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HomeMy WebLinkAbout- Permits - 740 TURNPIKE STREET (13) i w Te,k MITek Industries, Inc. 14515 North Outer Forty©rive Suite 300 Chesterfield, MO 63017-5746 Re:02A735 Telephone 314/434-1200 CAR WASH NORTH ANDOVER,MA Fax 314/434-5343 The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Ultratec Pages or sheets covered by this seal: 11955818 thruI1955864 My license renewal date for the state of Massachusetts is June 30, 2002. - VA h: P d A Yfv January 23,2002 Redwa y ' The se on t Yese drawings indicate acceptance of professional engineering responsibility solely for the i truss ompor nts shown. The suitability and use of this component for any particular building is the „ e onsibilit, of the building designer,per ANSUTPI-1995 Sec. 2. , 'J06 T`fuss Truss Type T ty Fri'y CAR VM-Sl TF ANDOVER M7V-- 11955818 02A735 A ATTIC 20 1 (optional, aunof a Ion, ue eo ana a s J-an 2 2 02 MiTE Industries,Inc. ue an 1 )B SU- e 1-5-4 2-11-0 6-0.1 13.0-0 194 1.15 23A-0 26-0-0 7-5-0 1-5-4 2-11-0 3.1-1 6-11-15 6-11-15 3-1.1 2-11-0 1-5-4 Scale=1:73,1 5x5 50= H AF I 10.00 r2 2x4= 2x4 2x4 11 G J 2x4 11 4x6 x Y qx6\\ 3x4 11 1x4 11 F K 5 L o 3x4-/ 3x4 Q o D M 2x4 ll 2x4 11 C N 2x4 11 2x4 II a A OP 4xl0 II W V U T S R Q 4x10 11 ix4- 3x4 / \ � 2x4 II 6x9= 6x9= 2x4 II 3x4\ fx4= 1x4 tl 4x5— 4x5—23-1-0 ix4 11 THIS TRUSS IS DESIGNED FOR RESIDENTIAL USE ONLY! 30-LOAD IS ADEQUATE FOR ATTIC LIGHT STORAGE AREA AND/OR SLEEPING ROOMS ONLYI (30 PSI=IS NOT ADEQUATE FOR A WATERBED LOAD,CORRIDORS,OR BASIC FLOOR AREA) t_ - 13-0-0 +, 19-11-15 20r1L3,11 �1 2-11-0 2-2-50-€0-12 6.11-15 6-11-15 0-10-122.2-5 2-it-0 P ate fsets (). -3 - LOADING(psf) SPACING 2-0-0 C51 DEFL in (too} Vdefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.30 T-U >523 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0,39 T-U >399 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.02 O n1a BCDL 10.0 Code BOCA/ANSI98 (Matrix) 1st LC LL Min Vclefi=360 Weight:149 Ib LUMBER BRACING TOP CHORD 2 X 5 SPF 1650F 1,5E*Except* TOP CHORD Sheathed or 5-10-i5 oc purlins,except H-1 2 X 4 SPF No.2 2-0-0 oc purlins(6-0-0 max.),H-1. BOT CHORD 2 X 6 SPF 165OF 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. R-V 2 X 8 SPF 225OF 1,6E WEBS 1 Row at midpt G-J WEBS 2 X 3 SPF No.2 SLIDER Left 2 X 4 SPF No.2 1-9-14,Right 2 X 4 SPF No.2 1-9-14 REACTIONS(Ib/size) B=141710-3-B,0=1417/0-3-8,T=1193/0-7-0 Max Herz 6=398(load case 5) Max Upl€ft B=-51(load case 6),0=-5i(load case 6) Max Grav B=1428(load case 2),0=1428(load case 3),T=1193(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-B=49,B-C=-1677,C-D=-1607,D-E=-1308,E-F=-1165,F-G=-1081,G-H=-337,t-J=-343,J-K=-iO82, K-L=-1165,L-M=-11308,M-N=-1597,N-0=-1667,O-P=49,H-AF=-136,I-AF=-136 BOT CHORD B-W=1155,V-W=1148,U-V=1156,T-U=882,S-T=882,R-S=1130,Q-R=1151,O-Q=1150 WEBS G-X=-749,X-Y=-740,J-Y=-743,F-U=-2,K-S=-2,D-U=-374,M-S=-367,H-X=46,1-Y=-45,I-X=-7, D-W=261,M-Q=248 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 fl above ground level,using 5,0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category I,condition I enctosed building,of dimensions 114 It by 90 it with exposure B ASCE 7.93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1,33 2) Design load is based on 30.0 psf specified roof snow load. OF 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending. �( 5) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 6) Ceiling dead load(5.0 psf)on member(s).F-G,J-K,G-X,X-Y,J-Y 7) Bottom chord live load(25.0 psf)and additional bottom chord dead load(6.0 psf)applied only to room.T-U,S-T 8} Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 Ib uplift at joint B and 51 Ib uplift at jalnt O. n yrr 9) This truss has been designed with ANSIITPI 1-1995 criteria * �. 10) Load case(s)2,3 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss, 11) Design assumes 42(flat orientation)purlins Mee-spacing Indicated,fastened to truss TC w12-10d nails, "+up1N LOAD CASE(S) 1) Snow:Lumber lncrease=1.15,Plate Increase=1.15 January 23,2002 WA MI1va-VerVy design p arYameterw and READ NOTS�g 01V°THIS AND REVTd'RRE 31DE BEFf R9 VSE, as..rrw® Design vaW for use only with MHek connectors.This design Is based only upon paramelers shown,and Is for an Individual building component to be instoiled and$oaded vertically. AppiioobKity of design parameters and proper IncorpoialIon of component Is responslblllly of bullding designer-not russ designer,Bracing shown Is for lateral support of individual web members only.Additional lempoimry bracing to Insure stabl€fly during conshucllon Is the tesponslbillly of the eieclor.Additional peimonent bracing of the overall siruclure Is the iesponslb1111y of the bulkirng designer.For generol guidance regoiding lobficatlon,quaery conllol,slorage,delivery,erection and bracing,consul)OSf-HB Oualtly Standard,DSB-89 Bracing Speclficallon,and HIB-91 iTek� Handling InsWillog and Bracing Haaommendallon avolloble from Truss Mle Inslltute,683 D'Onofib Drive,Madison,WI63719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 1s/. *Center plate on joint unless Failure to Follow Could Cause Property dimensions indicate otherwise. Damage or Personal Injury Dimensions are in inches. Apply plates to bath sides of truss and 1. Provide copies off his truss design to the securely seat. building designer,erection supervisor,property 1/81, J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against each C2 73 J5 other. o XX_ a 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate = 3y rz joint and embed fully.Avoid knots and wane 4 at joint locations. plates I/8"from outside edge of a .h I truss and vertical web. a 4. Unless otherwise noted,locate chord splices o at 1/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to Camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 7329,4922 ff.spacing, or less,if no ceiling is installed, unless otherwise noted. SBCCI 87204,86217,9190 12.Anchorage and/or load transferring WISC/DILHi2 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stocks of construction materials. © 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. ,Tee 15.Care should be exercised in handling, ® erection and installation of trusses. TM © 1993 Mitek Holdings, Inc. FORM018,019 Job russ russ ype _.._. �Ty y CAFPVASf�-NORTFTRDD NA 11955818 E��U—RES A ATTIC 20 1 o lional FaUh—e-r-Mation, ue ec Canada GOS INO 4,201s an 2 i e n us nes, nc. ue an 8 5: age LOAD CASE(S) Uniform Loads(ptf) VeTI:B-U=-20.0,S-U=-80.0,O-S=-20.0,A-F=-80.0,F-G=-90.0,G-H=-80.0,I-J=-80.0,J-K=-90.0,K-P=-80.0,G-J=-10,0,H-1=-80.0 Herz:F-U=0.1,K-S=-0.1 Drag:F-U=-20,0,K-S=-20.0 2) Unbal.Snow-Left:lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:B- =-20,0,S-U=-80.0,N-S=-20.0,A-F=-95,0,F-G=-105.0,G-H=-95.0,I-J=-20.0,J-K=-30.0,K-N=-20,0,O-P=-20.0,G-J=-10,0, H-AF=-95.0, I-AF=-20.0 Herz:F-U=0.1,K-S=-O.1 Drag:F-U=-20.0,K-S=-20.0 3) Unbai,Snow-Right:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(ppIf) Vert:A-U=-20.0,S-U=-80.0,O-S=-20.0,B-F=-20.0,F-G=-30.0,G-H=-20,0,I-J=-95.0,J-K=-105A,K-P=-95.0,G-J=-10.0,H-AF=-20,0, I-AF=-95.0 Horz:F-U=0.1,K-S=-0.1 Drag:F-U=-20.0,K-3=-20.0 4)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(ptf) Vert:B-0=-10.0,A-B=5.0,B-F=-17.0,F-G=-27,0,G-H=-17.0,I-J=20.1,J-K=10.1,K-0=20,1,O-P=42.1,G-J=-10.0,H-1=20.1 Horz:A-B=-15.0,B-H=7,0,1-0=30.1,O-P=52.1,F-U=0.1,K-S=-D,1 Drag:F-U=-20.0,K-S=-20,0 5)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pif) Vert:B-0=-10.0,A-B=42.1,e-F=20.1,F-G=10.1,G-H=20.1,I-J=-17.0,J-K=-27.0,K-0=-17.0,O-P=5.0,G-J=-10,0,H•1=20.1 Horz:A-B=-52.1,13-H=-30.1,1-0=-7.0,O-P=15.0,F-U=O.1,K-S=-O.1 Drag:F-U=-20.0,K-S=-20.0 8) 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:B-0=-10.0,A-13=42.1,B-F=20.1,F-G=10.1,G-H=20A,I-J=20.1,J-K=10.1,K-0=20.1,O-P=42.1,G-J=-10.0,H-1=20.1 Horz:A-B=-52.1,B-H=-30.1,1.0=30.1,O-P=52,1,F-U=0.1,K-S=-O.1 Drag:F-U=-20.0,K-S=-20.0 7) Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:A-U=-20.0,S-U=-80,0,N-S=-20.0,B-F=-20,0,F-G=-30.0,G-H=-20.0,I-J=-20.0,J-K=-30.0,K-N=-20.0,O-P=-20.0,G-J=-10.0,H-I=-20.0 Horz:F-U=0,1,K-S=-O.1 Drag:F-U=-20.0,K-S=-20.0 WAA2Pd NO-Verffy dexion para.re,tR"c d"AD NOTES f7tt TITS AND frFVFRgg SIDF BEFORP Y1 mzse®@ Design valid for use only with Milek connectors,This design Is based only upon parameters shown,and Is for an Individual building component to be �V[ Installed and loaded vertically. Applleablllly of deslgn parameters and proper€ncoipo:allon of component is.responsibility of bvIlding designer-not truss designer.Bracing shown Is for loleia€support of Individual web members only.AddAcnol lempotary bracing to insure stablllly during construction is the PH responsibiii€y of the erecloi.Additional permanent bracing of the overall shucture b the iesponsibiBly of the buckling designer.For general guidance regarding fabilcollon,quality control,storage,delivery,erection and bracing,consult QST•88 4uaitiy Standard,DSII.89 Bracing Speofffcallon,and HIB-91 0 Handling Installing and Bracing pecommondation avalloble from Truss Plate Instllute,583 D'Onofrlo Drive,Madison,Wl53719. Te k Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property . J2 J3 J4 owner and all other interested parties.. -Ir IC C7 TOR CHORDS ca 2. Cut members to bear tightly against each other. A WEBS JS O 0 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate s joint and embed fully, Avoid knots and wane plates rM'from outside edge of a �,, ZS z of joint locations. truss and vertical web. a 4. Unless otherwise noted,locate chord splices CA C, 0 o at 1/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nail JointJPlate Placement Chart. FARTHESTTO THE LEFT- is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords m ust be sheathed or purlins LATERAL BRACING HUD/FHA FCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring W1SC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. Te a 15.Care should be exercised in handling, ® erection and installation of trusses. PAI�IEi1 TM OO 1993 Mrtek Holdings, Inc. CLIP FOPM018,019 ranee-Nwt® HYDRO-AIR ® E bb russ Cuss Type Qly y 7CARWA R Ff TFTANI)OVEtom,MA 11955819 02A735 A-1 ROOF TRUSS 1 1 o tfanal� RUCTURE LTRATEG,bier- a Ion, ue ec a" " C nad OG .20i SF�i s u9 V[ e n us nes, nl c. Weed an age i-1-5.4 5-9-10 , 11-10-4 20-2-6 26-0.0 ,27-5-0 1-5.4 5-9-10 0.0-10 2-3-8 6.0-10 5-9�10 1-5-4 Scale=1:653 1fl.00 12 3x4 3x4= L M N 3x4/i K CKO 3x4 J P G S F T 19 E U o D V C W AB XY Ir �T r; 0 0 AS AR AQ AP AO AN AM AL AK AJ At AW AF AE AD AC AB AA Z 3.5x4 3.5x4= 3x4= - 5-9-t0 12-0-8 I f3-E1��_20-2-6 28-0-0 5 9-i0 0-2-14 1-11-0 6-2-14 5-9-10 Tate O sets f :D D 2,0 - ] �- 1 :0 2- 13] 0-0-151 LOADING(psf) SPACING 2-0-0 C51 DEFL in (too) Wall PLATES GRIP TCLL 30.0 Plates Increase 1,15 TC 0.10 Veri(LL) nla n/a M1120 1971144 TCDL 10.0 Lumber Increase 1AS BC 0.05 Vert(TL) n1a n/a BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 Y n/a BCDL 10.0 Code BOCA/ANS195 (Matrix) 1st LC LL Min I/flat]=360 Weight: 154 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 4 SPF No.2 2-0-0 oc purlins(6-0-0 max.):L-N. OTHERS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS i Row at midpt M-AJ,K-AK,J-AL,O-AI,P-AH REACTIONS(lb/size) A=70126-0-0,AG=7/26-0-0,AJ=1 3 9126-0-0,AK=124/26-0-0,AL=132/26-0-0,AM=134/26-0-0, AN=133/26.0.0,A07133126-0-0,AP=133126-0-0,AQ=133126-0-0,AR=134126-0-0, AS=121126-0-0,AI=125/26-0-0,AH=125/26.0-0,AF=132/26-0-0,AE=134/26-0-0, AD=133126-0-0,AC=133126-0-0,AB=133/26.0-0,AA=134/26-0.0,Z=121126-0-0,Ym70126-0-0 Max Herz A=-372(load case 4 Max Uplift A=-195(load case 4),AJ=-2(load case 5),AK=-12(load case 5),AL=-40(load case 5),AM=-46(load case 6),AN=-41(load case 5),AO=-41(load rase 5),AP=-4 i(load case 5).AQ=-41(load case 6). AR=-44(load case 5),AS=-i 46(load case 5),AH=-36(load case 4),AF=-47(load case 6), AEm-4t(load case 6),AD=-4i(load case 4),AC=-41(load case 4),AB=-41(load case 6), AA=-43(load case 4),Z=-90(load case 4),Y=-84(load case 5) Max Grav A=2940oad case 5),AG=7(lead case 2).AJ=139(load case 1),AK=139(load case 2),AL=153(load case 2),AM=154(load case 2),AN=153(load case 2),AO=153(load case 2),AP=153(ioad case 2), AQ=153(load case 2),AR=154(load case 2),AS=141(load case 2).Alm 141(load case 3), AH=146(load case 3),AF=152(load case 3),AE=154(load case 3),AD=153(load case 3), AC=153(load case 3),AB=153(load case 3).AA=154(load case 3),Z=141(load case 3), Y=i86(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-B=-69,B-C=-72,C-D=-73,D-E=-73,E-F=-73,F-G=-73,G-H=-73,H-I=-73,I-J7-39,J-K=-72,K-L=-70, L-M=-30,M-N=-32,N-O=-66,O-P=-72,P-Q=-39,Q-R=-73,R-S=-73,S-T=-73,T-U=-73,U-V=-73, V-W=-73,W-X=-72,X-Y=-69 BOT CHORD A-AS=30,AR-AS=30,AQ-AR=30,AP-AQ=30,AO-AP=30,AN-AO=30,AM-AN=30,AL-AM=30, AK-AL=30,AJ-AK=30,AI-AJ=30,AH-AI=30,AG-AH=30,AF-AG=30,AE-AF=30,AD-AE=30,AC-AD=30 �of AB-AC=30,AA-AB=30,Z-AA=30,Y-Z=30 WEBS M-AJ=-112,K-AK=-97,J-Alm-105,H-AM=-107,G-AN=-107,F-AO=-107,E-AP=-107,D-AQ=-106, Fy', C-AR=-108,B-AS=-90,O-AI=-98,P-AH=-105,R-AF=-107,S-AE=-107,T-AD=-107,U-AC=-107, ew - V-ABm-106,W-AA=-108,X-Z=-90 . NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mil from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCA/ANS195 If end verticals exist, 4 they are not exposed to wind. If cantilevers exist,they are exposed to wind. if porches exist,they are not exposed to �. wind. The lumber DOL Increase is 1.33,and the plate grip increase is 1.33 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek "Standard Gable End Detail" 3) Provide adequate drainage to prevent water pending. 4) All plates are 1x4 M1120 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. January 23,2002 6) Gable studs spaced at 1-4-0 Do, mm V7A NJNG-ver(f'y d4olun ptSrar"ierx and READ NOTES pN'kIMs AW REVERSE SIDE BEFORE USE, ® Design valid too use only Min MITek conneclors.this design Is based only upon parameters shown,and Is for an Individual building component to be inslalted and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer,Bracing shown is lop laleial support of Individual web members only.Additional temporary bracing to Insure stability during conslruclion Is the iesponslbltlly of the erector.Additional permanent bracing of the overall struolum Is the 4esponsWilty of the burkiing designer.For general guldonce regarding lobrioatlon,quality control,storage,delivery,erecilon and bracing,consult QST-88 Ouallty Standard,OBB•89 Biaoing Spechication,and HIS•91 A/1���k® Handling Installing and Bracing Recommendation available from truss Plate Insttfule,583 Donofrio Delve,Madison,W I 63719. M�/� Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 13/. *Center plate on joint unless Failure to Follow Could Cause Property dimensions indicate otherwise. Damage or Personal Injury Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property /s" securelyseat. J2 J3 J4 owner and all other interested parties.. ,�•. TOP CHORDS �� es 2. Cut members to bear tightly against each other, WEBS J5 a: 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate = joint and embed fully.Avoid knots and wane plates 1/6"from outside edge of a at joint locations, truss and vertical web. o a 4, Unless otherwise noted,locate chord splices ca C, 06 o of 1/4 panel length(*L 6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J 1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and Mffek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 8720b,8b217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses ore the responsibility of BEARINGothers unless shown. nA Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 1UNWAN1Teke 15.Care should be exercised in handling, ® erection and installation of trusses. � �p PAItIEL TM © 1993 Mitek Holdings, Inc. CLIP FORM018,O1D r..gnG-rvate.® HYDRO-AIR® , li ratio ruse russ Type y y W N0RTH-A100VER MA - 119558fJ 02A735 TURES A-1 ROOF TRUSS 1 1 a tignal) T abler Clarion, ue ec ana a�6�iNa 4:2G1 s ug 26�0 I e n usTiies"En� an pago NOTES 7) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 195 lb uplift at joint A,2 lb uplift at joint AJ, 12 lb uplift at joint AK, 40 lb uplift at joint AL,46 lb uplift at joint AM,41 lb uplift at joint AN,41 lb uplift at joint A0,41 lb uplift at joint AP,41 Ib uplift at joint AQ,44 lb uplift at joint AR, 116 It:)uplift at joint AS,36 lb uplift at joint AH,47 lb uplift at joint AF,41 lb uplift at joint AE,41 lb uplift at joint AD,41 lb uplift at joint AC,41 lb uplift at joint AB,43 lb uplift at joint AA,90 lb uplift at joint Z and 84 lb uplift at joint Y, 9)This truss has been designed with ANSIfTPI 1-1995 criteria. 1 O) Load cases)1,3 has been modified. Building designer must review toads to verify that they are correct for the intended use of this truss. 11 Design assumes 4x2(flat orienlation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE($) 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-L=-80.0,L-N7-95.0,N-Y=-80.0,A-Y=-20.0 2) Unbal,Snow-Loft:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-L=-95.0,L-N=-95.0,N-Z=-20.0,A-Z=-20,0 3) Unbal.Snow-Right:Lumber Increase=1,15,Plate Increase=1.15 Uniform Loads(plf) Vert:L-Y=-20.0,L-N=-95.0,N-Y=-95.0 4)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-L=-17.0,L-N=20.1,N-0=-17,0,0-Y=20.1,A-Y=-10.0 Horz:A-L=7,0,M-N=30.1,N-O=-7.0,O-Y=30.1 5)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-K=20.1,K-1-=-17.0,L-N=20.1,N-Y=-17.0,A-Y=-10,0 Harz:A-K=-30.1,K-L=7.0,M-N=30.1,N-Y=-7.0 6) 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-L=20.1,L-N=20,1,N-Y=20.1,A-Y=-10.0 Horz:A-L=-30A,M-N=30.1,N-Y=30.1 WAZ?,1)NQ-Verify d&slon pummetersd and READ PlgTFS t3F1'aHIS AND REVERS?SIDE Dt31''S3fEY USE. Design valld for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an lndlvldual building component to be Installed and loaded vedlcolty. Applicability of design parameters and proper Incorporation of component is responsiblllly of bullring designer-not truss designer,Bracing shown Is for loleral support of Individual web members only.Additional temporary bracing to Insure stability during conslurclion Is the fesponslbilily of the erector. Addlllonol permanent bracing of the overatl structure Is the responsibly of the bulkiing designer.For general guidance iegoiding iobrtoatlon,quality control slorage,delivery,erection and bracing,consult aST-88 Cualtly Standard,DSB-89 Bracing Specfflcallon,and HIB•91 V'p iTekoD Handling installing and Bracing Rocommondallon avollobie from Luss Plate Institute,683 D'OnoBlo Drive,Madison,WI 63719. p Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to bath sides of truss and 1. Provide copies of this truss design to the building designer,erection supervisor,property securely seat. J2 TOP CHORDS J4 owner and ail other interested parties.. 2. Cut members to bear tightly against each cz c3 other, d WEBS J5 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate 7 6 Y - 0 joint and embed fully,Avoid knots and wane plates 1/8"from outside edge of a z of joint locations, truss and vertical web. a 4. Unless otherwise noted,locate chord splices cr C6 NO at 1/4 panel length(+6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJO[NT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST To THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4. perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring W1SC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. NnA Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. IkAOWN�Tek'5 15.Care should be exercised in handling, ® erection and installation of trusses, CLIP PANEL � 01993 Miitek Holdings, Inc. FORM018,OT4raNs-n�� , i — 11955820 toss russ ype tY fY 02A735 B-10 ATTIC 1 1 a tional T CTRATI auner- to Ion,Quo eb c dada 20 s an I e n us nos,Inc. ue awn 2216:55 f4-202—R-age 0- 14 222` 2 5-9-3 12-9-2 19-9-1 22-10-2 25-9-2 27-2-61,rr— 0-2-14 2-8-2 3-1-1 6-11-16 6-11-15 3-1.1 2-11-0 1-5-4 Scale=1:73.1 5x5= 6x6= ' G AD H 10.00 12 2x4= 2x4 2x4 F =1 2x4 II 4x6 q34 ix It 46�K D � 34 2x4 II O M 2 II A qW — 2x4 II �O 4x12 II V U T S R Q P 3x4 2x6 II 2.4 11 6x9= 6x9= 2x4 11 3x4 1x4 II 3x4 4x5/i 4x5 4x10 11 = THIS TRUSS IS DESIGNED FOR RESIDENTIAL USE ONLY! 30-LOAD IS ADEQUATE FOR ATTIC LIGHT STORAGE AREA ANDIOR SLEEPING ROOMS ONLYi (30 PSF IS NOT ADEQUATE FOR A WATERBED LOAD,CORRIDORS,OR BASIC FLOOR AREA) -0-ppr14 2-0-2 , 4-10.7 5-93 12-9-2 , 19.9-1 2 7- z-10-z 25-9-2 � 0-2-14 2-8-2 2-2-50.10-12 6-1 f-15 641-15 0-10-12 2-2-5 2-11.0 Plate O3 se s 0= gel,[A:0-1=0, : 2 01 �N 5�Oh�..m; Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Ildeit PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0,71 Vert(LL) -0.30 R-S >526 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.39 R-S >400 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.02 N nla BCDL 10.0 Code BOCAIANSI95 (Matrix) 1st LC LL Min Well=360 Weight:146lb LUMBER BRACING TOP CHORD 2 X 5 SPF 165017 1.5E'Except* TOP CHORD Sheathed or 5-10.8 oe purlins,except G-H 2 X 4 SPF No.2,Y-Z 2 X 4 SPF No.2 2-0-0 oc purlins(6-0-0 max.):G-H. BOT CHORD 2 X 6 SPF 165OF 1.5E*Except* BOT CHORD Rigid ceiling difec€ly applied or 10-0-0 oc bracing. Q-U 2 X 8 SPF 225OF 1.6E WEBS 1 Row at midpt F-i WEBS 2 X 3 SPF No.2 SLIDER Left 2 X 6 SPF No.2 1-7-11,Right 2 X 4 SPF No.2 1-9-14 REACTIONS(lblsiza) A=129510-2-12,N=1416/0-3-8,S=1 1 7 710-7-0 Max Horz A=-408(load case 4) Max Uplift N=-52(load case 6) Max Grav A=1295(load case 1),N=I435(load case 3),S=1177(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-B=A581,B-C=A535,C-D=-1293,D-E=A150,E-F=-1078,F-G=-339,H-i=-346,I-J=-1076,J-K=4156, K-L=-1301,L-M=-1599,M•N=-1669,N-0=49,G-AD=A38,H-AD=-138 BOT CHORD A-V=1079,U-V=1073,T-U=1080,S-T=876,R-S=876,Q-R=1130,P-Q=1162,N-P=1151 WEBS F-W=-741,W-X=-729,I-X=-732,E-T=-20,J-R=-5,C-T=-278,L-R=-376,G-W=48,H-X=44,H-W=-12, C-V=193,L-P=260 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanl!ne,on an occupancy category I,condition I enclosed building,of dimensions l 14 ft by 90 ft with exposure B ASCE 7.93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed 10 wind. The lumber DOL increase is 1.33,and the plate grip increase Is 1.33 2 Design load is based on 30,0 psf specified roof snow load. ► OF 3 Unbalanced snow loads have been considered for this design. "+9 4 Provide adequate drainage to prevent water ponding, 5 'This truss has been designed for a live load of 20,0psf on the bottom chord in all areas with a clearance greater than 3-6-0 � between the bottom chord and any other members. 6) Ceiling dead load(5.0 psf)on member(s).E-F,I-J,F-W,W-X,i-X Cn 7) Bottom chord live load(25,0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.S-T,R-S 8) Provide mechanical connection(by others)of truss to bearing plate at joinl(s)A. 9 Provide mechanical connection by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint N. Soo 10) This truss has been designed with ANSl1TPI 1-1995 criteria. ♦t 11) Load case(s)2,3 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Design assumes 4x2(flat orientation)purlins M oc spacing Indicated,fastened to truss TC wl 2-10d nails. 610lIAl. I LOAD CASE(S) 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 January 23,2002 , WARNING-YerVy assign parameters ameter•s and READ NOTES ON THIS AND REWRar,SIDE BEFORE USE, Des)gn valid for use only with MRek connectors.Ihls design Is based only upon parameters shown,and Is for an Individual bullding component to be instated and loaded vertically. Applkrablllly of design parameters and proper Incorporation of component Is responsiblilty of bullding designer-not buss designer.Bracing shown Is for loteial support of Individual web members only.Add€Ronal temporory bracing to Insure sfobllliy duilng construction K the responsibliily of the erector.Addli€onol permanent bracing of the overall shucture fs the responsibility of the bulKng deOgner,For general guldonce regarding fabf1collon,quality control,storage,delivery,erecllon and bracing,consult QST-88 RuolBy Standard,0SB•89 Bracing speclilcation,and Hlt•91 @1 A'��k® Handling Installing and Bracing Recammrndallon ovolloble from(russ Plate Institute,583 wonolilo dts Drive,Maon,WI53719. �V Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions ore in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the building designer,erection supervisor,property '�s securely seat. JZ TOP CHORDS J4 owner and all other interested parties.. cs ca 2. Cut members to bear tightly against each other. WEBS J5 o ❑ 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate - c>; joint and embed fully. Avoid knots and wane plates 1/8"from outside edge of a �,, y at joint locations. truss and vertical web. o a 4. Unless otherwise noted,locate chord splices � L, � o at�14 panel length(+6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. lCBO 1591, 1329,4922 ft.spacing, or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints of 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials, 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® ITek 15.Care should be exercised in handling, TM erection and installation of trusses. © 1993 Mitek Holdings, Inc. SLIP _ FORM018,019 i WAN �FANDvei;M EO2A;735 cuss _ Truss Type ty Y 11955820 B-10 ATTIC 1 1 o tionalTCTIII E CT�:ATEC,f.auner Cation,giie ec anada 0 D s an 2002 I e In ustnes,Inc, ua an age LOAD CASE(S) Uniform Loads(plf) Vert:A-T=-20.0,R-T=-80.0,N-R=-20.0,A-E=-80.0,E-F=-90,0,F-G=-80.0,H-1=-80.0,I-J=-90.0,J-0=-80.0,F-1=-10.0,G-H=-80,0 Harz:E-T=0.1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 2) Unbal.5now-Left:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-T=-20.0,R-T=-80.0,M-R=-20.0,A-E=-95.0,E-F=-105.0,F-G=-95.0,H-1=-20,0,I-J=-30.0,J-M=-20.0,N-0=-20.0,F-1=-10.0, G-AD=-95.0,H-AD=-20.0 Horz:E-T=0.1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 3) Unbal.Snow-Right:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:E-T=-20,0,R-T=-80.0,N-R=-20.0,E-F=-30.0, F-G=-20.0,H-1=-95.0,I-J=-105.0,J-0=-95.0,F-1=-40.0,G-AD=-20,0,H-AD=-95.0 Harz:E-T=0,1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 4)Wlnd Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert;A-N=-10.0,A-E=-17.0,E-F=-27,0,F-G=-17.0,H-1=20.1,I-J=1o.1,J-N=20A,N-0=42.1,F-1=-10.0,G-H=20.1 Harz:A-G=7.0,H-N=30.1,N-0=52.1,E-T=0.1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 5)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-N=-10.0,A-E=20.1,E-F=10.1,F-G=20.1,H-1=-17.0,W=-27,0,J-N=A7.0,N-0=5.0,F-1=-10.0,G•H=20.1 Harz:A-G=-30,1,H-N=-7.0,N-O=15.0,E-T=0,1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 6) 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-N=-10.0,A-E=20.1,E-F=10.1,F-G=20.1,H-1=20.1,I-J=10.1,J-N=20.1,N-0=42.1,1`4=-10.0,G-H=20.1 Herz:A-G=-30.1,H-N=30.1,N-0=52.1,E-T=0.1,J-R=-0A Drag:E-T=-20.0,J-R=-20.0 7) Floor:(.umber Increase=1.00,Plate Increase=1,00 Uniform Loads(plf) Vert:E-T=-20.0,R-T=-80.0,M-R=-20.0,E-F=-30.0,F-G=-20.0,H-I=-20.0,I J=30.0,J-M=-20.0,N-0=-20.0,F-I=-10,0,G-H=-20,0 Harz:E-T=0.1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 IBM T'arARIWNG-Ver$fRy design paxrumetere and RFAD tiOT95 ON i Xi85 AND REVFR,99 SJDF BEFOR9 VSE. Design valid for use only wRh Mitek connectors.lhls design Is based only upon paramelers shown,and Is for an Indivlduai building component to be fnslolled and loaded vedleally. Applicability of design parameters and propei incorporaflon of component Is responsibility of bulkling designer•not buss designer.Bracing shown Is lot lateral support of Indlvlduaf web members only.Additional temporary bracing to Insure stability during conshucllon Is the responObillly of the esectoi.Additional permanent bracing of the overall structure is the iesponsiblll€y of the buikting deslgner.For general guidance regarding fabilcollon,qualify control,storage,delivery,erection and blacing,consul!QST-08 Qualify Standard,MR-89 Bsaoing Spe':Mcatlon,and HIB-91 A/����k® Handling Installing and Bracing Rocommandotlon available from ituss Plate Insiltule,683 D'4nodslo adve,Madkon,W I 63719. M�/� ...... ... .... . Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/+ *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches, Apply plates to both sides of truss and 1. Provide copies of this truss design to the building designer,erection supervisor,property /s securelyseat. J2 J3 J4 owner and all other interested parties.. � �4 TOP CHORDS 2, Cut members to bear tightly against each other. N[Z J5c 0 3. Place plates on each face of truss at each * x joint and embed fully,Avoid knots and wane For 4 x 2 orientation, locate plates /s"from outside edge of a a at joint locations. truss and vertical web. o a 4, Unless otherwise noted,locate chord splices o at I/4 panel length(+6"from adjacentjoint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates, fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93,85-75,91-28 10.Top chords m ust be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft•spacing,or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,8b217,9190 12.Anchorage and/or load transferring W1SC/DILHR 870040-N,930013-N,9TD080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® M I�eko 15.Care should be exercised in handling, /� YM erection and installation of trusses. DEL © 1993 Mitek Holdings, Inc. CLIFORM016,019 HY0070-AIR0 1 o - cuss LATTIC ss ype ty y E�, SANT30 V' A � 11955821 02A735 B-9 1 1 oplional} RUCTURES EC,Gainer to xebec Canada �T s Jan 2 l e h�ieTTue Jan 22 1 6�5 :15-20 2 Page -1-?1142 ,_...5-9-3l 12-9-2 , 19-0.1 22-10-2 25.9-2 ,27-2--1 0-2-14 2-8-2 3-1-1 6-11-15 6-11-15 3-1-1 2-11-0 1-5-4 _ Scale=1;73.1 Chord to be braced at all panel points and 6x5— 5x6 spacing shall not exceed maximum shown below. B G AC 10.00 12 2x4= 2x4 2x4 0 F i II 4x6 2x4 W x 4x6 S1/ E 3x4 li x4 tx4 ll / D K 3x4 lx4 II L 2x4 II g M 2x4 I l NQ 4x12 II v U T S R Q P 1x4= 2x4 II 2x4 II 6x9= 6x9= 2x4 II 3x4`\ tx4 II 3x4/i 4x5— 415—22-10-2 4x10 II THIS TRUSS 15 DESIGNED FOR RESIDENTIAL USE ONLY! 30-LOAD IS ADEQUATE FOR ATTIC LIGHT STORAGE AREA AND/OR SLEEPING ROOMS ONLY! (30 PSF 1S NOT ADEQUATE FOR A WATERBED LOAD,CORRIDORS,OR BASIC FLOOR AREA) -0- 1 -2 4-10-7 -9-j 12-9-2 19-9-1 20-7-t3 _ 25-92 0-2-14 2-8-2 2-2-50.10-12 6-11-15 6-ti-15 0-10-122-2-5 2-11-0 Plate sets(X,Y): 4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TOLL 30.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.30 R-S >526 M1120 1971144 TCDL 10.0 Lumber Increase 4.15 BC 0.91 Vert(TL) -0.39 R-S >400 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.02 N n1a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC ILL Min Ildefl=360 Weight:149 lb LUMBER BRACING TOP CHORD 2 X 5 SPF 1650F 1.5E"Except` TOP CHORD Sheathed or 5-10-12 oc purlins,except G-H 2 X 4 SPF No.2,C-Y 2 X 4 SPF No.2 2-0-0 oc purlins(6.0-0 max.):A-C,G-H. BOT CHORD 2 X 6 SPF 165OF 1.5E"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Q-U 2 X 8 SPF 2250F 1.6E WEBS 1 Row at mldpt F-I WEBS 2 X 3 SPF No.2 SLIDER Left 2 X 6 SPF No.2 1-7-11,Right 2 X 4 SPF No.2 1-9-14 REACTIONS(lb/sizo) A=1 2 9510-2-1 2,N=141610-3-8,S=117710-7.0 Max Horz A=-408(load case 4) Max Uplift N=-52(load case 6) Max Grav A=1295(load case 1),N-1435(load case 3),S=1177(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-B=-1581,B-C=-1535,C-D=-1293,D-E=-1150,E-F=-1078,F-G=-339,H-1:-346,I-J=-1076,J-K=-1158, K-L=-1301,L-M=-1599,M-N=-1669,N-0=49,G-AC=-138,H-AC=-138 130T CHORD A-V=1079,U-V=1073,T-U=1080,8-T=876,R-S=876,Q-R=1130,P-Q=1152,N-P=1151 WEBS F-W=-741,W-X=-729,I-X�-732,E-T=-20,J-R=-5,C-T=-278,L-R=-376,G-W=48,H-X=44,H-W=-12, C-V=W3,L-P=260 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32€t above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip increase is 1,33 OF 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. �Y S)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 6) Ceiling dead load(5.0 psf)on momber(s).E-F,I-J,F-W,W-X,I-X 7) Bottom chord live load(25.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.S-T,R-S 8) Provide mechanical connection(by others)of truss to bearing plate at joint(s)A. swo 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at Join(N. 10) This truss has been designed with ANSI/TPI 1-1995 criteria, „r�Q 11) Load case(s)2,3 has been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 12) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d nails. LOAD CASE(S) January 23,2002 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 1$✓ARAING-VerVy design pearearnaters and READ lhlMEN ON THIS AND REVERSE WDF HEVORE f RF— ew�srr� Design valid for use only with Welk connectors,lhh design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertloalty. Applleabltlly of design parameters and ptopei Incorporation of component Is responsibility of building designer-not truss designer.Sracing shown Is for lateral support of Individual web members only.Addlilonol lempolary bracing to Insure slaWily during conduction Is the iespons€b01ty of the eieclor.Additional permanent bracing of the overall shuclure Is the responslbllity of the bulkring designer.For general guidance iegording lobrbatlon,quality control,sto€age,delivery,erecllon and bracing,consult OST•68 Qualtly Standard,DSS•89 Bracing specfl€collon,and HIS-91 iTek� Handling Installing and Bracing Rocom fr om om leuss Rate inslliute,583 D'OnO010 Drive,Madison,WI53719. Symbols Numbering System AGene.ral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 134 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. ImDimensions are in inches. Apply plates to both sides of truss and 1. Provide copies off his truss design to the securely seat. building designer,erection supervisor,property ,/B„ J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other, C WEBS a J5 cc _ 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate Y �� joint and embed fully, Avoid knots and wane U O atjoint locations, plates 1/8"from outside edge of o. truss and vertical web. a 4. Unless otherwise noted,locate chord splices o at�/4 panel length(*6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slats in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. 