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HomeMy WebLinkAboutTrussJULIUS LEE P.E. 1109 COASTAL BAY BOYNTON BEACH, FL 33435 FL P.E.# 34869 LOADING a x LIVE LOAD DEAD LOAD 0 o m u LIVE LOAD DEAD LOAD TOTAL LOAD DURATION FACTOI THE 0 MARK/TRUSS LABEL REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING 26-08-00 n ! � p `k I CJ3 o1; O W k F j ;� CJ3 CJS s 11 �==='� CJS � w ' A01G 2-01 K00 A02 2-0 -00 A03 2-0 -00 4- A04 2-0 -08 .A05 1-1 -08 _.. - A05 2-00-00 FLAT CEILINGS U-- ADS o0 - 2-00-00 i I 2-00-00 ADS 0 A05 0 0 2-00-00 0!: v A04 2-0 -00 A03 2-00-00 A02 2-0 00 y d c > 1 0 -00 0 -7 ....... E a CJS 2-0 -00 c r s CJ3 - " o ' 0 _ 2-0 -00 3 R-4 N u � 2-0 00 II 5 2-0 -00 .. 7 � .., -. eaz 2- -oo ©QTY. 4 HUS26 Bo1G o o n CJ3 o - �— — -a CJ3 € g t o o pp (( Ci U U 11-08-00 15�00-00 - N/—S CNA e Z� i� 6. %Ty'PICAL END DETAIL 3-15 FOR BRACING & ERECTION DETAILS REFER TO BCSI-03 AND/OR ENGINEER OF RECORD WIND LOAD SYM HANGER SYM HANGER DRAWN -TW REV DATE BY DESCRIPTION It is understood that above conditions have been reviewed &are acceptable for the fabrication at trusses, elevations,160 pitches, overhangs, fascias,ceiling elevations/pitches, bearing conditions & all detail pertaining to this Vuss placementREVIEWED plan. No back charges will be accepted without previous written approval from an A-1 Roof Trusses representative. APPROVED /OREVISE APPROVE TECATEGORY BY 17 X !i_ ASCE7-SO ® LUS24 1 THA422 DATE -6/26/12 - - - - MPH LUS26 H HHUS46 II C HUS26 J THIA26 SCALE NOT TO SCALE - - - EXPOSURE B D HTU28 K - - - JOB M -54659 FLOG CODE FRC2010 TPI-2007 E HTU26-2 L MASTER - - - OF, HTU28-2 QM - - - BUILDER —__EMPORIUM JOB NAME-JAHSCH RES CMMNTY LOT --- 12 4.00 A-1 ROOF TRUSSES A FLORIDA CORPORATION Ph 772.409-1010 / Fax 772-409-1020 httpl/www.al truss.com A-1 ROQF TRUSSES A FI 0IRIUA00R00RA71CN 4451 St. Luci Blvd. / Ft. Pierce, FI. 34946 772-409-1010 / 800-525-0126 / 772-409-1020 (fax) Location Information Job Number: 54659 Contractor/ Builder: EMPORIUM HOMES Project Name: JAKSCH RES Occupancy: Project Address: SFR Lot # Block # Model # JAKSCH RES County: Subdivision: ST. LUCIE Design Instructions Design Criteria: ASCE 7-10 Wind: 160 MPH Computer Program Used: MITEK INDUSTRIES Truss Company: Al Roof trusses Ltd Loading Instructions ROOF LOAD Top Chord Live Load 20.0 Top Chord Dead Load 10.0 Bottom Chord Live Load 0.0 Bottom Chord Dead Load 10.0 Total Load 40.0 Duration Factor 1.25 FLOOR LOAD Top Chord Live Load 0.0 Top Chord Dead Load 0.0 Bottom Chord Live Load 0.0 Bottom Chord Dead Load 0.0 Total Load 0.0 Duration Factor 0.0 As witness my seal, I hereby certify that this serves as a cover sheet in conformance with Chapter 61 G15-31 Section 003 of the Florida Board of Professional Regulation. This package includes a truss index sheet and truss drawings. Julius Lee, PE / Florida Certification Number 34869/ 1109 Coastal Bay, Boynton Beach, FL 33435 6/26/2012 * N 34869 r ?6 :z STATE OF _�� i FCORIDP. 1109 COASTAL BAY BOYNTON BC,FL 33435 The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed below and attached. The suitability and use of each component for any particular building is the responsibility of the Building Designer, perANSI/TPI 1-2002 Section 2 and ANSI/TPI/WTCA Section 2. The identity of the structural Engineer of Record did not exist as of the seal date per section 61 G15-31.003(5a) of the Florida Administrative Code. i 0 A—'1 RUUF TRUSSES A i-i owuac0R'3eRA710n 4451 St. Luc! Blvd. / Ft. Pierce, FI. 34946 772-409-1010 / 800-525-0126 / 772-409-1020 (fax) The grades of all lumber used in those products manufactured by A-1 Roof Trusses shall be equal to or greater than the grade noted in the drawings prior to cutting. The design values of visually graded lumber shall be as set forth in particular grading agency publications. To the extent published design values are changed, A-1 Roof Trusses will incorporate such changes for newly permitted projects only. A-1 Roof Trusses otherwise makes no warranty or representation as to lumber grade of design values. NO' TRUSS TRUSS ID 1 A01G A0075323 2 A02 A0075324 3 A03 A0075325 4 A04 A0075326 5 A05 A0075327 6 A06G A0075328 7 B01G A0075329 8 B02 A0075330 9 B03 A6075331 10 B04 A0075332 11 CJ1 A0075333 12 CJ3 A0075334 13 CJ5 A0075335 14 HJ5 A0075336 15 HJ7 A0075337 16 J5 A0075338 17 J7 A0075339 18 MG7 A0075340 19 MV2 A0075341 20 MV4 A0075342 21 MV6 A0075343 6/26/2012 Julius Lee, PE / Florida Certification Number 34869 Seal Applied to the Right Job Number: 54659 1'11 I I I I *' N 34869 P.