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HomeMy WebLinkAbout0673.02 Truss Plans Ma v-30-102 02 : 56P Davis Wholesale 317-283-0808 P.02 , 1 . . 50-0-0 30-3-8 12-0-0 7-8-8 1 r. 6 • i .. ., d II: : - . . . ; :: i 1" ... • .- i 1,-, 1 .. ., .4 I .• ; . . , . ; . . . I : . ; • ! , ; I (...,, _ • rz. I . . c.). 01 0 , :. . .. : 6 I .: 0 , 6 4 , . III TI: : 1 ! . . , ! . . . I I , . .1 I II I/\ , •. : • 4ii,4i i V. I Z / V3', , 1 \ 1 I I Vi; . , I ' N VI . ) . . • ; : . - : :. 0 : i'll; I 40, 1 • 1 1-7-0 8-8-0 9-9-0 20-0-0 _ 50-0-0 DAVIS WHOLESALE 2702 N.TIBBS AVE. I Description:TIPTON A INDIANAPOLIS,IN.46222 , . City: (317)283-0800 State: EL A .i 1 (317)283-0808 Phone: n.........:c.Nli4103•4•Zonie,1?MUM!WINIMI.J._Al i Scale: 1 :% I Date:3/5/2002 Draws By:VETO RAY 1 !„. . k —,119/16 Rafter / Hurricane Ties — RT series `' ,� I � -' Rafter ties provide a fast, economical method for securing rafters and _1.: 3I/2" : 4', Q trusses to wall studs and top plates. Depending on the model, other uses ;:f r �� ;: a "k ; include connecting joists to beams or studs to plates. Rafter ties provide 1 .-taws 61/2.. .-,,h p 5..0,it,''.. ;: o superior wind uplift resistance compared to toenailing. 1. } tat e .,4, �?� . 1 "4 N® The RT16(1-ply) and RT16-2(2-ply) rafter ties resist loads r •f jo ti: H1�,;1,Y , �.. ,o`, �i V V / in three directions as required in high wind and seismic > ,_; �_ � � , e, f, ;� i�e areas: parallel to plate, perpendicular to plate and uplift. The new "plate •;1"4x`' tab" feature seats the connector on the top plate to ensure proper • -4-- s" �� installation. . .fir,: RT16 A Materials: See chart f ;?. F Uplift Finish: G60 galvanizing �7`m Codes: ICBO, SBCCI, BOCA- NER 505 f "` ICBO 2039, 5379 F1 , T`• L.A. City RR23888 lc 1 "' Installation: L. Plate tab • Use all specified fasteners. See General IJ , • ensures s proper nail Notes, page 7. All nail holes must be filled positioning .., .,s with specified nails to achieve loads listed in the chart. Depending on pitch, birdsmouth } Typical RT16 installation notching may be required on some models to enable installers to fill all nail holes. 8d • : •` t jvi6"--' common nails may be substituted for 8d x \1_ 11/2"nails, and 10d common nails may be F substituted for 10d x 11/2"nails. Xd ,: , ra ;y � S�va' 2V2" 1 otr\ •Use a minimum of(2)8dor8dx11/2"nails 4 x yt'{ =w h i 'Oi - on each side of the rafter or truss when - q -ti t-. ky , s? , - ,! l installing the RT20. t �� -- ....--4._____ ,i, j3/8- • Unless specified otherwise during the 1,j.Mx. ?.:n ,! , -: c , ;14" , e } i; order process, the RT3 and RT7 are h 3 /tb" - shipped with equal numbers of left and right 4.1 _� ,;: - configurations. =::_.4 RT6 Typical RT6 installation • v 'fir.;: .:.r - 114 5.crY ftu `S''' Fastener Schedule2 Allowable Loads Lbs.)1 rr,,'w;tiL g.n I ' ;,-..' "^�T USP Steel Rafter! Uplift F1 F2 F.'",�..`1t,„ , Stock No. Ref.Na, Description Gauge Truss Plate Stud 133%1 160% 133% 160% 133%1 160% ya t,� .x," v. RT3 H3/H4 Rafter to Single Plate 18 (4)8d (4)8d —— 475 550 150 150 150 150 t -1 j5 RT6 —— Ratter to Single Plate 18 (8)10d x 1-1/2 (5)10d x 1.112 _ 6AIL�8D.-800—^800—5800.E�800 R H2.5/H5 Rafter to Double Plate 18 (5)8d (5)8d —— 585 585 170 170 170 170,i,) ," `--RT40 _ H2.. R�� ter`Co Stud _ Is (b)8"d —`—(8r8t1 ( x 1-112 585"—"585•--17U in 170 170 l• ;:L:; RT12 —— Rafter to Single Plate 18 (3)Bd (3)8d —— 355 425 130 130 130 130 I. RT14 —— Rafter to Single Plate 18 (4)8d x 1.112 (3)8d —— 345 345 130 130 130 130 I' RT15 H1 Rafter to Double Plate 18 (5)8d x 1.1/2 (5)Bd --— 530 530 500 500 300 300 :: RT16 H10 Rafter to Double Plate for High Wind 18 (8)8d x 1.1/2 (8)8d —— 950 1030 645 645 650 650 i -r*' RT16-2 H10.2 Rafter to Double Plate,2-Ply Rafter Tie 18 (8)8d (8)Bd —— 990 1030 575 575 400 400 1 . RT17 —— Rafter to Double Plate 18 (8)8d x 1-1/2 (8)Bd —— 950 1140 610 610 535 535 r RT20 H7 Rafter to Stud 16 (9)10d a 1-1/2 (4)10d (9)10d a 1-1/2 1105 1200 —— —— —— —— 1. 1) Uplift Loads and Lateral Loads(F1&F2)have been increased 33.1/3%or 60'/a for wind and seismic loads;no further increase shall be permitted. 2) 8d common nails may be substituted for 8d x 1.1/2 nails,and 10d common nails may be substituted for 10d x 1-1/2 nails. I LL_ 8d x 1.1/2 nails are 11 gauge(0,1311 by 1.112"long and 10d x 1.1/2 nails are 9 gauge(0.148')by 1.1/2"long. i ;tI continued on next page II tit 11 li Angles and Straps it 74- ) 19/16" iy,L.. 4rft ' 13/a" 'Ara i r-ICAY 11/2" ..... t, , lic.,i7a I ,r4 1-•:!. •.4, 4. ell;i,-,V \Igi ,, ..-•-•- 43/16" + • ::„..-., 1 WEr t......vof --......t.......x. :OA 7.-.L'i ri v.,..a. - —t -..-- -... RT3 Typical RT3 installation RT1 2 Typical RT1 2 installation 4---r , , 1 9,16" • d'• i —T 7*. 9" '04,,,,,, , , 1 3/8" -,'-co;p:, , i :t';':,,e.,.);;;-':,:i,:, .• 51/4" L'il . .. '' --r 1 •,- 101 - • , 1..., HI— -1 1/2 . .7.:1'4" `11-- •::, 11/4" 23/a" • ., , --..... RT1 4 Typical RT1 4 installation RT7 Typical RT7 installation 19/16" ...4-- 19/16" '=Pitl.i•': --4.• p•-•--------I—11 . --'1 '-'-. "-- 1.