1CB0 1591, 1329,4922 ff.spacing,or less,if no ceiling is installed, SBCCI 87206,86217,9190 unless otherwise noted. 12.Anchorage and/or load transferring WISC/DILH€� 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at which bearings(supports)occur. 13.Da not overload roof or float trusses with stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ITek 15.Care should be exercised in handling, ® erection and installation of trusses. TM C PEL © 1993 Mitek Holdings, Inc. FORM018,019 GANG-NAIL €runs russ ype ty Ply �N N�TF�ANDOVEft;.l�fA._- ... 11955821 02A735 8-9 ATTIC 1 1 o tional T T auner- a Ion, ue ec anada 4:201 S rs San 00 r e n us r€es, nc. Tue awn f�i0: 5: 5 age 2 LOAD CASE(S) Uniform Loads(plf) Vert:A-T=-20.0,R-T=-80.0,N-R=-20.0,A-C=-80.0,C-E=-80.0,E-FW-90.0,F-G=-80.0,H-1=-80.0,I-J=-90.0,J-0=-80.0,F-1=-10.0,G-H=-80,0 Horz:E-T=0.1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 2) Unbal.Snow-Left;Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-T=-20.0,R-T=-80.0,M-R=-20.0,A-C=-95.0,C-E=-95.0,E-F=-105.0,F-G=-95.0,H-I=-20.0,I-J=-30.0,J-M=-20.0,N-O=-20.0,F-I=-10.0 ,G-AC=-95.0,H-AC=-20,0 Horz:E-T=0,1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 3) Unbai.Snow-Right:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:C-T=-20.0,R-T=-80.0,N-R=-20.0,C-E=-20.0,E-F=-30.0,F-G=-20.0,H-1=-95.0,I-J=-105.0,J-0=-95.0,F-1=-10.0,G-AC=-20.0, H-AC=-95.0 Horz:E-T=0.1,J-R=-0.1 Drag:E-T=-20,0,J-R=-20.0 4)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads( If) Vert:A-N=-10.0,A-C=-17.0,C-E=-17.0,E-F=-27.0,F-G=-17.0,H-1=20.1,I-J=10.1,J-N=20.1,N-0=42.1,F-1=-10,0,G-1-1=20A Horz:A-C=7.0,C-G=7.0,1-1-14=30.1,N-0=52.1,E-T=0,1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 5)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:A-N=-10.0,A-0=20,1,C-E=20.1,E-F=10,1,F-G=20.1,H-1=-17.0,1-J=-27.0,J-N=-17.0,N-0=5.0,F-1=-10.0,G-H=20.1 Horz:A-C=-30.1,C-G=-30.1,H-N=-7.0,N-0=15,0,E-T=0.1,J-R=-0.1 Drag:E-T=-20.0,J-R7-20.0 8) 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads( If) Vert:A-N=-10.0,A-C�20.i,C-E=20.1,E-F=10.1,F-G=20.1,H-1=20.1,1-J=10.1,J-N=20.1,N-0=42.1,F-1=-10.0,G-H=20.1 Horz:A-C=-30,1,C-G=-30.1,H-N=30.1,N-0=52.1,E-T=0.1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 7) Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:C-T=-20.0,R-T=-Bo.0,M-R=-20,0,C-E=-20.0,E-F=-30.0,F-G=-20.0,H-1=-20.0,I-J=-30.0,J-M=-20.0,N-0=-20.0,F-1=-10.0,G-H=-20.0 Horz;E-T=0.1,J-R=-0.1 Drag:E-T=-20.0,J-R=-20.0 WARNING-VerVy design paranmfers azid READ NOTES ON THIS AND REVERSE SIDE HEY(=Ili, Deslqn VQIM 101 use only with Mliek conneolors.Thls deslgn Is based only upon parameters shown,and Is for on Individual building component to be Installed and loaded veillcolly. Applicability of deslgn paiameieis and proper Incorporation of component Is iesponslblllty of building designer-hot IIUSS designer.Bracing shown k for lateral supporl of Individual web members only.Addlhonol temporary blacing to Insure stabliliy dutino construction Is the responsibility of the erector. Additional permanent biacing of the overall structure Is the responslblikly of the bulhing designer. For general guldance regarding fabrlcallon,qualily cont$ol,storage,delivery,erecllon and bracing,consult Q81-88 oualHy Standard,DSB-89 Bracing Spectlicatdon,and HIS-91 iTe k® Handling Indalling and Bracing Recommendation available from buss b3 plate tnsiltute,583 wonodilo Drive,Madison,WI 719, NumberingSymbols PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property 'fie securely seat. IA J2 J3 J4 owner and all other interested parties.. TOP Cl-EORDS Z 2. Cut members to bear tightly against each other. J5o - 03. Place plates on each face of truss at each *For 4 x 2 orientation, locate z M joint and embed fully. Avoid knots and wane plates I/8"from outside edge of a �y at joint locations. truss and vertical web. a. 4. Unless otherwise noted,locate chord splices 0 at 114 panel length({6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of - required direction of slots in J� J8 J7 J6 lumber shall not exceed 19%of time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MlTeik/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE S. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI $7206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. ble 14.Do not cut or alter truss member or plate ___ - without prior approval of a professional engineer. ITek 15.Care should be exercised in handling, ® erection and installation of trusses. PAII�IEI C P M © 1993 Mlfiek Holdings, Inc. FORM018,019 IT4,o `als fuss russ ype - ty 1 I�NORTH AWMER-MA- 11955622 E02A735 AT71C 9CRAT :Une'. anon,Quebec Maria aTGCS I NO �5" s ug 20 I e n uls nos, nl c Wec7 Jan 23 0�2?��9eTm i fr 5T 7-9-15 , 13-3-13 _,,,, t�-2- 4_- 21-5-I {„_, 29-5.7 35-0 7 {_,,,, 46-0-0 5 r... 1-5-4 7-9-15 5-5-14 0-11-1 7.2-3 0-1-7 5-6-0 4-11-9 1-5-4 Scale=1:83.6 6x6= 5x8= 4x5=3x4= 3x6- 3x4= O 10.00 F12 E F G H I J K 3x4 L 3x6 3x4 4x8 © AC AA AS AD C 5x8 4x4 I1 3x7= 3x6 3x5 II M 4 3x4 11 `Q 4x9= N o 3x6�i O B PQ A X W AK V AL U T S AM R AN �gx10 II 3x4= 3x4= 10x10- 10x10= 4x4 THIS TRUSS IS DESIGNED FOR RESIDENTIAL USE ONLY! 30-LOAD IS ADEQUATE FOR ATTIC LIGHT STORAGE AREA AND/OR SLEEPING ROOMS ONLY! (30 PSF IS NOT ADEQUATE FOR A WATERBED LOAD,CORRIDORS,OR BASIC FLOOR AREA) 44-2-14 30-2.8 1;3-3.1;; I 27.0-0f1-6-7 35{3-7 AO-0-0 � 7-9-15 4-7-2 0-10.42} _T 12-9.2 2.6-7 0-8-1 4-9-16 4-11-9 0-11-1 Plate e s E� 6j[F�i�4, 2 - - 2, - 6] [1-61-$ -1'8] 1 : , 9e, 9 5-01 LOADING(psf) SPACING 2-0-0 CSI DEFL In (toe) Ildefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0,62 Vert(LL) -0.18 T-U >852 MI120 1971144 TCDL 10,0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.24 T-U >632 BCLL 0,0 " Rep Stress lncr NO WB 0.95 Horz(TL) 0.03 P rVa BCDL 10.0 Code BOCA1ANSl95 (Matrix) 1st LC LL Min ildefl=360 Weight:247 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-9-14 oc purlins, BOT CHORD 2 X 8 SPF 225OF 1.6E"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: P-S 2 X 4 SPF No.2,U-X 2 X 4 SPF 165OF 1.5E 8-4-10 oc bracing:S-T. WEBS 2 X 3 SPF No.2`Except` WEBS 1 Row at rill L-S,F-U Y-Z 2 X 4 SPF No.2,L-S 2 X 4 SPF No,2,F-U 2 X 6 SPF No.2 2 Rows at 113 pis Y-Z B-X 2 X 4 SPF No.2 SLIDER Right 2 X 6 SPF No.2 3-1-6 REACTIONS(lb/size) U=1794/0-7-0,P=130710.3.8,X=119010-3-8,T=1428/0-7-0 Max Harz U=415(ioad case 5) Max Uplift U=-170(load case 5),P=-184(load case 6),X=-193(load case 6) Max Grav U=2056(load case 2),P=1487(load case 3),X=1190(load case 1),T=1462(load case 3) FORCES(Ib)-First Load Case Only TOP CHORD K-L=-942,L-M=-990,M-N=-1261,N-O=-1378,O-P=-1507,P-Q=40,E-F=442,F-G=-306,G-H=-1183, H-1=-1183,I-J=-1183,J-K=-1308,A-B=81,B-C=-1227,C-D=-835,D-E=-665 BOT CHORD W-X=O,W-AK=843,V-AK=843,V-AL=531,U-AL=531,T-U=719,S-T=715,S-AM=993,R-AM=994, R-AN=992,P-AN=992 WEBS Y-AC=-1206,AA-AC=-407,AA-A13=592,AB-AD=-69,Z-AD=-45,S-Z=-298,L-Z=-349,M-S=-371, f-AA=-362,U-Y=-1695,F-Y=-1002,M-R=196,J-AB=-301,G-AC=-744,F-AC=1150,G-AAm91 J-AA=-141,K-AB=741,M-Z=-60,B-X=-4148,E-V=327,C-W=86,C-V7-447,B-W=851,E-U=475, K-All L-AD=-48,E-Y=••-1317 NOTES V11-� 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf lop chord dead load and 6.0 psf bottom chord dead load, 16 ml from hurricane oceanline,on an occupancy categorryy 1,condition s I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOGAIANS195 If end verticals exist, they are not exposed to wind, If cantilevers exist,they are exposed to wind. if porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2) Design load Is based on 30,0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending. 5)All plates are 1.5x4 M1120 unless otherwise Indicated. $ 6).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas with a clearance greater than �#�4 3-6-0 between the bottom chord and any other members. 7) Cefling dead load(5.0 psf)on member(s).K-L,Y-AC,AA-AC,AA-AB,AB-AD,Z-AD,E-F,F-G,G-1,I-J,J-KALE 8) Bottom chord live load(25.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.T-U,S-T 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 170 lb uplift at Joint U, 184 lb uplift at joint P and 193 lb uplift at joint X. J 23,2002 10) This truss has been designed with ANSIfTPI 1-4 January criteria. rY WARMING-Wrf7'P7 deralan paara.riwlzro and IWAD NOTES ON THIS AND RPVZRSZ SIDE SE7r`ORE U= 0 Design valid for use only with MI1ek connectors.this design Is based only upon parameters shown,and Is for an Indlviduol building component to be Inslolled and loaded vetlicaily. Applicability of design parameters and proper Incolpoialion of component k lesponsiblitty of bullcling designer-not truss designer.8raclnq shown Is for lateral support of Indlvkdual web members only.Additional temporary blacing to Insure stability during construction Is the responsiblllty of the ereclor,Additional permanent biaolnq of the ovelol structure Is the responsibility of the bull designer.For general guidance regarding fabrlootion,quality control,slorage,delivery,erecllon and bracing,consult QS1-88 Quality Standard,DSil Bracing Specification,and HIB-91 MiTekOD Handiing instaliing and Bracing Rocommendailon avoltabie hom Truss Plate Institute,583 D'QnoUb Drive,Madison,WI53719. NumberingSymbols PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property V/+ *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and p g securelyseat. building designer,erection supervisor,property 1/e" J2 J3 Ja owner and all other interested parties.. TOP CHORDS C7 C] 2, Cut members to bear tightly against each J5 other. s WEBS 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate o " joint and embed fully.Avoid knots and wane plates IA"from outside edge of a 5 at joint locations, truss and vertical web. 0 a 4. Unless otherwise noted,locate chord splices o at /4 panel length('b"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, *for tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST TOTHE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4. perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Tap chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 1 1.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring BEARING WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of others unless shown. Indicates location of faints at13.Do not overload roof or floor trusses with �w 0 which bearings(supports)occur. stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® ITek 15.Care should be exercised in handling, TM erection and installation of trusses. PANE © 1993 Mitek Holdings, Inc. FORM078,479 GANG-Nq�L® o puss cuss ype ty fy ACTH ATIT�OVEfz,N1A 11955822 02A735 BX ATTIC 9 1 o Clonal =R EC, auner- eon, ue ec ana—d TFft� �. s ug"20 i e ndus ries, nc. a Jan 29: age LOAD CASE($) 1) Snow:Lumber Increase=1.15,Plate Inc(ease=1.15 Uniform Loads(pit) Vert:W-X=-20.0,W-AK=-60.0,V-AK=-20.0,V-AL=-60.0,U-AL=-20.0,S-U=-80.0,S-AM=-20.0,R-AM=-60.0,R-AN=-60.0,P-AN=-20.0, K-L=-90,0,L-Q=-80.0,Y-Z=-10.0,E-K=-90.0,A-E=-80.0 2) Unbal.Snow-Left:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:W-X=-20.0,W-AK=-60,0,V-AK=-20.0,V-AL=-60.0,U-AL=-20.0,S-U=-80.0,S-AM=-20.0,R-AM=-60.0,R-AN=-60.0,O-AN=-20.0, K-L=-30.0,L-O=-20.0,P-Q=-20.0,Y-Z=-10.0,E-K=-90,0,A-E=-95.0 3) Unbal.Snow-Right:Lumber Increase=1.15,Plate lncrease=1.15 Uniform Loads(pit) Vert:W-X=-20,0,W-AK=-60.0,V-AK=-20.0,V-AL=-60.0,U-AL=-20.0,S-U=-80.0,S-AM=-20,0,R-AM=-60.Q R-AN=-60.0,P-AN=-20.0, K-L=-105.0,L-Q7-95.0,Y-Z=-10.0,E-K=-90.0,A-E=-20.0 4)Wind Loft:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pplf) Vert:P-X=-10.0,K-L=10.1,L-P=20.1,P-Q=42.1,Y-Z=-10.0,E-K=10.1,A-B=5.0,B-E=-17,0 Hory K-P=30,1,P-Q=52,1,A-B=-15.0,B-E=7.0 Drag:J-K=0.2 5) Wind Right;Lumber Increase=1.33,Plate Increase=1.33 Uniform loads(pif) Vert:P-X=-10.0,K-L=-27.0,L-P=-17.0,P-Q=5.0,Y-Z=-10.0,E-K=10.1,A-B=42,1,B-E=20.1 Horz:K-P=-7.0,P-Q=16.0,A-B=-52,1,B-E=-30.1 Drag;J-K=0.2 6) 1st Wind Parallel;Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads( If) Vert:P-X=-10.0,K-L=10.1,L-P=20.1,P-0=42.1,Y-Z=-10.0,E-K=10.1,A-13=42.1,B-E=20.1 Horz:K-P=30.1,P-Q=52,1,A-B=-52.1,B-E=-30.1 Drag:J-K=0.2 7) Floor:Lumber Increaso=1.00,Plate Increase=1.00 Un€form Loads{plf) Vert:W-X=-20.0,W-AK=-60,0,V-AK=-20.0,V-AL=-60.0,U-AL=-20.0,S-U=-80.0,S-AM=-20.0,R-AM=-60,0,R-AN=-60.0,O-AN=-20.0, K-L=-30.0,L-O=-20.0,P-Q=-20.0,Y-Z=-10.0,E-K=-30.0,A-Em-20.0 v,,AI2PyNG-'Ver(fy design paraameterrs and RKAD Pt"OTP.S 01V'T111S AND REVERSE SIDE BEFORK VgF6 Design voitd fog use only with MIIek conneciois.this design Is based only upon parameters shown,and Is fog an Individual building component to be lnstolied and loaded vertically. Applicability of design parameters and propel Incorporation of component is responi bllliy of building destgnei•not Truss designer,Bracing shown Is tot lateral support of indlvMuol web members only.Additional lempwosy bracing io Insure slablllty during construction Is the M1 iesponsiblilly of the erector.Addlllonal permanent bracing of the overall structure Is the responsibslty of the buikling designer.For general guidance regording labrbaWn,quality conlioi,storage,delivery,erection and biacing,consult QST•88 Quality Standard,DSB•89 Bsaaing spectficatlon,and HIS-91 A�j��(� Handling Installing and Bracing Reaommondallon ovoWbie hom Iruss Plate institute,03 D`Ono010 M Drive,Madison,WI53719. SystemSymbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Properly 12/1 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property k/a-. J2 J3 J4 owner and all other interested parties.. TOP CHORDS ca 2. Cut members to bear tightly against each � ca other. WEBS J5 o _ 0 3. Place plates on each face of truss at each For 4 x 2 orientation,locate = " �� cc joint and embed fully.Avoid knots and wane plates I/s"from outside edge of a - at joint locations, truss and vertical web. 0a 4. Unless otherwise noted,locate chord splices t CS C6 o at IA panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nall Joint/Piate Placernent Chart. FARTHEST TOTH E LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. S. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 x 4 perpendicular to slots.Second in all respects,equal to or better than the dirrrension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBGCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. - 14,Do not cut or alter truss member or plate without prior approval of a professional engineer. lTek 15.Care should be exercised in handling, erection and installation of trusses. PANELO 1993 Miitek Holdings, Inc. CLIP FOR M018.019 GArHG-NAIL HYDRO-AIR job I toss Truss Type� _ y y WASH NORTITAIZOVER, 11955823 02A735 C-1 ROOF TRUSS 1 1 (optional) ;Laurler- ATEC to ton;-Que ec Canada GOS T 0 4,201 SFZT-sJan-2-M- ei Industries, ge 1-5 13-0-0 1 -2-1 4 6-7-4..._.....��. .�..�._— 1-5-4 6-7-4 6-4-12 1-2-14 Scale=1:81.6 5x9//1 5x4 I I d0.00 F,2 E F 3x4 3x4�i D C q 0 ix4 II 3x6 i ix4 it B A 1x4= J 1 N H G ix4 II 2x4 ll 3x4 3x6= 3x4= 6-7-4 13-0-0 *2-le 6-7-4 6-4-12 1-2-44 Plate f se s B:0 ),._ : -5- 2, i ,0 -8 LOADING(psf) SPACING 2-0-0 CSI _ DEFL in (loc) Ildeft PLATES GRIP TCLL 37.6 Plates Increase 1.15 TC 0.80 Vert(LL) -0.08 H-i >999 MI120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.13 H-1 >999 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.01 G nla BCDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min Ildofi=360 Weight:95 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-11.0 oe purlins, except end verticals,and 2.0.0 oc BOT CHORD 2 X 4 SPF No.2 purtins(6-0-0 max,):E-F. WEBS 2 X 3 SPF No.2'Except" BOT CHORD Rigid coiling directly applied or 9-9-9 oc bracing. F-G 2 X 4 SPF No.2,E-G 2 X 4 SPF 1650F 1.5E WEBS 1 Raw at midpt F-G,C-H,E-G B-J 2 X 4 SPF No.2 REACTIONS(lblsize) G=849/0-2-8,J=1006I0-8-0 Max Horz J=392(load case 5) Max Uplift G=-210(load case 5) Max Grav G=959(load case 2),J=1167(load case 2) FORCES(lb)•First Load Case Only TOP CHORD A-13=96,9-C=-925,C-D=-328,D-E=-124,E-F=-7,17-13=154,B-J=-951 BOT CHORD I-J=307,I-N=562,H-N=562,G-H=100 WEBS C-1=202,C-H=-644,E-H=516,E-G=-989,B-1=258 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanfine,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per SOCA/ANS195 If and verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1,33,and the plate grip Increase is 1.33 2) Design load is based on 37.5 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate at joint(s)G. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 210 Ib uplift al Joint G. �or 6) This truss has been designed with ANSIITPI 1-1995 criteria. 9) Design assumes 42(flat orientation)pudins at oc spacing indicated,fastened to truss TC wt 2-10d nails. my LOAD CASE(S) Standard er► January 23,2002 WARNING-Ver, )!design pfarsamef:ergs and READ tV4TFS t3NTITIS AND RPVFR SIDE BEFORE USE, �.rwrrewoQ Design valid for use only with MRek conneciois.This design H based only upon parameters shown,and is for on tndrvtdual building component to be installed and loaded Vei0cally. Applicability of design parameiels and proper Incorporation of component Is responsibility of building designer-not truss designer,bracing shown Is for Weral support of individual web members only.Additional temporary bracing to Ensure stability during conshuction Is$he responslbll4V of the elector.Additional permanent bracing of the overall structure Is the responsibility of the bukiing designer.for general guidance iegoiding fabrication,quality corstiol,storage,delivery,erection and bracing,consult GST-85 Quality Standord,068.69 Bracing Specification,and HIB-91 M iTe k� Handling installing and Bracing Recommen Talton available from Twss Piste Insillute,583 D'4nofdo Drive,Madison,WI53719. Symbols Numbering System AGenerall Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies off his truss design to the securely seat. building designer,erection supervisor,properly /g.. J2 J3 Ja owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each � ca ca J5 other. oWEBS Q 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate �, ,� o joint and embed fully. Avoid knots and wane plates 1/8"from outside edge of a ,y x atjoint locations. truss and vertical web. O a 4. Unless otherwise noted,locate chord splices � �, ch o at I/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST To THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 8720b,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of !BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. o stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. ® iTek 15.Care should be exercised in handling, 7M erection and installation of trusses. CP11A1 DEL © 1993 Mitek Holdings, Inc. FORM018,919 + II •Zo' u55 L (o y €1 ANi°)O 11555824 35 C-2 ROOF TRUSS tional UC E auner- alicn, ue ec aria a ,..�2U1 �RD i e n ustries, ric. ue an 274 5- age 1-5-0 6-7-4 �, 11 0-0 1-5.4 5-7-4 5-4-12 3-2-14 4x7== Scale=1:70.7 1x4 II _' 10.00 12 E F 3x4 3x4 ii D c t� 0 1x4 II 3x5 tx4 II e A 1x4= I N H O G 2x4 it 3x4= 3x4= 3x4= 1x4 II 5-7-4 .�_ If-" _I t4-2-t4 .m,1 5-7-4 5-4.12 3.2-14 Plate _sets P_ 3—X 5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1ldefl PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0,59 Ver1(LL) -0,04 H-1 >999 MII20 197M44 TCDL 10.0 Lumber]ncrease 1,15 BC 0.26 Vert(TL) -0,07 H-I >999 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0,01 G n/a BCDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min 1ldefl=360 Weight:80lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-3-0 oc purtins, except end verticals,and 2-0.0 oc BOT CHORD 2 X 4 SPF No.2 puriins(6-0-0 max.):E-F. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 or,bracing. WEBS 1 Row at midpt F-G,E-G REACTIONS(lb/size) G=888I0-2.8,J=1008I0-8-0 Max Herz J=341(load case 5) Max Uplift G=-172(load case 5),J=-35(load case 5) Max Grav G=966(load case 2),J=1163(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-13=94,B-C=-942,C-D=-481,D-E=-310,E-F=-4,F-G=-93,6-J=-954 BOT CHORD I-J=215,I-N=598,H-N=598,H-0=243,G-0=243 WEBS C-I=116,C-H=-502,E-14=504,E-G=-793,13-1=387 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 ml from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2) Design load Is based on 37.5 psf specified roof snow load, 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate at joint(s)G. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 172 lb uplift at joint G and 35 It) uplift Joint J. 8)This truss has been designed with ANSIITPI 1-1995 criteria. (ff► 9) Design assumes 4x2(flat orientation)puriins a1 oc spacing indicated,fastened to truss TC wl 2.1 Od nails, �hf+ LOAD CASE(S) Standard Sri �ONAl.� January 23,2002 W/?;&YTd NG-Ver(f'y d4ofign paar'arnedere and READ NOTES ON THIS AND REVERSE SIDE BEFO.RN VSF. �®® Design valld for use only with MITek conneciois.Ws design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vefllcally, App4cablBly of design parameters and proper Incorporation of component Is oesponsibiiity of building designer-not puss designei.Bracing shown Is foi lateral suppoil of Individual web members oniv.Additional lemporaiy bracing to Insure slabliiiy during construction Is the responsibility of the erector. Addllbnal permanent bracing of the overall siruclure Is the responstAlly of the buikiing designer,For general guidance iegaiding labiioation.quality control,storage,deitvery,erection and bracing.consul)QSF-68 Quo18y Standard,DSO.89 Bsacing Specuicallon,and 1,1I0•91 ��/'R�iTeke Handling Installing and Bracing Recommendation available room Truss Hale Insfltule•543 D'Onofrlo Drive,Madison,W153719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1. *Center plate on joint unlessol, Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat, ya- J2 J3 J4 owner and all other interested parties.. TOP CHORDS � C2 " 2. Cut members to bear tightly against each other. VS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate X U ¢ joint and embed fully.Avoid knots and wane plates r/s"from outside edge of a at joint locations. truss and vertical web. a- 4. Unless otherwise noted,locate chord splices �, C6 o at r/4 panel length(+6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of - required direction of slots in J7 JB J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST TO THE LEFT' is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Tap chords m ust be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown an design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCC[ 87206,86217,9190 12.Anchorage and/or load transferring BEARING WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with 9R which bearings(supports)occur. stacks of construction materials. p 14. Do not cut or after truss member or plate Ni without prior approval of a professional engineer. Tee 15.Care should be exercised in handling, /� TM erection and installation of trusses. CL PRL O 1993 Mitek Holdings, Inc. FORM016,Oi9 ruaivG n�oas.® I , 1 0 russ russ ype y y TtT17 11955825 02A735 C-3 ROOF TRUSS 1 1 oplionall T L auner is ton, ue ec ana a s an S i a nddSTnes,Inc.. ue Jan 22 16:55:20age i-1-5-4 4-7-4 9-0-0 14-2-14 1-5-4 4-7-4 4.4.12 5 2-14 4x6= Scale=1:59.5 1.50 11 D E 10.00 12 3x4 C 1x4 II 3x4/I tx4 II 8 A 3x4 I H G M F 1x4 ii 3x4= 3x4= 3x4= Ix4 II 4,74 9-0-0 14-2-14 4-7-4 4.4-€2 5-2-14 -PTa e Owe s - _---- LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loe) I/dell PLATES GRIP TCLL 37.5 Plates increase 1,15 TO 0.64 Vert(LL) -0.03 F-G >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.05 F-G >999 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.01 F nla BCDL 10.0 Code BOCAlANS195 1st LC ILL Min Ydetl=360 Weight:76lb LUMBER .,-, BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-1-10 oc purlins, except end verticals,and 2-0-0 oc SOT CHORD 2 X 4 SPF No.2 purlins(10-0-0 max.):D-E. WEBS 2 X 3 SPF No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E-F 2 X 4 SPF No.2 WEBS 1 Row at midpl E-F,D-F REACTIONS(lblslze) F=882tO.2-8,1=97810-8-0 Max Horz 1=291(load case 5) Max Uplift F=-146(load case 5),1=-60(load case 5) Max Grav F=935(load case 2),1=1121(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-13=47,B-C=-746,C-D=-450,D-E=-O,E-F=-242,B-I=-933 BOT CHORD H-1=-0,G-H=573,G-M=350,F-M=350 WEf3S C-H=-6,C-G=-323,D-G=401,D-F=-662,B-H=581 NOTES 1) This truss has been designed for the wind toads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanllne,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. if porches exist,they are not exposed 10 wind. The lumber DOL increase is 1,33,and the plate grip increase is 1,33 2 Design load is based on 37.5 psf specified roof snow load. 3 Unbalanced snow loads have been considered for this design. 4 Provide adequate drainage to prevent water ponding. 5 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 6 Provide mechanical connection(by others)of truss to bearing plate at joints)F. 7� Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint F and 60 lb uplift at joint I. � � 8) This truss has been designed with ANSI/CPI 1-1995 criteria. 9) Design assumes 4x2(flat orientation)purlins at or,spacing indicated,fastened to truss TO w12-10d nails, LOAD CASE(S) Standard 40 o January 23,2002 WARKINO-Ver(fy demfgn pararnefarm and READ NOTES ON TRIS AMD REVERSE RSE 1WDF BEFORE TISE, NwBrs�ae� Design valld for use only with MITek conneclois.This design Is based only upon parameters shown,and Is for an individual b0ding component to be Installed and loaded vertically, Applicability of design parameters and propel Incoiporoilon of component is responsibility of buiMing designer-not truss designer.Mooing shown Is for lateral support of individual web members only.Addlllonai temporary bracing to Insure stoblllly during consirucilon Is the responsibility of the erector.Addlllonol permanent bracing of the overall shueture Is the respon0blllly of the bulkiing designer.For general guidance IOU regordEng fabrication,quality control,storage,de€lveiy,erection and bracing,consult QST-88 Quality Standard,DSS-89 Bracing Specliicallon,and HIB-91 Te k� Handling Installing and Bracing Rocommondatlonavailable from Truss Plate rnslRute,583 D`Ono4b Drive,Madison,WI53719. NumberingSymbols PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t)/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. 2. Cut members to bear tightly against each cs TOP CHORDS c� J5 other. T WEBS 3. Place plates on each face of truss at each joint and embed full Avoid knots and wane *For 4 x 2 orientation, locate = �' 3 0 1 y' c� o at joint locations, plates 1/s"from outside edge of a �y x truss and vertical web. o a 4. Unless otherwise noted,locate chord splices 08 c? o at 1/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J] J8 J7 J6 lumber shall not exceed 19%at time of connecter plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MlTek/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4. perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, 40", unless otherwise noted. SBCCI 87206,8b217,9190 12.Anchorage and/or load transferring W1SC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. M;1 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. iTek 15.Care should be exercised in handling, erection and installation of trusses. PANEL TM © 1993 Mitek Moldings, Inc. CLIP _ o� rust s fuss ypa y y CAR pVASIT-NOR7 [500ff 11955826 02A735 C-4 ROOF TRUSS 1 1 RUCTUREa €TRNTEC,I_aunei- [a:on,�a��0ana a 0 1 $��s an T e onllustres, nc. ue an f 0 0 age 1-5-1 7-0-0 7-2-14 5x7 Scale=1:47.5 4x5 c o 10.00 12 €x4 II 3x7 IA II e A �.. G h K E ix4= 2x5 II 3x8-= 2xa II 1x4 II 7-0-0 F 7A-0 7-2-14 a e se s B: 0 - - OIIU ..f -- .-- LOADING(psf) SPACING 2-0-0 CS1 DEFT. In (too) Ildefl PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.76 Verl(LL -0.05 E-F >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.09 E-F >999 BCLL 0.0 Rep Stress Incr YES W B 0.33 Horz(TL) 0.01 E nla BCDL 10,0 Code BOCAIANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight:S8 Ito L BRACING UMBER TOP TOP CHORD 2 X 4 SPF No.2"Except' CHORD Sheathed or 5-2-3 oc purlins, except end verticals,and 2-0-0 oc C D 2 X 5 SPF 165flF 1.5E puffins(6.0-0 max.):C-D. BOT CHORD 2 X 4 SPF Ne.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, WEBS 2 X 3 SPF No.2*Except" WEBS 1 Row at mtdpt ❑-E D-E2X4SPFNo.2,B-G2X4 SPF No,2 REACTIONS(lb/size) E=89810-2.8,G=97310-8-0 Max Horz G=241(load case 5) Max Uplift E=-112(load case 5),G=-95(load case 5) Max Grav E=927(load case 2),G=1101(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-13=96,B-C=-868,C-D=-508,D-E=-730,B-G=-908 BOT CHORD F-G=359,F-K=49,E-K=49 WEBS C-F=-282,D-F=627,B-F=154 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead toad and 5.0 psi bottom chord dead load, 16 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 114 it by 90 fit with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip increase is 1,33 2) Design load Is based on 37.6 psf specified roof snow load. 3 Unbalanced snow loads have been considered for this design. 4 Provide adequate drainage to prevent water pond ing. 5) *This truss has been designed for a live load of 20,0psf on the bottom chard In all areas with a clearance greater than 3.6-0 between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate at joint(s)E. of 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint E and 95 1b uplift at joint G. 8)This truss has been designed with ANSIITPI 1-1996 criteria. 9) Design assumes 4x2(Flat orientation)purlins at oc spacing indicated,fastened to truss TO wl 2-10d nails. iry LOAD CASE(S) Standard * Soo 4 January 23,2002 IN WARNING-yor(f'#y d�ef�n pureasrr.�forrs anfA f�1T,Af3 Nol ON Tiffei AND/tlla"9J�M 1g1YDE k3.�FORM tl.?3.�. —.far Q Design vo}Id far use only with Mlrek connectors,Ihls design Is based only upon parameters shown,and Is for an individual bulldirsq component to be Installed and loaded vel9calty. Applicability of design parameters and proper incorpoiatlon of component Is lesponsiblitly of building designer-not truss deo i,Bracing shown Is for lateral support of IndNkiaal web members only.Addltional temporary bracing to Insure stablilly duiing construcilon♦s the responslblilly of the erector.Additional permanent biactnq of the overall structure Is the responsibility of the bull designer.For general guldonce MiTek� regording lobricotf 6519.89 on,quality contlot,storage,delivery,erecWn and bracing,consult Qll Quality Standard, Bracing speoffication,and MB•91 Handling installing and Bracing Recommendallon avaliable from Truss Filale Inslltute,603 D'Ono010 Drive,Madill WI63719. ...........Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless Failure to Follow Could Cause Property dimensions indicate otherwise. Damage or Personal injury Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. Jz J3 J4 building designer,erection supervisor,property TOP CHORDS owner and all other interested parties.. C? 2. Cut members to bear tightly against each other, o - WEBS J5 3, Place plates on each face of truss at each *For 4 x 2 orientation, locate U �� s o joint and embed fully, Avoid knots and wane plates 1/8"from outside edge of a , at joint locations. truss and vertical web. b a 4. Unless otherwise noted,locate chord splices C� C, o at I/4 panel length('-6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J� J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6, Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plote Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions The first dimension is the width shown indicate minimum plating requirements. CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species 4 X 4 perpendicular to slots,Secondorblt and size,and dimension is the length parallel g all respects,equal to or better than the to slots. grade specified. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 77.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, SBCCI 87206,86217,9190 unless otherwise noted, 12.Anchorage and/or load transferring BEARING WISC/DILHR 870Q40 N,930013-N,910080-N connections to trusses are the responsibility of others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with 999 which bearings(supports)occur. stacks of construction materials. --p 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ITG ® 15,Care should be exercised in handling, TM erection and installation of trusses, PANEL © 1993 IVlitek Holdings, Inc. FpRM018,019 ��� rnsv�-nwJ�® ff1�DJ70-A®� 1 :A7 fi� . cuss ype Iratn y �NOR� ANDOV'- 11955827 5 0-5 ROOF TRU55 1 o tional CTO}�ES ai net-S atlon,Ou-e5ec Una a T��S I e c n us nes, no. ue an 22 5 [5 age 6-0-0 ..