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Home My WebLink About1404-0377- TRUSS•- A-1 ROOF TRUSSES A FLORIDA CORPORATION Lumber design` values are in accordance with ANSIfFPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. &G NN[D BY st. tLu, cis RE: Job 5 113 0A-1 Roof Trusses-- 4451 St Lucie Blvd Site Infor I ation: Fort Pierce, FL 34946 Customer nfo: JWN CONSTRUCTION INC. Project Name: RIZK RES Lot/Block: Model: RIZK RES Address: Subdivision: City: County: St Lucie State: FL Name Addl ess and License # of Structural Engineer of Record, If there -is one, for the building. Name: SH AWN M STAMBAUGH, PE License #: 33467 Address: 3d01 PGA BLVD SUITE 203 City: PALMIBEACH GARDENS, FL General Tr ss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading d nditions): Design Cod': FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code1ffi1 SCE 7-10 Wind Speed: 170 MPH Roof Load:.0 psf Floor Load: 65.0 psf This packaincludes 119 individual, dated Truss Design Drawings and 0 Additional Drawings. With my se axed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms toG15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A033838 A01G 5/27/14 13 A0338399 CE 5/27/14 25 A0338411 CPA 5/27114 2 A033838 A02 5/27/14 14 A0338400 CF 5/27/14 26 A0338412 CPB 5/27/14 3 A033838 A03 5/27/14 15 A0338401 CG 5/27/14 27 A0338413 CPC 5/27/14 4 A0338390 A04G 5/27114 16 A0338402 CH 5/27/14 28 A0338414 CPD 5/27/14 5 A033839 B01G 5/27/14 17 A0338403 CI 5/27/14 29 A0338415 CPE 5/27/14 6 A033839 B02 5/27/14 18 A0338404 Ci 5/27/14 30 A0338416 CPF 5/27/14 7 A03383931 B03 5/27/14 19 A0338405 CK 5/27/14 31 A0338417 CQ 5/27/14 8 A0338394 B04 5/27114 20 A0338406 CL 5/27/14 1 32 A0338418 CR 5127/14 9 A0338395' CA 5/27114 21 A0338407 CM 5/27/14 33 A0338419 CS 5127/14 10 A0338396 CB 5/27114 22 A0338408 CN 5/27/14 34 A0338420 CT 5/27/14 11 A0338397 CC 5/27114 23 A0338409 CO 5/27/14 35 A0338421 Cu 5/27/14 12 A0338398 CD 5/27/14 24 A0338410 1 CP 5/27/14 36 A0338422 CV 5127114 The truss draWing(s) referenced have been prepared by MiTek Industries, Inc. pcier my direct supervision based on the parameters provided by A-i Roof Trusses, Ltd. Truss Design My license re NOTE: The sE professional e components s for any particu designer, per i eer's Name: Julius Lee date for the state of Florida is February 28,2015. on these drawings indicate acceptance of ineering responsibility solely for the truss dvn. The suitability and use of this component building is the responsibility of the building SI/TPI-1 Sec. 2. Page 1 of 2 Julius Lee, PE / Florida Certification Number 34869 1109 Coastal Bay, Boynton Beach, FL 33435 VS S•k J�•\ cEra - 0 S,, * 34869 * —_ r— W STATE OF 14/� 1109 COASTAL BAY BOYNTON BC,FL 33435 5/27/2014 5/27/14 a, . % A-1 ROOF = TRUSSES A FLORIDA CORPORATION RE: Job 58113 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. No. I 11 Seal # Truss Name Date I No. Seal # Truss Name Date No. Seal # : Truss Name Date 37 A0338 3 CW 5/27/14 75 A0338461 FL17. 5127/14 113 A0338499 JN 5/27/14 38 A03384 4 CX 5/27/14 76 A0338462 FL18 5/27/14 114 A0338500 JO 5127114 39 A03384 5 CY 5/27/14 77 A0338463 FL19 5/27/14 115 A0338501 JP 5/27/14 40 A03384 6 CZ 5/27/14 78 A0338464 FL20 5/27/14 116 A0338502 JQ 5/27/14 41 A03384 7 D01 G 5/27/14 79 A0338465 FL21 _ 5/27/14 117 A0338503 A 5/27/14 42 A03384 8 D02 5/27114 80 A0338466 FL22 5/27/14 118 A0338504 K01G 5/27/14 43 A03384 9 D03G 5/27/14 81 A0338467 FL23 5/27/14 119 A0338505 K02G 5/27/14 44 A03384�0 E01 G 5/27/14 82 A0338468 FL24 5/27/14 45 A033841 E02 5/27/14 83 A0338469 FL25 5/27/14 46 A033843 E03 .5/27/14 84 A0338470 FL26 5/27/14 47 A033843 E04 5/27/14 85 A0338471 FL27 5/27/14 48 A033843 E05 5/27/14 86 A0338472 FL28 5/27/14 49 A033843 $ E06 5/27/14 87 A0338473 FL29 5/27/14 50 A033844, E07 5/27/14 88 A0338474 FL30 5/27/14 51 A033843 E08 5/27/14 89 A0338475 FL31 5/27/14 52 A033843 E09 5/27/14 90 A0338476 FL32 5/27/14 53 A033843 E10 5/27/14 91 A0338477 MG 5/27/14 54 A033844 Ell 5/27114 92 A0338478 FT2G 5/27/14 55 A033844 E12 5/27/14 93 A0338479 HJA 5/27/14 56 A033844 E13 5/27/14 94 A0338480 HJB 5/27/14 57 A033844 E14 5/27/14 95 'A0338481 HJC 5/27/14 58 A033844 E15G 5/27/14 1 96 A0338482 HJD 5/27/14 59 A033844 FG1 5/27/14 97 A0338483 WE 5/27/14 60 A0338446' FL01 5/27/14 98 A0338484 HJF 5/27/14 61 A0338447, FL02 5/27/14 99 A0338485 HJG 5/27/14 62 A0338448' FL03 5/27/14 100 A0338486 HJH 5/27/14 63 A0338449 FL04 5/27/14 101 A0338487 JA 5127/14 64 A03384501 FL05 5/27/14 102 A0338488 JB 5/27/14 65 A0338451 11 FL06 5/27/14 103 A0338489 JC 5/27/14 66 A0338452 FL07 5/27/14 104 A0338490 JD 5/27/14 67 A0338453 FL08 5/27/14 105 A0338491 JE 5/27/14 68 A0338454 FL10 5127/14 106 A0338492 JF 5127/14 69 A0338455 FL11 5/27/14 107 A0338493 JG 5/27/14 70 A0338456 FL12 5/27/14 108 A0338494 JH 5/27/14 71 A0338457 FL13 5/27/14 109 A0338495 JI 5/27/14 72 A0338458 'I FL14 5/27/14 110 A0338496 JK 5/27/14 73 A1338459 FL15 5/27/14 111 A0338497 JL 5/27/14 74 A0338460 FL16 5/27/14 112 A0338498 JM 5/27/14 Page 2 of 2 58113 G I Roof Special Girder 11 I 1 LOADING(p$ SPACING- 2-0-0 TCLL 20 Plates Increase 1.25 TCDL 15 Lumber Increase 1.25 BCLL 0 Rep Stress Incr NO BCDL 10 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD! 2x4 SP No2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP o.3 BRACING - TOP CHORD', Structural wend sheathing directly applied or 6-0-0 oc purlins, exce end verticals. BOT CHORD L Rigid ceiling dl ectly applied or 8-3-6 oc bracing. cross bracil be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 606/Mechanical 1 = 525/0-8-0 (min. 0-1-8) Max Horz 1 = 144(LC 4) Max Uplift 4 =-376(LC 4) 1 =-301(LC 4) FORCES. (lb) Max. Comp./M x. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-399/226,-2=-778/412 BOT CHORD 1-6=-288/374,-5=-460/728, 5-12=-464/748 'II4-12=-464f748 WEBS 2-5=-36/262, 2=-828/513 NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf, h=26ft; Cat. II; Exp D; -ncl., GCpi=0.18; MWFRS (envelope); cantilever left a d right exposed ;end vertical left exposed; Lumb r DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its cente 6-0-14 9-5-12 6-0-14 3-4-14 1.50 12 Jx4 A0338387 ':27 2014 Page 1 O5ZMKBzCJI Scale = 1:17.9 01 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.37 Vert(LL) 0.05 5-10 >999 360 MT20 244/190 BC 0.40 Vert(TL) -0.07 5-10 >999 240 WB 0.22 Horz(TL) 0.01 4 n/a n/a' (Matrix-M) Weight: 39 lb FT = 0% 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 4 and 301 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 260 lb up at 6-0-14, and 105 lb down and 155 lb up at 8-5-7 on top chord, and 62 lb down and 56 lb up at 6-0-14, and 73 lb down and 34 lb up at 8-5-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 4-6=20 Concentrated Loads (lb) Vert: 2=54(B) 5=-62(B) 11=-105(B) 12=-70(B) Julius.Lee; P.E. i34869. 1109 Coastal Bay Boynton Beach, FL 33435 L I JobI ype Qty Ply 58113 A02 Monopitch 2 1 �8388 Job Reference (optional) • • �-• • • �� n .. I ". s may i to i4 rnnr. i.azu s may i dui4 ml I eK inausrnes, Inc. rue may 27 12:07:27 2014 Pagel ID: pb?pAvBo94GXrsdDaZC7ilzCOVVV-99gghD2BENo843b2KptccowpOXOXj7mDO5ZMKBzCJi- 5-7-3 9-5-12 5-7-3 3-10-9 Scale = 1:17.6 1.5x4 II 3 - E 3x4 = 0 10 a 9-5-12 ii 0-10-8 8-74 Plate Offsets (X,Y)— [1:0-2-12,Edge), [1:0-04,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.50 Vert(LL) -0.10 4-9 >999 360 MT20 244/160 TCDL 15.0 Lumber Increase 1.25 BC 0.56 Vert(TL) . -0.27 4-9 >415 240 BCLL 0.0 ' Rep Stress Incr • YES WB 0.32 Horz(TL) -0.01 4. n/a ri BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 40 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Ni WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 4 = 377/Mechanical 1 = 463/0-8-0 (min. 0-1-8) Max Horz 1 = 174(LC 8) Max Uplift 4 =-253(LC 8) 1 =-257(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-445/422, 1-2=-818/836 BOT CHORD 1-5=-557/434, 1-4=-1015/851 WEBS 2-4=-899/1072 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 4 and 257 lb uplift atjoint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. 434869' 1109 Coastal Bay Boynton Beach, FL 33435 o Truss I —russl ype Y Y A0338389 58113 A03 Roof Special 1 1 Job Reference (optional) Al muvr I R LOADING (p TCLL 21 TCDL 1! BCLL I BCDL 11 LUMBER - TOP CHORI BOT CHORI WEBS WEDGE Left: 2x4 SP BRACING - TOP CHORI Structural w( pudins, exo BOT CHORI Rigid ceiling 8 FORT PIERCE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tua May 2712:07:27 2014 Page 1 I D: pb?pAvB o94GXrsd DaZC7ilzCOVVV-99g qh D2 BENo843b2KptccowstXl Fj6fDO5ZMKBzCJI_ 5_6_3 8-1-3 9-5-12 5-6-3 2-7-.0 1 4-9 0.19 12 Scale=1:17.9 0-10 8 0-10-8 b-H-3 4-7-11 0-1-J 2-7-0 Y)— [1'04-0 Edoe] [1'0-04Edgel SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d Plates Increase 1.25 TC 0.32 Vert(LL) 0.20 6-7 >562 360 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.17 6-7 >642 240 ' Rep Stress Incr YES 'WB 0.33 Horz(fL) -0.01 5 n/a n/a Cade FBC2010/TP12007 (Matrix-M) 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 sheathing directly applied or 6-0-0 oc end verticals. ectly applied or 2-2-0 oc bracing. cross bracind be installed during truss erection, in REACTIONS.1'1(lb/size) 5 = 377/Mechanical 1 = 463/0-8-0 (min. 0-1-8) Max Horz 1 = 153(LC 8) Max Uplift 5 =-248(LC 8) 1 =-262(LC 8) FORCES. (lb) Max. Comp./M x. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-431/425, 2=-899/865 ' BOT CHORD 1-8=-545/441,-7=-992/893, 6-7=-992/893 WEBS 2-6=-992/1099, 7=273/339 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members. and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 5 and 262 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 4x4 = 1.5x4 11 3 4 1.5x4 II 9-5-12 1-4-9 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 0% Julius Lee, P.E. 934869 1109 Coastal Bay. Boynton Beach, FL 33435 Job I russ Truss I ype Qty y 58113 A04G Roof SpedalGirder 1 1 A0338390 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print 7.520 s May 12014 MITek Industries, Inc. Tue May 27 12:07:28 2014 Pagel ID: pb?pAvBo94GXrsdDaZC7ilzCOV W-dLEDvZ3p?hw.?iCAEu WOr90S?3xmTSaPNEIJvsdzCJkz 5-11-10 9-5-12 5-11-10 3-6-2 0.19 12 0-10-8 Scale = 1:17.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP' TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.05 5-10 >999 360 . MT20 244/,1+90 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.06 5-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(fL) 0.02 • 4 n/a n/a BCDL 10.0 Code FBC2010lfP12007 (Matrix-M) Weight: 39 lb FT = 0% . LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-8-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 4 = 654/Mechanical 1 = 589/0-8-0 (min. 0-1-8) Max Horz 1 = 116(LC 4) Max Uplift 4 =-370(LC 4) 1 • ==334(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-478/266,1-2=-1005/526 BOT CHORD 1-6=-309/446, 1-5=-543/942, 5-12=-544/964,4-12=-544/964 WEBS 2-5=-7/315, 2-4=-1058/597 NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 4 and 334 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 lb down and 291 lb up at 5-11-9, and 88 lb down and 136 lb up at 8-0-12 on top chord, and 109 lb down and 45 lb up at 5-11-9, and 57 lb down at 8-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=70, 4-6=-20 Concentrated Loads (lb) Vert: 2=-165(F) 5=-104(F) 11=-88(F) 12=45(F) Julius Lee, P.E: #34869 1109C. 109 Coastal Bay Boynton Beach, FL 33435 o russ russ I ype Q ty y A0338391 58113 B01G Roof Special Girder 1 1 Job Reference (optional) AI RVur Ir(wooao, rum nCKUC, r J9D90 LOADING (f TCLL 2 TCDL 1 BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS WEDGE Left: 2x4 SP BRACING - TOP CHORI Structural wt pudins, exc, BOT CHORI Rigid ceiling 5-11-10 3.00 12 3x4 = p 6 3x8 11 SPACING- 2-0-0 T. Plates Increase 1.25 TC 0.88 Lumber Increase 1.25 BC 0.62 ' Rep Stress Incr NO WB 0.68 Code FBC2010/TPI2007 (Matrix-M) 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 sheathing directly applied or 4-7-1 oc end verticals. sctly applied or 4-7-12 oc bracing. cross bracing be installed during truss erection, in 4 = 836/Mechanical 1 = 721/0-8-0 (min. 0-1-8) Max Horz 1 = 117(LC 4) Max Uplift 4 =-796(LC 4) 1 =-786(LC 4) FORCES. (lb) Max. Comp./Mx. x. Ten. -All forces 250 (lb) or less except when s own. TOP CHORD 1-1=-640/684,-2=-1463/1495, 3-4=-284/243 BOT CHORD 1-6=-693/597, 5=-1485/1384, 5-13=-1528/14 2,13-14=1528/1422, 4-14=1528/14 2 WEBS 2-5=-454/454,.-4=-1494/1605 NOTES - Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:28 2014 Page 1 ID: pb?pAvBo94GXrsdDaZC7itzCOVVV-dLEDvZ3p?hw?iCAEu WOr90SuuximSUMNEIJvsdzCJkz 10-10-3 , W1 5 1.5x4 II 0.19 12 10-10-3 Scale = 1:18.5 1.5x4 II 3 W3 4 5x6 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.10 4-5 >999 360 MT20 244/190 Vert(TL) -0.12 4-5 >999 240 Horz(fL) -0.03 4 n/a n/a 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 4 and 786 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 259 lb up at 5-11-9, and 88 lb down and 136 lb up at 8-0-12, and 92 lb down and 138 lb up, at 10-0-12 on top chord, and 255 lb down and 383 lb up at 5-11-9, and 57 lb down at 8-0-12, and 58 lb down at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Weight: 45 lb FT = 0% Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 4-6=20 Concentrated Loads (lb) Vert: 2=-69(F) 5=-255(F) 11=88(F) 12=-92(F) 13=-45(F) 14=-46(F) Julius Lee; P.E: #34069: 1109 Coastal Bay Boynton Beach,FL 33435 Job I russ cussType y y I A0338392 58113 B02 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 1207:29 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-5Xob6u4Sl?2rKMIQSEv4iD?AkL65B2J WiP2TO4zCJky 4-7-1 8-1-3 10-10-3 4-7-1 3-6-1 2-9-0 0.19 12 5x6 3 I Scale=1:18.5 1.5x4 II 4 3.00 F12 T2 1.5x4 ; 2 T1 W4 W2 dJ d 81 ,li o' 6 5 3x4 = o• e. 3x8 11 3x4 = 3z4 = I 8-1-3 10-10-3 i 0 10 8 7-2-11 2-9-0 II Plate Offsets (X Y)— [1:0-0-0 1-8-13] [1:04-8 0-0-21 r3:0-140-2-41 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP) TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.04 6-11 >999 360 MT20 244/ 90 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.10 6-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 50lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) = 439/Mechanical 1 = 525/0-8-0 (min. 0-1-8) Max Horz 1 = 155(LC 8) Max Uplift 5 = -283(LC 8) 1 = -302(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-536/521, 1-2=-1190/1207, 2-3=-558/482 BOT CHORD 1-7=-624/522, 1-6=-1341/1197, 5-6=-539/547 WEBS 2-6=-696/844, 3-6=-166/298, 3-5=-696/687 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 5 and 302 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; PZ #341869, 1109 Coastal Bay Boynton!Beach,FL 33435 o russ cussType ty y • A0338393 58113 B03 Roof Special 1 1 Job Reference (optional)' Al KUUr I K SJtJ, FUK 1 VMKUt, r-L 34`J46 7-0-11 LOADING (ps SPACING-: 2-0-0 TCLL 20. Plates Increase . 1.25 TCDL 15. Lumber Increase 1.25 BCLL 0. Rep Stress Incr YES BCDL 10. Code FBC2010/TPI2007 LUMBER - TOP CHORD x4 SP No.2 BOT CHORD x4 SP M 30 WEBS x4 SP No.3 BRACING - TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc purlins, excep end verticals. BOT CHORD iRigid lingdctly applied or 7-1-5 oc bracing. MiTek recom ends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. ;(Ib/size) 1 = 552/0-8-0 (min. 0-1-8) 4 = 411/Mechanical Max Horz 1 = 200(LC 8) Max Uplift 1 _-295(LC 8) 4 _-289(LC 8) FORCES. (lb) Max. Comp./MaI Ten.- All forces 250 (lb) or less except when shn. TOP CHORD 1-2=-7681821 BOT CHORD 1-8=0/607, 1-5=W 2/665, 1-4=-1015/762 WEBS 2-4=-635/1112 NOTES- 1) Wind: ASCE 10; Vult=l7omph (3-second gust) Vasd=132mph; T DL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; EI., GCpi=0.18; MWFRS (envelope) and C-C Exterior2) zone; cantilever left and right exposed ; end v' ical left exposed;C-C for members and forces & M IRS for reactions shown; Lumber DOL=1.60 plate ('p DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has een designed for a 10.0 psf bottom chord live load ngpconcurrent with any other live loads. 7-0-11 Run: 7.520 s May 12014 Print: 7.520 s MVVV ay 1 2014 MiTek Industries, Inc. Tue May 2712:07:29 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilZCO5Xob6u4Sl?2rKMIQSEv4iD?4aL49BO3WfP2TO4zCJky 10-2-12 , 10-10-3 , 3.00 F12 1.5x4 2 131 10-2-12 CSI. DEFL. in (loc) I/defl • Ud TC 0.82 Vert(LL) -0.22 4-8 >596 360 BC 0.48 Vert(TL) -0.53 4-8 >243 240 WB 0.33 Horz(TL) -0.01 4 n/a n/a (Matrix-M) . 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a - rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 1 and 289 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale = 1:18.0 1.5x4 II 3 W2 � ro N 4 3x4 = PLATES GRIP MT20 244/190 Weight: 42 lb. FT = 0% Julius Lee, 0.E..W80 1109 Coastal Bay Boynton Beach., FL 3343.5 oruss russ ype ty y A0338394 58113 �,104 Roof Special Girder 1 1 Job Reference (optional) KUUF I KUSSLS, FUK7 PILHGL, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:29 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVVV•5Xob6u4Sl?2rKMIQSEv4iD?C6L4pB 16Wrp2T04zCJky 5-10-6 8-7-7 10-10-3 5-10-6 2-9-0 2-2-12 1.50 12 Scale=1:18.3 4x4 = 0-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in. (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.05 6-11 >999 360 MT20 244/1190 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.14 6-11 >886 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(fL) 0.02 5 n/a n/a BCDL 10:0 Code FBC2010frP12007 (Matrix-M) Weight: 49 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 5 = 800/Mechanical 1 = 600/0-8-0 (min.0-1-8) -Max Horz 1 = 181(LC 4) Max Uplift 5 =-492(LC 4) 1 =-338(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-502/282, 1-2=-1044/601, 2-3=-668/325 BOT CHORD 1-7=-357/457, 1-6=-686/997, 6-13=373/663, 5-13=-373/663 WEBS 2-6=-426/373, 3-6=-311/693, 3-5=-960/541 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint 5 and 338 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 lb down and 139 lb up at 8-7-7, and 24 lb down and 112 lb up at 9-2-6 on top chord, and 191 lb down and 132 lb up at 8-7-7, and 220 lb down and 110 lb up at 9-2-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-70, 3-4=70, 5-7=-20 Concentrated Loads (lb) Standard Vert: 6=-191(B) 3=2(B) 12=24(B) 13=-220(B) Julius Lee, P.E: #l34869' 1109 Coastal Bay Boynton Beacb,FL 33435 ss Truss ype tY Y A0338395 ijob 58113 CA ComerJack 1 1 Job Reference (optional). n i mu— , rtw—., rani non -, — LOADING (psfl SPACING- 2-0-0 TCLL 20f fj Plates Increase 1.25 TCDL 150 1 Lumber Increase 1.25 BCLL 0 0 Rep Stress Incr YES BCDL 10 Code FBC2010lrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD'2x4 SP No.2 BRACING - TOP CHORD Structural wo sheathing directly applied or 2-0-9 oc purlins. BOT CHORD Rigid ceiling dliectly applied or 10-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracino The installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. '(Ib/size) 1 h 201/0-8-0 (min. 0-1-8) 2 = 15/Mechanical 3 =-37/Mechanical Max Horz 1 = 37(LC 8) Max Uplift 1 =-112(LC 8) 2 = -24(LC 8) 3 = -37(LC 1) Max Grav 1 = 201(LC 1) 2 = 15(LC 1) 3 = 27(LC 8) FORCES. (Ib) Max. Comp./M x. Ten. - All forces 250 (lb) or less except when sh � wn. NOTES- III 1) Wind: ASCE I-10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; ncl., GCpi=0.18; MWFRS (envelope) and C-C Extedo (2) zone; cantilever left and right exposed ; end v rtical left exposed;C-C for members and forces & M IRS for reactions shown; Lumber DOL=1.60 plated rip DOL=1.60 2) Plates check q for a plus or minus 0 degree rotation about its center. 3) This truss has'been designed for a 10.0 psf bottom chord live load riPconcurrent with any other live loads. Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:30 2014 Page 1 ID: pb?pAvBo94GXrsd DaZC7i IzCOVVV-akLzKE54 W IAix WKc?xQJ ERYR8 kW YwYUg i2oowwzC J kx 2-0-9 2-0-9 Scale = 1:6.4 1-6 8 o rLa_� CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.06 Vert(LL) -0.00 4 >999 360 MT20 244/190 BC 0.09 Vert(TL) -0.00 4 >999 240 WB 0.00 Horz(TL) 0.00 2 n/a n/a (Matrix-M) Weight: 6 lb FT = 0% 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 1, 24 lb uplift at joint 2 and 37 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E. #34869: 1109 Coastal Bay . Boynton Beach, FL 33435 k ► Job I russ Truss Type Qty Ply 58113 CB Comer Jack 1 1 A0338396 Jolt Reference (optional) i 2x4 Kun: t.ozu s May 1 ZU14 Nnnt: 7.620 s May 1 2014 MiTek Industries, Inc. Tue May 27 12i07:30 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-akLzKE54WIAixWKc?xQJERYROkWswYUgi2o0wWzCJkx 1-11-12 1-11-12 1-11-12 1-11-12 Scale = 1:6.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIPI II TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 ' 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 6 to FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 93/0-7-15 (min. 0-1-8) 3 = 34/Mechanical 2 - 49/Mechanical Max Horz 1 = 37(LC 8) Max Uplift 1 = -51(LC 8) 3 = -16(LC 8) 2 = 41(LC 8) Max Grav 1 = 93(LC 1) 3 = 35(LC 3) 2 = 49(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right . exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 1, 16 lb uplift at joint 3 and 41 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E. #34869' 1109 Coastal Bay Boyntog Beach, FL 33435 o russ cuss ype ty y A0338397 58113 CC Comer Jack 1 1 Job Reference (optional) it FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:312014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-2wvLXaSiHGZZgvpZfxYne4Yb8gRf?kpwiXaSyzCJkw 4-2-2 , 0-10-8 1 4-2-2 LOADING (ps SPACING- 2-0-0 TCLL 20. Plates Increase 1.25 TCDL 15. Lumber Increase 1.25 BCLL 0. Rep Stress Incr YES BCDL 10. Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD ¢x4 SP No.2 BRACING - TOP CHORD Structural woo sheathing directly applied or 4-2-2 oc purlins. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing a installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS. db/size) 1 = 26310-8-0 (min. 0-1-8) 2 = 87/Mechanical 3 = 20/Mechanical Max Horz 1 = 77(LC 8) Max Uplift 1 =-149(LC 8) 2 = -88(LC 8) Max Grav 1 = 263(LC 1) 2 = 87(LC 1) 3 = 46(LC 3) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when shwn. NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; CDL=S.Opsf; BCDL=S.Opsf; h=26ft; Cat. II; Exp D; E cl., GCpi=0.18; MWFRS (envelope) and C-C Exterio 2) zone; cantilever left and right exposed ; end v ical left exposed;C-C for members and forces & M RS for reactions shown; Lumber DOL=1.60 plate rip DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) This truss has een designed for a 10.0 psf bottom chord live load n nconcurrent with any other live loads. Scale = 1:8.8 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.27. Vert(LL) -0.00 3-7 >999 360 MT20 244/190 BC 0.24 Vert(TL) -0.01 3-7 >999 240 WB 0.00 Horz(fL) -0.00 2 n/a n/a (Matrix-M) Weight: 13 lb FT = O% 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 1 and 88 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius. Lee, P.E: #34869: 1109 Coastal Bay Boynton Beach, FL 33435 o russ cuss ype y y A0338398 58113 CD Comer Jack 1 1 Job Reference (optional) 0 2x4 zz Run: i.b2U s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:31 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOVVV-2wvLXaSiHclZZgvpZfxYne4Yl8q 9f?kpwiXaSyzCJkw 3-11-12 Scale = 1:8.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.04 3-6 >999 360 MT20 244%190 TCDL 15.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.03 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 20010-7-15 (min. 0-1-8) 2 = 103/Mechanical 3 = 49/Mechanical Max Horz 1 = 73(LC 8) Max Uplift 1 =-113(LC 8) 2 = -93(LC 8) 3 = -8(LC 8) Max Grav 1 = 200(LC 1) 2 = 103(LC 1) 3 = 65(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-490/563 BOT CHORD 1-3=-669/530 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 1, 93 lb uplift at joint 2 and 8 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. 034869: 1109 Coastal Bay Boynton Beach, FL 33435 4 4 o11 cuss cuss Type y y A0338399 58113 CE Comer Jack 2 1 Job Reference (optional) Al KVVr imgpa co, rum YIcmI a, rL J9J90 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:31 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOVW 2wvLXa5iHclZZgvpZfxYne4cy8tef?kpwiXaSyzCJkw, 2-7-1 Scale = 1:7.0 0-10-8 2-7-1 0-10-8 1-8-9- Plate Offsets X — 1:0-4-0 Ede 1:0-0-4 Ed e LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 4 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 1 n/a n/a BCDL 10. Code FBC20101TP12007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER - TOP CHORD x4 SP No.2 4) ' This truss has been designed for a live load of BOT CHORD x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEDGE rectangle 3-6-0 tall by 2-0-0 wide will fit between the Left: 2x4 SP N .3 bottom chord and any other members. BRACING- 5) Refer to girder(s) for truss to truss connections. TOP CHORD Structural woo sheathing directly applied or 2-7-1 oc 6) Provide mechanical connection (by others) of truss purlins. to bearing plate capable of withstanding 19 lb uplift at BOT CHORD joint 2, 23 lb uplift at joint 3 and 96 lb uplift at joint 1. Rigid ceiling di ctly applied or 10-0-0 oc bracing. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design MiTek recom ends that Stabilizers and required of this truss. cross bracing a installed during truss erection, in 8) Warning: Additional permanent and stability accordance With Stabilizer Installation gi racing for truss system (not part of this component design) is always required. � REACTIONS. lb/size) 2 = 25/Mechanical 3 = 29/Mechanical LOAD CASE(S) 1 = 17410-8-0 (min. 0-1-8) Standard Max Horz. 1 = 47(LC 8) Max Uplift 2 = -19(LC 8) 3 = -23(LC 8) 1 = -96(LC 8) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh n. NOTES- 1) Wind: ASCE 10; Vult=l7omph (3-second gust) Vasd=132mph; CDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; E cl., GCpi=0.18; MWFRS (envelope) and C-C Exterio 42) zone; cantilever left and right exposed ; end vrr ical left expose d;C-C for members and forces & M RS for reactions shown; Lumber DOL=1.60 plate rip DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) This truss has' een designed for a 10.0 psf bottom chord live load n with any other live loads. Julius. Lee; P.E: #34869: 1109 Coastal Bay Ilnconcurrent Boynton Beach, FL 33435 r Job Truss I cuss Type Qty Ply A0338400 58113 CF Comer Jack 1 1 Job Reference (optional) Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries; Inc. Tue May W27 12:07:32 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV -W6Tjkv6K2wQQBgU?7MSnJsdfpY4dORy9MH7?OzCJkv 6-1-5 6-1-5 3.00 12 Scale: 1 "=V i T1 i 0 1 81 3x4 = 2x4 0 3x8 11 0-10 8 6-1-5 0-10-8 5-2-13 Plate Offsets (X,Y)— [1:0-0-15,0-7-2), [1:0-0-4,Edge], [1:0-1-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRID TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.15 3-8 >480 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.12 3-8 >588 240 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: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149/Mechanical 3 = 77/Mechanical 1 = 31810-8-0 (min. 0-1-8) Max Horz 1 = 113(LC 8) Max Uplift 2 =-134(LC 8) 3 = -20(LC 8) 1 =-176(LC 8) Max Grav 2 = 149(LC 1) 3 = 96(LC 3) 1 = 318(LC 1) FORCES..(lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-4=-297/208 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plate's checked for a 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 loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 2, 20 lb uplift at joint 3 and 176 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E::#34866 1109 Coastal Bay Boynton Beach, FL 33435 J013 Truss cuss Type Qty y ' A0338401 58113 CG �,10mer Jack 1 1 a Job Reference (optional) Al KUVr igpaaaa. runt r'mnR ., rL J9y40 4-9-1 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:32 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-W6TjIw6K2wQQBgU?7MSnJsdjNY91 0 Ofy9MH7?OzCJkv 3x4 = 4 Scale = 1:14.2 0 N Plate Offset X Y — 1:0-0-11 0-5-10 1:0-0-4 Edge] LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 2 0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.04 5-10 >999 360 MT20 244/190 TCDL 1 0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.08 5-10 >999 240 BCLL q'0 ' Rep Stress Incr YES WB 0.21 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 11 Code FBC2010/TPI2007 (Matrix-M) Weight: 28 lb FT = 0% LUMBER - TOP CHOR 2x4 SP No.2 NOTES- BOT CHORE 2x4 SP No.2 WEBS SP No.3 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) WEDGE 12x4 Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Left: 2x4 o.3 Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) BRACING-- and C-C Extedor(2) zone; cantilever left and right TOP CHORD exposed; end vertical left exposed;C-C for members Structural wo d sheathing directly applied or 6-0-0 oc and forces & MWFRS for reactions shown; Lumber purlC. DOL=1.60 plate grip DOL=1.60 OT BOT CHORD BOTCH 2) This truss is not designed to support a ceiling and Rigid ceiling i ectly applied or 7-2-13 oc bracing. is not intended for use where aesthetics are a that Stabilizers and required consideration. 3) Plates Checked for a plus or minus 0 degree MiTek recorq0ends cross bracinO be installed during truss erection, in rotation about its center. - accordance ith Stabilizer Installation guide. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS. (lb/size) loads. 3 = 54/Mechanical 5) . This truss has been designed for a live load of 1 1 367/0-8-0 (min. 0-1-8) 20.Opsf on the bottom chord in all areas where a 5 = 230/Mechanical rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Horz bottom chord and any other members. 