--1- 0 . ..,., ,:gig Pl. `<'. lizefs , F 1 _,' {k_ _ .. 4 • •7,..k, e10 t, ,:„, , e... - ...,,....,— . , ,,•‘•• tl- A - i41,....A... 0 k S•2"A'o. i ..".' -. r, i f ' - .'...:•G 0 1 .'iA'TY:.1:,:.....4.- 14.5'j3. "A-e i•--1.rto 4,-',NJ,— 1 , . . —-i•y• '--RekA11,4V.11"i'V't 5 51/8" _ q,'‘ . '.'',5;;41`.-.04.,,AY41,,,, 99/16" ,..:it'..!?. ,c•;_ lei:'' 'ii-724444,1s•tes&S'iff , ' " '.'.-r.i•-•%kiWP.F.41' '• ,(......, tifsQ • .,"•.' 1r: .*Ti,APP.ii,:',;:, , '.' ,,• ,,, I , e• Z.v. ...If RT1 5 Typical RT1 5 installation RT1 7 Typical RT1 7 installation viz 4tiar.7... 19/16" 21/4" _xi( I ,----r 2 3/8 I1 rg' 1044' 45/8 '.I. 21 Vs' ,. . ,. Jr.., oil.1 -r•k= ..t'.., 3* I 41/4" 1 • 0 j 1_ ! - I 4' ! . , c. • _i• ;,.,I j . 1 s, SV'--• ' i, '• 41 RT1 0 Typical RT1 0 installation RT2 0 Typical RT20 installation •,_ ...,, ©Copyright 199El United Steel Products Company 1111111 Milek® MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Re:EL_C Telephone 314/434-1200 TIPTON C 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 Davis Wholesale Pages or sheets covered by this seal: I2149017 thruI2149037 My license renewal date for the state of Indiana isJULY 31, 2002. `,`�111111f11/j a • NO, 20612 • STATE Of : / • '•.,As • �� • March 6,2002 C a b f f i+,/ ,W`.r• The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec. 2. Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property .j - 13i4 *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.. TOP CHORDS 2. Cut members to bear tightly against each C7 C3 other. 11411Ritor i WEBS3. Place plates on each face of truss at each * joint and embed fully. Avoid knots and wane For 4 x 2 orientation,locateat joint locations. plates 1/ "from outside edge oftruss 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 required aJ7 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 AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nell 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 4, 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. MI 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. TM �® PANEL � © 1993 Mitek Holdings, Inc. - CLIP FORM 8,019 GANG "L® HYORO,4IR® a a Job Truss Truss Type Qty Ply TIPTON C 12149017 EL_C A ROOF TRUSS 8 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:51:07 2002 Page i 4-9]8 7-1-14 I 13-6-15 I 20-0-0 I 26-5-1 I 32-10-2 ( 40-0-0 4�1-9[8 Scale=1:81.6 0-9-8 7-1-14 6-5-1 6-5-1 6-5-i 6-5-1 7-1-14 0-9-8 5x6= 6.00 12 6 4x8 4x6 4x10�i 5 7 4x10� 4x6 4 8 4x6 3 9 yf1 2 IR rn ., 1Q1Id 5x10= 18 17 16 15 14 13 12 5x10= 3x411 4x6= 4x10= 4x10= 4x10= 4x6= 3x411 I 7-1-14 I 13-6-15 I 20-0-0 I 26-5-1 I 32-10-2 I 40-0-0 I 7-1-14 6-5-1 6-5-1 6-5-1 6-5-1 7-1-14 Plate Offsets(X,Y): [2:0-2-1,edge],[10:0-2-1,edgeb[16:0-5-0,edge] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.16 15 >999 M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.38 13-15 >999 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.14 10 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/deft=360 Weight: 171 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-5-1 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-15,7-15 WEDGE Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 REACTIONS(lb/size) 2=1645/0-3-8, 10=1645/0-3-8 Max Horz 2=-23(load case 3) Max Uplift 2=-368(load case 5),10=-368(load case 5) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=10,2-3=-2852,3-4=-2311,4-5=-2311,5-6=-1756,6-7=-1756,7-8=-2311,8-9=-2311,9-10=-2852,10-11=10 BOT CHORD 2-18=2534,17-18=2534,16-17=2067,15-16=2067,14-15=2067, 13-14=2067,12-13=2534,10-12=2534 WEBS 3-18=134,3-17=-536,5-17=391,5-15=-725,6-15=1185,7-15=-725,7-13=391,9-13=-536,9-12=134 NOTES 1)This truss has been checked for unbalanced loading conditions. , 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,UBC-94. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 368 lb uplift at joint 2 and 368 lb uplift at joint 10. 6) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. of LOAD CASE(S) Standard ,*0 �c$ W. C'A J0p , ST . 1 F • ye9` �: G �S - Na.C. r 20612 r S .E F • ti :,Girr•../ !A P• .. ,$ 00rrr1110,.. March 6,2002 AWARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. T Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overait structure is the responsibility of the building designer.For general guidance regordIng fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,0SB•89 Bracing Speclflcation,and HIB•91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job .Truss Truss Type Qty Ply TIPTON C 12149018 EL_C Al ROOF TRUSS 16 1 DAVIS WHOLESALE,INDIANAPOLIS, IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:51:23 2002 Page 1 f�19]8 Scale=1:81.1 7-1-14 13-6-15 1 _ 20-0-0 .�_ 26-5-1 I 32-10-2 I 40-0.0 0-9-8 7-1-14 6-5-1 6-5-i 6-5-'. 6.5-1 7.1-14 5x6= 6.00 '1. 6 4x6 4x6 4x10-."- 5 7 4x10-:.