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COR-2010-Truss Drawings -
MiTek POWER r0 PERFORM., MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: J09-1559 Fax916/676-1909 CHANDLER'S SQUARE The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal:R31242231 thru R31242270 My license renewal date for the state of Washington is August 1,2010. yt RS. TING WASyl 75p 30 4� L EXPIRES' 11- 1-10 January 29,2010 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type Qty, ]7C�H.AN.D.L.E.WS SQUARER31242231 GE01 GABLE 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:20:06 2010 Page 1 2-" 1000 5-0-0 5-0-0 F 12 0�-00 S-W•1:25.1 4.4= E S T 2H4 2X4 It 5.40 12 0 F R u C G p V 9 N Li d� a ffl A �d P w O X N Y M Z L AA K AS J 10X76% 2X4 II 2X4 II 2X4 II 10x16 Plate Offsets(X Y)• rJ-0-7-1 0-9-51 rP,O 7-1 0-9-51 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) 0.00 H ri 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.02 1 1 90 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 J n/a I BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:40lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 SPF No.2 q 9 be installed during truss erection,in accordance with Stabilizer REACTIONS All bearings 10-0-0. Installationuide. (lb)- Max Horz P=41(LC 5) Max Uplift All uplift 100 lb or less at joint(s)N,0,L,K except P=-131(LC 5),J=144(1_13 6) Max Grav All reactions 250 lb or less atjoint(s)except P=388(LC 30),J=388(LC 36).M=381(LC 33),N=389(LC 32),0=319(LC 31),L=389(LC 34),K=319(LC 35) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS E-M=-30214,D-N=-332/61,C-0=-269/106,F-L=-332/60,G-K=-269/106,B-P=-375/132, H-J=375/145 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right 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 1-2002. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-0-0 oc. 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. >V 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ti C%� 10)This truss has been designed for a moving concentrated load of 250.0Ib live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard /S,, Cw �Ss1�NAL F1JP EXPIRES:08-01-10 January 29,2010 A WARXIM-Vero design paranut r and READ M IM ON TfUE AND INCLUDED AffM) RBPBRENCE PAGE MU-7473'W.10-VS BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mirekk erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding nwr�+o.�w fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street Suite 312,Alexandria,VA 22314, citrus Heights,CA,95610 ;�� �GEO2 ��R=OFTRUSS Ply CHANDLER'S SQUARER31242232 2 1 J9b Reference(optional) Louws Truss,Inc.,Ferndale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:20:35 2010 Page 1 2-011 27-6_Q 2-0-0 1 27-6-0 I 27-6-0 I � S.I.-1:101.2 Sub= 5,40 12 Bx 0 By p R gW B2 o B N BV CA T M BU CB U BT CC es% L v K BB CD w 4x6 BO J BR x V CE BP Z B BKC CF H BOG CG AA CH AS E F IN CI BM AC BL D CJ AD CK AE CLAF JJA Aq 6xe%BJ CM SUN BG IF BE BD BC BB BA AV p� 6W AV AU AT AS AO qp AO AN AM AL AK AJ Al AH CO CP CO CR CB CT CU aAZ CW CV CZ DA DB DC AFPD DE DF DG DH DI DJ OK DL DM 4x6= 4x6= Bx6 55-0-0 Plate Offsets(X.Y): IB:0-1-6 0-2-13j.IAF:0-1-6 0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) 0.00 AF n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.01 AG n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.01 AF n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:332lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF No.2'Except' WEBS 1 Raw at midpt Q-AV,P-AW,O-AX,WAY,M-BA,R-AU, Q-AV:2 X 4 SPF 1650F 1.5E S-AT,T-AS,U-AQ WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 55-0-0. (lb)- Max HorzB=-121(LC 6) Max Uplift All uplift 100 lb or less at joint(s)B,AW,AX,AY,BA,BB,BC,BD,BE, BF,BG,BH,BI,BJ,AU,AT,AS,AQ,AP,AO,AN,AM,AL,AK,AJ,Al,AH,AF Max Grav All reactions 250 lb or less at joint(s)except B=384(LC 39),AV=380(LC 109),AW=382(LC 108),AX=382(LC 107),AY=382(LC 106),BA=382(LC 105), BB=382(LC 104),BC=382(LC 103),BD=382(LC 102),BE=382(LC 101),BF=382(LC 100),BG=382(LC 99),BH=380(LC 98),81=389(LC 97),BJ=348(LC 96), AU=382(LC 110),AT=382(LC 111).AS=382(LC 112),AQ=382(LC 113),AP=382(LC 114),AO=382(LC 115),AN=382(LC 116),AM=382(LC 117),AL=382(LC 118). AK=382(LC 119),AJ=380(LC 120),AI=389(LC 121),AH=348(LC 122),AF=384(LC 67) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS Q-AV=-281/0,P-AW=-300/37,O-AX=-303/54,N-AY=305/49,M-BA=-307/49,L-BB=-309/49, K-BC=-312/49,I-BD=314/49,H-BE=-316/49,G-BF=-319/49,F-BG=-322/50, E-BH=-324/48,D-BI=-330/56,C-BJ=-314/37,R-AU=-300/33,S-AT=-303/55, T-AS=305/49,U-AQ=307/50,V-AP=-309/49,W-AO=-312/49,Y-AN=-314/49, Z-AM=-316/49,AA-AL=-319/49,AB-AK=-322/50,AC-AJ=324/48,AD-AI=-330/56, AE-AH=-314l30 FOR S. T At(, NOTES 1)Unbalanced roof live loads have been considered for this design. c�F C, 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; °t 0 cantilever left and right exposed;end vertical left and right 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 1-2002. 4)All plates are 2x4 MT20 unless otherwise indicated. 4 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 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 NAL will fit between the bottom chord and any other members. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. Continued on page 2 EXPIRES: 08-01 10 January 29,2010 AWARMM-Yerybdeefgnpanam tersandREADMTSSONTW$AMINCLlH1SDMT78II'REFSRRNCSFAGSMU.7473ree.20-VSWITORi3USE. — Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shovm is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowrex�re.0ea- fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlorma60n available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 F Truss Truss Type Oty Ply CHANDLER'S SQUARE-1559 GE02 ROOF TRUSS 2 1 R31242232I I Louws Truss,Inc.,Ferndale,WA 98248 7.140 s Oct 12009 MiTek Industries,Inc. Fri Jan 29 10:20:38 2010 Page 2 NOTES 10)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard A WARNf11FG-Verify design parameters and READ MU725 ON nUS AAD7 M CLUDED 1 UTWREPERENCi3 PAGE MU-7473 rmn 10-'08 BEFORE USE. " Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 GE03 ROOF TRUSS 2 1 R31242233 Louws Truss,Inc.,Ferndale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:20:54 2010 Page 1 7-0-s I 7310� i 20-8-2 { 27-e-D 34-3-14 41 1 7 i 4717 N 1 s5-0.0�, 7-0 5 6 9-14 8-9-14 8-9-14 8-0.14 B-9-14 8-9-14 7-0.5 CONN.OF GABLE STUDS BY OTHERS. 10x10= So.i.-1:100.9 5.40 12 E CJ CK 3x6% 3x6 D F BA G CL 6.6 c G CH cm 3x6� 3x8 B H CG CN A I yny IN 6411 pp O .4 AK AJ At H AG AE AC C Z DW X W V U R O P O NM L K J Co Ca�2x4 CR CS CT CU CV parW � L� bAA� DE DD DF DH 10 DJ DK DOILDM ON DO DP DO DR 34— 4x6= US= 3x10= 3.6= 41= 3x6= 2x4 II Bxs 11 7-0-5 13-10� I 20.8-2 27-6-0 v_3-74 41 1 13 47 17 77 I 56-DA ]0.A 6-9 74 R-9-14 6-9_14 B-g.74 ft 9-74 B 9-14 7-0. Plate Offsets(X.Y) IA Edge 0-1-141 rC 0-3-0 Edoel rG*0-3-0 Edge] [I1Fgge.0 1 141 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.57 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 1 n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:429lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2'Except 6-0-0 oc bracing:AC-AD,AB-AC,AA-AB,Z-AA,Y-Z,X-Y,W-X,V-W. E-Z:2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt E-Z,F-Z,F-V,G-V,D-Z,D-AD,C-AD OTHERS WEDGE 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 truss erection,in accordance with Stabilizer Installation uide. III REACTIONS All bearings Mechanical. (lb)- Max HorzA=105(LC 5) Max Uplift All uplift 100 lb or less at joint(s)A,Q,Al,I,AC,AE,AH,AK,AL,AO, AP,W,U,R,0,N,K,J except Z=-132(LC 5),V=-122(LC 6),M=-112(LC 6), AD=126(LC 5),AM=-125(LC 5) Max Grav All reactions 250 lb or less at joint(s)except A=333(LC 19),Z=738(LC 1), V=401(LC 79),Q=462(LC 10),M=481(LC 10),AD=401(LC 71),AI=462(LC 9), AM=481(LC 9),1=333(LC 27),AA=350(LC 74),AB=352(LC 73),AC=342(LC 72), AE=344(LC 70),AG=353(LC 69),AH=342(LC 68),AJ=356(LC 66),AK=349(LC 65), AL=390(LC 33),AN=350(LC 62),AO=341(LC 61),AP=401(LC 60),Y=350(LC 76), X=352(LC 77),W=342(LC 78),U=344(LC 80),S=353(LC 81),R=342(LC 82), P=356(LC 84),0=349(LC 85),N=390(LC 54),L=350(LC 88),K=341(LC 89), J=401(LC 90) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS E-Z=493/36,F-V=-335/66,G-Q=-384/78,H-M=-477/119,D-AD=-335/77,C-AI=-384/88, B-AM=-477/133 NOTES 1)Unbalanced roof live loads have been considered for this design. l��K S. r Ci 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 0 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 1-2002. 4)Gable requires continuous bottom chord bearing. 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 9 � will fit between the bottom chord and any other members,with BCDL=12.Opsf. 8)Refer to girder(s)for truss to truss connections. r Ott" 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTP1 1. r1 NAL. � 10)This truss has been designed for a moving concentrated load of 250.OIb live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard EXPIRES:08-01-10^� January 29,2010 A WANOM7-Vert v dfafgn pww..t.mid RaW MITE$ON TMS AM INCLUDED WMKREPERRNM PADS AW-7473 rev.10-VIS i31.WORR USE, �a Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTekf erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I. brication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply �CH.A.NDLEWSJ09-1559 GE04 GABLE 1 1R31242234 Louws Truss,Inc.,Ferndale,WA 98248 Job Rerf. 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:01 2010 Page 1 45-9-3 32-1-6 8 7-8 6 4-0 1 9A-0 6-6-14 8-&14 6-9-14 7-0-5 1Di18MT18H II Smie 1:102.1 CONN.OF GABLE STUDS BY OTHERS. D 5.40 12 CI CH 3x8 3x8 i E C CJ 5x12% CG 5x6 F 9 CK 2x4 CF G 7zB A CL W� H yy 13 P CM a CN N CO M CP CO CR L CS CT CU K CV CW C% J CY 8z8 5x8 1 3.10= 5x72= 5x8— Sz8= 5.8= 3x8= Plate Offsets(X.YI: IA:O-3 0.0-1-121 IB 0-6-0 0-3-01 1F•0-2-12 0-3-01 IH O 1 6 0 2 13j [K70 4 0 0-3 0) [N 0-6 0 0-3 01 [O 0-3-8 0 1 81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.33 N-O >770 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.61 N-O >422 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 H n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:444lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E`Except* TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc pudins, except i A-B:2 X 4 SPF No.2 end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt B-N,C-M,D-M,D-L,E-L,A-O D-M:2 X 6 SPF 1650E 1.5E,A-P:2 X 4 SPF 1650E 1.5EOTHERS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Right:2 X 4 SPF No.2 Installation guide. REACTIONS (lb/size) P=385/Mechanical,M=3785/0-5-8 (req.0-5-15),H=1298/0-5-8 (min.0-2-2) Max HorzP=139(LC 6) Max UpliftP=-61(LC 10),M=-204(LC 5),H=-184(LC 6) Max GravP=583(LC 9),M=3785(LC 1),H=1349(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-CF=-592/365,B-CF=-475/395,B-CG=0/791,C-CG=0/840,C-CH=0/1272,D-CH=0/1385, E-C1=-276/166,E-CJ=1057/220,F-CJ=-1224/208,F-CK=-1925/246,G-CK=-2019/234, G-CL=-2063/199,H-CL=-2162/177,A-P=-483/156 BOT CHORD P-CM=-141/459,O-CM=-141/459,O-CN=-341/428,N-CN=-341/428,N-CO=-735/237, M-CO=-735/237,M-CP=-421/226,CP-CQ=-421/226,CQ-CR=-421/226,L-CR=-421/226, L-CS=0/491,CS-CT=0/491,CT-CU=0/491,K-CU=0/491,K-CV=0/1233,CV-CW=0/1233, CW-CX=0/1233,J-CX=0/1233,J-CY=-93/1853,H-CY=-93/1853 WEBS B-0=0/496,B-N=-894/148,C-N=-17/664,C-M=-1109/206,D-M=-2611/166,D-L=-152/1600, E-L=-1166/233,E-K=-124/1185,F-K=731/190,F-J=-83/778,G-J=-352/146, A-0=-491/152 NOTES 1)Unbalanced roof live loads have been considered for this design. V� S, rl 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; Al cantilever left and right exposed;end vertical left and right 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 y t Gable End Details as applicable,or consult qualified building designer as per ANSI/fPI 1-2002. r 4)All plates are MT20 plates unless otherwise indicated. 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 jJ 3 will fit between the bottom chord and any other members,with BCDL=12.Opsf. 8)WARNING:Required bearing size at joint(s)M greater than input bearing size. 16S {stir 9)Refer to girder(s)for truss to truss connections. 41 ALA, 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.Olb live and 52.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. EXPIRES:08-01-10�� Continued on page 2 January 29,2010 A WARMNG.V—i y design Paramdem and RBdD MnW OAF TWS AM[AMWSD A97MICREFERB70C8 PAGE MU 7473 rev.10-V8 BEFORE rJSB. ��" Design valid for use only with Mnek connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-69 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informoflon available from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ;J09-�155�9 �G russ Truss Type Qty Ply CHANDLER'S�SQUARE R31242234 E04 GABLE 1 1 Job Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:012010 Page 2 LOAD CASE(S) Standard i ® WARW--V-VV dasign param t.and READ M n 0 ON MS AR tNIMVD dJ JU78KR8PBRENC8 PA08 Alit 74T8 w.10-V8 BEF ORB U56. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek., is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding wwrw+enw.ww.a- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSII and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ;J09 Truss Type Dry Ply CHANDLER'S SQUARE R31242235 �155�9 �G�r:04A GABLE 1 1 Jb Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 12009 MiTek Industries,Inc. Fri Jan 2910:21:05 2010 Page 1 8-7-8 I 19-11-8 25-3-8 32-1-6 38-115 45-9-3 52 9 8 154 9-B 8-7-8 8-4-0 84-0 8-9-14 8-9-14 6-9-14 7-0-5 2-0-0 12x18MT18H II S.I. 1:102.1 CONN.OF GABLE STUDS BY OTHERS. D 5.40 12 0I CH 3.8 3.6 i E C CJ 5.12% CG Sx8 F a CK 2x4 l CF a 7x8 i A CL I H i t I� i P CM 0 CN N CO M cP CO CR L CS CT Cu K CV Cw Cx J CY axe 5.8 II 3.10= 5.12= 54 S.8= 5.8= 3.8= ' 8-7-8 18-11-8 21-0-12 -3-2913 37-0-15 I 44 10-0 52 9 8 8-7-8 7 0-1 Plate Offsets(X.Y)• IA-0-3-0 0-1-121 [B 0-6-0 0-3-01 [F 0-2-12 0-3-01 [H:0-1-6 0-2-13],[K•0-4-0 0-3-01 [N-0-6-0 0-3-0] [O'0-3-8 0-1-8] j LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.33 N-0 >770 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.61 N-0 >422 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 H n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:444lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E'Except' TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except A-B:2 X 4 SPF No.2 end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2'Except' WEBS 1 Row at midpt B-N,C-M,D-M,D-L,E-L,A-0 D-M:2 X 6 SPF 1650F 1.5E,A-P:2 X 4 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 SPF No.2 be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Right:2 X 4 SPF No.2 REACTIONS (lb/size) P=385/Mechanical,M=3785/0-5-8 (req.0-5-15),H=1298/0-5-8 (min.0-2-2) Max HorzP=139(LC 6) Max UpliftP=-61(LC 10),M=-204(LC 5),H=-184(LC 6) Max GravP=583(LC 9),M=3785(LC 1),H=1349(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-CF=-592/365,B-CF=-475/395,B-CG=O/791,C-CG=0/840,C-CH=0/1272,D-CH=0/1385, E-CI=-276/166,E-CJ=1057/220,F-CJ=-1224/208,F-CK=-1925/246,G-CK=-2019/234, G-CL=-2063/199,H-CL=-2162/177,A-P=-483/156 BOT CHORD P-CM=-141/459,O-CM=-141/459,O-CN=-341/428,N-CN=-341/428,N-CO=-735/237, M-CO=-735/237,M-CP=-421/226,CP-CQ=421/226,CQ-CR=-421/226,L-CR=-421/226, L-CS=0/491,CS-CT=0/491,CT-CU=0/491,K-CU=0/491,K-CV=0/1233,CV-CW=0/1233, CW-CX=0/1233,J-CX=0/1233,J-CY=-93/1853,H-CY=-93/1853 WEBS B-0=0/496,B-N=894/148,C-N=-171664,C-M=-1109/206,0-M=-2611/166,D-L=152/1600, E-L=-1166/233,E-K=-124/1185,F-K=731/190,F-J=-83/778,G-J=-352/146, A-O=-491/152 NOTES S. 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exit B;enclosed;MWFRS(low-rise)gable end zone; 4Y' ASf cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �F> 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 1-2002. �L 4)All plates are MT20 plates unless otherwise indicated. 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 3 6 *V will fit between the bottom chord and any other members,with BCDL=12.Opsf. QfiG C TT 8)WARNING:Required bearing size at joint(s)M greater than input bearing size. ; 9)Refer to girder(s)for truss to truss connections. L�.• 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. EXPIRES:08-01-10 Continued on page 2 January 29,2010 A WARNIM-Verify dmigrt pa cters and READ M07M ON THIS AIYD INCLUDED A4f=REFEIM CB PAGE MI-7473?".10'D8 88PORB US& ��" Design valid for use only with Walk connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding siw+�nwrowua.