1 = 134(LC 8) 6) Refer to girder(s) for truss to truss connections. Max Uplift 7) Provide mechanical connection (by others) of truss -66(LC ) to bearing plate capable of withstanding 66 lb uplift at 1 = joint 3, 203 lb uplift at joint 1 and 123 lb uplift at joint 5 = -123(LC 8) 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member FORCES. (lb) end fixity model was used in the analysis and design Max. Comp./M x. Ten. - All forces 250 (lb) or less of this truss. except when s wn. 9) Warning: Additional permanent and stability TOP CHORD bracing for truss system (not part of this component 1-1=-299/300, 2=482/507 design) is always required. BOT CHORD 1-6=-405/296, 5=-643/511 WEBS LOAD CASE(S) 2-5=5711719 Standard Julius. Lee, P.E.'434869' 1109 Coastal Bay Boynt6d Beach, FL`33435 1. ) oruss Truss ype ty y 1c, A0338402 58113 H Comer Jack 1 1 Job Reference (optional) LOADING (pso 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 No.2 BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = -11/Mechanical 3 =-39/Mechanical 1 = 228/0-8-0 (min. 0-1-8) Max Horz 1 = 37(LC 8) Max Uplift 2 = -12(LC 3) 3 = -39(LC 1) 1 =-127(LC 8) Max Grav 3 = 19(LC 8) 1 = 228(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. run: r.szu s May 1 2014 Print 1.520 s May 1 2014 MITek Industries, Inc. Tue May 27 12:07:32 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7i1zCOV W-W6Tjtw6K2wQQBgU?7MSnJsdnkYDkOR_y9MH7?OzCJkv 2-0-9 2-n-9 i Scale = 1:6.4 d d 0 d I� CSI. DEFL. in (loc) I/deft L/d PLATES. GRIP111 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 244/190 BC 0.04 Vert(TL) -0.00 1 >999 240 WB 0.00 Horz(TL) -0.00 1 n/a n/a (Matrix-M) Weight: 8 lb FT, ;= 0% 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 2, 39 lb uplift at joint 3 and 127 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #3486'9 1109 Coastal Baq BoyntoniBeach., FL 3.3435 Job russ Truss Type Qty Ply �Cl A0338403 58113 Comer Jack 1 1 Job Reference (optional) Al RUUt- I RTSt5, r Vn I rILRUE, VL 34a4b Run: 7.520 s May 12014 Print 7.520 s May 1 2014 MiTek Industnes, Inc. Tue May 27 12:07:33 2014 Page 1 II ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-_J16yG7ypDYHo_3Bh4zOs3AxtyYy7uE6000gXrzCJku 1-11-12 1-11-12 0 2x4 1-11-12 1-11-12 N_ d 6 6 Scale = 1:6.3 LOADING (ps LL TC20 TCDL 15. BCLL 0. BCDL 10. SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010IfP12007 CSI. TC 0.09 BC 0.11 WB 0.00 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) 0.00 6 >999 360 Vert(TL) -0.00 6 >999 240 Horz(TL) -0.00 1 n/a n/a PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0% LUMBER - TOP CHORD x4 SP No.2 BRA CHORD x4 SP No.2 4) * This truss has been designed for a live load of BRACING- 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural woo sheathing directly applied or 1-11-12 oc bottom chord and any other members. puriins. 5) Refer to girder(s) for truss to truss connections. BOT CHORD 6) Provide mechanical connection (by others) of truss Rigid ceiling di ctly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 104 lb uplift at joint 1, 48 lb uplift at joint 3 and 56 lb uplift at joint MiTek recom ftends that Stabilizers and required 2. cross bracing Pe installed during truss erection, in w 7) "Semi -rigid pitchbreaks with fixed heels" Member accordance th Stabilizer Installation guirip end fixity model was used in the analysis and design of this truss. REACTIONS. lb/size) 8) Warning: Additional permanent and stability 1 = 93/0-7-15 (min. 0-1-8) bracing for truss system (not part of this component 3 = 34/Mechanical design) is always required. 2 = 49/Mechanical Max Horz 1 = 37(LC 12) LOAD CASE(S) Max Uplift Standard 1 =-104(LC 8) 3 = -48(LC 8) 2 = -56(LC 8) Max Grav 1 = 93(LC 1) 3 = 35(LC 3) 2 = 49(LC 1) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh wn. NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior 2) zone; cantilever left and right exposed ; end v ical left exposed; porch left exposed;C-C fo embers and forces & MWFRS for reactions shown Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about' s center. Julius Lee; P.E. #39869' 3) This truss has been designed for a 10.0 psf bottom 1109 Coastal Bay chord live load nprconcurrent with any other live loads. Boynton Beach, FL 33435 Job I toss Truss Type Qty ply A0338404 58113 CJ Comer Jack 1 1 Job Reference (optional) Al KVVr IMUOJMJ, rVKI rICKUM, rL 39 D 0 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:33 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7i1zCOWIF J16yG7ypDYHo_3Bh4zOs3AuOyVw7uE6000gXrzCJku 2-2 2-2 Scale = 1:8.8 0-10 8 4-2-2 0-10-8 3-3-10 Plate Offsets (X,Y)— [1:0-0-15,Edge), [1:0-04,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud I� PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.04 3-8 >999 360 MT20 244/I190 TCDL 15.0 Lumber Increase 1.25 BC 0.30 Vert(TL) 0.03 3-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 14 ID FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 85/Mechanical 3 = 50/Mechanical 1 = 235/0-8-0 (min. 0-1-8) Max Horz 1 = 77(LC 8) Max Uplift 2 = -95(LC 8) 3 = -76(LC 8) 1 =-263(LC 8) Max Grav 2 = 85(LC 1) 3 = 57(LC 3) 1 = 235(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 2, 76 lb uplift at joint 3 and 263 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #39869' 1109 Coastal Baq. Boynton Beach, FL 3343.5 1 o russ cuss ype y A0338405 58113 CK Comer Jack 1 1 • Job Reference (optional) AI KUVr IKUP=0, rUKI r1r, KLr, rL 09y40 1 2x4 zz Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:33 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOVVV-_J 16yG7ypDYHo_3Bh4zOs3AtUyUl7uE6000gXrzCJku 3-11-12 , Scale = 1:8.6 3-11-12 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.Q Plates Increase 1.25 TC 0.37 Vert(LL) 0.07 3-6 >631 360 MT20 ,. 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) 0.07 3-6 >697 240 BCLL 0.6 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.9 -Code FBC2010/TPI2007 (Matrix-M) Weight: 12 lb FT = O% LUMBER - TOP CHORD x4 SP No.2 NOTES- BOT CHORD x4 SP No.2 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) BRACING- TOP CHORD Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Structural woo sheathing directly applied or 3-11-12 cc Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) ' purlins. and C-C Extedor(2) zone; cantilever left and right BOT CHORb exposed ; end vertical left exposed; porch left Rigid ceiling di ctly applied or 10-0-0 cc bracing. exposed;C-C for members and forces & MWFRS for ends that Stabilizers and required reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 MiTek recom cross bracing The installed, during truss erection, in 2) Plates checked for a plus or minus 0 degree accordance vkh Stabilizer Installation uide. rotation about its center. 3) This truss has been designed for a 10.0 psf bottom REACTIONS. b/size) chord live load nonconcurrent with any other live 1 = 200/0-7-15 (min. 0-1-8) loads. 2 = 103/Mechanical 4) ' This truss has been designed for a live load of 3 = 49/Mechanical 20.Opsf on the bottom chord in all areas where a Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the 1 = 73(LC 8) bottom chord and any other members. Max Uplift 5) Refer to girder(s) for truss to truss connections. 1 = -226(LC 8) 6) Provide mechanical connection (by others) of truss 2 = -109(LC 8) to bearing plate capable of withstanding 226 lb uplift 3 = -79(LC 8) at joint 1, 109 lb uplift at joint 2 and 79 lb uplift at joint Max Grav 3_ 1 = 200(LC 1) 7) "Semi -rigid pitchbreaks with fixed heels" Member 2 = 103(LC 1) end fixity model was used in the analysis and design 3 = 65(LC .3) of this truss. 8) Warning: Additional permanent and stability FORCES. (lb) Max. Comp./Ma Ten. - All forces 250 (lb) or less bracing for truss system (not part of this component except when sh . n. design) is always required. TOP CHORD ' .1-2=-414/1135 LOAD CASE(S) BOT CHORD Standard 1-3=-1260/451 Julius Lee; P.E: #34869. 1109 C6astal Bak Boynton Beach, FL 33435 i o russ russ ype ty y A0338406 58113 CL Comer Jack 4 1 Job Reference (optional) A i mvur i nuaxa, run i r1MKL,=, rL av D LOADING (pst) 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 FBC201O/TPI2007 LUMBER - TOP CHORD 2x4 SP•No.2 BOT CHORD 2x4 SP. No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 2/Mechanical 2 = 15/Mechanical 1 = 159/0-8-0 (min. 0-1-8) Max Horz 1 , = 31(LC 8) Max Uplift. 2 = -19(LC 8) 1 = -90(LC 8) Max Grav 3 = 8(LC 3) 2 = 15(LC 1) 1 = I 159(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. CSI. DEFL. in (loc) I/defi L/d TC 0.05 Vert(LL) -0.00 4 >999 360 BC 0.03 Vert(TL) -0.00 4 >999 240 WB 0.00 Horz(TL) -0.00 1 n/a n/a (Matrix-M) 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19.lb uplift at joint 2 and 90 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale = 1:5.9 PLATES GRIP, MT20 244/190 I. Weight: 6 lb FT = 0"/u I . III i Julius Lee; P.E:.04869 1109 C6astal Bay Boynt66 Beach, FL 33435 0 Job I russ fuss ype ty y A0338407 58113 CM Comer Jack 1 1 Job Reference(optional) Al KUUI- IKUPZ>=J, FUKI YICKI.C, rL,1q%K0 1 2x4 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:34 2014 Page 1 ID:pb7pAvBo94GXrsdDaZC7itzCOV W-SVbU9c8aaXg8Q7dOEnVFPHi6HMuvsLUFdgmE3HzCJkt 1-11-10 Scale =1:5.9 1-11-10 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TIC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC, 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD x4 SP No.2 6) Provide mechanical connection (by others) of truss BOT CHORD BRACING- x4 SP No.2 to bearing plate capable of withstanding 51 Ib uplift at joint 1, 21 lb uplift at joint 3 and 35 lb uplift at joint 2. p p TOP CHORD"Semi-rigid 7) " with fixed heels" Member Structural woo sheathing directly applied or 1 -11 -10 oc fixity o l wasrusedeaks end fixity model was used in the analysis and design purlins. of this truss. BOT CHORD 8) Warning: Additional permanent and stability, Rigid ceiling di ctly applied or 10-0-0 oc bracing. ends that Stabilizers and required bracing for truss system (not part of this component design) is always required. MiTek recom cross bracing Joe installed during truss erection, in REACTIONS. Ob/size) 1 = 91/0-7-15 (min. 0-1-8) 3 = 38/Mechanical 2 = 47/Mechanical Max Horz 1 = 30(LC 8) Max Uplift 1 = -51(LC 8) 3 = -21(LC 8) 2 = -35(LC 8) FORCES. (lb) 11 Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh: n. NOTES - Ind ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; E G., GCpi=0.18; MWFRS (envelope) and C-C Exterio 2) zone; cantilever left and right exposed ; end v ical left exposed;C-C for members and forces 8.M RS for reactions shown; Lumber DOL=1.60 plate rip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center.11 3) This truss has een designed for a 10.0 psf bottom chord live load n nconcurrent with any other live loads. 4) `This truss h. been designed for a live load of 20.0psf on the bQ om chord in all areas where a rectangle 3-6-0 t, I by 2-0-0 wide will fit between the, bottom chord any' any other members. 5) Refer to girder p) for truss to truss connections. LOAD CASE(S) Standard Julius Lee, P.E. ff34869' 1109 Coastal Bay Boyriton Beach, FL 33435 1 1, o russ cuss ype ty y A0338408 58113 CN Comer Jack 1 1 Job Reference optional Al KUUF I KUJSLS, FUR I PILHUt, FL 34946 Run: 7.520 s May 12014 Print 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:34 2014 Page 1 I D: pb?pAvBo94GXrsd DaZC7i IzCiO%,WS VbU9c8aaXg8Q7d O En VFPH i6G M uJsL'UFdgmE3HzCJ kt 1-10-13 1-10-13 0 Scale = 1:5.8 I rn C 6 1-6-8 1-10-13 1-6-8 0-4-5 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP' TCLL 20.0 Plates Increase, 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1:25 BC 0.03 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 =-O/Mechanical 2 = 12/Mechanical 1 = 158/0-8-0 (min. 0-1-8) Max Horz 1 = 29(LC 8) Max Uplift 2 = -16(LC 8) 1 = -90(LC 8) Max Grav 3 = 6(LC 3) 2 = 12(LC 1) 1 = 158(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end,vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members., 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 2 and 90 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee} PZ #34869: 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss I cuss I ype Qty ply A0338409 58113 CO ComerJack 1 1 Job Reference (optional) NI RVurI FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek.Industries, Inc. Tue May 2712:07:35 2014 Page 1 ID: pb?pAvBo94GXrsdDaZC7ilzCOV W-wh9sNy8CLro?2HCao000xUFETIB2bojPrKVnbjzCJks i 3-9-6 3-9-6 Scale =1:7.6 0-10-8 2-10-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 3-7 >999 360 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.19 Vert(TL) -0.00 3-7 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10. Code FBC20101TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD x4 SP No.2 4)' This truss has been designed for a live load of BOT CHORD x4 SP No.2 BRACING- 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural woo sheathing directly applied or 3-9-6 oc bottom chord and any other members. purT 5) Refer to girder(s) for truss to truss connections. BOT CHORD 6) Provide mechanical connection (by others) of truss Rigid ceiling di ctly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 142 lb uplift at joint 1 and 75 lb uplift at joint 2. MiTek recom ends that Stabilizers and required 7) "Semi -rigid pitchbreaks with fixed heels" Member cross bracing, tre installed during truss erection, in end fixity model was used in the analysis and design accordance wih Stabilizer Installation quide. of this truss. 8) Warning: Additional permanent and stability REACTIONS. b/size) bracing for truss system (not part of this component 1 = 245/0-8-0 (min. 0-1-8) design) is always required. 2 = 75/Mechanical 3 = 15/Mechanical Max Horz LOAD CASE(S) 1 = 58(LC 8) Standard Max Uplift 1 =-142(LC 8) 2 = -75(LC 8) Max Grav 1 = 245(LC 1) 2 = 75(LC 1) 3 = 38(LC 3) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh " n. NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; flCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; E G., GCpi=0.18; MWFRS (envelope) and C-C Exterior; 2) zone; cantilever left and right exposed ; end vet ical left exposed;C-C for members and forces & M RS for reactions shown; Lumber DOL=1.60 plate 'rip DOL=1.60 2) Plates check for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load n hconcurrent with any other live loads. Julius. Lee, P.E. 934869'. 1109 Coastal Bay Boynton Beach. FL 33435 A ir I job Truss russ I ype Qty y A0338410 58113 CP Comer Jack 1 1 Job Reference (optional) Ai nwr imuoora, rum ricmum, rLaa�o 1 2x4 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 No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1 = 197/0-7-15 (min. 0-1-8) 2 = 102/Mechanical 3 = 53/Mechanical Max Horz 1 = 61(LC 8) Max Uplift 1 =-113(LC 8) 2 = -89(LC 8) 3 = -12(LC 8) Max Grav 1 = 197(LC 1) 2 — 102(LC 1) 3 = 66(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-468/533 BOT CHORD 1-3=-607/491 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:35 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-wh9sNy8CLro?2HCao000xUFE3lAvbojPrKVnbjzCJks 3-11-11 CSI. DEFL. in (loc) I/defl TC 0.24 Vert(LL) 0.04 3-6 >999 BC 0.27 Vert(TL) -0.03 3-6 >999 WB 0.00 Horz(TL) -0.00 1 n/a (Matrix-M) 2) Plates checked for a 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 loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 1, 89 lb uplift at joint 2 and 12 Ib uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale = 1:7.9 L/d PLATES GRIP 360 MT20 244190 240 n/a Weight: 12 lb FT = O% Julius Lee, P.E:939869: 1109 Coastal Bay Boynton Beach,FL'33435 { 1. Job Truss Truss Type Qty y A0338411 58113 CPA Comer Jack 3 1 Job Reference (optional) H I muur I nupoca, run I rI-M. — ovyry iun: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:35 2014 Page 1 I D: pb?pAvBo94GXrsd DaZC7ilzCOVVVFwh9sNy8 CLro?2 H Cao U OUxUFGm IC6boj PrKVn bjzCJks 1-6-4 1 2x4 Scale = 1:5.5 1-4-13 ,1 6 4, 1-4-13 0-1-7' LOADING (ps SPACING- 2-0-0 CSI. DEFL. " in (loc) I/defi Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.07 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 15., Lumber Increase 1.25 BC 0.19 Vert(TL) -0.00 6 n/r 120 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10. Code FBC201 O/TP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD x4 SP No.2 4) * This truss has been designed for a live load of BOT CHORD x4 SP No.2 20.Opsf on the bottom "chord in all areas where a BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. Structural woo sheathing directly applied or 1-64 oc 5) Refer to girder(s) for truss to truss connections. purlins. 6) Provide mechanical connection (by others) of truss BOT CHORD to bearing plate capable of withstanding 100 lb uplift Rigid ceiling di ctly applied or 6-0-0 oc bracing. at joint 2 and 60 lb uplift at joint 3. MiTek recom ends that Stabilizers and required 7) Non Standard bearing condition. Review required. cross bracing) a installed during truss erection, in 8) "Semi -rigid pitchbreaks with fixed heels" Member accordance with Stabilizer Installation quide. end fixity model was used in the analysis and design of this truss. REACTIONS. lb/size) 9) Warning: Additional permanent and stability 2 = 83/Mechanical bracing for truss system (not part of this component 3 = 53/Mechanical design) is always required. Max Horz 2 = -311(LC 8) 3 = 334(LC 8) LOAD CASE(S) Max Uplift Standard 2 = -100(LC 8) _ 3 = -60(LC 8) FORCES. (lb) Max. Comp./Ma Ten. - All forces 250 (lb) or less except when sh{iwn. TOP CHORD 1-2=-892/324 BOT CHORD 1-3=-327/903 NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; E, cl., GCpi=0.18; MWFRS (envelope) and C-C Exterio'2) zone; cantilever left and right exposed ; end vortical left exposed;C-C for members and forces & M RS for reactions shown; Lumber DOL=1.60 plate p DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) This truss has een designed for a 10.0 psf bottom chord live load In nconcurrent with any other live loads. Julius Lee, P.E. #34869: 1109 Coastal Bay Boynton Beach, FL 33435 job I cuss Truss Type y - 58113 CPB Comer Jack 2 1 �8412 Job Reference o tional Run: 7 D s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:36 2014 Page 1 I:pb?pAvBo94GXrsdDaZC7ilzCOV W-OtjE619r68xsfRnmMCXjUinR_9ZiKFzY4_FK8AzCJkr Scale = 1:6.6 0-10-8 2-8-2 i 0-10-8 1-9-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 20310-8-0 (min. 0-1-8) 2 = 39/Mechanical 3 = -7/Mechanical Max Horz 1 = 41(LC 8) Max Uplift 1 = -117(LC 8) 2 = -43(LC 8) 3 = -7(LC 1) Max Grav 1 = 203(LC 1) 2 = 39(LC 1) 3 = 17(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 1, 43 lb uplift at joint 2 and 7 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #341ilO 1109 Coastal Bay Boynton Beach, FL 33435 J00 Truss I russ I ype Qty ply A0338413 58113 CPC Comer Jack 2 1 Job Reference (optional) Al KUV1 1 LOADING (I TCLL 2 TCDL 1 BCLL BCDL 1 LUMBER - TOP CHOR BOT CHOR BRACING - TOP CHOR Structural w purlins. BOT CHOR Rigid ceiling cross 1 = 2 = 3 = Max Horz 1 = Max Uplift 1 = 2 = 3 = Max Grav 1 = 2 = 3 = SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 ' Rep Stress Incr YES Code FBC201 OfrP12007 2x4 SP No.2 2x4 SP No.2 sheathing directly applied or 3-10-0 oc ectly applied or 10-0-0 oc bracing. lends that Stabilizers and required be installed during truss erection, in (lb/size) 247/0-8-0 (min. 0-1-8) 77/Mechanical 15/Mechanical 59(LC 8) -283(LC 8) -76(LC 12) -40(LC 9) 247(LC 1) 77(LC 1) 39(LC 3) FORCES. (lb� Max. Comp./Max. Ten. - All forces 250 (lb) or less except when$,hown. NOTES- 1) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mp ; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D Encl., GCpi=0.18; MWFRS (envelope). and C-C Exte or(2) zone; cantilever left and right exposed ; en( vertical left exposed; porch left exposed;C-C or members and forces & MWFRS for reactions sho n; Lumber DOL=1.60 plate grip - DOL=1.60 2) Plates het ed for a plus or minus 0 degree rotation about its cent r. Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:36 2014 Page 1 ID:pb?pAvBo94GXrsd DaZC7ilzCOV W-OtjEal9r68xsfRnmMCXjUinPO9YOKFzY4_FK8AzCJkr Scale = 1:7.7 m m 0 3-10-0 2-11-8 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.23 Vert(LL) 0.01 3-7 >999 360 MT20 244/190 BC 0.19 Vert(TL) 0.01 3-7 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) Weight: 12 lb FT = 0% 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 1, 76 lb uplift at joint 2 and 40 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius.Lee, P.E. #34869: 1109 Coastal Bay eoyriton Beach, FL 33435 Job I russ russ I ype Qty y A0338414 58113 CPD Jack -Open 1 1 Job Reference (optional) I Run: 7.520 s May 12014 Pnnt:'7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:36 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-OtjEal9r68xsfRnmMCXjUinMV9WeKFzY4_FK8AzCJkr Scale = 1:9.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.. in (loc) I/defl Ud PLATES GRIP; TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.05 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.30 Vert(TL) . 0.04 3-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a 11 BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing. directly applied or 4-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 302/0-8-0 (min. 0-1-8) 2 = 111/Mechanical 3 = 30/Mechanical Max Horz 1 = 77(LC 8) Max Uplift 1 = -347(LC 8) 2 = -109(LC 8) 3 = -64(LC 8) Max Grav 1 = 302(LC 1) 2 = 111(LC 1) 3 = 61(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-7=-255/88 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift atjoint 1, 109 lb uplift atjoint 2 and 64 lb uplift atjoint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. 434869' 1109 Coastal Bay Boynton Bepch,FL 33435 Job russ I russ Type Qty Ply A0338415 58113 CPE Jack -Open 1 1 Job Reference (optional) — —1 r r)y...... — nr=—, — .rraro LOADING (ps , SPACING- 2-0-0 TCLL 20. Plates Increase 1.25 TCDL 15. Lumber Increase 1.25 BCLL 0. Rep Stress Incr YES BCDL 10. Code FBC2010/rP12007 LUMBER - TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 BRACING - TOP CHORD Structural woo sheathing directly applied or 3-10-0 oc purlins. BOT CHORD �, Rigid ceiling di ectly applied or 10-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing be installed during truss erection, in accordance wl}h Stabilizer Installation ouide. REACTIONS. C!b/size) 1 = 247/0-8-0 (min. 0-1-8) 2 = 77/Mechanical 3 = 15/Mechanical Max, Horz 1 = 59(LC 8) Max Uplift 1 = -283(LC 8) 2 = -76(LC 12) 3 = -40(LC 9) Max Grav 1 = 247(LC 1) 2 = 77(LC 1) 3 = 39(LC 3) FORCES. (lb) Max. Comp./Ma : Ten. - All forces 250 (lb) or less except when sho '. n. NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.0psf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; En6l., GCpi=0.18; MWFRS (envelope) and C-C ExteriorM zone; cantilever left and right exposed ; end ve ical left exposed; porch left exposed;C-C for embers and forces & MWFRS for reactions shown; 4umber DOL=1.60 plate grip DOL=1.60 2) Plates checked or a plus or minus 0 degree rotation about its center. Run: 7.520 s May 1 2014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:37 2014 Page 1 ID:pb?pA%Bo94GXrsdDaZC7ilzCOVW s4GcodATtS3jHbMzwv2y0vKalZud3iDhJe_ugczCJkq 3-10-0 3-10-0 c� 0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.23 Vert(LL) 0.01 3-7 >999 360 MT20 244/190 BC 0.19 Vert(TL) 0.01 3-7 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) Weight: 12 lb FT = 0% 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 1, 76 lb uplift at joint 2 and 40 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius.Lee, P.E.:#34869' 1109 Coastal Bay Boynton Beach, FL 33435 o russ cuss Type City y i A0338416 58113 CPF Jack -Open 1 1 ' � Job Reference (optional) Hi nuur inuoaaa, rum rianuc, ru - Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:37 2014 Page 1 ID:pb7pAvBo94GXrsdDaZC7iIzCOVW s4GcodATtS3jHbMzwv2yOvKcjZvx3iDhJe_ugczCJkq 2-8-2 2-8-2 Scale = 1:6.6 LOADING (psf) SPACING- 2-0-0 CSI. DE 1. in (loc) I/defi L/d TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 4 >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/TP12007 (Matrix- LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 203/0-8-0 (min. 0-1-8) 2 = 39/Mechanical 3 = -7/Mechanical Max Horz 1 = 41(LC 8) Max Uplift 1 = -117(LC 8) 2 = 43(LC 8) 3 = -7(LC 1) Max Grav 1 = 203(LC 1) 2 = 39(LC 1) 3 = 17(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 1, 43 lb uplift at joint 2 and 7 lb uplift atjoint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP MT20 244/1 i Weight: 8 lb FT = 0% Julius Lee, P.E..#34869 1109 Coastal Bay Boynton Beach, FL `33435 Job I cuss I cuss I ype ty y A0338417 58113 CQ Comer Jack 1 1 ' Job Reference (optional) M I muur 1 gyoo.o, ru— rlcrtuC, — — 2x4 II LOADING (p' f) SPACING- 2-0-0 TCLL 2� 0 Plates Increase 1.25 TCDL 1 0 Lumber Increase 1.25 BCLL 0 0 Rep Stress Incr YES BCDL it]i10 Code FBC2010/TPI2007 LUMBER - TOP CHORI,' 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD. Structural wo d sheathing directly applied or 5-5-4 oc pur ins. BOTCH RD Rigid ceiling Irectly applied or 10-0-0 oc bracing. MiTek reconi'fnends that Stabilizers and required cross bracinb be installed during truss erection, in REACTIONS.1I (lb/size) 1 = 310/0-7-15 (min. 0-1-8) 2 = 155/Mechanical 3 = 68/Mechanical Max Horz 1 = 92(LC 8) Max Uplift 1 _ -179(LC 8) 2 = -140(LC 8) 3 = -4(LC 8) Max Grav 1 = 310(LC 1) 2 = 155(LC 1) 3 = 96(LC 3) FORCES. (lb) Max. Comp./M x. Ten. -All forces 250 (lb) or less except when s wn. TOP CHORD 1-2=-1164/132 BOT CHORD 1-3=-1481/123 NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; cl., GCpi=0.18; MWFRS (envelope) and C-C Exteri r(2) zone; cantilever left and right exposed ; end Vertical left exposed;C-C for members and forces & M RS for reactions 'shown; Lumber DOL=1.60 Dlate' rib DOL=1.60 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:37 2014 Page 1 I D: pb?pAvBo94GXrsd DaZC7ilzC OVV V-s4G co dATtS3j H b Mzwv2yOvKTFZo P3iDhJe_ugczCJ kq 5-11-12 5-11-12 CSI. DEFL. in (loc) I/defl Ud TC 0.64 Vert(LL) 0.15 3-6 >463 360 BC 0.52 Vert(TL) -0.14 3-6 >519 240 WB 0.00 Horz(fL) -0.01 1 n/a n/a (Matrix-M) 2) Plates checked for a 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 loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 1, 140 lb uplift at joint 2 and 4 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale=1:11.8 N V N PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% Julius Lee, F.E: #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ I cuss Type Qty Ply 1 A0338418 58113 CR Comer lack 1 1 Job Reference (optional) 0 2x4 zz Kun: t.bzu s May 1 ZU14 Ynnt: 1.520 s May.1 2014 MiTek Industries, Ina Tue May 27 12:07:38 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-LGq??zB5emBavix9TdZBZ7toGzGro9TrYlkRC2zCJkp 1-11-10 1-11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 ' 4 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 We n/a BCDL 10.0 Code FBC2010/TP12007 (Matri)-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 91/0-7-15 (min. 0-1-8) 3 = 38/Mechanical 2 = 47/Mechanical Max Harz 1 = 30(LC 8) Max Uplift 1 = -51(LC 8) 3 = -21(LC 8) 2 = -35(LC 8) FORCES. (Ib) Max. Comp./Max. Ten: - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 1, 21 lb uplift at joint 3 and 35 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale = 1:5.9 N d v v 6 I PLATES GRIP MT20 244/190 ill Weight. 6 Ib FT.= 0% I, j Julius Lee, P.E, jf34869. 1109 Coastal Bay Boynton'Beach,FL 33435' t r Job russ I russ I ype ty y A0338419 58113 CS ComerJack 1 1 Job Reference (optional) Al KUUF IIIUJJCJ, FUKI FILM t, FL 34`J40 0 LOADING ( sf) TCLL 2 .0 TCDL 1 0 BCLL 0 ` 40 BCDL LUMBER- D TOP CHOR 2x4 SP No.2 BOT CHQRb 2x4 SP No.2 BRACING - TOP CHOR Structural woi d sheathing directly applied or 1-10-13 oc purlins. BOT CHORD, Rigid ceiling irectly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracinra be installed durino truss erection. in REACTIONSjj (lb/size) 3 = A/Mechanical 2 = 12/Mechanical 1 = 158/0-8-0 (min. 0-1-8) Max Horz 1 = 31(LC 8) Max Uplift 3 = -1 (LC 1) 2 = -17(LC 8) 1 = -89(LC 8) Max Grav 3 = 6(LC 3) 2 = 12(LC 1) 1 = 158(LC 1) FORCES. (lb)' Max. Comp./M x. Ten. - All forces 250 (lb) or less except when s own. NOTES- 1) Wind: ASC '7-10; Vult=170mph (3-second gust) Vasd=132mph CDL=S.Opsf; BCD L=S.Opsf; h=26ft; Cat. II; Exp D; ncl., GCpi=0.18; MWFRS (envelope) and C-C Exted r(2) zone; cantilever left and right exposed ;end ertical left exposed;C-C for members and forces & M RS for reactions shown; Lumber DOL=1.60 plat grip DOL=1.60 2) Plates check d for a plus or minus 0 degree rotation about its center 3) This truss ha been designed for a 10.0 psf bottom chord live load nconcurrent with any other live loads. Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:38 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-LGq??zBSemBavlx9TdZBZ7toFzGFo9TrYlkRC2zCJkp 1-10-13 CSI. DEFL. in (loc) I/deft L/d TC 0.05 Vert(LL) -0.00 4 >999 360 BC 0.03 Vert(TL) -0.00 4 >999 240 WB 0.00 Horz(TL) -0.00 1 n/a n/a (Matrix-M) 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 3, 17 lb uplift at joint 2 and 89 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale =1:5.9 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0% Julius. Lee, P.E. #34869'. 