-- 4x6 i 4 8 4x6 3 9 10 M e; yI 1 2 B ,t 4 44 lg. 0 5x10= 17 16 15 14 13 12 11 5x10= 3x411 4x6= 4x10= 4x10= 4x10= 4x6= 3x411 1 7-1-14 1 13-6-15 1 20-0-0 1 26-5-1 1 32-10-2 1 40-0-0 1 7-1-14 6-5-1 6-5-1 6-5-1 6-5-1 7-1-14 Plate Offsets(X,Y): 12:0-2-I,edgej,j10:0-2-1,edge],[15:0-5-0,edge] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.16 14 >999 M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.38 12-14 >999 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.14 10 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min 1/defl=360 Weight:170 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-5-1 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-14,7-14 WEDGE Left:2 X 4 SPF No.2,Right:2 X 4 SPF No.2 REACTIONS(lb/size) 2=1645/0-3-8, 10=1588/0-3-8 Max Horz 2=44(load case 4) Max Uplift 2=-368(load case 5),10=-320(load case 5) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=10,2-3=-2852,3-4=-2311,4-5=-2311,5-6=-1756,6-7=-1756,7-8=-2311,8-9=-2311,9-10=-2852 BOT CHORD 2-17=2534,16-17=2534, 15-16=2067, 14-15=2067,13-14=2067,12-13=2067,11-12=2534, 10-11=2534 WEBS 3-17=134,3-16=-536,5-16=391,5-14=-725,6-14=1185,7-14=-725,7-12=391,9-12=-536,9-11=134 NOTES 1)This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,UBC-94. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 368 lb uplift at joint 2 and 320 lb uplift at joint 10. 6)This truss has been designed for both UBC-94 and ANSI/I-PI 1-1995 plating criteria. `,0•N+Btnttt,,, LOAD CASE(S) Standard +,,. ,BEN W. Cq r,o •`, ,t�'.••*•isT• .4*44:0 5 (<,G EA?`.�9 It Pis. . 20612 SioN 4 r Elk` %,0! ''*dsrsrtIstt.... March 6,2002 A WARNING-Ver{fg design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. memo® Design valid for use only with MITek connectors.This design is based only upon parameters shown,and 6 for an Individual building component to be IIIII Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSI-89 Bracing Specilleatten,and NIB-91 MiTek® Handling Installing and tracing Recommendation available from Truss Plate Institute,583 D'Onotrb Drive,Madison,WI53719. - Job 'Truss Truss Type Qty Ply TIP ION C 12149019 • EL C AGE1 GABLE 2 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 sDct 7 1999 MiTek Industnes,Inc. Tue Mar 05 08:51:47 2002 Page 1 -r?-9[8 20-0-0 I 40-0-0 I Scale=1:8f.6 0-9-8 20-0-0 20-0-0 4x10= 6.00 12 13 1- of 14 1 ‘144 15 18 5x8� 9 t7 Sx6� 8 18 5 ,........._21 4 22 3 23 24 3 • • ••x5= 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x5= 4x10= 4x10= 40-0-0 I I 40-0-0 Plate Offsets(X,Y): 16:0-1-12,0-0-14],[7:0-1-13,0-0-41[13:0-5-0,edge],[19:0-1-13,0-0-4],[20:0-1-12,0-0-141,[37:0-5-0,edge] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.09 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/deft=360 Weight:208 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 WEBS 1 Row at midpt 12-35, 11-36,14-34, 15-33 REACTIONS(lb/size) 2=174/40-0-0,37=9/40-0-0,35=140/40-0-0,36=159/40-0-0,38=153/40-0-0,39=161/40-0-0,40=160/40-0-0,41=159/40-0-0, 42=166/40-0-0,43=137/40-0-0,44=226/40-0-0,34=140/40-0-0,33=159/40-0-0,31=153/40-0-0,30=161/40-0-0,29=160/40-0-0 ,28=158/40-0-0,27=167/40-0-0 Max Horz 2=239(load case 4) Max Uplift 36=-64(load case 5),38=-52(load case 4),39=-50(load case 5),40=-51(load case 4),41=-50(load case 4),42=-51(load case 5), 43=-47(load case 4),44=-69(load case 4),33=-64(load case 5),31=-52(load case 3),30=-50(load case 5),29=-51(load case 3), 28=-50(load case 3),27=-53(load case 5) Max Gray 37=18(load case 2),35=140(load case 1),36=160(load case 6),38=153(load case 1),39=161(load case 6),40=160(load case 1), 41=159(load case 6),42=166(load case 1),43=137(load case 6),44=227(load case 6),34=140(load case 1),33=160(load case 7), 31=153(load case 1),30=161(load case 7),29=160(load case 1),28=158(load case 7),27=167(load case 1) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=20,2-3=23,3-4=-52,4-5=-46,5-6=-47,6-7=-47,7-8=-20,8-9=-47,9-10=-47,10-11=-47, 11-12=-48,12-13=-40,13-14=-40, 14-15=-48,15-16=-47,16-17=-47,17-18=-47, 18-19=-20, 19-20=-47,20-21=-47,21-22=-45,22-23=-53,23-24=-59 , BOT CHORD 2-44=0,43-44=0,42-43=0,41-42=0,40-41=0,39-40=0,38-39=0,37-38=0,36-37=0,35-36=0,34-35=0,33-34=0,32-33=0, 31-32=-0,30-31=0,29-30=0,28-29=0,27-28=0,26-27=0,25-26=0,24-25=0 WEBS 12-35=-102, 11-36=-123, 10-38=-120,9-39=-120,8-40=-120,6-41=-119,5-42=-123,4-43=-106,3-44=-162, 14-34=-102,15-33=-123, 16-31=-120, 17-30=-120,18-29=-120,20-28=-119,21-27=-124,22-26=-103,23-25=-170 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline,on an occupancy category I, condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase `��,,r,BtIId IHt$a... is 1.33,and the plate grip increase is 1.33 , N W. is 3) For studs exposed to wind,see MiTek"Standard Gable End Detail" 44 <, 8•M•1► A p 4)All plates are M20 plates unless otherwise indicated. �+ .• • •. 5)All plates are 3x4 M20 unless otherwise indicated. : �� ••• �$35 rCi s\'� Z 6) Gable requires continuous bottom chord bearing. : 's` N . t I. 7) Gable studs spaced at 2-0-0 on center. } 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 20612 i No.16-B,UBC-94. Wrik • 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 64 lb uplift at joint 36,52 lbS ` uplift at joint 38,50 lb uplift at joint 39,51 lb uplift at joint 40,50 lb uplift at joint 41,51 lb uplift at joint 42,47 lbj. F •uplift at joint 43,69 lb uplift at joint 44,64 lb uplift at joint 33,52 lb uplift at joint 31,50 lb uplift at oint 30,51 lb • / •uplift at joint 29,50 lb uplift at joint 28,53 lb uplift at joint 27,41 lb uplift at joint 26 and 86 lb uplift at joint 25. ` • 1 A '.