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormaiton available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Jab Truss Truss Type Qty Ply CHANDLER'S SQUARE R31242235 J09-1559 GE04A GABLE 1 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:21:05 2010 Page 2 LOAD CASE(S) Standard i i A WARM W-17eni1r daaige pmwxm t.and RBAD MUTW ON IMS AND MIMEVED JU=KRBPBPWW5 PAGH MU-7473 reo,10-735 BSPORB UISB. � Design valid for use only with Wek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding •awsw+e^sw'owea- fabricatiion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 - Mi M1 f'4' PRWER r0 PLRFORM.- MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: J09-1559 Fax916/676-1909 CHANDLER'S SQUARE The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal:R31199694 thru R31199700 My license renewal date for the state of Washington is August 1,2010. S. r41G� ()r -.A.SIlf1i, G.c kf�04, EXPR S: 08- January 19,2010 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type Qty Ply CHANDLER'SSQUARE R31199694 J09-1559 GE04 GABLE 1 1 f Louws Truss,Inc.,Ferndale,WA 96248 7.140 s Oct1 2009 MTek Industries,Inc. Tue Jan 19 08:55:29 2010 Page 1 e-7 18-1$ 5-3-e 32-1E 3-11-5 4 9-3 5-9A 54- e-7-9 8-4-0 8<-0 6-314 6-9-14 8-9-14 745 2-0-0 S.W•1:101.3 12z1e MT1BH CONN.OF GABLE STUDS BY OTHERS. D 540 12 CI CH 3z6 3.6 i E C CJ 5ze CG P Sz12 S CK 2z4 G CF 74% CL I A t 5]j;C] H yp Id iP CM a CN N Co M CP co CR L CS CT Cu K CV cW Cx J CY 8� Sze= 5ze= 3z6= 5z8 I 3z10= 5z12= 5ze= 1 B-7A 8410 4 74 7&1 7-9-1 7-9-1 Plate Offsets( Yl IA 0 3-0 0-1 12] 0-6 rB 0 0-3!W.[F'0-2 12 0-3-01,[H'0 1 6 0-2 13] [K'0-40 0-3-01 FN'0-6-0 0 3-01 f0'0 3 8 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.33 N-0 >770 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.61 N-0 >422 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 H n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:444lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E'Except' TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except A-B:2 X 4 SPF No.2 end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt B-N,C-M,D-M,D-L,E-L,A-0 D-M:2 X 6 SPF 1650F 1.5E,A-P:2 X 4 SPF 165OF 1.5E �,77e7lrecommends that Stabilizers and required cross bracing OTHERS 2 X 4 SPF No.2 balled during truss erection,in accordance with Stabilizer WEDGE Ition guide. Right:2 X 4 SPF No.2 REACTIONS (lb/size) P=385/Mechanical,M=3785/0-5-8 (req.0-5-15),H=1298/0-5-8 (min.0-2-2) Max HorzP=139(1_C 6) Max UpliftP=61(LC 10),M=-204(LC 5),11=1184(LC 6) Max GravP=583(LC 9),M=3785(LC 1),H=1349(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-CF=-592/365,B-CF=-475/395,B-CG=0/791,C-CG=0/840,C-CH=0/1272,D-CH=0/1385, E-C1=-276/166,E-CJ=1057/220,F-CJ=1224/208,F-CK=1925/246,G-CK=2019/234, G-CL=-2063/199,H-CL=-2162/177,A-P=-483/156 BOT CHORD P-CM=-141/459,O-CM=-141/459,O-CN=-341/428,N-CN=-341/428,N-CO=-7351237, M-CO=735/237,M-CP=-421/226,CP-CQ=-421/226,CQ-CR=-421/226,L-CR=-421/226, L-CS=0/491,CS-CT=0/491,CT-CU=0/491,K-CU=0/491,K-CV=0/1233,CV-CW=0/1233, CW-CX=0/1233,J-CX=0/1233,J-CY=93/1853,H-CY=-93/1853 WEBS B-0=0/496,8-1`4=894/148,C-N=-17/664,C-M=1109/206,D-M=2611/166,D-L=l52/1600, E-L=1166/233,E-K=l24/1185,F-K=731/190,F-J=-83/778,G-J=352/146, A-0=491/152 NOTES V,R S, TI/4 1)Unbalanced roof live loads have been considered for this design. �! 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; C4' A,1 cantilever left and right exposed;end vertical left and right 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 1-2002. Z 4)All plates are MT20 plates unless otherwise indicated. 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. c 7)'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 04 will fit between the bottom chord and any other members,with BCDL=12.Opsf. O,, "f'f.-r- 8)WARNING:Required bearing size at joint(s)M greater than input bearing size. SS/ON Y`'1 A L` 9)Refer to girder(s)for truss to truss connections. 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.01b live and 52.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. EXPIRES: 08-01-10 Continued on page 2 January 19,2010 A WARNfNG-Peffly design paramefe.and READ MM ON TWS AND INCLEOW JV=REFERENCE PAGE MU.7473 r ,10-US REFORE USE, Design valid for use only with MiTek connectors.This design Is based any upon parameters shown,and Is for an individual building component. OF Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mi I�kY is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .uwss,e'se.n fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Componerd 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 FJo �GE10�4 � Truss Type Qty Ply CHANDLER'S SQUARE R31199694 9-1559 GABLE 1 1 JQb Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Jan 19 08:55:31 2010 Page 2 LOAD CASE(S) Standard I I f ® WARNfNG-Ver*dMign parami tervs cmd READ NOM ON TWS AND INCLUDED Mr7EK REFERENCE PAGE MU 7.473 nr..20-ve BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown T _ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillity of the Mi le� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowcc.v^cc.nera- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI BuBding Component 7777 Greenback Lane,Suite 109 Safety Intormaiton available from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Oty Ply CHANDLER'SSQUARE R31199695 1 J09-1559 GE04A GABLE 1 1 1 fr Louws Truss,Inc.,Ferndale,WA 96248 7.140 s Oct 1 2009 MTek Industries,Inc. Tue Jan 19 08:55:36 2010 Page 1 8-7-8 16-11A 25-3-8 32-1-6 38-115 45-9-3 52-9-8 {54-9-8 8-7-8 &4-0 840 6-9-14 6-9-14 8-9-14 7-0-5 2-0-0 S,a4.1:102.1 CONN.OF GABLE STUDS BY OTHERS. 12,ISMT16H 11 D 5.40 F12 cl CH 3x6 3.6 i E C CJ 5x6 502 i CG F B CK 214// CF G 7x8% CL A I 11� F cm a CN N Ca M CV Ca CR L CS CT CU K cv Cw CX J cy 64 5x8 3x10= 5x12= 5x8 5x6= Sx6= 3.6= 8 7-8 I 1s-11.8 z1S-12 29-&13 I 37-0-1s I as-io-0 { 7-11-8 - 8 7 8 8-4-0 4 7.r 7 B-1 7 9-1 7-9-1 ].11-8 Plate Offsets(XY) fit 0 3-0 0-1 121,FB70-6 0 0-3-01,FF70-2 12 0 3-00] IH-0 1 6 0-2 13),IK70-4-0 0-3 01,[N70-6-0 0-3-0),10.0-3-8 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdef1 Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.33 N-0 >770 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.61 N-0 >422 180 MT18H 1971144 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 H n/a n/a BCDL 12.0 Code IBC20061TP12002 (Matrix) Weight:444lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E`Except` TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except A-B:2 X 4 SPF Not end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt B-N,C-M,D-M,D-L,E-L,A-0 D-M:2 X 6 SPF 165OF 1.5E,A-P:2 X 4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 SPF No.2 be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Right:2 X 4 SPF No.2 REACTIONS (lb/size) P=385/Mechanical,M=3785/0-5-8 (req.0-5-15),H=1298/0-5-8 (min.0-2-2) Max Horz P=139(LC 6) Max UpliftP=-61(LC 10),M=-204(LC 5),H=184(LC 6) Max GravP=583(LC 9),M=3785(LC 1),H=1349(LC 10) f FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-CF=592/365,B-CF=-475/395,B-CG=0/791,C-CG=0/840,C-CH=0/1272,D-CH=0/1385, E-CI=-276/166,E-CJ=1057/220,F-CJ=-1224/208,F-CK=-1925/246,G-CK=-2019/234, G-CL=-2063/199,H-CL=-2162/177,A-P=-483/156 BOT CHORD P-CM=141/459,O-CM=141/459,O-CN=341/428,N-CN=341/428,N-CO=-735/237, M-CO=735/237,M-CP=-421/226,CP-CQ=421/226,CQ-CR=-421/226,L-CR=-421/226, L-CS=0/491,CS-CT=0/491,CT-CU=0/491,K-CU=0/491,K-CV=0/1233,CV-CW=0/1233, CW-CX=0/1233,J-CX=0/1233,J-CY=-93/1853,H-CY=-93/1853 WEBS B-0=0/496,B-N=894/148,C-N=-17/664,C-M=-1109/206,D-M=-2611/166,D-L=-152/1600, E-L=1166/233,E-K=12411185,F-K=731/190,F-J=-83/778,G-J=-352/146, A-0=-491/152 NOTESj',jt S. T 1)Unbalanced roof live loads have been considered for this design. ti 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right 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 1-2002. 7. 4)All plates are MT20 plates unless otherwise indicated. 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-&0 tall by 2-0-0 wide {' 3 6 K will fit between the bottom chord and any other members,with BCDL=12.Opsf. G fi S,, 8)WARNING:Required bearing size at joint(s)M greater than input bearing size. sS�C)Nr 9)Refer to girder(s)for truss to truss connections. AL. 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.01b live and 52.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. EXPIRES:08-01-10 Continued on page 2 January 19,2010 ®WARANNG-YerOV dae}gn parvamdeys and READ NOTES ON TIUS AND INCLUDED PUTESREPERENC&PAGE M,7477 me,T.Q-`IB EEPORE USE, Design valid for use ony with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowrR m.ew.v.ra- fabrication,quality control,storage,delivery,erection and Wacin, consult ANSI/TPI1 Qualltr Cdleda,DSB.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VAA 22314. Citrus Heights,CA,95610 Job Truss Truss Type aty Ply CHAN Job DLER'S SQUARE R31199695 J09-1559 GE04A GABLE 1 1 JQb f do I Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Jan 19 08:55:37 2010 Page 2 LOAD CASE(S) Standard ® WARA7W-Ver1j#r design parameters and READ NOTRS ON THIS AND 7NCLODED KfTEI{-REFERENCE PAGE MU-747J ree,10-VS AFFQRF.USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .owc.+o.cwrowK- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality CrIteda,DSB-89 and Ill Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31199696 J09-1559 M01 ROOF TRUSS 5 1 Job Reference optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 12009 MiTek Industries,Inc. Tue Jan 19 08:55:38 2010 Page 1 510-7 11-7-14 5-10-7 5-9-7 4.4 sur-1,49.0 c s.40 12 M .4 1 B G 54 A E F D Us II - 4M5= 11-7-14 5-10.7 5-9-7 Plate Offsets(XY): fA:0-3-0 0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.12 D-E >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.19 D-E >701 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 D n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:54lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1040.0 oc bracing. WEBS 1 Row at midpt C-D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) D=511/Mechanical,F=51 1/Mechanical Max HorzF=181(LC 4) Max UpliftD=-78(LC 5),F=-31(LC 5) Max GravD=529(LC 12),F=529(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-G=561/33,B-G=-458/43,C-D=340/46,A-F=-463/57 BOT CHORD F-1=-171/264,E-1=171/264,E-J=-75/445,D-J=75/445 WEBS B-E=0/369,B-D=509/107,A-E=0/342 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.It;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.Olb live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. C,R�• T/ LOAD CASE(S) Standard NN 'I 4' EXPIRES: 08-01-10 January 19,2010 ®WARAVNG-Ver*design parameters a d READ NOTES ON TWS AND TNCLUDBD MTSK REFERBNCE PAGE MU-7478 neo,7.0-`O8 BEFORE USE, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII QuaMy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite I D9 Safety Inlamallon available from Truss Plate Institute,281 N.Lee Sg eet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'�SQUAR�E R31199697 J09-1559 M02 ROOFTRUSS 1 1n Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Jan 19 08:55:40 2010 Page 1 5-10-8 11-9-0 5-10-8 5-10-8 Bv8= 2s4 Say- Sc4k=1'.47.2 A G H B a K E L F a 4x4 I1 3.10— '4 11 5-10-8 11-9-0 5-10-8 5-10-8 Plate Offsets(X Y): rD Edge 0-3-8) - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.12 E-F >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.21 E-F >670 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) -0.00 D n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:67lb E LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD 2-0-0 oc purlins(6-0-0 max.):A-C, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt A-F,C-D JOINTS 1 Brace at Jt(s):A,C MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) F=1082/Mechanical,D=1108/0-2-8 (min.0-1-12) Max Horz F=-1 58(LC 3) Max UpliftF=-138(LC 3),D=-140(LC 4) Max GravF=1098(LC 9),D=1123(LC 12) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. V TOP CHORD A-F=1025/156,A-G=707/103,G-H=-707/103,B-H=-707/103,B-1=-707/103, I-J=-707/103,C-J=-707/103,C-D=-1050/158 WEBS A-E=143/970,B-E=1293/189,C-E=-143/965 NOTES 1)Wind:ASCE 7-05.85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load 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 at joint(s)D. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �A1;1t S.TI& 8)This truss has been designed for a moving concentrated load of 250.0Ib live and 52.01b dead located at all mid panels and at all panel ;�' t! points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. A'x/f 9)Girder carries tie-in span(s):8-6-12 from 2-0-0 to 10-0-0 f 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. tc ' LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-G=66,G-J=-211,C-J=-66,D-F=-24 r�.�� r EXPIRES: 08-01-10 January 19,2010 ® WARMW-Verify design parameters and READ M077W 09TW6 AND INCLUDED W7W REPERBNCE PAGE MI-7473 res.2fT 17C+ISEP`UR&LISti. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MIN erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowrr n'rens�: fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus heights,CA,95610 Job Truss Truss Type ���1y� CHANDLER'SSQUARE R31199698 J09-1559 M03 ROOF TRUSS 1 Jb Reference toptional) Louws Truss,Inc.,Ferndale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Jan 19 08:55:44 2010 Page 1 3-11-7 7-9-9 11-2 Q 3-11-7 3-1 D-3 3-11-7 Us— 20 11 3.4= Sx6— Sale=1:47.2 A B J c K D \IV, nn L a M r N H JL24 6x9= JL24 6x0= JL24 E 3x4 I 3x4 JL24 JL24 3-11-7 i 7-&9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.07 F-G >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.14 F-G >977 180 BCLL 0.0 Rep Stress Ina NO WB 0.57 Horz(TL) 0.01 E n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:79lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD 2-0-0 oc purlins(4-8-0 max.):A-D, except end verticals. BOT CHORD 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt A-H,D-E JOINTS 1 Brace at Jt(s):A,D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) H=1929/Mechanical,E=1992/0-2-8 (min.0-2-0) Max Horz H=-158(LC 3) Max Uplif H=-246(LC 3),E=253(1-C 4) Max GravH=1944(LC 19),E=2007(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-H=1835/242,A-1=1055/154,13-1=1055/154,B-J=-1055/154,C-J=-1055/154, C-K=1073/156,D-K=1073/156,D-E=1874/246 BOT CHORD G-M=174/1073,F-M=-174/1073 WEBS A-G=-252/1950,13-13=869/127,C-F=-776/170,D-F=-256/1976 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load 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 girders)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)E. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. FR S. 7 8)This truss has been designed for a moving concentrated load of 250.0Ib live and 52.01b dead located at all mid panels and at all panel �U' + points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 9)Girder carries tie-in span(s):B-6-12 from 2-0-0 to 10-13-0;11-8-14 from 2-0-0 to 10-0-0 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 11)Use USP JL24(With 10d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from the r� r left end to 10-0-0 to connect truss(es)???(1 ply 2 X 3 SPF) to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. 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 Gf G/. (r R� 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Continued on page 2 EXPIRES: 08-01-10 January 19,2010 A WARAW#G-Ver*daalyn parameter and READ NOM ON IWS AND INCLUDED W7EK REFERENCE PAGE W-7473 r+6B.10-Va EEPORE USE. Design valid for use only with Mnek connectors.This design is based only upon parameters shown,and is for an individual building component. �e Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Me ' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rows.xo.re fabrication,quality control,storage,delivery,erection and bracing consult ANSI/TPI11 Quality Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 So"Information available from Truss Plate Institute,281 N.Lee Seet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31199698 J09-1559 M03 ROOF TRUSS 1 1 Job Reference i Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Jan 19 08:55:44 2010 Page 2 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-I=-66,I-K=211,D-K=-66,H-L=-24,L-N=-240(F=-216),E-N=-24 I I f P ® WARNT(W,-Pfrir,V design parameter=and REAL)W)MI;ON IWIS AND INCI.IIDED WMK RRFERENCE PAGE MU-7473 nso.10-`08 EEPORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi @k. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding row -wsw - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quo Cdferia,DSB•89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31199699 Job Refe J09-1559 M04 ROOF TRUSS 5 1 Job Reference(optional I Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Jan 19 08:55:45 2010 Page 1 I 4-5-10 �- 8-8-12 4-5-10 4-3-2 Sub=1:315 a4 II c 5.40 12 a 3M4 B F A N 4= H 8 0 2v4 11 W= 4-5-10 I e-8-12 � 4--M a LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.08 A-E >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.13 A-E >801 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 D n/a n/a BCDL 12.0 Code IBC2006/fP12002 (Matrix) Weight:32lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.2 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. REACTIONS (lb/size) A=383/0-1-8 (min.0-1-8),D=383/0-1-8 (min.0-1-8) Max HorzA=113(LC 4) Max Uplif A=-28(LC 5),D=53(LC 5) Max GravA=472(LC 12),D=472(LC 11) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=585/28,B-F=-573/37,C-D=-327/29 BOT CHORD A-H=-57/522,E-H=57/522,E-1=-57/522,D-1=57/522 WEBS B-E=0/423,B-D=583/94 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A,D. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 6)This truss has been designed for a moving concentrated load of 250.O1b live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOADCASE(S) Standard v � S. Tj�r C4' F WAS// � F77 TO. EXPIRES: 08-01-10 January 19,2010 A WARA&NG-lre>1 ij dwNgx parameterlB and RBAD M1TW ON TWS AND IM'L(R)&D W7XK REFMWhrZ PAGE PW-7473 r+so,10-VO F38PORR USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. f Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the M( eI erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding nR.,,R,„,. fabrication,quality control,storage,delivery,erection and bracing,consult ANSViPrI Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31199700 J09-1559 T05 ROOF TRUSS 5 1 Job ference i Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 12009 MiTek Industries,Inc. Tue Jan 19 08:55:47 2010 Page 1 (414 t 11-2 42.41d � i 4-10-14 6-9-14 6-9-14 69-14 7-05 -0-0 BUM:=1:Ms 540 12 5x8= B Bxe i M N A 3xfi c O 5x8 D q P g 2.4 n E O F 44 G yp R K 8 T U J V W % I V 2 H AA Bxe= d 3x4 5x8= 5x8= 3x4= 3x10 11 au 11 — 13 1610.11 2 1. 44L6 J2.4-14 11 ]b15 ]-]-14 ]-]-14 9� Plate Offsets(X.Y)' IB'0 3-8 0-1$1 rD'0 2 12 0-3-01.[F•G-2 7 Fdgel rF70-o 7 0 1 15],jr0-4-o 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.30 H-1 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.60 H-1 >619 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.09 F n/a n/a } BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:178lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E'Except' TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, except A-B:2 X 4 SPF No.2 end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2*Except` 6-0-0 oc bracing:K-L. B-K:2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt B-K,B-J,C-J,A-L,A-K WEDGE MiTek recommends that Stabilizers and required cross bracing Right:2 X 4 SPF No.2 be installed during truss erection,in accordance with Stabilizer Installation cluide. REACTIONS (lb/size) K=1828/0-5-8 (min.0-2-14),F=1716/0-5-8 (min.0-2-11) j Max Horz K=-317(LC 3) r Max UpliftK=147(1-C 6),F=186(1-C 6) ! R FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-N=-1087/191,C-N=-1182/179,C-0=2012/229,D-0=2104/217,D-P=2753/2541 E-P=2846/243,E-Q=2886/203,F-0=2985/181,A-L=-478/144 BOT CHORD K-S=0/472,S-T=0/472,T-U=0/472,J-U=0/472,J-V=0/1281,V-W=0/1281,W-X=0/1281, I-X=0/1281,1-Y=0/2012,Y-Z=0/2012,H-Z=0/2012,H-AA=-97/2590,F-AA=97/2590 WEBS B-K=1537/125,B-J=167/1610,C-J=1150/244,C-1=128/1164,D-1=-705/190, D-H=-88/739,E-H=-326/147,A-K=-185/431 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load 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,with BCDL=12.Opsf. r1t.K S• rl• 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIlfPI 1. !° 6)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard �Y T ONA EXPIRES:08-01-10 Lj January 19,2010 ® WARAWNG-Verify design parameters and READ NOTES ON TYUS AND INCLUDED WTEK REFEREWF PAGE MI.7473 t+ee.10-'08 BEFORE USE, ��' Design valid for use only with Welk connectors.This design B based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .owiw+w.rw fabrication,quality control,storage,delivery,erection and bracing consult AKSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,281 N.Lee Seet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 �Z X ^ 0 T z y CAC r 1-4 (p n I O °p O 61 C pD1° n oCn (D7Q n7o ... Z 7rt z CA �DQ°��Qoo � Qc Q 5 oQQ 3of.3 as °� H CD -0 a o�po� y 0 039 -m' 3 (?� ci aa �� O m � am � c � ao H° Z o° aoQ°co moo ° 0 S- ?� Q n � ��= Ng m < m �X �mCD v m� :3 � CD y 3 ~ -c nQ3 0 oS c� NQm O a(QQI O QpOC 3 Q OQ� CD (DOQ Q . , nDOO �0 O �CD Z 0 (D V u:3 Qnp. NOF^� nSO �, DOC ?� Q oo Q 3Q ao Q�Qj o D c _ m -.a3 QQO (QQ� (D �•� 3 � ((DD3 N O � Q- O 3N.� c 3 O O (D <Q (D Q n 0 O � (D O N(D (D n Q X (D D Q � CD � � -. 6 p O ^ QQQ Q (ND ND (Q O c (D c Q Q 7 Q c: O j X Q -C 7 Q Q Q 25 `G �� 5- CD z c-, n c= =m TOP CHORD oa.W, H v 1pm mZ? cve m T H Z OD OD o- 00, ~0> N A` 0`� '70 y �D yA h C 7 •N MT W� 0 n �a yT n �\!c '� y A (° b 10L a� : p m� cz �° O w 3 Pi m D A -9 10 5` 14 O W2-7 O N A A ZZ � 0 3 �. q N p a S z 00. n W (D p V (.0to = �A Q y �p �+ ' 01 A a v xv o n n f v�i 'w (n N A < m r c Y ' fQ- V• CD 0 CD D z zM 3CD H D s cvi ° _A z =O WC4-5 -t� n H A m n V (D N A OHj< (D mN (T 0 CDTOP CHORD OD O O Q zcvo > 0;M0 -R m� ao o ° o 00 o�c ao own �� s� 5o m`o_'� n oar � z Q3 �� aD Q s.<(o o �> N nv °03 0° mN oN m o3� = o�.° �� ona� pO 3 c cfDi �� o 00 'm = 3 3� �mm om 6�Q 9.a �� �� onm 3 S� n: -m 5� �Q oo Q N o ° < � mo m� �< m _m sm oo <, N°-0 m mmm 3m (nnNo o0 (Q �o m 33 -� ao N - d=. �x o n.Q 3 n n x �.7m O� 70O O.a m ON O -N N� xG 7c 0CD 0' 7m0 NN O�'�7. O ° (D 0 c3 CD SQ' °° °o cQ -3 n (D R_ m 33 (03 a m372. Qm c`D�(o ic~ O -n oN Imo m' o ° 'o o oN mJ 3fD o00 0� m :� m0S o ��� Or 0- aQ°3 vQ O N s- < m� �m v- � °� 10 n.;? � ° oam goo os Qn5� o - 'D n� o CD Qm° 1 (0- s �.� °(cD cn 6 -N -Si �0 ;00 7N cF n 0.7 _ 7 m c 5-9- n-< (D Q �.7 m0� �w 7N o ' m �7 ° '"c yN �� n n�J �c S 7� 09 -0 7� � `< 5.o �� m oa ° m N m am 0-0, a n'- o-�, _?m ; a-• a f°.n O o'0 3n ° a Noa n n mN c c Z 3 n o°=CD �° ° � '00 miio m .3 0�. vo °.CD ? mz.� .0 aoQ„ o � � m �(� mom „ Q s ° v �D (D CD 'a �v �, n o' �� o o f m Z n o n N°� m o a 3 g'm o o Q OC 33 m m C 0 0 m 0- -o' °n y a N (n D - to o Sa N1 Q o v' 'v o "co �o s.Q Imo ` � -� -°moo ' �� oo CD °o C (� °- Yv =.° m °-� 3 �g '^ �Q 35 °m o° �o mQ o om of oom m� � Q /��0 c0 Nm 0 Q m a n �n m°. Ra a'°0 0 Jo fl j c� N 0 mN9 a3 (� (D CD m fl 0o s 3 o N(D 0a o� c ? o m a a 3.7G m 9. f o� m o o m '„ m n N FN Q 3 m 0 � > > 17 mco 00 S o 0o n a m_ nQ Q n °� " m n3 m n o' _. a < T n O 9.0 ° Z5 ° '0 3 1 N (D //��y sm 3� V m m H o + d 27-M 26-0-0 15-M 12-" 1„ 1-0 0 _ I 14-i 8 15-0-0 26-0-0 30-0-0 10-0-0 EXXEL PACIFIC, INC. CHANDLER- SQUARE 4 o Go jog-1559 LOUWS TRUSS, INC. . o 360-384-9000 W PEIO 10 _ _......_ _. . d 6 w �- r F E R9 E S _.. .. .. 9 r 0 m N i o o i i 4 d d 0 A rr 0 d d d w d 11-0-0 d -11-4 11-4 I v v a e la03 JO Q � N I 0 0 03 J0 m < a a a a a a a o 0 0 0 0 0 0 0 0 0 0 12 - - N o 0 0 0 0 0 0 0 0 0 0 w o 0 11, 0 0 `a o 09 o 0 0 0 0 0 09 o I 8 11 ED o 4 E06 11 8 E06 0 0 ro 11 • 11 -0 E08... E07 0 fE 11-0-0 I 1l&8 t 15-0 0 2"-0' 15 0-0 15-0-0 3� 10 0-0 � 124)-0 �� 15-0-0 >�E 26-0-0 ��� 15-0-0 ,� 10-0-0 ,I � LOUWS TRUSS INCORPORATED Louws Truss Inc. 1431 Sunset Ave. Ferndale, Wa. 98248 Re: J09-1559 CHANDLER'S SQUARE The truss drawing(s)referenced below have been prepared at Louws Truss,Inc.,under my direct supervision. Pages or sheets covered by this seal: I4237847 thruI4237847 IFT zt 23381 � ISTT`�L" �it March 1,2010 David Motter The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 T05-REV ROOF TRUSS 5 1 Job Reference o tional Louws Truss,Inc.,Femdale,WA 98248 7.140 s Jun 24 2009 MiTek Industries,Inc. Mon Mar 01 11:18:52 2010 Page 1 4i 10-14 1 11-8-12 18-a-11 25-4-9 + 324-14 T� 4-10-14 6-9-14 6-9-14 6-9-14 7-0-5 2-0-0 5.40 12 5x8 = Scale=1:80.3 B 64 i A 3x8 C 5x6 D i d 2x4 E F c j L K H 2"offset-See note 5 below. I H 6x6 3x4 I 5x6= 5x8 = 3x4= WOJ 0-0 12 9-1-13 9-2 13 16-10-11 4A-9 32-4 0-0-12 7-8-15 0.-0 7-7-14 7-7-14 7-10.5 1-4-2 Plate Offsets MY): [B:0-4-0 0-1-141.ID:0-2-12 0-3-01.IF70-2-7 Edge] IF70-0-7 0-1-15l.[I:D-4-0 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.08 F-H >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.19 F-H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 F n/a n/a BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:178lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E`Except' TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except A-B:2 X 4 SPF No.2 end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2'Except' WEBS 1 Brace at midpt B-K,B-J,C-J,A-L,A-K B-K:2 X 4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection,in accordance with Stabilizer Right:2 X 4 SPF No.2 [installation guide. REACTIONS (lb/size) L=-43/Mechanical,J=1842/0-5-8 (min.0-2-14),F=911/0-5-8 (min.0-1-8) Max Horz J=317(LC 3) Max Uplift L=-209(LC 10),J=-228(LC 6),F=-144(LC 6) Max Grav L=135(LC 9),J=1842(LC 1),F=915(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=0/472,C-D=-433/112,D-E=-1126/154,E-F=1252/102 BOT CHORD H-1=0/482,F-H=7/1038 WEBS B-K=49/284,B-J=-845/52,C-J=-967/255,C-1=-146/862,D-1=-678/197,D-H=-108/674, E-H=-386/152 JOINT STRESS INDEX A=0.70,B=0.80,C=0.65,D=0.79,E=0.38,F=0.34,F=0.16,H=0.63,1=0.52,J=0.41,K=0.56 and L=0.75 NOTES (5) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.2psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left /},p and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 +�t 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ~' 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)The bearing at joint J is actually located 2"to the left of the joint as shown. No reinforcing is necessary for this condition. �g Kr LOAD CASE(S) Standard �r s QNAc. �w March 1,2010 A WARNING-VeriFy design parameters and READ NOTES ON TN7S AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design B based any upon parameters shown,and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the O w/Q erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding YY e7 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-89 and BCSII Building Component T R U 8 8 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ISCe9re9ATre i 1 0o p D W c H N N 9 wN � x N m Z r N O r W m p I I nCr nSG��p�zo v = Ate; O O cS.NQQ D � QWQK(S- m �m �(fln? a Z 0 � C Z H ° (< __ O R°OnQ O p c Q c O � D r �O �.7 N. �� Q Q Om a� Q�p0 n ° WOmc� 3 ° n a� cD O CDC am � c cl,� A Qo3N� Z �� Q� oQ(o' mooQ o � Q n ?°3� m < m < mix ��3Zr v on o m� � �� m D 3 9. n (D 0 �.Q 05'�7Q.Q-�n £ = MC 7a � �� (DQ Q °o I � QON gyp ° � � CD O�- �n 0 a(D 36 Q �o Q �' Q Q� c a �• O W N O,Q m Now won, NpnQ ~�� Z o � cj �� Q � QO � o � �7 � o oo aQao 3 �oQ ° Qo5.Q ° " QoZ7c ° Q900 r"ao co3oN ={ 0 c: 6° -CD°• O (Q N o �� o � � N o m (D=F Q__., Z zyq ma° 0 ° o � Q (D � �_� oo� � o CD CD m Q 3CDX ' nO,� (D 0Q3 N �.�Q N 7 (D N � N ° n Q � c �• Q Q Q Q 25 O �� 7'SO H n � (D - �rnvy n M c= =�0 TOP CHORD O 30 702 °D CI-8 07 w m c a Z 0Co�W N C MH ZN AV�J A y �> 0= n C ZA (D ' =m �c ° Nm`OA O o �v ma n �` b A o°Ao p mA �z m O do C, m NW NA ou O �Z-C N rn O m P m v Y< V O W2-7 O N •r 2 ;F V A 70 m Z A Q. �• ©� 0° o DN m Z3 n m 0 3 CD C g w ? am = y o2. �Hf V1 r �A O l0O •sue.HWf� \\ P A of p S C A N D W m O O ® v z m °D —� Tv O D D o �. A ol z 0 w ° ' An CD mx O in Y' Q d ° (D m 3 Z (n ca-S A m TOP CHORD Q_ O Oo V P (n A W N T O :O Ou V P El A z;; N > �n.lo "o ID N np n Ow 00 O5c �1 0Nn cc �C ?p o`o_' o n 0cl ^Z o3 �� nD zm > >� o �� �o o ° n-o mg 0- ° n (D n ° cow n o c o om on dN on- C o °-< N a 'R> > n 3 n F 3 °3 - m o n cfl m < m cn a -� �'� -o,o �o° - oo ° �� cm ° ff�o f.� � � >> on ° 3 ° o �� � o CD cn� °� n < �.3 cno m m� m m �m oo <, N°-o m mmm 3m rnn2o V' o = o ° 3 ° nn � n a-aN a'o o_. x o ao 3 = o a rT can n° (Q IJ� moo tO•'� o °o o ° o na na n ° - o mm 0 0, cD c o3 � m m�-o, -,.cD �M (a ° ° CD O 0 30-a 'm°o a °n ° ma oc � � °m moo m� ?c mm0 o �0 �cL ao°,3 QQ Q mO :� < (D ° 5 m m � o 3o a�N n> a(D Sao o ;g0 0E mn•<o o < � - 3 0 omm m ° n� o_� c 0.. ao �N n a ° ° 5 _° mo onn cn,2 0 �S �o om �� 0,60�2 °m �0 nN 6•zz o -0 om of° 5m ° V (D -6, c o 0 m ° (D � N m s 0 0 o a n a n m � n v N o n 9 0 H A o° m„ coc �3 n o° mo of -30o m�o m„ 3 R vo° s N� 2 �� an am Q�. O o 'm < Pom 3 s a 'o =� �� n00 :Z(D-03 oc �m y� ° o � � mq Pogo O ID a c m (I c o m m o 0 0� s� _a N n <9 Q ,w C O N N o U S N' ° ' �°- ''CD ID °n D D _�� '^0 a 0. -°° ' v(n -<D'607 N H a ° �o �°-� ° o sQ N s'o 30. oo' o° o(D �� -° o 0 om of ooc'D (D � C /-- n co N(D a (D v m ° n „ (D o' mn o o °n s f ' nco a3 �' ° n on o o d n " m 0° on c 3 ° a (DQ. �•�CD m(o s �o 'n S o 0 0 0_ a o (D �°°a u ° o.° < ° 3� n O m° `°o ° s m'� ° N '^m (D m o m o 6° p fo a (D °� 0 '0 3 - `m1 (D z s( 3^ O m M NN • Job Truss Truss Type ally Ply CHANDLER'S SQUARE R31242257 J09-1559 T04 ROOF TRUSS 7 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:22:07 2010 Page 1 e 7-8 I 16 11-e I zs3-e I 32-1-8 I 3s-11 s I 4s-s-3 � sz-B-e 154-a-a r 8-7A 84-0 s-4-D 8-&14 8-9-14 fL9-74 7-0.5 2-0-0 Sub=1:102.7 12x18MT18H 11 0 5.i0 12 T S 3x6 3.6 i E C u Sx8 5.12 i R F B v 214 11 a G 711% W 77 A 4� H 1 I� R x G V H ZAA M AB AC AD L AE AF AG K AH Al AJ J AK 6.0 Sx8 II 3x1U= 5x12= 5.6= 5,6 = 5x8= 3xe= 8 7 8 18-11� 21-0-12 29-3-1'+ 37-0.15 44-10-0 52-9-8 e-7 8 8-0 D 4 7� 7-9-1 7-9-t 7-9-t off nff fs(X•Y) IA 0 3 0 0 1 121,IB70-6 0 0-3 01 IF•n 1 n 3 01,IKO 1 a 0-2 131 IK60-4-0 n-3 01,jN7n-a-n 0-3-01 f0.0-3-8 0-1-8J_ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.33 N-0 >769 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.61 N-0 >422 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.04 H n/a n/a BCDL 12.0 Code IBC2006ITP12002 (Matrix) Weight:259lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E`Except` TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except A-B:2 X 4 SPF No.2 end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2`Except' WEBS 1 Row at midpt B-N,C-M,D-M,D-L,E-L,A-0 D-M:2 X 6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Right:2 X 4 SPF No.2 I Installation guide. REACTIONS (lb/size) P=385/Mechanical,M=3785/0-5-8 (req.0-5-15),H=1298/0-5-8 (min.0-2-2) Max HorzP=-139(LC 6) Max UpliftP=-61(LC 10),M=-204(LC 5),H=-184(LC 6) Max GravP=583(LC 9),M=3785(LC 1),H=1349(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-Q=-591/365,B-Q=-475/395,B-R=0/791,C-R=0/840,C-S=0/1273,D-S=0/1386, E-T=276/166,E-U=-1057/220,F-U=-1224/208,F-V=-1925/246,G-V=-2019/234, G-W=-2063/199,H-W=-2162/177,A-P=-483/156 BOT CHORD P-X=141/457,O-X=-141/457,0-Y=-341/427,N-Y=341/427,N-Z=-735/237, Z-AA=-735/237,M-AA=-735/237,M-AB=-422/226,AB-AC=-422/226,AC-AD=-422/226, L-AD=422/226,L-AE=0/491,AE-AF=0/491,AF-AG=0/491,K-AG=0/491,K-AH=0/1233, AH-AI=0/1233,AI-AJ=0/1233,J-AJ=0/1233,J-AK=-93/1853,H-AK=-93/1853 WEBS B-0=0/496,B-N=895/148,C-N=-17/662,C-M=-1109/206,D-M=-2611/166,D-L=-152/1600, E-L=-1166/233,E-K=-124/1185,F-K=731/190,F-J=-83/778,G-J=-352/146, A-0=-490/155 NOTES 1)Unbalanced roof live loads have been considered for this design. R& T 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4� 01 E/ 3)All plates are MT20 plates unless otherwise indicated. r C� 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=12.Opsf. 6)WARNING:Required bearing size at joint(s)M greater than input bearing size. 7)Refer to girder(s)for truss to truss connections. q A 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/•TPI 1. W 9)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all pan el ,b points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. �S .410NAL.�=1a LOAD CASE(S) Standard EXPIRES: 08-01-10 January 29,2010 A WARNM-Verify design paramdera and FEW N07=ON TRTS dND MCLTIDSD M TSKREFERBNCB PEGS MU-7473 r'ea.10-Va BffiORS USE. Nit valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type city Ply CHANDLER'S SQUARE R31242258 J09-1559 T04A ROOF TRUSS 5 1 Job Refemnce(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:22:10 2010 Page 1 8-7-8 18-11-8 25-3-8 I 32-1-6 i 38 5-11 4 9-3 52-9-8 8-7-8 8-4-0 84-0 6-9-14 8-9-14 6-9-14 12K18 MT18H S.I.•1:100.9 D 5,40 1122 S R 3xe 3v6 i E C T Sx6 Sv12% a F d e D 2x4/l P G 7x8 V A a w H X M y Z AA AB K AC AD AE J AF AG AH I Al 8z8 5.8 11 3.10= 5x12= 5,= 5h6= 5.8= 3x6= 8-7-8 21-<2I 27-9 37-- I841-08 4 709-15 44-10-0 l 52-9-8 7-9-1 7-11-8 Plate Offsets(X.Y): [A:0-3-0.0-1-121.