1109 Coastal Bay Boynton Be4ch,FL'33435 SPACING- 2-0-0 Plates Increase 1.2 5 Lumber Increase 1.2 5 Rep Stress Incr YE S Code FBC201offP12007 Job I russ I russ I ype Qty Ply I A0338420 58113 CT Comer Jack 1 1 Job Reference (optional) Run: 7.520 s May 12014 Print: 7.520 s May �1� �2014 MiTek Industries, Inc. Tue May 27 12:07:38 2014 Page 1 3-11-7 ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-LGq??zB5emBavlx9TdZBZ7tIKzDVo9, TrYlkRC2zCJkp Scale: 1.5-=1' 0-10-8 3-11-7 n-1 n-a zn-1 S Plate Offsets (X,Y)— 11:0-0-15,0-7-101 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIPII TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.00 3-7 >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/TPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 252/0-8-0 (min. 0-1-8) 2 = 80/Mechanical 3 = 17/Mechanical Max Horz 1 = 63(LC 8) Max Uplift 1 = -146(LC 8). 2 = -80(LC 8) Max Grav 1 = 252(LC 1) 2 = 80(LC '1) 3 = 41(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less. except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 1 and 80 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. . 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E.- #34869' 1109 Coastal Bay Boynton�Beach,FL 33435 ion russ russ Type Qty ply A0338421 58113 CU Comer Jack 1 1 Job Reference (optional) Al KUUt- I FORT PIERCE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:38 2014, Page 1 ID: pb?pAvBo94GXrsdDaZC7ilzCOV W-LGq??zB5emBavlx9TdZBZ7tgRzB_o9TrYlkRC2zCJkp 5-7-14 Scale=1:11.1 111 0-10-8 4-9-6 Plate Offsets X Y — 1:0-2-0 0-1-6 LOADING (p I SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.55 Vert(LL) 0.02 4 >999 360 MT20 244/190 TCDL 15 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.03 3-7 >999 240 BCLL O'b ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.1b Code FBC2010/TPI2007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER - TOP CHORD x4 SP No.2 2) Plates checked for a plus or minus 0 degree BOT CHORD x4 SP No.2 rotation about its center. BRACING- TOP CHORD 3) This truss has been designed for a 10.0 psf bottom Structural woo sheathing directly applied or 5-7-14 oc chord live load nonconcurrent with any other liveloads. purT ROT CHORD 4) ' This truss has been designed for a live load of Rigid ceiling di ectly applied or 10-0-0 oc bracing. 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the MiTek recom ends that Stabilizers and required bottom chord and any other members. cross bracin a installed during truss erection, in 5) Refer to girders) for truss to truss connections. accordance th Stabilizer Installation guide. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift REACTIONS. lb/size) at joint 1 and 126 lb uplift at joint 2. 1 = 336/0-8-0 (min. 0-1-8) 7) "Semi -rigid pitchbreaks with fixed heels" Member 2 = 130/Mechanical end fixity model was used in the analysis and design 3 = 37/Mechanical of this truss. Max Horz 8) Warning: Additional permanent and stability 1 = 87(LC 8) bracing for truss system (not part of this component Max Uplift design) is always required. 1 =-195(LC 8) 2 =-126(LC 8) Max Grav LOAD CASE(S) 1 = 336(LC 1) Standard 2 = 130(LC 1) 3 = 73(LC 3) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh n. TOP CHORD 1-2=-188/257 BOT CHORD 1-7=-302/218 NOTES- 1) Wind: ASCE 7T10• Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; E,tcl., GCpi=0.18; MWFRS (envelope) and C-C Exterio0 ) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8, M RS for reactions shown; Lumber Julius Lee, P.E: #34869. DOL=1.60 plate i 'p DOL=1.60 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ J russ Type Qty ply A0338422 58113 CV ComerJack 1 1 Job Reference (optional)' AI RVVr irtwaw, rL+rti rICRVC� rL J4y'10 1 2x4 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:39 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-pSONDJC)P3JRWuWL1 K4Q6KPwtNYiXcLmyT?IVzCJko 4-0-10 Scale: 1.5"=1' 4-0-10 I 4-0-10 I' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP, • TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.04 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.03 3-6 >999 240 f BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a + BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 12lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 201/0-7-15 (min. 0-1-8) 2 = 104/Mechanical 3 = 54/Mechanical Max Horz 1 = 62(LC 8) Max Uplift 1 =-115(LC 8) 2 = -91(LC 8) 3 = -11(LC 8) Max Grav 1 = 201(LC 1) 2 = 104(LC 1) 3 = 67(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=489/557 BOT CHORD 1-3=-633/513 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf,, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 1, 91 lb uplift at joint 2 and 11 Ib uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869. 1109 Coastal Bap Boynton Beach, FL 33435 o russ Hiss ype Comer Jack �ty�yA0338423CW 1 Job Reference (optional) Al Kuur Irsuo7 CJ, rvrti non , "— -- 1 LOADING.j�sf) SPACING- 2-0-0 LL 2D TC.0 Plates Increase 1.25 TCDL i .0 Lumber Increase 1.25 BCLL .0 ' Rep Stress Incr YES BCDL 1 11,0 Code FBC2010/TPI2007 LUMBER-' TOP CHOfj� 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 S No.3 BRACING - TOP CHOR Structural w' od sheathing directly applied or 2-54 oc purlins. BOTCHOR, Rigid ceilingi directly applied or 10-0-0 oc bracing. MiTek reco mends that Stabilizers and required cross braci a be installed during truss erection, in REACTION$. (lb/size) 2 = 20/Mechanical 3 = 27/Mechanical 1 = 170/0-8-0 (min. 0-1-8) Max Horz 1 = 45(LC 8) Max Uplift 2 = -14(LC 8) 3 = -24(LC 8) 1 = -94(LC 8) FORCES. (I Max. Comp./ ax. Ten. - All forces 250 (lb) or less except when hown. NOTES- 1) Wind: AS 7-10; Vu1t=170mph (3-second gust) Vasd=132ml TCDL=S.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext� 'or(2) zone; cantilever left and right exposed ; en vertical left exposed;C-C for members and forces &��1WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates the eked for a plus or minus 0 degree rotation about its cent I r. 3) This truss has been designed for a 10.0 psf bottom chord live loan nonconcurrent with any other live loads. Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:39 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVVVFpSONDJCjP3JRMWL1 K4Q6KPzxNcWXcLmyT?IVzCJko 2-5-4 Scale = 1:6.8 0-8 , 0-8 2-5.4 1-6-12 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.06 Vert(LL) -0.00 4 >999 360 MT20 244/190 BC 0.03 Vert(TL) -0.00 4 >999 240 WB 0.00 Horz(TL) -0.00 1 n/a n/a (Matrix-M) Weight: 9 lb FT = 0% 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 2, 24 lb uplift at joint 3 and 94 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E::#34869. 1109 Coastal Bay B9y6t6ii Beach, FL 33435 1 o russ cuss ype ty y 58113 CX ComJack 1 1 A0338424er Reference (optional) 3x6 11 4 Run: 7.520 s May 1 ZU14 rnnt: r.D2u a May 1 2014 MITek Indushies, Inc. Tue May 2712:07:39 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVVV-pSONDJCjP3JRWvWL1K4Q6KPzLNcWXcji myT?IVzCJko 1-2-11 Scale = 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 4 >999 360 MT20 244/190' TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 4 >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 FBC201 O/TP12007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-2-11 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 44/Mechanical 3 = 12/Mechanical 2 = 32/Mechanical Max Horz 4 = 31(LC 9) Max Uplift 4 = -20(LC 8) 3 = -3(LC 9) 2 = -33(LC 12) Max Grav 4 = 44(LC 1) 3 = 19(LC 3) 2 = 32(LC 1) FORCES. -(lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 4, 3 lb uplift at joint 3 and 33 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard f Julius Lee,, P.E. #34869: 1109 Coastal Bay Boynton Beach, FL 33435 o toss I toss I ype ty y A0338425 58113 CY Comer Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 - Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:40 2014 Page 1 ID:pb. AVBo94GXrsdDaZC7ilzCOVW-HfyIOfCLANR1825Xb2bfeYy?Omg3G3z8?cDYHxzCJkn 4-8-4 4-8-4 4x6 II 4 Scale = 1:10.8 11 4-8-4 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Ud PLATES GRIP TCLL 2 .0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.07 3-4 >763 360 MT20 244/190 TCDL 1�.0 Lumber Increase 1.25 BC 0.46 Vert(TL) 0.06 3-4 >822 240 BCLL .0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 1 .0 Code FBC2010/TP12007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER - TOP CHOR 2x4 SP No.2 BOT CHOR � 2x4 SP No.2 3) This truss has been designed for a 10.0 psf bottom WEBS I2x6 SP No.2 chord live load nonconcurrent with any other live BRACING- loads. TOP CHOR , 4) ` This truss has been designed for a live load of Structural w d sheathing directly applied or 4-84 oc 20.Opsf on the bottom chord in all areas where a purT exce tend verticals. rectangle 3-6-0 tall by 2-0-0 wide will fit between the ROT C HOR bottom chord and any other members. Rigid ceiling irectly applied or 10-0-0 oc bracing. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. MiTek recofhmends that Stabilizers and required cross braciI 1 be installed during truss erection, in 7) Provide mechanical connection (by others) of truss 9 to bearing plate capable of withstanding 103 lb uplift accordance With Stabilizer Installation guide. at joint 4, 134 lb uplift at joint 2 and 3 lb uplift at joint 3. REACTIONS (lb/size) 8) "Semi -rigid pitchbreaks with fixed heels" Member 4 = 198/Mechanical end fixity model was used in the analysis and design 2 = 140/Mechanical of this truss. 3 = 58/Mechanical 9) Warning: Additional permanent and stability Max Horz bracing for truss system (not part of this component 4 = 76(LC 9) design) is always required. Max Uplift 4 =-103(LC 8) 2 =-134(LC 12) LOAD CASE(S) 3 = -3(LC 12) Standard Max Grav 4 = 198(LC 1) 2 =. 140(LC 1) 3 = 86(LC 3) FORCES. (lb Max. Comp./ ax. Ten. - All forces 250 (lb) or less except when st own. TOP CHORD' 1-4= 244/349 NOTES- 1) Wind. ASC 7-10; Vult=170mph (3-second gust) Vasd=1 32mpt TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D;' ncl., GCpi=0.18; MWFRS (envelope) and C-C Exter� r(2) zone; cantilever left and right exposed ; end ertical left exposed;C-C for members and forces & WFRS for reactions shown; Lumber DOL=1.60 pla a grip DOL=1.60 Jullus.Lee; P.E. 934869 2) Plates chec ed for a plus or minus 0 degree rotation 1109 Coastal Bay about its center. Boynton Beach, FL 3343.5 Job I russ Truss I ype ty y A0338426 58113 CZ Comer Jack 1 1 - Job Reference (optional) Kum: r.5Zu s May 1 ZU14 Pnnt: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:40 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOVVlhHfylQfCLANR1825Xb2bfeYyl dmplG3z8?cDY W¢CJkn Scale = 1:11.6 i 0 5-10-13 6-10-10-8 8 ' 5-0-5 Plate Offsets X — 1:0-0-15 0-6-6 1:0-0-4 Edgel LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0:51 Vert(LL) 0.13 3-8 >546 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.57 Vert(TL) 0.10 3-8 >668 240 I BCLL 0.0 ' Rep Stress Incr YES" WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 20 lb FT'= 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-10-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 142/Mechanical 3 = 74/Mechanical 1 = 309/0-8-0 (min. 0-1-8) Max Horz 1 = 109(LC 8) Max Uplift 2 = -128(LC 8) 3 = -20(LC 8) 1 = -171(LC 8) Max Grav 2 = 142(LC 1) 3 = 92(LC 3) 1 = 309(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-4=-282/196 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) ' This truss.has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 2, 20 lb uplift at joint 3 and 171 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.It. ff3480'. 1109 Coastal Bay Boynton Beach,FL 33435 o russ cuss ype ty y A0338427 58113 D01G Hip Girder 1 1 Job Reference o tional Al nuurI FOR] PIERCE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:41 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-IrW7d?DzxhZ9mCgk917uBIVIMAFF?WhHEGySpNzC.Jkm 3-8-0 4-5-0 8-1-0 3-8-0 0-9-0 3-8-0 2x4 = 44 = Scale =1:15A I� 0 0-10 8 3-8-0 4 5-0 7-2-8 11-0 0-10-8 2-9-8 0-9-0 2-9-8 0-10 8 Plate Offsets — 1:0-5-2 Ede 1:0-0-4 Ede 3:0-5-2 Ede 3:0-0-4 Ed e LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.13 Vert(LL) 0.01 4 >999 360 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.14 Vert(TL) , -0.01 4 >999 240 BCLL 0. Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10. Code FBC2010/TP12007 (Matrix-M) Weight: 29 lb FT = 0% LUMBER- I TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 WEBS x4 SP No.3 WEDGE Left: 2x4 SP N .3, Right: 2x4 SP o.3 BRACING - TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling di ctly applied or 9-1-5 oc bracing. MiTek recom ends that Stabilizers and require cross bracing a installed during truss erection, in accordance ' {h Stabilizer Installation guide. REACTIONS. b/size) 1 = 319/0-8-0 (min. 0-1-8) 3 = 320/0-8-0 (min. 0-1-8) Max Horz 1 = -22(LC 9) Max Uplift 1 =-224(LC 8) 3 =-223(LC 9) Max Grav 1 = 333(LC 19) 3 = 333(LC 20) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh wn. TOP CHORD 1-15=-423/443,i.-17=-4161413, -15=-420/425, 2-16=-418/424, 16=-424/444 BOT CHORD 1-17=416/413, 4-18=416/413,-18=416/413 NOTES- 1) Unbalanced rof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 1 and 223 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 127 lb up at 3-8-0, and 46 lb down and 127 lb up at 4-4-4 on top chord, and 6 lb down and 62 lb up at 3-8-0, and 6 lb down and 62 lb up at 4-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70, 2-3=-70, 5-10=-20 Concentrated Loads (lb) Vert: 15=51(F) 16=51(F) 17=-6(F) 18=-6(F) Julius. Lee., P.E:.#34869' 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ I cuss Type y A0338428 58113 D02 Common 1 1 I , Job Reference (optional) Ai nvvr imwooco, rvni ncnc c, -- 1 2x4 Il n-in-a 4-0-8 2.50 12 4-n-r1 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:41 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7iIzCOV WdrW7d?DzxhZ9mCgk917uBIVEgAEz?WaHEGy5pNzCJkm 2 4x4 = 7-9-R � Scale = 1:15.2 I� 0 0-10-8 3-2-0 3-2-0 0-10-8 I' Plate Offsets (X Y)— [1:0-0-11 0-7-11] [3:0-0-11,0-7-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud I' PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.03 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.02 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 25lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 364/0-8-0 (min. 0-1-8) 3 = 364/0-8-0 (min. 0-1-8) Max Horz 1 = -23(LC 13) Max Uplift 1 =-206(LC 8) 3 =-206(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-440/435, 2-3=-440/435 BOT CHORD 1-5=-336/382, 1-4=-336/382, 3-4=-336/382 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 1 and 206 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; RE::1t34869' 1109 Coastal Bay Boynton Beach OL'13435 i J013 nlssI toss Type y A0338429 58113 D03G Common Girder 1 1 Job Reference (optional) Al KUVV IKUOPLO, r-UKI I"ICrtVC, 1'L J9tl40 4-0-8 2.50 '12 LOADING (ps SPACING- 2-0-0 TCLL 20. Plates Increase 1.25 TCDL 151 Lumber Increase 1.25 BCLL . 0.0 ' Rep Stress Incr NO BCDL 10A Code FBC20101TPI2007 LUMBER - TOP CHORD x4 SP NO.2 BOT CHORD x4 SP No.2 WEBS x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling dil,ilctly applied or 9-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing a installed during truss erection, in REACTIONS. Ib/size) 1 = 502/0-8-0 (min. 0-1-8) 3 = 451/0-8-0 (min. 0-1-8) Max Horz 1 = 32(LC 8) ' Max Uplift 1 = 286(LC 4) 3 =-260(LC 5) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-854/464, 3=-838/455 BOT CHORD 1-5=-420/804, 4=-414/804, 4-12=414/804, I,3-12=-414/804 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; E,cl., GCpi=0.18; MWFRS (envelope); cantilever left ar right exposed - end vertical left exposed; Lumb r DOL=1.60 plate grip DOL=1.60 3) Plates checki d for a plus or minus 0 degree rotation about its center.' 4) This truss hasI been designed for a 10.0 psf bottom chord live load rlonconcurrent with any other live loads. Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:41 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-IrW7d?DzxhZ9mCgk9l7uBIVEyAAt?V2HEGy5pNzCJkm 7-2-8 4x4 = 2 3-2-0 CSI. DEFL. in (loc) I/defl Ud TC 0.34 Vert(LL) 0.03 4-11 >999 360 BC 0.49 Vert(TL) -0.05 4-11 ' >999 240 WB 0.08 Horz(TL) 0.00 3 n/a n/a (Matrix-M) 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 1 and 260 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 123 lb up at 3-1.1-12, and 119 lb down and 83 lb up at 5-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70, 2-3=70, 5-9=20 Concentrated Loads (lb) Vert: 4=-185(B)12=-119(B) Scale = 1:13.6 2X4 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% Julius, Lee, F.E..434869: 1109 Coastal Bay Boynton Beach, FL -33435 Job cuss I cuss I ype ty y ' r A0338430 58113 E01G Roof Special Girder 1 Job Reference (optional) cuur TRUSSES, FORT viERCE, FL 34846 Run: 7.520 s May 1 2014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27112:07:42 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVW D14VrLEbi_h?NMFwTe7jzlHFaUlknBRSwifLpzCJkl 6-7-7 12-3-15 17-2-4 22-11-0 6-7-7 5-8-7 4-10-5 5-8-12 0.16112 3x10 11 4x4 = 7x10 MT20H W8= 2x4 11 3x10 11 ,0-10-8 6-7-7 19-3-15 4x6 II 17-9-4 Scale=1:37.9 99-n-A I II 99-11-n cl Ia 0-10 5-8-15 15-8-7 4-10-5 4-10-4 0-1 Plate Offsets (X,Y)— [1:0-8-1,Edge), [4:0-5-12,0-2-0), [5:0-11-10,0-2-5) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.48 7-9 >570 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.86 7-9 >320 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.11 5 n/a n/a BCDL 10.Q Code FBC2010/iP12007 (Matrix-M) Weight:113lb FT=O% I LUMBER - TOP CHORD .2x4 SP No.2 'Except* T2: 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.OE WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-12 oc bracing. WEBS 1 Row at midpt 3-9 with 2x4 SYP No.3 with 2 - 12d (0.131"x3.25") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 1 = 1724/0-8-0 (min. 0-1-8) 5 = 1678/0-8-0 (min. 0-1-8) Max Horz 1 = 38(LC 8) Max Uplift 1 =-847(LC 4) 5 =-885(LC 5) FORCES. (lb) Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-2317/1138, 1-2=-5570/2781, 2-18=5505/2753. 18-19=5509/2754, 19-20=-5510/2755, 3-20=5515/2755, 3-21=-7073/3603, 21-22=7076/3604, 4-22=7079/3605, 4-5=-5200/2661 BOT CHORD 1-1=-1432/2983, 1-9=-2634/5429, BOT CHORD 1-1=-1432/2983, 1-9=2634/5429, 9-23=-350877076,23-24=-350817076, 8-24=-3508f7076,7-8=-3508/7076, 7-25=2516/5072, 25-26=-2516/5072, 6-26=-2516/5072, 5-6=-252 2/5057 WEBS 2-9=1767739, 3-9=-1692/887, 3-7=312/384, 4-7=-1022/2063 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 2, 8, 9, 3, 7, 6, 1, 1, 5 and 5 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 4 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 847 lb uplift at joint 1 and 885 lb uplift at joint 5. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concen0ated load(s) 84 lb down and 143 lb up at 6-7-7, 141 lb down and 142 lb up at 6-11-4, 138 lb down and 1391lb up at 8-11-4, 135 Ib down and 137 Ib up at 10-11 ;4, 132 lb down and 134 lb up at 12-11-4, and 128 Ib 1down and 131 lb up at 14-11-4, and 260 lb down and 271 lb up at 17-2-4 on top chord, and 305 lb down' land 149 lb up at 6-7-7, 65 lb down at 6-11-4, 63 lbIdown at 8-11-4, 61 lb down at 10-11-4, 59 lb down ati.12-11-4, 58 lb down at 14-11-4, and 56 lb down at i16-11-4, and 68 lb down and 51 lb up at 17-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(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 (balanced): Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 24=-70, 4-5=-70, 1'5=-20 Concentrated Loads (lb) Vert: 2=-29(B) 4=-162(B) 9=-357(B) 6=-116(B) 18=-101(B) 19=-98(B) 20=-95(B) 21=-92(B) 22=-88(B) 23=-51(B) 24=-51(B) 25=-50(B) 26=-49(B) Julius Lee, P.E: #34869 1109 Coastal Bay Boyntoo�Beach, FL 33435 K I. Job I cuss cuss Type ry y A0338431 58113 E02 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc Tue May 2712:07:42 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-D14VrLEbi—h?NMFw7e7jz11kaS kxERSwifLpzCJkl 4-10-13 8-6-0 15-1-11 184-13 22-11-0 4-10-13 3-7-3 6-7-11 3-3-3 4-6-3 Scale=1:38.1 0.16112 2.50 12 4x6 = 4x8 = 2.60112 3 4 2x4 zz 2x4 = 2 5 5 I 3x8 II e t d 9 8 7 3 -Z�- 3x8 11 4x8 4x4 = 4x4 = 3x4 0-104 1I 8-6-0 15-1-11 22-0-8 2-11- ?(0-1 0-10- 7-7-8 6-7-11 6-10-14 0 Plate Offsets •X Y — 1:0-0-0 2-1-5 1:0-5-11 Edge], 4:0-5-8 0-2-0 6:0-5-6 Ed gel, 6:0-0-0 2-0-5 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.79 Vert(LL) 0.46 7-9 >599 360 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.75 Vert(TL) -0.48 7-9 >574 240 BCLL 0. Rep Stress Incr YES WB 0.14 Horz(TL) 0.11 6 n/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix-M) Weight: 98 lb FT = 0% LUMBER- I TOP CHORD ?x4 SP No.2 `Except` TI2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS x4 SP No.3 WEDGE Left: 2x4 SP N .3, Right: 2x4 SP ' o.3 BRACING - TOP CHORD Structural woo sheathing directly applied or 2-11-3 oc pudins. BOT CHORD Rigid ceiling ditgctiy applied or 34-7 oc bracing. MiTek recom ends that Stabilizers and required cross bracing) be installed during truss erection, in REACTIONS. l(lb/size) 1 = 1031/0-8-0 (min. 0-1-8) 6 = 1031/0-8-0 (min. 0-1-8) Max Horz 1 = 49(LC 12) Max Uplift 1 =-511(LC 8) 6 =-593(LC 9) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1558/136 1-2=-3534/3165, 2-3=-3245/2861 34=-3231 /2858, 4-5=-3266/287 5-6=-3380/3022 BOT CHORD 1-10=-1296/1481, 1-9=2983l3407, 8-9=-2665/31597-8=-2665/3159, 6-7=-2834/3244 , WEBS 2-9=-375/342, 3,-,9=-15/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right ., exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 511 lb uplift at joint 1 and 593 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; F.E. #3OO 1109 Coastal Bay Boynton Beach,FL'33435 oruss cuss Type ty y A0338432 58113 �,103 Roof Special 1 1 Job Reference (optional) �1 d 2.50 12 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:43 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVVI/-hEeu2hFESl ps?Wp6GA9MGAaS 1_rgTLuahaRCuGzCJkk 10-4-8 13-1-1 174-9 22-11-0 0.16112 4x4 = 4x8 = 3 4 2.60112 1 Scale = 1:38.9 n Ia 3x4 = 3x8 11 48 = 4x4 = 44 = 3x4 = 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/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 1 = 1031/0-8-0 (min. 0-1-8) 6 = 1031/0-8-0 (min. 0-1-8) Max Horz 1 = 59(LC 12) Max Uplift 1 =-544(LC 8) 6 =-574(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1558/1370, 1-2=-3651/3328, 2-3=-2889/2544, 3-4=-2849/2563, 4-5=-2895/2560, 5-6=-3534/3217 BOT CHORD 1-10=1421/1613, 1-9=-3143/3530, 8-9=-2315/2774, 7-8=-2315/2774, 6-7=-3026/3405 WEBS 2-9=-800/871, 3-9=-138/293, 5-7=-665/739 CSI. DEFL. in (loc) I/deft Ud TC 0.88 Vert(LL) 0.42 7-9 >655 360 BC 0.52 Vert(rL) -0.44 9-14 >630 240 WB 0.37 Hor-z(TL) -0.09 6 n/a n/a (Matrix-M) NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ezterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 1 and 574 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 I Weight: 97 lb FIT = 0% 1 Julius Lee, P.E:.il34869'. 1109 Coastal Bay Boynton, Beach, FL 33435 J013 I russ I cuss Type Qty Ply A0338433 58113 E04 Roof Special 1 1 Job Reference (optional) Al KUUr I KrbbtJ, rUKI MLKUL, rL J4a4o , 3x8 11 8 3x4 = 5-2-8 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:43 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-h Eeu2hFESlps?Wp6GA9MGAaRP—tDTMbahaRCuGzCJkk 16-8-2 22-11-0 4-11-8 6-2-14 Scale = 1:37.4 4x6 3 7 4x4 = 6 3x4 = 2.63112 1.5x4 i 4 .I III8-0-8 14-10-8 0-10- 7-2-0 6-10-0 Plate Offset X Y — 1:0-5-11 Ed a 1:0-0-0 2-1-5 5:0-5-11 Ed a 5:0-0-2 2-0-8 LOADING (p f) SPACING- 2-0-0 CSI. DEFIL in (loc) I/deft L/d TCLL 20 0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.47 6-8 >582 360 TCDL 15�0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.50 6-8 >551 240 BCLL 01 Rep Stress Incr YES WB 0.26 Horz(TL) -0.08 5 n/a n/a BCDL 10 Code FBC201 O/TPI2007 (Matrix-M) LUMBER- I, TOP CHORD' 2x4 SP No.2 BOT CHORDI, 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP o-3, Right: 2x4 SP'6.3 BRACING - TOP CHORD Structural wo sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling d ectly applied or 4-1-6 oc bracing. MiTek recorroends that Stabilizers and required cross bracinol be installed during truss erection, in accordance ith Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1031/0-8-0 (min. 0-1-8) 5 = 1031/0-8-0 (min- 0-1-8) Max Horz 1 = -68(LC 13) Max Uplift 1 =-566(LC 8) 5 =-559(LC 9) FORCES. (lb) Max. Comp./M x. Ten. - All forces 250 (Ib) or less except when shown - TOP CHORD 1-1=-1567/138, , 1-2=-3670/3319, 2-3=-3292/291 , 3-4=-3156/2784, 4-5=-3550/321 BOT CHORD 1-9=-1435/162 , 1-8=-3134/3541, 7-8=-2133/248 6-7=-2133/2481, 5-6=-3024/341 WEBS 2-8=-521/656, 8=-587l186, 3-6=-456/653, �6=-506/642 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 566 lb uplift at joint 1 and 559 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 92 lb FT = 0% Julius.Lee, 0.E:."69 1109 Coastal Bay Boyriton Beach, FL 33435 1 Job I russ I cuss I ype Qty ply A0338434 58113 E05 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:44 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCiOVVtF9QCGG1 FsDcxjdgOJgtgbpO7d9046CIJwEBmQizCJkj 6-7-1 11-10-8 16-6-15 21-5-5 21-9-15 6-7-1 5-3-7 4-8-8 4-10-6 0 -10 2.50 12 4x4 = 3 2.63 12 Scale = 1:35.6 1; o ;0 0 3x6 _ 3x8 11 1.5x4 11 44 = 3x8 = 1.5x4 11 6x6 11 16-6-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.40 8-10 >642 360 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.41 8-10 >630 240 BCLL 0.0 * Rep Stress Incr YES WB 0.57 Horz(TL) -0.08 6 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 131: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 924/Mechanical 1 = 1006/0-8-0 (min. 0-1-8) Max Horz 1 = 86(LC 12) Max Uplift 6 = 490(LC 9) 1 _-556(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-1 519/1346, 1-2=-3491/3118, 2-3=-2527/2274,3-4=-2520/2277, 4-5=-2905/2603, 5-6=-1136/936 BOT CHORD 1-15=-1414/1580,1-10=-2984/3378, 9-10=2984/3378, 8-9=-2984/3378, 7-8=-2445/2778, 6-7=-2445/2778 WEBS 2-8=-1017/979, 3-8=-390/556, 4-8=-431 /427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 6 and 556 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 21-5-5 PLATES GRIPJJ, MT20 2441190 Weight: 91 lb FT = 0% Julius Lee, P.E. #34809'. 1109 Coastal Bay B6ynto6B.each,FL 1 3435 Job Truss cuss Type typly A0338435 58113 E06 Roof Special 1 1 Job Reference (optional) Al Kuur I K JJCJ, rum i ricmuc, r� ovavo Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:44 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-9QCGG 1 FsDcxjdgOJgtgbpO7d3OAHCpgIwEBmQizCJkj 6-7-15 54-6 6-6-13 2-10-4 0- -10 Scale = 1:36.5 4x6 2.63112 2.50 12 3 1.98 12 1.5x4 4x4 = 2 4 4x6 = 5 6 M, 19� Bi o e B e 9 8 7 3x8 11 3x4 = 3x4 = 3x4 = 5x10 11 x4 � 0-1 9-9-0 18-7-2 21-5-5 0-1 8-10-8 B-10-2 2-10-4 Plate Offse X — 1:0-0-0 2-1-5 1:0-5-11 Edgel, 4:0-2-0 0-2-4 6:0-6-15 0-1-7 LOADING ( sf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.43 - 7-9 >592 360 MT20 244/190 TCDL 1 .0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.58 7-9 >444 240 BCLL 0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.05 6 n/a n/a BCDL 19.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 92 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' NOTES- T2: 2x4 SP M 30 1) Unbalanced roof live loads have been considered BOT CHOR 2x4 SP M 30 for this design. WEBS 2x4 SP No.3 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) WEDGE Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Left: 2x4 SF No.3 Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) SLIDER and C-C Exterior(2) zone; cantilever left and right BRACING- exposed; end vertical left exposed;C-C for members TOP t Structural w od sheathing directly applied or 2-5-1 oc and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 puriins. 3) Plates checked for a plus or minus 0 degree BOT CHOR ,,,_„__•,•_]I,..,___,:_,__II. rotation about its center. V MiTek re o mends that Stabilizers and required cross brac pg be installed during truss erection, in accordanciwith Stabilizer Installation guide. REACTION (lb/size) 6 = 924/Mechanical 1 = 100610-8-0 (min. 0-1-8) Max Horz 1 = 97(LC 12) Max Uplift 6 = 488(LC 9) 1 =-557(LC 8) FORCES. (I „) Max. Comp. ax. Ten. - All forces 250 (lb) or less except wher shown. TOP CHOR 1-1=-1520/1 48, 1-2=-3532/3219, 2-3=-2882/2 93, 3-4=-2708/2419, 4-5=-2645/2 61, 5-6=-690/729 BOT CHOR 1-14=-1436/ 587,1-9=-3105/3425, 8-9=-2047/2 31, 7-8=-2047/2331, 6-7=-2165/2 51 WEBS 2-9=-729/88 3-9=-350/626, 3-7=-227/404. 4-7=-228/420 4) 1 nis truss nas been designea for a i u.0 pst Donom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 6 and 557 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius. Lee., 0.E.:#34869 1109 Coastal Bay Boynton Beach, FL 33435 ►9 Job Truss russ Type ty y A0338436 58113 E07 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:45 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-dcleTNGU_v3aEgzVObBgLbfnjn Wux6Et9uwJy8zCJki 6-8-14 12-2-2 16-3-3 21-5-5 21 15 6-8-14 5-5-4 4-1-0 5-2-3 0 -10 2.50 12 4x4 = 3 2.63112 1.98112 Scale = 1:36.6 3x8 11 3x4 = 4x4 = _ 6 3x4 -- 5x8 — 3x6 11 n_In_u rLa_1a 1 R-q-Z r 0-1 7-10-5 17-6-5 5-2-3 ,I; Plate Offsets (X,Y)— [1:0-0-0,2-1-51,[1:0-5-11 Edge],[3:0-2-0,0-2-4] [4:0-1-12,0-2-0], [7:0-4-0,0-2-4] II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.40 7-9 >635 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.46 7-9 >552 240 1 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) -0.06 6 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 93 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except` Bi: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals.* BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) 6 = 917/Mechanical 1 = 999/0-5-0 (min. 0-1-8) Max Horz 1 = 108(LC 12) Max Uplift 6 =-482(LC 9) 1 =-554(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1509/1339, 1-2=-3506/3177, 2-3=-3000/2621, 3-4=-27.51/2482, 4-5=2703/2361, 5-6=-1076/1008 BOT CHORD 1-10=1438/1578,1-9=-3092/3407, 8-9=-196712220, 7-8=-1967/2220, 6-7=-251 /256 WEBS 2-9=-639/791, 3-9=-569/806, 3-7=-360/494, 4-7=-529/611, 5-7=-2050/2403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.0psf, h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 6 and 554 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius. Lee, P.E. #34869 1109 Coastal Bag Boynton Beach, FL'33435 JOD I I rvss I cuss I ype Qty Ply ' A0338437 58113 E08 Roof Special 1 1 Job Reference (optional) Al ROOF TRII i SSES, FORT PIERCE, FL 34946 6-9-13 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:45 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-dcleTNGU_v3aEgzVObBgLbfoDnWgxAgt9uwJy8zCJki 12-3-15 , 13-11-4 , 21-5-5 21-&-15 6-9-13 5-6-3 1-7-4 7-6-2 0. -10 Scale=1:36.E 2.63112 4x4 = 1.98112 2.50 F12 3 4 5x6 z 1.5x4 11 2 5x6 = 5 �ni rn � t e 8 e 9 7 3' 6 = 3x8 11 3x4 = 4x4 = 4x8 3x6 11 0-1 7-6-14 13-11-4 21-5-5 0-1 6-8-6 64-6 7-6-2 Plate Offse X Y— 1:0-0-0 2-1-5 1:04-13 0-0-2 3:0-2-0 0-2-4 5:Ed a 0-2-8 :0-4-0 0-1-8 LOADING (1 f) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 2 .0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.37 7-9 >690 360 MT20 244/190 TCDL 1 .0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.38 7-9 >666 240 BCLL .0 ' Rep Stress Incr ' YES WB 0.66 Horz(TL) -0.05 6 n/a n/a BCDL 1 .0 Code FBC2010/TPI2007 (Matrix-M) Weight: 95 lb FT = 0% LUMBER - TOP CHOR 2x4 SP No.2 `Except` T3: 2x4 SP M 30 BOT CHORD BOT CHOR 2x4 SP No.2 *Except* 1-1 0=-1439/1573,1-9=-2925/3275, B1: 2x4 SP M 30 8-9=1917/2194, 7-8=191712194, WEBS 2x4 SP No.3 *Except* 6-7=338/358 W6: 2x4 SP No.2 WEBS WEDGE 2-9=474/593, 3-9=-1148/1231, Left: 2x4 SP o.3 3-7=-444/535,4-7=-605/712, BRACING- I', 5-7=1819/2131 TOP CHOR Structural w od sheathing directly applied or 2-9-9 cc NOTES- purlins, ex pt end verticals. 1) Unbalanced roof live loads have been considered BOT CHOR for this design. Rigid ceiling irectly applied or 4-273 oc bracing. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) WEBS Vasd=132mph; TCDL=5.Opsf;'BCDL=5.Opsf; h=26ft; 1 Row at mid t 5-7 -Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) with 2x4 SY No.3 with 2 - 12d (0.131"x3.25") nails and and C-C Exterior(2) zone; cantilever left and right cross brace pacing of 20-0-0 oc. exposed; end vertical left exposed;C=C for members and forces & MWFRS for reactions shown; Lumber MiTek reco mends that Stabilizers and required DOL=1.60 plate grip DOL=1.60 cross braci g be installed during truss erection, in 3) Plates checked for a plus or minus 0 degree accordance with Stabilizer Installation guide. rotation about its center. REACTION ! (lb/size) 6 = 917/Mechanical 1 = 999/0-8-0 (min. 0-1-8) Max Horz 1 = 118(LC 12) Max Uplift 6 =-481(LC 9) 1 =-554(LC 8) FORCES. (Ib Max. Comp./ ax. Ten. - All forces 250 (lb) or less except when hown. TOP CHORD, 1-1=-1497/1,1 3, 1-2=-3375/2997, 2-3=-3412/31 �8, 3-4=-2611 /2398, 4-5=-2558/2 49, 5-6=-1055/1030 BOT CHORE 1 1-10=1439/1�73, 1-9=-2925/3275, 8-9=-1917/2194,7-8=-1917/2194, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members..' 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 6 and 554 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E: #34869' 1109 Coastal Bay Boyriton Beach, FL 33435 # ' I Job Truss I toss ype y y A0338438 58113 E09 Roof Special 1 - 1 , Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:45 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV WdcleTNGU_v3aEgzVObBgLbfn?nWox6?t9uwJy8zCJki 6-7-8 11-11-6 15-11-15 21-5-5 21 15 6-7-8 5-3-14 4-0-9 5-5.6 0-1 -10 Scale = 1:36.6 2.50 F12 1.25112 4x4 = 4x4 = 1.98112 3 4 v 3x8 11 3x4 = 3x4 = 1 6 3x4 4x8 — 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. ' DEFL. in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.36 7-9 >713 360 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.41 7-9 >627 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.06 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - .TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ui(e. REACTIONS. (Ib/size) 6. = 917/Mechanical 1 = 999/0-8-0 (min. 0-1-8) Max Horz 1 = 125(LC 12) Max Uplift 6 =-487(LC 9) 1 =-545(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1495/1320, 1-2=-3470/3122, 2-3=-2971/2571, 3-4=-2199/1979, 4-5=-2214/1925,5-6=-1064/997 BOT CHORD 1-10=-1446/1572,1-9=-3088/3387, 8-9=-1991/2237, 7-8=-1991/2237 WEBS 2=9=-629/780, 3-9=-545/772, 4-7=-265/367, 5-7=-1729/2038 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plate(s) at joint(s) 3, 4, 9, 2, 7, 6, 5, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord.live load nonconcurrent with any other live . loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the .bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 6 and 545 lb uplift at joint 1. 9) "Semi -rigid pitchbreaks. with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP !I MT20 244/1,9( Weight: 94 lb FT = 0%, ,i NOTES- 1) Unbalanced roof live loads have been considered for Julius Lee, P.E. #34869 this design. .1109 Coastal Bay Boynton Beac6,FL 13435 q k JoD I russ Truss Type typly A0338439 58113 11 E10 Roof Special 1 1 Job Reference (optional) Al KUUh IKUb'tJ, tUKI YICKI:C, FL 34y40 2.50 Fl2 1.5x4 2 3x41-,- 3x811 10-9-9 9 3x4 = Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:46 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-6pJOhiH61DBRs_Yhxli3upC_6BgUg bcONYgsUbzCJkh 16-0-8 21-5-5 21 G 15 5-2-15 5-4-13 0 -10 Scale = 1:36.0 46 = 1.25112 3 1.5x4 II 4 3x8 = 5 8 7 6 44 = 5x8 3x6 II 6-0-8 '0-10-8' 11 7-1-9 8-0-7 Plate Offset X Y— 1:0-0-0 2-1-5 1:0-5-1 1 Edgel, 5:0-2-8 0-1-8 :0-4-0 0-2-0 LOADING (p SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCI L 20 Plates Increase 1.25 TC 0.83 Vert(LL) 0.41 7-9 >625. 360 TCI,L 15 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.50 7-9 >513 240 BCI ;- 0 Rep Stress Incr YES WB 0.82 Horz(TL) -0.06 6 n/a n/a BCIiIJR lob Code FBC2010lfP12007 LUMTOP SP No.2 BOT SP No.2 *Except• 2x4 SP M 30 WEBSP No.3 WEDLeft: 2BRATOP Structural wood sheathing directly applied or 2-8-7 cc purlins, excepi end verticals. BOTCHORD'fI Rigid ceiling ditectly applied or 3-10-12 cc bracing. WEBS 1 Row at midp, 5-7 with 2x4 SP o.3 with 2 - 12d (0.131"x3.25") nails and cross brace sp cing of 20-0-0 cc. Skbrrecom that Stabilizers and required ng installed during truss erection, in nce Itends h Stabilizer Installation quide. REACTIONS. lb/size) 6 = 917/Mechanical 1 = 999/0-8-0 (min. 0-1-8) Max Horz 1 = 116(LC 12) Max Uplift 6 =-501(LC 9) 1 =-529(LC 8) FORCES. (Ib) Max. Comp./M . Ten. - All forces 250 (lb) or less except when sh wn. TOP CHORD ' 1-1=-1483/130 1-2=-3468/3095, 2-3=-3044/26014' 3-4=-2640/2325, 4-5=.2678/23271,, 5-6=-1027/948 BOT CHORD II 1-10=1431/156 , 1-9=3067/3388, (Matrix-M) WEBS 2-9=-516/666, 3-9=-387/615, 3-7=-156/321, 4-7=-466/566, 5-7=2200/2553 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 6 and 529 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 21-5-5 5-4-13 PLATES GRIP MT20 244/190 Weight: 94 lb FT = 0% 8-9=-2190/2464 7-8=2190/2464 WEBS H Julius: Lee, P.E. #34869 2-9=-516/666, 3 387/615, 1109 Coastal Bay Boynton Beach, FL 33435 A i' 2.50 V2 4x6 = 3 1.25112 Scale = 1:35.6 137 3x4 3x8 11 4x8 4x4 = 1.5x4 11 5x12 11 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 M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 6 = 924/Mechanical 1 = 1006/0-8-0 (min. 0-1-8) Max Horz 1 = 92(LC 12) Max Uplift 6 =-517(LC 9) 1 =-516(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 =-1 597/1399, 1-2=-3439/3091, 2-3=-2951/2567, 3-4=-2907/2553, 4-5=-2997/2632 BOT CHORD 1-14=1386/1534, 1-9=3013/3348, 8-9=-2553/2937,7-8=-2553/2937, 6-7=-2553/2937 WEBS 2-9=-501/590, 3-9=-1 59/375, 4-9=-279/245 CSI. DEFL. in (loc) Well L/d TC 0.85 Vert(LL) 0.67 7-9 >382 360 BC 0.98 Vert(TL) -0.69 7-9 >371 240 WB 0.20 Horz(TL) 0.10 6 n/a n/a (Matrix-M) NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 6 and 516 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity'model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIPi MT20 244/11 Weight: 93 lb FT = 0% I Julius Lee; P.E..#3,009: 1109 Coastal Bay Boynton BeaCB,FL`33435 o russ cuss ype y y ' A0338441 58113 E12 Roof Special 1 1 Job Reference (optional) Al ROOF TRUS,�ES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:47 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-a?tOu21 kVtXJI U77uVOE1Q01BgbBFP 1 XAcCPQ11 zCJkg 4-10-11 8-5-13 14-10-10 21-5-5 21 -15 4-10-11 3-7-2 6-4-13 6-6-11 0- -10 Scale = 1:35.: 2.50 12 4x6 = 1.25112 3 44 = 2x4 ; 4 2 5 3x8 = 6 �" I e o- g 8 7 3x6 = 3x8 II 48 — 5x10 MT20H WB= 1.5x4 I I 7x8 11 0-10-8 8-5-13 14-10-10 21-5-5 0 10 8 7-7-5 6-4-13 6-6-11 Plate Offsets — 1:0-0-0 2-1-5 1:0-4-13 0-0-2 3:0-3-1 0-2-4 6:0-340-5-14 LOADING (ps�1l SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP ' TCLL ' 20. Plates Increase 1.25 TC 0.70 Vert(LL) 0.68 7-9 >380 360 MT20 244/190 TCDL 15. Lumber Increase ' 1.25 BC 0.62 Vert(TL) -0.71 . 7-9 >361 240 MT20H 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.07 6 n/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix-M) Weight: 89 lb FT = 0% LUMBER - I OF CHORD BOT CHORD WEBS WEDGE Left: 2x4 SP I SLIDER BRACING - TOP CHORD Structural woi pudins. BOT CHORD Rigid ceiling c cross REACTIONS. 6 = 1 = Max Horz 1 = Max Uplift 6 = FORCES. (lb) Max. Comp./K except when st TOP CHORD 1-1=-1571 /137, 2-3=-3172/275i 4-5=-4175/364: BOT CHORD 1-14=1402/15, 8-9=-3560/411 S 6-7=-3566/412( WEBS 2-9=-310/312,< 4-9=-1056/964 X4 bt, M JU NO I ES- x4 SP M 31 x4 SP No.3 1) Unbalanced roof live loads have been considered for this design. 3 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right sheathing directly applied or 2-11-7 oc exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 !ctly applied or 3-10-12 oc bracing. 3) All plates are MT20 plates unless otherwise indicated. ends that Stabilizers and required 4) Plates checked for a plus or minus 0 degree Ie installed during truss erection, in rotation about its center. :h Stabilizer Installation guide. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live lb/size) loads. 924/Mechanical 6) ` This truss has been designed for a live load of 1006/0-8-0 (min. 0-1-8) 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the 68(LC 12) bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. -527(LC 9) 8) Provide mechanical connection (by others)'of truss -499(LC 8) to bearing plate capable of withstanding 527 lb uplift at joint 6 and 499 lb uplift at joint 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member c. Ten. - All forces 250 (lb) or less end fixity model was used in the analysis and design )wn• of this truss. 10) Warning: Additional permanent and stability 1-2=-3393/3033, bracing for truss system (not part of this component . 3-4=-3133/2739, design) is always required. 5-6=-1556/1253 3, 1-9=-2914/3287, LOAD CASE(S) 7-8=-3560/4119, Standard Julius Lee, P.E: #3411% 1109 Coastal Bay Boynton Beach, FL 33435 Job . I Hiss Truss Type ty y ' A0338442 58113 E13 Roof Special 1 1 Job Reference (optional)I Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:47 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7HzCOVVV-a?tOu2lkWXJI U77uVOEIQ016nb72P52AcCPQ 11 zCJkg 74-0 13-6-2 16 5-11 21-11-15 74-0 6-2-2 2-11-9 5-64 �1 d 2.50 12 4x4 = 4x4 = 6x6 = 2x4 11 1.25112 Scale = 1:35.8 0 10 8 7-4-0 13-6-2 19-2-7 20 5 9! , 21-11-15 , 0-10-8 6-5-8 6-2-2 5 8-5 .1-3-2 1 6 6 50 d Plate Offsets (X,Y)— [2:0-2-1 0-2-41, [4:2-1-7,0-1-31, [4:0-7-12,Edge], [5:1-8-15,0-0-151 i I. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.50 6-8 >533 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(fL) -0.52 6-8 >505 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 96 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 105/1-6-10 (min. 0-1-8) 1 = 886/0-8-0 (min. 0-1-8) 4 = 1279/0-3-8 (min.0-1-11) Max Horz 1 = 63(LC 12) Max Uplift 5 = -24(LC 3) 1 = -440(LC 8) 4 = -533(LC 9) Max Grav 5 = 246(LC 9)• 1 = 886(LC 1) 4 = 1279(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-699/569, 1-2=-2646/2284, 2-3=-2597/2271, 3-4=-3357/2903, 4-19=339/361, 5-11=-276/507 BOT CHORD 1-1=-682/787, 1-8=-2171/2545, 7-8=-2847/3310, 6-7=-2847/3310, 4-6=-2860/3318, 4-20=343/330 WEBS 2-8=-1311352,3-8=-831/682, 3-6=-236/366 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf: BCDL=5.0psf: h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteri6r(2) zone; cantilever left and right exposed ; ehd vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plate(s) atjoint(s) 5, 8, 2, 3, 6, 1, 4 and 4 checked for a plus,or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 7 checked for a plus or minus 2 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all -areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 5, 440 lb uplift at joint 1 and 533 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability. bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. 434869: 1109 Coastal Bap Boynton Beach, FL 33435 k Al JOD I russ I russ Type Qty ply A0338443 58113 E14 Roof Special 1 1 Job Reference (optional) Al KUUr I KUZIJCJ, rUK l rlt Kk,=, rL 04 O 2.50 12 _ 1.5x4 II 2 109 4x6 = 3x4 = Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:48 2014 Page 1 ID: pb?pAvBo94GXrsdDaZC7ilzCOV W-2BRn501 MHgR96Hi43jlXzEHQf?dBBclJrs9zZTzCJkf 16-2-10 1 18-0-6 4x4 = 1.5x4 II 3 4 7 3x4 = 4-9.8 16-11-15 0-10-8 4-0-3 49-4 5-3-5 9-2-6 15813 6.2-1 16-6-6 0.10-8 3-1-11 0-9-2 5-1 3-11-1 6-6.7 5-1 0-9-5 186 0-0-3 Plate Offsets — 6:1-6-15 0-0-3 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20A Plates Increase 1.25 TC 0.44 Vert(LL) 0.07 7-23 >999 360 MT20 244/190 TCDL 15.Q Lumber Increase 1.25 BC 0.26 Vert(TL) -0.08 7-23 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.00 6 n/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix-M) Weight: 80 lb FT = 0% LUMBER - TOP CHORD x4 SP No.2 BOT CHORD x6 SP No.2 WEBS WEBS x4 SP No.3 2-9=-269/323, 3-9=-761/668, BRACING- 3-7=846/998, 4-7=-379/454 TOP CHORD Structural woo Sheathing directly applied or 5-9-1 oc NOTES- purlins. 1) Unbalanced roof live loads have been considered BOT CHORD for this design. Rigid ceiling dir ctly applied or 6-0-0 cc bracing, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Except: I Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; B-2-13 oc braci p g: 7-23. - Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) MiTek recom Iends that Stabilizers and required and C-C Exterior(2) zone; cantilever left and right cross bracinglbe installed during truss erection, in exposed ; end vertical left exposed; porch left accordance ith Stabilizer Installation guide. exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip REACTIONS. A I bearings 0-3-8 except (jt=length) DOL=1.60 6=1-6-10, 9=1- -10, 1=0-8-0. 3) Plates checked for a plus or minus 0 degree (lb) - Max Horz' rotation about its center. 1= 58 LC 8 4) This truss has been designed for a 10.0 psf bottom Max Uplift I) chord live load nonconcurrent with any other live All uplift 100 lb or less at joint(s) loads. except 9=- 24(LC 3), 1=237(LC 8), 5) . This truss has been designed for a live load of , 11=-268(L 8), 8=-271(LC 9), 5=-224(LC 20.Opsf on the bottom chord in all areas where a g) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members. All reaction 250 lb or less at joint(s) 6) Provide mechanical connection (by others) of truss 9, 1 excep 6=291(LC 22), 11=327(LC 1), to bearing plate capable of withstanding 124 lb uplift 8=549(LC ), 5 _705(LC 1) at joint 9, 237 lb uplift at joint 1, 268 lb uplift at joint 11 271 lb uplift at joint 8 and 224 lb uplift at joint S. FORCES. (lb) 7) "Semi -rigid pitchbreaks with fixed heels" Member Max. Comp./Ma Ten. - All forces 250 (lb) or less end fixity model was used in the analysis and design except when sh wn. of this truss. TOP CHORD 8) Warning: Additional permanent and stability 1-2=-514/631,Z 3=443/594, bracing for truss system (not part of this component 3-4=-932/853, 15=-925/803, design) is always required.. 6-14=110/324 BOT CHORD 1-11=-600/521, 0-11=600/521, LOAD CASE(S) 9-10=600/521, 5-7=765/897 Standard WEBS 2-9=-269/323, 3=-761/668, Julius Lee, P.E: #34 w 3-7=-846/998,4-=-379/454 1109 Coastal Bay Boynton Beach, FL 33435 Job I toss Icuss Type ty y 58113 E15G Roof Special Girder 1 1 ::AO338� Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:48 2014 Page 1 I D: pb?pAvBo94GXrsdDaZC7iIzCOV W-2BRn501 MHgR96Hi43jlXzEHQy?aH8ctJrs9zZTzCJkf 5-0-4 8-3-1 15-0-13 5-0-4 3-2-13 6-9-12 Scale=1:24.5 IA cs 3x4 = 1.5x4 11 0-10 8 5-0-4 7-9-4 8-3-1 9-0-6 12-3-4 13-6-6 15-0-13 0-10-8 4-1-12 2-9-0 5-1 0-9 5 1 3-2-14 1-3-2 1-6-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.05 9-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC' 0.44 Vert(TL) -0.05 9-13 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 51 lb 1=,T = u-/u LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-3-8 except at --length) 1=0-8-0, 4=1-6-10, 7=1-6-10. (lb) - Max Horz 1= 29(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 6 except 1=554(LC 4), 4=-277(LC 5), 7=-303(LC 9), 8=319(LC 4). 5=-115(LC 9) Max Grav All reactions 250 lb or less at joint(s) 4, 6, 5 except 1=500(LC 19), 7=289(LC 1), 8=295(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-735/737, 2-19=686/741, 3-19=-696f741 BOT CHORD 1-10=-664/682, 1-9=692/682 WEBS 3-9=-872/852, 3-7=-515/511 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 1=554, 4=277, 7=303, 8=319, 5=115. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 269 lb down and 298 lb up at 5-0-4, and 42 lb down and 80 lb up at 74-13, and 25 lb down and 54 lb up at 9-8-9 on top chord, and 74 lb down and 183 lb up at 5-04, and 4 lb down and 56 lb up at 74-13, and 36 lb up at 9-8-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.251� Uniform Loads (plf) Vert: 1-2=-70, 24=-70, 10-14=201 Concentrated Loads (lb) �_ Vert: 9=-39(F) 2=-176(F) 8=7(F) 19� 4(F) 20=41(F) 21=21(F) Julius We, P.E..#34869 1109 Coastal Bay Boyntoni Beach, FL 33435 Job I russ cuss Type Qty Fly A0338445 58113 FG1 Flat Girder 1 1 Job Reference (optional) Al KUur IKl1Jbtb, 1-UKI VltM t, YL s4y4b 4 1.5x4 II s May 1 zu14 rnni: / LOADING (p� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud TCLL 20I Plates Increase 1.25 TC 0.39 Vert(LL) 0.02 3 4 >999 360 TCDL 15. Lumber Increase 1.25 BC 0.25 Vert(TL) -0.05 3-4 >999 240 BCLL 0. Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 10., Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD x4 SP No.2 BOT CHORD 11 x4 SP No.2 WEBS x4 SP No.3 BRACING - TOP CHORD Structural woosheathing directly applied or 4-4-11 oc pudins, excep end verticals. BOTCHORDI Rigid ceiling di ectly applied or 10-0-0 oc bracing. MiTek recom" ends that Stabilizers and required cross bracingmpe installed during truss erection, in REACTIONS. 1(lb/size) 4 = 205/Mechanical 3 = 2291Mechanical Max Horz 4 = -54(LC 6) Max Uplift 4 = -129(LC 4) 3 = -146(LC 5) FORCES. (lb) I; Max. Comp./M� . Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; cl., GCpi=0.18; MWFRS (envelope); cantilever left ar d right exposed ; end vertical left exposed; Lumb4 DOL=1.60 plate grip DOL=1.60 2) Provide adeq ate drainage to prevent water ponding. 3) Plates check for a plus or minus 0 degree rotation about its center.' 4) This truss ha been designed for a 10.0 psf bottom chord live load nconcurrent with any other live loads. 5) ' This truss h s been designed for a live load of 20.Opsf on the b ttom chord in all areas where a rectangle 3-6-0 t,411 by 2-0-0 wide will fit between the bottom chord anany other members. 6) Refer to girdet(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=129, 3=146. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15 lb down and 39 lb up at 1-11-4, and 15 lb down and 39 lb up at 3-114 on top chord, and 31 lb down and 39 lb up at 1-11-4, and 31 lb down and 39 lb up at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 3-4=20 Concentrated Loads (lb) Vert: 5=1(B) 6=-1(B) 7=-31(B) 8=-31(B) ue May 2712:07:49 2014 Page 1 tgaAPzRt82T3Wu WSvzCJke Scale =1:8.6 3 4x4 = PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% Julius Lee, P.E: #34069 1109 Coastal Bay Boyntori Beach, FL 33435 Job Iruss I russ Type ty y A0338446 58113 FL01 Floor 8 1 Jab Reference (optional) , Al RUUF TRUSSES, FUR] PIERGE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:49 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVVV-WO?9JkJ-28ZOjRHGdRGmVRgXVPsat3gT3Wu WS.CJke 0-3-7 1 1 1-2-9 0-7-12, 2-6-0 1 2-0-0 i 04�-12 ' Scale = 1:22.4 3x4 3x3 11 3x3 = 1 2 3 1.5x4 II 1.5x4 II 4 5 3x4 = 6 , , 3x3 = 1.5x4 II 1 1.5x4= 7 ; 8 I R1 14 13 12 11 10 3x6 = 3x4 = 3x4 = 5-1112 , 6-10-12 1-nT 13-1-7 P-9-19 Plate Offsets (X,Y)- [1:Edge,0-2-41, [3:0-1-4 Edge], [8:0-1-4,Edgel, [11:0-1-8,Edge], [12:0-1-8,Edge], [15:0-1-8,0-0-121 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud I, PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.14 10-11 >999 480 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.30 10-11 >513 360 1 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 68 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 546/0-3-8 (min. 0-1-8) 1 = 551/0-2-15 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-15=584/0, 8-15=-583/0, 1-2=533/0, 2-3=-530/0, 3-4=-1422/0, 4-5=-1422/0, 5-6=-1422/0, 6-7=-441/0, 7-8=441/0 BOT CHORD 12-13=01783, 11-12=0/1422, 10-11=011171 WEBS 1-13=0f713, 3-12=0/721, 3-13=495/0, 6-11=0/398, 6-10=-807/0, 8-10=0f712 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss. backwards. LOAD CASE(S) Standard i Julius Lee, P.E. 04869 1109 Coastal Bay Boynton Beach, FL 33435 It 4 o Hiss cuss ype y A0338447 58113 IFLO2 Floor 1 1 Job Reference (optional) Fil RVVr IR JJCJ, rVRI rICRVG, 1'L JYJYO 0-3-14 1-2-2 — , 1-7-9 46 = 3x3 11 3x4 = 1 2 3 20 I' 19 18 4x6 = 3x6 FP--= Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:49 2014, Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-WO?9JkJ_28ZOjRHGdRGmVRgYtPtSt1 ET3WuW5.CJke 2-0-0 Q Sale = 1:32.4 1.5x4 11 3x4 = 3x4 = 4 5 6 3x6 FP= 1.5x4 11 7 8 17 16 15 3x6 = 1.5x4 11 1.5x4 11 14 3x6 = 3x4 = 1.5x4 II 4x6 = 10 11 13 12 3x3 II 4x6 = 0 3 4 8-6-1 9-6-1 10 6-1 1 013 4 8-2-3 1-0-0 1-0-0 89-0-2 -6-1 Plate Offset KY) — 3:0-1-12 Ede 5:0-1-8 Ede 6:0-1-8 Ede 9:0-1-12 Ed e LOADING(p f) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 4d 0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.20 14-15 >999 480 MT20 244/190 TCDL 1� 0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.38 14-15 >586 360 BCLL 0 0 Rep Stress Incr YES WB 0.51 Horz(TL) -0.01 12 n/a n/a BCDL 1 '( 0 Code FBC2010/TP12007 (Matrix) Weight: 98 lb FT = 0%F, 0%E LUMBER - TOP CHOR 2x4 SP No.2(fiat) 5) Recommend 2x6 strongbacks, on edge, spaced at BOT CHORD 2x4 SP No.2(flat) *Except* 10-0-0 oc and fastened to each truss with 3-1 Od 62: 2x4 SP M 30(flat) (0.131" X 3") nails. Strongbacks to be attached to WEBS 2x4 SP No.3(flat) walls at their outer ends or restrained by other means. BRACING- 6) Gap between inside of top chord bearing and first TOP CHORD diagonal or vertical web shall not exceed 0.500in. Structural wo d sheathing directly applied or 6-0-0 oc 7) CAUTION, Do not erect truss backwards. purlins, exce t end verticals. BOT CHORD Rigid ceiling rectly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard 12 = 804/Mechanical 1 = 804/0-3-6 (min. 0-1-8) FORCES. (lb)11 - Max. Comp./tJlax. Ten. - All forces 250 (lb) or less except when own. TOP CHORD 11-12=-852/0 -2=-788/0, 2-3=-785/0, 3-4=-2613/0, 5=-2613/0, 5-6=3067/0, 6-7=-2669/0, 8=-2669/0, 8-9=2669/0, 9-10=-419/0, -11=419/0 BOT CHORD 18-19=0/1652 17-18=0/1652, 16-17=0/3067 15-16=0/3067, 14-15=0/3067 13-14=0/1745 WEBS 1-19=0/1070, 5, 17=696/0, 3-17=0/1063, 3-19=-1065/01 19-14=649/0, 9-14=0/1022, 9-13=1466/0, 1-13=0/985 NOTES- 1) Unbalanced, oor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its centef� 3) Refer to girdd r(s) for truss to truss connections. 4) "Semi -rigid p tchbreaks with fixed heels" Member end fixity model wa used in the analysis and design of this truss. Julius.Lee; 0.E:.01869' 1109 Coastal Bay Boynton Beach, FL 33435 s Job I russ Fruss I ype y y A0338448 58113 FL03 Floor 1 1 Job Reference (optional) H I muvr i muaaw, run l ricnl m, rL JqO 0-3-14 r 1-22 i„ , 2-4-13 2-6-0 6x6 = 3x3 I I 1 2 I .Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:50 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV W--aZXW4KdpShtLbsSA8n?2fNiOoB6cSwclAe4dMzCJkd , 2-0-0 , Shale = 1:33.8 3x6 = 1.5x4 11 3x4 = 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP= 4x6 = 3 4 5 6 7 8 9 10 11 15 20 19 18 17 16 15 14 13 12 4x6 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x3 11 4x6 = 0 3 4 9-3-5 10-3-5 11-3-5 I 19 9 6 0-3- 4 8-11-7 1-0 0 1-0 0 8 Cr1 I Plate Offsets (X,Y)— 13:0-1-12,Edgel, [5:0-1-8,Edge), [6:0-1-8,Edge) I. LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d ii PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.24 16-17 >975 480 MT20 2441190 TCDL 15.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.45 16 >513 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) -0.01 12 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 102 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 'Except* 5) Recommend 2x6 strongbacks, on edge, spaced at BOT CHORD 2x4 SP No.2(flat) 10-0-0 oc and fastened to each truss with 3-10d 132: 2x4 SP M 30(flat) (0.131" X 3") nails. Strongbacks to be attached to WEBS 2x4 SP No.3(flat) walls at their outer ends or restrained by other means. TOP CHORDBRACING- 6) Gap between inside of top chord bearing and first Structural wood sheathing directly applied or 6-0-0 oc diagonal or vertical web shall not exceed 0.500in. puriins, except end verticals. 7) CAUTION, Do not erect truss backwards. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS. (lb/size) Standard 12 = 838/Mechanical 1 = 838/0-3-6 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 11-12=-888/0, 1-2=-843/0, 2-3=-841/0, 34=-2984/0, 4-5=2984/0, 5-6=3324/0, 6-7=-2819/0, 7-8=2819/0, 8-9=-2819/0, 9-10=436/0, 10-11=-436/0 BOT CHORD 18-19=0/2079, 17-18=0/2079, 16-17=0/3324, 15-16=0/3324, 14-15=0/3324,13-14=0/1831 WEBS 1-19=0/1146, 5-17=-618/0, 3-17=0/1001, 3-19=-1379/0, 6-14=-753/0, 9-14=0/1093, 9-13=-1542/0, 11-13=0/1025 NOTES- I 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Julius Lee, P.E: 04869 1109 Coastal Bay Boyntonbeach,FL 33435 Job russ I russ Type Qty ply A0338449 58113 FL04 Floor 1 1 Job Reference o tional Al KUUr I Kk I JCJ, 1'UKI r1r, KUr, M09 U 0-3-14 -2-2 fl f1' 2i Run: 7.520 s May 1 2014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:60 2014 Page 1 I D: pb?pAvBo94GXrsdDaZC7ilzCOV W-_aZXW4KdpShtLbsSA8n?2fNgKoAgcSXclAe4dMzCJkd 2-0-0 S6ale = 1:35.1 3x4 = 1.5x4 II 3x4 = 3x4 = 4 5 6 7 19 18 17 16 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 1.5x4 II 1.5x4 11 3x6 FP= 3x4 = 4x6 = 8 9 10 11 12 15 14 13 3x6 = 3x3 11 4x6 = Plate Offsets X Y — 6:0-1-8 Ede :0-1-8 Ede 10:0-1-12 Ed a 21:0-1-8,Ed e LOADING (qq f) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.29 17-18 >834 480 MT20 244/190 TCDL 1 , 0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.56 17-18, >432 360 BCLL Q�0 Rep Stress Incr YES WB 0.57 Horz(fL) -0.02 13 n/a n/a BCDL 1 f 0 Code FBC2010/TPI2007 (Matrix) Weight: 107 lb FT = 0%F, 0%E LUMBER - TOP CHOR , 2x4 SP No.2(flat) I 'Except' 5) Recommend 2x6 strongbacks, on edge, spaced at BOT CHOR D 2x4 SP No.2(flat) B2: 2x4 SP M 30(flat) 10-0-0 oc and fastened to each truss with 3-10d WEBS 2x4 SP No.3(flat) (0.131" X 3") nails. Strongbacks to be attached to BRACING- walls at their outer ends or restrained by other means. TOP CHOR 6) Gap between inside of top chord bearing and first Structural wo purlins, except d sheathing directly applied or 5-3 4 oc end verticals. diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. BOT CHOR Rigid ceiling irectly applied or 10-0-6 oc bracing. LOAD CASE(S) REACTIONS IIII (lb/size) Standard 13 = 871/Mechanical 1 = 871/0-3-6 (min. 0-1-8) FORCES. (1,' Max. Comp./ ex. Ten. - All forces 250 (lb) or less except when Irhown. TOP CHOR 12-13=-925/ 1-2=-880/0, 2-3=-1293/0, 3-4=-1292/0, -5=3346/0, 5-6=-3346/0, 6-7=-3583/0, -8=-2969/0, 8-9=-2969/0, 9-10=-2969/ 10-11=-453/0, . 11-12=-453/0' BOT CHOR� 20-21=0/835 19-20=0/2514, 18-19=0/2514, 17-18=0/358 16-17=0/3583, 15-16=0/358. , 14-15=0/1917 WEBS 2-21=-813/0, 1-21=0/1199, 6-18=-558774, 1 4-18=0/920, 20=-1351/0, 2-20=0/848, 7-15=860/0, 10-15=0/1163, 10-14=-1619 , 12-14=0/1064 NOTES- 1) UnbalancEd floor live loads have been considered for this design. 