�_ dg _ 70 W �� STATE OF _�` i FCORIDP. ' C-) 1109 COASTAL BAY BOYNTON BC,FL 33435 Index Sheet for Drawinqs Job I cuss Truss I ype ty y 54659 AO1G Hip Truss 1 1 1 A0075323 Job Reference (optional) A i ROOF i Ruoxa, FOR i NERCE, FL 34946 Kun: /.33U s uec 2U 2u11 Pnnt 7.330 5 UeC 20 2011 MTek Incustries, Inc. Tue Jun 26 13:10:1 FJ`o12 Page 1 ID:u17s65OVTn5aGl8j?2U3hJz3nDA-Rd3AtQmVF2XBx3gAllIvRuxhZ?aBUTJ;' '3spt172Q02 310 14 7 0 0 9 012 11-0-1211 R3 4 15-4-12 15r7-417-7-4 19-M 22-9 2 26.8-0 p 1 0 0 310 14 31-2 2 012 ' 2-0-0 0 -6 4-1-8 0-2-8 2-0-0 2-0-12 3-1-2 3 1114 -{ 0_00 U: cale:1/4"=1' 4.00 F12 6x8 = 1.5x4 11 3x4 = 6x8 = 11 — 28 w 14 w 29 12 n 3x10 = 1.5x4 11 6x6 = 4x8 = 7x14 MT20H WB= 3x6 = ref. 6x6 = 1.5x4 11 e5i 3x10 = n' N U) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.43 13-15 >743 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -1.01 13-15 >317 240 MT20H 187/143 BCLL 10.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.21 9 n/a n/a BCDL 10.0 Code FRC2010/rP12007 (Matrix-M) Wind(LL) 0.43 13-15 >743 240 Weight: 130 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP M 38 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc pudins. BOT CHORD 2x4 SYP M 42 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. WEBS 2x4 SPp No.3 OTHERS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2279/0-8-0 (min. 0-1-14), 9=2278/0-8-0 (min. 0-1-14) Max Horz2=-32(LC 6) Max Uplift2=-731(LC 8), 9=-731(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5466/1663, 3-4=-5689/1761, 4-24=-6727/2082, 5-24=-6727/2082, 5-25=-6727/2082, 25-26=-6727/2082, 6-26=-6727/2082, 6-27=-6733/2085, 7-27=-6733/2085, 7-8=-5688/1761, B-9=-5468/1664 BOT CHORD 2-17=-1503/5120, 16-17=-1503/5120, 16-28=-1577/5437, 15-28=-1577/5437, 14-15=-1960/6733, 13-14=-1960/6733, 13-29=-1576/5436, 12-29=-1576/5436, 11-12=-1505/5122, 9-11=-1505/5122 A WEBS 3-16=-294/450, 4-16=-1241724, 4-15=-436/1533, 5-15=-504/311, 6-13=-538/306, 7-13=-440/1541, 7-12=-123/722, B-12=-294/447 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf, h=25ft; 13=451t; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 731 lb uplift at joint 2 and 731 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks with fired 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) 96 lb down and 116 lb up at 7-0-0, 96 lb down and 116 lb up at 9-0-12, 96 lb down and 116 lb up at 11-0-12, 96 lb down and 116 lb up at 13-0-12, 96 lb down and 116 lb up at 13-7-4, 96 lb down and 116 lb up at 15-7-4, and 96 lb down and 116 lb up at 17-7-4, and 96 lb down and 116 lb up at 19-8-0 on top chord, and 566 lb down and 183 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 13-7-4, 66 lb down at 15-7-4, and 66 lb down at 17-7-4, and 566 lb down and 183 lb up at 19-7-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �or t�ue0on(8Standard .: o russ Truss Type y A0075323 54659 A01G Hip Truss 1 t Job Reference o tional m 1 mV. 1 mubi ACU, rum rimmuC, rL agtl u mun: L33U S UeC ZU ZU11 YnnC /.33u S Uec ZU ZU71 MI I eK InauStnes, Im TUB Jun 26 13:10:19 2012 Page 2 J, ID:ul7s650VTn5aGl8j?2U3hJZ3nDA-Rd3AtQmVF2XBX3gAlIlvRuxhZ?aBUTJ9s2sptlz2Q02 LOAV' ;ASE(S) Standard 1) Re, dar. Lumber Increase=1.25, Plate Increase=1.25 Una rm Loads (plf) Vert: 1-4=-50, 4-7=-50, 7-10=-50, 18-21=-35 Cor )ntrated Loads (lb) Vert: 4=-84(F) 7=-84(F) 14=-128(F) 16=-566(F) 15=-64(F) 5=-84(F) 6=-b4(F) 13=-64(F) 12=-566(F) 24=-84(F) 25=-84(F) 26=-84(F) 27=-84(F) 28=-64(F) 29=-64(F) Job I Russ Truss Type ty A0075324 54659 A02 Hip Truss 2 1 �Joba.ference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.330 s Dec 20 2011 Print 7.330 s Dec 20 2011 MTek Industries, Inc. Tue Jun 26 13:10:20 2012 Page 1 ID:ul7s65OVrn5aGlej?2U3hJz3nDA-vgdY4mn7OLf2ZDFMISG6_6UzzPunD0A15ibMPIz2Q01 L 0 0 41014 9 0 0 134-0 17.5-0 1- 12 26$-0 27:g Q 1 0 0 a 101a 4 1-2 44-0 4 4 0 41-2 4.10.14 TM. U, a 3x6 = 4x4 = 3x4 = 4x4 = 11 lu 3x8 = 3x8 MT20H= 3x8 = Scale:l/4"=T 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC Vert(LL) -0.23 10-12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 %3 BC 0.92 Vert(TL) -0.55 10-12 >584 240 MT20H 187/143 BCLL 10.0 ' Rep Stress incr YES WB 0.20 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Wind(LL) 0.23 10-12 >999 240 Weight 120 lb FT = 20% LUMBER TOP. CHORD 2x4 SPp No.2 BOT CHORD 2x4 SPp N0.2 WEBS 2x4 SPp No.3 REACTIONS (lb/size) 2=1186/0-8-0 (min. 0-1-8), 8=1186/0-8-0 (min. 0-1-8) Max Horz 2=43(LC 11) Max Uplift2=-374(LC 12), 8=-374(LC 12) BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-11 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 