��... 9-7-7 .�_ 14-2-14 1-5-4 "_0 4.7_7 4-7-7 4x6= Scale=1:37.6 1x4 11 3x4= C D E 10.00 ri 2 N 3x4 ii ix4 11 B 1x4 II A _. I H G F x4 It 3x4= 30= 1x4 11 lx4= 1x4 II e4.7 .. 14-2-14 1 6-M 4-7-7 4-7-7 P a e sets LOADING(psf) SPACING 2-0-0 CS1 DEFL in (too) I/dell PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0,81 Veri(LL) -0.02 G >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.04 G-H >999 BCLL 0.0 Rep Stress Inc( YES WB 0.20 Horz(TL) 0.00 F nfa BCDL 10.0 Code BOCAIANS195 1st LC LL Min Ildefl=360 Weight,65 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-4-14 oc purlins, except end verticals,and 2-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins(6.0-0 max.):C-E. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size) F=80710-2-8,1=95310-8-0 Max Harz t=191(load case 5) Max Uplift F=-99(load case 5),1=-107(load case 5) Max Grav F=823(load case 2),1=1058(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-13=47,B-C=-692,C-D=-507,D-E=-507,E-F=-762,B-1=-903 SOT CHORD H-I=-O,G-HW531,F-G=0 WEBS C-1-11=15,C-Gm-35,D-G=-432,E-G=746,B-H=537 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 6.0 psf top chord dead load and 5.0 psf bottom chord dead load, 16 mt from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIAN3i95 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind, if porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase Is 1.33 2) Design load is based on 37.5 psf specified roof snow load. 3 Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5 "This truss has been designed for alive load of 20,Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate at joint(s)F. 7 Provide mechanical connection(b others)of truss to bearing plate capable of withstanding 99 lb uplift at Joint F and 1071b uplift at joint I. 8) This truss has been designed with ANSIITPI 1-i995 criteria. _`+fir of 9) Design assumes 42(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d nails. " �� LOAD CASE(S) Standard Soo �10fPA1.�� January 23,2002 WARNING-Vertfy 43eadgrs parctrrsetery and REAR 7Vf2'd'ES ON Tjj1S AND RSVER,139 SUM ISEFORE USE. Design valid for use only with Mllek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded verllcolly. Applloablllty of design parameters and proper Incoipolallon of component 4 responsibility of buikding designer-not truss designer.Bracing shown Is for lateral support of ladlvldual web members only.Addllionai temporary bracing to Insure slablilly during conshucilon Is the responslblllly of the erector.Addllbnal permanent bracing of the overall sirucium is the sesponsVilly at the buikring designer. For generol guidance regarding labrloallon,quality control,storage,delivery,eiectlon and bracing,consull Q51.88 Oualtly Standard,DSO.89 Bracing SpecHloallon,and HIB•91 A/1 iTek r} Handilog Installing and Oracing Recommendailon available from Truss Plate Institute,503 D'Onofflo Drlva,Madison,WI 53719. [�/ �( Symbols Number-Ing System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/+ *Center plate on joint unless Damage or Personal Injury indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 7. Provide copies of this truss design to the building designer,erection supervisor,property securelyseat. 9 g P p p ty yB-• J2 J3 J4 owner and all other interested parties.. TOP CHORDS owner Cut members to bear tightly against each � ca c� other, WEBS J$ 3. Place plates on each face of truss at each Z""C*For 4 x 2 orientation, locate � " �� joint and embed fully.Avoid knots and wane plates 1/8"from outside edge of O at joint locations, u truss and vertical web. 4. Unless otherwise noted,locate chord splices ca �,o I o at 1/4 panel length(+6"from odjacentjoint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of ® required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and M iTek/Gang-Nail J oint/Plate Placement Chart. FARTHEST To THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Cumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 7 O.Tap chords must be sheathed or purlins LATERAL BRACING HUD/FHA TC6 17.08 provided at spacing shown on design. Indicates€ocat€on of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. €CBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring BEARING WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of others unless shown. Indicates location of joints at13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. Tel 15,Care should be exercised in handling, TM erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM01 a.079 CLH P A VJoTi i russ Truss y� p� W m ly Ty �RTFLANDOD�E�f — 11955828 02A735 C-6 ROOF TRUSS 1 1 a lionat �-MUt7URE'.�UETRA-rEC,—La—uri—er--glation,Quo ec ana a 00 4.201s an 0 1 e n ustnes, nc. ue an 16�i5 2 ,.. . 2 age I -1-5-4 3.0-0 _, 8-7-1 14.2-14 -..� 1-5.4 3-0-0 5-74 5-7-7 Scale=1:29.1 40= 1x4 II 30 C p E 10,00 12 3x4 f/ 1x4 II d3 1x4 II A H G xA 11 3x4= 3x6= 1x4 II tx4 II 1x4 I 3.0-0 _ B-7-7, 14-2-14 3-0-0 6-7-7 5-7-7 P ale sets - - , -�0 1 t3)�._....._-. LOADING(psf) SPACING 2-0-0 CSI DEFL In (toc) Ildefl PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.79 Vert(LL) -0.03 G >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0,06 G-H >999 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 F nla BCDL 10.0 Cade BOCAIANS195 1st LC LL Min I/deft=360 Weight:58 It) LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purilns, except end verticals,and 2-0-0 oc BOT CHORD 2 X 4 SPF No.2 puffins(4-4-9 max.):C-E, WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(Vsize) F=80710-2-8,i=95310-8-0 Max Horn 1=141(load caso 5) Max Uplift F=-85(load case 5),1=-122(load case 5) Max Grav F=812(load case 2),1=1031(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-13=47,B-C=-765,C-D=-842,D-E=-842,E-F=-752,B-I=-923 BOT CHORD H-1=0,G-H=584,F-G=0 WEBS C-H=-62,C-G=297,D-G=-526,E-G=974,B-H=604 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANSI95 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2) Design load is based on 37.6 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6.0 between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate at joint(s)F. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 85 lb uplift at joint F and 122 lb uplift at joint I. 8 This truss has been designed with ANSIITPI 1-1995 criteria. ��of 9� Design assumes 42(fiat orientation)purlins at oc spacing indicated,fastened to truss TC w12-iOd nails. LOAD CASE(S) Standard CJ� wo t Q �lOMA��11d` January 23,2002 tlrAsaraan G-VeF-Vy design param&Jn and READ NOTFB()hrTk°175 AIVD REVERSE WalDF BEFORE rime Design valid for use only with MRek connectors.rhts design is based only upon paiameteis shown,and Is for an Individual building component to be Inslolled and loaded Verlloadly. Appticcblllty of design parameters and proper Incofpolatlon of component Is responsdbliity of building designer-not huss designer,Bracing shown Is for lateral suppord of Individual web members only.Additional temporary bracing 10 Insure stobiitly during conslruclton 8 the iesponsibllNy of the ereclm.Addwnal permanent bracing of the overall structure Is the sesponsiblllly of the bulkiing designer.For general guidance regarding dabrldollon,qualify conhol,storage,delivery,erection and bracing,consult Qer-88 Quality Standard,OSO.89 Osaoing Specliicallon,and HIS-91 M iTek�' Handling Installing and Bracing Recommandallon available Irom Truss Nate Inslltule,683 wonofrio Drive,Madison,W153719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property 1/41, J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each 773- other, WEBS JS o a 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate :r " �� r a joint and embed fully.Avoid knots and wane plates 1/8"from outside edge of ,, o at joint Pocations, truss and vertical web. o a 4. Unless otherwise noted,locate chord splices C, o at /4 pane]length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 JS lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4. perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 77.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing, 1CB0 1591, 1329,4922 ff.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,$6217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13, Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. M1 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ITek 15.Care should be exercised in handling, ® erection and installation of trusses. PANE 1 TM © 1993 Mitek Holdings, Inc. CLIP FORMC18,019 1 fT. 'I russ Truss Type tY Y AS tTfTANLS 11955829 02A735 C-7 ROOF TRUSS 1 1 (optional) ZTRUCTU RATECC i auner- tatron, ue ec Cana a 4 20 s an �l e Industries,Inc. ue Jan 2�6:55 2 age L5-4 1 0-0 5-5-6 9-9-8 14-2-14 1-5-4 1-0-0 4-5-6 4-4-2 4-5-6 Scale=1,26.2 W= 1x4 it 3x8= tx4 d C D E F I 3 4 HL l = R 1 F-17 — 1 A4, x4 IM II 3 o txa I-1-M 6-6-6 9-9-8 _,14-2-44 1.0-0 4-5-6 4A.2 4-5-6 -Plate sets , -5• 3 , _ LOADING(psf) SPACING 2-0-0 CS] DEFL in (too) Ildefl PLATES GRIP TCLL 37.5 Plates Increase 1.15 TO 0.51 Vert(LL) -0.09 1 >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.16 BC 0.49 Vert(TL) -0A4 H-i >999 BOLL 0.0 Rep Stress lncr YES WB 0.89 Horz(TL) 0,03 G n/a BCDL 10.0 Code BOCAfANS195 1st LC LL Min Vdefl=360 Weight;54 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc puriins, except end verticals,and 2-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins(3-10-8 max.):C-F. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or W-0-0 oc bracing. REACTIONS(lb/size) G=807l0-2-8,K=953/0-8-0 Max Herz K=91(load case 5) Max Uplift G=-76(toad case 5),K=-130(load case 5) Max Gray G=807(load case 2),K=998(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-13=47,B-C=-618,C-D=-1732,D-E=-1732,E-F=O,F-G=-206,B-K=-943 BOT CHORD J-IC=-O,I-J=448,H-1=1570,G-H=1570 WEBS C-J=-299,C-I=1356,D-1=409,E-1=172,E-H=87,E-G=-1665,B-J=586 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 it above ground level,using 6.0 psf top chord dead load and 5.0 psf bottom chord dead load, 16 mi from hurricane oceanline,on an occupancy category I,condition I enclosed buliding,of dimensions 114€t by 90 it with exposure B ASCE 7-93 per BOCA/ANSI95 If end verticals exist,they are not exposed to wind. if cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase Is 1,33,and the plate grip Increase Is 1.33 2 Design load is based on 37.5 psf specified roof snow load. 3 Unbalanced snow loads have been considered for this design. 4 Provide adequate drainage to prevent water ponding. 5 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate at joint(s)G. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 lb uplift at joint G and 130 lb uplift at joint K. 8 This truss has been designed with ANSI1TP1 1.1995 criteria. OF 9� Design assumes 42(flat orientation)purlins at oc spacing indicated,fastened to truss TO w!2-10d nails. LOAD CASE(S) Standard 6€n ot Soo January 23,2002 WARNING•Ver(fy d-nlgn p4a ranwiere cmd RZMD NOTE(7A1 THIS AND REYFUSF SIDE OFFO"f-T . Design vnim for use only with M"ek conneclors.lhis design Is based only upon parameters shown,and is for on IndlNdua$building component to be Installed and boded vedbally. Applicability of design parameters and proper Incorporatlon of component Is tosponstblllty of bullding designer.nol truss des€oner, Bsacing shown Is for lateral support of individual web members only.Addlllonal temporary bracing to Insure stability during construction Is the responsibillly of the erecloi. Additional permanent bracing of the overall structure Is the iesponslbllily of the bulksing designer.For general guidance regarding fobrbatlon,quailly control,storage,detivety,eieclfon and bracing,consuil QSF-88 Quality Standard,OSO.89 Mooing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,$03 O'Onofrio Drive,Madfson,W153719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 34 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat, J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against each C7 C3 other. WEBS J5 3. Place plates on each face of truss at each 0 N *For 4 x 2 orientation, locate 0 joint and embed fully.Avoid knots and wane O at joint locations, plates la"from outside edge of a `- " r 4. Unless otherwise Hated,locate chords [ices truss and vertical web. p o at 14 panel length(*6"from adjacentjoint,) *'This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of :.� required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Comber is a non-structural consideration and MiTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8, Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. 1ek 15.Care should be exercised in handling, all O T erection and installation of trusses. PANEL TM © 1993 Mitek Holdings, Inc. CLIIa FORM018,019 CR1eVG IVlJiI.® OAIR® Y o� rues rues ype y y WAzH-1TORTH ANDOV5R,MlC 11955830 02A735 C-8 ROOF TRUSS 7 1 o tional M-UCT BATE auner- anon, ue ec ana a 0 hT� �1 fs an 2 e n us nas, nc. ue an 5�� age tx7 Ii t-0-0 1-5-4 Scale=1:133 2x6 Il 10.00 12 B 1 x4 11 ix4 II c T- r) - 1.4 II i.5x4 1 1x4 1-0-0 lx4 I I t-0-0 .. �.� toc in LOADING(psf) SPACING 2-0-0 CSf DEFL ( ) Ildefl PLATES GRIP TCLL 37.5 Plates Increase 1.16 TC 0.35 Vert(LL) 0.00 E >999 M1120 197/144 TCDL 10.0 Lumber Increase 1,15 BC 0.06 Vert(TL) 0.03 B-C >679 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n!a BCDL 10.0 Code BOCAIANSI95 (Matrix) 1st LC LL Min Ildefl=360 Weight:9 lb L BRACING UMBER TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1.0-0 or,purlins, except end verticals. BOP CHORD 2 X 4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 3 SPF No.2"Except* B-D 2 X 4 SPF No.2 REACTIONS(lb/size) E=-116I0-3-6,D=35210-8-0 Max Horz E=-87(load case 6) Max Uptifl E=-175(load case 2)).D=-122(load case 5) Max Grav E=75(load case 5),D=385(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-E=77,A-B=-78,B-C=96,B-D=-298 BOT CHORD D-E=-21 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 it above ground level,using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead load, 16 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 if end verticals exist,they are not exposed to wind, If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL Increase Is 1.33,and the plate grip Increase is 1.33 2) Design load is based on 37.5 psi specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) "This truss has been designed for alive load of 20.Opsf on the bottom chord in ail areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to Bearing plate capable of withstanding 175 lb uplift at joint E and 122 lb uplift at joint D. 6) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) Standard of in January 23,2002 WARNING-Ver(fh,de gig n p"mrnzi a.nd 1rEAD NOTES ON,P11r.9 AND RE VERSEWVP 11 EFORE UM Deslgn valid for use only with Mffek connectors,ihls design Is based only upon parameters shown,and is for on Individual building component to be installed and loaded vertically. Applicability of design parameters and places Incorporation of component Is iesponslblllty of building designer-not buss designer.Bracing shown Is lot lateral support of Individual web members only.Additlonal temporary bracing to Ensure stability during consiwcllon Is the responslbiklfy of the erector.Additional permanent bracing of the overall structure 1s the responslbtllly of the bulk-Sing designer.Fol general guidance iT@k� regarding fabrication,quality conlrol,storage,deilvery,erection and bracing,consull OST•90 Quality Standard,DS1hb9$racing speciticafton,and H18.91 Handling Installing and Bracing R"ornmendailon avolloble lrom Truss plate Institute,5B3 D'Onofrb Drive,Matlhon,wl 63719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION t Failure to Follow Could Cause Property >/. *Center plate on joint unless Damage or Personal Injury dimensions indicate afiherwise. Dimensions are in inches.Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property J2 TOP CHORDS J4 owner and all other interested parties.. 1=- C7 C3 2. Cut members to bear tightly against each other. o WEBS J5 3. Place plates on each face of truss at each *Far 4 x 2 orientation, locate �� joint and embed fully,Avoid knots and wane plates 1/s"from outside edge of o z atjoint locations, truss and vertical web. a 4. Unless otherwise noted,locate chord splices G8 C7 0 o at 3/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mffek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to Camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 x 4 perpendicular to slots. Second dimension is the length parallel in all respects,equal to or better than the to slots. grade specified. BOCA 86-93,85 75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ft.spacing,or less, if no ceiling ICBQ 1591, 1329,4922 g is installed, SBCCI 87206,86217,9790 unless otherwise noted. BEARING WISC/DILHR 870040 N,930013-N,910080-N 12 connections to trussesaareansferrin the responsibility of others unless shown. which bearings(supports)occur.Indicates location of joints 13.Do not overload roof or floor trusses with EV o n -. stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional B�E�G° engineer. SO 15.Care should be exercised in handling, SM TM erection and installation of trusses, �' _ ® PAf�&ElL FORM018,019 CLI� © 1993 Mitek Holdings, Inc. ® I . rikss.... _._. cuss ype ty y CAR WASH NORTH ANDOVER,M 11955831 02A735 C-9 ROOF TRUSS 1 1 o tione� -STRUCTUStation, Lau ue ec ana a �SWtNOJf s an 1 e n usTnes;inc:� ue an 6: age 3-3-14 t x7 11 1.3-8 2-0-6 Scale-1:13.4 2x5 11 7.07112 t3 lx4 !I Li tx4 I.I C 1x7 it 2x4 11 tx4 13-8 1x4 Il 1-3-8 —PTa e 07sf eff LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Ildefl PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.64 Verl(LL) 0.00 E >999 M1120 197M44 TCDL 10,0 Lumber Increase 11,15 BC 0A1 Ved(TL) 0,10 B-C >263 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) GkO D nla BCDL 10.0 Code SOCAIANS195 (Matrix) 1st LC LL Min 1/dell=360 Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-3-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or-6-0-0 oc bracing. WEBS 2 X 3 SPF No.2*Except` B-D 2 X 4 SPF No.2 REACTIONS(lb/size) E=-15710-3-8,D=48410-11-5 Max Herz E=-85(load case 6) Max Uplift E=-239(load case 2),D=-169(load case 5) Max Grav E�98(Iead case 5), =528(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-E=102,A-B=-64,B-C=105,B-D=-408 BOT CHORD D-E=-44 NOTES 1) This truss has been designed for the wired loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category I,condition enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANSl95 If end verlicals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. if porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase Is 1.33 2) Design load is based on 37,5 psf specified roof snow load. 3 Unbalanced snow loads have been considered for this design. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3.6.0 between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 239 lb uplift at joint E and 169 lb uplift at joint D. 6)This truss has been designed with ANSIITPI 1-1995 criteria. LOADCASE(S) Standard OP10 A WW il>• Q ,k January 23,2002 WARIWNG-Ver(fl9 denlyn pariarneteew and READ NOTES ON THIS AIM RFVFRSE SIDE BEFORE USE. Deslgn valid for use only with Mlfek conneclors.lhls design Is based only upon parameters shown,and Is for an Individual building component to be inslaNed and loaded vertically. App$lcabllliy of design parameters and proper Incorporation of component Is responslbllily of building designer-not truss designer.Bracing shown Is for laieial support of Individual web members only.Additional temporary bracing to Insure stablilty during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the tesponslblllly of the building designer,for general guidance IOU regoiding falod-allon,quality control,storage,delivery,eiecilon and bracing,consul)QST-88 Ouoiliy Standard,DS9•89 Bracing Spectficallon,and NIB-91 iTek° Ilanditng installing and Bracing Recommendallon avollobse from Truss Plate Inslllute,603 D'Onohlo Drive,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 131V *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. �1B TOP CHORDS 2. Cut members to bear tightly against each -Y- C2 C3 J5 other. o wsss � 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate o 0 joint and embed fully. Avoid knots and wane v Q atjoint locations, plates l/8"from outside edge of a �7 truss and vertical web. o 4. Unhess otherwise noted,locate chord splices �, O at /4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of �. required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and M iTek/Ga ng-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided of spacing shown on design. Indicates location of required 11.Bottom chards require lateral bracing at 10 continuous lateral bracing. ICBO T591, 1329,4922 ft.spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 8720b,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. tTek 15.Care should be exercised in handling, TM® erection and installation of trusses, PANEL O 1993 Mitek Holdings, Inc. CLIP OR FORM018,019 HYDROA®W o russ Truss ype _ y y RTIl11NfTOV � 11955832 02A735 D MONO TRUSS 7 1 (optional UET auner kahon, ue ec ana a Fi4 4. 0 an I e fn uslnes,fnc. ue an2 16:5�i: 0 age 4-7-7 9.7"10 I 4-7.7 6-0.3 2x6 11 Scale=1:53.5 C H4x4= io-oo 12 3x4 4x4— 4x4= B 4xA= G 5x5 A 4 E D 2x4 11 30= 3x4= I 4-7-7-----[— 9-7-10 4-7-7 6-0-3 a e sets a ;p- - - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Weft PLATES GRIP TOLL 37.5 Plates Increase 1.15 TO 0.69 Vert(LL) -0.01 E >999 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 9C OA4 Vert(TL) -0.02 D-E >999 BOLL 0.0 Rep Stress Incr NO W B 0.49 Horz(TL) 0.02 G n/a BCDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min lldefl=360 Weight:51 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No,2 TOP CHORD Sheathed or 6-0-0 oc pudins, 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 3 SPF No.2 WEBS 1 Row at mldpt C-D OTHERS 2 X 5 SPF 1650F 1.5E REACTIONS(lb/size) F=52010-3-8,G=1386I0-4-8 Max Herz F=227(load case 5) Max Uplift G=-235(load case 5) Max Gtav F=605(load case 2),G=1613(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-B=-529,B-C=106,D-G=340,G-H=-1047,C-H=-1047,A-F=-472 BOT CHORD E-F=205,D-E=310 WEBS 13-E=71,B-D=-419,A-E=106 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 It above ground level,using 5.0 psf top chord dead load and 5,0 psf bottom chord dead toad,16 m€from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCNANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip Increase is 1.33 2) Design load is based on 37.5 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design, 4) .This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 5) Bearing at joint(s)G considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 235 lb uplift at joint G. 7) This truss has been designed with ANSI{TPI 1-1995 criteria. or 8) Special hanger(s)or conriection(s)required to support concentrated load(s)1007.21b down and 76.01b up at 9-1-14 on top chord. Design for unspecified connection(s)Is delegated to the building designer. LOAD CASE($) 1) Snow:Lumber Increase=1,15,Plate Increase=1.15 Uniform Loads(p€f) Vert:D-F=-20.0,A-C=-95,0 (� Concentrated Loads(lb) �t Vert:C=-866.0 ,�eQ 2) Unbal,Snow-Left:Lumber Increase=1,15,Plate Increase=1.15 Uniform Loads(pif) Vert:D-F=-20.0,A-C=-113.7 Concentrated Loads(Ih) Vert:C=-1007.2 3) Unbal,Snow-Right:Lumber Increase=0.90,Plate Increase=0.90 January 23,2002 MifflOgil b4°ARNING-17erVy datafgn garrameteru Band READ NOTES 02V'YH19 AND REVERSE SIDE BEFORE USF, !®� Design valid for use only with Mnek connectors.This design Is based only upon parameters shown,and b for an individual bullding component to be Installed and loaded vodieally, Appllcabl4ty of design parameters and proper Incoiporoilon of component is responsibility of building designer-not(suss designer.Bracing shown Is for k3lerol support of Individual web members only.Addiltonal temporary bracing to Insure slablilty during construction Is the iesponsibilily of the eieolot.Additional permanent bracing of the overall structure Is the responsibility of the bulkfing des{grser.for general guldance regarding fobrloailon,quality control,storage,delivery,eiecllon and brocing,consull QSY•88 Quality Standard,DSO.89 Brocing Specification,and HIR-91 M�Tek® Handling Installing and Bracing Rocommendaflonavaisable from Truss Plate Institute,$83 D'Onofrlo Drive,Madison,Wi 63719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 A Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and securelyseat. building designer,erection supervisor,property �� y8 J2 TOP CHORDS J4 owner and all other interested parties.. 2. Cut members to bear tightly against each ca 3 other. a WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation,locate �, �� cc joint and embed fully, Avoid knots and wane plates 1/8"from outside edge of a �, a at joint locations, truss and vertical web. a 4. Unless otherwise noted,locate chord splices Ca V C6 o at�/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of — required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mi ek/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to Camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11,Bottom chards require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft•spacing,or less,if no ceiling is installed, unless otherwise noted. SBCC] 8720b,86217,9190 12.Anchorage and/or load transferring BEARING WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of of hers unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. iTek 15.Care should be exercised in handling, ilim TEA erection and installation of trusses. PANEL 4 1993 Miitek Holdings, Inc. CLIP i L02A735 ,� cuss runsss ype tY Y AR WF� AN6�VER,MA 11955832 D MOND TRUSS 7 1 o tional) RUr,7 nurier to ion, ue eca �6 45 s ail I e n us nes, n�c: tue�an "1 ;5�:25�0 age LOAD CASE(s) Uniform Loads(plf) Vert:D-1±=-20.0,A-C=-20.0 Concentrated Loads(lb) Vert:C=-301,2 4) Wind Left:Lumber Increase=1,33,Plate Increase=1.33 Uniform Loads(plf) Vert:D-F=-10.0,A-C=-17.0 Harz:A-C=7,0 Concentrated Loads(lb) Vert:C=-106.9 5)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:D-F=-10.0,A-13=20.1 Harz:A-C=-30.1 Concentrated Loads(lb) Vert:C=76.0 6) 1st Wind Parallel:Lumber Increaso=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:D-F=-10.0,A-C=20.1 Harz:A-C=-30.1 Concentrated Loads(lb) Vert:C=76.0 WAidI ING-ver(f),r dealga par amaer-s"d READ NOTE N ON T-UPS1 AND REVERSE WIDE BEFORE:USE. rws�wrr Design valid for use only with Milek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be installed and loaded verlicotly. Appllooblllty of design parameters and propel Incorporotton of component is responsibility of building designer•not truss designee.Bracing shown is for loleral suplwrt of Individual web members only.Additional temporary bracing 10 Insure stability during construction Is the responslbliNy of the erecior.Additional pelmanent bracing of the overall structure is tits responslbtilly of the buikllnq designer, For general guidance NliTek�'regarding fabrloalbn,quality control,storage,delivery,erection and bracing,con suit QST•BB Quallly Standard,DSS-89 Bracing speofficuilon,and HIS•91 Handling installing and Bracing Recommondailonavallabie room Truss Plate Institute,503 D'Onofrb Drive,Madison,WI53719. Symbois Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION[ t=/ *Center plate on joint unless Failure to Follow Could Cause Property . dimensions indicate otherwise. Damage Or Personal Injury Dimensions are in inches, Apply plates to both sides of truss and 1. Provide copies of this truss design to the securelyseat. building designer,erection supervisor,property JZ TOP CHORDSJ4 owner and all other interested parties.. �- C, 2. Cut members to bear tightly against each other. o WEBS J5 3, Place plates on each face of truss at each *For 4 x 2 orientation,locate = �,� � joint and embed fully. Avoid knots and wane plates 1/8"from outside edge of `, atjoint locations. truss and vertical web. Q. 4. Unless otherwise noted,locate chord splices c� c7 C6 o at /4 panel length(+6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of :�. required direction of slots in J� J8 J7 J5 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and M iTek/Gang-Nail Joint/Plate(Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT To RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size,and 4 x 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-2$ 10.Top chords m ust be sheathed or purlins LATERAL BRACING HUD/FHA fCB 17.08 provided at spacing shown on design. Indicates location of required 11,Bottom chords require lateral bracing at 10 continuous lateral bracing. 1CBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, SBCCI 87206,86217,9190 unless otherwise noted. BEARING WISC/DILHR 870040 N,930013-N,910080 N 7 2.Anchorage connections todtrus trusses transferring the responsibility of others unless shown. Indicates location of joints at I LA 13.Do not overload roof or floor trusses with 9P which bearings(supports)occur. 0 stacks of construction materials. — 14.Do not cut or alter truss member or plate OR without prior approval of a professional �T� @ engineer, ® 15.Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Moldings, Inc. ® " FORM018,019 � � MV97-AIR0 CLiP i _. t �v7Asr NtSTI�ANIaov "�. L102A735, rust s russ ype Y Y 11955833 D-1 ROOF TRUSS 5 1 j o banal auner- lotion, ue eo ana a.-. TFI� � s an 2 € e ndus nes, nc, ue an 2 6:5 age 11-1.4 16-6-0 Wj�4 i 5-10-14 6.2-6 5-4-12 0-7-4 45= Scale=1:60.7 B 10.00 12 5x5= 3x4 Q C A D E d K 3x4� 3x6 II I H G J F 1x7 II 3x4 3x8= lx4 11 3x4�Z' 1 s-10 14 16-6-4 17-114 5-10-I4 10.7-2 0-7-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefi PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.85 Vert(I-L) -0.03 E-r- >999 M020 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.05 E-F >999 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.01 E nla BCDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min Well=360 Weight:73lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-9-12 oc purlins, 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 3 SPF No.2 SLIDER Right 2 X4 SPF No.2 3-5-7 REACTIONS(lb/size) E=88610-3.8,1=85210-3-8 Max Horz 1=-311(load case 4) Max Uplift E=-65(load case 6),1=-100(toad case 6) Max Grav E=932(load case 3),1=852(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-13=-634,B-C=-622,C-D=-934,D-E=-1071,A-I=-792 BOT CHORD H-1=36,G-1-1=36,G-J=718,F-J=718,F-K=718,F-K=718 WEBS B-G=158,C-G=-457,A-G=438,C-F=21'I NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 16 mi from hurricane oceanline,on an occupancy category 1,condition enclosed building,of dimensions 114 ft by 90 It with exposure B ASCE 7-93 per BOCA/ANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind, The lumber DOL increase Is 1.33,and the plate grip increase is 1.33 2) Design load is based on 30,0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas with a clearance greater than 3-6-0 between the bottom chard and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 lb uplift at joint E and 100 lb Uplift at joint 1, 6)This truss has been designed with ANSI/TP4 1-1995 criteria. or LOAD CASE(S) StandardY to Iwo January 23,2002 t,vA.1F.H fVG-VarVy d..1gn posit,etera sand]WAD CJOTFN 01WTHIS AND JW,VF Y SJDE P7EFORP`USE, Design valid for use only wlih Welt eonneclois.lhls design Is based only upon parameters shown,and k for an€ndivldual bvllding component to be INAMI Installed and loaded vertically. Appllcablilly of design parameters and proper Incoipo[aison of component is responsibility of building designer-not truss designer.Siccing shown is for lateral support of Individual web members only.Addlllonat temporary bacing to Insure slabiilly during construction Is the responsibility of the erector.Additional permanent bracing of the overall slructuie Is the responsibllly of the buikfing designer.For general guidance regoiding labrlaoiton,quality conlrol,sloiage,delivery.election and bracing,consult QS1-86 Qual4ly Standard,DSO.89 Bracing SpeoBicallon,and HIB-91 A iTek® Handling installing and Bracing Ricommondollon available from Huss Plate Inslllute,583 D'OnoS10 Drive,Madison,WI 63719, V Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property dimensions indicate i�i. *Center piste on ate unless otherwise. Damage or Personal Injury Dimensions are in inches. Apply plates to both sides of truss and T. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property J2 J3 J4 owner and all other interested parties.. TOP CHORDS Cz ca 2. Cut members to bear tightly against each other. WEBS J5 0 3, Place plates on each face of truss at each *For 4 x 2 orientation, locate s �� Ir joint and embed fully.Avoid knots and wane plates 1/8"from outside edge of a �, at joint locations. truss and vertical web. 0 a 4. Unless otherwise noted,locate chord splices C7 o at�/4 panel length(+6"from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mffek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to Camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dirrrension is the length parallel grade specified. to slots. I30CA 86-93,85-75,91-28 10.Top chords must be sheathed or purl ins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring HEARING WISC/D1LHR 870040-N,930013-N,9T0080-N connections to trusses are the responsibility of Indicates location of joints others unless shown. 13.Do not overload roof or floor trusses with Lh_�1 E which bearings(supports)occur. cur. ��0 stacks of construction materials, km 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. ® iTe ° 15.Care should be exercised in handling, is TM erection and installation of trusses. PANEL O 1993 Mitek Holdings, Inc. FOi2M018,019 Clip o russ russ ype ty Y 7JDO4EF ;1 11955834 02A735 D-2 ROOF TRUSS 5 1 o lional l ETCT GT ATF�Laur—ter al:an,C uebec Can—aka -� (�4.2D s an 2- 1 e n us rles, nc. Tue Tam 1�4 :5�, 2002-F�age 5-10-k4 k �.., 11-1-4 16m6-0 144 6-10-14 5-2-6 5-4-12 0-7-4 46- Scala 1:60.7 B 10.00k2 5x5 3x4 Q A C D E M ni rf alw a 3 x 4\� 3x6 !i p I H G J F K 1x7 II 3x4= 30 1x4 II 3x4 17D--1.4 6-10.14 10-7.2 D-7--4 a e se s 1 Cie, -0, : 0-4'0-3 4 LOADING(psf) SPACING 2.0-0 CS1 DEFL in (roc) IldeflL'3ATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.03 E-F >99920 1971144TCDL 10.0 Lumber Increase 1.15 BC 0.30 Verl(TL) -0.05 E-F >999 BOLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.01 E nlaBGDL 10.0 Code BOCAlANS195 (Matrix) 1st LC LL Min Ildefl=360eight 73 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6.9-12 oc purlins, except end verticats. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. WEBS 2 X 3 SPF No.2 SLIDER Right 2 X 4 SPF No.2 3-5-7 REACTIONS(lb/size) E=88610-3-8,1=852l0-3-8 Max Herz 1=-311(load case 4) Max Uplift E=-65(load case 6),1=400(ioad case 6) Max Grav E=932(load case 3),1=852(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-B=-634,B-C=-622,C-D=-934,D-E=-1071,A-1=-792 BOT CHORD H-1=36,G-H=36,G-J=718,F-J=710,F-K=718,E-K=71B WEBS B-G=158,C-G=-457,A-Gm438,C-F=211 NOTES 1)TNs truss has been designed for the wind loads generated by 90 mph winds at 32 it above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category 1,condition t enclosed building,of dimensions 114 ft by 90 fl with exposure B ASCE 7-93 per BOCA/ANS195 if end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the dale grip increase is 1.33 2) Design load is based on 30.0 psf specified roof snow load, 3 Unbalanced snow loads have been considered for this design. 4� `This truss has been designed for a live load of 20.0psf on the bottom chard in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 lb uplift at joint E and 100 lb uplift at joint I. 6)This truss has been designed with ANSIITPI 1-1995 criteria. or LOAD CASE(S) Standard aw awl iT► Soo dtl+fl(IiAI.�l� January 23,2002 '4'l�.FttY7PXfl•ller•,p'y ttesalg�rs�xxre€rst tesn crascT Ct]�A1a Pd(Yr'.tA'�CYS'd'I`.rTT es3WD REVER SIDE BEFORE Tl, '. Design valid for use only wltFi MIIek connectors.this design is based only upon parameters shown,and Is for on Individual bulsding component to be Installed and boded veiticalty, Appl�ab1111y o1 design parameters and proper tncorposo6on of component is iesponsiblBiy of bullding designer•nol truss designer.Bracing shown N for lateral support of Sndlvldua!web members only.Addtlonal femporaiy bracing to Insure stabVily during conslruolion B the responsibility of IRe erector.Addllbnal permanent braclnq of the overall structure Is the responsibsllly of the bulklinq deslgnei.For general qusdance regordlnq fabrlcalbn,quality control storage,delivery,erectbn and braclnq,consull CST-88 CualRy Standard,DSO.69 Bracing Specificallon,and NIB-91 M i 0 Handling lnsfalRng and Bracing Rrcammondaltnn available from Truss Plate Inslllute,$83 D'Ono010 Drive,Madison,wi 53719. ........ .. .............. .................... ................. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Center plate an joint unless Failure to Follow Could Cause Property * Or Personal a Injury dimensions indicate otherwise. ®area 9 jury Dimensions are in inches.Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Out members to bear tightly against each other, cr XZ-- J5 3. Place plates on each face of truss of each *For 4 x 2 orientation,locate �, y � joint and embed fully.Avoid knots and wane plates 1/8"from outside edge of 0- truss �, at joint locations, and vertical web. a 4. Unless otherwise noted,locate chord splices �, o at I/4 panel iength(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J� J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and M iTek/Ga ng-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chards require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft•spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 8720b,86217,9190 12.Anchorage and/or load transferring BEARING WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of Indicates location of joints others unless shown. wjo? I T 3.Do not overload roof or floor trusses with which bearings(supports)occur. cur. .W 1® stacks of construction materials. MM__ 14,Do not cut or alter truss member or plate without prior approval of a professional engineer. IONVARO iTeke 15.Care should be exercised in handling, p TM erection and installation of trusses, PANEL © 1993 Mitek Holdings, Inc. CLIP FORM0I8,079 o ` russ toss 1 ype lY Y W7CSFl OftTF AN�1 11955835 02A735 D-3 ROOF TRUSS 1 1 o tional 5 CIT aunea(lan, ue ee artacTa GO�TN� OTRi s an 2 f51 M+ e n ustnes, nc-Toe an 2 :55:27E"image 3-9-6 so_s __+_ t2-2-as-s-a.-.? -� — 3-9-6 4.3-13 4-1-10 q-q"6 04-4 Scale=1[A9.9 4x6= 45 B C 10,00 l 2 -�-- 3.5x4 3x4 A rn s` E F M 0 3x4\� 3x8 I I K J L I H G 1x4 II 3x4 3x8= 3.4= 1x4 II 3 9 8 B-0-6 12-2-0 16-5-0 3-9-6 4-3-0 4-1-10 4-4-e 0-7-4 a e se s : ge' 0 "d;0_2 -0 -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) lldefl PLATES 1971144 TCLL 30.0 Plates Increase 1.15 TG 0.62 Vert(LL) -0.02 1-J >999 MI124 TGDL 10.0 lumber Increase 1.15 BG 0.24 Vert(TL) -0.04 I-J >999 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 F nla BCDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min lldefl=360 Weight:79 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No,2 TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals,and 2-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins(li 0-0 max.):applied WEBS 2 X 3 SPF No.2 BOT GHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2 X 4 SPF No.2 2-8.15 REACTIONS(lblsize) F=84310-3.8,K=87510-3-8 Max Horz K=-247(load case 4) Max Uplift F=-65(load case 6),K=-100(load case 6) Max Grav F=912(load case 3),K=875(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-B=-558,B-C=-494,C-D=-744,D-E=-854,E-F=-1040,A-K=-844 BOT CHORD J-K=11,J-L=363,I-L=363,H-1=703,G-H=703,F-G=703 WEBS B-J=-267,B-1=270,C-1=67,D-I=-290,D-G=83,A-J=545 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead toad,16 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 114 ft by 90 it with exposure B ASCE 7-93 per BOGAIANS195 if end verticals exist,they are not exposed to wind, If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOt.increase is 1,33,and the plate grip increase Is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow toads have been considered for this design. 4) Provide adequate drainage to prevent water pending, 5) *This truss has been designed for a live load of 20.Opst on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 lb uplift at joint F and 100 lb uplift at joint K. O� 7 This truss has been designed with ANSIITPI 1-1995 criteria. 8; Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12-10d nails. aw LOAD CASE(S) Standard try Soo � Q w January 23,2002 4VAMNG.VerVY€4sign POT amstsr'a arrd RFAD NOTES 87tV THIS AND REVERM a' Z 73}Ptb°0 0f . Design voW for use only with MRek connectors.lhk design It based only upon parameters shown,and Is tot an Individual building component to be Installed and loaded vedically. AppDeablilly of design paiameleis and proper Incoiporallon of component Is tesponsilellity of building designer-not Truss designer.8racino shown Is for lateral support 01 individual web members only.Additional lemporory bracing to Insure stoblilly during consiruclion 4 the iesponslblMy of the erector.Additional petmanenl Wacing of the overall siructure Is the responsibllliy of the building designer.For general guidance � ��� I" tabtleallon,quality control,storage,delivery,eiecllon and biacing,consult QST-80 Quality Standard,DSB-69 gracing Specification,and HID-91 e HandAng Inslalling and Bracing Recommendallon available from Truss Pule Insltlufe,683 D'OnoOlo DHve,Madison,WI53719, Symbols Numbering System AGeneral Safety PLATE LOCATION AND ORIENTATION Notes Failure to Follow Could Cause Property 1s/� *Center plate on joint unless ®afY1C9 a or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. J2 J3 J4 building designer,erection supervisor,property owner and all other interested parties.. TOP CHORDS -T C1 c3 2. Cut members to bear fightly against each other. o - WEBS J5 3. Pace plates on each face of truss of each *For 4 x 2 orientation, locate = �7 a: joint and embed fully,Avoid knots and wane plates 1/8"from outside edge of a �, = at joint locations, truss and vertical web. a 4. Unless otherwise noted,locate chord splices a O at /a panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 JS J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST To THE LE 7. Camber is anon-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second dimension is the length parallel in all respects,equal to or better than the to slots. BOCA 86-93,85-75,91-28 grade specified. LATERAL BRACING HUD/FHA TCB 17.08 10.Top chords must be sheathed or purlins provided at spacing shown on design. Indicates location of required continuous lateral bracing. 1 T.Bottom chords require lateral bracing at 10 IC80 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, SBCCI 87206,86217,9190 unless otherwise noted. WISC/DILHR 870040-N,930013-N,910080-N 12•Anchorage and/or load transferring BEARING connections to trusses are the responsibility of Indicates location of joints at others unless shown. gig which bearings(supports)occur. 13, Do not overload roof or floor trusses with —�•® stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional �TGwC° engineer. ® K 15.Care should be exercised in handling, T,,, erection and installation of trusses, PANEL OO 1993 Mitek Holdings, Inc. FORM016,019 me-runfL® CLIP toss cuss ype � y yf3-t�OAF]DOC7 MA 11955836 02A735 E ROOF�ecana 19 1 optional ) Re RATEC Lauver-Ztat€on, ueGCS � s ug 2 i e ri us nek nc Wed an 4 f�2 age 2-11-10 11-6-0 to i7 a s {l6� 2-il-10 8-6-6 3-1-1 2.6-15 1-54 Scale=1:71.5 4x5= 2x4 11 5x7 A B V C 3x4 1� 10.00 F12 D _ 3x4'� 24 N P O 3x4 5x7- 6x8 11 E F R 3X4 I! ax8 Q G 1x4 II 4x12,� H 1x4 II 13 M L K 1 x4 11 2X6 11 8x8= 2x4 lI 3xa 4x10 II 1x4 THIS TRUSS IS DESIGNED FOR RESIDENTIAL USE ONLY[ 30-LOAD IS ADEQUATE FOR ATTIC LIGHT STORAGE AREA ANDIOR SLEEPING ROOMS ONLY! (30 PSF IS NOT ADEQUATE FOR A WATERBED LOAD,CORRIDORS,OR BASIC FLOOR AREA) l�W i1-6-0 1 -2 1 1A•7-1 17-4.0 11-6-0 0.6.1 2-5.0 2.8-16 0-2- :0-4�C1-2�), P:o .4' LOADING(psf) SPACING 2-0-0 CSI DEFL In (too) IldeFl PLATES GRIP TCLL 30.0 Plates increase 1.15 TC 0.54 Vert(LL) -0.40 L-M >517 M1120 1971144 TCDL 10.0 Lumber Increase IA5 BC 0.91 Vert(TL) -0.59 L-M >347 BCLL 0.0 Rep Stress Incr NO WB 0.91 Fiorz(TL) 0.01 1 nla BCDL 10.0 Code BOCA1ANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight:129 Ih LUMBER BRACING TOP CHORD 2 X 4 SPF No.2"Except* TOP CHORD Sheathed or 2-6-11 oc purilns,except A-C 2 X 5 SPF 165OF 1,5E 2-0.0 oc ppurlins(6-0-0 max.):A-C. BOT CHORD 2 X 8 SPF No.2"Except" BOT CHORD Rigid ceiling directly applied or 5.11-2 oc bracing. I-L 2 X6 SPF No,2 WEBS 1 Raw at midpt A-M WEBS 2 X 3 SPF No.2*Except* E-L 2 X 4 SPF No.2,O-Q 2 X 4 SPF 1650F 1.5E G-Q 2 X 4 SPF No.2,A-M 2 X 6 SPF No.2 SLIDER Right 2 X 5 SPF 165OF 1.5E 1-8-6 REACTIONS(lblsize) M=135410-3-8,1=121310-3.8 Max Horz M=-336(load case 4) Max Uplift M=-124(ioad case 4),1=-52(load case 4) Max Grav M=1578(load case 3),1=1404(load case 3) FORCES(lb)-First Load Case Only TOP CHORD C-D=-2462,D-E=-3078,E-F=-3411,F-G=-3625,G-H=-1148,H-1=-1213,W=45,A-B=-545,6-V=-545, C-V=-545 BOT CHORD L-M=47,K-L=830,I-K=815 WEBS A-P-1190,OR=2921',Q 13�3422 D--R=1161 EI-R943387 �G-Q32616,D-O945,M-N33930,A-N14933 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy calego I I,condition OF I enclosed building,of dimens€ons 114 It by 90 it with exposure B ASCE 7-93 per BOCAIANS195 If end vertica s exist, they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed 10 WW wind. The lumber DOL increase Is 1,33,and the plate gn increase is 1.33 2) Design load is hased on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 40 4) Provide adequate drainage to prevent water ponding. ter than 5 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater Soo 3-6-0 between the bottom chord and any other members. 6) Calling dead load(5.0 psf)on member(s).N-P,O-P �tQ+ 7) Bottom chord live load(25.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.L-M 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 124 lb uplift at joint M and 52 lb uplift at joint L 9) This truss has been designed with ANSI1TPl 1-1995 criteria. 10) Load case(s)2,3 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12-10d nails. January 23,2002 1trA.IBtYIPdE]-1✓er(fp{cffiare$grs Isaxxrrasrsefer�ixssc$R.r:�A N(YI" �f9�P'$"�II�" NI)RFVFRSP SIIDP IBEFORE M . ��0 A Design va€Id for use only with MiTek connectors,Ihls design 1s based only upon parameters shown,and it for an Individual building component to be Installed and loaded verlbolty. App€Iaablllly of design parameters and proper Incoiporatlon of component Is sesponsiblllty of building designer•not Truss designer.8racinq shown h for{aleral suppod o!Indivkival web members only.Additional temporary bracing to insure slablllly during construction is the responsfblllly of the erector, Add}Ibna1 permanent bracing of the overall stmolu€e Is the responsibility of the bulksing deslgnw.For general guidance MiTek rego€ding fabrlcallon,quality control,sto€age,dellvery,erecllon and bracing,consult OS1.88 aualRy Standard,DS8.89 Bracing Specmcation,and NIB-91 o Hondling initialling and Bracing Recommendation available from Truss Plale inslliufe,563 D'Ono910 Drive.Madison,W183719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless Failure to Follow Could Cause Property 13/+ * dimensions indicate otherwise, Damage or Personal Injury Dimensions are in inches. Apply plates to both sides of truss and T. Provide copies of this truss design to the securely seat, building designer,erection supervisor, property J2 TOP CHORDS J4 owner and all other interested parties.. C7 2, Cut members to bear tightly against each other. o _ WEBS J5 3, Place plates on each face of truss at each *For 4 x 2 orientation, locate joint and embed fully, Avoid knots and wane plates IN'from outside edge of a `, p of joint locations. V truss and vertical web. 0 Q 4. Unless otherwise noted,locate chord splices C, o at /4 panel length(+5"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in Jy J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6, Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mffek/Gang-Nail Joint/Plate Placement Chart, FA RTHEST TOTHE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8, Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots,Second dimension is fhe length parallel in all respects,equal to or better than the to slots, grade specified. BOCA 86-93,85-75,91-28 10.Top chords m ust be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required I I.Bottom chords require lateral bracing at 10 continuous lateral bracing. 1CBO 1591, T329,4922 ft.spacing, or less, if no ceiling is installed, SBCCI unless otherwise noted. $7206,$6217,9190 12.Anchorage and/or foal transferring BEARING WISC/DILHR 870040-N,930013-1V,910080-N connections to trusses are the responsibility of Indicates location of joints at others unless shown. which bearings(supports)occur. 13.Do not overload roof or floor trusses with ... stocks of construction materials. 14.Do not cut or alter truss member or plate awls without prior approval of a professional 6T� ° engineer. ® R 15.Core should be exercised in handling, 7M erection and installation of trusses. �'�,�® PANT=1 © 1993 Mitek Holdings, Inc. ®Ir$®•AW0 CL1P t �Ar�oe�Csl or TH A�oERNA .. fuss fuss y1 pe Y Y 11955836 02A735 t ROOF TRUSSo i9 1 I1712 5 CTR7�T auner a on, ue acCanada�S {Ate rug E I eC n us refs, nc, e an 08 W.'JS G age LOAD CASE(S) 1) Snow:Lumber Increase=1.15,Plate Increase=1.45 Uniform Loads(plf) Vert:L-M=-80.0,I-L=-20.0,C-J=-80.0,N-0=40.0,A-C=-80.0 2) Unbal,Snow-Left:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Veit:L-M=-80,0,H-1-=-21 C-H=-20.0,I-J=-20.0,N-0=40.0,A-V=-155.0,C-V=-80.0 3) Unbal.Snow-flight;Lumber Inc(ease=1.15,Plate Increase=1.15 Uniform Loads(pll) Vert:L-M--80A,I-L=-20.0,C-J=-95.0,N-O=-10.0,A-V=-80.0,C-V=-155.0 4)Wind Left:Lumber Increase=1,33,Plate Increase=1.33 Uniform Loads(p1f) Vert:I-M=-10.0,C-i=20.1,I-J=42.1,N-0=-10,0,A-C=20.1 Harz:C-1=30.1,I-J=52.1 5)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:I-M=-10.0,C-1=-17.0,i-J=5.0,N-0=40.0,A-C=20,1 Horn:C-I=-7.0,I-J=15.0 6) 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:I-M=-10.0,0-1=20.1,bJ=42.1,N-0=-10.0,A-13=20.1 Horn:C-1=30.1,1 7) Fioor;Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:L-M=-80.0,H-L=-20.0,C-H=-211 I-J=-20.0,N-0=40.0,A-C=-20.0 1 ,va. T is Ver(ft{dell Para—tern and READ NOTES ON THIS AND BEER SIDE HFFORE Ill Design valid for use only with Milek connectors.This design Is based only upon parameters shown,and Is for an lndlOdual building component to be Installed and loaded veilleol Applicability of design parameters and proper Incorporailon of component 6 responsibility of bullding designer•nol Buss designer.Bracing shown is for lateral support of IndlvWual web members only.Add1lonal temporary biaoing to insure siabilly during conslrucllon Is the responsibllrty of The erector.Additional permanent bracing of the overall structure is the rasponsiblliiy of the buiksing designer.For general guidance regoiding tobricatlon,qualllyconlrol,storage,dellvery,erection and bracing,consult OST•88 Duallfy Standard,DSB•89 Bracing Spectricallon,and HIB-91 ����� Handling Installing and$lacing Recommendation available loom Tiuss Plate Inslilule,683 D'Onofrio Drive,Madison,W153719, M is Symbol Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property DNA >>�, *Center plate on joint unless Damage or Personal injury dimensions indicate otherwise. Dimensions both sides of truss and are in inches.Apply platess t to b 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property _�•• '/e" J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other, WEBS J5 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate joint and embed fully. Avoid knots and wane plotes 1/8"from outside edge of atjairtt locations, truss and vertical web. 4. Unless otherwise noted,locate chord spices C, o at�/4 panel length(+6"from adjocentjoint,) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted, moisture content of required direction of slots in Jy J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6, Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mffek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Secondin all respects,equal to or better than the dirrrension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chards require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, SBCCI 87206,86217,9190 unless otherwise noted. 12.Anchorage and/or load transferring BEARING WISC/DILHR 87004p N,930013-N,91008p-N connections to trusses are the responsibility of NnA others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. ��� � 15.Care should be exercised in handling, O TMerection and installation of trusses. PANEL OO 1993 Nlitek Holdings, Inc. ® CLIP FORM018,019 j f7oti toss cuss ypl e ty y E�ROFtTC A1�04ER;RIB m 11955837 02A735 E 1 ROOF TRUSS 2 1 _ o iional TRUCTU RAT auner- a Ion, ue ec ana a�GOS i�4 s an �2 0 I e n us nos, nc. ue an :56 5�T�G62 Pagel 1-5-0 5-9-t0 1l-4-f3 ,17-4-0 1-5-4 1 6-7-2 3x4 f Scale=1:67.5 10.00 42 1x7 II 3x4= 6x6// J K L M N q lx7 11 I p � - Q G R S q E T 4 0 D U C v B W X A la 3.50= AS AR AQ AP AP AN AM AL AK AJ AM AG AF AE AD AC AB AA Z Y 3.5x4= 1x7 II 5x5= 1x7 II 5-9.10 5-7-2 5-1 1-3 ate sets(X 5, - 0, '0 ;00]�N:0-0-0 0 , [S:0-0-0,0-0-01,JT:0-0-0,0-0-0J,[ :0 0 0,0-0_061.[ :0.0.0,0-0-DJ,( :I}-0-0,0-0-OJ,-[X:0.0.2,0 0 15 [Y:0.0-0,0-0-0J,(Z:0-0-0,0-0-0J, [AA:0-0-0,0-0-01,[AB:0-0-0,0-0-01,[AC:0-0.0,0-0-01,[AD:0-0-0,0-0-01,[AE:0.0-0,0-0-01,[AG:0-0-0,0-0-01,[AH:0-0-0.0-0-0J,(AI:0-0-8,0-3-01 _ [AL:0-0-0,0.0-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.13 Vert(LL) nla nfa M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) nfa nla SCLL 0.0 Rep Stress Incr YES WB 0.17 HOrz(TL) 0.01 X nfa BCDL 1010 Code BOCAIANS195 (Matrix) 1st LC LL Min Ildeft=360 Weight:178 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals,and 2-0-0 oc BOT CHORD 2 X 4 SPF No.2 pt.R s(6-0-0 max.):J-O,P-AF. Except: WEBS 2 X 3 SPF No.2 1 Row at mtdpt P-AF OTHERS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly app4led or 10-0-0 oc bracing. WEBS 1 Row at midpt "-AM,I-AL,K-AK,L-AJ,M-AH,WAG, Q-AE REACTIONS(lblsize) AF=1 1 9129-0-0,A=1 0 212 9-0-0,AI=9129-0-0,AN=127129-0-0,AO=134I29-0-0,AP=1 3 312 9-0-0, AQ=137129.0-0,AII16/29-0-0,AS=186129-0-0,AM=f34129-0-0,AL=128129-0-0, AK=122129.0-0,AJ=125I29.0-0,AH=133129-0-0,X=100129.0.0,AG=123I29-0-0, AE=161129.0-0,AD=191129-0-0,AC=185129-0-0,AB=1 9 0129-0-0,AA=1 6 4129-0-0, ZM112/29-0-0,Y=186129-0.0 Max Harz A=409(load case 5) Max Uplift A=-132(load case 4),AN=-39(load case 6),AO=-42(load rase 5),AP=-41(load case 6),AQ=-42(load case 6),AR=-35(load case 5),AS=-104(load case 5),AM=-47(load case 6),AL=-13(load case 5), AK=-7(load case 5),AJ=-26(load case 4),AH=-24(load case 5),X=-62(load case 5),AE=-46(toad case 6),AD=39(load case 4),AC=44(load case 4),AB=-40(load case 6),AA=-43(load case 6), Z=-35(load case 4),Y=-86(load case 4) Max Grav AF=135(load case 3),A=258(load case 5),AI=12(load case 5),AN=145(load case 2),AO=154(load case 2).AP=153(load case 2),AQ=157(toad case 2),AR=133(load case 2),AS=214(load case 2), AM=155(load case 2),AL=146(load case 2),AK=125(load case 3),AJ=127(load case 3), AH=134(load case 2),X=137(load case 4).AG=126(load case 3),AE=181(load case 3), AII1(load case 3),AC=205(load case 3),AB=210(load case 3),AA=184(load case 3), Z=130(load case 3),Y=215(load case 3) PO -First Load Case Only Nor � TOP CHOR CHORD A-B=-87,B-C=-74,C-D=-69,D-E=-69,E-F=-69,F-G=-7D,G-H=-65,H-I=-71,t-J=-62,J-Km-25,K-L=-25, L-M=-25,M-N=-25,N-O=-26,P-AF=-96,O-P=-61,P-Q=-68,Q-R=-67,R-S=-67,8-T=-67,T-U=-67, U-V=-66,V-W=-72,W-X=-84 BOT CHORD A-AS=27,AR-AS=27,AQ-AR=27,AP-AQ=27,AO-AP=27,AN-AO=27,AM-AN=27,AL-AM=25, AK-AI_45,AJ-AK=25,AI-AJ=25,AH-A1=25,AG-AH=25,AF-AG=25,AE-AF=25,AD-AE=25,AC-AD=25, AB-AC=25,AA-AB=25,Z-AA=25,Y-Z=25,X-Y=25 WEBS G-AN=-100,F-AO=-107,E-AP=-107,D-AQ=-108,C-AR=-98,B-AS=-134,H-AM=-107,I-AL=-101, K-AK=-94,L-AJ=A07,M-AH=-107,N-AG=-95,Q-AEw-107,R-AD=-107,S-AC=-107,T-AB=-107, Q U-AA=-108,V-Z=-98,W-Y=-134 NOTES 1) This truss has boon designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top r 1`Q chord dead load and 6.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions l 14 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. 1f porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase Is 1.33 January 23,2002 WARNING- Verfff}desfgn Ircareametesg asred RPAt3 NOTES d"3N'1TFI.FS AIVD R9VERSE SIDE BEFORE USE, oeslgn valid for use only wllh MITek connectors.Mrs design Is based only upon parameters shown,and Is for an Individual building component to be lnslaifed and loaded verilcally. Applicability of design porameten and proper Incorpoiatlon of component Is iesponsiblllly at burding designer.not truss designer.Bracing shown is for lateral support of IndNidual web members only.Addillonol temporaiy bracing to Insure slabliI du ing conshucflon Is the responsibility of the ereclol, Addllbngt permanent bracing of the overall strucfute Is the iesponslblliry of the bulkifng designer.For general guidance regarding fobrlcallon,quality control,storage,delivery,eiecllon and brat€ng,consult QST-88 Qualify Standard,OBB-80 Braoing Specl[Ieallon,and HIB-91 M iTek0 Handling Installing and Mooing Recommandatlon avollaII from Truss Plate Instrlule,583 wonofilo 041ve,Madison,Wi 53719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11/. *Center plate an joint unless dimensions indicate otherwise. Darnage or Personal Injury Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property /g securely seat. J2 J3 J4 owner and all other interested parties.. �s TOP CHORDS ^� 2. Cut members to bear tightly against each T C7 C3 other, o WEBS J$ 3, Place plates an each face of truss at each *For 4 x 2 orientation,locate = " �� "s joint and embed fully.Avoid knots and wane plates 1/8"from outside edge of a .y -6 o= atjaint locations, truss and vertical web. 4. Unless otherwise noted,locate chord splices c, at�/4 panel length('-6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Miiek/Gang-Nail Joint/Plate Placement Chart. FARTH EST TO THE IEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slats. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft•spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring W1SC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. 6Tek 15.Care should be exercised in handling, ® erection and installation of trusses. zt-® PANEL TM CLIP © 1993 i1111te1C Holdings, Inc. FgRM016,019 4 russ I Russ I ype ly y AR WASH NOS KNA 11955637 02A735 t_1 ROOF TRUSS 2 1 (optional) EC-Lau rior- to Ron,Queyec an d 0 s Jari2002 MiTek Industries,Inc. Tue Jan 2 :555� 2 02 Page NOTES 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3) Provide adequate drainage to prevent water ponding. 4)All plates are 1x4 MII20 unless otherwise indicated, 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint A,39 lb uplift at joint AN,42 lb uplift at joint AO, 41 lb uplift at joint AP,42 lb uplift at'oint AQ,36 lb uplift at joint AR, 1041b uplift at joint AS,47 Ib uplift at joint AM,13 lb uplift at joint AL,7 lb uplift at joint AK,26 lb uplift at joint AJ,24 lb uplift at joint AH,62 lb uplift at joint X,46 to uplift at joint AE,39 It)uplift at joint AD,44 Ib uplift at joint AC,40 lb uplift at joint AB,43 lb uplift at joint AA,35 lb uplift at joint Z and 86 lb uplift at joint Y. 9)This truss has been designed with ANSIITPI 1-1995 criteria. 10) Design assumes 4x2(flat orientation)purRns at oc spacing indicated,fastened to[russ TC w12-10d nails. LOAD CASE(S) Standard WAftI INO-War yy deelon parasn.etere and ltiFA€8 NOT EN ON TWS AND REVERSE W DH BEFORE USR< Design volfd for use only with MRek connectors.This design Is based only upon paiometeis shown,and Is for an Individual bulkting component to be €nsiWed and boded vedleally. Applicability of design posameteis and proper Incorporation of component 4 responslbllriy of bullding designer-not Buss designer.Bracing shown is for metal support of Indlvldual web members only.Additional temporary bracing to Insure stok)Wty during conslruclion Is the IOU responsibility of the erector.Additional permanent biacing of the overall structure Is the responsibility of the bulMing designer.For general guidance regarding fabrication,quality conliol,storage,delivery,erection and blacing,consult QST•68 ClUdIBy Standard,DSB•89 Bracing SpectBcallon,and HIO.91 /0�� �® Handling Installing and Bracing Recam m H mandation avaliable if Truss ate tnsitiuta,$83 D'Onofilo Drive,Madison,WI 53719, �{/ e Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the building designer,erection supervisor,property /a securely seat. J2 J3 J4 owner and all other interested parties.. �s TOP CHORDS 2. Cut members to bear tightly against each C2 CJ other. WEBS J5 o - a 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate z - �� � joint and embed fully.Avoid knots and wane O at oint locations. plates r/a"from outside edge of a. .7 M i truss and vertical web, a a 4. Unless otherwise noted,locate chord splices �, � o at 1/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of =�. required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shalt be of the species and size,and 4. X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, unless otherwise noted. WISC/DfLHR 87206,86217,9190 ,910080-N 12.Anchorage and/or load transferring fSC/ 870040-N,930013-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. r-c===r7 M__0 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. iTek 15.Care should be exercised in handling, � TM erection and installation of trusses. © 1993 Mitek Holdings, Inc. FORM018,019 �-�,�® ®IlB6�® Ii o ;t rays �—Tru hype IN y F�TOFtTFf AR60VEl f 11955838 02A735 EF-2 C 2 1 o fional STj 7 Lf} TE—er :( ue ec aria act fi d 1— s ug 20 6 i e n us nos, na:�erf3an 23 3> 2 age 0-5- 3-1-13 3-4.9 5-1-10 -�2-11-10 B-6-6 3.1-1 2-8.15 f-5A 4x6= Scale=1:73.6 4x12 mm 1x4 II F 10.00 12 D E AB ,sa 3x4 O 30/i G 3x4 4x8// o S U T 3x4 C 3x9= 56= H B 5x7 W 1 9 3x8�� Q 3x4 I I J 1x4 II 3x5/i V 3x8�, K 1x4 it A t- M R Q AA P O N 3x5\\ 1x4-_ ix4 II 3x4= i0x10= 8x8 2x4II ix4 II THIS TRUSS IS DESIGNED FOR RESIDENTIAL USE ONLY( 5x10 II 30-LOAD IS ADEQUATE FOR ATTIC LIGHT STORAGE AREA AND/OR SLEEPING ROOMS ONLY! (30 PSF 1S NOT ADEQUATE FOR A WATERBED LOAD,CORRIDORS,OR BASIC FLOOR AREA) 28-3-1 3-1-13 5-7-10 -6- 11-8-1 23-2-1 2311 -2_ 3-1-13 2-5-130-10.42 5-1-10 11-6.0 0.8-1 2-5-0 2-8-15 a e se s :0 LOADING(psf) SPACING' 2-0-0 CSI DEFL In (loo) !Ideal PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.25 O-P >821 M1120 1971144 TCDL 10.0 Lumber Increase 1116 BC i.00 Vert(TL) -0.39 O-P >632 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.02 L n/a 13CDL 10.0 Code BOCA/ANS195 (Matrix) 1st LC LL Min I/deil�360 Weight: 182 lb L BRACING UMBER TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-11-6 oc purlins,except BOT CHORD 2 X 8 SPF No.2`Except' 2-0-0 oc purl'sns(10 0 0 max.):D-F. L-O 2 X 6 SPF No.2,P-R 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 3 SPF No.2`Except* WEBS 1 Row at midpt D-P,B-S S-T 2 X 5 SPF 165OF 1.5E,H-O 2 X 4 SPF No.2 T-V 2 X 4 SPF No.2,A-R 2 X 4 SPF No.2,D-P 2 X 6 SPF No.2 SLIDER Right 2 X 5 SPF 1650F 1.5E 1-8-6 REACTIONS(lb/size) P=1278/0-3-8,L=1 5 5210-3-8,R=108610-3-8 Max Horz P=-408(load case 4) =-908 load case 6 Max Uplift P=-178(load case 5).L=-174(load case 6),R ( ) Max Grav P=1639(load case 2),L=i854(load case 3),R=1086(load case 1) FORCES(lb)-First Load Case Only TOP CHORD F-G=-440,G-H=-1539,H-I=-2694,W=-2810,J-K=-1566,K-L=-1626,L-M=45,D-E=183,E-AB=178, F-AB=177,A-B=-1233,B-C=364,C-D=628 BOT CHORD Q-R=O,Q-AA=882,P-AA=888,O-P=921,N-O=1132,L-N=1118 WEBS S-U=-1517,T-U=-619,O-V=952,H-V=250,J-O=-209,J-N=-456,F-T=223,E-U=-176,F-U=-535, D-U=625,T-W=262,V-W=1583,G-W=526,H-W=-1083,J-V=1184,G-T=-814,A-R=-1035,P-S=-582, D-S=-1151,B-Q=-35,A-Q=890,B-P=16,B-S=-i 386 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chard dead load,16 mi from hurricane oceanline,on an occupancy category 1,condition enclosed building,of dimensions 114 it by 90 It with exposure B ASCE 7-93 per BOGNANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1,33,and the plate grip Increase is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. ow 4) Provide adequate drainage to prevent water pond!ng. 5) 'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. in 6) Ceiling dead load(5.0 psf)on member(s).S•U,T-U 7) Bottom chord live load(25.0 psf)and additional bottom chord dead toad(5,0 psf)applied only to room.O-P 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 178 lb uplift at joint P,i 74 lb Q uplift at joint L and 108 lb uplift at joint R. 9) This truss has been designed with ANSIfTP1 1-1995 criteria. 10) Load case(s)2,3 has been modified. Building designer must review loads to verify that they are correct for the Intended ANA� use of this truss. 11) Design assumes 4x2(fiat orientation)purlins at oc spacing indicated,fastened to truss TC w!2-10d nails. LOAD CASE(S) January 23,2002 1) Snow:Lumber Increase=1.15,Plate Increase=i.15 L°ilsftPlT�rt•tfar�JgT declgn�taarrzmeter avec�F1Lt3t1 Za(YT S®rid Y7iY' AND HE VERSF SIDE BEFORE flog. peslgn valid for use only wNh MlTek connectors.1h15 design h based only upon paramelers shown,and Is for an Individual building component to be Installed and boded vedEcally, Appl�abl111y of design paramelers and proper incorpofollon of component is responsiblllly of buiid;ng designer-not Buss designer.Bracing shovers k for lolerat support o1 indivYdual web members onty.Addltlonal lemporaiy blaclnq to Insure slabillly during conshuotlon Is the rasponslbllliy of the erector.Addlitonal permanent bracing of fhe overall slruclure h the fesponsibiiily of the buckling designef.For general guidance � ���® regording tabricalbn,quality control alarage,delh ery,erectbn and bracln9,consult OsT-88 Quality Standard,DSB•89 Bracing speclficallon,and HIP-91 Handling Installing and Bracing Recommondallonavaiiable from Muss Plate Insillule,583 D•onolilo olive,Madison,WI63719, Svmbo is Numbering PLATE LOCATION AND ORIENTATION *Center plate on joint unless �' Failure to Follow Could Cause Properly /+ dimensions indicate otherwise. Damage or Personal Injury Dimensions are in inches.Apply plates to both sides of truss and 1. Provide copies of this truss design to the securelyseot. 