• 4 10) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. "•�Fs�./b�•••'E�C�'t ' LOAD CASE(S) Standard ,r`'rf is.",r...l.'+, March 6,2002 a WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss1111 designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HII.91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job 'Truss Truss Type Qty Ply TIPTON C 12149020 r EL_C B MONO PITCH 24 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1 99 MiTek Industries,Inc. Tue Mar 05 08:51:53 2002 Page 1 • Scale=1:13.3 I -0-9-8 I 6-0-0 — I 0.9-8 6-0-0 3 4.00 12 4. u. 10 / 3x4= 4 6-0-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.06 2-4 >999 M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.12 2-4 >558 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/deft=360 Weight:15 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS(lb/size) 3=167/0-3-8,2=290/0-3-8,4=58/0-2-0 Max Horz 2=98(load case 4) Max Uplift 3=-102(load case 4),2=-100(load case 4) Max Gray 4=115(load case 2) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=14,2-3=43 BOT CHORD 2-4=0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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)All plates are M20 plates unless otherwise indicated. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,UBC-94. 4) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 3 and 100 lb uplift at joint 2. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard �`,1 VV W. C -.4%14, r4. ig 1 20612 s F F I . Z 1 =,.GAS,••., rA A.• ,,'+'. ibhr A I. E jr r rr rr Ilse s.l,, March 6,2002 A WARNING-Ver{jjt design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. -�® Design valid for use only with Wok connectors.This design is based only upon parameters shown,and is for an Individual butding component to be � installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not trussiliii designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DS11•89 Bracing Specification,and HI1-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate institute,583 D'Onofrlo Drive,Madison,WI 53719. Job , 'Truss Truss Type Qty Ply TIPTON C 12149021 EL_C BGE GABLE 2 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1099 MiTek Industries,Inc. Tue Mar 05 08:51:58 2002 Page 1 098 I 60.0 Scale=1:15.7 0-9-8 6-0-0 4 4.00 12 3x4II 3 r; w" 2 Oi i••00••i••�•OOOOOOOOOi Oi•Oi OiiO•0.0000•0000i0i00••O�i•OOOi OOi Oi i••0000000i0'OOOi i i.O•i•i OJ0000i•i O 3x4= 6 3x411 5 I 6-0-0 I 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.07 3-4 >328 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min 1/defl=360 Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 2=179/6-0-0,5=6/6-0-0,6=340/6-0-0 Max Horz 2=113(load case 3) Max Uplift 2=-52(load case 3),6=-174(load case 4) Max Gray 5=12(load case 2),6=340(load case 1) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=14,2-3=47,3-4=-38 BOT CHORD 2-6=0,5-6=0 WEBS 3-6=-260 NOTES 1)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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) For studs exposed to wind,see MiTek"Standard Gable End Detail" 3)All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 on center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 2 and 174 lb uplift at joint 6. 8)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard t ottiIP$tp , OF ,,,<°(�,�.N W. t4 •� V .N.... .5! 7 ��. F6,s s rill r:: . 20612 1 icEF • • evitretote , '�''O'r., lt:AL c . 0- Isr.rtr1sN March 6,2002 AWARNING-Ver{jg design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. smusel 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 1 installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST•88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. - Job 'Truss Truss Type Qty Ply TIPTON C 12149022 EL_C C MONO PITCH 5 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:52:03 2002 Page 1 I -0 9 8 I - —.-- 4-0-0 I Scale=1:14.8 0- .8 4-0-0 3 6.00 12 ,/ o 1 E. 4/, �/ // 3x4= 4-0-0I I 4-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.01 2-4 >999 M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 2-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min l/defl=360 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS(lb/size) 3=104/0-3-8,2=212/0-3-8,4=38/0-2-0 Max Horz 2=93(load case 5) Max Uplift 3=-61(load case 3),2=-65(Ioad case 5) Max Gray 4=75(load case 2) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=20,2-3=38 BOT CHORD 2-4=0 NOTES 1)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is I 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,UBC-94. 4) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 lb uplift at joint 3 and 65 lb uplift at joint 2. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard .0',,, ,,.. W. cAg(FP� .' c, ..