quide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2572/1176, 3-19=-2535/1187, 3-4=-2284/961, 4-20=-2165/957, 5-20=-2165/957, 5-21=-2165/957, 6-21=-2165/957, 6-7=-2284/961, 7-22=-2535/1187, B-22=-2572/1176 BOT CHORD 2-12=-1053/2405, 11-12=-899/2322, 10-11=-899/2322, 8-10=-1060/2405 WEBS 3-12=-343/304, 4-12=-109/600, 5-12=-343/205, 5-10=-343/205, 6-10=-109/500, 7-10=-343/304 ,NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.16; MWFRS (directional) and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 9-0-0, Exterior(2) 9-0-0 to 21-11-14, Interior(1) 21-11-14 to 2748-9 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .W Job Truss Truss Type y A0075325 54659 A03 Hip Truss 2 1 1J.bReference(opfional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.330 s Dec 202011 Print 7.330 s Dec 202011 MTek Industries, Inc. Tue Jun 2613:10:20 2012 Pagel ID:u 17s65OVTn 5aGl Bj?2 U3hJz3nDA-vgdY4mn7OLf2ZDF MISGB_6UyePwq DzV I5ibMPtz2Q01 -1-0-0, rr1014 11 0 0 15&-0 20 &2 26 8 0 27 6 Q III 0 5.10-14 51-2 4-M 5-1-2 5-10-14 1-0-0 �� e Scale:1/4"=1' 4x6 = 4x6 = 4 99 9nN 10 rL rU V 3x6 = 1.5x4 11 3x4 = 3x4 = 3x4 = 1.5x4 11 US = U) IV, I6 5.10-14 11 0-0 15$ 0 20-9-2 26-M 5-10-14 rr1-z 4&0 51-z S1a1a LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.26 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(fL) -0.48 9-10 >662 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.44 Hcrz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Wind(LL) 0.24 9-10 >999 240 Weight: 115 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc puriins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 5-11-7 oc bracing. WEBS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1186/D-8-0 (min. 0-1-8), 7=1186/0-8-0 (min. 0-1-8) Max Horz2=-53(LC 10) Max Uplift2=374(LC 12), 7=-374(LC 12) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2627/1047, 3-20=-2583/1061, 3-21=-2036/854, 4-21=-1995/889, 4-22=-1907/858, 22-23=-1907/85B, 5-23=-1907/858, 5-24=-1995/869, 6-24=-2036/855, 6-25=-2583/1061, 7-25=-2627/1046 BOT CHORD 2-13=-927/2450, 12-13=-927/2450, 11-12=-649/1907, 10-11=-649/1907, 9-10=-935/2450, 7-9=-935/2450 WEBS 3-12=-062/308, 4-12=-01/391, 5-10=-61/391, 6-10=-062/307 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 11-0-0, Exterior(2) 11-0-0to 19-10-15, Interior(1) 19-10-15 to 27-8-9 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss lype Qty A0075326 5 59 A04 Hip Truss 2 1 Job Reference (optional) 1 ROOF TRUSSES, FORT rltRct, i-L mu4u Run: 7.331)s Dec 2U 2011 Pnnt 7.330 s Dec 202011 MTek Industries, Inc. Tue Jun 26 13:10:21 2012 Pagel ID:ul7s650V rn5aGISj?2U3hJz3nDA-NOBwl6nlnfnvBMgYsAnNXJ07ZoGgyKORKMLwxBz2000 13-8-0 -1-0-0, 6-10-14 13.0-0 13-4-Oi 1s-s-2 26-8.0 z7-6-0 1-0-0 6.10-14 6-1-2 M s-1-z 6-10.14 1-0-0 aa-o 3x6 11 3x4 = 3x4 = c 1 1 lu 3x6 _ 1.5x4 11 5x8 = 1.5x4 11 3x6 = 19-9.2 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 10.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FRC201 O/TP12007 CSI TC 0.51 BC 0.80 WB 0.78 (Matrix-M) DEFL in (loc) I/defl L/d Vert(LL) -0.18 11-12 >999 360 Vert(TL) -0.42 10-11 >753 240 Horz(TL) 0.12 8 n/a n/a Wind(LL) 0.18 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 116 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc puriins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 6-5-3 oc bracing. WEBS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1186/0-8-0 (min. D-1-8), 8=1186/0-8-0 (min. 0-1-8) Max Horz2=-64(LC 10) Max Uplift2=-374(LC 12), 8=-374(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2560/932, 3-19=-2511/949, 3-20=-1790/706, 4-20=-1739/724, 4-5=-1649f722, 5-6=-1649/722,6-21=-1739/724,7-21=-1790/706,7-22=-2511/949,8-22=-2560/931 BOT CHORD 2-12=-814/2382, 11-12=-814/2382, 10-11=-822/2382, B-10=-822/2382 WEBS 3-11=-808/360, 5-11=-164/780, 7-11=-808/360 ,NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 13-0-0, Exterior(2) 13-M to 13-8-0, Interior(1) 17-10-15 to 27-8-9 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t i w Job I russ Truss Type y A0075327 �J.bRfrerice(OPtiDnal) 54659 A05 Common Truss 5 1 - ru mwr , muaara, rum i ricmuo, rL oq D mun: t.ssu s uec zu zu i _i rnnc t.ssu s uec zu zu i i mu eK muusmes, inc. , ue dun zo 1a:1u:z1 zulz rage 1 ID:ul7s650 V rn5aGl8j?2U3hJz3nDA-NOBwl6n InfnvBMgYsAn NXJ054oEAySn RKMLwxBz2Q00 7-0-14 134-0 19-7-2 26-M ,27-e-q - 1 0 0 7-0-14 r-3.2 6-3-2 7-0-14 1-0-0 Scale=1.47.1 4x6 = 4 3x4 = 3x8 MT20H= 3x4 = 3x6 = 3x6 = 9-1-15 17-6-1 26&0 9-1-15 8-4-3 9-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.21 8-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.51 8-10 >623 240 MT20H 187/143 BCLL 10.