12 J3 Ja building designer,erection supervisor,property owner and all other interested parties., TOP CHORDS T C7 � 2. Cut members to bear tightly against each other. OWEBS J5 3, Place plates on each face of truss at each ?Fo 4 x 2 orientation,locate z �3 3 cc joint and embed fully. Avoid knots and wane tes IA"from outside edge of a n of joint locations. u = truss and vertical web, o 4. Unless otherwise noted,locate chord splices CT o at /4 panel length(*6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly rioted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tobular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is anon-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT To RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second dimension is the length parallel in all respects,equal to or better than the to slots. BOCA 86-93,85-75,91-28 grade specified. LATERAL BRACING 10.Top chords must be sheathed or purlins HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required I I. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, SBCCI 87206,86217,9190 unless otherwise noted. W1SC/DILHR 870Q40 N,930013-N,910080-N 12.Anchorage and/or load are ansferring BEARING connections to truss the responsibility of Indicates location of joints at others unless shown, which bearings(supports)occur. 13.Do not overload roof or floor trusses with ® stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional iTek engineer, ® [� 15.Care should be exercised in handling, TM erection and installation of trusses. PANEL O 1993 Mitek Holdings, Inc. FORM018,019 CLIP? runs a tY YLen A'Sfl i�6 R fb�VFR—MA- o ruses— YP 11955838 02A735 EF-2 ATTIC 2 1 tional) 3TRUC70 RATM aenar a 1ion�be"c i1�0 s ug 1 Rius rse`s1n—c �ec�an 0$3 2 at�ge LOAD CASE($) Uniform Loads(pit) Vert:R-AA=-20.0,P-AA=-60.0,0-P=-80,0,L-O=-20.0,F-M=-80.0,S-T=-10.0,D-F=-80,0,A-D=-80,0 2) Unbal.Snow-Loft:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:R-AA=-20,0,P-AA=-60.0,O-P=-80.0,K-O=-20.0,F-K=-20.0,L-M=-20.0,S-T=-10.0,D-AB=-155.0,F-AB=-80.0,A-D=-95.0 3) Unbal.Snow-Right:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:R-AA--20.0,P-AA=-60.0,O-P=-80.0,L-0=-20.0,F-M=-95.0,S-T=-10.0,D-AB=-80.0,F-AB=-155.0,A-D=-20.0 4)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:L-R=-10.0,F-L=20A,L-M=42.1,S-T=-10.0,D-F=20.1,A-D=-17.0 H=:F-L=30.1,L-M=52.1,0-E=30.1,A-D=7.0 Drag:E-F=0.2 5)Wind Right:Lumber Incroase=1,33,Plate Increase=1.33 Uniform Loads(pit) Vert:L-R=-10.0,F-L=-17.0,L-M=5.0,8-T=-10.0,D-F=20.1,A-0=20.1 Herz:F-L=-7.0,L-M=15,0.D-E=30.1,A-D=-30.1 Drag:E-F=0,2 6) 1st Wind Pa(allel:Lumber Increase=1,33,Plate Increase=1,33 Uniform Loads(plf) Vert:L-R=-10.0,F-L=20.1,L•M=42.1,3-T=-10.0,D-F=20A,A-D=20.1 Horz:F•L=30,1,L-M=52.1,D-E=30.1,A-D=-30.1 Drag:E-F=0.2 7) Floor:Lumber Increase=1.00.Plate Increase=1.00 Uniform Loads(plf) Vert:R-AA=-20.0,P-AA=-60.0,O-P=-80.0,K-O=-20,0,F-K=-20.0,L-M=-20.0,S-T=-10.0,D-F=-20,0,A-D=-20.0 1I IIdE#•Ver(ffg ctea{gra cas�anxetas and READ NOTES ON 1111119 AND REVERSE SIDF A3F,�ORZ U. . strwrs�® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is tot an IndlAdual building component to be installed and loaded vertically. Applleablllly of design parameters and proper lncorporatlon of component is responslb1111y of building designer-not truss designer,Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure slablltly during construction Is the responsibillly of the erector,Addilloncl permanent bracing of the overall slructute is the responsibility of the bulkllno designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult OST-ee tlualBy Standard,DSB•64 Bracing SpetHieallon,and NIB•91 i Y 1 iTek� Handling Installing and Bracing Rocommondallan available from Truss Plate institute,883 D'onorrb Ddve,Madison,W353719, Symbolzsp Numbering PLATE LOCATION AND ORIENTATION 1=/. *Center plate on joint unless Failure to Follow Could Cause Property dimensions indicate otherwise, Damage or Personal Injury Dimensions are in inches.Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. J2 J3 J4 building designer,erection supervisor,property owner and all other interested parties.. TOP CHORDS ca c, 2. Cut members to bear tightly against each other. Cr WEBS J5 3. Place plates on each face of truss at each 0 *Far 4 x 2 orientation, locate " h �,� joint and embed fully.Avoid knots and wane plates€/s"from outside edge of �, at joint locations. truss and vertical web. 0V a 4. Unless otherwise noted,locate chord splices o at 114 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slats in J� J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mffek/Gang-Nail.Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to Camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size,and 4 X 4. perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ff.spacing,or less,if no ceiling is installed, SBCCI 87206,86277,9190 unless otherwise noted. WISC/DILHR 870040 N,930013-N,91008t1-N 12.Anchorage and/or load transferring BEARING connections to trusses are the responsibility of Indicates location of joints at others unless shown. which bearings(supports)occur, 13. Do not overload roof or floor trusses with .....— stacks of construction materials. tE :w 14. Do not cut or alter truss member or plate without prior approval of a professional T engineer. O 1 1� � 15.Care should be exercised in handling, TM erection and installation of trusses. PANEL O 1993 Mitek Moldings, Inc. CLIP o cuss cuss yppe y y ATi WASH�t RTFI AI3CSO4t tt� 11955839 02A735 EX ATTIC 23 1 c lionai LTTWI•ECZaur€er latlon, ue e"6 c�ria�G05 1 No s ug I e n us nes, no. e an age 3-i-13 3-4-9 5-1-10 2-11-10 8.6.0 3-0 2.8-15 1-6.4 4x12= 1A If 4x6= Scale=1:75.7 E F G _ 3x4 O 3x4 H 3x4�� 10.00 12 4x8/i T V U 3x4 D 3x9- 48 11 1 C X J R 4x7= 4 3x8 O � 1x4 11 3x4 11 K 1x41i 3x6// W 1x4 11 3x9�� L1x4 II 13 A - - S R AE Q P D ix4 II 3x5 1x4 3x4 iox10 8x8 f ix4 II 1x4 14 2x4 1 i THIS TRUSS IS DESIGNED FOR RESIDENTIAL USE ONLY! 5x10 II 30-LOAD IS ADEQUATE FOR ATTIC LIGHT STORAGE AREA AND/OR SLEEPING ROOMS ONLY! (30 PSF IS NOT ADEQUATE FOR A WATERBED LOAD,CORRIDORS,OR BASIC FLOOR AREA) 23-2.1 3-1-13 2-5-130-10-12 5-1-10 11-6-0 6-8-1 2.5-0 2-8-15 Pate sets E:0-2-0 D-2 4, G:0- - 2 0 1-8,0- -8 0 D6 P:0 3- D-4-8, 3, 8, - -12,0-2-0 0- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 30.0 Plates Increase 1 A5 TC 0.59 Vert ILL) -0.25 P-Q >841 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert�TL) -0.39 P-Q >539 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.02 M n/a BCDL 10.0 Code BOCA/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight: 184 lb LUMBER BRACING _. TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-0-5 oc purlins,except BOT CHORD 2 X 8 SPF No.2*Except` 2-0-0 oc purlins(10-0-0 max.):E-G. M-P 2 X 6 SPF No.2,Q-S 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF No.2"Except' WEBS i Row at midpl T-U,E-Q,C-T I-P 2 X 4 SPF No.2,U-W 2 X 4 SPF No.2,B-S 2 X 4 SPF No.2 E-Q 2 X 6 SPF No.2 SLIDER Right 2 X 5 SPF 1650E 1.5E 1-8-6 REACTIONS(lb/size) Q=1309/0-3-8,M=1536/0-3-8,S=1 i98/0-3-8 Max Herz Q=413(load case 5) Max Uplift Q=-154(load case 5),M=-174(load case 6),S=-i 80(load case 6) Max Grav Q=1484(load case 2),M=1733(load case 3),S=1198(load case 1) FORCES(lb)-First Load Case Only FOP CHORD G-H=-465,H-1=-1572,I-J=-2705,J-K=-2821,K-L=-1546,L-M=-1606,M-N=45,E-F=141,F-G=136, A-6=81,B-C=-1226,C-D=323,D-E=587 BOT CHORD II R-AE=843,Q-AE=849,P-0=890,O-P=1117,M-O=1103 WEBS T-V=•-1440,U-V=-569,f-W=965,I-W=241,K-P=-231,K-O=-452,G-U=234,F-V=-168,G-V=-516, E-V=633,U-X=327,W-X=1634,H-X=512,I-X=-1066,K-W=1224,H-U=-818,B-S=-1147,Q-T=-621, E-T=-1146,C-R=-28,B-R=851,C-Q=26,C-T=-1308 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead toad and 5.0 psf bottom chord dead load, 16 mi from hurricane oceaniine,on an occupancy category I,condition enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCNANS195 If end verticals exist, they are not exposed to wind. if cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind, The lumber DOL increase is 1.33,and the plate grip increase is 1.33 Pr 2) Design load is based on 30.0 psf specified roof snow load. OF 3) Unbalanced snow loads have been considered for this design. 4}) Provide adequate drainage to prevent water pondin ,*This truss has been designed for a live toad of 2psf on the bottom chord In all areas with a clearance greater than WY 3-6.0 between the bottom chord and any other members. 6) Ceiling dead load(5.0 psf)on member(s).T-V,U-V 7) Bottom chord live load(25,.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.P-Q 8) Provide mechanfcal connection(by others)of truss to bearing plate capable of withstanding 154 lb uplift at joint Q, 174 lb upplift at joint M and 180 lb uplift at joint S. Q 9) This truss has been designed with ANSIITPI 1-1995 criteria. 10) Design assumes 4x2(flat orientation)purlins at oc spacing Indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) CIE 1) Snow:Lumber Increase=1.15,Plate increase=1.15 Unfform Loads(plf) Vert:S-AE=20.0,Q-AE=-60.0,P-Q=-80.0,M P=20.0,G-N=BDA,T-U=-10.0,E-G=80.0,A-E=-80.0 January 23,2002 b1%I1f�1Yf7VCi•'yer(f'p/sl�$l�n,�sazerarractere axsct i �t7%dCd'f'F,�C3�"TfiF�AIYO kt�V�1$�A:�•ft3�p1rPr3ft�T} ��rF7 Design valki for use only with Mliek connaotorS.Fh1s design k based only upon parometers shown,and k tot an Individual building component to be Inslalletl and loaded verlbaily. ApplSCab€Illy of design parameters and proper incosporalbn o1 component k rasponslbilily of building deslgnes-not buss deslgner.Bfacinq shown k for lalerai suppod of Ind3vklual web members only.Addll€onal temporary bracing€o€nsure stabltlly during conslrucfbn k the responslblilly of the erector,Addlt€onal pesmaneM braclnq of the ovorall shuclure is the responslbllity of the bvlkilnq designer,Fo1 general guidance regordEnq fabrlcaf[on quality control,storage dallvo€y,arecllon and braclnq,consu#t aS1'•tie OualHy Standard,DSB•89 Bracing SpecHicallan,and HIB•91 �■j��tg Handling inslalling an,d Bracing itecommonda,Ion avaiWble from Truss Pid1e Inslllufe,583 D,Onolslo Dilve,Madison,WI53710. ! Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless 13/. Failure to Follow Could Cause Property * dimensions indicate otherwise, Damage or Personal Injury Dimensions are in inches.Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat, building designer,erection supervisor,property J2 TOP CHORDS J4 owner and all other interested parties.. �- C2 2. Cut members to bear tightly against each cn��++ other. S WCOJ a J5 3, Place plates on each face of truss at each *For 4 x 2 orientation,locate �,� 3 joint and embed fully, Avoid knots and wane plates 1/8"from outside edge of a �,, at joint locations. truss and vertical web. o a 4. Unless otherwise noted,locate chord splices C43 C, Fo at I/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MliTek/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dirrrension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required T 1.Bottom chords require lateral bracing at 10 continuous lateral bracing. 1CB0 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. 56CC1 87206,862I7,9190 12.Anchorage and/or load transferring BEARING WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of Indicates location p joints others unless shown. 13.Do not overload roof or floor trusses with _!0 which bearings(supports)occ cur. stacks of construction materials. SMIN 14.Do not cut or alter truss member or plate MAwithout prior approval of a professional T engineer. 1� � 15,Care should be exercised in handling, PAl+IEL Tm erection and installation of trusses. 'ZAZ\ ® CLtP © 1993 Mitek Holdings, Inc. FORM018,019 0 r� L toss ype y y RWA5fl-Nt�RTF�AT�C)17QE955839 fl2A735 ATTIC 2-3 1 o tionall7CTURaurier�a ion, us ec ana a GaS 1�f��201 57 s ug f e n us nes, nc:"�cfT23 08:38'•�4'f60 g LOAD CASE(S) 2) Unbal.Snow-Left:Lumber Inc(ease=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:S-AE=-20.0,Q-AE=-60,0,P-Q=-80.0,L-P=-20.0,G-L=-20.0,M-N=-20.0,T-U=-10.0,E-G=-80.0,A-E=-95.0 3) Unbal,Snow-Right:Lumber Increase=1.15,Plate increase=1.15 Uniform Loads(plf) Vert:3-AE=-20.0,Q-AE=-60.0,P-Q=-80,0,M-P=-20.0,G-N=-95.0,T-U=-10.0,E-G=-80.0,A-E=-20.0 4)Wind Left:Lumber Increase=1.33,Plate Incfeasen1.33 Uniform Loads(plf) Vert;M-S=-10.0,G-M=20.1,M-N=42.1,T-U=-10,0,E-G=20.1,A-B=5.0,B-E=-17.0 Horz:G-M=30.1,M-N=52,1,E-F=30.1,A-B=-15,0,B-E=7.0 Drag:F-G=0.2 5)Wind flight:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pif) Vert:M-S=-10.0,G-M=-W.0,M-N=5.0,T-U=-10.0,E-G=20.1,A-8=42,1,B-E=20.1 Horz:G-M=-7.0,M-N=15,0,E-F=30.1,A-B=-52.1,B-E=-30.1 Drag:F-G=0.2 6) 1st Wind Parallel:Lumber increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:M-S=-10.0,G-M=20.1,M-N=42.1,T-U=-10.0,E-G=20.1,A-13=42.1,B-E=20.1 Harz:G-M=30.1,M-N=52,1,E-F=30,1,A-B=-52.1,B-E=-30.1 Drag:F-G=0,2 7) Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) VertL S-AE=-20.0,Q-AE=-60.0,P-Q=-80,0,L-P=-20.0,G-L=-20.0,M-N=-20.0,T-U=-10.0,E-G=-20.0,A-E=-20.0 1t✓AR7'dING•Verify deetgrx paranutera and READ NOTES ON THIS ANY)REVERSE SIDES MF°ORS Uqz- ®gyp Design valid for use only with Mitak connectors.This deslgn is based only upon parameters shown,and Is for an Individual building component to be Insiclled and iooded vertbauy. AppHeabllfly of design parameters and proper Incorporation of component Is responsibilily o1 building designer-not loss designer.Wooing shown is for lateral support of Individual web members only.Addlisonot temporary bracing to Insure stability during constluelion Is the iesponsiblilty of the erector.Addillonal permanent bracing of the overall slruclure Is the responsibility of the building designer.For general guidance MiTek regarding fabricatlon,quality control storage,delivery,erectors and bracing,consutl QST-88 Duality Standard,DSB•89 Braoing Specification,and HIS-91 Handling Insiolting and Bracing Recommendation available from truss Plate insiliute,683 D'Onolrlo Olive,Madlson,WI53719. Symbols PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property @AN1'/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat, building designer,erection supervisor,property J2 TOP CHORDS J4 owner and all other interested parties.. C7 C3 2. Cut members to bear tightly against each J5 other. Cr o WE85 3. Place plates on each face of truss at each For 4 x 2 orientation,locate 3 a: joint and embed fully.Avoid knots and wane plates 1/8"from outside edge of o at joint locations. truss and vertical web. a 4. Unless otherwise noted,locate chord splices C, C6 o at 1/4 panel iength(+6"from adjacentjoint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of — required direction of slots in J� JB J7 J6 lumber shall not exceed 19`3b at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chad. FARTH EST TO TH E LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM IEFTTO RIGHT. practice is to Camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second P dimension is the length parallel g all respects,equal to or better than the to slots. grade specified. BOCA 86-93,85-75,91-2$ 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ft.spacing, r less, if no ceiling fCBO 1591, 1329,4922 p g o g is installed, SBCCI 87206,86217,9190 unless otherwise noted. WISC/DILHR 870040-N,430013-N,910080-N 12 connections to ttrge Qssload transferring esarethe responsibility of BEARING cothers unless shown. gig which bearings(supports)occur.Indicates location of joints 13.Do not overload roof or floor trusses with — © stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional iTek0 engineer. p 15.Care should be exercised in handling, OM TM erection and installation of trusses. �! �® PANEL © 1993 Mitek Holdings, Inc. CLIP FORM018.019 r�an�G_nuuL® ����®�® , �o -Truss.. _. ruse ypf e y y "AK WASFI_.�AFIfS 11955840 02A735 GT1 ROOF TRUSS 1 3 lional) R CTURF S auner- a ton, ue ec ana a 0.. 0 s an iTe n us nee, nc, ue aJ n 22_f6�5'.35 2002}>age� 4-11-15 � ._....... g-1a-9 4,_ 4-11-15 440-11 4-11.15 Scala=1:25.5 2x4 II 3x4= 4x6 A 46= B C D to G F 46= 1,5x4 ll 4x6= 1,6x4 II 4-11115 s-1a-a _ 14-10-6 4-11.15 4-10-11 4-11-16 ate seas 4 2 E 0- 2,D- .0 .-0,0- - LOADING(psf) SPACING 2-0-0 CS) DEFL in (loc) Well PLATES GRIP TCLL 30.0 Plates Increase 1A5 TC 0.68 Vert(LL) -0.07 G >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.12 F-G >999 BCLL 0.0 Rep Stress Incr NO W B 0.85 Horz(TL) 0.02 E nla BCDL 10.0 Code BOCAIANS195 1st LC LL Min Ildefi=360 Weight:195lb LUMBER - - BRACING TOP CHORD 2 X 6 SPF No.2 TOP CHORD 2-)-O oc purlins(6-0-0 max.):A-D, 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 3 SPF No.2"Except* A-H 2 X 4 SPF No,2,D-E 2 X 4 SPF No.2 REACTIONS(lblsizo) H=527110.8-0,E=5271i0-6-8 Max Uplift H=-532(load case 4),E=-532(load case 4) FORCES(lb)-First Load Case Onlyy TOP CHORD A-H=-5223,A-6=-6498,B-C=-6498,C-D=-6498,D-E=-5223 BOT CHORD G-H=O,F-G=6498,E-F=0 WEBS A-G=7390,B-G=-3422,C-G=O,C-F=-3422,D-F=7390 NOTES 1) This truss has been designed for the wind loads generated by 130 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 16 mil from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 It by g0 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. if porches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip increase Is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 532 lb uplift at joint H and 532 lb uplift at joint E, 7)This truss has been designed with ANSVTPI 1-1995 criteria. 8) Girder carries tie-in span(s):9-3-0 from 0-0-0 to 14-10-8; 16-9-0 from 0.0-0 to 14-10.8 9) 3-ply truss to be connected together with 10d Common(.148"0")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-4-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc, 10) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12.10d nails. r, try LOAD CASE(S) 1) Snow:Lumber Increase=1,15,Plate increase=1A5 0 Uniform Loads(plf) Vert:A-t:L umber,ncreas 0.0 2) Unbai.Snow-Left:Lumber Increase=1,15,Plate Increase=1,15 � Uniform Loads(pit) Vert:A-D=-702,9,E-H=-20.0AL 3) Unbal.Snow-Right:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:A-D=-702.9,E-H=-20.0 January 23,2002 WlsRt ING-Verify&sign parameters and READ t oTi5sl ON mrrr;AND REVER&F SIDF Br:FOPE USE. �®® Deogn voim for use only wlih MITek conneclors,this design 6 based only upon parameters shown,and Is for an Indlvlduat building component to be Inslalled and loaded vedtcally. Appltcobllily of deslgn parameters and psopei Incorporallon of component Is tesponslbl€lty of building designer-not buss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stoblllly during construction Is the responslb1111y of the erector.Addlllonal permanent bracing of the overall stwoluie Is the iespons€bllily of the bulkiing designer,For general guidance regarding fobrtcafion,quallly control,stotage,delivery,erection and bracing,consult QST-08 Ouall1y Standard,DS8.89 Bracing Speellloallon,and HIB•91 N/�'���® Handling Installing and Bracing Recommondallon ovaikable from truss Plate Ire Mule,683 D'Gnohlo Drive,Madison,WI63719, V .................... ............ bymbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t�/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property �/e securely seat. J2 J3 J4 owner and ail other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each C7 C3 other, J5 o 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate = " joint and embed fully.Avoid knots and wane plates 1/a"from outside edge of o at joint locations. truss and vertical web. o WEBS is 4. Unless otherwise noted,locate chord splices C, C6 o at r/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted,moisture content of required direction of slots in J� JB J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mffek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17,08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ff.spacing,or less, if no ceiling is installed, 40", unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials, 14.Do not cut or alter truss member or plate Mal! without prior approval of a professional engineer. ITek 15.Care should be exercised in handling, ® erection and installation of trusses. CLIP T O 1993 Mitek Holdings, Inc. FORM016,019 roevr>-niq�� o russ russ ype y y I�TfI A D,OVER� — 11955840 02A735 GTf ROOF TRUSS 1 optional) RATEG, our€er- to on, ue ec ana�GOS iFTT— s an € e n ustries,�. ue an 5: 2 age LOAD CASE(S) 4)Wind Left:Lumber Increase=i.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=83.0,E-H=-10.0 5) Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pif) Vert:A-D=83.0,E-H=-i0.0 6) 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1,33 Uniform Loads(pif) Vert:A-D=83.0,E-Fi=-10.0 gi IM! �.(dRFd7tY(3-Ycr�p�efaofgra purrssgsoferaa esnd �1Y(X7`��ON;i'T�fi,�hl0't7 1RL:`"VfnP�:;�63fiT�D�t7O ilk, Design valkl for use only wllh MlTek connectors.This design h based only upon parameters shown,and Is for on Individual building component to be MAE ins€ailed and boded vertically. Appl�abllRy of design parameters and proper Incoiporoiton of component is responsiblllly of bu€Iding designer•not truss deslgnet.Braclnq shown is fol lateral support of Sndlvklual web members only.Addltlono€temporary bracing to Insure stobitlly during conslrucilon Is the responslblflty of the eracfor.Addllbnol permanen! braclnq of the overal€slruciure is the iesponsiblilly of the bulki€nq destgner. Fot general guidance !Tek iegoidinq labilcalbn,quality control,storage,delNery,erection and brac€nq,consult OST•68 Quality S€andard,DSB•89 Bracing SpecHicallon,and HIB•91 @ HandOng Installing and Bracing Bocommondallonavallabia from Truss plate Insiltule,683 D'Ono810 Drive,Madison,WI63719, SafetySymbols Numbering System AGeneral PLATE LOCATION AND ORIENTATION V/. *Center plate an joint unless Failure to Follow Could Cause property dimensions indicate otherwise. Damage or Personal Injury Dimensions are in inches.Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property 1�9 J2 TOP CHORDS J4 owner and all other interested parties.. 2. Cut members to bear tightly against each other. o WEBS J5 3, Place plates on each face of truss at each *For 4 x 2 orientation, locate U a r3 � joint and embed fully, Avoid knots and wane plates I/a"from outside edge of `, a at joint locations. truss and vertical web, C.) u a 4. Unless otherwise noted,locate chord splices �r o at 1/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of �. required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second p dimension is the length parallel g all respects,equal to or better than the to slats. grade specified. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ft.spacing,or less, if no ceiling ICBO 1591, 1329,4922 g is installed, SBCCI 87206,86217,9190 unless otherwise noted. BEARING WISC/DILHR $70040 N,930013-N,910080-N 12.Anchorage an /or load connections to trusses transferring are the responsibility of nA others unless shown. Indicates location of joints 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. O iTeK 15.Care should be exercised in handling, R TM erection and installation of trusses. �! �o PANEL O 1993 Mitek Holdings, Inc. FORM019,019 ® "ORD-AW® CLIP Y o L rUss y—i pe ty y CAI W7�51R71 i ANUOVETtt F�TA it955aa1 02A735 ROOF TRUSS 2 10 tion,1M aunefa Ian, ue ec Cana a 0 s an 2 I e n us nes, nc. ue an 221b 6 ; G2 ago I'- 9-1-3 4x4 2-10.0 Scale=1:15.1 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS C 10.00 12 DE s - A 2x4 IA II 2xA== 5-st-3 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) Well PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.14 Vert(LL) nla n/a M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) nIa nla BCLL 0.0 Rep Stresslncr YES WB 0.02 Horz(TL) 0.00 D n1a BCDL 10.0 Code BOCAIANS195 (Ma(rix) Ist LC LL Min Well=360 Weight; 14 lb LUMBER BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or 5-11-3 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, OTHERS 2 X 3 SPF No.2 REACTIONS((blsize) B=290I5-3-3,D=29015-3-3,F=15815-3-3,A=•9115-3-3,E=-9115-3.3 Max Horz A=-75(load case 4) Max Uplift B=-104(load case 5),D=-7B(load case 6),A=-109(toad case 2),E=-109(load case 3) Max Grav B=331(load case 2),D=331(ioad case 3),F=158(load case 1),A=97(load case 5),E=44(load case 6) FORCES(lb)-First Load Case Only TOP CHORD A-13=78,B-C=-111,C-D=-111,D-E=78 BOT CHORD B-F=26,D-17=26 WEBS C-F=-107 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurr€cans ocean line,on an occupancy category 1,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If and verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind, The lumber DOL increase is 1.33,and the plate grip increase is 4.33 2) Design load is based on 37.5 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) .This truss has been designed for a live toad of 20,Opsf on the bottom chord in all areas with a clearance greater than 3-6.0 between the bottom chord and any other members, 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 104 Ib uplift at joint B,78 lb Uplift at joint D,109 lb uplift at joins A and 109 lb uplift at joint E. 6) NIA 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8 Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in, LOADCASE(S) Standard �e? ���esr Qkw il► Soo January 23,2002 �JA.#�NdPi'f3-i�e�{jtf tise$�n�se^asase�sr�csrac$182F:�7]3�rpT'1;�(1!y''7'FII�'.4Ni?1°BEVF..tY��wdd3�t3P&"B7.Ft�°r1 ". ®�® Despn valid for use onry with MlTak connectors.this design is based only upon parameters shown,and Ez for an Individual building component€o be Ins€alled and€oaded Vertbally. App€lcabllliy of design parameEers and proper Incarporalbn of componen!k responslblNly o1 bulWinq designer•nok Truss designer.Bracing shown ks Eor lateral support of Individual web members an1y,Addlibnal temporary braclnq to Insure s1ablSly dutlng consnuctlon b the responslbllliy of the erector.Addllbnal parmanen€ braclnq o1 the overall structure Is the responsibility of the bulkilnq designer.For general quklance regordlno fabr�albn,quality control,storage,delivery,election and braclnq,consult 4Sr-80 Bua1Ny Standard,DSB•89 Braclnq SpecEllcatlan,and HIB•9t M iTeko Handling Inslall€ng and tlsacing rlocommondaiIon ovollable,from iruss Plate Inallule,583 D'Onofrlo Drive,Mad€son,WI b3719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate an joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the securely seat. plates to both sides of truss and building designer,erection supervisor,property 1/81• J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each OC7 J5 other. 3, Place plates on each face of truss at each *For 4 x 2 orientation, locate o " joint and embed fully.Avoid knots and wane plates I/8"from outside edge of a 4, zS r of iDint locations. truss and vertical web. a 4. Unless otherwise noted,locate chord splices o at 7/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of ""`• required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-2$ 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required I I.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 f1'.spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,8b217,9190 12.Anchorage and/or load transferring BEARING W1SC/DLHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of others unless shown. Indicates location of joints at13.Do not overload roof or floor trusses with which bearings{supports)occur. stacks of construction materials, 91q9 14. Do not cut or after truss member or plate without prior approval of a professional � engineer. !Te ® 15.Care should be exercised in handling, TM erection and installation of trusses. © 1993 Miitek Holdings, Inc. FORM018,079 CLI IS UrSTANDARD PIGGYBACK ST-PIGGY TRUSS CONNECTION DETAIL _. _. MITek Industries,Inc. DECEMBER 2,2002 2 x x 6'-0"SIZE TO MATCH Page i of 1 TOP CHORD OF PIGGYBACK. ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 1Od NAILS SPACED 6"O.C.AND STAGGERED PIGGYBACK TRUSS \ ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2-16d NAILS TO NAILED. ATTACH EACH PURLIN TO TOP ��O CHORD OF BASE TRUSS WITH 2-16d NAILS. . BASE TRUSS \\ SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS(SPACING NOT TO EXCEED 24"O.C.), ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2-16d NAILS. NOTE: FOR PIGGY BACK TRUSSES WITH SPANS<12' A PURLIN TO BE LOCATED SCAB MAY BE OMMITED PROVIDED THAT: AT EACH BASE TRUSS JOINT. ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12"OVER JOINT) IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN,AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. 6"x S"x 1/2"PLYWOOD(or 7116"OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT, ATTACH WITH 3-6d NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEB TO 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS EXTEND THROUGH MUST MATCH IN SIZE,GRADE,AND MUST LINE UP BOTTOM CHORD /i AS SHOWN IN DETAIL. OF PIGGYBACK 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO THAT THERE IS FULL WOOD TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASF TRUSS. 4) ATTACH 2 x_x 6'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d NAILS AT 3"O.C.STAGGERED. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 3700 LBS(Q1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 3700 LBS. 1bARNIma-Vetrtfy demlifn pcaromatersa and f ZAD NO F9 ON THIS AND REVERSE JIVE REFORZ US9. ��0 Design valid too use only with MI€ek connectors.lhh design Is based only upon parameters shown,and Is for on Individual buYding component to be �U[ Installed and ioaded verlicaBy. Appilcablilly of design parameters and proper Incorpoaaflon at component Is iesponsibIlAy of building designer-not truss designer.Bfaclno shown Is for lolerat support of Individual web members only.Additional tempoaary bracing to Insure stoblllly dining conshuclion k the mil iespondbillly of the ereclof.Additional permanent bracing of the overall structure Is the responsibilliy of the bulkting designer.For general guidance iegoiding fabrication,quoilly control,storage,deltvwy,erecllon and bracing,consW OST-88 Quality Standard,DSI.89 Bracing SpecBicallon,and HIB•91 A A����� Handling Installing and Bracing Racommandatlon available from Truss Mole Inslllule,683 D'Onofalo Drive,Madison,WI53719. �V Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor, property securely seat, g g P p p tY 1/$u J2 J3 J4 owner and all other interested parties.. TOP CHORDS � 14 2. Cut members to bear tightly against each a WEBS J5 other, X 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate " 3 �3 cc and embed fully. Avoid knots and wane plates 1/8"from outside edge of a atjoint locations, truss and vertical web. a 4. Unless otherwise noted,locate chord splices C, o at 1/4 panel length(+6"from adjacentjoint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 JS lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ff•spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring BEARING W1SC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. M_ 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. Iek° 15.Care should be exercised in handling, erection and installation of trusses. PANEL O 1993 Mitek Holdings, Inc. CLIP FORM918,019 GONG-nWiL® ���®�0 o russ russ ype Y Y C f]OVE , -27 11955842 02A735 PB10 ROOF TRUSS i 1 o tlonal 'TUC LRATEC,CaisnerTa:on,C1uUcadOS 1 Ff02 s ug 20 2� Tlvl i eft n us nes, nT c.we awn3€1802 2(7U ag1�1� 2-10-2 7-7-4 2-10-2 4-9-2 2-" 7-7-3 Scale=1:40.3 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION 3x4= 3x4 DETAIL FOR CONNECTION!TO BASE TRUSS 1x4 II F F 1x4 It D G 10,04 F,2 `Q 1x4 h 1x4 11 1' H C JI rn 9r- 4 0 4 3x4= 3x4= 4x4 II 1x4 II 1x4 II 3x4- 1x4 II 2-10-2 17-2-7 -{ 2-10-2 14-4-5 ale sets 2 0, -1- F1-2. LOADING{psf) SPACING 2-0.0 CSI DEFL (1oc) Ildefl PLATES GRIP in TCLL 37.5 Plates Increase 1.15 TC 0.29 Veri(LL) nla nla MII20 I 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Verl(TL) n1a nla BCLL 0.0 Rep Stress Incr YES WB 0,24 Horz(TL) 0,00 J nla BCDL 10.0 Code BOGAIANS195 (Matrix) 1 st LC LL Min I/deft=360 Weight:53 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oe pudins,except BOT CHORE] 2 X 4 SPF No,2 2-0-0 oc purlins(6-0-0 max.