2) Plates the ked for a plus or minus 0 degree rotation about its cen r. 3) Refer to gi�O er(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end Julius Lee, P.E. #34869' fixity model vvv%A s used in the analysis and design of this 1109 Coastal Bay truss. Boynton Beach, FL 33435 J Job cuss russ ype y ply �1`1-05 A0338450 58113 Floor 1 1 Job Reference (optional) 0-3-15 iii 1-5-0—i F--i 5x6 = 4x6 = 1.5x4 11 1 23 03-15 3x4 = Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:51 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7iIzCOV W-Sm7vkQLFalpkzlRfkslEbsvu9CTpLrslXgNdAozCJkc 2 ' SPale=1:36.2 1.5x4 II 1.5x4 II 1.5x4 11 3x4 = 3x4 = 3x6 FP= 3x6 = 4x6 = h 22 21 20 19 18 17 16 15 14 4x6 = 46 = 3x8 MT20H FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6 = I 3x3 11 4x6 = LOADING (psf) SPACING- 1-5-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/T1312007 LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. REACTIONS. (lb/size) 14 = 972/Mechanical 1 = 967/0-3-6 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-14=-1031/0, 2-3=1357/0, 3-4=2056/0, 4-5=-2056/0, 5-6=4064/0, 6-7=4064/0, 7-8=-4163/0, 8-9=-3364/0, 9-10=-3364/0„ 10-11=-3364/0, 11-12=504/0, 12-13=-504/0 - BOT CHORD 21-22=0/1363, 20-21=0/3267, 19-20=0/3267, 18-19=0/4163, 17-18=0/4163, 16-17=0/4163, 15-16=0/2156 WEBS 7-19=502/229, 6-19=-271/0, 5-19=0/882, 5-21=1338/0, 3-21=0/1029, 8-16=-1059/0, 11 -1 6=0/1 336, 11-15=-1826/0, 13-15=0/1186, 3-22=1030/0, 2-22=0/1724 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. CSI. DEFL. in (loc) I/deft L/d TC 0.55 Vert(LL) -0.3618-19 >703 480 BC 0.96 Vert(TL) -0.7018-19 >364 360 WB 0.82 Horz(TL) -0.01 14 n/a n/a (Matrix) 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/1,90 MT20H 187/143 Weight: 110 Ib FT = 0%F, 0%E Julius, Lee, P.E. #34889' 1109 Coastal Bay Boynton Beach, FL 33435 Job I cuss ype Qty y A0338451 58113 FL06 Floor 1 1 Job Reference (optional) ri rt��+r i �aaoa, rv.�i 0-2-1 H , 1-2-1 . 1-7-0 , 2-0-0 Zun: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc Tue May 27 12:07:51 2014 Page 1 ID:pb7pAvBo94GXrsdDaZC7ilzCOV W-Sm7vkQLFalpkzlRfkslEbsvttCXbLtNIXgNdAozCJkc 2-0-0 „ 2-&0 „ 2-6-0 2-6-0 9 male = 1:37.7 1.5x4 II 6 6 = 3x3 11 4x4 = 1.5x4 11 3x3 = 1.5x4 11 3x3 = 3x4 = 3x6 FP= 1 2 3 4 5 6 7 8 9 10 23 22 21 20 19 18 17 16 46 = 3x8 MT20H FP-- 3x6 = 1,5x4 II 1.5x4 11 3x8 = 3x6 = 1.5x4 II 3x6 = 4x6 = 11 12 13 15 14 3x3 11 4x6 = Plate Ottse my)— — 3:u-1-tS togel w:u-1-tf tagel iZl'U-Z-1Z togel LOADING f) SPACING- 1-5-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 0 NO Plates Increase 1.00 TC 0.58 Vert(LL) -0.37 18-19 >699 480 MT20 244/190 TCDL Lumber Increase 1.00 BC 0.72 Vert(TL) -0.72 18-19 >361 360 MT20H 187/143 BCLL 0 Rep Stress Incr YES WB 0.66 Horc(TL) -0.02 14 n/a n/a BCDL 1 .0 Code FBC2010/fP12007 - (Matrix) Weight: 114 lb FT = 0%F, 0%E LUMBER - TOP CHOR 2x4 SP No.2(flat) 'Except' 5) "Semi -rigid pitchbreaks with fixed heels" Member T2: 2x4 SP M 30(flat) end fixity model was used in the analysis and design BOT CHOR . 2x4 SP M 31(flat) of this truss. WEBS 2x4 SP No.3(flat) 6) Recommend 2x6 strongbacks, on edge, spaced at BRACING- 10-0-0 oc and fastened to each truss with 3-10d TOP CHOR , Structural w bd sheathing directly applied or 6-0-0 oc (0.131" X 3") nails. Strongbacks to be attached to purlins, ex '�t end verticals. walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first BOT CHOIR - I diagonal or vertical web shall not exceed 0.500in. Rigid ceiling irectly applied or 10-0-0 oc bracing. 8) CAUTION, Do not erect truss backwards. REACTION (lb/size) 14 = 19961Mechanical LOAD CASE(S) 1 = 996/0-3-6 (min. 0-1-8) Standard FORCES. (1 Max. Comp./ ax. Ten. - All forces 250 (lb) or less except when hown. TOP CHORgI 13-14=-1059 , 1-2=-982/0, 2-3=-979/0, 34=-3169/0, -5=3169/0, 5-6=-4386/0, 6-7=-4386/0, -8=-4346/0, 8-9=-3474/0, 9-10=-3474/0 10-11=-3474/0, 11-12=-51610r 12-13=-516/0 BOTCHORD 21-22=0/206 20-21=0/3904, 19-20=0/390 18-19=0/4346, 17-18=0/434 16-17=0/4346, ,' 15-16=0/222 WEBS 7-19=-392/35, , 5-19=0/558, 5-21=852/0, 3-21=0/1280, -22=-1346/0, 1-22=0/1336, 8-16-1123/0 11-16=011386, 11-15=-1885/ , 13-15=0/1213 NOTES- 1) Unbalance floor live loads have been considered for this design. 2) All plates ar MT20 plates unless otherwise indicated. 3) Plates chec for a plus or minus 0 degree rotation Jullus.Lee, P.E. #34869. about its centet. ied 1109 Coastal Bay 4) Refer to girder(s) for truss to truss connections. h Boynton Beach, FL 33435 oruss cuss ype y y 58113 1,11-07 Floor 1 - 1 A0338452 Job Reference (optional) 0-3-14 1-2-2 W 2-&0 r� 3x6 = 6x6 = 3x3 II 0 24 23 4x6 = Ru ID:pb?pAvBo94GXrsdDaZC7iIzCOVW wygHxmMtL3ybav?rlZpT74Sz8ct04ldvmU7BiEzCJkb 2-0-0 ON9 I —I Scale = 1:39.7 1.5x4 11 1.5x4 11 3x4 = 1.5x4 11 3x4 = 3x4 = 3x6 FP= 1.5x4 II I 3x6 = 4x6 = 22 21 3x3 = 20 19 18 17 16 15 ;14 3x8 = 5x6 = 3x6 11 3x6 11 3x6 FP= 6x6 = 3x4 = 3x3 = 5x8 = 3x6 II I I 0�3-14 12-4-4 13�-4,14-4-4, 22-10-5 12_n-F �_n_n 4_n_n a-9_4 Plate Offsets (X,Y)— [3:0-2-4,Edgel, [7:0-1-8,Edge], [8:0-1-8,Edge], [16:0-4-0,Edge], [18:0-3-0 0-0-01 [20:0-3-0 Edge], [22:0-3-12 Edge] I' LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP! TCLL 40.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.39 19-20 >695 480 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.75 19-20 >360 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.04 14 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 140 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except* 62: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 971/0-3-6 (min. 0-1-8) 14 = 971/Mechanical FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 13-14=1055/0, 1-2=-949/0, 2-3=-945/0, 3-4=2767/0, 4-5=2767/0, 5-6=-4581/0, 6-7=-4581/0, 7-8=-4584/0, 8-9=-3571/0, 9-10=3571/0, 10-11 =-3571 /0, 11 -1 2=-559/0, 12-13=-563/0 BOT CHORD 22-23=0/1271, 21-22=0/3856, 20-21=0/3856, 19-20=0/4584, 18-19=0/4584, 17-18=0/4584, 16-17=0/4584,15-16=0/2279 WEBS 1-23=0/1288, 7-19=-254/68, 8-18=0/341, 7-20=-429/317, 5-20=0/795, 5-22=1204/0, 3-22=0/1656, 8-16=-1246/0, 11-16=0/1415, 11-15=-1886/0, 13-15=0/1229, 3-23=969/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard I Julius Lee; P.E. #34869' 1109 Coastal Bag Boynton Beach, FL .33435 4 k JOD russ I russ Type Qty�Ply A0338453 58113 FLOE Floor 1 1 , Job Reference (optional) Al KUUr IKV bCJ, rVKI rlrKLM, rL J9 40 0-3-14 1- �2 „0,8-6 2-6-0 I3x3 11 3x6 1.5X4 1! - Ci\1i ffir 6►gin, 12-8-6 3x4 = 1.5x4 11 5 6 21 3x3 =. 20 3x4_ = 5x6 = 3x3 = Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:52 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-wygHxmMtL3ybav?dZpT74S4bctA411vmU7BiEzCJkb 2-0-0 I— I9 Scale = 1:40.3 3x4 = 3x4 = 3x6 FP= 1.5x4 11 7 8 9 10 19 18 17 16 3x6 II 3x6 II 3x6 FP= 5x8 = 1.5x4 II 4x6 = 12 13 0 v i a 15 14 6x6 = 3x6 11 Plate Offsets — 3:0-24Ed a :0-1-8 Ed a 8:0-1-8 Ed a 16:04-0 Ed a 18:0-3-0 0-0-0 20:0-3-0 Edge],22:0-3-12 Edge] LOADING (psf SPACING- 14-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40. Plates Increase 1.00 TC 0.51 Vert(LL) -0.38 19-20 >723 480 MT20 244/190 TCDL 15.0 . Lumber Increase 1.00 BC 0.76 Vert(TL) -0.73 19-20 >375 360 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) -0.03• 14 n/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix) Weight: 141 lb FT = O%F, 0%E LUM13ER- .TOP CHORD �x4 x4 SP No.2(flat) `Except' 4) "Semi -rigid pitchbreaks with fixed heels" Member BOT CHORD 2: 2x4 SP M 30(flat) SP M 30(flat) 'Except' end fixity model was used in the analysis and design 2: 2x4 SP No.2(flat) of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at WEBS BRACING- x4 SP No.3(flat) 10-0-0 oc and fastened to each truss with 3-1 Od TOP CHORD (0.131" X 3") nails." Strongbacks to be attached to Structural woo I sheathing directly applied or 6-0-0 oc walls at their outer ends or restrained by other means. pT except nd verticals. 6) Gap between inside of top chord bearing and first BOT CHORD diagonal or vertical web shall not exceed 0.500in, Rigid ceiling di Ictly applied or 10-0-0 oc bracing. 7) CAUTION, Do not erect truss backwards. REACTIONS. Ib/size) LOAD CASE(S) 1 = 986/0-3-6 (min. 0-1-8) Standard 14 = 986/Mechanical FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (Ib) or less ' except when shown. TOP CHORD 13-14=-107 310, -2=960/0, 2-3=-956/0, 3-4=-2992/0, 4- =-2992/0, 5-6=4754/0, 6-7=-4754/0, 7-=-4706/0, 8-9=-3643/0, 9-10=-a643/0, 1-11=-3643/0, 11-12=-567/0, 1 -13=-570/0 BOT CHORD ;-22=0/4052, 22-23=0/1509, 20-21=0/4053, 4 n-20=0/4706, 18-19=0/4706, -18=0/4706, 16-17=014706, -16=0/2320 WEBS 1-23=0/1303, 7- 9=-260/59, 8-18=0/348, 7-20=-400/368, -20=Of769, 5-22=-1172/0, 3-22=0/1640, 31 3=1039/0, 8-16=-1296/0, 11or 16=011450, 11-15=-1923/0,3-15=0/1245 NOTES- 1) Unbalanced live loads have been considered for this design. 2) Plates check for a plus or minus 0 degree rotation about its center. 3) Refer to girdef(s) for truss to truss connections. Julius. Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 A I Job russ I russ I ype Qty Ply ' A0338454 58113 FL10 Floor 1 1 Job Reference (optional) r\i rtv�r imuaaaa, rim —MUD, 0-3-14 2 ii 2-6-0 6x6 = 3x8 = 1.5x4 II 3x4 = Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:53 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-09Ef96MV6N4SC2a1 sGKigH?9n0Aiple2_7skEhzCJka 2-0-0 0 9 Scale = 1:39.0 •1.5x4 II 1.5x4 II 1.5x4 11 3x4 = 3x4 = 3x6 FP= 3x6 = 4x6 = 22 21 20 3x3 = 19 18 17 16 15 14 13 4x4 = 3x8 = 3x3 = 5x6 = 3x6 11 3x6 11 3x6 FP= ; 3x6 11 3x3 = 5x8 = 6x6 = I MISi6: LOADING (psf) SPACING- 1-4-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade F8C2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP N0.2(flat) *Except* 131: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13 = 953/Mechanical 1 = 953/0-3-6 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-1031/0, 1-2=964/0, 2-3=-2487/0, 3-4=-2487/0, 4-5=-4382/0, 5-6=438210, 6-7=-4433/0, 7-8=-3487/0, 8-9=3487/0, 9-10=3487/0, 10-11=-547/0, 11-12=-550/0 BOT CHORD 21-22=01962, 20-21=0/3615, 19-20=0/3616, 18-19=0/4433, 17-1 8=0/443 3, 16-1 7=0/44 33, 15-16=0/4433; 14-15=012230 WEBS 2-22=847/0, 1-22=0/1311, 7-17=-9/315, 6-19=457/270, 4-19=0/840, 4-21=1247/0, 2-21=0/1687, 7-15=118110, 10-1 5=0/1 377, 10-14=-1847/0, 12-14=0/1202 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. CSI. DEFL. in (loc) I/deft Ud TC 0.86 Vert(LL) -0.3718-19 >717 480 BC 0.87 Vert(TL) -0.7118-19 >372 360 WB 0.80 Horz(TL) -0.03 13 n/a n/a (Matrix) 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this,truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard I i PLATES GRIP MT20 244/190 Weight: 137 lb FT = u-/.F, 0%E I j1 I Julius Lee, P.E:.#34869' 1109 Coastal Bey Boynton Beach, FL 33435 o Fuss .. I cuss ype Qty Ply A0338455 58113 FL11 Floor 1 1 Job Reference (optional) AI nvvr IR JJCJ, rVRI Wort 1.avavv 0-3-14 -2-2 d i 1i 1i r-7-14� 2 =�:_- _ 1. 1 3x4 = 1.5x4 11 4 5 22 21 20 19 18 4x4 = 3x8 = 3x8 MT20H FP— 3x6 = Zun: /Mu s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:53 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-09Ef96MV6N4SC2a1 sGKigH?EA088poG2_7skEhzCJka 9 I-S6ale = 1:37.0 1.5x4 II 3x4 = 3x4 = 3x6 FP= 6 7 8 9 17 16 15 1.5x4 11 1.5x4 11 3x6 = 0 3 14' 11-1-14 0-3- 4 11 10-10-0 Plate Offset X — 6:0-1-8 Ed a :0-1-8 Ed a 15:0-1-12 Edge], 20:0-3-8 Ed a 21:0-1-8 Ed e LOADING ( sf) SPACING- 1-4-0 CSI. DEFL. in (loc) Well L/d TCLL 4 '.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.35 17-18 >734 480 TCDL 1 0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.67 17-18 >381 360 BCLL Qr0 Rep Stress Incr YES WB 0.64 Horz(TL) -0.01 13 n/a n/a BCDL 100 Code FBC201 O/TP12007 (Matrix) LUMBER - TOP CHOR 2x4 SP M 30(flat) 4) Refer to girder(s) for truss to truss connections. BOT CHOR - 2x4 SP No.2(flat) *Except* 5) "Semi -rigid pitchbreaks with fixed heels" Member B2: 2x4 SP M 30(flat) end fixity model was used in the analysis and design WEBS 2x4 SP No.3(flat) of this truss. BRACING- 6) Recommend 2x6 strongbacks, on edge, spaced at TOP CHOR 10-0-0 oc and fastened to each truss with 3-10d Structural wood sheathing directly applied or 6-0-0 oc (0.131" X 3") nails. Strongbacks to be attached to purlins, ex It end verticals. walls at their outer ends or restrained by other means. BOT CHOR 7) Gap between inside of top chord bearing and first Rigid ceiling irectly applied or 10-0-0 oc bracing, diagonal or vertical web shall not exceed 0.500in. Except: 8) CAUTION, Do not erect truss backwards. 2-2-0 oc braIIng: 18-20,17-18. REACTIONS (lb/size) LOAD CASE(S) 13 = 919/Mechanical Standard 1 = 919/0-3-6 (min. 0-1-8) I) FORCES. (I Max. Camp./ ax. Ten. - All forces 250 (lb) or less except when hown. TOP CHORq 12-13=-976/ 1-2=-906/0, 2-3=2009/0, 3-4=-2009/0, 4-5=3879/0, 5-6=3879/0, 6-7=-3955/0, -8=-3188/0, 8-9=-3188/0, 9-10=3188/0, 10-11= 477/0, 11-12=-477/01 BOT CHORD, 20-21=0/903, 9-20=0/3134, 18-19=0/3134, 17-18=0/395 , 16-17=013955, 15-16=0/395 14-15=0/2041 WEBS 2-21=810/0, -21=0/1231, 6-18=-461/233, 5-18=-258/0,, -18=0/823, 4-20=-1244/0, 2-20=0/1335, -15=-1013/0, 10-15=011267, 10-14=-1730 0, 12-14=011121 NOTES- 1) Unbalance floor live loads have been considered for this design. 2) All plates a e MT20 plates unless otherwise indicated. 3) Plates chec ed for a plus or minus 0 degree rotation about its cent r. 3x6 = 14 13 3x3 11 4x6 = PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 112 Ib FT = 0%F, 0%E Julius Lee; P.E. 04869 1109 Coastal Bay Boynton Beach, FL 33435 A Job I russ Truss Vype y y A0338456 58113 FL12 Floor 1 1 Job Reference (optional) 0-3-14 1-2-2�t10_1 2-6-0 6x6 = 4x6 = 1.5x4 11 1 2 3 I. 22 21 20 19 3x4 = 4x6 = 3x6 FP= 10-4-11 LOADING (psf) SPACING- 14-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) `Except` 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13 = 886/Mechanical 1 = 886/0-3-6 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-941/0, 1-2=-858/0, 2-3=1511/0, 3-4=-1511/0, 4-5=3510/0, 5-6=351010, 6-7=-3698/0, 7-8=3036/0, 8-9=-3036/0, 9-10=-3036/0, 10-11=-460/0, 11-12=460/0 BOT CHORD 20-21=0/855, 19-20=0/2706, 18-19=0/2706, 17-18=0/3698, 16-17=0/3698, 15-16=0/3698,14-15=0/1956 WEBS 2-21=777/0, 1-21=0/1165, 6-18=-529/122, 4-18=0/888, 4-20=-1321/0, 2-20=0/1022, 7-15=908/0, 10-15=0/1195, 10-14=-1653/0, 12-14=0/1082 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Kun: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Ina Tue May 27 12:07:53 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-09Ef96MV6N4SC2a1 sGKigH?AaOAjppJ2_7skEhzCJka 2 � '-Scale = 1:35.7 1.5x4 II 1.5x4 II 3x4 = 1.5x4 11 3x4 = 3x4 = 3x6 FP= 3x4 = 4x6 = 4 5 6 7 A A 1n 17 18 17 16 15 3x6 = 1.5x4 11 1.5x4 11 3x6 = KIM15f1if'�51 CSI. DEFL. in (loc) I/defl L/d TC 0.81 Vert(LL) -0.3217-18 >778 480 BC 0.87 Vert(TL) -0.6117-18 >403 360 WB 0.57 Horz(TL) -0.02 13 n/a n/a (Matrix) 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/1i90 Weight: 109 Ib FT = 0%F, 0%E Julius Lee,1 P.E. #34869: 1109 Coastal Bay Boynton Beach, FL'33435 Job I Fuss I russ Type Qty Ply A0338457 58113 FL13 Floor 1 1 ' Job Reference (optional) Al KUur IKU -JtJ, rUKI VirKUt. F-L 34`J4b 0-3-14 2-2 fl f 1 2-0-0 2-6-0 1.5x4 II Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:54 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-tLo2MRN7tgClgC9EP_sxCVXN WQYgYGgg�CDncHm7zCJkZ a S le = 1:34.3 61�= 3x6 = 3x4 = 1.5x4 11 3x4 = 3x4 = 1 2 3 4 5 To 6 7 "2221 19 18 = 3x6 FP= 3x6 = 41 1 2-4-7 3x4 = 1.5x4 II 3x6 FP= 8 9 10 17 16 15 1.5x4 II 1.5x4 11 3x6 = 1.5x4 II 4x6 11 12 in .F 14 13 3x3 11 4x6 = Plate Offsets tX;Y)— 16:0-1-8,Edge), [7:0-1-8,Edge], j21:0-1-8 Edge] LOADING(ps SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.Q Plates Increase 1.00 TC 0.67 Vert(LL) -0.26 17-18 >921 480 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.50 17-18 >476 360 BCLL 0.6 Rep Stress Incr YES WB 0.56 Horz(TL) -0.02 13 n/a n/a BCDL 10.1 Code FBC2010/TP12007 (Matrix) Weight: 106 lb FT = O%F, 0%E LUMBER - TOP CHORD SP No.2(flat)5) 'Except` Recommend 2x6 strongbacks, on edge, spaced at x4 SP No.2(flat) BOTCHORDjx4 10-0-0 oc and fastened to each truss with 3-10d 2. 2x4 SP M 30(flat) (0.131" X 3") nails. Strongbacks to be attached to WEBS x4 SP No.3(flat) walls at their outer ends or restrained by other means. BRACING- TOP CHORD 6) Gap between inside of top chord bearing and first heathing directly applied or 6-0-0 oc Structural woo �nd diagonal or vertical web shall not exceed 0.500in. purlins, excep verticals. 7) CAUTION, Do not erect truss backwards. BOT CHORD Rigid ceiling di ectly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS. I b/size) Standard 13 = 853/Mechanical 1 = 853/0-3-6 (min. 0-1-8) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh' wn. TOP CHORD I2=-866/0, 12-13=-905/0, 1 2-3=-1290/0, 3-4=-1286/0, 4- — 3142/0, 5-6=3142/0, 6-7=-3440/0, 7- =2886/0, 8-9=-2886/0, 9-10=2886/0, 1'I11=-443/0, 11-12=-443/0 BOT CHORD 20-21=0/823, 1 -20=0/2275, 18-19=0/2275, 17-18=0/3440, 6-17=0/3440, 15-16=0/3440,-15=0/1869 WEBS 2-21=-790/0, 1-2=0/1180, 6-18=-599/14, 4-18=0/959, 4-2=1146/0, 7-15=-801 /0, 10-1 5=0/1 124, 10-14=-1577/0, 12-14=0/1043, 20=0/805 NOT1)Unbalanced I fior live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girdef(s) for truss to truss connections. 4) "Semi -rigid pitdhbreaks with fixed heels" Member end Julius. Lee, P.E. #34869' fixity model was sed in the analysis and design of this 1109 Coastal Baq truss. Boynton Beach, FL 33435 o russ cuss Type ty y 77�0733845]8 58113 FL14 Flow 1 1 Job Reference (optional) MI RVVr IRUJJCJ, rV rIG , r, J40Y0 0-3-14 1-2-2 H , 1-11-11 2-6-0 6x6 = 3x3 11 1 2 11 20 3x4 = 1.5x4 11 3 4 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:54 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVW tLo2MRN7tgClgC9EP_sxCVXPQQZPYGECDncHm7zCJkZ 2-0-0 pqg Sle=1:33.0 I 3x6 = 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP= 4x6 = 5 6 7 8 9 110 11 19 18 17 16 15 14 113 12 4x6 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x3 11 ,4x6 = n_31d R_7 n_3 o�1 n-,A .1 n-i n--,A. I 0-3- 4 8-6-5 140-0 1 1-0-0 8-6-1 Plate Offsets (X Y)(3:0-1-12,Edgel (5:0-1-8,Edgel f6:0-1-8,Edgel LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/defl L/d { PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.21 16-17 >999 480 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.40 15-16 >563 360 1 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.01 12 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 100 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 'Except' B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly. applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 819/Mechanical 1 = 819/0-3-6 (min.0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-868/0, 1-2=-811/0, 2-3=-809/0, 3-4=-2779/0, 4-5=2779/0, 5-6=3182/0, 6-7=-2736/0, 7-8=2736/0, 8-9=-2736/0, 9-10=-426/0, 10-11=-426/0 BOT CHORD 18-19=0/1842, 17-18=0/1842, 16-17=013182, 15-16=0/3182, 14-15=0/3182, 13-14=0/1783 WEBS 1-19=0/1103, 5-17=-661/0, 3-17=0/1036, 3-19=120010, 6-14=-696/0, 9-14=0/1054, 9-13=1500/0, 11-13=0/1003 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius lee; P.E: 434869' 1109 Coastal Bay Boynton Beach, FL 3343.5 I . _ . l A o�Truss Truss Type ty�Ply- A0338459 58113 FL15 Floor 1 1 Job Reference (optional) Ai nuur I K I JJCJ, rum 1 ricmI m, rL oyayo 0-3-14 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:55 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOVW-LXMQZnOle K9RMkQzhNAli4a8pvkHjgXLS�RLrJzzCJkY 0 r S 2- �— -' vale: 3/8"=1' 1.5x4 II 3x3 11 3x4 = 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP-- 3x4 = 4x6 = 1 2 3 4 5 6 7 8 9 TA 10 11 20 19 18 17 16 15 14 13 12 3x6 = 3x6 FP= 1.5x4 11 1.5x4 11 3x6 = 3x3 11 3x6 = 4x6 = 0 3- 4 8-0-15 9-0 15 10 0 15 18-7-0 0-3- 4 7-9-1 1-0-0 1-0-0 8-6-1 Plate Offset X Y — 3:0-1-12 Ede 5:0-1-8 Ede 6:0-1-8 Ede 9:0-1-12,Ed a 19:0-2-8 Ed e LOADING (p f) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.20 14-15 >999 480 MT20 244/190 TCDL 15�:0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.37 14-15 >582 360 BCLL 0 0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.01 12 n/a n/a BCDL 10� Code FBC2010/TP12007 (Matrix) Weight: 97 Ib FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) `Except` 5) Recommend 2x6 strongbacks, on edge, spaced at BOT CHORD 2x4 No. 10-0-0 oc and fastened to each truss with 3-10d B2: 2xx 4 SP M 30(flat) (0.131" X 3") nails. Strongbacks to be attached to WEBS 2x4 SP No.3(fiat) walls at their outer ends or restrained by other means. BRACING- 6) Gap between inside of top chord bearing and first TOP CHORD diagonal or vertical web shall not exceed 0.500in. Structural wo d sheathing directly applied or 6-0-0 oc 7) CAUTION, Do not erect truss backwards. purlins, exce t end verticals. BOT CHORDII Rigid ceiling cjlrectly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS. (lb/size) Standard 12 = 786/Mechanical 1 = 786/0-3-6 (min. 0-1-8) I FORCES. (lbl. Max. Comp./f ' x. Ten. - All forces 250 (lb) or less except when own. TOP CHORD 11-12=-832/0,-2=-760/0, 2-3=757/0, 3 4=-2408/0, ,5=-2408/0, 5-6=-2924/0, 6-7=-2586/0, 71 8=2586/0, 8-9=2586/0, 9-10=-410/0, 11=-410/0 BOT CHORD 18-19=0/1418 17-18=011418, 16-17=0/2924''15-16=0/2924, 14-15=0/2924 13-14=0/1697 WEBS 1-19=0/1032, 17=-738/0, 3-17=011094, 3-19=-914/0, 14=-592/0, 9-14=0/983, 9-13=-1423/O,II�1-13=0/963 NOTES- 1) Unbalanced oor live loads have been considered for this design. 2) Plates chec A for a plus or minus 0 degree rotation about its cente 3) Refer to gir r(s) for truss to truss connections. 4) "Semi -rigid 'tchbreaks with fixed heels" Member end fixity model wa used in the analysis and design of this truss. Julius Lee; P.E. 034869 1109 Coastal Bay Boynton Beach, FL 33435 A 1 Job I russ I cuss Type ty y 58113 FL16 Floor 1 1 7A0338746]0 Job Reference (optional) h, mur , rtuoxa, .— r, Caro 0-3-14 1-22„ 0,-11-6 , 2-0-0 6x6 = 3x3 11 3x4 = 1.5x4 11 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 1207:55 2014 Page 1 ID: pb?pAvBo94GXrsd DaZC7iizCOVV1r-LXMQZnOle_K9R M kQzh NAli4a?pvg HjPLSRLrJZzCJ kY 1 2-0-0 S le = 1:31.3 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP= 3x4 = 4x6 = 19 18 17 16 15 14 . 3x6 = 3x6 FP= 1.5x4 11 1.5x4 11 3x6 = 3x6 = 7-9-14 8-9-14 , 9-9-14 � �n 1_n_n 1_n_n 18-3-15 A.R_1 13 12 3x3 11 4x6 = I 1-7 Plate Offsets (X,Y)— [3:0-1-8,Edge], [5:0-1-8,Edge], f6:0-1-8,Edge], [17:0-2-8,Edge], [19:0-2-8,Edge] LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP�I TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.20 14-15 >999 480 MT20 244/1190 TCDL 15.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.37 14-15 >579 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 95 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 'Except' B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 775/Mechanical 1 = 775/0-3-6 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-820/0, 1-2=-745/0, 2-3=742/0, 34=-2286/0, 4-5=2286/0, 5-6=2840/0, 6-7=-2537/0, 7-8=2537/0, 8-9=-2537/0, 9-10=404/0, 10-11=-40410 BOT CHORD 18-19=0/1281, 17-18=0/1281, 16-17=012840, 15-16=0/2840, 14-15=0/2840, 13-14=0/1669 WEBS 1-19=0/1011, 5-17=-764/0, 3-17=0/1111, 3-19=838/0, 6-14=-558/0, 9-14=0/960, 9-13=1398/0, 11-13=01950 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee; RE..#34869' 1109 Coastal Bay Boynton Beach,FL'33435 Job Truss cuss ype ty y i - A0338461 58113 FL17 FLOOR 1 1 Job Reference (optional) run i riEFCE, FL 34u4o 3x4 xun: /.n2u s May 1 201 I.52u s May 1 2014 MiTek Industnes, Inc. Tue May 27 12:07:55 2014 Page 1 ID:pb7pAvBo94GXrs C7iIzCOVtALLXMQZnOle_K9RMkQzhNAI!4gbp2RHrULSRLrJZzCJkY 0-19-7 2 i 1-4-8' , 0-6-8 Scale = 1:6.4 13-7 1-9-7 3x3 0�$-7 1-6-0 3 LOADING (ps4 TCLL 40.q, TCDL 15.� BCLL 0. BCDL 10.0 SPACING- 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES . Code FBC2010frP12007 CSI. TC 0.14 BC 0.09 WB 0.01 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.00 4 >999 480 Vert(TL) -0.02 4 >707 360 . Horz(rL) -0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0%F, 0%E LUMBER - TOP CHORD x4 SP No.2(flat) BOT CHORD x4 SP No-2(flat)WEBS x4 SP No.3(flat) BRACING - TOP CHORD Structural woo sheathing directly applied or 2-3-15 oc purlins, except nd verticals. BOT CHORD Rigid ceiling dir ctly applied or 10-0-0 oc bracing. REACTIONS. b/size) 1 = 6210-2-15 (min.0-1-8) 2 = 62/0-6-0 (min. 0-1-8) FORCES. (lb) Max. Comp./Mz x. Ten. - All forces 250 (lb) or less except when sh wn. NOTES- 1) Plates check for a plus or minus 0 degree rotation about its center. 2) Provide mec nical connection (by others) of truss to bearing plate atloint(s) 1. 3) "Semi -rigid pi hbreaks with fixed heels" Member end fixity model was sed in the analysis and•design of this truss. 4) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f stened to each truss with 3-10d (0.13V X 3") nai . Strong backs to be attached to walls at their outer en ' s or restrained by other means. 5) Gap between nside of top chord bearing and first diagonal or verti I web shall not exceed 0.500in. 6) CAUTION, Dgj not erect truss backwards. LOAD CA Standard Julius Lee, P.E. #34869. 1109 Coastal Bay Boynton Beach, FL 33435 r o russ russ ype Qty Ply A0338462 58113 FL18 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:55 2014 Page 1 ID: pb?pAvBo94GXrsdDaZC7ilzCOVVV•LXMQZnOle_K9RMkQzhNAli4hUp27HgLLSRLrJZZCJkY 0-3-7 1-2-9 1-1-3 1-3-0 0-6-8 Scale = 1:9.4 3x4 3x3 11 3x3 11 3x4 1 2 3 4 3x3 = 3x3 = 9 7 6 5 037 U-1- 2-10-3 4-1-3 4-7-11 1- 2-6-12 130 0� 8 LOADING (psf) SPACING-' 1-4-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010frPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 165/0-2-15 (min. 0-1-8) 4 = 165/0-6-0 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and' first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.08 Vert(LL) -0.01 5 >999 480 MT20 244/190 BC 0.11 Vert(TL) -0.03 5 >999 360 WB 0.09 Horz(TL) -0.00 4 n/a n/a (Matrix) Weight: 25 lb FT = 0%F, O%E Julius LIee; P.E. #348fi9' 1109 Coastal Bay Boynton Beach, FL 33435 k A o cuss cuss Type Qty Ply A0338463 58113 FL19 FLOOR 1 1 Job Reference (optional) Al MUUr I KUL SES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May. 1 2014 MiTek Industries, Inc. Tue May 27 12:07:56 2014 Page 1 I D: pb?pAvBo94GXrsdDaZC7ilzCOV W-pkwon7PNPIS03WJcXPuPlwcsTDNyOGWUg550r?zCJkX 0-3-7 �f 1-2-8 1-1-15� 0-10-7 , 1-1-8 1-3-0 0-6-8 Scale = 1:13.8 3x4 �� 1.5x4 11 1.5x4 11 3x6 = 3x4 1, 2 3x6 = 3 4 5 6 0 o d 3x3 = 3x3 = 12 11 10 9 8 7 3x3 = 3x3 = 0-3-7 1 7 1� 0 2-10-15 3 9-0 5 1-14 6�-14 6-11-6 1- 1-2-9 14-15 0-10-7 1-4-8 1-3-0 0$ 8 0-2-0 Plate Offsets X — 1:Ed a 0-2-4 6:Ed a 0-2-4 LOADING (ps SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40. Plates Increase 1.00 TC 0.07 Vert(LL) -0.01 10 >999 480 MT20 244/190 TCDL 15. Lumber Increase 1.00 BC 0.13 Vert( L) -0.02 7 >999 360 BCLL 0., Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 6 n/a n/a BCDL 10. Code FBC201 O/TPI2007 (Matrix) Weight: 40 lb FT = 0%F, 0%E LUMBER - TOP CHORD x4 SP No.2(flat) BOT CHORD x4 SP No.2(flat) WEBS x4 SP No.3(flat) LOAD CASE(S) BRACIG- N Standard TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 or bracing. I REACTIONS. db/size) 1 = 265/0-2-15 (min.0-1-8) 6 = 265/0-6-0 (min. 0-1-8) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except when s wn. TOP CHORD 2-3=. )/0, 3-4 -330/0, 4-5=-330/0 BOT CHORD 9-10=0/330 WEBS 1-11=0/321, 6-8=0/323 NOTES- 1) Unbalanced or live loads have been considered for this design. 2) Plates check 'd for a plus or minus 0 degree rotation about its center.', 3) Provide mec anicaI connection (by others) of truss to bearing plate at oint(s) 1. 4) "Semi -rigid pi hbreaks with fixed heels" Member end fixity model was' sed in the analysis and design of this truss. 5) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f4 tened to each truss with 3-1 Od (0.131" X 3") nai . Strongbacks to be attached to walls at their outer en or restrained by other means. 6) Gap between side of top chord bearing and first diagonal or verti , I web shall not exceed 0.500in. 7) CAUTION, D not erect truss backwards. Julius. Lee; P.E. #34869' 1109 Coastal Bay Boyotorl Beach, FL 33435 A A Job .toss cuss Type Qty P" A0338464 58113 FL20 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:56 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7i1zCOV W-pkwon7PNPIS03WJcXPuPlwcpKDMMOFAUg550r?zCJkX 0-3-7 I 1-2-9 2-6-0 I 09-7 i 2-2-3 1-3-0 i 0-6$ I Scale = 1:18.1 3x4 1 2 3x6 = 1.5x4 II 3 4 3x3 = 3x3 11 3x4 !i 5 6 I 0 c q 12 11 10 9 8 7 3x3 = 3x4 = 1.5x4 II 3x6 = 0-3-7 0r1r7 i 1.6-0 7-5-10 8 8-10 _ 0-3-2 i 011-7 1-2-9 5-11-10 1 3-0 0-0 8 0-2-0 V\ r9•CA--n 7._Al rR•C.4—n 7_Al ri n-n_4 _R Crinel � I� LOADING(psf) SPACING- 1-4-0 CSI. TCLL 40.0 Plates Increase 1.00 TC 0.27 TCDL 15.0 Lumber Increase 1.00 BC 0.23 BOLL 0.0 Rep Stress Incr YES WB 0.24 BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 365/0-2-15 (min.0-1-8) 6 = 365/0-6-0 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-376/0, 2-3=-649/0, 34=649/0, 4-5=-371 /0, 5-6=-373/0 BOT CHORD 10-11=0/376, 9-10=0/649, 8-9=0/649 WEBS 6-8=0/493, 1-11=01505, 2-11=-298/0, 4-8=-313/0,2-10=0/300 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. DEFL. in (loc) I/defl Ud Vert(LL)-0.0210-11 >999 480 Vert(TL)-0.0410-11 >999 360 Horz(TL) -0.01 6 n/a n/a PLATES GRIP MT20 244/;190 1 Weight: 50 lb FT = 0%F, 0%E I Julius Lee; F.E..#34869: 1109 Coastal Bay Boynton Beach,FL 33435 l A o russ I fuss I ype Qly ply A0338465 58113 FL21 FLOOR 1 1 ' Job Reference (optional) Al RUUt- 1.17 R �titS, FUR I I-ILRUL, I•L 34H46 -Run: 7.520 5 May 1 2014 Pnnt: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:56 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-pkwon7PNPIS03WJcXPuPlwcnpDHnOECUg55ORzCJkX 0- 7' 1-2-9 1-1 1-14 0-9-7 ,, 2-6-0 1-3-0 0 6-8-8 Scale=1:19.8 3'4 �� 3x3 II 3x3 = 1.5x4 II 3x4 = 3x3 II 3x4 1 2 3 4 5 6 7 0 o � 13 12 11 10 9 8 1 3x6 = 1.5x4 II 3x4 = 3x6 = 0-3-7 1 7 11-0-5 11.6 13 011-7 10-8.14 OEM 0-2-0 Plate Offsets — 1:Ed a 0-2-4 :Ed a 0-2-4 10:0-1-8 Ed e LOADING (ps SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40. Plates Increase 1.00 TC 0.43 Vert(LL) -0.07 9-10 >999 480 MT20 244/190 TCDL 15. Lumber Increase 1.00 BC 0.53 Vert(TL) -0.23 9-10 >570 360 BCLL 0. , Rep Stress Incr YES WB 0.30 Horz(TL) -0.01 7 h/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix) Weight: 61 lb FT = 0%aF, 0%E LUMBER - TOP CHORD x4 SP No.2(flat) BOT CHORD x4 SP No.2(flat) WEBS x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling dii ctly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 1 = 465/0-2-15 (min.0-1-8) 7 = 465/0-6-0 (min. 0-1-8) FORCES. (lb) Max. Comp./M4. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-450/0, 2-3 I-447/0, 3-4=-980/0, 4-5=-980/0, 5-6L-478/0, 6-7=-479/0 BOT CHORD 11-12=0/980, 1 11=0/980, 9-10=0/969WEBS7-9=0/634, 1-10/6015-9=-543/0, 4111 3-12=613/0 NOTES- 1) Unbalanced or live loads have been considered for this design. P 2) Plates check tl for a plus or minus 0 degree rotation about its center. 3) Provide meth nical connection (by others) of truss to bearing plate at Ioint(s) 1. 4) "SeUngid pi ehbreeks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. 5) Recommend 6 strongbacks, on edge, spaced at 10-0-0 0' and f `stened to each truss with 3-10d (0.131" X 3") nai S. Strongbacks to be attached to walls at their outer en 4 or restrained by other means. 6) Gap between Ipside of top chord bearing and first Julius Lee, P.E. #34869', diagonal or verti I web shall not exceed 0.500in. 1109 Lee, Bay 7) CAUTION, Do' of erect truss backwards. Boynton Beach, FL 33435 A I Job Iruss cuss Type ty y A0338466 58113 �1`1-22 Floor 1 1 Job Reference optional r�i rtVVr IRUJJCJ, rVRI rILRIJC, rL J4yM0 0-3-7 i 1 3x4 1 3x3 11 2 Kun: 7.520 s May 1 2014 Pnnt: 7.520 s May 1 2014 MiTek Industnes, Inc. Tue May 27 12:07:57 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOVW-HwUA TP09bathgup56Peg79_MddZlgHevlgyNSzCJkW 1-9-9 1-3-0 0 6 8 ~7� Sca e = 1:23.7 i 3x4 = 1.5x4 11 1.5x4 11 3x4 = 3x3 11 3x4 3 4 5 6 7 81 • I 14 13 12 11 10 9 3x6 = 3x4 = 3x3 = 3x6 = 0-3-7 ,1.7. ;1_r. 0-2-0 LOADING (pso SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.07 12-13 >999 480 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.22 12-13 >714 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) -0.02 8 n/a n/a i BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 71 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 6) Gap between inside of top chord bearing and first BOT CHORD 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.500in. WEBS 2x4 SP No.3(flat) 7) CAUTION, Do not erect truss backwards. BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc LOAD CASES) purlins. Standard I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 1 = 565/0-2-15 (min. 0-1-8) 8 = 565/0-6-0 (min. 0-1-8) j FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-575/0, 2-3=-574/0, 3-4=1545/0, 4-5=-1545/0, 5-6=-1545/0, 6-7=-597/0, 7-8=-598/0 BOT CHORD 12-13=0/1279, 11-1 2=0/1 545, 10-11=0/1284 WEBS 8-10=0/793, 1-13=0/772, 6-10=-760/0, 3-13=780/0, 6,11=0/396, 3-12=01383 NOTES- 1) Unbalanced floor live loads have been considered for j this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls Julius Lee, P.E. #34869' at their outer ends or restrained by other means. 1109 Coastal Bap Boynton Beach, FL 33435 Job Truss I cuss Type Qty y A0338467 58113 FL23 Floor 1 1 Job Reference (optional) A7 KUUr IML JCA, rUKI rICKUC, rL 34 40 0-3-14 3x4 i 1 2 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:57 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-HwUA_TP09bathgup56Peg791 gdkxlk1 evlgyNSzCJkW 1-2-2 3x3 II 0_7_3 3x3 II 0 11-10 3x4 G 0-6-6 Scale=7.8 3 4 5 3x3 = 3x3 = 9 8 7 6 LOADING (ps SPACING- 1-4-0 TCLL 40. Plates Increase 1.00 TCDL 15. Lumber Increase 1.00 BCLL 0 Rep Stress Incr YES BCDL 10. Code FBC2010/TP12007 LUMBER - TOP CHORD JX4 SP No.2(flat) BOT CHORD x4 SP No.2(flat) WEBS 3x4 SP No.3(flat) BRACING - TOP CHORD Structural woo sheathing directly applied or 3-10-3 oc pudins. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 1 = 1 140/0-2-6 (min.0-1-8) 5 = 144/0-6-0 (min. 0-1-8) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when s wn. NOTES- 1) Unbalanced cor live loads have been considered for this design. 2) Plates check d for a plus or minus 0 degree rotation about its center' 3) Provide mec nical connection (by others) of truss to bearing plate at1oint(s) 1. 4) "Semi -rigid pi chbreaks with fixed heels" Member end fixity model was l Used in the analysis and design of this truss. 5) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f stened to each truss with 3-10d (0.131" X 3") nal s. Strongbacks to be attached to walls at their outer en s or restrained by other means. 6) Gap between' nside of top chord bearing and first diagonal or verb I web shall not exceed 0.500in. LOAD CASE(S) Standard I CSI. DEFL. in (loc) I/deft L/d TC 0.09 Vert(LL) -0.01 9 >999 480 BC 0.08 Vert(TL) -0.03 9 >999 360 WB 0.07 Horz(TL) -0.00 5 n/a n/a (Matrix) PLATES GRIP MT20 244/190 Weight: 22 lb FT = 0%F, 0%E Julius Lee, P.E.434869' 1109 Coastal Bay Boynton Beach, FL `33435 A ontss cuss ype ty y A0338468 58113 1,11-24 Floor 1 1 Job Reference (optional) Al KUUh I KUJDtS, 1-UKI MrKt r, hL 34H40 0-3-14 1-2-2 1 3x4 �� 1-9-5 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:57 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVW--HwUA TP09bathgup56Peg79?WdiulfNevigyNSzCJkW 0, 0-1�� 0 6� ' ScAle = 1:13.8 1.5x4 11 3x6 = 5x6 = 3x6 = 3x4 = 11 10 9 8 7 3x3 = LOADING (psf) SPACING- 14-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 362/0-2-6 (min. 0-1-8) 6 = 741/0-6-0 (min. 0-1-8) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=413/0, 34=-635/0, 4-5=-635/0, 5-6=-615/0 BOT CHORD 9-10=0/416, 8-9=0/613 WEBS 6-8=0/916, 2-10=0/566, 3-10=-349/0, 5-8=-649/0, 3-9=0/260 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4 o , CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TC 0.24 Vert(LL) -0.01 9 >999 480 MT20 244%190 BC 0.21 Vert(TL) -0.02 11 >999 360 WB 0.44 Horz(TL) -0.00 6 n/a n/a (Matrix) Weight: 39 lb FT = 0%F, 0%E 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 553 lb down at 5-2-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 7-11=13, 1-6=-73 Concentrated Loads (lb) Vert: 5=553(F) Julius Lee, P.E. 434869' 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss I ype ty y A0338469 58113 FL25 Floor 3 1 Job Reference (optional) rurt I PItRGt, t-L s4a41J Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc, Tue May 27 12:07:57 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-HwUA_TP09bathgup56Peg79zNdjl ljzevigyNSzCJkW 0-3-8 1-2-8 , 1 0-9-11 2-6-0 � Scale = 1:10.3 3x4 3x3 11 3x6 = 1 2 3 1.5x4 II 4 3x4 = 8 7 6 5 3x3 = 3x3 II 0-3-8 , 5-3-11 0-3-8 ' 5-0-3 Plate Offsets X — 1:Ed a 0-2-4 6:0-1-8 Ed e LOADING (ps SPACING- 14-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40. Plates Increase 1.00 TC 0.38 Vert(LL) 0.03 8 >999 480 MT20 2441190 TCDL 15. Lumber Increase 1.00 BC 0.14 Vert(TL) -0.04 5-6 >999 360 BCLL 0. Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 5 n/a n/a BCDL 10. Code FBC2010/TP12007 (Matrix) Weight: 30 lb FT = 0%F, 0%E LUMBER- I TOP CHORD Px4 SP No.2(flat) BOT CHORD �x4 SP No.2(flat) WEBS x4 SP No.3(flat) BRACING- \ TOP CHORD Structural woo sheathing directly applied or 5-3-11 oc pudins, excep ,end verticals. BOT CHORD Rigid ceiling dir ctly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 5 = 212/Mechanical 1 1 212/0-3-0 (min. 0-1-8) FORCES. (lb) Max. CompJM . Ten. -All forces 250 (lb) or less except when s wn. WEBS 1-7=0/297 NOTES- 1) Unbalanced oor live loads have been considered for this design. 2) Plates check d for a plus or minus 0 degree rotation about its center,! 3) Refer to gird '�(s) for truss to truss connections. 4) "Semi -rigid pi hbreaks with fixed heels" Member end fixity model was'. sed in the analysis and design of this truss. 5) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f stened to each truss with 3-1 Od (0.131" X 3") na s. Strongbacks to be attached to walls at their outer an s or restrained by other means. 6) Gap between) nside of top chord bearing and first diagonal or verti I web shall not exceed 0.500in. 7) CAUTION, D not erect truss backwards. LOAD CASE(S) Standard Julius.Lee; P.E. 034869' 1109 Coastal Bay Boynton Beach, FL 33435 4 a Job Truss I russ Type Qty Ply A0338470 58113 FL26 Floor 1 1 Job Reference (optional) Al KUUI- IKUSJtb, rUKI I-MKUt, FL 14U40 0-3-7 3x4 1 , 6 LOADING (psf) SPACING- 1-4-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010rfP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 148/Mechanical 1 = 148/0-2-15 (min.0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard K 3x3 = 5 CSI. TC 0.19 BC 0.09 WB 0.09 (Matrix) Run: 7.520 s May 1 2014 Print: 7.520 s May �12�014 MiTek Industries, Inc. Tue May 27 12:07:58 2014 Page 1 ID:pb?pAv8o94GXrsdDaZC7i1zCOVW-162YCpQewviklgT?egvdNLiB4141 UB2n8PaVvuzCJkV 1-11-7 3 3x311 Scale = 1:8.7 �1 DEFL. in (loc) I/deft L/d Vert(LL) -0.00 6 >999 480 Vert(TL) -0.02 6 >999 360 Horz(TL) 0.00 4 n/a n/a 4 3x6 = PLATES GRIP MT20 244/190 Weight: 24 lb FT = 0%F, 0%E Julius Lee, P.E. #3486.9 1109 Coastal Bay Boynton Beach, FL 33.435 t ,. Job I ruse Truss Type Qty Ply A0338471 58113 FL27 Floor 1 1 Job Reference (optional) 4 3x6 = 0-3-0 0-3-0 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:58 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVVV-162YCpQewviklgT?egwtNLiDM 140UC—nBPaVvuzCJkV 1-4-8 3x4 ii a� 3-14� 2 Scale = 1;8.8 3 f 10 Plate Offsets X Y — LOADING (ps TCLL 40. TCDL 15. BCLL 0. BCDL 10. 2:Ed a 0-2-4 SPACING- 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TP12007 CSI: TC 0.04 BC 0.09 WB 0.03 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 4 "`• 480 Vert(TL) -0.02 3 >932 360 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0%F, 0%E LUMBER - TOP CHORD x4 SP No.2(flat) BOT CHORD x4 SP No.2(flat) WEBS x4 SP No.3(flat) BRACING - TOP CHORD Structural woo sheathing directly applied or 1-11-7 oc pudins, excep I end verticals. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 oc bracing. REACTIONS. I lb/size) 4 = 65/Mechanical 2 = 65/0-3-6 (min. 0-1-8) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates check,d-for a plus or minus 0 degree rotation about its centerjll 2) Refer to gird {(s) for truss to truss connections. 3) "Semi -rigid pi hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. 4) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f stened to each truss with 3-10d (0.131" X 3") na s. Strongbacks to be attached to walls at their outer en s or restrained by other means. 5) Gap between nside of top chord bearing and first diagonal or verti I web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S)' Standard Julius Lee, P.E. #34869 1109 Coastal Bay Bgyntori Beach, FL 33435 r o�11-28 russ cuss ype ty y A0338472 58113 Floor 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12914 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:58 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-162YCpQewviklgT?egvANLi3Q1 sFU5yn8PaVvuzCJkV 0-3-7 1-2-9 2-6-0 I 0-11-2 2-6-0 Scale = 1:18.4 C.vR — Qv1 11 1vd — 1.1 11 9. — 12 11 10 9 8 7 3x6 = 1.5x4 11 1.5x4 11 3x6 = I ¢3- 6-6-10 9-1-11-5-$ V3- 6-3-3 2-7-1 -3- V1_ r3•n-1-R Primal rA-n.1-R Primal rF-n.9-Fi Primal LOADING (psf) SPACING- 14-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD .Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 627/0-2-15 (min. 0-1-8) 6 = 693/0-2-15 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-629/0, 2-3=-627/0, 3-4=-1600/0, 4-5=-748/0, 5-6=-748/0 BOT CHORD 10-11=0/1600, 9-10=0/1600, 8-9=0/1600 WEBS 1-11=0/843, 6-8=0/1006, 3-11=-1071/0, 4-8=-937/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection,(by others) of truss to bearing plate at joint(s) 1, 6. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. CSI. DEFL. in (loc) I/deft Ud TIC 0.68 Vert(LL) -0.08 8-9 >999 480 BC 0.97 Vert(TL) -0.14 8-9 >774 360 WB 0.48 Horz(TL) -0.01 6 n/a n/a (Matrix) 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 553 lb down at 5-5-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 7-12=13, 1-6=-73 Concentrated Loads (lb) Vert: 4=553(F) PLATES GRIP MT20 244/190 Weight: 51 lb FT = 0%F, 0%E Julius Lees P.E, #34869 1109 Coastal Bay Boynton Beach, FL 33435 e � cuss cuss ype ty y A0338473 FL29 FLOOR 5 1 Job Reference (optional) 3ES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:07:58 2014 Page 1 ID:pb?pAvBo94GXrsd DaZC7ilzCOV W-162YCpQewviklgT?egvANLi?h 1 y2U4m8PaVvuzCJkV 1-1-8 i 2-6-0 011 2 i 2-6-0 Scale = 1:18.4 Job 58113 Al ROOF TRU,1 1 2 3 3x8 II 4 5 6 3x8 [I 3x4 // 7 8 9 15 14 13 12 113x4 = 10 3x4 = 3x3 = 3x3 = 9-5-2 — 9-5-2 Plate Offsets Y — 2:Edge, 0-3-10 6:0-6-0 0-0-0 :0-6-0 Ed a B:Ed a 0-2-4 11:0-1-8 Edge],14:0-1-8 Ed e LOADING (ps SPACING- 1-4-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60. Plates Increase 1.00 TC 0.92 Vert(LL) -0.08 13-14 >999 480 MT20 244/190 TCDL 15. Lumber Increase 1.00 BC 0.60 Vert(TL) -0.14 13-14 >829 360 BCLL 0.6 Rep Stress Incr YES WB 0.55 Horz(TL) -0.02 9 n/a n/a BCDL ' 10.9 Code FBC2010/fP12007 (Matrix) Weight: 61 lb FT = 0%F, 0%E LUMBER - TOP CHORD rx4 SP No.2(flat) BOT CHORD .8x4 SP No.2(flat) WEBS N4 SP No.3(flat) BRACING - TOP CHORD Structural woo sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling dir' ctly applied or 10-0-0 oc bracing. REACTIONS. b/size) 1 = 529/0-3-6 (min. 0-1-8) 9 = 529/0-3-6 (min.0-1-8) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except when sh wn. TOP CHORD 2-3=-959/0, 3 4 1390/0 4-5=-1381/0, I 5-6=-1390/0, 6- 1390/0, 7-8=754/0 BOT CHORD 13-14=0/967, 1 i13=0/1390, 11-12=0/766 WEBS 3-14=-575/0, 2- 4=0/1153, 7-11=-676/0, 8-11=0/1007, 3=0/482, 7-12=0/671 3fil NOTES- 1) Unbalanced or live loads have been considered for this design. 1ij 2) Plates checke • for a plus or minus 0 degree rotation about its center 3) "Semi -rigid pit hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. 4) Recommend 6 strongbacks, on edge, spaced at 10-0-0 oc and f $tened to each truss with 3-10d (0.131" X T) nai s`. Strong backs to be attached to walls at their outer end or restrained by other means. LOAD CASEOS Julius.Lee; P.E. #34869 Standard li 1IV7 %.VODla1 Gay Boyrittip Beach, FL 33435 J 7 o russ russ Type ty y A0338474 58113 FL30 FLOOR 2 1 Job Reference (optional) I Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:07:59 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-DJcxP9RGhDgbwc2BCXR6vYEIDRKgDXQxN3J2SKzCJkU 2-6-0 0-11-2 i_ 2-6-0 Scale=1:18.4 4x4 ,�z- 1.5x4 11 1.5x4 11 3x6 = 1 2 3 3x6 = 4 5 6 4x4 i 7 8 14 13 12 11 3x6 = 103x4 = 9 3x4 = 3x6 = _ I 9-5-2 9-5-2 Plate Offsets (X,Y)— (2:Edge,0-3-101, [7:Edge,0-2-21, F1 0:0-1 -8, Edge], (11:0-1-8,Edgel, [12:0-1-8,Edge], [13:0-1-8,Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.06 12-13 >999 480 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.09 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.02 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 47 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 52910-3-6 (min. 0-1-8) 8 = 529/0-3-6 (min. 0-1-8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-924/0, 3-4=-1518/0, 4-5=-1518/0, 5-6=-1518/0, 6-7=924/0 BOT CHORD 12-13=0/931, 11-12=0/1518, 10-11=0/931 WEBS 3-13=566/0, 2-13=0/1110, 6-10=-566/0, 7-10=0/1110, 3-12=0/634, 6-11=0/634 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Julius Lee, P.E:.#34869' Standard 1109 Coastal Bay Boynton Beach, 01.13435 o russ Cuss Type ty y A0338475 58113 FL31 Floor 5 1 Job Reference o tional rr r muur i FOX I FILi UL, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:07:59 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-DJcxP9RGhDgbwz2BCXR6vYEMXRP2De?xN3J2SKzCJkU 0-3-8 1-2-8 1-8-14 I 0 3f� Scale = 1:10.0 3x4 3x3 11 3x3 11 3x4 1 2 3 4 8 3x3 = 7 3x3 = 6 5 4-11-14 0 3$ , 1-6-0 4-8-7 ¢10 7 ' 0-3$ 1-2-8 3-2-7 2 0-1-7 LOADING (pst) TCLL 40. TCDL 15. BCLL 0. BCDL 10.0 SPACING- 14-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TP12007 CS1. TC 0.14 BC 0.11 WB 0.11 (Matrix) LUMBER - TOP CHORD x4 SP No.2(flat) BOT CHORD 4x4SP No.2(flat) WEBS x4 SP No.3(flat) BRACING - TOP CHORD Structural woo sheathing directly applied or 4-11-14 oc pudins. BOT CHORD Rigid ceiling dir ctly applied or 10-0-0 oc bracing. REACTIONS. b/size) 1 = 191/0-2-15 (min.0-1-8) 4 = 191/0-2-15 (min. 0-1-8) FORCES. (lb) Max. Comp./Mx. Ten. - All forces 250 (lb) or less lwn. except when sh NOTES- 1) Unbalanced or live loads have been considered for this design. i 2) Plates check for a plus or minus 0 degree rotation about its center 1 3) Provide mec nical connection (by others) of truss to bearing plate atoint(s) 1, 4. 4) "Semi -rigid pi 6breaks with fixed heels" Member end fixity model was Fused in the analysis and design of this truss. It'll 5) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f tened to each truss with 3-1 Od (0.13VX3")nais. Strong backs to be attached to walls at their outer en or restrained by other means. 6) Gap between ` side of top chord bearing and first diagonal or verti�l web shall not exceed 0.500in. 7) CAUTION, Dalnot erect truss backwards. LOAD CASE(S) Standard DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 5 >999 480 MT20 244/190 Vert(TL) -0.03 5 >999 360 Horz(rL) 0.00 1 n/a n/a Weight: 26 lb FT = 0%F, 0%E Julius: Lee, P.E. #34869 1109 Coastal Bay. Boynton Beach, FL 33435 O NSS NSS Type ty y A0 338476 58113 �"L32 Floor Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:07:59 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-DJcxP9RGhDgbwz2BCXR6vYEDxRQrDaYxN3J2SKzCJkU 2-2-8 I 3x6 = Scale=1:10.0 0 3x6 = 6 5 4 3x3 11 3x3 11 LOADING (psf) SPACING- 14-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 467/Mechanical 4 = 553/Mechanical FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=453/0, 34=-539/0, 1-7=615/0, 7-8=-615/0, 2-8=-615/0, 2-9=-615/0, 3-9=-615/0 WEBS 2-5=-585/0, 1-5=0/689, 3-5=0/689 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3'1 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 16 lb down at 0-6-9, 163 lb down at 1-24, 163 lb down at 2-64, and 163 lb down at 3-10-4, and 99 lb down at 4-11-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 5-0-8 5-0-8 CSI. DEFL. in (loc) TC 0.76 Vert(LL) -0.01 5 BC 0.06 Vert(TL) -0.02 5 WB 0.33 Horz(fL) 0.00 4 (Matrix) LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 4-6=-13, 1-3=73 Concentrated Loads (lb) Vert: 2=163(F) 3=99(B) 7=16(B) 8=-163(F) 9=-163(F) I/deft Ud PLATES GRIP >999 480 MT20 244/190 >999 360 n/a n/a Weight: 30 lb FT = 0%F, 0%E I I i Julius Lee; P.E.' #34869. 1109 Coastal B# Boynton Beach,PL 3343.5 Job I cuss I cuss Type Qty y ' A0338477 58113 FT1G - Floor Girder 1 2 - Job Reference o tional „i nuuri rum i rjamIm, rL J9 Q 2-0-0 2-0-0 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:08:00 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVVIF-hV9JdVSuS WySY7dNmEyLSmnObgYuytQ4bj3c_nzCJkT 1-2-8 , 1-7-8 1-4-12 Scale=1:32.5 I.&III 3x34=I �Xl 1 x411 5612� X4 17 16 15 14 1*t" 4x10 = 1.5x4 11 1.5x4 11 5x12 = 4x12 = LOADING (psf) SPACING- TCLL 40.Q Plates Increase TCDL 15. Lumber Increase BCLL 0. Rep Stress Incr BCDL 10.ti Code FBC2010 LUMBER TOP CHORD x4 SP Not 'Except' E 2x4SPM31 BOT CHORD SP M 30 *Except* 2x4SPM31 WEBS SP No.3 *Except* 1: 2x8 SP No.2, W4,W2: 2 BRACING - TOP CHORD Structural woo sheathing directly applied o purlins, except nd verticals. BOT CHORD Rigid ceiling di, ctly applied or 6-0-0 oc bra REACTIONS. b/size) 18 = 3036/Mechanical 11 = 905/Mechanical 13 = 8311/0-3-8 (min.0-3-7) Max Grav 18 = 3040(LC 3) 11 = 954(LC 4) 13 = 8311(LC 1) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) except when sh wn. TOP CHORD 1-18=-2893/0, 1 ,F0=5293/0 2-20=-5293/0, 2 21 5293/0; 3-21=5293/0, 3-t22=7924/0, 4-22=-7924/0, 41�3=4196/0, 5-23=-4196/0, 51 4=-4169/0, 6-24=-4169/0, 6. 5=0/8018, 7-25=0/8018, 7-26=0/8018, 8- 6=0/8018, 8-27=-3040, 9-27=-304/7 BOTCHORD 17-18=0/345, 16'17=0/7924, 15-16=0/7924, 14-15=017924,-14=-2178/0, 12-13=-3292/0,-19=7/304, 11-19=-7/304 WEBS 7-13=-1397/0, 3- 7=-2894/0, 2-17=1305/0, 1-i,7=0/5504, 4-14=-4103/0, 1-4-0 1.00 1.00 NO /TP12007 CSI. DEFL. in (loc) I/deft Ud TC 0.76 Vert(LL) -0.1615-16 >930 480 BC 0.90 Vert(TL) -0.2615-16 >575 360 WB 0.99 Horz(TL) 0.04 13 n/a n/a (Matrix-M) WEBS 7-13=-1397/0, 3-17=-2894/0, 2-17=-1305/0,1-17=0/5504, 4-14=4103/0, 5-14=-1532/0, x4 SP No.2 6-14=OI7034, 6-13=-7100/0, 9-12=-1667/0, 8-12=0/3736, 8-13=-5511 /0 r 3-7-13 oc NOTES- 1) 2-ply truss to be connected together with 10d cing. (0.131 "xY) nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 04-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-4-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. or less 3) Unbalanced floor live loads have been considered for this design. 4) Plate(s) atjoint(s) 18, 1, 10, 16, 3, 15, 4, 7, 2, 17, 5 , 11, 9, 12, 8 and 13 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 6 and 14 checked for a plus or minus 3 degree rotation about its center. 6) Refer to girder(s) for truss to truss connections. 7) "Semi -rigid pitchbreaks-with.fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3x = 4x8 = 9 10 1 � 12 11 4x4 = 4x16 = PLATES GRIP MT20 244/190 Weight: 193 lb FT = 0% 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 672 lb down at 1-3-12, 700 lb down at 2-7-12, 728 lb down at 3-11-12, 813 Ib down at 5-1-12, 833 lb down at 6-9-12, 813 lb down at 7-11-12, 825 lb down at 9-3-12, 797 lb down at 10-7-12, 769 lb down at 11-11-12, 741 lb down at .13-3-12, 712 lb down at 14-7-12, 684 lb down at 15-11-12, and 656 lb down at 17-3-12, and 647 lb down at 17-9-0 on top chord, and 700 lb down at 19-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads•(plf) Vert: 11-18=-13, 1-10=-73 Concentrated Loads (lb) Vert: 4=-796(F) 2=-664(F) 5=790(17) 9=620(F) 8=-677(F) 19=-700(F) 20=-636(F) 21=-693(F) 22=-775(F) 23=777(F) 24=-762(F) 25=-733(F) 26=-705(F) 27=649(F) 28=-611(F) Julius Lee, 1109 Coastal Bay Boynton Beach, FL 33435 . Job I russ I russ Type y�Pl2�J.IbRfenerice(obtlonal) y � A0338478 58113 FT2G FLOOR GIRDER 1 ,Yi rtv�+r IrtVJJCJ, rVRI rICRVC, r��nvo I 2 Run: 7.520 s May 1 2014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:08:00 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-hV9JdVSuSWySY7dNmEyLSmnTogely3r4bj3c nzCJkT , 1-714 , , 2-0-0 , , 2-0-14 ' Scale = 1:29.1 2x4 11 4x4 = 4x4 = 3x4 = 4x6 = 1.5x4 11 3x4 = 1 4x8 = LOADING (psf) SPACING- 0-9-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) 0.06 10-11 >999 480 TCDL 15.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 Ifo n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIR No.2 WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-15. REACTIONS. (lb/size) 17 = 133/Mechanical 10 = 688/Mechanical 13 = 1027/0-2-0 (min.0-1-8) Max Grav 17 = 170(LC 10) 10 = 790(LC 7) 13 = 1031(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-332/0, 2-3=-332/0, 3-18=-332/0, 4-18=332/0, 4-5=0/445, 5-6=1492/0, 6-19=-1492/0, 7-19=1492/0, 7-8=-1492/0 BOT CHORD 15-16=0/332, 14-15=-445/0, 13-14=-445/0, 12-13=0/1492, 11-12=0/1492, 10-11=011732 WEBS 4-13=-380/0, 5-13=-2053/0, 4-15=0/693, 8-11=-255/29, 8-10=1609/0, 1-16=0/316 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xW) nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Concentrated loads from layout are not present in Load Case(s): #9 3rd chase Dead + Floor Live (unbalanced); #10 4th chase Dead + Floor Live (unbalanced); #11 5th chase Dead; #12 6th chase Dead; #13 7th chase Dead; #14 8th chase Dead. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 13. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. •Strongbacks to be attached to Walls at their outer ends or restrained by other means. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 41 lb up at 2-4-10, 114 lb down at 5-0-10, 199 lb d'own at 7-8-10, 284 lb down at 10-4-10, and 368 Ib down at 13-0-10, and 453 Ib . down at 15-8-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. PLATES GRIP MT20 244/190 Weight: 152 lb FT = 0% LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-17=-8, 1-9=-41 Concentrated Loads (lb) Vert: 5=-213(F) 3=-43(F) 2=41(F) 18=-128(F) 19=-297(F) 20=382(F) Julius Lee, P.E. 934869 1109 Coastal Bay Boynton Beach,FL 33435 JOD I russ cussType y['y- A0338479 58113 HJA Diagonal Hip Girder 11 Job Reference (optional) MI RVVr IRU JCJ, rVRI rIGRVC, rL JY�YY 2x4 II 3x4 = 0' 1-1-1-1-10 1-7-3 10 0-5-10 LOADING (psf) SPACING- 2-0-0 TCLL 20.4 Plates Increase 1.25 TCDL 15. Lumber Increase 1.25 BCLL 0. Rep Stress Incr NO BCDL 10. Code FBC201 O/TP12007 LUMBER - TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 WEDGE Left: 2x4 SP N0.3 BRACING TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling dir' ctly applied or 10-0-0 oc bracing. MiTek recomriends that Stabilizers and required cross bracing.be a installed during truss erection, in REACTIONS. Ib/size) 2 = 168/Mechanical 3 = 931Mechanical 1 = 293/0-11-3 (min. 0-1-8) Max Horz 1 = 91(LC 4) Max Uplift 2 = -150(LC 4) 3 = -33(LC 4) 1 = -199(LC 4) Max Grav 2 = 168(LC 1) 3 = 108(LC 3) 1 = 293(LC 1) FORCES. (lb) 11 Max. Comp./Ma Ten. - All forces 250 (lb) or less except when shd n. NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph'. CDL=5.Opsf; BCDL=5.Opsf, h=26ft; Cat. II; Exp D; E cl., GCpi=0.18; MWFRS (envelope); cantilever left an right exposed ; end vertical left exposed; Lumbe DOL=1.60 plate grip DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) This truss has een designed for a 10.0 psf bottom chord live load ngnconcurrent with any other live loads. 3x6 11 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:012014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-AhjhgrTWDg4J9HBaKyUa?zKcoE?KhZ9EgNo9WDzCJkS 7-11-1 3-3-2 1.86 12 3x8 II Scale=1:14.9 6-3-14 3-0-151fl:0-3-12 Edgel CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.54 Vert(LL) 0.16 3-8 >604 360 MT20 244/190 BC 0.50 Vert(TL) -0.21 3-8 >455 240 WB 0.00 Horz(TL) 0.01 2 n/a n/a (Matrix-M) Weight: 27 lb FT = 0%. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except at=lb) 2=150, 1=199. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 51 lb up at 2-7-6, 60 lb down and 88 lb up at 2-7-9, and 14 lb down and 96 lb up at 5-4-15, and 10 lb down and 88 lb up at 5-5-15 on top chord, and 10 lb down and 44 lb up at 2-7-6, 51 lb up at 2-7-9, and 26 lb down and 35 lb up at 5-4-15, and 18 lb up at 5-5-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of.this component design) is always required. 10) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 3-4=20 Concentrated Loads (lb) Vert: 9=139(F=51, B=88) 10=13(F=-7, B=20) 11=17(F=-10, B=27) 12=-15(F=-26, B=11) Julius.Lee, P.E: 434869 1109 Coastal Bay Bgyriton Beach, FL 33435 Job s fuss ype ty y A0338480 58113 �HJB Diagonal Hip,Girder 1 1 Job Reference (optional) i Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:01 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-AhjhgrTWDg4J9HBaKyUa?zKedE?Ph W2EgNo9WDzCJkS 6-6-12 9-7-5 4 3x4 , 1-2-9 1-8 6 , 5-6-2 9-7-5 1-2-9 ' O-5-14' 3-9-11 4-1-3 Plate Offsets (X,1)—[1:0-9-4,0-0-2),[1:0-0-712-6-131,[1:0-0-1,3-4-111[5:0-2-15,0-1-81 Scale = 1:17.8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.05 5-10 >999 360 MT20 244/,190 TCDL 15.0 Lumber Increase 1.25 BC0.50 Vert(TL) -0.15 5-10 >741 .. 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(fL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 36 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-11-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 3 = 125/Mechanical 1 = 373/0-11-11 (min.0-1-8) 5 = 332/Mechanical Max Horz 1 = 102(LC 4) Max Uplift 3 = -124(LC 6) 1 = -249(LC 4) 5 = -149(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -11 =-344/327, 1-12=-734/495, 2-12=-713/498 BOT CHORD 1-15=328/327,1-16=-541/727, 16-17=-541/727,17-18=-541f727, 5-18=-541/727 WEBS 2-5=-764/568 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 3=124, 1=249, 5=149. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 84 lb up at 2-9-6, 48 lb down and 55 lb up at 2-10-9, 11 lb down and 83 lb up at 5-6-4, 11 lb down and 95 lb.up at 5-9-10, and 34 lb down and 124 lb up at 8-3-3, and 53 lb down and 137 lb up at 8-8-11 on top chord, and 49 lb up at 2-9-6, 9 lb down and 45 lb up at 2-10-9, 18 lb up at 5-64, 24 lb down and 36 lb up at 5-9-10, and 18 lb down and 9 Ito up at 8-3-3, and 39 lb down and 4 lb up at 8-8-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25, Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 11=139(F=84, B=55) 12=21(F=21, B=-0) 13=-34(F) 14=-53(B) 15=18(F=27, B=-9) 16=-12(F=12, B=-24) 17=-10(F) 16=-39(131) Julius Lee; P.E:134869, 1109 Cdastal Bay Boyntdti Beach, FL 33435 Job I russ I fuss I ype Oty Ply A0338481 58113 �Hjc Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRU- SES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s•May 1 2014 MiTek Industries, Inc, Tue May 2712:08:01 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOVW AhjhgrTWDg4J9HBaKyUa?zKaAE?vhZ9EgNo9WDzCJkS 9-11-4 9-11-4 Scale = 1:19.0 1.25 12 4x4 = 1 rn 1 d 81 3x4 = 9-11-4 LOADING (ps . SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20. Plates Increase 1.25 TC 0.65 Vert(LL) 0.28 3-7 >422 360 TCDL 15.a Lumber Increase 1.25 BC 0.47 Vert(TL) -0.24 3-7 >494 240 BCLL 0.1 Rep Stress Incr NO WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10. Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD x4 SP M 30 BOT CHORD x4 SP No.2 BRACING - TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling dir ctly applied or 10-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing a installed during truss erection, in accordance w ih Stabilizer Installation Guide. REACTIONS. (lb/size) 1 = 875/1-0-0 (min. 0-1-8) 2 = 211/Mechanical 3 = 55/Mechanical Max Horz 1 = 77(LC 4) Max Uplift 1 = -1040(LC 4) 2 = -217(LC 4) 3 = -117(LC 4) Max Grav 1 = 875(LC 1) 2 = 211(LC 1) 3 = 106(LC 3) FORCES. (lb) Max. Comp./Ma Ten. - All forces 250 (lb) or less except when shd n: TOP CHORD 1-8=-474/632 BOT CHORD 1-7=-594/446 2) Plates checked for a 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 loads. 