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Wind(LL) 0.19 8-10 >999 240 Weight: 111 lb FT = 20% LUMBER TOP CHORD 2x4 SPp No.2 BOT CHORD 2x4 SPp No.2 WEBS 2x4 SPp No.3 REACTIONS (lb/size) 2=1186/0-8-0 (min. 0-1-8), 6=1186/0-8-0 (min. 0-1-8) Max Horz2=-66(LC 10) Max Uplift2=-374(LC 12), 6=-374(LC 12) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss enaction, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-2489/904, 3-17=-2442/921, 3-18=-2248/806, 4-18=-2195/815, 4-19=-2195/815, 5-19=-2248/806, 5-20=-2442/921, 6-20=-2489/904 BOT CHORD 2-10=-778/2317, 9-10=-463/1574, 8-9=-463/1574, 6-6=-794/2317 WEBS 4-8=-183/759, 5-8=-427/301, 4-1 0=-1 83f759, 3-10=-427/301 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 13-4-0, Exterior(2) 13-4-0 to 16-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 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. LOAD CASE(S) Standard Job I cuss Truss Type ty 72Jb A0075328 54659 AO6G SPECIALTRUSS 1 Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.330 s Dec 20 2011 Print 7.330 s Dec 20 2011 MTek Industries, Inc. Tue Jun 2613:10:22 2012 Page 1 ID: ul7s650VTn5aGlBj?2U3hJz3n DA-rCIIVSoNYzvmoWPIQtJ c3XZHm CdRhs2bY04TUdz2QO? 15-7-4 310.14 7-0.0 11-1-4 14-8-12 15,0,12 17-7-4 19-B-0 22-. 2 26-6-0 27-8-0 110, 310-14 31-2 4-1.4 37-6 0-4-0 .2-0.0 2-0.12 2-10.2 4-1-14 1 0-6-e Scale: 1/4"=1' L0 d 4.00 F12 4x8 3x4 = 1.5x4 11 4x8 = 4 5 23 6 24 25 7 l0 11 16 10 14 1J 26 27 ]z 11 3x8 = 3x8 = 2x4 11 3x4 = 2x4 11 5x10 MT20H= 3x8 = 3x4 = 2x4 11 4x4 = ff5tl!I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.26 13-15 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.61 13-15 >527 240 MT20H 187/143 BCLL 10.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code FRC2010frP12007 (Matrix-M) Wind(LL) 0.27 13-15 >999 240 Weight: 297 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins. T2: 2x4 SYP M 38 BOT CHORD Rigid ceiling directly applied or 1 G-0-0 oc bracing. BOT CHORD 2x6 SYP M 37 WEBS 2x4 SPp No.3 REACTIONS (lb/size) 2=2048/0-8-0 (min. 0-1-8), 9=2595/0-8-0 (min. 0-1-8) Max Horz2=-32(LC 6) Max Uplift2=-659(LC 8), 9=-843(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5667/1702, 3-4=-5510/1694, 4-5=-7308/2288, 5-23=-8795/2776, 6-23=-8795/2776, 6-24=-8795/2776, 24-25=-8795/2776, 7-25=-8795/2776, 7-8=-7319/2296, B-9=-7337/2268 BOT CHORD 2-18=-155215360, 17-18=-155215360, 16-17=-151615236, 15-16=-2163f7308, 14-15=-2163f7308, 13-14=-2163f7308, 13-26=-20BW7004, 26-27=-2088/7004, 12-27=-2088f7004, 11-12=-2085/6942, 9-11=-2085/6942 WEBS 3-17=-302/62, 4-17=-25/330, 7-12=-207/1053, 7-13=-644/2064, 6-13=-391/240, 5-15=-1093/407, 4-16=-764/2458, 5-13=-725/1772, B-12=-316/200 NOTES ' 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 659 lb uplift at joint 2 and 843 lb uplift at joint 9. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 116 lb up at 15-7-4, and 96 lb down and 116 lb up at 17-7-4, and 96 lb down and 116 lb up at 19-8-0 on top chord, and 1326 lb down and 450 lb up at 15-0-12, 66 lb down at 15-7-4, and 66 lb down at 17-7-4, and 566 lb down and 183 lb up at 19-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 N !!2 0 Job I russ Truss -type ty y A0075328 54659 A06G SPECIAL TRUSS 1 2 Job Referenceo tional Kun: i.aau s uec zu zun rune i.Jsu s uec zu zu11 mn eK Inauslnes Inc. I ue Jun zti13:1u:zz zu1z rage z ID:ul7s650V rn5aGl8j?2U3hJz3nDA-rClIVSoNYzvmoWPIQtJc3XZHmCdRhs2bY04TUdz2QD7 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-50, 4-7=-50, 7-10=-50, 2-9=-35 Concentrated Loads (lb) Vert: 7=-84(B)12=-566(B) 13=-1326(B) 24=-84(B) 25=-84(B) 26=-64(B) 27=-64(B) Job Truss Truss Type Qty A0075329 TIJ-t W59 B01 G Hip Truss 1 �P� Reference (optional) Hi Kuur i Kuoa=o, rum i NMM= M, M oa Kun: L.33u s uec zu zu11 rnnr /.33u s Uec zU Zun m I eK In.u.e., Inc. I ue Jun 26 13n"3 zu12 rage 1 ID:u17s65OV rn5aGlBj72U3hJz3nDA-JPJgjopOJG1 dQg_x_bgrck6QscvPQNgkngg104z2Q0_ 1 0 0 5 0 0 7-0-12 7-11-4 10-M 15-M 16-0-0 1 0 0 5-0-0 2.12 0.10-8 2-0-12 5-0-0 1-0-0 4.00 12 3x4 = 1.7m 4x8 = 4x4 = 1.5x4 11 3x4 = 3x4 = Scale=1:28.5 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 10.