}:F-F, OTHERS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(iblsize) A=26l17-0-0,J=151i7-0-0,B=1 1 711 7-0-0,L=3 011 7-0-0,0=406fi7-0-O,M=397f17-0-0,N=417fi7-0-0,K=382/17-0-0, 1=136117-0-0 Max Horz A=-229(toad case 4) Max Uplift A=-153(load case 4),J=•l 2(load case 6),B--33(load case 5),O=•122(load case 6),M=-84(load case 4),N=-91(load case 5). K=-133(load case 6),1=-25(load case 5) Max Gfav A=152(lead case 5),J=20(load case 3),8=I38(load case 2),L=30(load case 3),0=474(load case 2),M-452(load case 3),N=472(load case 2),K=450(load case 3),1m158(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-B=7,B-C=22,C-D=-197,D-E=-168,E-F=-60,F-G=-166,G-H=-197,H-I=-89,I-J=17 BOT CHORD B-O=58,N-O=58,M-N=58,L-M�58,K-L=58,1-K=58 WEBS C-O=-339,G-M=-332,D-N=-331,H-K=-339 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 16 mI from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOGAIANS195 If end verticals exist, they are not exposed to wind, if cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1,33,and the plate grip increase is 1.33 2) Design load is based on 37.5 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than IRA- 3-6-0 between the bottom chord and any other members. of 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 153 lb uplift at Joint A,12 lb uplift M joint J,33 lb uplift at joint B,122 lb uplift at joint O,84 lb uplift aljoini M,91 lb uplift at joint N,133 lb uplift at joint K and 25 lb uplift at joint 1, GAM 7) NIA J1 8) This truss has been designed with ANSIfTPI 1-1995 criteria. 9) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TIC wf 2-10d nails. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n, LOAD CASE(S) Standard January 23,2002 bse'r117[INo-Verify dealIgn paramRilers and AD NOTES LFlslTI'liq A,N YERSp SIDE BEFORE IJ39. Design valid for use only with Milek connectors.This design Is based only upon parameters shown,and Is for an Individual building component 10 be Installed cod loaded vertically. Appileabiiiiy of design poiamelers and proper Incoiporallon of component is iesponsib5ily of building designer-not truss sll Individual fve [ uit te bracing t i r esponblllly o1 he erector,Addilllonat petmonniib bracing o the oralslucleis theeponsibli{fy of the bulk Ing designer.Fol general guidance regarding fabricalion,quality control,slorage,delivery,erection and bracing,consul{aST•88 Quality Standard,DSB•89 Bracing Specmentlan,and HIB•91 n iTek Handling Installing and Brocdng Recommandallon available from Ifuss plate Institute,503 D`Anotilo Drive,Madison,wl 63719. 'V' ....... ............. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION *Center plate on joint unless�� Failure to Follow Could Cause Property �. Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property J2 TOP CI�ORDS J4 owner and all other interested parties.. -F C, ZLI 2. Cut members to bear tightly against each other. o 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate M � joint and embed fully.Avoid knots and wane plates 1/8"from outside edge of a at joint locations. truss and vertical web. o a 4. Unless otherwise noted,locate chord splices o at 114 panel length({6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in Ji J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Comber is a non-structural consideration and Mi ek/Gang-Nail Joint/Plate Placement Chart. FARTHEST To THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT To RIGHT. practice is to Camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second dimension is the length parallel in all respects,equal to or better than the to slots. grade specified. BOCA 86-93,85 75,91-28 10.Top chords m ust be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. JCBO 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, SBCCI 87206,86217,9190 unless otherwise noted. BEARING W1SC/DILHf� 870040 t�,930013-iV,910080-N 12.Anchorage connections to and/or trusses are the responsibility of others unless shown. gig which bearings(supports)occur.Indicates location of joints 13.Do not overload roof or floor trusses with —�.O stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional lTek° engineer. G 15.Care should be exercised in handing, TM erection and installation of trusses. PANEL © 1993 Mitek Holdings, Inc. FORM018,019 �-��L® CLIP E d� toss toss ype _ - ty y srA1T�IPSf�NO�Tt1 Af3f5g4EFF i 11955843 02A735 PB11 ROOF TRUSS 6 1 o iional STR=U LT}�ATEC;�rfer- a Ion, ue ec anadaGbS f NO MUTT ug e n ustnes,Inc. e an 2 0 3�E000� age t 2-9-15 5-9-2 B-7-3 4x5= Scaie=1:46.8 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS D 10.00I12 1A If 1x4 II C E 0 4 3x4= K J I H 3x4= 1x4 11 1x4 II 3x4= 1x4 ll 17-2-4 2-9.15 14-4-5 . P ale sets -0-0 - -0, :0 0- -0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Ildefi PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.37 Vert(LL) n1a n1a M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL nla nla BCLL 0.0 Rep Stress Incr YES WB 0,27 Horz(TL) 0.00 F n1a BCDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight:54 lb L BRACING UMBER TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOP CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2 X 3 SPF No.2 REACTIONS(Iblsize) A=-30 611 7-2-6,G=-3 1 111 7-2-6,B=6 3511 7-2-6,1=i3117-2-6,J=322/17-2-6,K=472117-2-6,H=459117-2-6,F=6 4 211 7-2-6 Max Herz A=-259(load case 4) Max Uplift A=-339(load case 2),G=-344(load case 3),B=-161(load case 5),Ku-145(load case 6),H=-155(load case 4),F=-B2(load case 6) Max Grav A=258(load case 5),G=85(load case 6),6=686(load case 2),1=19(load case 2),J=322(load case 1),K=574(load case 2),141=562(load case 3),F=693(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-B=204,B-C=-221,C-D=-223,D-E=-223,E-F=-221,F-G=207 BOT CHORD S-K=77,J-K=77,I-J=77,H-1=77,F-H=77 WEBS D-J=-250,C-K=-383,E-H=-383 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,i6 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANSi95 if end verticals exist, they are not exposed to wind. If cantilevers exist,they are exposed to wind. If parches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2) Design load is based on 37.5 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 339 ib uplift at joint A,344 lb u lift at joint G,161 lb uplift at joint B,145 lb uplift at joint K, 155 lb uplift at joint H and 82 ib uplift at joint F. 6) NIA OF 7)This truss has been designed with ANSf1TPl f-1995criteria. 8) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in. MY LOAD CASE(S) Standard �n Soo Q January 23,2002 wA171 INa.verify doisfgn p ararnoters and READ NOTES OldT911SAND REVERSE SIDX BEFORE VJSEI —�® Design valid for use only with Milek conneciots,this design Is based only upon parameters shown,and Is lot an Indlvlduol building component 10 be Insioiled and loaded verlically. Applicabllily of design paramelers and proper Incorporation of component Is fesponsibif€ly of building deslgnet•not truss designer,Bracing shown Is lot metal suppoll of Individual web membors only.Addllbnal temporary biacing to Insure sloblllly during consiructlon Is the rresponsibiilly of the eiecloi.Additional petmonent bracing of the overall shuclure Is the reslonsibiiity of the buckling designer.For general guidance bracing,consult Qsf•a8 Quoin standard ����� egarding labricatbn,quality control,storage,delivery,erection and ,DSB-80 Bracing speclticallon,and NIB-91 Handling Installing and Racing Recommendation avaliobie from Twss prate Institute,$83 D'Onolrlo DRvo,Madlson,WI83719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property In, 1�/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise, Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor,property '/s Ys J2 TOP CHORDS J4 owner and all other interested parties.. T c2 2, Cut members to bear tightly against each other. o _ WEBS J5 3. Place plates on each face of truss of each *For 4 x 2 orientation,locate �� � joint and embed fully.Avoid knots and wane plates I/s"from outside edge of a ,7 at joint locations, truss and vertical web. 0V a 4. LIN I ess otherwise noted,locate chord splices Cz C o at 14 panel length(*6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of • required direction of slots in Ji JB J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Ncill Joint/Plate Placement Chart. FARTH EST TO TH E LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions The first dimension is the width shown indicate minimum plating requirements. CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second p dimension is the length parallel in all respects,equal to or better than the to slots. grade specified. i30CA 86-93,85 75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location required continuousslateral bracing. 11.Bottom chards require lateral bracing at 10 l bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, SBCCI 87206,86217,9190 unless otherwise noted. SEARING WISC/DILHR 870040-N,930013-N,910080-N 12.Anchorage connections todtrussload transferring es ore the responsibility of others unless shown. which Indicates location of joints 13.Do not overioad roof or floor trusses with A 0 which bearings(supports)occur. stacks of construction materials. ks mi! 14.Do not cut or alter truss member or plate without prior approval of a professional iTe ® engineer. ® 15.Care should be exercised in handling, TM erection and installation of trusses. FORMO1B4O19 GO 1993 Mitek Holdings, Inc. CLd1P Tb Truss russ Type ty R=1n lfANDDOER,MA 11955844 02A735 PB2 ROOF TRUSS 14 .1 STF�LTC auner a Ion, ue ec anada�fl0 4.201 - s an 0 an :5 0 age 5-1 1-3 --1 3-1-3 4x4 2-1D-0 Scale=1:17.2 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS c 10.06 12 Ci ED s 4 A f617 0 2x4 1x4 II 2x4= 5-11-3 r- 5-11-3 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Ildefl PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.23 Vert(LL) nla nla M1120 197M44 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) nla nla BCLL 0,0 Rep Stress tncr YES WS 0.03 Horz(TL) 0.00 D nla BCDL 10.0 Code BOCAIANS195 (Matrix) ist LC LL Min Ildefl=360 Weight:16 It) LUMBER a BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-3 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 3 SPF No.2 REACTIONS(iblsize) A=-15115-11-3,E=-26515-11.3,B=38 415-1 1-3,D=48415-11.3,F=1 9315-1 1-3 Max Horn A=88(load case 5) Max Uplift A=-180(load case 2),E=-316(load case 3),B=-141(toad case 5),D=-158(load case 6) Max Grav A=133(toad case 5),E=119(load case 6),B=441(load case 2),D=560(load case 3),F=193(ioad case 1) FORCES(lb)-First Load Case Only TOP CHORD A-B=113,B-C=-135,C-D=-136,D-E=160 BOT CHORD B-F=31,D-F=31 WEBS C-F=-130 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 16 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 It by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip Increase Is 1.33 2) Gable requires continuous bottom chord bearing 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas with a clearance greater than 3.6-0 between the bottom chord and any other members. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 180 lb uplift at joint A,316 lb Uplift at Joint E, 141 lb uplift at joint a and 158 lb uplift at joint D. 5)This truss has been designed with ANSIITPI 1-1995 criteria 6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASES) Standard OF A s,a January 23,2002 WARWNG-VerVy dex1grt p arurnttere and READ NOTES ONT1113 AND REVERSF WDE 8EFO1Z USE. ®� Design volld for use only with M€1ek connectors.This design Is based only upon parameters shown,and Is tot an individual bullding component to be Installed and loaded vedeally. ApplicablBly of design parameters and proper Incotpaollon of component is fesponslblllly of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional tempaaiy bracing to Insure slablIlty duting consducilon Is the responsibility of the ereeloi.Additional permanent bracing of the overall siructure Is the responsibillly of the buckling designer.For general guidance iegoiding fabrication,quality control,storage,delivery,erection and bracing,consult OSl-88 Quality Standard,DS11•89 Bracing Specification,and HIB•91 MiTek� Handling installing and Bracing Recommendation ovallable from Tiuss Wale institute,683 D'onotdo Ddve,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Properly 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property '/s securely seat. J2 J3 J4 owner and all other interested parties.. � TOP CHORDS -p- 2. Cut members to bear tightly against each r C7 73- other. WEBS J5 o - 3, Place plates on each face of truss at each *For 4 x 2 orientation,locate - ,� a joint and embed fully. Avoid knots and wane plates 1/8"from outside edge of � �,, = at joint locations, truss and vertical web. a 4. Unless otherwise noted,locate chord splices c� cr o at�/4 panel length('b"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted,moisture content of =... required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. & Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail JointlPlate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT To RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted, SBCCI 87205,86217,9190 12.Anchorage and/or load transferring W€SC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at which bearings{supports)occur. 13. Do not overload roof or floor trusses with ,...... stacks of construction materials. Mix - 14.Do not cut or alter truss member or plate - without prior approval of a professional engineer. ® ITek 15.Care should be exercised in handling, rM erection and installation of trusses. PANEL CL.II= 01993 Illlitelr Holdings, Inc. FORMOi8,019 �.ryry�-�,o,L J01i; cuss russ ype ty Pr. 130RTP AF][50a 11955845 02A735 PB2X ROOF TRUSS 25 1 0 lional ' FtUCTO aur€er-Station,Quebec ana a o 0 s Jan 0 € e n us nos, nc. ue Jan 2 :6�:3�"20 age i 3_y3 2-10-0 4x4= Scale=1:17.2 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL.FOR CONNECTION TO BASE TRUSS G 10.00 12 CIE A r? Ic? 2x4 f 1x4 II 2x4 5-11-3 5-11-3 LOADING(psf) SPACING 2.0.0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.21 Verl(LL) nla nla M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Veri(TL) nla n!a BCLL 0.0 Rep Stress Iner YES WB 0.03 Horz(TL) 0.00 D nla BCDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min lldeFl=360 Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-3 oc purlins. BOT CHORD 2 X 4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. OTHERS 2 X 3 SPF No,2 REACTIONS(lblsize) A=-151I6-2-O,E=-15116-2-0,B=38416-2-0,D=385/6-2-0,F=19316-2-0 Max Herz A=-89(load case 4) Max Uplift A=-180(ioad case 2),E=-180(load case 3),B=-142(load case 5).D=-111(load case 6) Max Grav A=133(load case 6),E~=70(load case 6),B=442(load case 2),D=442(load case 3),F=193(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-13=113,B-C=-135,C-D=-135,D-E=113 BOT CHORD B-F=32,D-F=32 WEBS C-F=-131 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceaniine,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 It with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip increase Is 1.33 2 Design load Is based on 37.6 psf specified roof snow load. 3; Unbalanced snow loads have been considered for this design. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 180 ib uplift at joint A,180 lb uplift at joint E,142 lb uplift at join(B and 111 lb uplift at joint D. 6) NIA 7)This truss has boon designed with ANSIITPI 1-1995 criteria, 8 Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0,5001n, LOAD CASE(S) Standard �Y 4n o January 23,2002 WARNING-VerVy dAsIgn parameters artd READ NDTKS ONT111S AND REVERSE WDE DEFORP USA;. rrrrr� Design valld for use only with MTrek connectors.This design Is based only upon paromelea shown,and Is for an Individual building component fo be Installed and loaded vefllcalfy. Applicability of design paromelers and proper incorporation of component Is responsibility of building designer-not Irirss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure slabltlly during conslmcllon k the fesponsibility of the eieclor.Additional permanent bracing of the oveeall slrueture is the iesponslblllly of the bullilno designer.For general guidance regarding fobrloollon,quality control,storage,delivery,erection and bracing,consult QST-BB Quaflly Slandard,OSO.89 Bracing Specification,and 1,I0-91 M iTe k° Handling installing and Bracing Recommendallan oval€able from Twss Plate Inslltufe,583 D'Onofrlo Drive,Madison,WI 53719. Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. WK7Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property ,/ securely seat. J2 J3 J4 owner and all other interested parties.. �e TOP CHORDS ca 2. Cut members to bear tightly against each ca other. WEBS J5 o - a 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate � �� joint and embed fully. Avoid knots and wane plates 1/8"from outside edge of a r at joint locations, truss and vertical web. a 4. Unless otherwise noted,locate chord splices o at I/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J� JS J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MTelk/Gang-Nail Joint/Piate Placement Chart. FARTH EST TOTHE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Piate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,9300T3-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials. MAN 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® ITe ° 15,Care should be exercised in handling, � TM erection and installation of trusses. O 1993 Mitek Holdings, Inc. FORM019,019 R®AIR - t Ty CAk�NAS€�NOA AlgD017MA Tnb miss russ ype y 11955846 02A735 PB3 ROOF TRUSS 1 1 o tional ry Ri7CTQRl E�Cuner- afson, ua cc anal G(3���1 s an r e n us rles, nc:Tue a2 1fi:5� 60 a ge 5-11-3 4-7-3 1-4-0 3x4= Scale_1:24.4 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION lx4 II DETAIL FOR CONNECTION TO BASE TRUSS o E 1x4 II 10.00 12 C A$ 19 I-- 9 H 1.5x4= d 2x4= tx4 II 5-11-3 - 6-11-3 ate sots 3 LOADING(psf) SPACING 2.0.0 CSI DEFL In (too) Ildefl PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.60 Vert(LL) nla nla M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Velt(TL) nla nla BCLL 0.0 Rep Stress Incr YES W B 0.10 Horz(TL) -0.01 H nla BCDL 10.0 Code BOCAtANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight; i9 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-3 oc purlins, except end verticals,and 2-0-0 cc BOT CHORD 2 X 4 SPF No.2 purlins:li E. WEBS 2 X 3 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10 0 Q ac bracing. OTHERS 2 X 3 SPF No.2 REACTIONS(lblsize) A=11415-11-3,H=8115-11-3,B=-52/5-ll-3,G=5 0015-1 1-3 Max Horz A=111(load case 5) Max Max Gpravt A=I I5(load caload se 2)),H=B9load(load ccase se 1),,R=62(loaddcase 4),G=563(lood case 2)load case ) FORCES(lb)-First Load Case Only TOP CHORD A-B=-64,B-C=143,C-D=-139,D-E=0,F-H=-81,E-F=-58 BOT CHORD B-G=O,F-G=0 WEBS C-G=-435 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceantine,on an occupancy category 1,condition i enclosed building,of dimensions 114 ft by 90 it with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If parches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip Increase is 1.33 2) Provide adequate drainage to prevent water pending. 3 Gable requires continuous bottom chord bearing. 4 "This truss has been designed for a live load of 20.Qpsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 5) Bearing at joint(s)A,H,B considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 Ib uplift at Joint A,1 lb uplift at joint H,124 lb uplift at joint B and 133 lb uplift at joint G. 7) This truss has been designed with ANSIITPI 1-1995 criteria, ss TC w/2 10d nails. 6) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to tru 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Cn LOAD CASE(S) Standard ,K 0 �tOKAt�� ,January 23,2002 W4r.�lz�N a.ver Vy dgstgrr parxarneterir and An NOTES Offl THIS AND RBVFR WD �ar�� USE. 7-1 Design valid for use only with maek conneolors,This design Is based only upon paroreeters shown,and Is for on Individual buiiding component to be Installed and loaded verllcally, App�ablilty of design poiameleis and proper lncorporollon of component Is responsibility of building designer-not Iruss designer,Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to insure slablllly during conslrucllon Is the responslblilty of the erector.Additional permanent bracing of the overall struclure Is the responsibility of the building designer.For general guidance regarding lobslcallon,quality control,$forage,delivery,exec€Ion and btacing,consult QST-88 Quality Slandasd,DSB•89!Bracing Specification,and HI8.91 Handling installing and Bracing Recommrndutlon availabS&from Truss Flare Institute,5e3 wonofrlo Drive,Modisorn,W163719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Properly 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat, building designer,erection supervisor,property J2 TOP CHORDSJ4 owner and all other interested parties., C2 C3 2. Cut members to bear tightly against each J5 other. 0 WEBS 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate �, 3 �� y X joint and embed fully. Avoid knots and wane plates 1/8"from outside edge of o at joint locations. truss and vertical web. a 4. Unless otherwise noted,locate chord splices C6 C, o at 1/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of �. required direction of slots in A J8 J7 J6 lumber shall not exceed 19%of time of connector plates. fabrication. 6, Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MTek/Gang-Nail Joint/Plate Placement Chart, FARTHEST TO THE LEFT_ is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, SBCCI 87206,86217,9190 unless otherwise noted. 12.Anchorage and/or load transferring BEARING W1SC/DILHR 870040 N,930013-iV,910080-iV connections to trusses are the responsibility of others unless shown. Indicates location of joints of 13.Do not overload roof or floor trusses with which bearings(supports}occur. stacks of construction materials. - ; 14.Do not cut or alter truss member or plate without prior approval of a professional ITek� engineer. ® 15,Care should be exercised in handling, � rM erection and installation of trusses. PANEL © 1993 Mrtek Holdings, Inc. ® FOitM019,019 CLIP HYDRO"Aw O L�ibT5-- russ toss ype ty 11y �T � 32, 11955847 PB4 ROOF TRUSS 3 1 optional} TU-Fs ULT nor- a on, ue eanaa 1N0 20 ustnos,Tne.iueT��T�55: 100�1�a9e b-11-3 6-11-3 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION tx4 41 Scale=1:20.6 DETAIL FOR CONNECTION TO BASE TRUSS D 1o.0t3 tz IA II C oS q G 1.5x4= 294= tx4 II I 5-11-3 5-11-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ion) Ifdefl PLATES GRIP TOLL 37.5 Plates Increase 1.15 TC 0.23 Vert(LL) nla n/a M1120 197l144 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Ved(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 B n/a BCDL 10.0 Cade BOCAIANSI95 (Matrix) 1st LC LL Min 1ldefl=360 Weight:20 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-3 oc purlins, 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 3 SPF No.2 OTHERS 2 X 3 SPF No.2 REACTIONS(lb/size) A=-49/5-11-3,G=13215-1 t-3,B=20015.11-3,Fm36115-11-3 Max Herz A=140(load case 5) Max Uplift A=-60(load case 2),G=-36(toad case 5),B=-52(load case 5),F=-97(load case 5) Max Grav A=128(load case 5),Gm154(load case 2),B=236(load case 2),F=419(load case 2) F'ORCES(ib? First Load Case Only TOP CHOR A-13=54,B-C=86,C-13=53,E-G=-132,D-E=-109 BOT CHORD B-FAO,E-F=0 WEBS C-F=-295 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 it above ground level,using 5.0 psf top chord dead load and 6.0 psf bottom chard dead load,16 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they aria not exposed to wind. If cantilevers exist,they are exposed to wind. if parches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip increase is 1.33 2) Gable requires continuous bottom chord bearing. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members, 4) Bearing at joint(s)A,G.B considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint A,36 ib uplift at joint G,52 lb uplift at joint B and 97 lb uplift at joint F. 6) This truss has been designed with ANS11TP1 1-1995 criteria. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Gn Soo l� Q January 23,2002 1 ARNING�Yeeffy eteafign pararnebera and READ NOTES ONT1118 AND REVERS'SIDE BEFORE T13E. ^rwwaE$� Design valid for use only with MiTek connectors.Ihh design H based only upon parameters shown,and Is for on Individual buliding component to be Installed and loaded vertically. Appikabl€Ry of design parameters and proper rncorporalton of component k iespon0blllly of building designer-not Huss designer.11facing shown 1s for lateral support of Individual web members only,Addllbnal lemporory bracing to Insure stability during conslrucHon k the fesponsiblilly of the erector.Additional permanent bracing of the overall shucture&the responslbllIly of the bulkling designer.For general guidance regarding fabrloalion,quallly control,storage,dellvery,erecllon and Wooing,consull OST•88 Quality Standard,DSB•89 Bracing Specification,and NIB-91 /� �e�� Handling Installing and Siccing Rocammendatlon available from Truss Mle€nsillute,683 D'Onofrlo oilve,Madison,W153719• 'V' Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer,erection supervisor, property 1�a.. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each 44 c2 J5 other, oWEBS3. Place pirates on each face of truss at each *For 4 x 2 orientation,locate = s c> joint and embed fully.Avoid knots and wane plates a/8"from outside edge of a �, at joint locations. truss and vertical web. o a 4. Unless otherwise noted,locate chord splices C, G6 o at a14 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of :.` required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%of time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mirek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials. ................ 14.Do not cut or alter truss member or plate without prior approval of a professional ITG16�' engineer. ® 15.Care should be exercised in handling, TM erection and installation of trusses. CL PA © 1993 Mitek Holdings, Inc. FORM018,019 GANG-NAIL® rg� f r02A735, ._.—.....JPB5 ss russ ype TY y __.., 1195584B ROOF TRUSS 1 1a lional F{ our er a Ian, ue cc ana—a��F7ti 4.201�1 s an I e n ustnes, nc. ue an 2 :55: age 4-5-11 .� 6-11-3 4-5-11 3xA W 1-5-8 Scale=V23.7 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION 1xA II DETAIL FOR CONNECTION TO BASE TRUSS E 1) 1x4 !I 10.40 12 C Y H 1.6x4= 16 20= 1x4 II I 5-11-3 —� 5-11-3 a e se s 0 0=T�3)— LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Ildefl PLATES GRIP TCLt_ 37.5 Plates Increase 1.15 TC 0.55 Vert(LL) nla nla M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) nla n1a BCLL 0.0 Rep Stress Incr YES WB 0.09 Ho¢(TL) -0.01 H nla BCDL 10.0 Code BOGAIANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight: 13lb LUMBER BRACING TOP CHORD 2 X 4 SPF No,2 TOP CHORD Shealhed or 6.11-3 oc purlins, except end verticals,and 2.0.0 oc BOT CHORD 2 X4 SPF No,2 purlins:D-E, WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, OTHERS 2 X 3 SPF No.2 REACTIONS(iblsize) A=9515-11.3,H=87/5-11-3,B=-2215-11-3,G=48415-11-3 Max Horz A=108(load case 5) Max Uplift A=-43(11oad case 4),H=-2(load case 4),B=-120(load case 3),G=-124(ioad case 5) Max Grav A=108(load case 3),H=87(load case 1),B=70(load case 4),G=543(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-B=-53,B-C=137,C-D=-136,D-E=0,F-H=-87,E-F=-64 BOT CHORD B-G=O,F-G=0 WEBS C-G=-418 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 it above ground level,using 6.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90€t with exposure B ASCE 7-93 per BOCAlANSI95 If end verticals exist,they are not exposed to wind. If cantitevers exist,they are exposed to wind, If porches exist,they are not exposed to wind, The lumber DOL Increase is 1.33,and the plate grip Increase is 1.33 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing 4) 'This truss has been designed for a live load of 20,0psf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members, 5) Bearing at joinl(s)A,H,B considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 It)uplift at Joint A,2 lb uplift at joint H,120 lb uplift at joint B and 124 Ito uplift at joint G. V' Ilili All. n_ 7)This truss has been designed with ANSIITPI 1-1995 criteria. q 8) Design assumes 4x2(fiat orientation)purlins at cc spacing indicated,fastened to truss TC w12.10d nails. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard a January 23,2002 t�`RFthllTlC3-irerif�td��lgrrs�xsr'cxmetaee'�cantl Jd@�fdr?T"E a C3�d'T'64':<�li14lID ftfi:4'��d�`F�I13L I3Fq Tl. �_® Design volId for use only with M(rek connectors.This design h based only upon parameters shown,and Is for an Individual building component to be Insfolled and loaded verlkalty, lspplleablllly o!design parameters and proper Incorporatbn of component k responslblllty of building desWner•not bass designer.8raclnq shown 1s for loleraE support o1 kndlvldual web members only,Addllbnal temporary bracing to insure stab1111y during consfiuctbn Is lira sesponslblllky or the erector.Addlllonal permanent bracing or the overall structure 4s the responslbllliy of the bulkllnq designer.For general guklanca regoldlnq Sobrlcatbn,qua411y conlroE,storage,delivery,erection and blaclnq,consuif O3T•88 Cluolliy Siondard,D3B•89 Bracing Specfflcallon,and HIB•91 ],/0����® Handling Installing and Brocing 8eoammendallon available lfom Truss Plate lnslllule,03 D'OnoUlo Drive,Ma ��/�Madison,WI63719. Symbols Numbering System AGeneral Safety Noteos PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. 9 g p p p ty '4 J2 TOP CHORDS J4 owner and all other interested parties.. 2. Cut members to bear tightly against each C7 Z other. Cl J5 3. Place plates on each face of truss at each *Far 4 x 2 orientation, locate join#and embed fully, Avoid knots and wane plates 1A"from outside edge of r atjoint locations, truss and vertical web. � a 4. Unless otherwise noted,locate chord splices C6 o at 1/4 panel iength(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of «.... required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE:10WESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT, practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring BEARING WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. - 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. iTek 15.Care should be exercised in handling, TM erection and installation of trusses. © 1993 Mitek Holdings, Inc. �uP FORM016,Oi9 �aN�_Ngi� low... Truss Truss Type ty y RTDOVER,MA 11955849 02A735 PB6 ROOF TRUSS 1 1 o tional� I -STRUCTURES LT auner- alion Chide ecti Cana ac>a G-0 61- s ug OW2 i e n us nes, ncf -Wed Jan 23 2-gage I 1 1 91 2-3-8 —1 SEE MiTek STANDARD IGGYBACK TRUSS CONNECTION 3x4= Scale 1:6,4 G DETAIL FOR CONNECT ON TO BASE TRUSS 10.00 12 D 2x4= 2x4 B E 4 0 �..., 2-3-8 2-3-8 P ate gels C:0-2-0, eEL LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Waft PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.02 Vert(LL) nla n!a M1120 197/144 TCDL 10.0 Lumber Increase 1A5 BC 0.00 Vert(TL) n/a n1a BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 E nla BCDL 10.0 Code BOCA/ANS195 (Matrix) 1st LC LL Min I/dell m 360 Weight:6lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-2-6 oc purling. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly appiied or 6.0.0 oc bracing. REACTIONS(lb/size) B=71/2-3-8,D=71/2-3.8,A=3512-3-8,E=3512-3-8 Max Herz A=28(load case 5) Max Uplift B=-10(load case 5),D=-5(load case 6).A=-4(load case 6),E=-4(load case 6) Max Grav 13=85(load case 2),D=85(load case 3),A=41(load case 2),E=41(load case 3) FORCES(fb)-First Load Case Only TOP CHORD A-13=17,B-C=-16,C-D=-16,D-E=-9 BOT CHORD B-D=-5 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 114 It by 90 f€with exposure B ASCE 7-93 per BOCA/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind, The lumber DOL increase is 1.33,and the plate grip Increase is 1.33 2 Design load is based on 37.5 psi specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 10 lb uplift at joint B,5 lb uplift at joint D,4 lb upifft at joint A and 4 lb uplift at joint E. 6) N/A 7) This truss has been designed with ANSUTPI 1-1995 criteria. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. or LOAD CASE(S) Standard v w r:n * 0 January 23,2002 6'yAItI ING-6'eFVY deealyn fr"mmzterz and REA.t)NOTES ON HIS A D R SIDE BEFORE VSE. �., ® 0 Design valid for use only with Mllek connectors.This design Is based only upon parameters shown,and Is for an individual bulking component to be rnsdalled and loaded verlicaily. Appticabliliy of design paramelws and proper Incorporation of component Is responsVIlly of building designer•not(russ designer,Bracing shown is for lateral support of Individual web members only.Additional temporary bracing 10 Insure slability during conshucilon Is the responslblliiy of the erector. Additional petmonenl bracing of the overall structure Is the iesponsiblilly of the building designer.For general guidance regoiding fabrication,quality Control,storage,delivery,erection and bracing,consult OST-88 OualBy Standard,DS11•89 Bracing speelficailon,and Hie-91 M iTek� Handiing Instaliing and Bracing Recommendallonovollab Plate lo rfom Truss institute,683 D'Onofflo Drive,Madison,Wi 63719. Symbols PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1s/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and l. Provide copies of this truss design to the building designer,erection supervisor,property 1/8 securelyseat. J2 J3 J4 owner and all other interested parties.. 