[B:0-6-0.0-3-011 [FQ-2-12 0-3-011 [H'Edge.0-2-13] [J:0-4-0.0-3-01.11141,0-6-0 0-3-Oj,[N:0-3-8 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.33 M-N >770 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.61 M-N >422 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.04 H n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:257lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E'Except` TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except A-B:2 X 4 SPF No.2 end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt B-M,C-L,D-L,D-K,E-K,A-N D-L:2 X 6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Right:2 X 4 SPF No.2 Installation guide. REACTIONS (lb/size) 0=380/Mechanical,L=3800/0-5-8 (req.0-5-15),H=1142/0-5-8 (min.0-1-14) Max Horz O=-1 12(LC 6) Max UpliftO=-66(LC 10),L=-209(LC 5),H=-108(LC 6) Max GravO=582(LC 9),L=3800(LC 1),H=1193(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-P=589/375,B-P=-472/404,B-0=0/803,C-Q=0/851,C-R=0/1285,D-R=0/1397, E-S=272/155,E-T=-1059/213,F-T=-1225/201,F-U=-1964/259,G-U=-2059/237, G-V=-2100/210,H-V=2199/197,A-0=481/162 BOT CHORD O-W=-151/457,N-W=151/457,N-X=-350/425,M-X=-350/425,M-Y=746/226, L-Y=746/226,L-Z=-428/211,Z-AA=-428/211,AA-AB=-428/211,K-AB=-428/211, K-AC=0/489,AC-AD=0/489,AD-AE=0/489,J-AE=0/489,J-AF=-18/1239,AF-AG=-18/1239, AG-AH=-18/1239,I-AH=-18/1239,I-AI-133/1893,H-AI-133/1893 WEBS B-N=0/496,B-M=896/149,C-M=-18/664,C-L=-1110/207,D-L=-2626/182,D-K-157/1609, E-K=-11721237,E-J=129/1194,F-J=-744/197,F-1=-106/822,G-1=-368/154, A-N=-499/150 NOTES 1)Unbalanced roof live loads have been considered for this design. R S r 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; (� cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 Q� �Q ` •f/ � 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �q O 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 X will fit between the bottom chord and any other members,with BCDL=12.Opsf. 6)WARNING:Required bearing size at joint(s)L greater than input bearing size. 7)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3 6 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 52.01b dead located at all mid panels and at all panel �X points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. �S Est NAL � LOAD CASE(S) Standard EXPIRES: 08-01-10 January 29,2010 A WARNM-VWXFV design Peramscars and READ SID78S ON 7N(S MID 1NCLWW 11UTRITREPERENCE PAGE MU-7473 rev.10-VIS EMORS USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding w.oas- fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Cdteda.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31242259 J09-1559 T05 ROOF TRUSS 5 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:22:12 2010 Page 1 a to x,.an _ 2a+e ua1 alau e-ene a-s-1a a9-1a s7�s z-0o SceN•1:92.6 5.40 112 5x8= 8 axe i M N A 34 C a 5z8 D a P dd 2.4 E a F G}� R K s T u J V w x I y Z H AA _ 3.4 11 5x6= 5.8= 30— 3z10 11 1 1d 11 — 92-13 1610.11 Ia714 32+14 11 rals 1 4 ad -1os Plate Offsets XY)7 fa 0 3-8 0 1 81.!D:0 2 12 0 3 0] IR0-2_7.Edgel fF-O 0-7 0-1-15] [I70-4-0 n-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.30 H-I >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.60 H-1 >619 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.09 F n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:1781b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E'Except' TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, except A-B:2 X 4 SPF No.2 end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2`Except' 6-0-0 oc bracing:K-L. B-K:2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt B-K,B-J,C-J,A-L,A-K WEDGE MiTek recommends that Stabilizers and required cross bracing Right:2 X 4 SPF No.2 I Installation guide, be installed during truss erection,in accordance with Stabilizer REACTIONS (lb/size) K=1828/0-5-8 (min.0-2-14),F=1716/0-5-8 (min.0-2-11) Max HorzK=-317(LC 3) Max UpliftK=-147(LC 6),F=186(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-N=-1087/191,C-N=1182/179,C-0=2012/229,D-0=2 1 04121 7,D-P=-2753/254, E-P=2846/243,E-Q=2886/203,F-Q=-2985/181,A-L=-478/144 BOT CHORD K-S=0/472,S-T=0/472,T-U=0/472,J-U=0/472,J-V=0/1281,V-W=011281,W-X=0/1281, I-X=0/1281,1-Y=0/2012,Y-Z=0/2012,H-Z=0/2012,H-AA=-97/2590,F-AA=-97/2590 WEBS B-K=1537/125,B-J=167/1610,C-J=-11501244,C-1=-12811164,D-1=-705/190, D-H=-88/739,E-H=-326/147,A-K=-185/431 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;TCDL=4.2psf;BCDL=4.8psf;h=25fl;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psi 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=12.Opsf. �r(tFR S' 7 Nth 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/f PI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel Q O� III points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard 04 S10NAL EXPIRES:08-01-10 January 29,2010 A WARNING-Ver V design parameters and RUD M nZ ON TWS AND INGLUDBD W71K RBPSRBMB PADS MU-7473 rer.10-V8 BBPORB USE. ! Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek" is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .owsw+e.sw.nwne.• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TFIl Quality Criteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 safety Information available from Truss Plate Institute,281 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Citrus heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31242260 J09-1559 T06 ROOF TRUSS 1 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:22:15 2010 Page 1 8 1 3 I 16 11A 25 3 8 32-1-6 38-11-5 I 45 9 3 F 52-9-8 8-1J tU-10-5 8-4-0 6-9-14 6-9-14 8-9-14 7-65 Scab•1:102.3 SxB 5.40 12 F 2.41 W X E 3x8 Us v G D SxB- Y U 5.6 c K 3x8% T Z Zxb B I S AA ex8 A J 1 n AB G AC P AD a AEAF N AG AN Al M AJ Al Al L AM AN K — AD Bx8= Iq Us II 44= 10x10= 7x8= TND26 Sx8= 5A— 7x8= 4x4— T 1)28 8 1 a 10 10 5 4 7-0 7 9 1 7-9-1 7-9-1 _ 7-11-8 Plate Offsets(X.Y) fA 0 2 12 0-2 0] [C 0-3 12 0 3-0] [H'0 2 12 i}3 O] [J-0.2 12 0 2 8] ILO-4-0 0-4-81 10 0-2-12 0-4-81 IP 0-3-8 45-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.13 K-L >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.23 P-Q >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.03 J n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:315lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins, except A-C:2 X 4 SPF No.2 end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. L-0:2 X 6 DF 240OF 2.0E WEBS 1 Row at midpt C-0,D-N,E-N,F-M,G-M,F-N WEBS 2 X 4 SPF No.2`Except' MiTek recommends that Stabilizers and required cross bracing D-N:2 X 4 SPF 165OF 1.5E,F-N:2 X 6 SPF 1650F 1.5E be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) R=1043/Mechanical,N=6336/0-5-8 (req.0-6-5),J=937/0-5-8 (min.0-1-9) Max HorzR=-111(LC 6) Max UpliftJ=-295(LC 6) Max GravR=1240(LC 9),N=6336(LC 1),J=995(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-S=-1778/0,B-S=-1697/0,B-T=-1520/0,C-T=1440/0,C-U=-164/688,D-U=149/721, D-V=0/1794,E-V=0/1907,E-W=0/l816,F-W=0/1907,F-X=0/621,G-X=0/609, G-Y=-612/648,H-Y=-779/636,H-Z=-1543/681,I-Z=1637/669,I-AA=1679/637, J-AA=-1776/624,A-R=-114710 BOT CHORD R-AB=-63/382,Q-AB=-63/382,Q-AC=0/1547,P-AC=0/1547,P-AD=0/1379,O-AD=0/1379, O-AE=-594/421,AE-AF=-594/421,N-AF=-594/421,N-AG=-869/0,AG-AH=869/0, AH-AI=-869/0,M-AI=-869/0,M-AJ=-403/61,AJ-AK=-403/61,AK-AL=-403/61, L-AL=-403/61,L-AM=-416/836,AM-AN=-416/836,K-AN=-416/836,K-AO=-517/1516, J-AO=-517/1516 WEBS C-0=-2393/0,D-0=0/2311,D-N=-2423/0,E-N=-364/89,F-M=-224/1521,G-M=-1191/223, G-L=-102/1222,H-L=745/190,H-K=-90/847,I-K=-382/139,A-Q=0/1316,C-P=0/2297, B-P=354/311,F-N=-2857/0 NOTES yR S•Tj 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 T� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C-2 } 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=12.Opsf. 5)WARNING:Required bearing size at joint(s)N greater than input bearing size. 6)Refer to girder(s)for truss to truss connections. 3049 { 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "Fps fiGIs t 8)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. rS1QNAG � 9)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 8-5-4 oc max.starting at 11-8-14 from the left end to 20-2-2 to connect truss(es)M03(1 ply 2 X 3 SPF) to front face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. Continued on page 2 ( EXPIRES: 08-01-10 January 29,2010 A WBRltlfM-Von&dssdgrt pwvrmetera and READ Mono OM 4Hf6 AND nXb Wi8D Nf77 RffFRRRW8 PAG8 MU-7473 rev.20-V8 88POR8 US9. Design valid for use any`A4th Mfrek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek" is for lateral support of individuol web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .owrw,o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/iPli Qua tily GMerta,DSB-89 and eC51 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandna,VA 22314. Citrus Heights,CA,95610 Job truss Truss Type Qty Ply CHANDLER'S SQUARE R31242260 J09-1559 T06 ROOF TRUSS 1 1 Joh Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:22:16 2010 Page 2 NOTES 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)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-17=66,F-J=-66,O-R=-24,O-AE=-64,AE-AG=-24,AG-AI=-64,AI-AJ=-24,AJ-AL=-64,AL-AM=-24,AM-AN=-64,J-AN=-24 Concentrated Loads(lb) Vert:P=-1929(F)AF=-1082(F) i I i� f A WARNIM-Vero design parametem and RBdD M 736 OM MS AARI lNGLUDBD A67ffiCREFER&MCS PbfsS M-7473 tee.10—V 8 BEFORE USE, Design valid far use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibillity of the MiT®k" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding w,v.swoea- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdterla,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31242261 J09-1559 T07 ROOF TRUSS 1 1 Job Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:22:17 2010 Page 1 z Du 7-1-4 1a D D I zD-1D-1z 2e M 3D D D 2-0-0 7-1-0 6-1a12 6-1a12 7-1-4 Sub•1:541 Sx8= E M N 6.00 52 2x4\\ 2x4 D P n 3x4 O G3x4 3x4 3.4 8 N I O L K P O J R 5A2= 3x4= 3xe= 3x4= 5.12= 9�-13 1e-7-3 I 2B-D-0 Plate Offsets(X.Y): 113:0-0-1.0 1-13) (H:O-0-1 0-1-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.48 J-L >694 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.86 J-L >389 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.09 H n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:111 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 X 4 SPF No.2 3-10-13,Right 2 X 4 SPF No.2 3-10-13 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) B=1474/0-5-8 (min.0-2-5),H=1475/0-5-8 (min.0-2-5) Max HorzB=77(LC 5) j Max UpliftB=-158(LC 5),H=-158(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=2252/141,C-D=-2076/166,D-M=-2023/164,E-M=-1920/178,E-N=1922/178, F-N=2025/165,F-G=2077/166,G-H=2253/141 BOT CHORD B-0=-126/1905,L-0=126/1905,K-L=17/1340,K-P=-17/1340,P-Q=-17/1340, J-Q=17/1340,J-R=-51/1906,H-R=-51/1906 WEBS D-L=-380/156,E-L=-50/763,E-J=51/766,F-J=-379/156 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load 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=12.Opsf. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.0Ib live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. R S. LOADCASE(S) Standard C�'O IryO' k fi 3 6 cS r EXPIRES: 08-01-10 January 29,2010 A WARM NIG-Versify design parameters and RW NOTES ON TIUS AM INCLUDED D 7=R&PERBNCE PAGE M1-7473 rev.10-'O8 11BYORB USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing consult ANSI/rPll QuaVH Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suns 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VAA 22314. Citrus Heights,CA,95610 Job Truss Truss Type City Ply CHANDLER'S SQUARE R31242262 J09-1559 T07A ROOF TRUSS 5 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:22:19 2010 Page 1 7-14 I 1a-o-o 20-10-12 I ze-o.D 30-0-0 7-14 8-10-12 8-10-12 7-14 2-0-0 5x8= S-1.-1:53.9 D M 8.00 12 2t4\\ 2x4 c E 3v4 6 FU4 3X4 3z4 A G � N Id N K J O P a 5.12= 3.4= 3x = N4= 5.12= 94-13 18-7-3 2BA-0 _ 94-13 9--5 94-1 Plate Offsets(X-Y) IA:0-0-1 0-1-12] IG:0-0-1 0-1-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.48 I-K >694 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.86 I-K >390 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.09 G n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:108lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purling. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 X 4 SPF No.2 3-10-13,Right 2 X 4 SPF No.2 3-10-13 be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS (lb/size) A=1337/0-5-8 (min.0-2-2),G=1480/0-5-8 (min.0-2-5) Max HorzA=-88(LC 6) Max UpliftA=-96(LC 5),G=159(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=2277/164,B-C=2102/180,C-L=2048/177,D-L=-1862/191,D-M=1931/179, E-M=-2034/166,E-F=2087/167,F-G=-2263/142 BOT CHORD A-N=-142/1935,K-N=-142/1935,J-K=-22/1349,J-O=-22/1349,O-P=-22/1349, I-P=22/1349,I-Q=-55/1915,G-Q=55/1915 WEBS C-K=-397/165,D-K=-62/785,13-1=50/766,E-1=380/156 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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=12.0psf. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.Olb live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard W U 4 Sj NAB EXPIRES: 08-01-10 January 29,2010 AWARMIMc-VerOdMiSaPWWmden and READ N01WONnV5 AIM INIMUDED111177ENPEFERSNCSPAGSAW-74Mmr.lO-rosBEFORBUM Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the WOW erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding vawrw.s— fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TFl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 TOS ROOF TRUSS 4 1 R31242263 Louws Truss,Inc.,Ferndale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:22:21 2010 Page 1 2 0 D + 6-74 t 19-4 12 28-0-D 28A-O e4-4-12-tz 1 64-12 4x8= Bob-1:54.5 E M H B.00 12 3.4 3.4 D F 3.4 C G3x4 3x4 i 3x4 a H R A I d O P O R L K ex9 2x4 11 5.8= 2x4 11 Bx8= I 9-7-a 1 13-0-D I 1s-4-n 1 6-7-4 R�-17 RJ 1 e 7d Plate Offsets(X Y)• 1B-0-1-5-0 3 11 IH 0-1-5 0-3-1] [K70-4-0 0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.18 K-L >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.36 K-L >871 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 H n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:108lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 X 4 SPF No.2 3-7-6,Right 2 X 4 SPF No.2 3-7-6 be installed during truss erection,in accordance with Stabilizer REACTIONS (lb/size) B=1302/0-5-8 (min.0-2-1),H=1302/0-5-8 (min.0-2-1) Installation guide. Max HorzB=73(LC 5) Max UpliftB=-152(LC 5),H=-152(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1946/113,C-D=-1758/137,D-M=-1370/125,E-M=-1275/138,E-N=-1275/138, F-N=1370/125,F-G=-1758/137,G-H=194611114 BOT CHORD B-O=-101/1617,L-O=-101/1617,L-P=101/1617,K-P=-101/1617,K-Q=-34/1617, J-Q=34/1617,J-R=-34/1617,H-R=-34/1617 WEBS D-L=0/448,D-K=585/111,E-K=-10/691,F-K=-585/112,F-J=0/448 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load 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)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live and 52.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard �0 kF 3 s sJC1NAL �` EXPIRES: 08-01-10 January 29,2010 A WARMW- VmV9 d=iSn PsOmn0ers and READ M nW ON=6 AM RNLUDBD JUMCRBPBR&WE PAGE AW 7473 rse,10-1 8 BEFORE USE, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblllity,of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rawr.,e.r.mw fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qua Bty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31242264 J09-1559 T09 ROOF TRUSS 4 2 Job Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:22:25 2010 Page 1 5- 8-8-13 143 F -1 -3-3 30344 -111 4-3 4-5-11 7z10MTISH I Sul..1.55.4 D O P 6w F2 7.8% 7A C E N a Y 6k8 i 64 B F Bz20= M R Bx20= A G S T u TH028 X THOM V THD25 j THD28 W THD26 I THD26 X THD28 H Y Z i THD26 Sze II THD28 70x10MT18H= 10z18 II 10x10 MT18H= axe ll THD28 A THD25 THD26 1, 45-11 I 8-6-13 13-0-0 I 17-3-3 I 21A-5 26-0.0 Plate Offsets(X.Y)7 fA:0-1-15.Edgel-fG•0-1-15 Edael fl•0.4-12.0-6-01.[K•0-4-12 0-6-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.32 J-K >953 240 MT20 187/144 TCDL 8.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.71 J-K >432 180 MT18H 187/144 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.22 G n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:366lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 14-12 oc purlins. BOT CHORD 2 X 8 LSL Truss Grade*Except* BOT CHORD Rigid ceiling directly applied or 10-13-0 oc bracing. I-K:2 X 8 DF 2250F 1.9E WEBS 2 X 4 SPF No.2*Except* D-J:2 X 4 SPF 210OF 1.8E WEDGE Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 REACTIONS (lb/size) A=14153/0-5-8 (min.0-5-6),G=14153/0-5-8 (min.0-5-6) Max HorzA=57(LC 4) Max UpliftA=-1755(LC 5).G=-1755(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-M=-27121/3363,B-M=-27043/3369,B-N=-23015/2872,C-N=-22965/2879, C-0=-17807/2244,D-O=-17694/2258,D-P=-17694/2258,E-P=-17807/2244, E-Q=-22965/2879,F-Q=-23015/2872,F-R=27043/3371,G-R=-27121/3364 BOT CHORD A-S=2976/23768,S-T=-2976/23768,L-T=2976/23768,L-U=-2976/23768, K-U=2976/23768,K-V=2534/20560,J-V=2534/20560,J-W=-2487/20560, I-W=2487/20560,I-X=-2922/23768,H-X=-2922/23768,H-Y=-2922/23768, Y-Z=2922/23768,G-Z=-2922/23768 WEBS B-L=489/4457,B-K=-3751/502,C-K=856/7166,C-J=-6663/888,D-J=-1901/15239, E-J=6663/888,E-1=-856/7166,F-1=-3751/503,F-H=490/4457 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-4-0 oc. tyR S.7 Webs connected as follows:2 X 4-1 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. , p 4)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. ,o 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 W will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S � 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 52.01b dead located at all mid panels and at all panel sf NAL � points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from Cont1f @4j%ArW(b2j-0-0 to connect truss(es)???(1 ply 2 X 3 SPF) to front face of bottom chord. F PIRES:08-01 10 January 29,2010 A WARXIM-Vero deefgn p= meters and READ NOTES ON TW$AAV 11111CLUDBD W1=RBPSR6WCS PAGE MV-7473 mv.10-V S B$PORS]VISE, Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and Is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown T �` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblllity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracingg,consult ANSI/TPII Quallty Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job TOU Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 ROOF TRUSS q R31242264 2 Job Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:22:25 2010 Page 2 NOTES 11)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-13=66,D-G=-66,A-S=24,S-Z=-1206(F=-1182),G-Z=-24 A WARM'M-VM V daign P-WMftero and RaW MYW ON TMS AJO tNUMBD 1N1=SRSNCS FAQH MU-7473 rep.29-VB BEFORE UW Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI1 QualB�.Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job IT1 ss j=OOFYTRUSS Qty Ply CHANDLER'S SQUARE J09-1559 0 1 1 R31242265 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:22:26 2010 Page 1 2-0-0 5-0-0 5-0-0 2-0-0 S.I.•1:26.1 4z6= c 6.06 12 G M 0 Li l A F � E 2z4 II axe= Sx8= LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.07 B-F >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.12 B-F >947 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 D n/a n/a BCDL 12.0 Code IBC2006ITP12002 (Matrix) Weight:34lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) B=576/0-5-8 (min.0-1-8),D=577/0-5-8 (min.0-1-8) Max HorzB=41(LC 5) Max UpIMB=-106(LC 5),D=-106(LC 6) j FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-G=-530/6,C-G=-511/24,C-H=-511/23,D-H=-530/6 BOT CHORD B-1=0/446,F-1=0/446,F-J=0/446,D-J=0/446 WEBS C-F=0/423 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five 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)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b five and 52.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard °Z �� G°4IF `ss1azvAt��'�'� EXPIRES: 08-01-10 January 29,2010 A WAMAI? VOWI fN design parameters and REW NIDTSS ON 17i1S dND rNCLUDBD llif=RaFRRBN=PdGB MU.7473 r6e.10-V8 BRYORR USB, �' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek} is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rawra,e.re.n,K- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Crifeda,DSB-89 and BCSI Budding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 T11 ROOF TRUSS 5 1 R31242266 Louws Truss,Inc.,Ferndale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:22:29 2010 Page 1 2-0-0 8-3-11 6-3-11 Sae= S.I.•1:75.2 G 6.00 12 R s 3x4 3x4 F N US G T 3.6" 2K4 E 2.4 ii D � 314 3M4% C K3X4 3x4 1 B a M BK6 u P V W % a Y Z AA N AS 3x4= Sx12 3x4= 8.8 11 = Plate Offsets 1X Yl• fB:0-3-9.Edae1 fL•0-3-9 Edael f0 0 6 0 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.48 O-P >916 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.99 Vert(TL) -0.97 O-P >456 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.17 L n/a n/a BCDL 12.0 Code IBC2006lfP12002 (Matrix) Weight:159lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc puffins. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt F-O,H-0 SLIDER Left 2 X 4 SPF No.2 3-5-7,Right 2 X 4 SPF No.2 3-5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (lb/size) 6=1939/0-5-8 (min.0-3-1),L=1939/0-5-8 (min.0-3-1) Installationuide. Max HorzB=96(LC 5) Max UpliftB=-189(LC 5),L=-189(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=3214/210,C-D=-3132/232,D-E=2970/202,E-Q=2889/207,F-Q=2879/219, F-R=2157/184,G-R=-2064/204,G-S=2064/204,H-S=-2157/184,H-T=-2879/219, I-T=-2889/207,I-J=-2970/202,J-K=-3132/232,K-L=-3214/210 BOT CHORD B-U=-208/2751,P-U=208/2751,P-V=-119/2359,V-W=119/2359,W-X=-119/2359, O-X=-119/2359.O-Y=53/2359,Y-Z=-53/2359,Z-AA=-53/2359,N-AA=-53/2359, N-AB=-112/2751,L-AB=-112/2751 WEBS D-P=-311/129,F-P=-4/601,F-0=-777/161,G-0=-78/1455,11-0=777/161,H-N=-4/601, J-N=-311/129 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load 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=12.Opsf. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 6)This truss has been designed for a moving concentrated load of 250.01b live and 52.0Ib dead located at all mid panels and at all panel C4` 0 points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard 4 �^ �F TF NALI,, EXPIRES:08-01-10��� January 29,2010 A WARMM-VerjV dmign paramctem and RW AKITBS ON TMS AM tNGLfI ED W7W RBFERBMGB PArB 917E T473 rep.10-Va BEFORE Design valid for use only with Mnek connectors.This design is based only upon parameters shown,and is for an individual building component. MR Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .. fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quo Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormallon available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 ;J09_�1�559 �T12 ��R=OOF Qty, Ply CHANDLER'S SQUARE USS 1 R31242267 2 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 12009 MiTek Industries,Inc. Fri Jan 2910:22:33 2010 Page 1 2-0-0 4-10-2 4-0-10 4-6-10 4-6-10 6-3-0 3-11-13 3-11-13 4-3-5 Sxe SuM•1:91.4 6.00 F1 2 F 4x6 i x Y E Us Sx6% w G D 2 Sz6 W H d 3x4 i v C AA 4x4 5x14 MT18H% D AB Sx6 B �A J K R T AC AD JL21 a 1L26 AE a AF 0 AG P 1. AH AI 0 AJ N AK M AL L 3x6 If JL26 6za= JL26 6x6= J126 6x6= JL26 8x12= JL26 JL267x8= JL24 14= JL24 5,8= JL24 3x4 If JL26 JL26 JL26 JL26 THD26 JL24 JL24 4-10-2 9-4-12 I 13-11A 16E-0 I 242 -0 I 28 e-13 32-8 it 37-0-0 _ 11-34 Plate Offsets(X Y): f6:0-3-0 0-1-81 fD•0-3 0 0-3-01 fH•0-3-0 0-3 Ol 1J70 3 0 0-1 12j (M•0 3-8 0-2 81 f0 0 M 0 3 8) IP 0-6-0 0-4 81 [S 0-3 8 0-3 Ql LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.23 O-P >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.55 O-P >807 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.10 L n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:511 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, except BOT CHORD 2 X 6 DF 240OF 2.0E end verticals. WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-S:2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt E-P REACTIONS (lb/size) T=8781/0-5-8 (min.0-4-6),L=729010-5-8 (min.0-3-10) Max HorzT=132(LC 4) Max UpliftT=-681(LC 5),L=-87(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-U=-9135/645,C-U=-9043/660,C-V=10297/663,D-V=-10228/672,D-W=-9561/526, E-W=-9486/534,E-X=8153/335,F-X=-8046/350,F-Y=-8039/347,G-Y=-8205/335, G-Z=9369/0,H-Z=-9471/0,H-AA-8954/0,I-AA=-9015/0,I-AB=-7233/39, J-AB=-7314/25,B-T=-8252/649,J-L=-7098/104 BOT CHORD T-AC=-129/310,AC-AD=-129/310,S-AD=-129/310,S-AE=-576/8088,R-AE=-576/8088, R-AF=-520/9134,Q-AF=-520/9134,Q-AG=-338/8485,P-AG=338/8485,P-AH=0/8425, AH-AI=0/8425,O-AI=0/8425,O-AJ=0/8037,N-AJ=0/8037,N-AK=0/6469,M-AK=0/6469 WEBS C-S=-1866/36,C-R=0/1526,D-R=275/1400,D-Q=1346/340,E-Q=472/2975, E-P=2826/522,F-P=217/6826,G-P=-2000/0,G-0=0/1972,H-0=0/846,H-N=l11510, I-N=0/2289,I-M=-2683/0,B-S=-550/8763,J-M=0/7265 NOTES 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 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. b � S. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; O ! cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 C� 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 7)`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=12.Opsf. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panelpoints p Chord and Bottom Chord, 10)Girderong arrieseie-in span(s)21 3 8 from 1-6-0 to 24 0-0;11 with 4 from 26-10-8 too34-10-8 rsf NAGS 11)Use USP JL26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-6-0 from the left end to 24-0-0 to connect truss(es)???(1 ply 2 X 3 SPF) to front face of bottom chord. Continued on page 2 1( EXPIRES:08-01-10 January 29,2010 ® WARNfMG Verdlir design P—neem and Raw mnw 0M 7Hm arm 7ACLww W7=RBPBRFm5 PJSOE AII7_7473 rer.10'08 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shov n,and Is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity of the MOW erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualit Safety I nformation available from Truss Plate Institute,281 N.Lee Sty control,storage,delivery,erection and bracing,consult ANSI/TPII Qua flly Cdleria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 reet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 T12 ROOF TRUSS 1 2 R31242267 Llob Reference Ic ouws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:22:34 2010 Page 2 NOTES 12)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent at 24-10-8 from the left end to connect truss(es)T06(1 ply 2 X 3 SPF) to front face of bottom chord. 13)Use USP JL24(With 10d nails into Girder&NAM nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 26-10-8 from the left end to 34-10-8 to connect truss(es) ???(1 ply 2 X 3 SPF) to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=66,B-F=-66,F-J=-66,J-K=66,T-AC=-24,Q-AC="8(F=-424),Q-AG=-488(F=-424),AG-AH=-448(F=-424),AH-AI=-488(F=-424),O-AI=-64,O-AJ=-24, AJ-AL=-233(F=-209),L-AL=-24 Concentrated Loads(lb) Vert:0=-1043(F) 1 I A WARNM* Ver4fV daeign parwm tans and READ NOTM OHTWS AND INCLUDED NTMKREPERSWE PAGE M-7473 re►.10-08 BEFORE USE. �e Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component a w responsibility of building designer-not truss designer.Bracing shon is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB•89 and SCSI Building Component 7777 Greenback Lane,suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 T13 ROOF TRUSS 1 R31242268 1 Louws Truss,Inc.,Femdele,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:22:35 2010 Page 1 2-M 5-0-0 5-0-0 2-D-0 Soak•1:25.1 4z = c 540 12 G bRe d� B D A F J E 2X4 II swe Bx8 Plate Offsets(X Y)7 IB 0-1-6.0-2-131 fD•0-1-6 0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.08 B-F >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.12 D-F >936 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 D n/a n/a BCDL 12.0 Code IBC20061TP12002 (Matrix) Weight:331b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE [MiTek -mmends that Stabilizers and required cross bracing Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 ed during truss erection,in accordance with Stabilizer on vide. REACTIONS (lb/size) B=577/0-5-8 (min.0-1-8),D=577/0-5-8 (min.0-1-8) Max Horz B=-37(LC 6) Max UpliftB=-107(LC 5),D=-107(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-G=-569/6,C-G=-551/22,C-H=-551/22,D-H=-569/6 BOT CHORD B-1=0/491,F-1=0/491,F-J=0/491,D-J=0/491 WEBS C-F=0/422 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load 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)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live and 52.O1b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard 1'R S. r t,�� 7� rs1�3NAL V- EXPIRES:08-01-10��� January 29,2010 A WARMNG-VerO design parameters and RaW MT W ONTIMAW INCLUDED W=KRBPBRSNCSPAGE 14U 747a rer.10-108 BaFoR8 USE. ` Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek"erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 1o9 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. citrus Heights.CA,95610 :Job: �T14 Truss Type Qry Ply CHANDLER'S SQUARE 59 :�: ROOF TRUSS 5 1 R31242269 Louws Truss,Inc.,Ferndale,WA 98248 1 Job Reference(optional) 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:22:37 2010 Pagel 2-0-0 7-10-3 7 7 13 - - 7-7-73 7-10-3 2-p-p Sze scab=1:58.9 D L M s.40 72 3z4 3z4 c E K N a pl f Y�IA 0 D�� Bz8% i f a N R 2z4 II Sz8— 2c4 I 6k8 Plate Offsets(X Y) IB70-1-6 0-2-131 IF-0-1-6 0-2 fP0 4-0 0 3-dl LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.30 H-1 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.61 H-I >603 180 BCLL 0.0 * Rep Stress Incr YES WB 0.28 Horz(TL) 0.12 F n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:115lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt E-I.C-1 j WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 be installed during truss erection,in accordance with Stabilizer REACTIONS (lb/size) B=1522/0-5-8 (min.0-2-6),F=1521/0-5-8 (min.0-2-6) Installation guide. Max Horz B=76(LC 5) Max UpliftB=-176(LC 5),F=-176(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-K=2529/162,C-K=2418/176,C-L=-1744/138,D-L=1640/162,D-M=1640/162, E-M=-1744/138,E-N=-2418/176,F-N=2529/162 BOT CHORD B-O=-143/2177,J-O=-143/2177,J-P=-143/2177,I-P=-143/2177,I-Q=-68/2177, H-Q=-68/2177,H-R=68/2177,F-R=-68/2177 WEBS D-1=3/845,E-1=-807/136,E-H=0/497,C-1=-807/135,C-J=0/497 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.Spsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load 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)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. K S. NG LOAD CASE(S) Standard EXPIRES: 08-01-10 ^� January 29,2010 AWARNM-Varljydrstgnparameters and READNCITWON7TUSAM INCLUDED AU11WNBPERSWEPAGB)t.7473ree.10-'08BBPORSf188. Design valid for use only with MiTek connectors.This design is based only upon parameters shovm,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt QualBv CrIfeda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type �QV Ply CHANDLER'S SQUARE J09-1559 T15 ROOF TRUSS 1 R31242270 2 Louws Truss,Inc.,Ferndale,WA 98248 7.140 s Oct 1 2009 MITek Industries,Inc. Fri Jan 2910:22:39 2010 Page 1 -ap-0 za4 s-0_D I 74-1z i 10 0-0 1z D-o 2-0-0 z-74 24-12 24-12 2-74 2-0-0 44 D 600 r N43x4U-- E 3x4 i C 5.6 i MP a's B F A G a R K 5 L axe= TH1)26 IN10= THD26 Bx8— H 3.4 THD26 THD26 30 II za4 5-0-0 F T4-1z ip-O-D Plate Offsets(KY) I8•0-2-11 0-2-81 IF-0-2-11 0-2-81 fl•0-3-8 0-4-01 fK•0-3 8 0 4 01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.02 J-K >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.05 J-K >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 H n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:133lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SPF 165OF 1.5E end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L=4125/0-5-8 (min.0-3-4),H=4125/0-5-8 (min.0-3-4) Max Horz L=69(LC 4) Max UpliftL=-550(LC 5),H=-550(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-M=-3193/412,C-M=-3177/419,C-N=-3398/448,D-N=-3347/455,D-O=-3347/455, E-O=-3398/448,E-P=3177/419,F-P=-3193/412,B-L=-4029/561,F-H=-4029/561 BOT CHORD K-S=341/2817,J-S=341/2817,J-T=-314/2817,I-T=-314/2817 WEBS D-J=345/2852,E-J=-60/453,E-1=445/54,C-J=-60/453,C-K=-445/54,B-K=417/3611, F-1=-417/3611 NOTES 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-3-0 oc. Webs connected as follows:2 X 4-1 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 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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. �hfltiRtG, 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A 8)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel C� points along the Top Chord and Bottom Chard,nonconcurrent with any other live loads. O 9)Use USP THD26(With 16d nails into Girder 8 NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from the left end to 8-0-0 to connect truss(es)???