•kt;\S TFAF.1, 4 zi No, ' 1 s 20612 1 ;: E F ; „ W.1..\*. ,•••. !A A.•edest ti 'rat rrrr1 ski..... March 6,2002 A WARNING-Verity design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. NI® Design valid for use only with Mick connectors.This design is based only upon parameters Mown,and Is for an individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-BB Quality Standard,DSI.89 Bracing Specification,and HIB-91 MiTek® Handling Installing and tracing Recommendation available from Truss Plate Institute,583 D'Onolrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply TIPTON C 12149023 EL_C CGE MONO GABLE 2 1 DAVIS WHOLE ALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1099 MiTek Industries,Inc. Tue Mar 05 08:52:08 2002 Page 1 -0-9-8 I ---— 4-0-0 I Scale=1:14.8 0-7,-8 4-0-U 4 6.00 12 3x411 3 1 1 iiiiiiiiiii..... ii ..ii .. .viiiiiiii.. ••••• ••••••••..•••.i•••• •••i•••i•••i•i••i••..•.•..••••iiiii••••••••iiiii.•••• ••O'•O••4 i••••O•:+:•:•D:OOO••O:•:•: +:+:•.•ODi s0••••••4•i•00.0.•:•:•*0.O••• •ii.•••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••• i'i i i•4•000.0.0••00••00•i•0.O•D•O•O•••'POi••i i!00•+:i•O••00+:!:•O•••O •.•..........w•ewe.ee•e.•.c•ww.e•e•.wc•.wc•c•nc•w.c•w.•.•.•.•wn.•.•ws.cec•www. ••3x4= 6 3x411 5 I 4-0-0 I 4-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) 0.06 3-4 >379 ' BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min 1/deft=360 Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. I OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 2=75/4-0-0,5=15/4-0-0,6=274/4-0-0 Max Horz 2=119(load case 5) Max Uplift 6=-202(load case 5) Max Gray 5=31(load case 2),6=274(load case 1) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=20,2-3=52,3-4=-54 BOT CHORD 2-6=0,5-6=0 WEBS 3-6=-226 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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) For studs exposed to wind,see MiTek"Standard Gable End Detail" 3) All plates are M20 plates unless otherwise indicated. I 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 on center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 lb uplift at joint 6. 8)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard tt4 Al. c �. N S'- Na � s s 20612 - S !A •,rsl•t,rtIii.'.i' . March 6,2002 AWARNINO-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ..® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an Individual building component to be i Installed and loaded vertically. Applicability o1 design parameters and proper Incorporation of component is responsibility of building designer-not trussle designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult 0ST-85 Quality Standard,DSB-89 Bracing Specification,and HIB-91 1416Tek®Handling installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job ,truss t russ type Oty Ply TIPTON C 12149024 EL_C V1 VALLEY GABLE 1 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:52:19 2002 Page 1 I---- 8-11-9 I 17-11-3 ___ I Scale=1:44.4 8-11.9 8-11-10 3x6= 3x411 6 3x411 %A 7 4II in - Y r likilhibb..1° - i•••O••••OD•JO• O�.4•0••••••••: OJ:: P• • ••JO.04WJi •••• ••�.•JOP.•.• .•D•:O•J•.00.40D0•: 3x4 i 19 18 17 16 15 14 13 12 3x4 3x4 II 3x4 II 3x4 11 3x41 I 3x4 II 5x5= 3x4 II 3x4 II I 17-11-3 I 17-11-3 Plate Offsets(X,Y): [6:0-3-0,edge1J14:0-2-8,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.05 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/deft=360 Weight:70 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=60/17-11-3,11=57/17-11-3, 14=168/17-11-3,16=134/17-11-3, 17=165/17-11-3, 18=159/17-11-3,19=160/17-11-3, 15=137/17-11-3,13=157/17-11-3, 12=160/17-11-3 Max Horz 1=155(load case 4),11=-158(load case 3), 14=-5(load case 7) Max Uplift 14=-75(load case 5),16=-18(load case 4), 17=-74(load case 5),18=-63(load case 4), 19=-65(load case 5),15=-17(load case 3), 13=-64(load case 3),12=-64(load case 5) Max Gray 1=84(load case 4),11=86(load case 3),14=169(load case 7), 16=134(load case 1),17=166(load case 6),18=159(load case 1), 19=160(load case 6),15=137(load case 1),13=157(load case 1),12=160(load case 7) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=7,2-3=-57,3-4=10,4-5=-59,5-6=-46,6-7=-46,7-8=-59,8-9=-51,9-10=-51,10-11=-40 BOT CHORD 1-19=0,18-19=0,17-18=0,16-17=0,15-16=0, 14-15=-0, 13-14=-0,12-13=0,11-12=0 WEBS 5-16=-97,4-17=-124,3-18=-120,2-19=-116,7-15=-97,8-14=-127,9-13=-120,10-12=-116 NOTES 1)This truss has been checked for unbalanced loading conditions. I 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I, condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or cantilevers exist,they are exposed to wind. tf porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3) For studs exposed to wind,see MiTek"Standard Gable End Detail" 4)All plates are M20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 on center. B11411h 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table �rarl M� No.16-B,UBC-94. �.,`,BEN W. CA .ni,. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 14,18 lb �� Q ...•.