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FRC2010/TP12007 CSI TC 0.65 BC 0.93 WB 0.21 (Matrix-M) DEFL in Vert(LL) -0.12 Vert(TL) -0.28 Horz(TL) 0.07 Wrnd(LL) 0.10 (loc) I/dell L/d 7-8 >999 360 7-8 >642 240 5 n/a n/a 7-8 >999 240 PLATES GRIP MT20 244/190 Weight: 60 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. T2: 2x4 SYP M 38 BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. BOT CHORD 2x4 SPp No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SPp No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1125/0-8-0 (min. 0-1-8), 5=1124/0-8-0 (min. 0-1-8) Max Horz2=-25(LC 5) Max Uplift2=-390(LC 8), 5=-390(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2563/795, 3-15=-2442/781, 15-16=-2442f781, 4-16=-2442/781, 4-5=-2568/796 BOT CHORD 2-8=-687/2395, 8-17=-690/2437, 17-18=-690/2437, 7-18=-690/2437, 5-7=-681/2400 WEBS 3-8=-35/496, 4-7=-38/513 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 2 and 390 lb uplift at joint 5. 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) 50 lb down and 87 lb up at 5-0-0, 50 lb down and 87 lb up at 7-0-12, and 50 lb down and 87.Ib up at 7-11-4, and 50 lb down and 87 lb up at 10-0-0 on top chord, and 305 lb down and 119 lb up at 5-0-0, 38 lb down and 0 lb up at 7-0-12, and 38 lb down and 0 lb up at 7-11-4, and 305 lb down and 119 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-50, 3-4=-50, 4-6=-50, 9-12=-35 Concentrated Loads (lb) Vert: 3=-46(B) 4=-46(B) 8=-305(B) 7=-305(B) 15=-46(B) 16=-46(B) 17=-38(B) 18=-38(B) Job Truss Truss Type Qty Ply TJ.b-Reference A0075330 54659 B02 Hip Truss 1 (optional) A! ROOF TRUSSES, FORT PiERGC, FL 34946 Run: 7.330 s Dec 20 2011 Print 7.330 s Dec 20 2011 MTek Industries, Inc. Tue Jun 26 13:10:23 2012 Page 1 ID:ul7s650Vrn5aGlBj?2U3hJz3nDA-JPJgjopOJG1dQg x bgrck6S_cOWQPokngg104z2Q0_ -1�0 7.0-0 B 0-0 15-0-0 16-0-0 1 0 0 7-D-0 1-0-0 7-0-0 1-0 0 Lo 2' 3x4 = 4x6 = 44 = 1.5x4 II 1.5x4 11 3x4 = Scale=1:28.5 rr N Io LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.07 7-14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.16 7-14 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Wind(LL) 0.07 7-14 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 SPp No.2 BOT CHORD 2x4 SPp No.2 WEBS 2x4 SPp No.3 REACTIONS (lb/size) 2=690/0-8-0 (min. 0-1-8), 5=690/0-8-0 (min. 0-1-8) Max Horz2=32(LC 11) Max Uplift2=-236(LC 12), 5=-236(LC 12) BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-0 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. FORCES (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1263/635, 15-16=-993/423, 3-16=-973/437, 3.4=-931/451, 4=17=-973/437, 17-18=-993/423, 5-1 8=-1 263/636 BOT CHORD 2-8=-714/1385, 7-8=-299/931, 5-7=-718/1385 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf,, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 7-0-0, Exterior(2) 7-0-0 to 8-0-0, Interior(1) 12-2-15 to 16-0-9 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 2 and 236 Ib uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type ply 54659 B03 Common Truss 1 1 A0075331 A, DM=� ��o_e _ Job Reference (optional) ••• • ..-• •• -�� �••• �• �•--�� nun: r.aaus ueczuzun vnnc r.S6usueczuzui1 nmleKIndustnes, Inc. Tue Jun 26 13:10:24 2012 Page 1 ID:ul7s65OVTn5aGlBj?2U3hJz3nDA-nbs3w8ge4a9U2gZ7XIL58yebeOKd9rSuOKZaXWz2Q?z 1 �0 7-6-0 15-0-0 1 0 0 T&O 7-6-0 W) i 3x4 = 4x4 = 1.5x4 II Scale=1:26.8 3x4 = Ia LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 10.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FRC201 OfrP12007 CSI TC 0.65 BC 0.61 WB 0.12 (Matrix-M) DEFL in Vert(LL) -0.07 Vert(TL) -0.17 Horz(TL) • 0.02 Wind(LL) 0.05 (loc) I/deft Ud 5-8 >999 360 5-8 >999 240 4 n/a n/a 5-8 >999 240 PLATES GRIP MT20 244/190 Weight: 51 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc pudins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS (lb/size) 4=636/Mechanical, 2=691/0-8-0 (min. 0-1-8) Max Horz2=48(LC 7) Max Uplift4=-177(LC 8), 2=-237(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1308/362, 3.4=-1332/433 BOT CHORD 2-5=-420/1438, 4-5=-501/1476 WEBS 3-5=0/296 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 4 and 237 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with foxed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss russ Type y AOD75332 54659 B04 Common Truss 3 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.330 s Dec 20 2011 Print 7.330 s Dec 20 2011 MTek Industries, Inc. Tue Jun 26 13:10:24 2012 Page 1 ID:ul7s650VTn5aGI8j?2U3hJz3nDA-nbs3w8ge4a9U2gZ7XIL58yecVOLU9rSuOKZaXWz20?z 1 0 0 7-6-0 15-0-0 7-641 7.641 til:<-la 1.5x4 11 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.07 5-8 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.17 5-8 >999 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FRC2010ffP12007 (Matrix-M) Wind(LL) 0.06 5-8 >999 240 LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD BOT CHORD 2x4 SPp No.2 BOT CHORD WEBS 2x4 SPp No.3 REACTIONS (lb/size) 4=636/Mechanical, 2=691/0-6-0 (min. 0-1-8) Max Horz2=48(LC 11) Max Uplift4=-177(LC 12), 2=-237(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1308/560, 12-13=-952/375, 3-13=-948/385, 3-14=-948/397, 14-15=-952/386, 4-15=-1332/640 BOT CHORD 2-5=-642/1438, 4-5=-732/1476 WEBS 3-5=0/296 Scale= 1:26.8 3x4 = PLATES GRIP MT20 . 