4 TOP CHORDS 2, Cut members to bear tightly against each cz C73 other, XX J5 o _ a3. Place plates on each face of truss at each ,� Ir joint and embed fully. Avoid knots and wane For 4 x 2 orientation, locate L plates I/8"from outside edge of = atjcintlocations. truss and vertical web. a 4. Unless otherwise noted,locate chord splices o at 1/4 panel length(*6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J 1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Piate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dim-erasion is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft•spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown, U16Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. in a 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® iTek 15.Care should be exercised in handling, YM erection and installation of trusses. PANEL GILIP © 1993 Nfiek Holdings, Inc. FORMOT8,019 r�an�Gntare. o russ russ ype y y71M SF�N6R7Ff A17604E 11955850 02A735 PB7 ROOF TRUSS 22 1 URA LT auner= a ioh, ue ec aria a s an I es, nc. ue an a6a 1J 1-7-3 1-7-3 C Scale=1:8.3 SEE MITek STANDAR PIGGYBACK TRUSS CONNECTION 3x4= DETAIL FOR CONNECTION TO BASE TRUSS iaco 12 2x4-_ 2x4 D E a A f t 3-2-6 3-2-8 -Ka-Fe sets - 0, 9e _....... - LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Ildefl PLATES GRIP TOLL 37.5 Plates Increase 1.15 TC 0.03 Vert(LL) n/a n!a M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) n/a nla 8CLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 E nla BCDL 10.0 Code BOCAlANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight:7 lb LUMBER m._ BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-2-6 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lblsize) A=-6I3-2-6,E=-613-2-6,B=16413-2-6,D=16413.2-6 Max Horz A=-42(loa'case 4) Max Uplift A=-30(load case 4),E=-6(load case 1),B=-36(load case 5),D=-20(load case 6) Max Grav A=36(load case 5),E=6(load case 6),B=171(load case 2),D=171(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-B=29,B-C -94,C-D=-94,D-E=29 BOT CHORD B-D=42 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chard dead load,16 mt from hurricane oceanlina,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAlANS195 I€end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2) Gable requires continuous bottom chord hearing 3 "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint A,6 lb uplift at joint E,36 lb uplift at joint B and 20 lb applift at joint D. 5)This truss has been designed with ANSUTPI 1-1995 criteria. 6) Gap between inside of top chord bearing and first diagonal or vertical web sh0 not exceed 0.5001n. LOAD CASE(S) Standard (q Vol.®r OF IR January 23,2002 WARNING-Vey-(fy deutgn parer"€ors asad READ NO TFS ONTIJIS AND REVF z. DE BEFO USM ®®r� Design valid for use only with MRek conneclors.This design Is based only upon parameters shown,and Is for an Individual bulkting component to be Installed and loaded verik;ally. Appilcabllily of design porameters and proper Incorporation of component Is iesponslblsily of building designer-not(russ NO I designer.Bracing shown Is for Weial suppoil of individual web members only,Additional temporary bracing to Insure liability duiing construction Is the responsibility of the eiector, Additional permanent bracing of the overall structure H the responsibility of the bulk-ling designer.For general guidance regarding fabrication,quality control,storage,delivery,eiectlon and bracing,consult QST•88 OuatBy Standard,M-0 Bracing Specification,and HIS-91 M iTek0 klandiing Installing and gracing Recommondallon ava6able from Truss Plate Inoltute,683 D'Onofrio Drlve,Madison,wk 63719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Properly 13/4 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property Ys securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each 'I" c2 C73 other, a WEBS J5 o - 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate joint and embed fully.Avoid knots and wane plates 1/8"from outside edge of a of joint locations. truss and vertical web, o a 4. Unless otherwise noted,locate chord splices C, 0 at 1/4 panel length(*6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J� J8 J7 JS lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mi'Tek/Gang-Nail Joint/Plate Placement Chart. FARTHEST To THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to comber for dead load deflection, PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins (LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft•spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/D1LHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. --e 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® ITek 15.Care should be exercised in handing, TM erection and installation of trusses. PANEL O 1993 Mitek Holdings, Inc. ® CLIP FORM016,019 HYDRg3-A'rR 1 Jo russ rus ys pe - — Y Y WASH NOITFTARDR M7C 11955851 02A735 €'BS ROOF TRUSS 1 1 (aptional URES LTRATE aC —unerSlaiion, ue ac ana a 0 4 20� SR s ug I e n us nes,inc Pam -al n�3 48; age 134.3 ...��,., 17.2-0 i 2-1Q-1 0-9-2 3P-e-Q 3-7-3 Scale=1:29.5 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS 3x4= 1x4 Il lx4 II 3x4 D E�_ I� G 1 x4 I I W. 1x4 11 10.00 12 H C 0 N Qa 3x4= 1x4 II 1x4 II 1x4 11 3x4— 1x4 II 3x4= 2-10-1 V-2-15 .... 2-10-1 14-4-5 Pl ate fse s ): 0 0,0 D 0,T_:0)�2 0 0 - fF:O O 6; 0-0L[ - - 0 1 3> :0-0-OA 0:0 0 0, - -_ LOADING(psf) SPACING 2.0-0 CS1 DEFL In floc) Well PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.20 Vert(LL) nla n1a MI120 197/144 TCDL 10.0 Lumber Increase 1.i5 BC 0.08 Vert(TL) n/a n1a BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 J n1a BCDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Mtn Well=360 Weight:46 lb LUMBER BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 4 SPF No.2 2-0-0 oc ppurlins(6-0-0 max.):D-G. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing. OTHERS 2 X 3 SPF No.2 REACTIONS(Iblsize) A=-31117-2.1,J�-3811 7-2-1,B=296117-2-1,L=28117-2-1,K=229117-2-1,N=452117-2-1,M=433117-2-1,0=248/17-2.1, 1=309117-2-1 Max Horz A=-106(load case 4) Max Uplift A=-80(load case 4),J=-45(load case 3),B=-87(load case 5),K=-51(load case 4),N=-37(ioad case 5).M=-46(load case 4),O=-51(load case 5),1=-38(load case 6) Max Grav A=92(load case 5).J=21(ioad case 6),13=321(load case 2),L=29(load case 2),K=272(load case 3),N=455(load case 2),M=436(load case 3),0=291(load case 2),1=333(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-13=43,B-C=-253,C-D=-245,O-E=-149,E-F=-149,F-G=-150,G-H=-244,H-I=-251,I-J=48 BOT CHORD B-0=149,N-0=149,M-N=149,L-M=149,K-L=149,I-K=149 WEBS H-K=-181,E-N=•367,F-M=-367,C-O=-177 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceantine,on an occupancy caleaorryy I,condition I enclosed building,of dimensions 114 It by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind, The lumber DOL Increase is 1.33,and the plate gnp increase Is 1.33 2) Design load Is based on 37.5 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design, 4 Provide adequate drainage to prevent water ponding. 5) "This truss has been designed for a iive load of 20.0psf on the bottom chord in all areas with a clearance greater than �O� 3.6-0 between the bottom chord and any other members. 6) Provide mechanical connection(byy others)of Infss to bearing plate capable of withstanding 801b uplift at joint A,45 lb uplift at Joint J,871b uplift at joint B,51 Ib uplift at joint K,37 Ib uplift at join!N,46 lb uplift at joint M,51 lb uplift at joint O and ( Y 38 lb uplift at joint I. 7) NIA 8) This truss has been designed with ANSI/TPI 1-1995 criteria. 9 Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wf 2-10d nails. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n, Soo LOAD CASE(S) Standard l January 23,2002 1&'AI�.NIP+dC3•Ver fp'g die{��,paar+arraeter�sanc8 Ft���a3'S'��OtV'�`fIS�AtVA.b T�VL�X2 '�.S13�t3E1r0l2t�:[!^.�". >•w�� Design valid for use only with MITek connectors.this design k based only upon paramalera shown,and h far an lndididual bulldlnq component 10 ba Installed and boded varl�afly. Appf�ab1111y of design parameters and proper Incorporalbn of component k responslb3fily bf building designer-not Iruss designer.9racing shown k for faferal support of Indtvfdual web members onfy.AddllionaE temporary braclnq to Insure stability doalnq conslruclbn Es the reiponslbllffy of Ifse erector.Addltbnol permanent braclnq o!rise overall shucture Is the responsiblklly of the bulk{Inq designer.For general quWance regordlnq fobrlcallon,qualfly control storage,dellveiy,erecllon and braclnq,consult®SI.BB OualNy Standard,DSB•84 Bracing Speciflcatlon,and Ell&-9t �/�iTeko Handling lnslailing and Bracing Rocommondallonava4able from Truss Plole Ins111ule,5©3 D'Onofdo Drlve,Modlson,W10719, �V� NumberingSymbolbs PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/+ *Center plate on joint unless dimensions indicate otherwise. Damage or Personal injury Dimensions ore in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and p g securely seat. building designer,erection supervisor,property ya.. J2 J3 J4 owner and all other interested parties.. TOP CHORDS � 14 cz ca 2. Cut members to bear tightly against each other. W EBS J5 3, Place plates on each face of truss at each *For 4 x 2 orientation, locate o " 3 � 3 � joint and embed fully. Avoid knots and wane plates I A"from outside edge of a ay at joint locations. truss and vertical web. a- 4, Unless otherwise noted,locate chord splices G, o at 114 panel length(*6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of -.. required direction of slots in J� J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots, Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. 1CB0 1591, 1329,4922 ft.spacing, or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring BEARING WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. M11& 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. HTek 15,Care should be exercised in handling, TM erection and installation of trusses. PANEL © 1993 Mitek Holdings, Inc. CLIP FORM018,0I9 G�at��.n+.al® ® - TOE- ass russ Type ty y.mmCARWAS '-NO 11955852 02A735 PB9 ROOF TRUSS 1 t o tional) surfer- a Ion, ue ec�naf a s ug 0-2 I e n us ties, nl�ed Jan 23 O 49-:W a60 e 1- 11-7-5 _ 17-2-8 2-103 2-9-2 6-0-0 5-7-3 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION Scale=1:32.9 DETAIL FOR CONNECTION TO BASE TRUSS 3x4= 1x4 #1 1x4 II 3x4 D Ep D4 G 10.00 12 1x4 II 1x4 it � C H q 90 3x4= 1x4 11 1x4 it 1x4 11 3x4 1x4 11 3x4 IT 2-1D-3 1 17-2-8 ..._,. 2-10-3 14-4-5 ale O sets 13t0-2- LOADING(psf) SPACING 2-0-0 C51 DEFL in (too) Well PLATES GRIP TCLL 37.5 Plates Increase 1.15 TC 0.33 Ver1(LL) n/a n/a MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Verl(TL) n1a nla BCLL 0.0 Rep Stress Incf YES WB 0.18 Horz(TL) 0.00 J n/a BCDL 1010 Code BOCA/ANS195 (Matrix) Ist LC LL Min Well=360 Weight:51 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No,2 TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 4 SPF No.2 2-0-0 oc purlins(6-0-0 max.):D-G. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 3 SPF No.2 REACTIONS(lb/size) A=-5/17-2-1,J=-14117-2-1,B=232/17-2-1,L=2 911 7-2-1,M=375/17-2-1,N=393M7-2-1,K=323117-2-1,0=3 4 511 7-2-1, 1=248117-2.1 Max Horz A=-16B(load case 4 Max Uplift A=-104(load case 4),J=-22(load case 2),B=-37(Iaad case 5),M=-71(load case 4),N=-69(load case 5),K=-110(load case 4), 0=-105(lo2d case 5),1=-8(load case 5) Max Grav A=I15(load case 5),J=6(load case 6),B=232(load case 1),L=29(load case 3),M=451(load case 3),N=467(load case 2),K=401(1(3ad case 3),0=422(load case 2),1=248(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-13=28,B-C=-211,C-D=-266,D-E=-128,E-F=-128,F-G=-126,G-H=-265,H-I--210,I-J=34 BOT CHORD B-0=128,N-0=128,M-N=128,L-M=128,K-L=128,I-K=128 WEBS F-M=-3110,E-N=-306,H-K=-277,C-0=-276 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanitne,on an occupancy category 1,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per 130CAIANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2) Design load is based on 37.5 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending, 5 "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas w4h a clearance greater than SPF 3-6-0 between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 104 lb uplift at joint A,22 lb +, uplift at joint J,37 lb uplift al joint B,71 lb uplift at joint M,69 lb uplift at Joint N. 110 lb uplift at joint K,105 lb uplift at Y joint O and 8 tb uplift at joint 1. 7) NIA1 8) This truss has been designed with ANSIITPI 1-1995 criteria. 9) Design assumes 4x2(flat orientalton)purlins at ac spacing Indicated,fastened to truss TC w/2-1 Od nails. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard January 23,2002 1 ArdTVING-vergVy desion pammeterir and READ NOTES ON TUff.AM)REVERSE WDE REFORE USE. Design valid for use only with Mllek conneclois.This design Is based any upon parameters shown,and 1s for an Indlvidual building component to be Installed and loaded vertically. Appllcoblilly o1 design parameters and proper rncoiporatlon of component Is responslblilly of building designer-not Truss designer.Bracing shown Is for Ioleral supporl of Individual web members only.Additional temporary bracing to Insure slabllity during consirucllon Is the responsibility of the erector.AddlWnal 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 OST-88 Guailly Standard,13811-89 Bracing SpeoBlcatlon,and 1,08.91 MiTek� Handling installing and Bracing Rocommandaflon ovollobte from Truss Plate Institute,563 D'OnoWo D+1ve,Madison,w153714, Symbols Numbering System AGeneral Safety NOT'es PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1)/A *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor, property ,/ securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other, WEBS J5 X 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate o - �� 0 joint and embed fully. Avoid knots and wane 0 at joint locations, plates IA"from outside edge of truss and vertical web o a 4. Unless otherwise noted,locate chord splices C8 C, o at 1/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 JB J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Wek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT" is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,$6217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. iTek 15.Care should be exercised in handling, ® erection and installation of trusses. \�® CCL PANEL TM © 1993 Mitek Holdings, Inc. CLIP FORM018,019 G XNG-N1A{L L02A7.35 cuss cuss ype _ ut y y ARRTITAND 11955853 T4 ROOF TRUSS 4 1 o tionalRATEG,Lauriet-Siaffon, ue ec ana a 4. s an T6234ITokIndus1r1es,Inb7. ue an 2 :6 :44 27'0 Page I -1-0'0 6 1-f3-0 b-341 5-3A 1-0.0 Scale=1:20.4 4x4= C 6.00 Fiff F 3x4 U4 II 3x4= 5-3-0 10-6-0 5.3-0 6-3.0 LOADING(psf) SPACING 2-0-0 CSI DEFL In floc) Ildefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.59 Verl(LL) -0.01 F >999 M1120 1971144 TCOL 10.0 Lumber Increase 1,15 BC 0.27 Vert(TL) -0.03 D-F >999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 D nIa BCDL 10.0 Code BOCAIANS195 1st LC LL Min Udell=360 Weight:29lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed 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 3 SPF No.2 REACTIONS(Ib/size) B=59810-8-0,D=59810-8-0 Max Horz 8=53(toad case 5) Max Uplift B=-106(load case 6),D=-106(load case 6) Max Grav B=600(load case 2),Dm600(toad case 3) FORCES(lb)-First Load Case Only TOP CHORD A-B=g,B-C=-504,C-D=-564,D-E=9 BOT CHORD B-F=507,D-F=507 WEBS C-F=98 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead toad,16 mi from hurricane oceanline,on an occupancy category I,condition i enclosed building,of dimenslons 114 ft by 90 f1 with exposure B ASCE 7-93 per BOCA/ANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase Is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6.0 between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift a1 joint B and 106 lb uplift at joint D. 6) This truss has been designed with ANSIlTPI 1-1995 criteria. LOAD CASE(S) Standard IV car ' 60 o January 23,2002 #AIAtfNI NG-ver(fy davlon paramcfere and READ NOTES d3b'$'!I s,4tW REVFRSE SWE DEFOPF UM. Design valid for use only with MRek conneolois.this design Is based only upon paramelers shown,and Is tos an Indlvkluat building component to be Installed and loaded Vesllcolty, Appllcablllly of design paiamefers and proper Incoiporailon of component Is iesponsibliliy of building deslgner-not liuss designer.Bracing shown Is for lalwol support of IndivOual web members only.Additional lempoiary bracing to Insure slablilly duiing consftucllon Is the iesponslblilly of the erector.Additional permanent bracing of the overall structure Is the responsiblllly of the buikling designer,foa general qukiance regofding labitcation,quoiliy control,storage,delivery,eiecilon and btacino,consult QST•88 Quality Standord,DSB-89 Bracing Speclflcatlon,and HIB•91 IVI�Tek�I Handling Installing and Bracing Racommondadlonovollable from Truss Pima Instilule,$03 D'Onofflo Drlve,Madison,WI53719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t=�. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property /a securely seat. J2 J3 J4 owner and all other interested parties.. �e TOP CHARDS 2. Cut members to bear tightly against each other. wEBS 3. Place plates on each face of truss of each *For 4 x 2 oriientation, locate o �' a joint and embed fully.Avoid knots and wane o at oint locations. plates 1/8'from outside edge of a ��IJ5 z 1 truss and vertical web. Fo a 4. Unless otherwise noted,locate chord splices �, o at /4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. $. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 x 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords m ust be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040�-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. --p - 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. iTek 15.Care should be exercised in handling, ® erection and installation of trusses. ,r0® CLIP 7M © 1993 Mitek Holdings, Inc. FORM9I8,079 GaniG-wuL® �!� -- 'Jo�� russ�� cuss ypT e tYL1 , �� 11965854 02A735 T5 ROOF TRUSS 2STRUCTI IR auner- tatlon, ue ec anada GO�1N 1 Gf s an n us nes, nc. ue an 2 6: `d�200� age 10-60 1-0-0 5-3-0 6.3.0 "_0 Scale=1:20,4 4x4= C 1x4 li 1x4 II 5.00 12 1x4 it ix4 II oi B ix4 II ix4 II F 1x4 II 1x4 II 3x4= 9x4 II 3x4= 5-3-0 6.3.0 LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Vdeft PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.01 F >999 M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.03 D-F >999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0,01 D nla BCDL 10.0 Code BOCNANS195 1st LC LL Min I/deft=360 Weight:34 lb_ LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc puriins. BOT CHORD 2 X 4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 SPF No.2 REACTIONS(lb/size) B=598/0-8-0,D=598/0-8-0 Max Horz B=53(load case 5) Max Uplift B=-106(load case 6).D=-106(load case 6) Max Grav B=60O(Ioad case 2),D=600(load case 3) FORCES(Ib)-First Load Case Only TOP CHORD A-B=9,B-C=-564,C-D=-564,D-E=9 BOT CHORD B-F=507,D•F=607 WEBS C-F=98 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 It above ground level,using 5,0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceaniine,on an occupancy category I,condition I enclosed building,of dimensions 114 It by 90 ft with exposure B ASCE 7-93 per BOCA/ANS195 if end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek "Standard Gable End Detail" 3) Design toad is based on 30.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) Gable studs spaced at 1-4.0 ac, 6) *Thts truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift at joint B and 106 lb uplift at joint D. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. OF LOAD CASE(S) Standard "W ir+ si0lfA���` January 23,2002 T<+lr1.RNING-VerVy den Ign par+anwtem and READ 1V'rYdES ON THIS AND REVFRW SIDE BEFORE Design valid for use only wilh MiTek connectors.This design Is based only upon parameters shown,and Is for on Indivktuat building component to be Installed and loaded veillcally, Appllcablilty of design parameters and proper Incorporation of component Is respons€bI€fly of bukting designer-not trust designer,Bracing shown is for lateral support of IndlvIcluol web members only.Addlllonal temporary bracing to Insure slablfity during conshuclton Is the fesponslblfity of the erector. Additional permanent bracing of the overall structure Is the iesponslblilly of the bulk-ling designer.For general guidance regarding fabrlootlon,qualliy conhol,storage,delivery,erection and b#acing,consult QST-as OuaRty Standard,DSO.69 Bracing Speehicalion,and HIS-91 (V p p�iTeke Handling installing and Bracing Recommendation availoble from Truss Place Institute,663 D'Qnolrlo Drive,Madison,WI 53719, Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply plates to bath sides of truss and 1. Provide copies off his truss design to the building designer,erection supervisor,property 1/8 securelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS �a �� 2. Cut members to bear tightly against each other. WEBS J5 o 3. Place plates on each face of truss at each *Far 4 x 2 orientation,locate � �� joint and embed fully. Avoid knots and wane plates I/8"from outside edge of a �, atjoint locations. truss and vertical web. a 4. Unless otherwise noted,locate chord splices C, C;6 o at 1/4 panel length('6"from adjacent joint.) *Phis symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J J8 J7 J6 lumber shall not exceed 19%of time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and M iTek/Ga ng-Nail Joint/Plate Piacement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to comber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purfins LATERAL BRACING HUD/FHA TCB 17,08 provided at spacing shown on design. Indicates location of required 11. Bottom chards require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft,spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 8720b,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. W6Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. - 14,Do not cut or alter truss member or plate without prior approval of a professional engineer. wTek° 15.Care should be exercised in handing, erection and installation of trusses. PANEL TM © 1993 Mitek Holdings, Inc. CLIPFORM016,019 - �'® HYAPRO-AIR® lob— fuss rusT sT Type - �Fiy- y �ATJtT 11955855 02A735 V-1 ROOF TRUSS 1 1 (o tional EC, auner tatlan, uebec ana a OS I NO 3 s Jan 2 20 02 i I e fn ustrles, nc. ue a e _9-6-a 1 96B $x41i Scale=1:63.7 fx4 Et D C 10.00 V2 tx4 11 B A M F E 1x4 II 1x4 II I x4 11 0-0-B 9-e-8 LOADING(psf) SPACING 2-0-1) CSI DEFL in (loc) Udefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.31 Vert(ILL) n1a nla M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Ve1t(TL) n1a nla BCLL 0.0 Rep Stress Iner YES WB 0.35 Horz(TL) 0.00 E nla BCDL 10,0 Code SOCNANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:39 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No,2 TOP CHORD Sheathed or 6-0-0 oc purlins, 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 3 SPF No.2 OTHERS 2 X 3 SPF No.2 REACTIONS(iblslze) A=173/9-6-8,E=-61f9-6.8,G=49919-6-8,F=29319-6-8 Max Herz A=227(load case 5) Max Uplift E=-68(load case 2),G=-156(load case 6),F=-79(toad case 5) Max Grav A=198(load case 2),E=8(lcad case 5),G=574(load case 2),F=335(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-121=123,B-C=-117,C-D=-70,D-E=56 BOT CHORD A-G=1,F-G=1,E-F=1 WEBS B-G=-376,C-F=-246 NOTES 1)This[fuss has been designed for the wind loads generated by 90 mph winds at 32 It above ground level,using 5.0 psf top chord dead load and 5,0 psf bottom chord dead load, 16 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 114 ft by 90 it with exposure B ASCE 7-93 per BOCA/ANSl95 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase Is 1,33,and the plate grip increase is 1.33 2)Gable requires continuous bottom chord bearing, 3) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas wilh a clearance greater than 3-6-0 between the bottom chord and any other members. 4) Provide mechanical connection(by others)of truss 10 bearing plate capable of withstanding 68 lb uplift at joint E,156 lb uplift at joint G and 79 Ib uplift at joint F. 5) This truss has been designed with ANSICTPI 1.1995 criteria. LOAD CASE(S) Standard OF 1W. aa� � Soo l w`� January 23,2002 6WA7MNG-Ver(j'y dzAgn par'arnetes-o and READ NOTES ON T3118 AND RN Vl RaM ME BEFORE[SV- rrnw wry Design valid for use only with MHek connectors.This design Is based only upon parameters shown,and Is for an lndihdual bullding component to be Insfolled and loaded vertically, Applicability of design parameters and proper Incorpoiallon of component K tesponslbllly of building designer•nol truss designer.Bracing shown Is for toteral suppod of individual web members only.Addlibnal temporary bracing to Insure stability during conshucllon is the lesponslblllly of the erector,Addlibnal permaneni bracing of the oveioll sliuclure Is the responsiblifly of the bulkiing designer.For general guidance regarding tabileetlon,qualify conliot,storage,delivery,wectlon and bracing,consult OSI.85 Quality Standard,DSB-89 Bracing Specificallon,and HIB•91 ® Handling installing and Bracing Recommendallonavallable from Truss Piste Institute,50 D'onorrlo Dilve,Madison,W163719. M'Tek Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow) Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies off his truss design to the securely seat. building designer,erection supervisor,property ,/a., J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other. WE J5 o 0 3. Place plates on each face of truss at each *Far 4 x 2 orientation,locate T " = �7 r o joint and embed fully,Avoid knots and wane at joinf locations. plates d a from outside edge of �y V 4. U mess otherwise noted,locate chord splices truss and vertical web, o at'/4 panel length(+6"from adjacent joint.) al c7_ cs *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J7 J8 J7 J6 lumber shall not exceed 19%at time of .... connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and M1Tek/Gang-Nail Joint/Plate Placement Chart. FA RTHEST TOTHE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slats. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ITeW 15.Care should be exercised in handling, � TM erection and installation of trusses. U/ 1�p PAtwIEi O 1993 Mitek Holdings, Inc. CLIP FORM018,019 Tom.-_ Truss "1"r6ss Type ( Y Ply 1-WASW NORTH'ANn- 1195565fi 02A735 V-10 ROOF TRUSS 1 1 o liona1 Lauri r- aeon, ue oc Cana a T s an 2 i e n ustnes, nc. uo Jan :45 20 2 age , 1x7 11 9.8-0 Scale:114"=1' A 1000112 lx4 II B C E D 3x8\\ 1x7 II 1x4 it 9.8.0 9.8-0 LOADING(ppsf? SPACING 2-0-0 CSI DEFL In (€00) I/den PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.74 Ver1(LL) nla - nla M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.39 Vert(TL) We - nla BCLL 0.0 Rep Stress Iner NO WB 0.24 Horz(TL) 0,00 C We BCDL 10.0 Code BOCAIANS195 (Matrix) 1st LC LL Min tided=360 Weight:34 lb LUMBER W, BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6.0.0 oc puriins, 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 3 SPF No.2 WEBS 1 Raw at midpt A-E REACTIONS(lb/size) E=211110-0-3,C=204110-0-3,0=661110.0.3 Max Harz En-230(load case 4) Max Uplift E=-43(load case 4),D=-176(load case 4) Max Grav E=23i(load case 2),C=236(load case 2),D=746(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-E=-114,A-B=-136,B-C=-127 BOT CHORD D-E=5,C-13=5 WEBS B-D=-426 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground lovei,using 6.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 ml from hurricane oceanfine,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 it with exposure B ASCE 7-93 per BOCAIANSI95 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip increase Is 1.33 2) Design load is based on 30.0 psf specified roof snow load, 3) Unbalanced snow loads have been considered for this design. 4) "This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 Ib uplift at joint E and 176 lb uplift at joint D. 6) N/A 7)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) O 1)Snow:Lumber Increase=1.15,Plate Increase=i.15 Uniform Loads(pit) Y Vert:A-C=-80.0,D-E=-60.0,C-D=-20.0 2) Unbal.Snow-Left:Lumber Increase=0.90,Plate lncrease=0.90 Uniform Loads(plf) in Vert:A-C=-95.0,D-E=-60.0,C-D=-20.0 3) Unbal.Snow-Right'Lumber Increase=1.15, Plate increase=1.15 Uniform Loads(plf) swo yt Vert:A-C=-95,0,D-E=-60.0,C-D=-20.0 ♦t Q, 4) Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Leads(plE) � Vert:A-C=20.1,C-E=-10,0 Herz:A-C=30.1 5)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-17,0,C-E=-10.0 January 23,2002 Horn:A-C=-7,0 JVAR NG-verify devign lip mmuters etere3.f EAD NP77'l:S ONT1119AND"VERSO SIDE 13EFORE US9, �®® Design valid for use only with Mllek connectors.this design is based only upon paromelen shown,and U for an Individual building component to be Inslalled and boded vertically, Appilcoblilly of design parameters and proper Incorporolion of component is responsitAlly of building designer-not truss designer, Bracing shown Is for lateiot suppoil of individual web members only,Addlllonal lempaary bracing to Insure slabl111y during consnucflon Is the responsibility of the erector. AddlWnal permanent bracing of The overall structure is the resporalblilly of the bulkling designer,Fos general guidance regoiding fobtleollon,quality oon0ol,storage,delivery,erection and bfacing,consult QST-85 Quality Standard,DSB•89 Bracing Spealflealion,and HIB-91 �'���® Handling lasialling and Bracing Nsoommendatlon avolloble from Truss Plale Inslllute,683 D'Anofrlo brlve,Madison,wl b3719. Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13A *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each c2 Z other, J5o 03. Place plates on each face of truss at each *For 4 x 2 orientation, locate � U 3 o joint and embed fully.Avoid knots and wane at joint locations. plates /s"from outside edge of Q 4y u �, Unle55 otherwise noted,locate chords laces truss and vertical web. a p'o at�/4 panel length(-'6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Ji JS J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 7 0.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. lCBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI $7206,$6277,9190 12.Anchorage and/or load transferring WISC/DILH€2 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at which bearings(supports)occur. 13.Do not overland roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. MiTek 15.Care should be exercised in handling, ® erection and installation of trusses. '14t:�o PANEL � OO 1993 Mitek Holdings, Inc. CLIP FORM018.01 HYDRO-AIR@ o Eruss cuss ype ty Y �RTFrW 11855856 02 7735 V-10 ROOF TRUSS 1 1 optional) auner- talon, ue ec ana a 1 5 s Jen 2 I e fnclus neT�s fnc. Tue Jan 22 f6 5 : 6 2002 page 2W LOAD CASE(S) 6) 1st Wind Parallel:Lumber Increase=i.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=20.1,C-E=-10.0 Horz;A-C=30.1 , TaJfs.TdNJNG•Veft sieu{$agaarrtnaetea'x and READ NOTES C1PJ'HISAND REVERSE SWDE,IBEbORE USE. �®® Desion valid for use only with MITek connectors.This design Is based only upon poromeiers shown,and Is for an Individual building component to be Installed and loaded vertically, Applicability of design parameters and proper Incodpoiallon of component Is responslblltly of bulidlno deslgnei-not Russ designer.Bracing shown Is for lateral supporl of Individual web members only.Addilonal temporary bracing to Insure stability dwing construction Is the responslbli]fy of the erector.Addlllonot permanent bracing of the overall structure Is the responsibllMy of the bull ding designer.Far general guldance regarding fabrication,quality controt,sloiaQe,dellveiy,eiecilon and bracing,consult QST-85 Qualify Standard,DSB•89 Bracing Specmcatlan,and HIB-91 �����® Handling Instalting and Bracing Recommondatlon avollobte from Truss Plata Institute,U3 D'Onolrto Ddve,Madison,WI 53719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. ,{„ J2 J3 J4 owner and all other interested parties.. TAP CHORDS 2. Cut members to bear tightly against each C7 C3 other, WEBS >J5 3. Place plates on each face of truss at each *Far 4 x 2 orientation, locate 3 , joint and embed fully.Avoid knots and wane ZS n atjointlacatians. plates I/8"from outside edge of a. truss and vertical web. a 4. Unless otherwise noted,locate chord splices �, o at 114 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of ... required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. S. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, unless otherwise noted. 