• uplift at joint 16,74 lb uplift at joint 17,63 lb uplift at joint 18,65 lb uplift at joint 19,17 lb uplift at joint 15,64 lb 4.C. ••'o••T ''••'� uplift at joint 13 and 64 lb uplift at joint 12. .'.�� fiRF••.'9 •,• 9)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. =• Mo. , t• • IFI:rti "c�612 i �:LOAD CASES) Standard S E F : e „� ••; to A I .•S °U,;s,ah A V EN �,,,• tflrrrrtN Hess' March 6,2002 A WARNING-Verify design parameter:and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. owe Design valid for use only with MRek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,deNvery,election and bracing,consult CST-88 Quality Standard,DSI.89 Bracing Specification,and HIB-91 IW•Take Handling Installing and Bracing Recommendation available from Truss Plate institute,583 D'Onotrlo Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply TIPTON C 12149025 • EL C V2 VALLEY 1 1 DAVIS WHOLE§ALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1099 MiTek Industries,Inc. Tue Mar 05 08:52:25 2002 Page 1 I__ __ 7-5-9_____ __ I 14-11 Scale=1:37.0 7-5-8 7-5-10 5x5= 3 8.00 12 3x40111 3x4 II 2 4 J 16116 5 1 v 111 Y Y Y r 3x4;', 8 7 6 3x4' 3x4 II 3x4 II 3x4 II I 14-11-3 I 14-11-3 Plate Offsets(X,Y): [4:0-0-0,0-0-0],[6:0-0-0,0-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min Vdefl=360 Weight:45 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=122/14-11-3,5=122/14-11-3,7=256/14-11-3,8=309/14-11-3,6=309/14-11-3 Max Horz 1=98(load case 4),5=-98(load case 3) Max Uplift 1=-1(load case 3),5=-1(load case 4),8=-132(load case 4),6=-132(load case 3) Max Gray 8=320(load case 6),6=320(load case 7) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-103,2-3=-128,3-4=-128,4-5=-103 BOT CHORD 1-8=0,7-8=0,6-7=0,5-6=0 WEBS 3-7=-177,2-8=-224,4-6=-224 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1 lb uplift at joint 1, 1 lb uplift at joint 5, 132 lb uplift at joint 8 and 132 lb uplift at joint 6. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. `�t�tttlittttty.�,, LOAD CASE(S) Standard ��,.`Q,r0 W. C. -. ro r~ ly ..•<�5tS 1&ie.%4. z • s • No. 20612 • r. S .E F / Wor..4" c !A Q .• ,, r0rt,ltlis s\.s March 6,2002 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ammo® Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an Individual building component to be El installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tobricatlon,quality control,storage,delivery,erection and bracing,consult OST-BB Quality Standard,DSB-89 Bracing Specification,and HIB-91 M iTe k® Handling installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onolrio Drive,Madison,WI 53719. Job . Truss Truss Type Qty Ply TIP TON C 12149026 EL_C V3 VALLEY 1 1 DAVIS WHOLESALE, INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:52:31 2002 Page 1 h - I — ScaleI 5-11-9 11-11-3 5-1 1-9 5-11-10 I 5x5= 3 Illn 8.00 ram, 12 r\ 3x411 r 3x411 4 2 III 5 1.AL AN, so yr •` r .•.•.•• .•.•!•::!:!•i !�!!�!� •lQ !•!e:!�l�l�l� • :!:l:lee•!•il:le*Q:I:!•e :!!�!•!� :I*Q��ilQ:lQ*:!•!•!Q*•l:lQ:l:!:!•!:l:lQ3t QQi•!:!:lQ:l:;:!•!• 3x4- 8 7 6 3x4 V- • 3x4 I 1 3x4 II 3x411 I 11-11-3 I 11-11-3 Plate Offsets(X,Y): 14:0-0-0,0-0-0],[6:0-0-0,0-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.16 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/defl=360 Weight:34 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=44/11-11-3,5=44/11-11-3,7=265/11-11-3,8=262/11-11-3,6=262/11-11-3 Max Horz 1=69(load case 4),5=-69(load case 3) Max Uplift 1=-6(load case 3),5=-6(load case 4),7=-19(load case 5),8=-117(load case 4),6=-117(load case 3) Max Gray 1=48(load case 4),5=48(load case 3),7=265(load case 1),8=279(load case 6),6=279(load case 7) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-69,2-3=-131,3-4=-131,4-5=-69 BOT CHORD 1-8=0,7-8=0,6-7=0,5-6=0 WEBS 3-7=-179,2-8=-201,4-6=-201 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6 lb uplift at joint 1,6 lb uplift at joint 5, 19 lb uplift at joint 7,117 lb uplift at joint 8 and 117 lb uplift at joint 6. 7) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. ,‘cott)P$tt$btti LOAD CASE(S) Standard ,,.a`,�,��1 W. Cq '*i p tiQ9,........�. ./ ll y'�1;0<G1ST,,EgoF� zi • 20612 F r ; , /� !A A ,rltrrsit ... March 6,2002 Iv a WARNING-Verl fk design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1� 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 � instated and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult OST-115 Quality Standard,DSB-69 Bracing Specification,and HIB-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job 'Truss Truss Type Qty Ply TIPTON C 12149027 •EL C V4 VALLEY 1 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:52:36 2002 Page 1 • Scale=1:22.8 4-5-9 I 8-11-3 I 4-5-5 4-5-10 5x5= 1 8.00 12 r� r\ r; 3 1 •: :•i�:i❖:i:•:•:•:•::•:•:•iii: �0i':•ii:ii:ii�:•i�i��:iii0�:•i�i:•.i:•.i��i��••:•ii.ii�iii:��i:•ii•••••••• 0•0000:+:.:•00••:•:••• •O•• •D•O••00.:•i*X.000•• •0 • OOA•Oi:. ••i 0.00•.0000• • ••• 4•:• • ••i' •Oi 0.0•00••d•OOO•JAO•i O••O•i i•00••i•O••i•O•i Oi•O•i 0.00•i•OOOi•O•i i••O.O•i Pi•O•i•••O••i i i i••00••i 0000.0.Oi•O•Oi•O' O!•i4•0.4•000•iO.O••OOA!