(1 ply 2 X 3 SPF) to front face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 0/1O/S :RFO Uniform Loads(plf)Vert:A 13 66,B-D=-66,D-F=-66,F-G=-66,L-R=-24,R-U=-1206(F=-1182),H-U=-24 SIaNAL EXPIRES: 08-01-10 January 29,2010 A WARMMi-Ver ob dseige parameters and READ M77=ON THIS AM INCLUDED WTW RBP8RBMCS PAGB AW-7473 roe.10-178 MWORS USE, �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M)Tok' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety InformaBon available from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 lvv wp y W r • y cn N cL r_ a �. o � `n do c H z, m ?a; m Z x (A Q W N fD n I I A T 0 7 W Z O. OC 0 n yVw CO a =! c ' oc C 0 m �oco�° n° N z om z y C H I 17 T \/ D �� o n�o g � �:p 6— � (Df?°OOp� p DCQ 7•S� Q r SO �.S � a 1Q0 (D � QQ � P' 00g00 Z �fl �-0 NOOO �aXQ n WOQ�' N < NCB (D � X a� D9 0 N _ 00 oN QQ� N C7 QDi cn� p rtC Q6 O o0 O o Q� � �,v� OnoQ QpO� Z SO N N aQo - ' (D 60NaQ O (D n z O (D j y^ p (D Z N �� o �Q2 � o� —U� ° � m �, 5 EFaa � g momn•o y (Dc� (� m � ��, o' OQ3 � QQo 3 - OQ ° QSfl�. -+ Q D� N Q Q Qn ;; 6 7 O N O D D AID �' 0 v 2:3 . �^ o �nO 3 3(QO p 0 N Nv, NS Q Z '.. p40 (7a (Q ON (D j� � �CD N OS Qn ?Q= (DQ3 :3 00 < O an �O'� O \Q �O O Q (Dx N (Qp' 2cD Cj6Q SOQ mac: �� x Q j Q Q C N SO (O (D o Z o m v z 0 =D� TOP CHORD rn A c x ;N w 0 i;F Z 00 C1-8 Cn (r to �°° ow N Wv -Z J CA OD CA C (D A v O J CD - �NDZ mT Z6 W � f1 oA` a 7 rn' p z(� O 00 10 n (D ° m mCA10 V CA D N 7 0 D D< V O1 (Q rn rn '0 0 -1 72-7 to AM m m H z 0 A Q @ � N Z �'Z n W W (DQ o w y°m° = v o�• �w '-' a O Q° (D 3: D j -m Ha �j �' (Q3 \ (D w z ZA o : y D O Dv ° iT1 Z =O W3-6 W H V ° V �7C (D X N m A 0y Q < (D m 3 (D Cn C4-5 A (D TOP CHORD 00 T z� � ,� v �c ao o ° o ao ��c ao on �� o� �� (°>�'o c Imo om ooa2 fla w O °-<. �.<N -°7 N °-O m° 3 3-O u(8, — ° n O < 0 < 00 (D (° L- � 1 �� f 3 �� ° °° =.3 0 0 m� m? � o o <� >> o m m'm m 3 m o 9 o : o (Q -o a° m 3 cu o ° a-o c ° d,. x m 7 0 a o 3 n ° s c ° °o CD O om �� �'oa o °� m ° oc na m �o° m m3 m3, (D (D oa C .10 xo p OT u- (D a °o o - m s 3 ° o oz m 0 mm o al 0 3 vQ — m� s, < mc� �m m� � ° �o a,? aID n roam � cD� ° � m �n,�c^« ° � � p 3 o v'm m m � co, a 6 c — �. N� o-o 52 o ° n 0C °j N O (D a° n �.v O �n'C j m c 7 C m o N ° °K ? 'O C o (ap O�° T ry 7 6 G c c N o Ta ° m j N m am o 0 39 a�2 ° ° a c°i 0-7, - ?m Q N o 4a ° ° O 'V ° o c00 < m3 o fl° �° � ? ao mno RE 3 RI 6o °n (s m� ? �� ag`-a„ m5 � n ^S A° -°3 cCD ° ^^ m < m m ° m m m m o v m co°n m a (D ° a E D'^ o < ° o Q m g� o Q OC �� o m N ° a o 3 ° N o c .m Zo ° ° m a a3 -m N 2 Q f, 33 M (D ° o m 0 ° o �� m �c "a2 (° ro g°a ° o N ° mo 3G)Q �� o° y- 9 -0 n oo < ° 6 ° �a �o (u7 Q? H� � oCD o 0 3 °o C ^ o v3 °° ° O o(° N ' o m mo ° �`� Jmm m < 5 � o _vim S_ Q a � �.° m so so 3� °� ° °.� v� g° ° o m ° o �� c o c° Nm a m _ ° � ma v° ma � o JO � ' � c �° c (D m (�'° s m o m a o� c s a ° 3.s� mm om m o o (D ° N n� ° 3 m m ° � > > m o° gym . g 'o o a a o (D.3 �� a a° (D ° 3• n' O m° -v °. s m Q. ° �m CD o m o'mo 6 �� o (D a� o co 3 1 < Q 5(D 3 K 0 m y Job �GEO�5R'00F Type Qty]Ply CHANDLER'S SQUARE R31242236 J09-1559 TRUSS 1 1 JQb Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7,140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:21:10 2010 Page 1 -2-0-0 74-0-0 9 0-0 0-0 0 2-0-0 74-0-0 14-0-0 4.4= Scab•1'.59.1 J AM AL K AK AN M L 6.00 F12 AJ AO G M AI AP F N AH Ap E p AG AR 3x4 D P C AS axe B p R Id de II AT AF AU AE AV AD AW AC Ax AS AV AA AZ Z BA V BB x BC W BD V BE U BF T BG B US= 28-0-0 Plate Offsets(X.Y): rB:0-3-1 0-1-131.10,0-3-4 0-1-8] [Z70-3-0 0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) 0.00 Q n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.02 R n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.00 S n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:132lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 X 4 SPF No.2 1-6-1 be installed during truss erection,in accordance with Stabilizer REACTIONS All bearings 28-0-0. Installation guide. (Ib)- Max HorzB=-87(LC 6) Max Uplift All uplift 100 lb or less at joint(s)S,B,AA,AB,AC,AD,AE,AF,Y,X,W.V,U,T Max Grav All reactions 250 lb or less at joint(s)except S=388(LC 67),B=383(LC 26),Z=384(LC 60),AA=382(LC 59),AB=382(LC 58),AC=382(LC 57),AD=381(LC 56),AE=385(LC 55),AF=369(LC 54),Y=382(LC 61),X=382(LC 62),W=382(LC 63),V=381(LC 64),U=388(LC 65),T=359(LC 66) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD Q-S=-360/79 WEBS J-Z=289/0,I-AA=314/47,H-AB=-317/54,G-AC=-320/52,F-AD=-322/51,E-AE=-328/55, D-AF=-319/36,K-Y=-314/46,L-X=317/55,M-W=-320/52,N-V=-322/51,O-U=-329/59, P-T=314/26 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right 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 1-2002. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. t Cf 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. O 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.01b live and 52.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 4 LOAD CASE(S) Standard � w ;IS V- t^ EXPIRES:08-01-10 January 29,2010 A WBRXIM-V01-09 daeign Par nW.and READ P( T=ON TIHS AND fMLIM&D HI=RBFMM Cs Parrs MU.7473 m..10-47B BBPORH T18E, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MOW erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Fabrication,quolity control,storage,delivery,erection and bracing,consult ANSI/TPI Quality CrBedo,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety InformaBa available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job �GES06 ��`=OOF pe Qty Ply CHANDLER'S SQUARE R31242237 Job J09-1559 TRUSS 4 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 291021:16 2010 Page 1 -z00 2-0-0 1 IS-0-0 F 1 Z DO 4.4= Swk•1:58.3 1 AL AM H � AK AN G K 6.00 12 AJ AO F L Al AP E M AH Ap D N 5.8% AG AR c 3.8 11 AF p AS B P p AT AE AU AD AV AC AW AB AX AA AY Z AZ Y SA X 88 W Sc V BD u BE T BF S BGR 4.6 II 5.5 960-0 Plate Offsets(KY) [13:0-1-12 0-0-131 fP 0 3 4 0-1-8] fY 0-3-0 0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) 0.00 P n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.02 Q n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 R n/a n/a BCDL 12.0 Code IBC2006/fP12002 (Matrix) Weight:119lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 X 4 SPF No.2 0-11-8 be installed during truss erection,in accordance with Stabilizer REACTIONS All bearings 26-0-0. Installation uide. I (lb)- Max HorzB=-83(LC 6) Max Uplift All uplift 100 lb or less at joint(s)B,Z,AA,AB,AC,AD,AE,X,W,V,U,T,S except R=-111(LC 6) f Max Grev All reactions 250 lb or less at joint(s)except R=389(LC 67),B=376(LC 26),Y=383(LC 60),Z=382(LC 59),AA=382(LC 58),AB=382(LC 57),AC=381(LC 56),AD=386(LC 55),AE=336(LC 54),X=382(LC 61),W=382(LC 62).V=382(LC 63),U=380(LC 64),T=389(LC 65),S=317(LC 66) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD P-R=-367/100 WEBS I-Y=288/0,H-Z=-316/48,G-AA=-318/54,F-AB=321/52,E-AC=-324/52,D-AD=-327/55, C-AE=-292/53,J-X=-316/47,K-W=318/54,L-V=-322/52,M-U=324/51,N-T=-331/58, O-S=-283/61 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right 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 1-2002. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. R S, 6)Gable studs spaced at 2-0-0 oc. (� 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. `TM 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. q 10)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard �Fp O w4 , NAL���� EXPIRES:08-01-10 January 29,2010 A WARMtNi Ve*design parameters and READ M78S ON THIS AIM PMCLUDED Aff7W PJ PBR8M 5 PAGE MU 7473 rm.10-'08 BBPORE USE. " Design valid for use only with t.UTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblllity of the MITI erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowrwn nr,vow z- fabricatlon,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-89 and BCSI Bultding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31242238 J09-1559 GE07 ROOF TRUSS 1 1 'Job Reference oi Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:19 2010 Page 1 200 500 to00 z-o 0 5-0-0 I iz o G so-o sak=I MA 44= 0 M L 2.4 ism r z c B 2"4 11 K H B r D F- A G H R 3xs II 4x4 214 11 2c4 II 2X4 11 axe II 14— Plate Offsets(X.Y): fB•0-0-1 0-1-01 [B-0-0-15 0-5-41 IF70-0-1 0-1-0] IF•0-0-1s o F 41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) 0.00 F n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.01 G n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 F n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:37lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 Installation guide. REACTIONS All bearings 10-0-0. (Ib)- Max Horz 8=41(LC 5) Max Uplift All uplift 100 lb or less at joint(s)B,I,J,H except F=-105(LC 6) Max Grav All reactions 250 lb or less at joint(s)except B=398(LC 15),F=398(LC 19),1=364(LC 25),J=407(LC 24),H=407(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS D-1=-289133,C-J=-340/53,E-H=-340/52 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right 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 1-2002. 4)Gable requires continuous bottom chord bearing. s)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. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel PR' S. points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard .0 9 �4 AL EXPIRES: 08-01-10 January 29,2010 A WAMWJ 3-Verfy design pm ametera.d RMD M07W ON 77US AM rNCLUDBD WMC RSP.S WMS PROS MD.7473 rm,10-WS BBFORS USE. Design valid for use only vAth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity,of the NO! erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding •rsro�ra- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type City Ply CHANDLER'S SQUARE R31242239 J09-1559 GE08 ROOF TRUSS 1JQb Reference(optional) 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:21:27 2010 Page 1 2-G-0 1e8-0 I 1&e-° 5.6= BnN•1 76.3 &w 12 AX M AV N A AZ K O AV BA 3x6 i P AU Be I O 3a6 q H R C G S d AT BC F T AS BD E U AR BE U4 D V C Bp3xe It B W x 4K6 II BG AO BH AP BI AO BJ AN BK AM BL Al BM AK BN AJ SO MAH R(G BO AF BR AE B3 AD BT AC BU AS BV AA BW 2 BX Y 3z = _Plate Offsets(X Y1 IB 0-2-13 0-2-11 IW"0-3-4 0-1-8j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) 0.00 W n/r 120 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.02 X n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.01 Y n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:196lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except A-H,R-X:2 X 4 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt M-AI,L-AJ,N-AG OTHERS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 X 4 SPF No.2 1-6-1 be installed during truss erection,in accordance with Stabilizer REACTIONS All bearings 37-0-0. [Installation guide. (lb)- Max HorzB=-106(LC 6) Max Uplift All uplift 100 lb or less at joint(s)Y,B,AJ,AK,AL,AM,AN,AO,AP, AQ,AG,AF,AE,AD,AC,AB,AA,Z Max Grav All reactions 250 lb or less at joint(s)except Y=394(LC 83),B=391(LC 30),AI=382(LC 74),AJ=382(LC 73),AK=382(LC 72),AL=382(LC 71),AM=382(LC 70),AN=382(LC 69),AO=382(LC 68),AP=381(LC 67),AQ=386(LC 66),AG=382(LC 75),AF=382(LC 76),AE=382(LC 77),AD=382(LC 78),AC=382(LC 79),AB=382(LC 80).AA=384(LC 81),Z=377(LC 82) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD W-Y=-362/66 WEBS M-AI=-284/0,L-AJ=-310/44,K-AK=-312/55,J-AL=-315/52,I-AM=-317/52,G-AN=319/52, F-AO=-322/52,E-AP=326/53,D-AQ=-329/50,N-AG=-310/42,O-AF=312/56, P-AE=-315/51,Q-AD=317/52,S-AC=-319/52,T-AB=-322/51,U-AA=327/56,V-Z=-323/39 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 l k S. pj 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 t Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)All plates are 2x4 MT20 unless otherwise indicated. N", 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. ro 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. ,p 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fJ 3 9 4✓�10)This truss has been designed for a moving concentrated load of 250.01b live and 52.O1b dead located at all mid panels and at all O t, panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. Sgt arrALe� LOAD CASE(S) Standard EXPIRES:08-01-10 January 29,2010 A WARM Ms-Vertfjr design parameters and READ MIM ON 7HIS AND DJCLUDBD W=KREP8RSRC8 PAGE MU-7473 rm,lO-roS MWORS USE. Me! Design valid for use only with MtTek connectors.This design is based onlyupon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblllity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding XF--ry nswww.• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-B?and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormatlon available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,96610 ;J09 ]ROOF pe Qty Pty CHANDLER'SSQUARE R31242240 -1559��GZ�g TRUSS 1 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:30 2010 Page 1 z a o sD-D 2-� so0 ' o izg sO- -o-o z- $CBN•1:28.1 4x4= D L M 2x4 II 2.4 I 5.4D 12 a E K N d, a r Li l� A G 4x4= a P a H R axe 11 2x4 11 2X4 11 2K4 It Sze 11 4z4= I 0-OA 10-GA I Plate Offsets(X Y)• rB:0-0-3.0-1-31.fB4O-0.15 0-6-2] [F•O-0-3 0.1-3] [F 0-0-15 0.6-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) 0.00 F n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.01 G n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 F n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:36lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 Installation guide. f REACTIONS All bearings 10-0-0. (lb)- Max Horz B=37(LC 5) Max Uplift All uplift 100 lb or less at joint(s)B,I,J,H except F=-105(LC 6) Max Grav All reactions 250 lb or less at joint(s)except B=398(LC 15),F=398(LC 19),1=365(LC 25),J=407(LC 24),H=407(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 13-1=297/34,C-J=-341/50,E-H=-341/48 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right 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 1-2002. 4)Gable requires continuous bottom chord bearing. 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. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. R S.Tj 9)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel 11`� points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard T GIS ;R , FrS10NA L `� � EXPIRES: 08-01-10 January 29,2010 ® WARMBID-Vwx&d-gra paranrdem and RMD M107W ONTIUSarm INUUVEDWTWREPRR$N 1;PAGHMV-T47'3 re..10-178 BEWORS t/IX Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of bulling designer-not truss designer.Bracing shown Nif is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowrwm.swrow.4• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 GE10 ROOF TRUSS 1 1 R31242241 nin lob Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 12009 MiTek Industries,Inc. Fri Jan 29 10:21:40 2010 Page 1 -2-041 i5A-0 1-0.0 33 0 0 2-0-0 15-6-0 15-8-0 2-0.0 4x4= S.W•1:63.3 J AR AD I K Ap AS H L 5.40 12 AO AT G M AN AU F N AM AV E O AL AW D p AK C a AJ AY y B R y 'o41A S �a 414=AZ Al BA AH BB AG BC AF BO AE BE AD BF AC BG AB AA ON Z SI Y BJ X SK W BL V BM u BN T BO 414 3x3 I U4= 3X8 11 1 Plate Offsets(X Yl IB 0-0.3 0.1-31 0 0-2-7 Edge] I1310-0-3 0 1 3]-[R'0 2 7 Edgg] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) 0.00 R n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.01 S n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.00 R n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:142lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. OTHERS 2 X 4 SPF No.2 Fbeinstalled recommends that Stabilizers and required cross bracing j WEDGE during truss erection,in accordance with Stabilizer Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 ation auide. REACTIONS All bearings 31-0-0. (lb)- Max HorzB=76(LC 5) Max Uplift All uplift 100 lb or less at joint(s)B,AC,AD,AE,AF,AG,AH,Z,Y,X,W,V,U,R Max Grav All reactions 250 lb or less at joint(s)except B=384(LC 27),AB=380(LC 67),AC=382(LC 66), AD=382(LC 65),AE=382(LC 64),AF=382(LC 63),AG=380(LC 62),AH=389(LC 61),AI=348(LC 60),Z=382(LC 68), Y=382(LC 69),X=382(LC 70),W=382(LC 71),V=380(LC 72),U=389(LC 73),T=348(LC 74),R=384(LC 43) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS J-AB=-289/0,I-AC=-314/45,H-AD=-317/51,G-AE=-319/49,F-AF=-322/50,E-AG=324/48, D-AH=-330/56,C-Al=314/27,K-Z=-314/43,L-Y=-317/52,M-X=-319/49,N-W=-322/50, O-V=-324/48,P-U=-330/56,Q-T=-314/25 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right 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 1-2002. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. R S T 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tJ 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. Q I) 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q 10)This truss has been designed for a moving concentrated load of 250.Olb live and 52.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard At EXPIRES:EXPIRES:08-01-10 January 29,2010 A WARNIM-Ver(fy dwwig"porametera oxd READ MT=ONTTDS AM iM.'LtRWBDWMKREPERBNC8PAGB MU-747j rr.10-Us BBFOJW USE, W�' Design valid for use only with MiTek connectors.This design is based only upon parameters shovm,and is for an individual building component. Applicability of design paromen}ers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shovm is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding row4:enn.ro�ra- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB•89 and BCSI Building Component 7777 Greenback Lane,suite 109 Safety information available from Truss Plate Institute,281 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type �Qt77CHANDLER'S SQUARER31242242 J09-1559 GE11 ROOF TRUSS Louws Truss,Inc.,Ferndale,WA 98248 9b Reference(optional) 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:44 2010 Page 1 2-0-0 5-0-0 s-o-o z-o-0 4.4= swr•1:36.3 E s T 6.00 12 D F R D c G O V B H y A 1 '7 y P W O X N Y M 2 L AA K AB J I 10-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) 0.00 H n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.02 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 J n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:52lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF No.2 F Tek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer stallation uide. REACTIONS All bearings 10-0-0. (lb)- Max HorzP=71(LC 4) Max Uplift All uplift 100 lb or less atjoint(s)N,O,L,K except P=-121(LC 3),J=l17(LC 4) Max Grav All reactions 250 Ito or less at joint(s)except P=360(LC 30),J=360(LC 36),M=388(LC 33),N=386(LC 32),0=345(LC 31),L=386(LC 34),K=345(LC 35) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-P=351/130,H-J=-351/131 WEBS E-M=-324/0,D-N=-325/54,C-0=-274/52,F-L=-325/54,G-K=-274/52 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right 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 1-2002. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 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. 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. CQ' 1ASFfj� 11)This truss has been designed for a moving concentrated load of 250.Oib live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard 4 "10NA L EXPIRES: 08-01-10 January 29,2010 A WARMVG-Verj fV d*sigm parameters mxd REilD MnO ON TM$AM7 RMLWW IUTB Ct UPA&WE PACB MU-7473 rev.14-VS BBPORR USE. " Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Elk' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iv--- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria.OSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 H01 ROOF TRUSS 2 1 J b Reference(optional) R31242243 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 20n9 MiTek Industries,Inc. Fri Jan 29 10:21:47 2010 Page 1 2-0-0 3-8-8 0-3-1 3-3-10 0-3-1 389 2-0-0 5.8\\ Smix•1:308 5x6 D &00 12 K N 3x6 axe B E F OJ 24 P N a J 3x4 3x4— 3.10— JL24 G 3x4 II LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.04 H-1 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.07 H-1 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 G n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:58lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):C-D. WEBS 2 X 4 SPF No.2 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 REACTIONS (lb/size) J=782/0-5-8 (min.0-1-8),G=787/0-5-8 (min.0-1-8) Installationuide. Max HorzJ=-60(LC 3) 4 Max UpliftJ=-126(LC 5),G=-142(LC 6) I FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-K=538/84,C-K=-515/95,C-L=-480/104,L-M=-482/103,D-M=-482/102,D-N=530/101, E-N=551/90,B-J=735/148,E-G=740/164 BOT CHORD 1-13=59/472,H-P=-59/472 WEBS D-H=-255/72,B-1=-50/535,E-H=-65/547 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•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)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a moving concentrated load of 250.Olb live and 52.0115 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 8)Girder carries hip end with 3-7-13 end setback. >rR S r 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. �� 10)Use USP JL24(With 10d nails into Girder 8 NA9D nails into Truss)or equivalent spaced at 7-0-0 oc max.starting at 2-0-0 from the Q O F) left end to 9-0-0 to connect truss(es)???(1 ply 2 X 3 SPF) to front face of bottom chord. �4 G 11)Fill all nail holes where hanger is in contact with lumber. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)86 lb down and 34 lb up at 7-8-0,and 86 lb down and 34 Ib up at 3-7-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,o LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 ds s1 NAll Continued on page 2 EXPIRES:08-01-10 January 29,2010 A WAWOM-VaWd=i9n Parametersand READ MTW ONTUT811,101 CLTRWED tI M7 REPSREMEPADSAIU 7473 me.10-V8 BEPORS UW. �® Design valid forum only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 1o9 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty, Ply CHANDLER'S SQUARE J09-1559 H01 ROOF TRUSS 2 1 R31242243 Louws Truss,Inc.,Ferndale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:47 2010 Page 2 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-B=66,B-C=-66,C-M=-86,D-M=-66,D-E=66,E-F=-66,G-J=-31(F=-7) Concentrated Loads(lb) Vert:C=-86 D=-86 A WARMHG-YerjJy design P-et.artd RPAD M Y=ONYMS AND MICLIMED M)TIMMIRREWS PA08 MU-7473 rce.10 WO 111WOR6 USE. ��" Design valid for use only with Walk connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M)Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Seet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 J01 ROOF TRUSS 4 1 R31242244 Louws Truss,Inc.,Ferndale,WA 98248 lob Reference(optional) 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2 110:21:48 2010 Page 1 -2-ao I i-lais 2-a0 1-10-15 S.I.=1:23.4 c 800 72 G 3x4 I B ei A 4 n H E F D 2x4 I I i-11-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.00 E-F >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.01 E-F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 C n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:9lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2 X 4 SPF No.2 except end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation REACTIONS (lb/size) F=307/0-5-8 (min.0-1-8),E=7/Mechanical,C=-15/Mechanical uide. Max HorzF=50(LC 4) Max UpliftF=-61(LC 5),E=-14(LC 4),C=-22(LC 4) Max GravF=391(LC 9),E=321(LC 13),C=299(LC 11) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-F=366/89 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.0Ib live and 52.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard tioR S. QQ' ASF�I Trek°�4�'v `s��NAG E.d EXPIRES: 08-0110�� January 29,2010 A WAWVM-YerVV 41=44n parameters and RP.AD 1MOTW ON THIS AND TNCLUDED WTEK'FEPSRBNCB PAGE jw-7473 rev.10-YT8 BBPORS USE. Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. �v Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MITekx erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality CrBedo,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite log Safety InformaBon available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Fob �J03 ��R=OF pe Oty Ply CHANDLER'S SQUARE R31242245 559 TRUSS 4 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:49 2010 Page 1 i -2-0-0 I 1-10-15 2-0-0 1-10-15 6 1*-123.4 c 6.D0 12 G 3.411 B A H E I F D 2.4 II i-70.15 3-11-4 1-10.1 2-0. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.01 D-E >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.01 D-E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 C n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:12lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2 X 4 SPF No.2 except end verticals. WEBS 2 X 4 SPF 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 uide. REACTIONS All bearings Mechanical except Qt=length)F=0-5-8,C=Mechanical. (lb)- Max HolzF=92(LC 5) Max Uplift All uplift 100 lb or less at joint(s)F,E,C Max Grav All reactions 250 lb or less at joint(s)except F=387(LC 9),D=322(LC 16),E=352(LC 15),C=299(LC 11) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. B-F=-367/78 TOP CHORD NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.Olb live and 52.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard Gov,S. ]y qQ' ut W F to p �Q ,per 3049 �� At EXPIRES:08-01-10 January 29,2010 A wARNm-Verjfydesignpvrmnetera and READM1TWONTW6 AND INUMEDAPf=RBPBRBNCBPAGRAHfw7473ree.10-VBBEFORSUSE. " Design valid for use onty with MiTek connectors.This design is based only upon parameters shovm,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsib1111ty of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII duailly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,96610 Job FJO3A FROOF pe Qty Ply CHANDLER'S SQUARE R31242246 J09-1559 TRUSS 4 1 Louws Truss,Inc.,Ferndale,WA 98248 71291) .140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:49 2010 Page 1 -z-o-0 I 3-io-ts z-o-o a-10-1s � SWe 129.4 �— C 6&W Z F 3"1 B d A R G E3M II D 3-11-0 I LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.05 D-E >851 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.09 D-E >524 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.08 C n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:14lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc puffins, BOT CHORD 2 X 4 SPF No.2 except end verticals. WEBS 2 X 4 SPF 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 REACTIONS (lb/size) E=346/0-5-8 (min.0-1-8),C=81/Mechanical,D=38/Mechanical Installation guide. Max Horz E=117(LC 5) Max UpliftE=-39(LC 5),C=51(LC 5),D=-7(LC 5) Max GravE=420(LC 13),C=324(LC 11),D=343(LC 14) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-E=371/82 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.0Ib live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard S. r r, a � a �0 G!. Fgkd �wk NA L C, EXPIRES: 08-01-10 January 29,2010 A WAMRM 9eri/'9dsaf9ffparamdessandRHADAIDIMOATTWANDIMLUDBDWTISKRBPSRHMSPAGOAW-7473ree.10-ro8111WOMUSB. �" Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the _MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPi1 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 So"Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 [ob Truss Truss Type Qty Ply CHANDLER'S SQUARE R31242247 09-1559 J036 ROOF TRUSS 2 1 Job Reference(apimonal) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 12009 MiTek Industries,Inc. Fri Jan 2910:21:50 2010 Page 1 -2-G-0 I 3-114 I te_15 ' 2-0-D 3-114 1-5-11 Scab-1'34.2 G H 6.00 12 c G 4x4 I 4 B A I F E 3.4 3-114 3-11-0 Plate Offsets(X.Y): IBQ-2-0.0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.05 E-F >851 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.09 E-F >524 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.08 D n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:16lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS All bearings 0-5-8 except Qt=length)D=Mechanical,E=Mechanical. Installation guide. (lb)- Max Horz F=138(LC 5) Max Uplift All uplift 100 lb or less at joint(s)F,D,E,C Max Grav All reactions 250 lb or less at joint(s)except F=420(LC 15),D=314(LC 13),E=343(LC 16),C=336(LC 12) f FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-F=371/66 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a moving concentrated load of 250.01b live and 52.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard V R S. T"Ve" QQ OV\ I O� �Q 04 NAG �1 EXPIRES:08-01-10 January 29,2010 ® WARMM Ves1(g dmign PWWn&mrs and READ M77W ON TWS AJW fM:Lr1DBD M1713Ii;R8FBRB=B PAGE M-7473 rev.10-VB BBPOPB WE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowswm.swro.K- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qry Ply J09-1559 M01 ROOF TRUSS 1 CHANDLER'S SQUARE R31242248 Job Reference(optional) 5 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:51 2010 Page 1 s-10-7 I 11-7-14 i 510-7 5-9-7 4x4 11 Sub-1:49.0 c 5.4o/2 H 3x4 G e C Sx6 A E F � 3x6 II 3.6— 4x6= 570-7 11-7-14 5-10 7 i9_7 - �'ate Offsets(x yfA 0.3 0 0 1 12] LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.12 D-E >999 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.19 D-E >701 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 D n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:54lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt C-D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) D=5111/Mechanical,F=51 1/Mechanical Max HorzF=181(LC 4) Max UpliftD=-78(LC 5),F=-31(LC 5) Max GravD=529(LC 12),F=529(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-G=-561/33,B-G=-458/43,C-D=340/46,A-F=-463/57 BOT CHORD F-1=-171/264,E-1=-171/264,E-J=-75/445,D-J=-75/445 WEBS B-E=0/369,13-13=509/107,A-E=0/342 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI(TPI 1. 6)This truss has been designed for a moving concentrated load of 250.O1b live and 52.0I15 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. OR s rI LOAD CASE(S) Standard 81 EXPIRE S:08-01-10 January 29,2010 A WARMM Von"design panametcrs and READ NOTM ON IRIS AND INCLUDED WTEKRElERSI10EPAGE MU-74E73 res.20-VIS EEPORE USE. Design valid for use only with Wek connectors.This design is based only upon parameters shovm,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .awew,n nwrvwrc- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII GualBy CrIterla,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 r Job �TM02 ss Truss Type Qty, Ply CHANDLER'S SQUARE R31242249 J09-1559 ROOF TRUSS 1 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:52 2010 Page 1 5-10-8 11-9-0 5-10.e 5-10-e 5><6= 2.4 I 5xfi= SUM•1:47.2 A G H a J c K E L F G 4.4 II 3.10= 4x4 It 5-10-8 11-9-0 i 5-10-e 10 e Plate Offsets/X Yl: ID:Edae 0-3-8) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.12 E-F >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.21 E-F >670 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) -0.00 D n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:67lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD 2-0-0 oc purlins(6-0-0 max.):A-C, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at nrl A-F,C-D JOINTS 1 Brace at Jt(s):A,C MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (lb/size) F=1082/Mechanical,D=1108/0-2-8 (min.0-1-12) Max Horz F=-1 58(LC 3) Max UpliftF=-138(LC 3),D=-140(LC 4) Max GravF=1098(LC 9),D=1123(LC 12) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=1025/156,A-G=707/103,G-H=-707/103,B-H=-707/103,B-1=-707/103, I-J=-707/103,C-J=-707/103,C-D=-1050/158 WEBS A-E=143/970,B-E=1293/189,C-E=-143/965 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25f;Cat.ll;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load 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 at joint(s)D. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. }Z S. 8)This truss has been designed for a moving concentrated load of 250.Olb live and 52.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. Q 0 9)Girder carries tie-in span(s):8-6-12 from 2-0-0 to 10-0-0 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) ,o Vert:A-G=66,G-J=-211,C-J=-66,D-F=-24 'per ,� 49 St�NAI, �t� EXPIRES:08-01-10 January 29,2010 A WARNING-V0r fy&=tgn Pwwnat m and READ 1NDTW ONTHUS MID INCLUDED 1ffMW REPEUt&W5 PAGE MD-7473 rvv,10 V8 EEPORE U5E. NIF Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is foran individual building component. Applicability of design pararnenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is fa lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PC ,v.sweoa.. fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,suite 109 Safety Informa8on available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heigttls,CA,95610 Job Truss Truss Type qry Ply CHANDLER'S SQUARE R31242250 J09-1559 M03 ROOF TRUSS 1 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:53 2010 Page 1 3-11-7 3-10-3 3-11-7 Sv8- 2x4 3.4- SMe= Sub=1:47.2 A a J c K D L a M r 1. H JL24 6xe= JL24 JL24 JL24 E 3x4 II 6.8 3[4 11 JL24 JL24 3-11-7 7-9-9 I 71-9-0 I -11-7 a 10.i a 11 7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.07 F-G >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.14 F-G >977 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.01 E n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:79lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD 2-0-0 oc purlins(4-8-0 max.):A-D, except end verticals. BOT CHORD 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt A-H,D-E JOINTS 1 Brace at Jt(s):A,D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (lb/size) H=1929/Mechanical,E=1992/0-2-8 (min.0-2-0) Installation guide. Max HorzH=-158(LC 3) Max Uplif H=-246(LC 3),E=-253(LC 4) Max GravH=1944(LC 19),E=2007(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-H=-1835/242,A-1=-1055/154,B-1=-1055/154,B-J=-1055/154,C-J=-1055/154, C-K=-1073/156,D-K=1073/156,D-E=1874/246 BOT CHORD G-M=-174/1073,F-M=-174/1073 WEBS A-G=-252/1950,B-G=869/127,C-F=-776/170,D-F=-256/1976 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load 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 at joint(s)E. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. S. rj"V fi 8)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. Sft, 9)Girder carries tie-in span(s):8-6-12 from 2-0-0 to 10-0-0;11-8-14 from 2-0-0 to 10-0-0 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. �O 11)Use USP JL24(With 10d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from the left end to 10-0-0 to connect truss(es)???(1 ply 2 X 3 SPF) to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. 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 O� f%/S 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 '<IVt�NAL Continued on page 2 EXPIRES: 08-01 10 January 29,2010 A WARMNG-Verljjp design parametem and READ NOTW ON TWS MID INCLUDED MMKREFEREWE PADS DBF 747a m..10-VB BEFORE 113E. Design valid for use only with M-Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MST® erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rawww sw nwwrsrwra- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/11`I1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 M03 ROOF TRUSS 1 1 R31242250 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:21:53 2010 Page 2 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-I=-66,I-K=-211,D-K=-66,H-L=-24,L-N=-240(F=-216),E-N=-24 A WARNM-Ymvy designparxxmdere and RaW MITES ON TM$AND 7T4CLOWAITINKMPBRBNCS FAGS MU-7473 rm.20-V8 BSPORS US& Design valid for use any with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .a .. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualtiy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31242251 J09-1559 M04 ROOF TRUSS 5 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 12009 MiTek Industries,Inc. Fri Jan 29 10:21:54 2010 Page 1 4-s-to f a-e-t2 4-5-10 4-3-2 Scab•1:31.5 2.411 c 5.40 F r 3.4 9 F Li 4 H E A. 2.4 I 3x4= 4-5-10 9-8-1 i LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.08 A-E >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.13 A-E >801 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 D n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:32lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF 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 REACTIONS (lb/size) A=383/0-1-8 (min.0-1-8),D=383/0-1-8 (min.0-1-8) Installation a, Max HorzA=113(LC 4) Max UpliftA=-28(LC 5),D=53(LC 5) MaxGravA=472(LC 12),D=472(LC 11) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=585/28,B-F=-573/37,C-D=-327/29 BOT CHORD A-H=57/522,E-H=-57/522,E-1=-57/522,D-1=-57/522 WEBS B-E=0/423,13-13=583/94 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A,D. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live and 52.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard Off` r I 4 fisrt�NAL��`�` EXPIRES: 08-01-10 January 29,2010 A WARNi11Ri-Va 'y design parameters and READ M37$S ON IMS AND[MLUD8D 1t MKREPERENCE FAGS MU-7473 rev.10-©B BEFORE USE. MITI' 'Design valid for use only with M?ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual webmembers only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding m.rwrowra- fabrication,quality control,storage,delivery,erection and bracing.consult ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job �Po s Truss Type Qty Ply CHANDLER'S SQUARE J09-1569 ROOF TRUSS 4 1 R31242252 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:21:54 2010 Page 1 -2-a1s I 2-7-s I 7£1 2-e-1s za-e at1-s 3.N•1:34.3 E 4.24 r D I c H 114 B A J G F 2.4 II U4= I Plate Offsets(X Y) IF dae.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.02 F-G >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.03 F-G >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 C n/a n/a BCDL 12.0 Code IBC2006ITP12002 (Matrix) Weight:21 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF 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 REACTIONS All bearings 0-5-8 except(jt=length)G=0-7-12,D=0-1-8. Installation guide. (lb)- Max HorzG=137(LC 5) Max Uplift All uplift 100 lb or less at joint(s)G,F,D,C Max Grav All reactions 250 lb or less at joint(s)except G=438(LC 1),F=332(LC 16),D=373(LC 13),C=298(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-G=-409/83 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.Spsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.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 chard and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)D. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)D,C. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a moving concentrated load of 250.01b live and 52.01b dead located at all mid panels and at all panel paints along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOADCASE(S) Standard RS 7j W � rs1 NALL' EXPIRES: 08-01-10 January 29,2010 AWARN(NI; Verifydcel9nPwwmders and READ MnWONTWSANDINCLUDEDI1 TENREPERBNCE PAGE AW-7473rev.10-V8BEPOREUSE. " Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M)Tek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding em fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cr9eria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Oty 77C,HANOLER'S SQUARE J09-1559 T01 ROOF TRUSS 1 R31242253 Louws Truss,Inc.,Ferndale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:21:56 2010 Page 1 - 5-6-0 4a6— Scab•1:37.3 c 6.00 I � 5e6 i 5z8 B D E x D L H 3%1e= F 44= 4x4= Plate Offsets(X Y)7 fB 0-3-0 0-1-121 ID•0-3-0 0.1-121 rF-Edge 0 2 Ol LOADING(p4 SPACING 2-0-0 CSI DEFL in (loc) I/def1 Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.08 G-H >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.14 F-G >939 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 F n/a n/a BCDL 12.0 Code IBC2006lrP12002 (Matrix) Weight:53lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. Fbe ek recommends that Stabilizers and required cross bracing nstalled during truss erection,in accordance with Stabilizer allation uide. REACTIONS (lb/size) H=624/0-5-8 (min.0-1-8),F=624/0-5-8 (min.0-1-8) Max Horz H=-67(LC 3) Max UpliftH=-99(LC 5),F=-99(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-1=406/49,C-1=347/59,C-J=-347/60,D-J=-406/49,B-11=562/124,D-F=-562/124 WEBS B-G=-1/299,D-G=-2/299 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psi 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)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 6)This truss has been designed for a moving concentrated load of 250.0I15 live and 52.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard �'X R S, rr � 3049 w � AGIs' r NA L �1 EXPIRES: 08-01-10�� January 29,2010 A WARMFIG-Verity dmiga parameters and READ NO7W ON TMSAM7 INUWBD A21MRMERSAICE PAGEM11 7473 rea.IO-Vit BBPORS Use. Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy,of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tobrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. 77776 Heights,CA,Lane, suits Job Truss Truss Type Qty Ply CHANDLER'S SQUARE J09-1559 T02 ROOF TRUSS 1 1 R31242254 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:21:57 2010 Page 1 2-ao sao so-o 2-I-0 S-W-1 26.1 4.6= c 5,40 l2 I � B D 1 K a L 5x8= H 7z8 F 7xB D I 1a0-0 Plate Offsets(X Y)• fF 0-3-0 0.1-121 fH70-3-0 0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TIC 0.6 VVert(LL) -0.10 G-H >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.17 G-H >704 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 F n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight:43lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) H=579/0-5-8 (min.0-1-8),F=578/0.5-8 (min.0-1-8) Installationuide. Max Horz H=41(LC 5) Max UpliftH=-103(LC 5),F=-103(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-1=513/20,C-1=-496/29,C-J=-496/29,D-J=-513/20 WEBS C-G=0/335,B-H=533/120,D-F=-533/120,B-G=0/456,D-G=0/456 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.lit;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load 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)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live and 52.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard S 77 Qr$ \LN S& O IS'9R��yw�c rt�NAI. EXPIRES:08-01-10 January 29,2010 A WARMTH;-Yavb dmfgrr parameters.d RBdD M178S ON THIS AAV fNCLUDBD rllrlEK'RBPBREMCE PADS Mr 7473 fw.10-'OO NWORS UM- Design valid for use only vdth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �a Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 �Job toss ruse Type tY y CHANDLER'S SQUARE R31242255 J09-1559 TD3 ROOF TRUSS 28 1 Job Reference(optional) Louws Truss,Inc.,Femdale,WA 98248 7.140 s Jun 24 2009 MiTek Industries,Inc. Fri Jan 29 10:28:44 2010 Page 1 2-0-01 -5 13-10-3 F 2%812 27-0-0 4-3-14 41-1-13 i47-11-11 55-0-0 706-9-14 -0-9 9 0 fir2 7-0-5 6 -14 Scale:1/8"-1' 6.6= 5.40 12 F x Y 3x6% 3x6 E G 5x6% W Z 5x6 D H d A v -P F G-P AA 3x6 3x6 C Q EQ G H-0 I D H AB C- I yx B J ,A K jh ddd 5x6= AC T AD S AE R Air Q AG AH p AI AJ Q N AK AL M AM L AN 5x6= _d 10x10= 2x4 II 3x6 = 5xt4 MT18H WB= 5x8= 3x6= 3x6= 2x4 11 10XIO= 3x6= 5x14 MT18H WB= 7-0-5 13-10-3 2%% 27-0-0 34-3-14 41-1-13 47-1111 55-0-0 7 0� 6-9-1� 6-9-14 6-9-14 6-9-14 6-9-14 6-9-14 Plate Offsets(X,Y): [B:0-8-5.Edoe1 f191:0-0-0 0-1-71 fD:0-2-8 0-3-41 fH:0-2-8 0-3-4) IJ:0-5-15 Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.61 P-Q >999 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -1.19 P-Q >552 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.45 J n/a n/a BCDL 12.0 Code IBC2006ITP12002 (Matrix) Weight:264lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 10-0-0 oc bracing:P-Q,O-P. WEDGE WEBS 1 Row at midpt G-P,H-0,E-P,D-Q Left:2 X 8 DF SS,Right:2 X 8 DF SS MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) B=2874/0-5-8, J=2874/0-5-8 Max Horz B=-121(LC 6) Max Uplift B=-259(LC 5),J=-259(LC 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/43,B-U=-5580/339,C-U=-5480/361,C-V=-5020/340,D-V=-4926/352,D-W=-4305/309,E-W=-4213/329, E-X=3493/298,F-X=3326/311,F-Y=-3326/311,G-Y=-3493/298,G-Z=-4213/329,H-Z=-4306/308,H-AA=-4927/352, I-AA=-5021/340,I-AB=-5479/362,J-AB=-5579/339,J-K=0/43 BOT CHORD B-AC=-360/4913,T-AC=360/4913,T-AD=-360/4913,S-AD=360/4913,S-AE=-269/4482,AE-AF=-269/4482, R-AF=-269/4482,Q-R=-269/4482,Q-AG=-164/3842,AG-AH=-164/3842,P-AH=-164/3842,P-AI=-86/3842, AI-AJ=-86/3842,O-AJ=-86/3842,N-0=-148/4488,N-AK=-148/4488,AK-AL=-148/4488,M-AL=-148/4488, M-AM=-239/4912,L-AM=-239/4912,L-AN=-239/4912,J-AN=-239/4912 WEBS F-P=138/2327,G-P=-1298/192,G-0=36/933,H-0=-906/146,H-M=0/557,I-M=555/101,I-L=0/470,E-P=-1298/191 ,E-Q=-36/935,D-Q=-904/147,D-S=0/558,C-S=-556/102,C-T=0/470 NOTES LR S. TjN Cf 1)Unbalanced roof live loads have been considered for this design. 4Q` leg AS/ 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cf cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 1f 3)All plates are MT20 plates unless otherwise indicated. L 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=12.Opsf. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 3 6c�� 7)This truss has been designed for a moving concentrated load of 250.0Ib live and 52.01b dead located at all mid panels and at all �Sq 1yt t panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. f NAL VI` LOAD CASE(S) Standard EXPIRES: 08-01-10 January 29,2010 AWARlviM VmWdaeignpater,andREWMTWOxTMiSAMINUFJVBDWTWs rsrs sratsmi7f73rev.io-VBsEFoRsUSB. Design valid for use only with MiTek connectors.This design is based any upon parameters shown,and Is for an individual building component.Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job :IT03A uss Truss Type Ory=JQbReference UARE J09-1559 ROOF TRUSS 24 R31242256 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 2910:22:04 2010 Page 1 7-0-55 13-10-3 20-8-2 2743-0 34314 41 1 7a I 47 11 11 I 56.0.0 7 0. 8-9-14 6-9-14 6-9-14 6-9-14 6-9-14 6-9-14 axe= S.I.•1:103.7 5.40 12 E v w 3x6 i 3x6 0 F sx6. u x sx6 a da G T 3x6% 3xe a H S Z A I �l 6x16% R AB G AC P A0 G AE AF N AG AH M L Al AJ K AK J 4.= Al ex16 l 44— 4x6= 3x8= 5x14 MT18H VVB= 5x8= 3x6= 3x6= SxB= 4x6— 5.8= 3x8= 5x14 MT18H w9= 7:1 5 13-10-3 20-8-2 I 27-6-0 34-3-14 41 1 1 1 47 17 11 I 55 0-0 7-0 5 6-9-14 6-9-14 6-9-14 6-9-14 6-9-14 6-9-14 7- 0.5 Plate Offsets fX Y1 IA 5-8-10 0-2-01 [A'Edoe 0-2-131 [C70 2 8 0-3-4] [C70 2 8 0-3-4] [I•F 8 10 0-2 0] [I ge.0-2 131 [J 0-2 8 0.2 8] [R 0-2 8 0 2 8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.57 N-O >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -1.12 N-O >587 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.38 1 n/a n/a BCDL 12.0 Code IBC2006/TP12002 (Matrix) Weight:275lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purling. f BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt F-N,G-M,D-N,C-O E-N:2 X 4 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 X 6 SPF 165OF 1.5E 6-8-2,Right 2 X 6 SPF 165OF 1.5E 6-8-2 be installed during truss erection,in accordance with Stabilizer REACTIONS (lb/size) A=2727/0-5-8 (min.0-4-4),1=2727/0-5-8 (min.0-4-4) Installation uide. Max Horz A=-1 05(LC 6) Max UpliffA=-191(LC 5),1=-191(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-S=5621/375,B-S=5521/388,B-T=-5050/351,C-T=-4955/363,C-U=-4323/315, D-U=-4232/336,D-V=-3507/303,E-V=-3341/316,E-W=3341/316,F-W=3507/303, F-X=4232/336,G-X=4324/324,G-Y=-4957/364,H-Y=-5051/352,H-Z=-5520/388, I-Z=-5620/375 BOT CHORD A-AA=-395/4945,R-AA=-395/4945,R-AB=-395/4945,Q-AB=395/4945,Q-AC=-290/4509, AC-AD=-290/4509,P-AD=290/4509,O-P=290/4509,O-AE=-181/3859,AE-AF=-181/3859, N-AF=-181/3859,N-AG=-101/3859,AG-AH=101/3859,M-AH=-101/3859,L-M=-185/4515, L-A1=-185/4515,AI-AJ=-185/4515,K-AJ=-185/4515,K-AK=-290/4944,J-AK=-290/4944, J-AL=-290/4944,1-AL=-290/4944 WEBS E-N=-141/2339,F-N=-1305/196,F-M=39/941,G-M=-921/152,G-K=0/560,H-K=549/117, H-J=0/474,D-N=-1304/195,D-0=40/943,C-0=-918/152,C-0=0/561,B-Q=-550/118, `t��R S B-R=0/474 `Z UV S/fIM � NOTES 1)Unbalanced roof live loads have been considered for this design. s 1- 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. ,o 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3 6 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 �+", � STV r will fit between the bottom chord and any other members,with BCDL=12.Opsf. sS10NAU �(1� 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a moving concentrated load of 250.01b live and 52.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. Continued on page 2 EXP]RES:08 01-10 January 29,2010 A WARIVE c VePlifif a4stfm PaPamece and RFAD MOT=ON 7WS AND INCLUD;sn WTWrR8FERRNW PAQ8 our raja r".to Va BEFORS USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component. �e Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the MMek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QualBv Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,suite 109 Safety InfamaBon available from Truss Plate Institute,281 N.Lee Sireet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CHANDLER'S SQUARE R31242256 J09-1559 T03A ROOF TRUSS 24 1 Louws Truss,Inc.,Femdale,WA 98248 7.140 s Oct 1 2009 MiTek Industries,Inc. Fri Jan 29 10:22:04 2010 Page 2 LOAD CASE(S) Standard A WARMNG-Ve lfy design parameters and READ NOTES ONTWS AND INCLUDED MTTSICREPBRENCS PAGE MU-7473 rer.I0-108 BEFORE USE. ilk' Design valid for use onlywith MiTek connectors.This design is based onlyupon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownb is for lateral support of individual we members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding w,w wrwroww.- fabricaflon,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 h N � q � Yd � r • m �+ • x X 0 z � G) Z N Dv CENTERLINE OF R.O.W -� D = f.. -ri D o < WMn m rm m r U� D Z Z O t f 'ICI vjz m �' < cn �03 m r D N D Nj y m=d o o zrn tci m O � z m FA SAW EX. 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