56CC1 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14, Do not cut or alter truss member or plate without prior approval of a professional engineer, ITek 15,Care should be exercised in handling, ® erection and installation of trusses. TM © 1993 Mitek Holdings, Inc. CL1IP LULM=OrUruss Truss 1 ypo ty y WAS�I-NORTR7D0U 1: 11955857 35 V-2 ROOF TRUSS 1 1 (o lional } , auner-Slahon,Quebec Canada GUS-W-�d.20 s an 2 1T-E R ue an 5: 6�F e 7-68 1.4 l I Scale=t38.5 C ID.00 12 1x4 it a A 2x4 E F p 1x4 II 1x4 ll F 7-6-8 i _ 7-6-a LOADING(psf) SPACING 2-0-0 CSI DEFL in (€oc) Ildefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.36 Vert(ILL) n/a nla M1120 197/144 TCL 10.0 Lumber Increase 115 BC 0.18 Vert(TL) nla nla BCLL 0.0 " Rep Stress Incr YES WB 0,10 Horz(TL) 0.00 nla BCDL 10.0 Code BOCNANS195 (Matrix) 1st LC LL Min ltdefl=360 Weight:26 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, 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 3 SPF No.2 OTHERS 2 X 3 SPF No.2 REACTIONS(lb/size) A=1 1 517-6-8,D=20017-6-8,Em4 8 517-6-8 Max Horn A=176(Iead case 5) Max Uplift D=-44(load case 5),E=-136(load case 5) Max Grav A=134(toad case 2),D=221(load case 2),E=561(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-B=110,B-C=54,C-D=-113 BOT CHORD A-E=0,E-F=0,D-F=0 WEBS S-E=-351 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 m from hurricane oceaniine,on an occupancy category 1,condition I enclosed building,of dimensions 114 it by 90 It with exposure B ASCE 7-93 per BOCArANS195 If end verlicais exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase Is 1.33 2) Gable requires continuous bottom chord bearing. 3) 'This truss has been designed for a live load of 20.Qpsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint D and 136 lb uplift at joint E. 5) This truss has been designed with ANS11TP1 1-1995 criteria. LOAD CASE(S) Standard �or Soo Q January 23,2002 NlARAUNG-Vrerify dceaaign p arrarrteeers aAr j READ NOTEN ON THIS AND RFWMS9 SIDE 27EFORK USE. essrsirra� Design valid 101 use only with Mllek connectors.This design Is based only upon parameters shown,and is for on Individual building component to be inslolied and loaded vertically. Appilcobltlly of design parameters and proper Incorpoiallon of component Is iesponslblllly of bulkdlnq desl9ner-not truss designer.Bracing shown Is foi lateral support of Individual web members only.Additional temporary bracing to Ensure stability during consirucllon Is the tesponsViily of the erector. Additional permanent blocing of the overall shuctuie Is the iesponslbii€ly of the bulking deslgnes.For general guidance regarding fabrication,quality conliol,storage,delivery,erection and btaclog,consult QST-88 Quality Standard,0$8.89 Bracing spectflcalton,and RIB-91 �Te k� Handling Installing and Bracing Recommendation available from Truss Plate Inslltule,583 D'Onofrlo Prlve,Madkon,Wl53719, SystemSymbol.s. Numbering Safety PLATE LOCATION AND ORIENTATION Failure to Follow CouldCause Property 1=�. *Center plate on joint unless dimensions indicate otherwise. Damage or Personal Injury Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor, property securely seat. ,�.. J2 J3 Ja owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each e� c3 wESS J5 other. o 3, Place plates on each face of truss at each © *For 4 x 2 orientation, locate z "N i 0 joint and embed fully.Avoid knots and wane plates 1/8"from outside edge of a- atjoint locations. truss and vertical web. a 4. Unless otherwise noted,locate chord splices C, o at I/4 panel length(+6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jrt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft•spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870D40-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13,Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14,Do not cut or alter truss member or plate without prior approval of a professional engineer. B 1T ek 15.Care should be exercised in Dandling, erection and installation of trusses. TM PANEL © 11993 Mitek Holdings, Inc. CLIP FORM018,019 ® r02A7'35 rust rust s Fuss Type _ ty y 4SF1 R ,MA 11955858 V-3 ROOF TRUSS 1 1 optionalJCTU LTRATEC 15 rier- tation,Quebec Canada s an a In uslnes,Inc. ue dart"2 f6 5 , age 5-6.8 5.6.8 1x4 I( Scale=1:26.2 C 10.00 12 10 II B 2x4/i lx4 II 1x4 II �.._..-._ 5-6-8 1 6-6-B LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TO O,f9 Vert(LL) n/a nla M1120 1971144 TCDL 10.0 Lumber Increase 1,15 SC 0.05 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 nla BCDL 10.0 Code BOGAIANS195 (Matrix) 1st LC LL Min 11dof1=360 Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-6-8 oc puriins, 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 3 SPF No.2 OTHERS 2 X 3 SPF No.2 REACTIONS(Ib/size) A=8515-6-8,D=104/5-6-8,En31515-6-8 lz Max H1A=I26(load case 5) Max Uplift D=-32(load case 5),E=-97(load case 5) Max Grav A=98(load case 2),D=119(oad case 2),E=362(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-B=78,B-C=40,C-D=-83 BOT CHORD A-E=O,D-E=0 WEBS B-E=-251 NOTES 1) This truss has boon designed for the wired loads generated by 90 mph winds al 32 ft above ground ievel,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 114 ft by 90 It with exposure B ASCE 7-93 per BOCA/ANS195 If end verticals exist,they are not exposed to wind, if cantilovers exist,they are exposed to wind, If porches exist,they are not exposed to wind, The lumber DOL Increase is 1.33,and the plate grip increase is 1.33 2) Gable requires continuous bottom chord bearing. 3) 'This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chard and any other members, 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 lb uplift at joint D and 97 lb uplift at Joint E. 5)This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) Standard COW Nf * Wo January 23,2002 LGrARiVING-Vcr(fy design"rarnetervr alld READ NOTES ON311itN.AND REV-4RRF SIDE BEFORE UPIE. rrrMerwna® Design valid for use only with MIIek connectors,This design Is based only upon paramelen shown,and Is rai an Individual building component to be Installed and loaded verlleoily. Applicability of design parameters and proper tncoiporallon of component 1s responslblllly of building designer-not truss designer.Bracing shown Is for lalwal support of individual web members only.Addlilonal temporary biacing to Insure slabilly during construction is the responslbllNy of the erector.Additional peimanenl bracing of the overall structure Is the lesponsib}Illy at the bulkling designer.For general guidance MR regoiding fobricallon,qualify control,sloiao9,delivery,erection and bracing,consul)QST-85 Oualtiy Standard,DSB•89 Bracing Specification,and HIB-91 p ■���1�K® Handling Inslalltng and Bracing R®commrndatlon avallable,from Truss Plate Institute,$63 D'QnoOb Drive,Madison,wl 53719. 'V' Symbols Numbering System AGeneral Safety Notes, PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1)/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor, property securely seat. J2 J3 J4 owner and all other interested parties.. ,�•, '/s" TOP CHORDS 2. Cut members to bear tightly against each C2 cs other. WEBS J5 ce 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate o �� 3 joint and embed fully. Avoid knots and wane U O of oint locations. plates 1/8"from outside edge of 4 Unless otherwise locate splices CS C7 o at truss and vertical web. o . p t erse noted, ocae chord /4 panel length(*6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17,08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft•spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/D1LHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ,Tek 15.Care should be exercised in handling, ® erection and installation of trusses. TM O 1993 Ilnrtek Holdings, Inc. c�t>� FORM016,019 ID J-&-- fuses �_..__._..,._ russ Type ty Y 0 R.MA 11955859 02A735 V-4 ROOF TRUSS 1 1 (optional) tTRE i Laurier-Station, ue ec ana a 420T ;R1 s al n 2 2 I e<Industries,Inc, ue an 2 :55: age —STRUCTI._._. ..._._.�..3-"�.., �..__._... 3 6-B C Scale=1:15.6 ' 1x4 II 10.00 12 tx4 ll B A 2x4 ii s14$II 1x4 II 3-6-8 LOADING(ppsf) SPACING 2-0-0 CSI DEFL In (loc) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.07 Vert(LL) nia n1a MII20 1971144 TCDL 10.0 Lumber Increase 1.16 BC 0,02 Veri(TL) nla nla BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 nta BCDL 10.0 Code BOCAIANSI95 (Matrix) 1st LC LL Min Ildefl=360 Weight:11 lb LUMBER _,.. BRACING _. TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-6-8 oc purlins, 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 3 SPF No.2 OTHERS 2 X 3 SPF No.2 REACTION'(Vxize) A=4813.6-8,D=6613-6-8,E=1 9 013-6-8 Max Herz A=76(load case 5) Max Uplift D=-21(load case 5),E=-58(load case 5) Max Grav A=55(load case 2),D=76(load case 2),E=218(load case 2) FORCES(lb)-first Load Case Only TOP CHORD A-13=46,B-C=26,C-D=-53 BOT CHORD A-E=0,D-E=0 WEBS B-E=-151 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 it above ground Tavel,using 5.0 psf lop chard dead load and 5.0 psi bottom chord dead load,16 mi from hurricane oceanline,on an occupancy category I,condition i enclosed building,of dimensions 114 it by 90 it with exposure B ASCE 7-93 per BOCAIANB195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip Increase is 1.33 2) Gable requires continuous bottom chord bearing. 3) 'This truss has been design for alive load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord anded any other members. 4) Provide mechanical connect(on(by others)of truss to bearing plate capable of withstanding 21 lb uplift at joint D and 58 lb uplift at Joint E. 5) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) Standard m0 January 23,2002 b'W.ftl?NjNG-Vor-U$ dsutgn par'ramafeiw and REM3 NOTES Cs.FyT111,13 AND REVERSP SIDE HEYORE USE, s®s®® Design valid tot use only with Mllek connectors.This design is based only upon parameters shown,and Is for on Individual building component to be Inslalled and boded vertically, Applicability of design parametets and proper Incorporation of component Is iesponslbllhly of building designer-not truss deslgnei,Bracing shown Is tot loleral support of Individual web members only.AddIllonal temporary bracing to insure slablllly during construction Is the responsfblilly of the erector.Addllional permanent bracing of the overall structure Is the responslbIlly of the bulkifng designer.For general guidance iegording fabrication,quality control,storage,dellvery,etectlon and bracing,consull OST•08 Quality Standard,DSB•89 Bracing SpecHicallon,and HIB-91 ® Handling Installing and Btaoing Recommendallan ovalloble from truss Plate lnslllule,683 D'Ono910 M ITek Dilve,Madison,WI63719. Symbols Numbe,ring System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13i, *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each ^f' Cz C3 other. O 11VEBS a J5 a: 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate o i �� 0 joint and embed fully.Avoid knots and wane U O at joint locations. plates'/8"from outside edge of o �7 `� 4 Unless otherwise noted,locate chord slices truss and vertical web. ap W Ur- at 114 panel length({6"from adjacentjoint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connecter plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST TO TH E LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT_ practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4. perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI $7206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. NnA Indicates location of joints at 13.Do not overload root or floor trusses with which bearings(supports)occur. stacks of construction moferials. 14.Do not cut or alter truss member or plate Mr without prior approval of a professional engineer. ITek 15.Care should be exercised in handling, ® erection and installation of trusses. PA EL TM O 1993 Mrtek Holdings, Inc. CLIP FORM018,019 cafuc-tufar�® �r O ToG ruses.., russ Type Y y ASR�1 11955860 02A735 V-5 ROOF TRUSS 1 1 (optional) -STFt7CTURES- Laurier-Station, uebea Cana a 0 s an I e Tn�us rse Tu 2� i i-S-S 1 1-ri-e 1H4 I1 $Cale m 1:8.1 H 10.00112 A W 1x4 II s-s-a LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Ildefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.01 Vert(LL) n/a n/a M1120 1971144 TCDL 10.0 Lumber Increase 11.15 BC 0.00 Vert(TL) nla n/a BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0,00 n/a BCDL 10.0 Code SOCAIANS195 1st LC LL Min Well=360 Weight:4 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-6-8 oc purlins, except end verticals. BOTCH ORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X3SPFNo.2 REACTIONS(lb/size) A=4011-6-13,0=40/1-6-8 Max Herz A=26(load case 5) Max Uplift C=-18(load case 5) Max Grav A=46(load case 2),C=46(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-B=-O,B-C=-32 BOT CHORD A-C=0 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 It above ground tavel,using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead load, 16 mi from hurricane oceanline,on an occupancy category 1,condition enclosed building,of dimensions 114 It by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DIX increase is 1.33,and the plate grip increase Is 1.33 2) Gable requires continuous bottom chord bearing. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 18 lb uplift at joint C. 5) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) Standard OF ow swD January 23,2002 , WAMIdNG-Verify deadtgn jeraranastere furd READ NOTES C7N'ffi`NISAND REVFR&E SIDE BEFORE USE, sesw_w® Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded verikally. Applicability of design porameters and proper Incoiporotlon of component Is iesponsibtlNy of bullding designer-not truss designer.Bracing shown R for lateral support of Individual web members only.Additional temporary bractng to Insure slabllily during construction is the responslblBly of the eteolor.Addltlonal permanent braclno of the overall structure Is the fesponslbllAy of the bu€king designer.For genera$guidance regoiding fabrleoWn,quality conlrot storage,delivery,erection and bracing,consult QST-88 Quallty standard,056•89 Bracing spaelficallon,and HIB•91 iTe k® Handling Inslall$ng 58 and gracing Recommandallon available from Truss Plate Insiliute, 3 Wonolilo dlrlve,Madison,WI53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. ,�8„ TOP CHORDS 2. Cut members to bear tightly against each CZ L3 other. 0 WEBS JS 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate o �� joint and embed fully.Avoid knots and wane U O at joint locations. plates I/a"from outside edge of Q. _ truss and vertical web, o a 4. Unless otherwise noted,locate chord splices C7 06 o at 114 panel length(+6"from adjacentjoint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8, Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slats. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with Nk which bearings(supports)occur. stacks of construction materials. Eff 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. ® ITek° 15.Care should be exercised in handling, � TM erection and installation of trusses. ,z/1 , LAPEL O 1993 Mitek Holdings, Inc. fOi2MO1B4O19 �N�-�w�® ��/��i Jam—`— 'i tossI fuss Type y y NOR I A ANDOVE , 11955861 02A735 V-6 ROOF TRUSS i 1 o tiorrO— auner-St Ion,Quebec ana a D s Jan 2 2002 MiTekn usGies, ue Jan 22 :5 : 02,,,-f age A 1-8-0 ix4 11 Scale=1:8,5 10.00 12 8 C 1x4 11 1.8-0 2x4\� i 1-8-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.02 Vert(LL) n1a nla M1120 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) n1a nla 8CLL 0.0 Rep Stress incr YES WB 0,00 Horz(TL) 0.00 B n1a BCDL 1010 Code BOCAIANSI95 1st LC LL Min Ildefl=360 Weight:4 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-8-0 oo purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X3 SPF No.2 REACTIONS(iblslze) C=4711-8-3,B=4711-8-3 Max Herz C=-29(load case 4) Max Uplift Cm-20(load case 4) Max Grav C=54(toad case 3),B=54(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-C=-37,A-13=0 BOT CHORD B-C=-O NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5,0 psf top chord dead foad and 5.0 psf bottom chord dead ioad, 16 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase Is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3 Unbalanced snow loads have been considered for this design. 4) *This truss has been designed for alive load of 20.Dpsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint C, 6) NIA 7) This truss has been designed with ANSIITPI 1-1995 criteria, LOAD CASE(S) Standard of January 23,2002 WAUNJIVO•Ver(fy and PRAD NOTES r)NTIUS AND RRVFRSE IWDE Ropow.USE. Design void for use only with Moot connectors.This design Is based only upon parameters shown,and is for an Individual building component to be Inslalled and loaded veillcalty. Appllcablllly of design parameters and proper Incorporation of component Is responsibBKy of bultding designer•not truss designer.8raclnq shown is for Weral support of individual web members onry.Additional lemporoiy bracing to insure stablilly during conshucilon Is the iesponssblllly of the erector.Additional permanent bracing of the overaii strucluie Is the iesponslbiiity of the bulkling designer.For general guidance regarding fabilcation,quallty control,storage,delivery,ereelion and bracing,consult QST-68 Quality Standard,DSS•89 Bracing$paMcalion,and HIB•91 M iTe k® Handling Installing and$racing Racommondatlonavollable from Truss Nate Institute.03 D'Onof:lo bOve,Madison,WI53719- Symbols PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 13 J4 owner and all other interested parties.. /&I� TOP CHORDS 2. Cut members to bear tightly against each �' other. WEBS J5 3, Place plates on each face of truss at each * oN 3 - 0 joint and embed fully.Avoid knots and wane For 4 x 2 orientotion, locate 0 at joint locations. plates 1/8"from outside edge of a �� � z truss and vertical web. o a 4, Unless otherwise noted,locate chord splices �, 0 at 14 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted,moisture content of required direction of slats in J1 JB J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6, Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size,and 4 X 4. perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less,if no ceiling is installed, unless otherwise noted. SBCCi $7206,86217,9190 12.Anchorage and/or load transferring WiSC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with Nk which bearings(supports)occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, ITek® 15.Care should be exercised in handling, TM erection and installation of trusses. PANEL © 1993 Mitek Moldings, Inc. CLIP FORMOi8,D19 Job.._` russ russ ype ty y RTH A 11955862 02A735 V-7 ROOF TRUSS 1 1 o tionaq TRLT U auiTer- a on;- ue ec ana a s an i e n usfna Tu �2�6 55: 9 age A IM II 3-e-0 Scale:314"=1' 10.00 t2 i 8 1x4 It 3B-0 2x4�� 3-8-0 LOADING(psf) SPACING 2-0-0 CSI TEFL In (loc) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.30 Vert(LL) n1a nla M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) nla nla BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0,00 B We BCOL 10.0 Code BOCAlANS195 1st LG LL Min Weft=360 Weight: 11 lb LUMBER BRACING TOP CHORE] 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-8-0 oc purtins, 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 3 SPF No.2 REACTIONS(lb/size) C=1 5 814-0-3,B=15614-0-3 Max Herz C=-79(load case 4) Max Uplift C=-49(load case 4) Max Grav C=182(load case 2).B=182(load case 2) FORCES(ib)-First Load Case Only TOP CHORD A-C=-126,A-B=-O BOT CHORD B-C=0 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 16 mi from hurricane oceonline,on an occupancy category 1,condition I enclosed building,of dimensions 114 ft by 90 ft with exposure B ASCE 7-93 per HOCAIANS195 If end verticals exist,they are not exposed to wind, If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1,33,and the plate grip increase is 1.33 2) Design load Is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members, 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint C. 6) NIA 7) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) OF Vert:A-B=-80.0,B-C=-20.0 2) Unbal.Snow-Leff:Lumber Increase=0.90,Plate Increase=0.90 Y Uniform Loads(plf) Vert:A-B=-95.0,B-C=-20.0 11 3) Unbal.Snow-Right:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads( if) Vert:A-B=-95.0,B-C=-20,0 4) Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Soo Uniform Loads !r Vert:A-B-e=20.1,B-C=-10.0 � Horz:A-13=301 5) Wind Right:Lumber Increase=1,33,Plate Increase=1,33 Uniform Loads(pll) Vert:A-B=-17.0,B-C=-10.0 Herz:A-B=-7.0 6) 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 January 23,2002 WtttaNJNrt-VerIfF7 dRaIgn par•cam4terz culd READ NOTES ON Ttarg AND RBVFR8E Sr1D➢:BEFORE Tim. Design valid for use only with MITek connectors.lhls design Is based only upon poromelers shown,and Is for on individual building component to be inslolled and loaded vertically. Appllooblilly of design parameters and proper incorpwallon of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support at Individual web members only.Additional temporary bracing to Insuie sloblllly during construction IS the iesponslbRily of the eteclor.Additional permanent bracing of the overall shuclure Is the responslblitly of the buik€ing desgner.For general guidance iegording lobrloaHon,quoMy control,storage,delivery,eiecilon and bracing,consul QST-88 Ouallly Standard,DSS-89 Bracing Sp"Hlcatlon,and HIO.91 /�����® Handling Insta mm iling and Bracing Necoendollon avolloble from Truss Plate lnsl4ule.583 D`Onofilo Dilve,Madison,w153719. ��/ Numbering System MS AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11/. *Center plate on joint unless Darnage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property t securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other. o WEBS J5 3. Place plates on each face of truss at each * _ u a , 0 joint and embed fully. Avoid knots and wane For 4 x 2 orientation, locate c> O at joint locations. PIG tes I/a"from outside edge of „ � truss and vertical web. a 4. Unless otherwise noted,locate chord splices C, o at 114 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 Js lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and M iTek/Ga ng-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4. X 4. perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10,Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCC] 87206,86217,9190 12.Anchorage and/or load transferring W1SC/DILHR 870040-N,930013-N,9T0080-N Connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14.Do not out or alter truss member or plate without prior approval of a professional engineer. ® i LT ek® 15.Care should be exercised in handling, Tm erection and installation of trusses. Ci�rPEL O 1993 Mitek Holdings, Inc. FORM018,01 ® HY97RO,41R® rus"f s Truss ype -....._....._....,___.__..___ Q�y �--. CA WASH NORTH AN E �' E1955862 02A735 V-7 ROOF TRUSS 1 1 (optional) auner Station, Quebec Canada O. 0 s an 2 r e n ustnes, nc, ue an 22 6:55: age F . LOAD CASE(S) Uniform loads(plf) Vert:A-B=20,1,B-C=-10.0 Horz:A-B=30.1 WARNING-Ver•(f'y design porameter$and READ NOTES ON'1"T IS AND REVERSE SJDP BEFORE US& r_�@ Deslgn valid for use only with MITek connectoss.This design Is based only upon poramelers shown,and is for an EndlvMuol building component to be Installed and loaded vertically, ApplicoWily o1 design parameters and proper Incorporation of component Is responslbUlly of building designer•not Truss designer,8raclng shown Is for loteiol support of Individual web members only.Additional temporary bracing to Insure stability dutlno consimetlorr Is the responslblllty of the erector, Addlllonal permanent bracing or the overall shucture Is the iesponslbli1y of the bulldlnq designer.For general guidance HUI regording fabrication,quality control,storage,delivery,etecllon and bracing,consult OST•88 Qualify Standard,OSO.89 gracing Spectilcolion,and HIS•91 M iTe k® Itandling Installing and Bracing Raeommendatlon avalloWe from Truss Plale Mshtule,683 D'Onohlo Drlve,Madhon,WI83719, Symbols a l Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1_/4 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property F/8 securely seat. J2 J3 J4 owner and all other interested parties.. � TOP CHORDS 2. Cut members to bear tightly against each C2 C73-1 L other, WEBS J5 cr 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate o `� 0 joint and embed fully. Avoid knots and wane 0o at joint locations. plates I/a"from outside edge of a _ truss and vertical web. a 4. Unless otherwise noted,locate chord splices �, o at I/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in Ji J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and FARTHEST TOTH E LEFT. is the responsibility of truss fabricator. General 1N1Tek/Gang-Nail Placement Chart, tY WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chards must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft,spacing, or less,if no ceiling is installed, unless otherwise noted. SBCCI $7206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with Uk which bearings(supports)occur. ra! stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional T engineer. r re&- 15.Care should be exercised in handling, TM erection and installation of trusses. PANEJ © 1993 Miitek Holdings, Inc. CLIP FORMC18,019 HY®R®AIR® € �,. _. muss .....,._..,-...,_ russ Fype Qom. _ 119558$3 02A735 V-8 ROOF TRUSS 1 1 (optional) -SLaurier-Station, e a Cana a 1NO 4.201 SR1 s Jan 2 2002i ek Industries, Page I _ s-80 1x4 I I Scale=1:215.6 A 10.00 12 1x4 II B G 1x4 II ix4 11 2x4 s-s-o 6-8-0 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 30.0 Plates Increase IIA5 TC 0.37 Vert(LL) n1a n1a M1120 1971144 TCDL 10.0 Lumber Increase 1,15 BC 0.09 Veri(TL) n1a n/a BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 C n/a BCDL 10.0 Code BOGAIANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight; 18 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No,2 TOP CHORD Sheathed or 5-8-0 or,purlins, except and verticals. BOT CHORD 2 X 4 SPF No,2 BOT CHORD Rigid ceiling directly appiied or 10.0-0 oc bracing. WEBS 2 X 3 SPF No.2 REACTIONS(lb/size) E=16115-8-0,C=-7815-8-0,D=433/5-8-0 Max Herz E=-129(load case 4) Max Uplift E=-50(load case 4),C=-90(load case 3),D=-134(load case 4) Max Gray E=185(load case 3),C=132(load case 4),D=498(load case 3) FORGES(lb)-First Load Case Only TOP CHORD A-E=-129,A-B=-123,B-0=99 BOT CHORD D-E=0,C-D=0 WEBS B-D=-346 NOTES 1)This truss has been designed for the wind loads generated by 90 mph winds at 32 it above ground level,using 5.0 psi top chord dead load and 5.0 psf bottom chord dead load, 116 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 114 it by 90 it with exposure B ASCE 7-93 per BOCNANS195 If end verticals exist,they are not exposed to wind, If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOT.increase is 1.33,and the plate grip Increase Is 1.33 2) Gable requires continuous bottom chord bearing, 3) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members, 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 Ib uplift at joint E,90 lb uplift at joint C and 134 lb uplift at joint D. 5)This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) Standard "o ow rn January 23,2002 WA,F7N11VO-Verify d aign,tzaarrox inters and FBEAkP NOTES OW THIS AND REVERSE WDF BEFORE USE, ®®� Design valid(as use only with Mltek connectors.this design Is based only upon parameters shown,and Is toi an Individual building component Io be Inslotled and loaded vertically. Appllcobillty of design parome€ers and propel Incorporollon of component Is responslbllily of building designer-not truss designer. Mooing shown Is for lateral suppoil of Individual web members only.Addilfonal iemporoiy biacing to Insure stability during construction Is the €esponsibllliy of the erector. Addlibnal permanent bracing of the overall struclure Is the iesponslblllly of the bulkting designer,for general guidance nu regoiding fabilcation,qualify control,storage,delivery,ereellon and bracing,consult QST-86 Qua1Hy Standard,DSB•89 Bracing Spechl"ilon,and RIS•91 I��K1\� Handling Installing and Bracing Rscommandailon available from Truss Plate Insiltute,$83 D`onofrlo Drive,Madison,WI 63719. Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each " other. WEBS J5 3. Place plates on each face of truss at each * y joint and embed fully, Avoid knots and wane For 4 x 2 orientation, locate � o at joint locations. plates 1/8"from outside edge of a �" truss and vertical web. a 4. UnIIess otherwise noted,locate chord splices Ca C, 0 at 14 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J J8 J7 J6 lumber shall not exceed 19 %at time of fabrication. connector plates. 6. Unless expressly noted,this design is not applicable for use with fire retardant or .JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTH EST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. $. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11,Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. a stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ITek 15.Care should be exercised in handling, ® erection and installation of trusses. PANEL TM O 1993 Mitek Holdings, Inc. FORM016,01 HYDRO-AIR® CLIP " r .., _,,,__ rust I ype Qty_,,....- Ty WASH NORTH ANDOVER,MA 11955864 02A735 V-9 ROOF TRUSS 1 1 _ (optional) Laurier- latlan, ue ec ana a Gi ii10 s an 2 2 02 MITokn us nes,Inc. Tue 2 Pagel 7-" 1x4 it Scale=1:39.8 A [)140 .00 12x II e C E F D 2x4\\ 9x4 II IM fl 7-8-0 7-B0 LOADING(psf) SPACING 2-0-0 CSl DEFL in (loc) Ildefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.39 Vert(LL) n/a n/a M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) n/a n/a 8CLL 0.0 Rep Stressincr YES WB 0.10 Horz(TL) 0.00 C n/a BCDL 10.0 Code BOCA/ANS195 (Matrix) 1st LC LL Min Ildefl=350 Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X3SPFNo,2 REACTIONS(lblsize) E=-22117-8-0,C=9617-8-0,D=50117-8-0 Max Harz E--180(load case 4) Max Uplift E=-49(load case 4),C=-1(load case 5).D=-140(load case 4) Max Gray E=245(load case 3),C=117(load case 4),D=569(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-E=-127,A-B=-124,B-C=108 BOT CHORD E-F=O,D-F=O,C-D=0 WEBS B-D=-361 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 32 it above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 16 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 114 ft by 90 it with exposure B ASCE 7-93 per BOCAIANS195 If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip Increase is 1.33 2) Gable requires continuous bottom chord bearing. 3) 'This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas with a clearance greater than 3-6.0 between the bottom chord and any other members. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb upkft at joint E, 1 lb uplift at joint C and 140 lb uplift at joint D. 5) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) Standard OF crag � wo January 23,2002 Si'r112. INO Verify design,paramefere and AWAD NOTES ON THIS AND P 1F.P 8F^WDE BEFORE USE. ssers�rW Design volld!or use only with M€Tek conneclofs,This design 1s lased only upon pommelers shown,and Is for an Ind€victual building component to be Inslolled and loaded vertical4y. App€bablBly of design powmeleis and proper Incorporation of component Is responslbilly of building designer-not trust designer.Btacing shown is for lalesal suppoil of Individual web members only.Additional temporary bracing to Insure slabillly during conslructlon Is the responsiblllly of the erector.Additional pefmanent bracing of the overall structure Is the responslblllly of the bulkring deslgnef.for general guidance iegoiding fabrtaatlon,quality contiol,storage,delivery,erection and biacing,consult OST-86 Dua111y Standard,DSB•89 Bracing Specification,and HIB-91 M iTe k° Handling Installing and Bracing Recommendation avoliable from Truss Mis Inslilule,603 D'Onofrio Drive,Madison,wl 63719. Syrbols Numbering System AGeneral Safety Notes r PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1�/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securelyseat. J2 J3 J4 owner and all other interested parties.. '�a TOP CHORDS 2. Cut members to bear tightly against each C7 C3 other. a WEBS J5 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate 3 y joint and embed fully.Avoid knots and wane 0 O at joint locations. Plates 1W from outside edge of a �y V z 4. Unless otherwise noted,locate chards Imes truss and vertical web. o a p at 1A panel length(- 6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of :.... required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. b. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to comber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 7 7.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at TO continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings(supports)occur. __® stacks of construction materials, 14,Do not cut or alter truss member or plate without prior approval of a professional engineer. I eko 15.Care should be exercised in handling, ® erection and installation of trusses. CLIP PANEL T © 1993 N9itek Holdings, Inc. FORM018,019 ® "iwo.Anq 1