244/190 Weight: 51 lb FT = 20% Structural wood sheathing directly applied or 4-8-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft, Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 7-6-0, Exterior(2) 7-6-0 to 10-6-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 4 and 237 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. LOAD CASE(S) Standard I. u9 I� Job Truss Truss Type Qty 7Jnb A0075333 54659 CJ1 JACK -OPEN TRUSS 10 Reference a 110nal A! nwr TRUSSES, FORT PiERCE, FL 34946 Run: 7.33n s Dec 20 2011 Print 7.339 s Dec 20 2011 MTek Industries, Inc. Tue Jun 2613:1025 2012 Page 1 ID:u[7s650Vrn5aGI8j?2U3hJz3nDA-GnQR8UrGruHLf BK50sKh9BvYQpouJaIF_J73yz2Q?y -1-0-0 0-11-11 1-0-0 0-11-11 Scale =1:6.0 2x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.00 4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.01 4 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horc(fL) 0.00 n/a n/a BCDL 10.0 Code FRC20101TP12007 (Matrix) Wrnd(LL) -0.00 4 >999 240 Weight 5 lb FT = 20% LUMBER TOP CHORD 2x4 SPp No.2 BOT CHORD 2x4 SPp No.2 REACTIONS (lb/size) 2=126/0-8-0 (min. 0-1-8), 3=6/Mechanical Max Horz2=45(LC 12), 3=11(LC 2) Max Uplift2=109(LC 12), 3=-1(LC 2) Max Grav2=140(LC 2), 3=30(LC 10) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 0-11-11 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. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2 and 1 lb uplift at joint 3. 7) Non Standard bearing condition. Review required. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job I russ cuss ype Qty �Jlack-0"en Try— A00753,34 54659 CJ3 Truss 10 1 Job Reference (optional) •�����+ �+�• �•� ,++�• nui ii rnrn iaausuer. <u cup mn ert muuavles, ma IOa JUfl LO l3a U:LJ LUIL ragas ID:uAs650VTn5aG18j?2U3hJz3nDA-GnQRBUrGruHLf 8K50sKh9BvgQo7uJa1F_J73yz2Q?y -1-0 0 2-11-11 1 0 0 211-11 2x4 = 2-11-11 Scale =1:9A LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FRC2010/TPl2007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 SPp No.2 BOT CHORD 2x4 SPp No.2 REACTIONS (lb/size) 3=57/Mechanical, 2=198/0-8-0 (min. 0-1-8), 4=45/Mechanical Max Horz2=65(LC 12) Max Uplift3=-35(LC 12), 2=-96(LC 12) Max Grav3=63(LC 2), 2=201(LC 2), 4=45(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-257/78 BOT CHORD 2-4=-130/290 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-11 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 guide. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 2-10-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3 and 96 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fired heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job I russ Truss i ype Qty ply A0075335 54659 CJ5 Jack -Open Truss 6 1 Job Reference (optional) rwr i nuaaca, FORT ricrw.c, FL 34946 Mun: /.33u s Uec 2u 2u11 Print 7.330 s Dec 20 2011 MTek Intlustnes, Inc. Tue Jun 26 13:10:26 2012 Pagel ID:ul7s650VTn5aGlBj?2U3hJz3nDA-k_pLgrucBPCHBjWONZENj1 Np6HdmgATe2hcPz2Q?x -1-0-0 411-11 1-0-0 4-11-11 Scale = 1:12.7 2A = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 - Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 4-7 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 HOR(TL) 0.00 2 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Wind(ILL) 0.03 4-7 >999 240 Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 SPp No.2 BOT CHORD 2x4 SPp No.2 REACTIONS (lb/size) 3=95/Mechanical, 2=302/0-8-0 (min. 0-1-8), 4=73/Mechanical Max Horz2=95(LC 12) Max Uplift3=-66(LC 12), 2=-119(LC 12) Max Grav3=110(LC 2), 2=302(LC 1), 4=75(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-024/426 BOT CHORD 2.4=-570/724 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-11 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 guide. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 4-10-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 119 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. LOAD CASE(S) Standard Job Truss I cuss ype. y A0075336 JJob 54659 HJ5 Diagonal Hip Girder 2 1 Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.330 a Dec 20 2011 Print 7.330 s Dec 20 2011 Walk Industries, Inc. Tue Jun 26 13:10:26 2012 Page 1 I D:ul7s650 V Tn5aG18j72U3hJz3nDA-k_pLgrucB PCHBj Wrj NZENjy2p24dmgATe2hcPz2Q?x 1�0 3-11-0 4-2� 7-0-210 3-11-0 03 8 2-9-10 2.83 12 3x4 = 10 EE 1.5x4 II 3 4 1.5x4 11 Scale: 3/4"=l' 3-11-0 03-8 2-9-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.08 6-9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.19 6-9 >424 240 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Wind(LL) 0.06 6-9 >999 240 Weight: 25 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD BOT CHORD 2x4 SPp No.2 WEBS 2x4 SPp No.3 BOT CHORD REACTIONS (lb/size) 6=263jMechanical, 2=430/0-10-15 (min. 0-1-8) Max Horz2=106(LC 4) Max Uplift6=-86(LC 4), 2=-196(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1083/214 BOT CHORD 2-11=-276/1142 Structural wood sheathing directly applied or 5-2-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ib uplift at joint 6 and 196 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with foxed 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) 8 lb down and 56 lb up at 4-2-8, and 8 lb down and 56 lb up at 4-2-8 on top chord, and 11 lb down and 8 lb up at 4-2-8, and 11 lb down and 8 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert 1-3=-50, 3-4=-20, 5-7=-35 Concentrated Loads (lb) Vert 10=-14(F=-7, B=-7) 11=-20(F=-10, B=-10) Job cuss Truss Type Qty y A0075337 54659 1"J7 Diagonal Hip Girder 3 1 Job Reference (optional) m i Rvur TRUSSES, FORT ricRCE, rL.waao Kun: r.33u s uec zu zu11 vnnt r.33u s uec zu zuP1 miTeK Industnes, Ina Tue Jun 26 13:10:27 2012 Page 1 ID: u 17s650VTn5aGl8j?2 U3hJz3n DA-CAYBZ4sWNVX2vHHiDQu omaGARDNOM6QKil oE8rz2Q?w 1-5 0 4-2-8 5 3 15 7-0-7 9-10-1 1 5 0 4-2-8 1-1-8 1-8-7 2-9-10 Scale = 1:21.0 1.5x4 11 4 5 3x4 = ­ _ I I 3x6 = 6 4-2-8 1 1-1-8 1 14!1-7 2-9.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.04 7-8 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.09 7-8 >999 240 BCLL 10.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Wind(LL) 0.03 8 >999 240 Weight 43 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD BOT CHORD 2x4 SPp No.2 WEBS 2x4 SPp No.3 BOT CHORD REACTIONS (lb/size) 2=563/0-10-15 (min. 0-1-8), 7=537/Mechanical Max Horz2=139(LC 4) Max Uplift2=-228(LC 4), 7=-171(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1103/240, 3-12=-1057/248 BOT CHORD 2-14=-316/1055, 8-14=-316/1055, 8-15=-316/1055, 7-15=-316/1055 WEBS 3-8=0/258, 3-7=-1103/330 Structural wood sheathing directly applied or 5-5-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 171 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fired 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) 8 lb down and 56 lb up at 4-2-8, 8 lb down and 56 lb up at 4-2-8, and 50 lb down and 87 lb up at .7-0-7, and 50 lb down and 87 lb up at 7-0-7 on top chord, and 11 lb down and 8 lb up at 4-2-8, 11 lb down and 8 lb up at 4-2-8, and 38 lb down and 0 lb up at 7-0-7, and 38 lb down and 0 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-50, 4-5=-20, 5-9=35 Concentrated Loads (lb) Vert 12=-14(F=-7, B=-7) 13=-91(F=-45, B=-45) 14=-20(1==-10, B=-10) 15=-75(F=-38, B=-38) Job Truss Truss Type y A007533P 54659 J5 Jack -Open Truss 4 1 Job Reference (optional) Ai ROOF i rcussts, ruk I VitRut, FL 34u4® Run: 7.330 s Dec 202011 Print 7.330 s Dec 202011 MTek Industries, Inc. Tue Jun 26 13:10:27 2012 Page 1 I D:u17s650 V TnSaG I8j?2U3hJz3n DA-CAYBZAs WN VX2vHHiDQuomaGC2DS UMD4KiloE8 rz2Q?w -1-0-0 5_0_0 1-0-0 5-0-0 Scale =1:123 2A = I 5" 5�0 Plate Offsets (X,Y): I2:0-0-6,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.02 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 4-7 >999 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 SPp No.2 BOT CHORD 2x4 SPp No.2 REACTIONS (lb/size) 3=96/Mechanical, 2=303/0-8-0 (min. 0-1-8), 4=73/Mechanical Max Horz2=95(LC 12) Max Uplift3=-66(LC 12), 2=-120(LC 12) Max Grav3=110(LC 2), 2=303(LC 1), 4=76(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-630/432 BOT CHORD 2-4=-577/731 BRACING TOP CHORD Structural wood sheathing directly applied or 5-M oc purfins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forcesr & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 120 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. LOAD CASE(S) Standard f Job I cuss Truss Type Qty Ply A0075339 54659 J7 Jack -Open Truss 11 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.330 s Dec 20 2011 Print 7.330 s Dec 20 2011 MTek Industries, Inc. Tue Jun 2613:1027 2012 Page 1 ID:u 17s650VTn5aGl6j?2U3h Jz3n DA-CAYB7-AsWN VX2vHHiDQuomaG7XDQtMD4Ki IOEBrz2Q?w V7-0-0 7-&0 Scale: 314"=l' 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.07 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.18 4-7 >473 