•ii000000••O•Oi Oi•iO•Oi i J•004•0.00••i•O.O•OOOi O•iO•OOOi i i i i•O•OOOO.O•OOOi•OO•i ieeee.•e.e•ee•e.•.ee•ee•.•.eee.•en.•eegee•.ee•.ee•.ee•.•we.ee.•.•.e•ee.•eeee•.•e.•eeeeee•.•.•.•.•.•.•.•eee.•.•.•.e•_ 3x4 - 4 3x411 3x4-4 I 8-11-3 I 8-11-3 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.13 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min 1/defl=360 Weight:24 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 I REACTIONS(lb/size) 1=191/8-11-3,3=191/8-11-3,4=255/8-11-3 {C Max Horz 1=48(load case 1),3=-48(load case 1) I Max Uplift 1=-46(load case 5),3=-46(load case 5),4=-36(load case 5) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-58,2-3=-58 BOT CHORD 1-4=0,3-4=0 WEBS 2-4=-175 I NOTES 1) This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 46 lb uplift at joint 1,46 lb uplift at joint 3 and 36 lb uplift at joint 4. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard to+ . i • No, • 20612 5 r-:1 r E F : • , lA P n '"ON'AV E% ,•+• 'd'dsr,rtl N..... March 6,2002 A WARNING-Verl fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid lot 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 vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss1111 designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult OST•88 Duality Standard,OSB-89 Bracing Specification.and HIB-9l MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job -Truss Truss Type Qty Ply TIPTON C 12149028 EL_C V5 VALLEY 1 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s-Oct 7 1099 MiTek Industries,Inc. Tue Mar 05 08:52:41 2002 Page 1 2-11-9 I 5-11-3 Y_H Scale:3/4"=1' 2-11-9 2-11-10 3x6= 8.00 12 r\ 10 ..................................................NNNAN.......... AAA :•:❖:•:•:•:•:•::'❖.:::O::❖.::•..O•..00❖.•..❖::...❖:.•.•i•:.❖.•:.:•..•.•..O•.O•:::.•.❖...:•.•.•:.❖.•.❖.O•:: .......................................................................... .............e_._._.........ee......_.eeee..eeee..e_.e...._ee._.e_...e_e...e......_.....eee..e..ee_...eeeee....a_....•_.e..e_.e.. 3x4 - 3x4' 5-11-3I I 5-11-3 Plate Offsets(X,Y): [2:0-3-0,edge] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.13 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/deft=360 Weight:14 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS(lb/size) 1=199/5-11-3,3=199/5-11-3 Max Horz 1=112(load case 1),3=-112(load case 1) Max Uplift 1=-40(load case 5),3=-40(load case 5) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-134,2-3=-134 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 40 lb uplift at joint 1 and 40 lb uplift at joint 3. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard ,�,I�BIBIteNp► <Q\WI w, C,48•,,0 ��. % — tC612 .1 S .E F 7 ,,it's ....••• 4.c��* ,,r'Spa k,t,�s',,`a March 6,2002 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. =m Design valid for use only with MITek connectors.Thb design Is based only upon parameters shown,and Is for an Individual bulkfing component to be 11111 Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult CST-58 Quality Standard,DSB-B9 Bracing Specification.and Hill-91 M iTeic® Handling Installing and Bracing Recommendation available from Truss Pate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job , •Truss Truss Type Qty Ply TIPTON C 12149029 EL_C V6 VALLEY 1 1 —DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,inc. Tue Mar 05 08:52:45 2002 Page 1 1-5-9 _ _36 2-11-3 Scale=1 7.7 II 1-5-0 '-5-10 8.00 12 " A 91...AL All al IIIII I I I I II IIII k Alh 6. .................................................................... .•......•••..............................AN ....... AN ....................... •...•.................................................................................. .......••.•••••.•.•.................•...•.•...............•..•..................• ,:•::::.4.•O.O•.•0.•.•.•0..•.•.O•....•.0•.•.•..❖.•.•.O.O..•....•.•.•...•..•..0...0❖.•.•..•...•..•.•.•.❖.•.•.•...❖.•..0.•0: ..:•:44 ...............•. . ...................... ..... ........................... .•.....❖.❖.❖....•....❖...❖...❖. .•.....•......❖...•....•.•.•..•....•.•.•.•....•........•...•...•....❖....•.............•.•... :. ❖•❖•••••....... .•. ..•:•:•: ....:•:•:••.❖..•.....•••:•:4+:.....•.•....❖...••••..••••••••..•.•.•••••..•.•... ....................................................... .............................. .• ...................................................................................... ...................................................................................... ................................................................................... .• ....................................................................................... ................................................................ . .................. ....................................................................................... ...................................................................................... ....................................................................................... .......................................................................................................................................................................... 