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 1=1040, 2=217, 3=117. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 lb down and 54 lb up at 54-4, 25 lb down and 54 lb up at 5-4-4, 80 lb up at 7-7-15, 80 lb up at 7-7-15, and 102 lb down and 117 lb up at 3-0-8, and 102 lb down and 117 lb up at 3-0-8 on top chord, and 41 lb down and 36 lb up at 5-4-4, 41 lb down and 36 lb up at 5-4-4, 4 lb down and 56 lb up at 7-7-15, 4 lb down and 56 lb up at 7-7-15, and 102 lb down and 117 lb up at 3-0-8, and 102 lb down and 117 lb up at 3-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). NOTES- II LOAD CASE(S) 1) Wind: ASCE 7I 10, Vult=170mph (3-second gust) Standard Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf; h=26ft; 1) Dead + Roof Live (balanced): Lumber Cat. II; Exp D; Eq ., GCpi=0.18; MWFRS (envelope); Increase=1.25, Plate Increase=1.25 cantilever left an right exposed ; end vertical left Uniform Loads (plo exposed; porch I ft exposed; Lumber DOL=1.60 plate Vert: 1-2=-70, 3-4=20 grip DOL=1.60 I' Concentrated Loads (lb) PLATES GRIP MT20 244/190 Weight: 30 lb FT = O% Standard Vert: 8=-200(F=-100, B=100) 9=83(F=41, B=41) 10=8(F=4, B=4) 11=-200(F=-100, B=-100) 12=43(F=21, B=21) 13=14(F=7, B=7) Jullus.Lee,P.E. #34869: 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ Truss I ype y y ' A0338482 58113 HJD Diagonal Hip Girder 2 1 Job Reference a tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27'12:08:02 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-euH32BT88CAnRmmtf?pXBsuDeRjQOPN31 Yi3fzCJkR_ 3-3-14 5- --8 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.01 4 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix- LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quice. REACTIONS. (lb/size) 1 = 175/0-11-5 (min.0-1-8) 2 = 57/Mechanical 3 = 5/Mechanical Max Horz 1 = 56(LC 4) Max Uplift 1 = -132(LC 4) 2 = -68(LC 4) Max Grav 1 = 175(LC 1) 2 = 57(LC 1) 3 = 27(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except at=lb) 1=132. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 Ib down and 84 lb up at 2-9-8, and 58 lb down and 84 Ib up at 2-9-8 on top chord, and 49 lb up at 2-9-8, and 49 lb up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70, 3-4=20 Concentrated Loads (lb) Vert: 8=167(F=84, B=84) 9=52(F=26, B=26) I Scale = 1:9.8 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% Julius Lee., P.E. #34869: 1109 Coastal Baq Boynton Beach, FL 33435 oI cuss russ ype ty y A0338483 58113 HJE Diagorial Hip Girder 1 1 Job Reference (optional) Al KUUt- I 3ES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:08:02 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOVVV-euH32BT8_8CAnRmmtf?pXBspxeMTQyHN31 Yi3fzCJ kR 5-5-3 9-11-0 5-5-3 4-5-13 3x4 = 3x8 11 2.60 12 3x4 = 2 T1 W1 B1 Li 6 1.5x4 II 5 3x4 = Scale = 1:19.0 1-2-9 1 5-12 5-6-10 9-11-0 1-2-9 3- 4-0-14 4-4-6 Plate Offsets Y — 1:0-5-7 0-0-2 1:0-0-4 Ed e LOADING (ps - SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES 'GRIP TCLL 20. Plates Increase 1.25 TC 0.39 Vert(LL) 0.05 5-6 >999 360 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.44 Vert(TL) -0.10 5-6 >999 240 BCLL 0. Rep Stress Incr NO WB 0.26 Horz(fL) 0.01 4 n/a n/a BCDL 10.� Code FBC2010/TP12007 (Matrix-M) Weight: 39 lb FT = 0% - LUMBER 11 TOP CHORD SP No.2 BOT CHORD x4 SP No.2 WEBS x4 SP No.3 WEDGE Left: 2x4 SP N 3 BRACING - TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling dir ctly applied or 8-4-8 oc bracing. MiTek recom ends that Stabilizers and required cross bracing Pe installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. 3 = 4 = 1 = Max Horz 1 = Max Uplift 3 = 4 = 1 = FORCES. (lb) Max. Comp./Ma except when sh TOP CHORD 1-2=-672/395 BOT CHORD 1-6=-480/630, E 5-13=-480/630 WEBS 2-5=-655/500 142/Mechanical 231 /Mechanical 298/0-6-6 (min. 0-1-8) 159(LC 4) -130(LC 4) -125(LC 4) -205(LC 4) . Ten. - All forces 250 (lb) or less NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II;tExp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 3=130, 4=125, 1=205. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 108 lb up at 2-9-12, 93 lb down and 120 lb up at 2-9-12, and 17 lb down and 135 lb up at 6-9-12, and 8 lb down and 141 Ib up at 6-9-12 on top chord, and 61 lb up at 2-9-12, 62 lb up at 2-9-12, and 34 lb down and 52 lb up at 6-9-12, and 18 lb down and 18 lb up at 6-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Standard Uniform Loads (plf) Vert: 1-3=-70, 4-7=-20 Concentrated Loads (lb) Vert: 10=229(F=120, B=108) 11=41(F=13, B=28) 12=-2(F=-2, 13=0) 13=-52(F=34, B=-18) LOAD CASE(S) Standard Jullus.Lee', P.E. #34869' 1) Dead + Roof Live (balanced): Lumber 1109 Coastal Bay Increase=125, Plate Increase=1.25 Boynton Beach, FL 33435 Job I russ cuss Type ty y A0338484 58113 HJF Diagonal Hip Girder 1 1 Job Reference (optional) i Al KUUI- I KUJ7tJ, 1-UK I rltKUt, rL 64V4b 3x4 = 4-7-12 3x8 11 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Ina Tue May 27 12:08:03 2014 Page 1 W ID:pb?pAvBo94GXrsdDaZC7ilzCOV -64rRFVW mIRK1 PbLyRN VV240P_K2kE9TfWHhHGb5zCJkQ 2.t9 F12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.26 3-8 >367 360 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) 0.23 3-8 >426 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 182/Mechanical 3 = 109/Mechanical 1 = 326/0-11-0 (min. 0-1-8) Max Horz 1 = 11O(LC 8) Max Uplift 2 =-204(LC 8) 3 =-165(LC 5) 1 =-374(LC 4) Max Grav 2 = 182(LC 1) 3 = 122(LC 3) 1 = 326(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-174/365 BOT CHORD 1-11=380/162 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 2=204, 3=165, 1=374. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb down and 75 lb up at 2-8-9, 87 lb down and 113 lb up at 2-9-11, and 124 lb down and 128 lb up at 5-5-7, and 125 lb down and 115 lb up at 5-8-12 on top chord, and 75 lb down and 75 lb up at 2-8-9, 79 lb down and 68 lb up at 2-9-11, and 91 lb down and 106 lb up at 5-5-7, and 90 lb down and 105 lb up at 5-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Scale = 1:15.7 PLATES GRIP MT20 244h 90 i Weight: 27lb FT=0% Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (lb) Vert: 9=98(F=47, 13=51) 10=10(F=-7, 13=17) 11=43(F=-7, B=50) 12=43(F=22, B=-21) I� 0 0 MC6 LOAD CASE(S) Julius Lee; P.E. #34969' Standard 1109 Coastal Bay Boynton' Beach, FL '33435 l j Job I russ cuss ype ty y A0338485 58113 HJG Diagonal Hip Girder 1 1 Job Reference o tional Al ROOF TRU SES, FORT PIERCE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 12014 MiTek Industries, Inc' Tue May 2712:08:03 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOVW-64rRFWUmIRK1 PbLyRNW24OPxL2hF9TfWHhHGb5zCJkQ 8-0-11 8-0-11 Scale = 1:15.6 2.19 rl2 Ia T1 0 B1 2x411 0 US I I 4 1--1 1-7-3 11 8-0-1 1 0 5 8 6-5-8 Plate Offsets Y — 1:0-1-0 Ed a 1:0-0-5 Ed e LOADING (ps I I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.60 Vert(LL) 0.18 3-8 >526 360 MT20 244/190 TCDL 15.1x4 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.23 3-8 >424 240 BCLL 0.' Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix-M) Weight: 27 lb FT = 0% LUMBER - TOP CHORDx4 SP No.2 4) ' This truss has been designed for a live load of BOT CHORD SP No.2 20.0psf on the bottom chord in all areas where a WEDGE rectangle 3-6-0 tall by 2-0-0 wide will fit between the Left: 2x4 SP N .3 bottom chord and any other members. BRACING- 5) Refer to girder(s) for truss to truss connections. TOP CHORD 6) Provide mechanical connection (by others) of truss Structural woo sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding'100 lb uplift purlins. BOT CHORD atjoint(s) 3 except at --lb) 2=168, 1=218. Rigid ceiling dir ctly applied or 10-0-0 oc bracing. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design MiTek recom ends that Stabilizers and required of this truss. cross bracing Pe installed during truss erection, in 8) Hanger(s) or other connection device(s) shall be accordance wIjh Stabilizer Installation quide. provided sufficient to support concentrated load(s) 39 lb/size) lb down and 55 lb up at 2-8-9, 57 lb down and 88 lb REACTIONS. up at 2-9-11, and 12 lb down and 97 lb up at 5-5-7, 2 = 176/Mechanical and 5 lb down and 95 lb up at 5-8-12 on top chord, 3 = 88/Mechanical and 7 lb down and 39 lb up at 2-8-9, 55 lb up at 1 i 288/0-11-0 (min. 0-1-8) 2-9-11, and 22 lb down and 31 lb up at 5-5-7, and 18 Max Harz lb up at 5-8-12 on bottom chord. The 1 = 109(LC 4) design/selection of such connection device(s) is the Max Uplift responsibility of others. 2 =-168(LC 4) 9) Warning: Additional permanent and stability 3 = -29(LC 4) bracing for truss system (not part of this component 1 =-218(LC 4) design) is always required. Max Grav 10) In the LOAD CASE(S) section, loads applied to 2 = 176(LC 1) the face of the truss are noted as front (F) or back (B). 3 = 112(LC 3) 1 = 288(LC 1) LOAD CASE(S) FORCES. (lb) Standard Max. Comp./Ma . Ten. - All forces 250 (lb) or less 1) Dead + Roof Live (balanced): Lumber n. except when sht�p, Increase=1.25, Plate Increase=1.25 Uniform Loads (plo NOTES- Vert: 1-2=-70, 3-4=-20 1) Wind: ASCE 0; Vult=170mph (3-second gust) Concentrated Loads (lb) Vasd=132mph;DL=S.Opsf; BCDL=5.Opsf; h=26ft; Vert: 9=134(F=47, B=88) 10=8(F=-7, B=15) Cat. II; Exp D; Enc., GCpi=0.18; MWFRS (envelope); 11=39(F=-7, B=46) 12=13(F=-22, B=9) cantilever left an right exposed ;end vertical left exposed; Lumbe DOL=1.60 plate grip DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. Julius Lee; P.E. #34869' 3) This truss has een designed for a 10.0 psf bottom 1109 Coastal Bay chord live load nghconcurrent with any other live loads. Boynton Beach, FL 33435 oruss Truss Type ty y ' �'IJH A0338486 58113 Diagonal Hip Girder 1 1 Job Reference (optional) I Al RUUF TRUSSES, FURT PIERCE, FL 34W Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:04 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-aGPgSsVPVNSu01w9?41 HccyBIS5VU kvgWL1 p7YzCJkP I 6-11-11 6-11-11 Scale = 1:13.6 IM LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.06 3-8 >999 360 MT20 244)190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.05 3-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL), -0.01 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 126/Mechanical 3 = 47/Mechanical 1 = 196/0-94 (min. 0-1-8) Max Horz 1 = 112(LC 4) Max Uplift 2 = -131(LC 4) 3 = -6(LC 4) 1 = -138(LC 4) Max Grav 2 = 126(LC 1) 3 = 76(LC 3) 1 = 196(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. It; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 100 lb uplift atjoint(s) 3 except Qt=lb) 2=131, 1=138. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 lb down and 115 lb up at 2-11-14, and 89 lb down and 115 lb up at 2-11-14 on top chord, and 59 lb up at 2-11-14, and 59 lb up at 2-11-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70, 34=-20 Concentrated Loads (lb) Vert: 9=230(F=115, B=115) 10=23(F=11, B=11) Julius Lee, P.t. 43486S 1109 Coastal Bay Boynton Beach, FL ' 33435 o russ russ Type ty y A0338487 FJobReference 58113 JA 1jack-Open 1 1 (optional) HI RVVrI LOADING (ps TCLL 20. TCDL 15. BCLL 0. BCDL 10. LUMBER - TOP CHORD BOT CHORD BRACING - TOP CHORD Structural wo( purlins. BOT CHORD Rigid ceiling c FUR I PILAUL, FL 34945 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:04 2014 Page 1 ID:pb?pAvBo94GXrsd DaZC7ilzCOV W-aGPgSsVPWSu01w9?41 HccySoS t Nuwvg WL1 p7YzCJkP 5-11-12 3x4 = 5-11-12 5-11-12 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d Plates Increase 1.25 TC 0.69 Vert(LL) 0.14 3-6 >515 360 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.13 3-6 >562 240 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a Code FBC2010/TPI2007 (Matrix-M) SP No.2 SP No.2 sheathing directly applied or 5-3-15 oc applied or 10-0-0 oc bracing. cross bracing The installed during truss erection, in REACTIONS. Ob/size) 1 = 313/0-7-15 (min. 0-1-8) 2 = 155/Mechanical 3 = 64/Mechanical Max Horz 1 = 110(LC 8) Max Uplift 1 = -178(LC 8) 2 = -145(LC 8) Max Grav 1 = 313(LC 1) 2 = 155(LC 1) 3 = 95(LC 3) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh n. TOP CHORD 1-2=-1190/1370 BOT CHORD 1-3=-1596/1304 NOTES- 1) Wind: ASCE 7r10; Vult=170mph (3-second gust) Vasd=132mph; CDL=S.Opsf; BCDL=S.Opsf; h=26ft; Cat. II; Exp D; E icl., GCpi=0.18; MWFRS (envelope) and C-C Exterior ,2) zone; cantilever left and right exposed; end v4 ical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 0'rip DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. 111 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 1=178, 2=145. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale = 1:11.8 V W N PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% Julius Lee, F.E. 934869' 1109 Coastal Bay Boynton Beach, FL 33435 A } oruss russ ype ty y ' A0338488 58113 �,113 Jack -Open 1 1 Job Reference (optional) Al KUUF l RUSSES, FUR i PIERQL, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:04 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVW aGPgSsVPWSu0lw9?41Hccy4HSlAuwvgWL1p7YzCJkP 6-1-5 6-1-5 Scale: 1 "=1' N O m 1 3x4 = I 6-1-5 i 6-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.15 3-6 >494 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.14 3-6 >535 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 19 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 3) This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live BRACING- loads. TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Rigid ceiling directly applied or 10-0-0 oc bracing. bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. MiTek recommends that Stabilizers and required 6) Provide mechanical connection (by others) of truss cross bracing be installed during truss erection, in to bearing plate capable of withstanding 100 lb uplift accordance with Stabilizer Installation ouide. atjoint(s) except Qt=lb) 1=182, 2=149. 7) "Semi -rigid pitchbreaks with fixed heels" Member REACTIONS. (lb/size) end fixity model was used in the analysis and design 1 = 321/0-7-15 (min. 0-1-8) of this truss. 2 = 158/Mechanical 8) Warning: Additional permanent and stability 3 = 65/Mechanical bracing for truss system (not part of this component Max Horz design) is always required. 1 = 113(LC 8) Max Uplift 1 =-182(LC 8) LOAD CASES) 2 =-149(LC 8) Standard Max Grav 1 = 321(LC 1) 2 = 158(LC 1) 3 = 97(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1242/1426 BOT CHORD 1-3=-1660/1362 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Julius Lee, P.E: #348619: 2) Plates checked for a plus or minus 0 degree rotation 1109 Coastal Bay about its center. BoyntonBeach, FL 33435 t o russ cussType y y A0338489 58113 JC Jack -Open 1 1 Job Reference (optional) Al KUur IKU00=1. t-UKI MrKUC, r-L.w O 3x4 = SPACING- 2-0-0 LOADING (psi' TCLL 20. TCDL 15. BCLL 0. BCDL 10.d LUMBER - TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins. BOT CHORD Rigid ceiling di ectly applied or 10-0-0 oc bracing. MiTek recom 'ends that Stabilizers and required cross bracing lbe installed during truss erection, in REACTIONS. Ob/size) 1 = LUMBER - TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins. BOT CHORD Rigid ceiling di ectly applied or 10-0-0 oc bracing. MiTek recom 'ends that Stabilizers and required cross bracing lbe installed during truss erection, in REACTIONS. Ob/size) 1 = 345/0-7-15 (min. 0-1-8) 2 = 171/Mechanical 3 = 72/Mechanical Max Horz 1 = 102(LC 8) Max Uplift 1 = -200(LC 8) 2 = -156(LC 8) 3 = -1 (LC 8) Max Grav 1 = 345(LC 1) 2 = 171(LC 1) 3 = 105(LC 3) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh n. CHORD TOP -2=-1434/1608, BOT CHORD 1-3=-1791/15231 NOTES- 1) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph; iCDL=S.Opsf; BCDL=S.Opsf; h=26ft; Cat. II; Exp D; E6c-l., GCpi=0.18; MWFRS (envelope) and C-C Exterior,*2) zone; cantilever left and right exposed; end voical left exposed;C-C for members and forces & M RS for reactions shown; Lumber DOL=1.60 plate4rip DOL=1.60 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:05 2014 Page 1 W ID:pb?pAvBo94GXrsdDaZC7ilzCOV2TzCgCWlH3aleuVLZoYW9pUDjrLpdN9pl?mNf zCJkO 6-7-5 Scale = 1:12.9 6-7-5 - 1 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.80 Vert(LL) 0.21 3-6 >378 360 MT20 244/190 BC 0.60 Vert(TL) -0.19 3-6 >409 240 WB 0.00 Horz(TL) -0.01 1 n/a• n/a (Matrix-M) Weight: 20 lb FT = 0% 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except Gt=1b) 1=200, 2=156. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job cuss . russ ype tyf'y A0338490 58113 JD Jack -Open 1 1 Job Reference (optional) ' Al KUUt- IKUJJCA, rUK1 f-MM.:t, rL.54`J40 1 3x4 = 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 No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 cc purlins. . BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1 = 338/0-7-15 (min. 0-1-8) 2 = 168/Mechanical 3 = 71/Mechanical Max Harz 1 = 100(LC 8) Max Uplift 1 =-196(LC 8) 2 = 153(LC 8) 3 = -2(LC 8) Max Grav 1 = 338(LC 1) 2 = 168(LC 1) 3 = 103(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1378/1550 BOT CHORD 1-3=-1727/1463 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.0psf: h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 rue May 2712:08:05 2014 Paqe 1 I Scale = 1:12.7 6-5-13 6-5-13 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.77 Vert(LL) 0.20 3-6 >393 360 MT20 244/190 BC 0.58 Vert(TL) -0.18 3-6 >428 240 WB 0.00 Horz(TL) -0.01 1 n/a n/a (Matrix-M) Weight: 20 lb FT = 0% 2) Plates checked for a 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 loads. . 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except at=lb) 1=196, 2=153. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASES) Standard 'I Julius Lee; P.E. #34869, 1109 Coastal Bay Boynton Beach,FL 3343.5 Job Truss I RAS Type Qty Ply A0338491 58113 JE Jack -Open 1 1 Job Reference (optional) Al KUUV I KUJptJ, rUll1 YICKUC, rL 69 D LOADING (psf� TCLL 20.Cq TCDL 15.( BCLL OX BCDL 10. LUMBER - TOP CHORD x BOT CHORD x BRACING - TOP CHORD Structural woo s purlins. BOT CHORD 3x4 = Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:08:05 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOVW 2TzCgCWIH3aleuVLZoYW9pUEIrMHdN9pl?mNf zCJkO 6-0-0 1 Scale = 1:12.5 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plates Increase 1.25 TC 0.74 Vert(LL) 0.18 3-6 >408 360 MT20 244/190 Lumber Increase 1.25 BC 0.57 Vert(TL) - -0.17 3-6 >449 240. Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a Code FBC2010frPI2007 (Matrix-M) Weight: 19 lb FT = 0% SP No.2 SP No.2 directly applied or 5-0-14 oc Rigid ceiling airpctly applied or 10-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing i e installed during truss erection, in REACTIONS. b/size) 1 = 33110-7-15 (min. 0-1-8) 2 = 165/Mechanical 3 = 71/Mechanical Max Harz 1 = 98(LC 8) Max Uplift 1 = -192(LC 8) 2 = -150(LC 8) 3 = -2(LC 8) Max Grav 1 = 331(LC 1) 2 = 165(LC 1) 3 = 101(LC 3) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when sh n. TOPCHORD 1-2=-1322/1493 BOT CHORD 1-3=-1664/1404 NOTES- 1) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph, CDL=5.0psf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; E cl., GCpi=0.18; MWFRS (envelope) and C-C Extedo j 2) zone; cantilever left and right exposed ; end ver ical left exposed;C-C for members and forces & M RS for reactions shown; Lumber DOL=1.60 plate 'rip DOL=1.60 2) Plates checked for a 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 loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except Qt=lb) 1=192, 2=150. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E: #34869 1109 Coastal Bey Boynton Beach, FL 33435 ob Truss I cuss Type Qty Ply A0338492 58113 JF Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:05 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-2TzCgCW1H3aleuVLZoYW9pUEFrMWd.N9pl?mNf zCJkO 6-2-12 6-2-12 i Scale = 1:12.2 0 3x4 = 6-2-12 m r? 6-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.17 3-6 >425 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.16 3-6 >471 240 BCLL 0.0 ' Rep Stress Incr " YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 324/0-7-15 (min. 0-1-8) 2 = 162/Mechanical 3 = 70/Mechanical Max Horz 1 = 96(LC 8) Max Uplift 1 =-188(LC 8) 2 =-147(LC 8) 3 = -3(LC 8) Max Grav 1 = 324(LC 1) 2 = 162(LC 1) 3 = 99(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1268/1436 BOT CHORD 1-3=-1602/1345 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except at --lb) 1=188, 2=147. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing.for truss system (not part of this component design) is always required. LOAD CASE(S) Standard i i I Julius Lee, P.E. #348ti9' 1109 Coastal Bay Boyntoji Beach, FL 33435 Job russ russ Type ty y A0338493 58113 JG Jack -Open 1 1 Job Reference (optional) FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 27 12:08:06 2014 Page 1 ID:pb7pAvBo94GXrsdDaZC7ilzCOWV-IMXatYWt2MibG24X6V31i11 QUFhzMgPz_fWuCQzCJkN 6-1-4 6-1.4 2x4 It 6-1-4 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20. Plates Increase 1.25 TC 0.67 Vert(LL) 0.16 3-6 >444 360 TCDL 15. Lumber Increase 1.25 BC 0.54 Vert(TL) -0.15 3-6 >495 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10. Cade FBC2010frP12007 (Matrix-M) LUMBER 11 - TOP CHORD x4 SP N0.2 BOT CHORD x4 SP No.2 BRACING - TOP CHORD Structural woo sheathing directly applied or 5-3-12 oc purlins. BOT CHORD Rigid ceiling dir, , ctly applied or 10-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing a installed during truss erection, in accordance w h Stabilizer Installation guide. REACTIONS. b/size) 1 = 317/0-7-15 (min. 0-1-8) 2 = 158/Mechanical 3 = 69/Mechanical Max Horz 1 = 94(LC 8) Max Uplift 1 =-183(LC 8) 2 =-143(LC 8) 3 = -3(LC 8) Max Grav 1 = 317(LC 1) 2 = 158(LC 1) 3 = 98(LC 3) FORCES. (lb) Max. Comp./Ma Ten. - All forces 250 (lb) or less except when shd Nn. TOP CHORD 1-2=-1215/1380 BOT CHORD 1-3-1540/1288 NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; DL=S.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; E GCpi=0.18; MWFRS (envelope) and C-C Exterior ) zone; cantilever left and right exposed ; end vical left exposed;C-C for members and foIVTRS for reactions shown; Lumber DOL=1.60 plate gip DOL=1.60 2) Plates checked for a 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 loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except Qt=lb) 1=183, 2=143. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 6Ys_-1t7iY611 C r? PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% Julius. Lee, P.E: #34869. 1109 Coastal Bay Boynton Beach, FL 33435 Job Icuss Type ty y ' A0338494 58113 JH �Jack-Open 1 1 " Job Reference (optional) Al KUUt- I KUAJtb, VUKI YICKI.t, rL 34`J40 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 FBC2010ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 309/0-7-15 (min. 0-1-8) 2 = 155/Mechanical 3 = 68/Mechanical Max Horz 1 = 92(LC 8) Max Uplift 1 =-179(LC 8) 2 =-140(LC 8) 3 = 4(LC 8) Max Grav 1 = 309(LC 1) 2 = 155(LC 1) 3 = 96(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1162/1324 BOT CHORD 1-3=-1479/1232 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s CSI. DEFL. in (foe) I/deft L/d TC 0.64 Vert(LL) 0.15 3-6 >464 360 BC 0.52 Vert(TL) -0.14 3-6 >520 240 WB 0.00 Horz(TL) -0.01 1 n/a n/a (Matrix-M) 2) Plates checked for a 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 loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except Qt=1b) 1=179, 2=140. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard rue May 27 12:08:06 2014 Page 1 1QyFhCM4Pz fAWCQzCJkN I Scale = 1:11.7 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% Jullus;Lee; P.E..#34869 1109 Coastal Bay 60ynton Beach,FL 33435 4" h Job russ I russ Type Qty ply A0338495 58113 JI Jack -Open 1 1 Job Reference (optional) Al KUUF I KU4i,C tb, I'UK I VICKUt, M 84`J40 3x4 = Run: 7.520's May 1 2014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:08:06 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7iIzCOVW WIXatYWi2MibG24X6V31i11PGFiQMgPz_fWwCQzCJkN 6-2-13 6-2-13 3 LOADING (psjj SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20. Plates Increase 1.25 TC 0.75 Vert(LL) 0.16 3-6 >475 360 TCDL 15. Lumber Increase 1.25 BC 0.51 Vert(TL) -0.15 3-6 >509 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.q Code FBC2010/TP12007 (Matrix-M) LUMBER- I' TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 BRACING - TOP CHORD Structural woo sheathing directly applied or 5-1-1 oc pudins. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 oc bracing. cross bracing �e installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. b/size) 1 = 328/0-7-15 (min. 0-1-8) 2 = 162/Mechanical 3 = 66/Mechanical Max Horz 1 = 115(LC 8) Max Uplift 1 = -186(LC 8) 2 = -152(LC 8) Max Grav 1 = 328(LC 1) 2 = 162(LC 1) 3 = 98(LC 3) FORCES. (Ib) Max. Comp./Ma . Ten. All forces 250 (lb) or less except when sh n. TOP CHORD 1-2=-1295/1483 BOT CHORD 1-3=-1725/1421 NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.0psf; BCDL=5.Opsf; h=26ft; 11 Cat. Il; Exp D; E cl., GCpi=0.18; MWFRS (envelope) and C-C Exterio� 2) zone; cantilever left and right exposed ; end vj ical left exposed;C-C for members and forces & M RS for reactions shown; Lumber DOL=1.60 plate rip DOL=1.60 2) Plates e' for a plus or mi checknus 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 loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (t=lb) 1=186, 2=152. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale = 1:11.8 PLATES GRIP MT20 244/190 Weight: 19 lb, FT = 0% Julius Lee, P.E. #34869: 1109 Coastal Bay Bqyinitonz Beacfi,FL 33435 oHiss cuss Type ty A0338496 58113 �JIK Jack -Open 1 1 Job Reference (optional) in 3x4 = Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:07 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVVV_r4y5uXHpgrStCfkgDa_EEaaXf2s5He6CJFTktzCJkM 6-1-5 Scale = 1:11.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d i PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.15 3-6 >494 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.14 3-6 >535 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) =0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 321/0-7-15 (min. 0-1-8) 2 = 158/Mechanical 3 = 65/Mechanical Max Horz 1 = 113(LC 8) Max Uplift 1 =-182(LC 8) 2 =-149(LC 8) Max Grav 1 = 321(LC 1) 2 = 158(LC 1) 3 = 97(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-124211426 BOT CHORD 1-3=-1660/1362 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opst BCDL=5.0psf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 1=182, 2=149. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ' 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee P.E. #34869 1109 Coastal Bay. Boynton Beach, FL 33435 j o russ I russ I ype Qty y A0338497 58113 li JL Jack -Open 1 1 Job Reference (optional) AtROOF T 5, FORT PIERCE, FL 34946 Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:08:07 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOVVV- r4y5uXHpgrStCfkgDa_EEablf005CH6CJFTktzCJkM 5-11-12 r r— — 3-6-6 2-5-6 3x4 = 5-11-12 5-11-12 LOADING (pso'' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20. Plates Increase 1.25 TC 0.67 Vert(LL) 0.19 5-8 �>369 360 TCDL 15.$ Lumber Increase 1.25 BC 0.61 Vert(TL) 0.17 5-8 >410 240 BCLL 0. Rep Stress Incr YES WB 0.34 Horz(TL) -0.01 5 n/a n/a BCDL 10.� Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD SP No.2 BOT CHORD x4 SP No.2 WEBS x4 SP No.3 BRACING - TOP CHORD Structural woo sheathing directly applied or 5-11-12 oc purlins. BOT CHORD Rigid.ceiling di iectly applied or 4-3-11 oc bracing. MiTek recom • ends that Stabilizers and required cross bracing Pe installed during truss erection, in REACTIONS. 1 = 3 = 5 = Max Horz 1 = Max Uplift 1 = 3 = 5 = FORCES. (lb) Max. Comp./MZ except when sI• TOP CHORD 1-2=-485/1627 BOT CHORD 1-5=-1779/520 WEBS 2-5=-539/1153 7-15 (min. 0-1-8) 61 /Mechanical 193/Mechanical 11O(LC 12) -319(LC 8) -68(LC 12) -249(LC 8) Ten. - All forces 250 (lb) or, less NOTES- 1) Wind: ASCE7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS.for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except at=lb) 1=319, 5=249. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale = 1:11.4 PLATES GRIP MT20 244/190 Weight: 22 lb FT = O% Julius Lee, P.E: #34869. 1109 Coastal Bay. Boynton Beach,FL 33435 4 Y o russ russ Type ty y ' I A0338498 58113 JM Comer Jack 1 1 ' Job Reference (optional) I Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:07 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOV W--r4y5uXHpgrStCfkgDa—EEagxf2Q5Dz6CJFTktzCJkM 3-10-3 7-8-5 E 4x8 = 6 3x4 = Scale = 1:14.7 7-8-5 7-8-5 Plate Offsets (X,Y)— [1:0-0-3 0-2-0j,[6:0-1-14,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.07 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.18 6-9 >504 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(rL) -0.01, 6 n/a n/a BCDL 10.0 Code. FBC2010frP12007 (Matrix-M) Weight: 31 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0 BRACING - TOP CHORD' Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 341/Mechanical 4 = 105/Mechanical 6 = 243/Mechanical Max Horz 1 = 142(LC 8) Max Uplift 1 =-184(LC 8) 4 =-114(LC 8) 6 =-118(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-710/461,2-3=-728f779 BOT CHORD 1-6=-954f760 WEBS 3-6=-804/1007 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Enci., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber bOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=1b) 1=184, 4=114, 6=118. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard' Julius Lee, P.E. 034869' 1109 Coastal Bay Boynton Beach,FL 33435 i Job Fruss cussType y y . A0338499 58113 AJack-Open 2 1 Job Reference (optional) Al KUUl- 1 FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:08 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7iIzCOV W-S 1 eKIEYva—zJVMEwEw6DnS6vG3U7gkuFRz?1 GJzCJkL 3-8-0 Scale = 1:7.5 0 N l 0-10-8 12-9-8 Plate Offsets Y)— r1:0-5-2,Edgel, f1:0-0-4,Edgel LOADING(psf)i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 8 >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 FBC201 O/TP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 4 SP No.2 4) ' This truss has been designed for a live load of BOT CHORD 4 SP No.2 20.Opsf on the bottom chord in all areas where a WEDGE Left: 2x4 SP Noy rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5) Refer to girder(s) for truss to truss connections. Structural wood heathing directly applied or 3-8-0 oc 6) Provide mechanical connection (by others) of truss purlins. to bearing plate capable of withstanding 100 lb uplift BOT CHORD atjoint(s) 2, 3 except at=lb) 1=122. Rigid ceiling dir tly applied or 10-0-0 oc bracing. 7) "Semi -rigid pitchbreaks with fixed heels" Member that Stabilizers and required end fixity model was used in the analysis and design of this truss. MiTek recomrronds cross bracing O� installed during truss erection, in 8) Warning: Additional permanent and stability accordance with Stabilizer Installation uide. 11 1 bracing for truss system (not part of this component design) is always required. REACTIONS. (I /size) 2 = 62/Mechanical 3 = 48/Mechanical LOAD CASE(S) 1 = 214/0-8-0 (min. 0-1-8) Standard Max Horz 1 = 56(LC 8) Max Uplift 2 = -49(LC 8) 3 = -27(LC 8) 1 = -122(LC 8) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shod n. NOTES- 1) Wind: ASCE 7- 0, Vult=170mph (3-second gust) Vasd=132mph; T�DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. ll; Exp D; Eno., GCpi=0.18; MWFRS (envelope) and C-C Exterior(R) zone; cantilever left and right exposed ; end ve Ilical left exposed;C-C for members and forces & M RS for reactions shown; Lumber DOL=1.60 plate g p DOL=1.60 2) Plates checkedl Tor a plus or minus 0 degree rotation about its center. 3) This truss has en designed for a 10.0 psf bottom chord live load noi,oncurrent with any other live loads. Julius. Lee, P.E. #34866 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ I cuss rype y y A0338500 58113 JO Jack -Open 2 1 Job Reference (optional) N I muur i muooco, rum l ricmR c, rL -- R un: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:08:08 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-Si eKl EYva_zJVMEwEw6DnS6v43TegkuFRz?1 GJzCJkL 3-11-0 n-11-n Scale = 1:7.8 i 2--i 0-8 , 3-11-0 1 0-10-8 3-0-8 Plate Offsets (X,Y)— fl:0-5-2,Edge], [1:0-0-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.01 8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 8 >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/TPI2007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 71/Mechanical 3 = 51/Mechanical 1 = 22410-8-0 (min. 0-1-8) Max Horz 1 = 60(LC 8) Max Uplift 2 = -57(LC 8) 3 = -26(LC 8) 1 = -128(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 3 except at=lb) 1=128. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius ILee; P.E: #34869. 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ 1 cuss Type oty Ply A0338501 ' 58113 JP Roof Special 1 1 _J Job Reference (optional) Ai Ruur i Kuz ta, runt i eitKct, FL 34a46 Run: /.02U is May 1 2u14 11nnt: 7.62u s May 1 2014 MiTek Industries, Inc. Tue May 27 12:08:08 2014 Page 1 ID:pb?pAvBo94GXrsdDaZC7ilzCOWV-Si eKl EYva_zJVMEwEw6DnS6tC3TXgk4FRz?l GJzCJkL 14-6 3-2-13 14-6 1-10-7 2.29 F12 Scale =1:7.6 3 5 4 6 3x8 11 1.5x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010lrP12007 CSI. TC 0.21 BC 0.15 WB 0.05 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) 0.01 • 5 >999 360 Vert(TL) -0.01 5 >999 240 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2iic4 SP No.2 BOT CHORD 2 4 SP No.2 6) Refer to girder(s) for truss to truss connections. WEBS 2 4 SP No.3 7) Provide mechanical connection (by others) of truss BRACING- to bearing plate capable of withstanding 100 lb uplift TOP CHORD • atjoint(s) 6, 4. Structural wood heathing directly applied or 3-2-13 oc 8) "Semi -rigid pitchbreaks with fixed heels" Member purlins, except nd verticals. end fixity model was used in the analysis and design BOT CHORD of this truss. Rigid ceiling directly applied or 10-0-0 oc bracing. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component MiTek recommi nds that Stabilizers and required, design) is always required. cross bracing q0 installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (I,/size) Standard 6 = 132/Mechanical 4 = 132/Mechanical Max Horz - 6 = 38(LC 9) Max Uplift 6 = -76(LC 8) 4 = -85(LC 12) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when sho n. NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; EnW., GCpi=0.18; MWFRS (envelope) and C-C Exterior(?) zone; cantilever left and right exposed ; end ve ical left exposed;C-C for members and forces & MWORS for reactions shown; Lumber DOL=1.60 plate g lip DOL=1.60 2) Provide adequqite drainage to prevent water ponding. 3) Plates checke?or a plus or minus 0 degree rotation about its center. II 4) This truss has been designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 5) . This truss ha been designed fora live load of 20.Opsf on the bottom chord in all areas where a Julius Lee, O.E. #34869 rectangle 3-6-0 tabby 2-0-0 wide will fit between the 1109 Coastal Bay bottom chord and I ny other members.' Boyritori Beach, FL 33435 Ivss I fuss Type Q ty y ' A0338502 lJob 58113 JQ Jack -Open 1 1 ' Job Reference o tional I Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:08:09 2014 Page 1 I D:pb?pAvBo94GXrsdDaZC7ilzCOVVV-xECIWa7-XLH5A7Wp6oddSJff3ETg4ZA8PgdkaolzCJkK 2-11-14 j 2-11-14 Scale =1:6.6 0-10-8 2-11-14 0-10-8 2-1-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0:13 Vert(LL) -0.00 4 >999 360 MT20 244/,190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.00 4 >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 FBC2010JTPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 213/0-8-0 (min. 0-1-8) 2 = 50/Mechanical 3 = 1/Mechanical Max Horz 1 = 42(LC 8) Max Uplift 1 _-124(LC 8) 2 = -51(LC 8) Max Grav 1 = 213(LC• 1) 2 = 50(LC 1) 3 = 20(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber' DOL=1.60 plate grip DOL=1.60 2) Plates checked for a 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 loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2 except Ot=1b) 1=124. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard i JuliusiLee, P.E. #34969' 1109 Coastal Bay Boynton t3each, FL 3343.5 r O Truss Truss Type ty y A0338503 58113 I JR Jack -Open 1 1 Job Reference (optional) Ai rtwr i, FORT PIERCE, FL 34946 Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue May 2712:08:09 2014 Page 1 W ID:pb?pAvBo94GXrsdDaZC7iIzCOVxEgWaZXLH5A7Wp6oddSJff5RTrWZA8PgdkaolzCJkK 1-10-1 Scale = 1:5.6 1-6-8 1-6-8 1-10-1 0-3-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2 4 SP No.2 4) ' This truss has been designed for a live load of BOT CHORD 2 4 SP No.2 20.Opsf on the bottom chord in all areas where a BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD Structural wood 'Iheathing directly applied or 1-10-1 oc bottom chord and any other members. purlins. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss BOT CHORD to bearing plate capable of withstanding 100 lb uplift Rigid ceiling dire tly applied or 10-0-0 oc bracing. at joint(s) 3, 2, 1. MiTek recomm nds that Stabilizers and required 7) "Semi -rigid pitchbreaks with fixed heels" Member cross bracing b� installed during truss erection, in end fixity model was. used in the analysis and design accordance wito Stabilizer Installation Quide of this truss. 8) Warning: Additional permanent and stability REACTIONS. (lb/size) bracing for truss system (not part of this component 3 =-1lMechanical design) is always required. 2 = e/Mechanical 1 = 158/0-8-0 (min. 0-1-8) Max Horz LOAD CASE(S) 1 = 26(LC 8) Standard Max Uplift 3 = -1 (LC 1) 2 = -11(LC 8) 1 = -90(LC 8) Max Grav 3 = 3(LC 3) 2 = 8(LC 1) 1 = 158(LC 1) FORCES. (lb) Max. Comp./Max. en. - All forces 250 (lb) or less except when sho NOTES- 1) Wind: ASCE 7-p10; Vult=170mph (3-second gust) Vasd=132mph; T , DL=5.0psf; BCDL=5.Opsf, h=26ft; Cat. II; Exp D, En ., GCpi=0.18; MWFRS (envelope) and C-C Exterior( zone; cantilever left and right exposed ; end ve cal left exposed;C-C for members and forces & M S for reactions shown; Lumber DOL=1.60 plate gn DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has b en designed for a 10.0 psf bottom Julius Lee; P.E..#34869: chord live load no concurrent with any other live loads. 1109 Cbastal Bay Boynton Beach, FL 33435 Job I russ I russ I ype Qty ply A0338504 58113 K01 G Roof Special Girder 1 4 Job Reference (optional) cuur TRUSSES, FORT ritnct, FL 34946 Run: 7.52o s May 1 2014 Print: 7.520 s May 12014 MiTek Industries, Inc. Tue May 2712:08:10 2014 Page 1 ID:pb?pAV130 4GXrsdDaZC7ilzCOVVV-PQm5jwa96bD1kgOILL8hstC6ZsO IX1YuHU8LCzCJkJ 5-8-11 8-5-8 16-11-8 5-8-11 2-8-13 8-6-0 2.17 12 4x4 = 3x4 = 3 4x4 ,� 7x6 = 2x4 11 1.14112 16-1-1 7-8-7 Scale=1:27.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.43 7-11 >470 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.85 7-11 >241 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 307 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 3992/1-1-1 (min. 0-1-8) 1 = 4484/0-7-6 (min. 0-1-8) 6 = 471/0-3-8 (min. 0-1-8) Max Harz 1 = 40(LC 8) Max Uplift 5 = -1789(LC 5) 1 = -1981(LC 4) Max Grav 5 = 3992(LC 1) 1 = 4484(LC 1) 6 = 596(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-14409/6316, 2-3=14306/6283, 34=-19934/8720, 4-5=1753617639, 5-21=-17742/7701 BOT CHORD 1-22=3474/7988, 1-23=-6172/14155, 23-24=-6172/14155, 8-24=-6172/14155, 5-25=8665/19879, 7-25=-8665/19879, 7-26=-8665/19879, 5-26=-8665/19879, 5-27=-8665/19879, 27-28=-8665/19879, 5-28=8665/19879 WEBS 2-8=-1542/3668, 3-8=-6057/2601, WEBS 2-8=-1542/3668, 3-8=6057/2601, 3-7=730/1861 NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 4-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 5=1789, 1=1981. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 904 lb down and 424 lb up at 1-0-12. 904 lb down and 415 lb up at 3-0-12, 897 lb down and 402 lb up at 5-0-12, 897 lb down and 390 lb up at 7-0-12, 897 lb down and 386 lb up at 9-0-12, 897 lb down and 387 lb up at 11-0-12, and 904 lb down and 391 lb up at 13-0-12, and 904 lb down and 393 lb up at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-5=-70, 5-6=-30, 6-19=70, 9-13=20 Concentrated Loads (lb) Vert: 11=897(13) 22=904(13) 23=-904(B) 24=-897(B) 25=-897(B) 26=-897(B) 27=904(13) 28=-904(B) Julius. Lee, P.E. #34869 1109 Coastal Bay Boynton Beach,FL 33435 .eAt A �r e oft.-1 ROOF IN"TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance' with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords i and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. Unless specified, valley framing design, connection, material and labor to be supplied by the builder. Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 0) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 2) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 1010 Office 772-409-1015 Fax www.AItruss.com 1) 0 ^,.Abin Name: U a P Address - IsSTRUCTURAL CONNECTORS' Customer. IV0.4 MlieWCompany Contact: Number. Hangers I T? j.. N "Pill N M.1%, "0 '' 160 ' ddd .12556 bup 5%d T1 JUS24 1881, 655 750 820 510 4-10d (Header) FL821.39, 2 - 10d (Joist) 0510.01, RR 25779 LUS24 670 765 825 490 4-10d (Header) I 12-10d(Joist) T2 JU526 18814 850 975 1060 1115 4- 10d (Header) FL821.42, 4 -10d (Joist) 0510.01, RR 25779 LUS26 865 990 1070 h65 4 -10d (Header) 4 - lod (Joist) T3 MSH422 1831, - - 22 - 10d (Face - Face Max Nailing) FI.822.36, 6 - - 10d (Face - Top Max Nailing} ou- 6 - 10d (Joist - Face Max Nailing) 0303.06, 6- lod (Joist -Top Max Nailing) RR 25836, 4- 10d (Top -Top Max Nailing) 13116-R THA422 2245 2245 2245 6 -16d (Canted Member- Face Mount) 6 - I ad (Canted Member - Top Flange) 22 - 16d (Face - Face Mount) 2 - 16d (Face - Top Flange) 4 - 16d (Top - rap Flange) THA1422 1835 1835 1835 2-10dxl-112or2-lodxl-112(Carried Member) 20 - lod or2 -10d (Face) .4 -10d (Top) USP Structural Connectors T4 TH D26 1781, 2485 2855 3060 2170 Fl.13285.35 , 06- 092LOS, RR 25843 T5 THD26-2 1781, 2540 2920 3175 2285 FI.13285.35 06- 0921.05, RR 25843, 13116-R HHUS26 2 2785 3155 3405 1550 T6 THD28 178L 3865 3965 3965 2330 F1.13285.3 5 06- , 0921.05, RR 25843 HTU28 3020 4340 4680 2140 T7 THD28-2 1781, 3950 4540 4935 2595 Fi.13285.35 , 06- 0921.05, RR 25843, .13116-}t 12 -10d x 1-1./2 (Joist) 11 - IOd x 1-112 (Carried Member) 20 -10d x 1-112 (Carried Member - Max Nailing) 20-16d'(Carrying Member) 20 -16d (Carrying Member- Max Nailing) - - . 18 - 16d (Face) 12 -10d (Joist) 14 - I6d (Face) 6- I6d (Joist) 20 -10d (Carried Member - Max Nailing) 20 -16d (Carrying Member- Max Nailing 28 -16d (Face) 16 - 10d x 1-1/2 (Joist) 26 -10d x 1412 (Carried Member - Max Nailing) 26 -16d (Carrying Member- Max Natiinq) 28 - 16d (Face) 16 -10d (Joist) HHUS28-2 42I0 14770 5140 12000 - - 12 -16d (Face) 8 -16d (Joist) HTU28-2 3820 4340 4680 3485 - - 26 - I0d (Carried Member -Max Nailing) 26 -16d (Carrying Member- Max Nailing) T8 THD46 1781. 2540 2926 3175 2285 - - 18-16d(Face) FL13285.35 12 - 10d (Joist) , 06- 0921.05, 13116-R USP Structural Connectors ` HHUS46 2790 3I60 3410 I550 14 -16d (Face) 6 -16d (Joist) T9 THD48 1781. 3950 4540 4935 2595 28 -16d (Face) FL13285.35 16 - 10d (Joist) 06- 092i.05, RR 25843, 13116-R HHUS48 4210 4770 5140 2000 - 22 - I Gd (Face) 9 -16d (Joist) T10 TH DH26-2 1881, 3915 4505 4795 2235 - 20 -16d (Face) F1.821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 - - 20 -16d (Face) 8 -16d (Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 20 -16d (Face) FL821.75, 8 -16d (Joist) 06- 0921.05, RR 25779 HGUS26 3 4355 4875 5230 2155 20 -16d (Face) 8-16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 - 36 - 16d (Face) FL821.77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 TMDH28-3 188:4 6770 7785 8025 2665 36-16d(Face) FL821.77, 12 - 16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - 36 -16d (Face) 12 -16d (Joist) USP Structural Connectors 1 Name: YIMUCTURAL,;� ONNECTORS' Address: Customer: A M Contact: Numbern. Fastener oOWFEEmpany cmparison Table �u=� �. _:�•.l'}- l ..+ ��ii-^'.Gi+ry ��;� - a �- _�— ^:_L=]y �yb - - "^T'`c.'.-^_.-'-,.�vv.=•^ _�.il�' a-5� ^:- _ �t/--^..^:z'.J' y,��_t-•F,Li-^--_si-� _";�'_u•`r_--_-�,-Y--•.._.L:s�.��e"i.•i_23:y^.If-""t's•`._uua""'a'�;=--,f_°�-s'a'v a��il,-Y._J"'._:`-�=.x_ �.�_'' � ._r._�-.�-�+�' — _�v.'f.�iz t+_:4... � a�� Syti.:c�F.K' �- f„�-?��. Connectar-_Schedaie�n�- A ��•�;;_A., .. = .. '.'-,?c..ti �� fi* ...-.:t`�.:..v1 ...3s��,a: -Y• .i _� :.�:-=-: '.5.... ,' .:.-.:?a'Sr .vr -•� - '}sire - .��^4�=^ - e:-,L�.•_ �;ix9 4Gid ,- r`-:r x[alielcUSP[Stocl� Ffos "^^'•^-.-._.�'�..axc=+:.:__^9T'w V+.£aS'�-:�^-a.°i`k-,-_� 'Ty" -;. ': �--eq e erst:; �.+_.. �. .'.'%::' -�-�4 ia.. Refemnee:Na� �_� �.. 4w-✓1-r' -= -_ et�"4a;,%�i^:y.f-=^�R •r"ri =—v _ - -air _ �t .�w:Reguii?diFasfeneis -:- - TI JUS244 4 - 10d (Header) LUS24 4 - 10d (Header) 2 -10d (Joist) 2-10d (Joist) - TIO THDH26-2 20 -16d (Face) HGUS26-2 20-16d (Face) 8 -16d (Joist) 8716d (Joist) T11 THDH26-3 20 -16d (Face) HGUS26-3 20-16d (Face) 8 -16d (Joist) 8 -16d (Joist) - T12 THDH28-2 36-16d(Face) HGUS282 36-I6d(Face) 10 -16d (Joist) 12-16d (Joist) - T13 THDH28-3 36-16d (Face) UGUS28-3 36-I6d(Face) 12 -16d (Joist) 12 -16d (Joist) - T2 JUS26 4 -10d (Header) LUS26 4- IOd (Headerl 4 -10d (Joist) 4 - IOd (Joist) - T3 MSH422 22 -10d (Face - Face Max Nailing)- THA422 6-16d (Carried Member - Face Mount) 6 -10d (Face -Top Max Nailing) 6-10d (Carried Member- Top Flange) 6 -10d (Joist - Face Max Nailing) 22 -16d (Face - Face Mount) 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Flange) 4 -10d (Top - Top Max Nailing) 4-16d (fop - Top Flange) - T4 THD26 18 -16d (Face) HTU26 11- IOd x 1-112 (Carried Member) 12 -10d x 1-1 j2 (Joist) 20 - IOd x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member - Max Nailing) - TS THD26-2 18 -16d (Face) HHUS26-2 14 -16d (Face) 12 -10d (Joist) 6-16d (Joist) - T6 THD28 28-16d(Face) HTU28 26- 10dxl-W XarrkdMember- 16 -10d x 1-1j2 (Joist) Max. Nailing) 26 -16d (Carrying Member - Max Nailing) 177 THD29-2 28 -16d (Face) HHUS28 2 22-16d (Face) 16-10d (Joist) 8-16d (Joist) - T8 THD46 18 -16d (Face) HHUS46 14-16d (Face) 12 -10d (Jaist) 6-16d (Joist) - T9 THD48 28 716d (Face) HHUS48 22-16d(Face) 16 -10d (Joist) 8 -16d (Joist) r I 9 Address STRUCTURAL. Customer. CONNECTORS' A i►9iTak'Company Corttacb Number. P t3 • �e s_ JUS24 (Qty.1) THDH26-2- (Qty.- I) THDH26-3 (Qty.-1) THDH23-2 (Qty.1) THDH28-3 (QV. 1) JUS26 (Qiy.' 1) ' _ Y .ate ~: flange �f. "•P C dy - v izight flange `- MSH422 (Qty. 1) THD26 (Qty.- 1) THD26-2 (Qty.-1) Left :�'. Left ��; flange flange.�� I w� - -e G- e t•.._ �-� €��` � +Y ` si ,:?= :.ram Right Right flange flange THD28 (Qtjr 1) THD28-2 (Qty.-1) THD46 (Qty_ 1) USP Structural Connectors j I TH Name: Address: Customer: Contact Right flange Pty.11 Number. USP Structural Connectors I I 4RNc�1SET FiL-6 ,IdtDpar Truss t t • - _ ' - - '- -•'- - .. I w-, 5-» 4 a"t 2-1 5d o-o-6 toe nark 4 statei = TYPICAL HIPJACK CONNECTION -PSTBK MAX 55 PSF MAX ROOF LOAD NAK 170 MPH EXC H=2& MAX HALE) 4 24 V-, 2, t2 t1$IIF� 3a4 I wuLSD 3 l NneID Ty r I 14AUD i n a all comerjack t1 -Wth 2-15d toe n3ilsTCeCtap. sl u R >t 14 -15 7 7s 1 S 6 1131L1� tTA1L0 7Sx: n NA1113? _ 3:4= 3x�— NAILED NAB-rD 24-str3p64Odr1-7 1 e?rh Ind i LOADING (psQ SPACING 240 CS! DEFL In (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase US TC 0.71 Vert(LL) -GM 6 7 >999 350 Mm 2441190 TCOL 15.0 Lumber Increase 1.2S BC 0649 Vert(TL) -0.09 6=7 >999 240 BCLL 0.0 ' Rep Sires Inrr. NO WB 0.50 Hoa(M 0.01 5 M WA nia BCDL 10.0 Cots' FRC2010FTPl2M7 (Matrix M) Weighk :1b FT - 0 WfdHER BRACING TOP CHORD 2x4 SYP M 38 TOP CHORD - Structural wood sheathing directly applied or 8.0-0 oc pudins BOT CHORD 2x 4 SP NtL2 BOT CHORD Structural vmod sheathing directly applied or B-94 on bracing. i WEBS 2x4 SP Na.3 MTek rends that Stablizers and requbedcross bracing be Installed during truss erection, in accordance vdth Stabilizer Installation duide. REACTIONS pbrsrze) 4-183i6Aechanic42-60&V-10-15 (min. b 1 B), fi-35?�Mechzttica! Max Horz2-308(LC 4) Max UpDIt4--1S5(LC 4), 2--382(LC 4), lib-159(LC 8) Max Gr v4•219(LC 2) 2-73'(LC 2), fi-412(LC 2) FORCES (lb) - 161=CompiMa:L Ten. -All forces 250 (lb) orless except when shown. TOP CHORD 2-1'l.-E?33i645,11-12--856r307, 3-12--845i303 BOTCHORD 214- fiE1/848, 14-15-�34/B=B,7-15�3'3+848, 7-t6n-439/848, itt6- 43_1849 WEBS 3-6-916i473 NQTES 1) Wlnd:ASGE 7-10;170mph (3-second gust) Vasd=132rnph; TCDL-5.0psf; BCDL-S.Opsl; h-251t, Crt. Ih, Exp C; Encl., GCPI-(LlB; MNIFP.S (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33 2) This truss Is not designed to support a celling and is not Intended for use veoere aesthetics are a consideration- 3) Plates checked fix a plus or minus 0 ftree rotation about Its center. 4) This truss has been designed fora 10.0 psf bottom chord Due load nonconcurrent with any other live loads 5) ' This truss ha been designed for a 8ve load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 lag by 240-0 wide vRO fit between the bottom chord and any other members. • I' I ```111ttlill�f�T � \3s wS•1c N 34869 _�a1r Luz STATE OF �..fi40RIDP` • Gi�� llrtltltt� 1109 COASTAL BAY BOYNTON BC,FL 33435 10120/'12 TYPICAL ALTERNATE BRACING DETAIL FOR ---EXTERIOR- FLAT GIRDER TRUSS 12 TRUSS -24' ox, U PLJFT CONNECTION , SEE R.00F TRUSS EX TERI OR ' FLAT GIRDER 'SIMPSON H5 4 12d MAX 30" (2'--5")- 2x6 2 SP BOTH FACES 24 �. �. _ •••'~ N 334�48t6Aj19 (�J� 17 (��J • w iO STATE OF •;'�� 's; QNAL`�� 1`� 1109 COASTAL .BAY BOYNTON BC,FL 33435 10/29/22 STANDARD PIGGYBACK TRUSS I1=EBRUARY 14, 2D12 I CONNECTION DETAIL. (PERPENDICULAR) I ST PIGGY-PERP.'I o a MiTek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TiRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGY-BACKTRUSS (CROSS-SECTION VIEW) Referto actual trigs design drawing fog aditmai piggyback truss information. NEARSIDE Wi-ek ft&stiM Chesterfield, MG rage 1 of 1 MAX MEAN ROOF HEIGHT= 30 FEET BUILDING CATEGORY 11 WIND EXPOSURE 8 or C WIND DESIGN PER ASCE 7-913, ASCE 7-02, ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UPTO 140 LSS JADAMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS.' ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) -16d O.131' XD-5'j NAILS /FAR SIDE FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base cuss information. NOTES FORTOE-NAIL: t. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OFTHE WOOD. NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY: 2 THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LIMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES - a PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPUFT AT CONNECTING POINT. i * • N 34869 j i ° STATEOF 1109 COASTAL BAY BOYNTON BC,FL 33435 '1D/lg%12 I C '. 6 1 RY 14. 2012 1 Standard Gable End Detail SHEET2* ® MTek Industries, Chesterfield, MD Page 2 of 2 �} ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 247 ox. HOR17-ONTAL BRACE 2r5 DIAGONAL BRACE SPACED e8- O.C. (SEE SECTION A -A) ATTACHED TD VERTICAL WITH (4) -1 rd Inc. Roof Sheathing--, , COMMON WIRE NAILS ANDATFACHED TO BLOCKING WITH (5) -1od COMMONS. 1'-3' THE RESPONSIBILITY OFTHEBLDG DESIGNER OR jNAIL PROJEOT ENGINEERIARCHTECTTO DESIGN THE DIAGONAL BRACETO AIL I GON BRA ING DIAPHRAGM AND ITS ATTACHMENTTO THE -L d NAILS 3SES RESIS TALL OUT OF PLANE LOADS THAT RESUL FROM THE BRACING OFTHE GABLE ENDS 2X 4 PURL04 FASTENED TO FOUR TRUSSES WITH TWO M NAILS EACH. FASTEN PURLIN \ TO BLOCMG W/Ti`101 EdNAILS (MIN) Diag. Brace at 1l3 points � \ \ \ PROVIDE 2x4BLOCKING BETWEEN THE TRUSSES SUPPOI TINGTHEBRACEANDTHETWOTRUSSES it needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITj H (2) -1 ad NAILS AT EACH END. ATTACH DIAGONALBRACETOBLOCIONG WITH M -10d COMMON WIRE NAILS. End Wall :- f' I CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCi U; 4L GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 111, ATTACH A MATCHING GABLE TRUSS TO THE INSIDE CABLE TRUSS FACE OF THE STRUCi URAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE METHOD 2 ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALO' IG MEMBER ON" THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL tIAILING SCHEDULE. SCABS ARETO BE OF THE SAME SIZE GRADE {ANO SPECIES ASTHE TRUSS VERTICALS NAIUNG SCHEDULE: - FORWIND SPEEDS 120 MPH (ASCE7-98, 02, O5),150 MPH (ASCE7-10) OR LESS, NAILALL MFMBEOS WITH ONE ROW OFlod (131- XX) NAILS SPACED 5-Q.C. - FOR W D SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05).150 MPH (ASCE 7.10) NAIL ALL ME1 WITH IW O ROWS OF 10tl (131- X 37 NAILS SPACED 5- O.C. (2X 4 STUDS MINIMUM) MA MUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE ' VAUDANDARETOBEFASTENED TOTHESCABSOR hVLAYEDSTUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ONTHE P ERIORSIDEOFTHESTRUCTURE. S-i RUCMTU AN ADEQUATE DIAPHRAGM OR OTHER METHO, Q�j CING MUST GABLETRU BEPRESENTTOPROVIDE FULL LATERAL tjRaORf OTTOM I CHORDTORESISTALLOUT OFPLANE 'dA S�E INGk' VOWN INTHIS DETAIL IS FORTHE VERTICA S $.- 'y -=., • f `� � • �GENSF' •_ �� '• •.' NOTE :THIS DETAIL IS TO BE USED ONLY FOR N 34869 STRUCTURAL GABLES W ITH INLAYED ' STUDS.TRUSSESWITHOUTINLAYED Si IDSARENOTADDRESS@HERE LLr STATE OF STANDARD �i� FLORIOP.-'• GABLETRUSS !�� ... A1_ 1 ��frl)IIII►�� 1109 COASTAL BAY BOYNTON BC,FL 33435 STANDARD PIGGYACK FEBRUARY 14, 2012 TRUSS CONNECTIONBDETAIL . I ST:PIGGY--PLATE I R �laa � 00 0� a Mr i ek Industries, Inc. This detail is appricabie for the fallowing wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7 05, ASCE 7-10 Wind Standards under alr enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplifts. !VOTE: This Detail is valid for one ply trusses spaced 24" o c. or less. PIGGYBACKTRUSS Beier to actual truss design drawing for additional piggyback truss information. I SPACE PURLINS ACCORDING TO THE MAXIMUM SPACM ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED W MC.}. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOW- Mi rek industries, Cha-teff m. Mo Page 1 of 1 Attach piggyback truss lathe base truss with h 3"x8" TEE -LOCK I' Mul i-Use connection plates spaced 98" o.c Plates shall be pressed into the piggyback truss at Qr o.c. staggered from each face and nailed to the base truss with four (4)- 6d (1.T x0.099") nails in each plate to achieve a maximum uplift capacity of 3irr ibs j at each 3"x8' TEE -LOCK Mufti -Use connection plate. (Minimum of 2 plates) Attach each purlin lathe top chord of the base truss. (Puriins and connection by others) 13ASE TRUSS Refer to actual truss design drawing for additional base truss information. �� `US • S =� j ��i � �ti�•"�CE1V5F ••�� * • N 34869 I �LU a • STATE OF /� of vl tAt i 1109 COASTAL BAY BOYNTON BC,FL 33435, 10/19/12 f 1 'Y FEBRUARY 14. 2012 II m CC C3 �O I► a Mi r.k Industries, Inc. SECURE; VALLEY TRUSS W/ONElflOWOF16d NAILS 6 O.C. II` TRUSSED VALLEY SET DETAIL I ST VALLEY SYP GABLE END. CM -WON TRUSS A Ti ek Industries, ChestwffeU. MO Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5' X 0.131" = iSd 2. INSTALL. VALLEY TRUSSES (24" O.C, MAXIMUM) AND SECURE PER DETAIL A 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUILIVANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. S. NAILING DONE PER NDS - Ot S. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 7. ALL LUMBER SPECIES TO BE SYP. SASETRUSSES VALLEY TRUSSTYPICAL LIABLE END. COMMON TRUSS r_.enee •ra..os WIND DESIGN PER ASCE 7•98. ASCE 7-02. ASCE 7-05 120 MPH / WIND DESIGN PER ASCE 7-la 15D MPH MAX MEAN ROOF HEIGHT a 30 FEET ATTACH 2x4 CONTINUOUS N0.2 SYP ROOF PITCH — MINIMUM 3;12 MAXIMUM 1Di12 TO THE ROOF W/TWO l5d (0.131" X 3.5") NAILS CATEGORY It BUILDING INTO EACH BASE TRUSS. ECPOSURE C OR B WIND DURATION OF LOAD INCREASE : 11g0i I I I MAXTCPCHORDTOTALLOAD—sAPY �1/7 MAX SPACING — 29 0_C. (BASliiJ , MINIMUM REDUCED DEAD 1,D F• ON THE TRUSSES ` ' �JOENS�r'' ' N 44869 ^� �_ C) 1D 19/12 � STATE OF . IA�IMUM V SHEATHING) /S;QNA T' 'li ' 1109 COASTAL BAY BOYNTON BC,FL 33435 r 4 OCTOBER 1. 2006 LATERAL TOE -NAIL DETAIL ST TOENAIL SP I �aflQ a MiTek Industries, Inc. MTeklnffi s. Chesterfield.MO Page 1 oF1 NOTES: I. TOE -NAILS SHALL BE DP.IVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OFTHE MEMBER END AS SHOWN. ? THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (IbJnail) DIAM. SYP DF HF SPF SPF-S O 131 98.0 00.6 69 9 MA 59.7 J.135 93.5 BS 8 74.2 72.6 63.4 ie .162 100.8 99.6 86 84 5 73E ai Z .128 742 67.9 -3.9 57.5 50.3 .131 753 1 M.5 603 59A 51.1 j .148 R7 4 74.5 64.6 63 2 525 m VALUES-%i0VYJ AF--- CAPACITY PER TOENAIL APPUCABLE DURATION OF LCIAD INCREASES MAY BE APPLIED. EXAMPLE (3)-16d NAILS (.162' dlam.x 3SI WITH SPF SPECIESBOTTOM CHORD Formed duration increase of 1.15: 3 (nails) X 84.5 (Ibfnail) X 1.15 (DOL) = 291.51b Maximum Capacity ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN) ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW 2 NAILS NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (bsl 3 U41LS x ---4 NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30° TO 60° 45.009 `�,1111tlIlJt��r ......... � us . S-k sF.��% N3069 _ `p -- 10/39/12 STATE OF �i •'•.R ORTDP .= r 1109 COASTAL BAY. BOYWON BC,FL 33435 0 I ER 1, 2006 UPLIFT TOE -MAIL DETAIL I ST TOENAIL UPLIFT 1��(�--( ® Wrek Industries, Cha-mrfietd, Mo • Page 1 of 1 ]l 11 1 NOTES: tttt IIIIIIII 1111 i. TOE MAILS SHALL BE DRIVEN A7` AN ANGLE OF 30 pEGREES WITH THE MENDER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSEE. VALUE OF THE BOTTOM CHORD SPECIES istries, Inc. OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW NFAR TO] OF VleAS SHOM ARE FOR FAR I DE ILLUSTRATION PURPOSES ONLY TOENAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail) DIAM SYP DF I HF I SW SPF S 0 .1311 1 58.5 1 45.1 315 F_2_9_.QF 20.3 J.136 I 50.3 47S 325 30.7 1 209 io .161 I 72.3 57.0 39.1 36.8 1 25.1 z 128'' 53.1 41 28.7 27.D 18 A OJ 1311 54.3 428 293 27.7 182 N 149,' 6t A 48.3 312 31.3 21.3 m II 0 .120 459 36.12 748 23A 159 O .1281 49.0 38.6 26.5 25.0 17.0 b .13111 50.1 39.5 27.1 25.5. 17.4 .148 55A 443 30.5 26.9 19.6 VALUES SHOW ARE CAPACITY PI&4 TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. EXAMPLE: (3) -16d NAI (.162" diam. x 3.5) WITH SPF SPECIES TOP PLATE For Wnd D IL of 133: 3(pails) X 361.8 (Ibfnail)X 1.33 (DOL for wind) = 146.81b Maximum Allowable Upffit Reaction Due To Wind For'vMnd D L of 1.60: 3 (nails) X 3 .8 (lb[na11)X 1.60 (DOL fore ind)=176.6lb Maximum Allowable Uplift Reaction Due To Wind If the uplift re on specified on the Truss Design DravAng is m ra than 146.8 Ibs (176.6lbs) another mechanical u lift connection must be used. USE (3) TOR -NAILS ON 2A BEARING WALL ^' USE (4) TOENAILS ON 24 BEARING WALL END VIEW 10/19/12 `,,`111111f1JJf�/ GEN •, i N 34869 •' _3 �- • STATE OF ,,,'ONAL1��`�. 1109 COASTAL BAY BOYNTON BC,FL 33435