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Wind(LL) 0.08 4-7 >999 240 Weight: 23 lb FT = 20% LUMBER TOP CHORD 2x4 SPp No.2 BOT CHORD 2x4 SPp No.2 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 3=134/Mechanical, 2=409/D-8-0 (min. 0-1-8), 4=99/Mechanical Max Horz2=124(LC 12) Max Uplift3=-95(LC 12), 2=-145(LC 12) Max Grav3=156(LC 2), 2=409(LC 1), 4=106(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1141f706 BOT CHORD 2-4=-932/1337 Structural wood sheathing directly applied or 5-1-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 3 and 145 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. LOAD CASE(S) Standard Job I russ ruse ype ty y A0075340 54659 MG7 Common Truss 1 1 �J.bRference(optlonal) i n=n , nun: 1.aau s uec zu zu77 rnm: L33u s uec zu zul l ml1 eK mousinas, InC. ue dun Zti 13:1 O:ZC 2012 rage 1 ID:ul7s650Vrn5aGlBj?2U3hJz3nDA-gM6ZmVt88pfvWRsvm8Q1 JopMBdgk5WFrxyXngHz2Q?v 3-9-2 7-0-0 3-9-2 3-2-14 Scale=1:16.6 1.5x4 II 4x6 = 4x6 = 24)A 2 11.8.6 1 2-0-0 0.11.4 Plate Offsets (),Y): [1:0-2-6,0-0-3] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.04 5-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.09 5-7 >936 240 BCLL 10.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FRC20101TPI2007 (Matrix-M) Wind(LL) 0.04 5-7 >999 240 Weight: 36 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins, BOT CHORD 2x6 SYP M 37 except end verticals. WEBS 2x4 SPp No.3 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=1026/0-8-0 (min. 0-1-8), 4=1361/Mechanical Max Horz 1=100(LC 8) Max Upliftl=-293(LC 8), 4=-430(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2160/608 BOT CHORD 1-8=-643/2019, 5-8=-643/2019, 5-9=-643/2019, 9-10=-043/2019, 4-10=-643/2019 WEBS 2-5=-325/1260, 2-4=-2165/690 NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 1 and 430 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fired 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) 601 lb down and 197 lb up at 2-0-12, and 601 lb down and 197 lb up at 4-0-12, and 601 lb down and 197 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert 1-3=-50, 1-4=35 Concentrated Loads (lb) Vert 8=-601(F) 9=-601(F) 10=-601(F) oTruss cuss Type ly A0075341 54659 MV2 Valley Truss 1 1 Job Reference (optional) v d n es mc. iue aun<o w: m.w cu rc rays r ID:ul7s650VTn5aG18j?2U3hJz3nDA-gMGZmVt86pfvWRsvmBQ 1 JopRNdrsSg,1ZfWZgHz2Q?v 2-M 2x4 4.00 F12 Scale =1:6.1 2 9 2-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(fL) n/a - n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight 5 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=4511-11-4 (min. 0-1-8), 2=26/1-11.4 (min. 0-1-8), 3=19/1-11-4 (min. 0-1-8) Max Horz 1=16(LC 12) Max Upliftl=-10(LC 12), 2=-21(LC 12) Max Grav1=45(LC 1), 2=32(LC 2), 3=21(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 1 and 21 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. LOAD CASE(S) Standard Job I russ Truss Type y A0075342 54659 MV4 Valley Truss 1 1 �JobReference(optional) a 0 2x4 7u. ra�va ucu cu cu„ ruin i.uuvaucu cu cui, rvnicn niuu�u�ee, n�u. iue uui�m i�.'u.co cu is rays i ID:u17s650V 5aG18j726:ii zi n5Z- VM Zma pf w.'"m6O1JopOadgSSgKTxyXngHz2Q?v LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) n/a - n/a 999 BCLL . 10.0 - Rep Stress Iner YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) LUMBER BRACING TOP CHORD. 2x4 SPp No.2 TOP CHORD BOT CHORD 2x4 SPp No.2 WEBS 2x4 SPp No.3 BOT CHORD REACTIONS (lb/size) 1=124/3-114 (min. 0-1-8), 3=124/3-114 (min. 0-1-8) Max Horz 1=43(LC 12) Max Upliftl=-27(LC 12), 3=42(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2 3 Scale =1:9.4 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1 and 42 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. LOAD CASE(S) Standard Job Truss cuss ype ty y A0075343 W59 MV6 Valley Truss 1 1 Job Reference o tional R� I. ID:ul7s650VTn5aGlej?2U3hJz3nDA-BZgxzrumv6nmBbR5KrxGRLT316]UejunfaMg7Zdu:z9cHLCjz2Q?u 1.5x4 II 2 3 2z4 1.5x4 11 Scale=1:13.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) n/a - n/a 999 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight: 19 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPp No.2 except end verticals. WEBS 2x4 SPp No.3 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=209/5-11-4 (min. 0-1-8), 3=209/5-11-4 (min. 0-1-8) Max Horz 1=72(LC 12) Max Upliftl=-46(LC 12), 3=-70(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=S.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1 and 70 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fired heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard