for members and forces & MWFRS for ier DOL=1.60 plate grip DOL=1.60 plus or menus 0 degree rotation about its center. designed for a 10.0 psf bottom chord live load nonconcurrent e. n designed for a live load of 20.Opsf on the bottom chord in all e 3-S-0 tall by 2.0-0 wide will fit between the bottom chord s. truss to truss connections. connection (by others) of truss to bearing plate capable of Aatjoint(s) 3, 2. eks with fixed heels" Member end fusty model was used in the this truss. Scale = 1:10. 143143A 1 1 1 21 0- -2 5-3-5 0- -2 5-3-5 0-6-0 4-7-5 Scale: 1"= LOADING(psf) SPACING 24)-0 CSI DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.02 5 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.03 4-8 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: i6Ito FT=O% LUMBER TOP CHORD -4 S No.2 SOT CHORD .4 S No.3 BRACING TOPCHORD Structural woad she ing directly applied or 5-3-5 oc purlins. BOTCHORD Rigid ceiling directly plied or 10-0-0 oc bracing. that Stabilizers and reauired cross bracina be installed MiTek recommends REACTIONS (lb/s 3 = 2 = 4 Max Horz 2 Max Uplift 3 = 2 = Max Grav 3 = 2 = 4 = FORCES (lb) Max. Comp./Max.' TOP CHORD 2.3=245/327 BOT CHORD 2.8=426/315 NOTES 1) Wind: ASCE 7-' BCDL=S.Opsf, h=2 Extedor(2) zone; c reactions shown; I 2) Plates checked 3) This truss has b with any other live 4) • This truss has areas where a rec and any other mer 5) Refer to girder(: 6) Provide mechar withstanding 1001'. 7) "Semi -rigid pilot analysis and desig LOAD CASE(S) Standard 103(LC 8) -100(LC 8) -117(LC 8) 126(LC 1) 312(LC 1) 71(LC 3) - All forces 250 Qb) or less except when shown. Vult--170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; ; Cat. II; Exp C; Encl., GCpi=0.18; MINFRS (envelope) and C-C Clever left exposed ;C-C for members and forces & MWFRS for fiber DOL=1.60 plate grip DOL=1.60 a plus or minus 0 degree rotation about its center. n designed for a 10.0 psf bottom chord live load nonconcun'enl ids. an designed for a live load of 20.Opsf on the bottom chord in all gle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord -rs. or truss to truss connections. rl connection (by others) of truss to bearing plate capable of plift at joint(s) except Qt--lb) 3=100, 2=117. eaks with fixed heels" Member end fixity model was used in the if this truss.