3x4-i 3x4� 2-11-3I I 2-11-3 Plate Offsets(X,Y): [2:0-3-0,edge] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.00 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) n/a - n/a , BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/deft=360 Weight:6 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS(lb/size) 1=79/2-11-3,3=79/2-11-3 Max Horz 1=44(load case 1),3=-44(load case 1) Max Uplift 1=-16(load case 5),3=-16(load case 5) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-53,2-3=-53 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. i 4) Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 lb uplift at joint 1 and 16 lb uplift at joint 3. 7) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 0.,401it qhq` 00 V •*.tNN*�� r. C..4.•�G1 S TE&t•.►,9 z� a No. O S i' Cr 20612 S E F e s,Gfi jig A.. t'�-"0.1 titte.t�� March 6,2002 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USX. e Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an IndMdual building component to be � Installed and loaded vertically. Applicability of design parameters and propel Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult QST-88 Quality Standard,DSC-89 Bracing Specification,and HIB-91 M•Tek® Handling Installing and Bracing Recommendation available from Truss Plate institute,583 D'Onofrb Drive,Madison,WI 53719. 1 Job Truss Truss Type Qty Ply TIPTON C _ 12149030 EL_C VA1 VALLEY GABLE 1 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:52:52 2002 Page 1 6-1-1 12-2-3 Scale=1:30.2 I 6-'+-i 5-1-2 3x6= 3x411 4 3x411 8.00 12 3 5 rLi 3x4 I I 3x411 i _ 2 r 7 1. ...........ossvvo...J....D•...... .s.s•....O.S... ..•....•.::::$ ....o...•..D•.....:....•.•.......• ........................................................................................... 3x4-',2 11 3x411 10 3x411 9 3x411 8 3x411 3x4-:',, I 12-2-3 I I 12-2-3 Plate Offsets(X,Y): [4:0-3-0,edge] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.07 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/deft=360 Weight:40 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=103/12-2-3,7=103/12-2-3, 10=115/12-2-3,11=230/12-2-3,9=115/12-2-3,8=231/12-2-3 Max Horz 1=102(load case 4),7=-102(load case 3) Max Uplift 10=-23(load case 4), 11=-97(load case 5),9=-23(load case 3),8=-97(load case 5) Max Gray 11=231(load case 6),9=115(load case 1),8=231(load case 7) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-68,2-3=-68,3-4=-49,4-5=-49,5-6=-68,6-7=-68 BOT CHORD 1-11=0,10-11=0,9-10=0,8-9=0,7-8=0 WEBS 3-10=-85,2-11=-162,5-9=-85,6-8=-163 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3) For studs exposed to wind,see MiTek"Standard Gable End Detail" 4)All plates are M20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 on center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 23 lb uplift at joint 10,97 lb uplift at joint 11,23 lb uplift at joint 9 and 97 lb uplift at joint 8. , Btli„It }� 9) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. ttt� N .• VI w. C LOAD CASE(S) Standard .4, .cc)IS TEA+...(10 1. NO. eQ• ti• s 2C612 F i e w W 0^•••. !A P;.•S ,t,,siahrAk. S• ,,t March 6,2002 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ef 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 vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not trussli designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult QST-88 Quality Standard,DSB-89 Bracing Specification,and HiB-91 ® ; Handling Installing and Bracing Recommendation available from truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. MiTek , Job . ' Truss Truss Type Qty Ply TIPTON C - 12149031 EL_C VA2 VALLEY 1 1 DAVIS WHOLE ALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:52:56 2002 Page 1 F----- —_— 5-5-3 - --�__—� 0-10-7 I Scale=1:27.3 ';-5-3 5-5-4 5x5= 2 r, 8.00 12 '�' 3 •::::•S:•:::•:❖::::::❖:❖:•:::•::•:•:•::•::•:::•::•:•:•:•:•:•::::❖S:•:•:•:•:•:•:•:•:•:•S'eS:•S:•::•:•::❖:❖:❖3:•3::•S:❖::•:•.••: 3x4* 4 3x411 3x4.- 1 10-10-7 1 10-10-7 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) n/a - n/a 1 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min 1/deft=360 Weight:29 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=238/10-10-7,3=238/10-10-7,4=317/10-10-7 ' Max Horz 1=60(load case 1),3=-60(load case 1) Max Uplift 1=-57(load case 5),3=-57(load case 5),4=-45(load case 5) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-72,2-3=-72 BOT CHORD 1-4=0,3-4=0 WEBS 2-4=-218 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE , 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 57 lb uplift at joint 1,57 lb uplift at joint 3 and 45 lb uplift at joint 4. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. iI LOAD CASE(S) Standard �toitit gttty ,,,%•%% Grk we C 8%,p y G .f MN► 42. rug, s �C612 Wor 4H. S E F . „ z •. JA P March 6,2002 AWARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. lime Design valid for use only with MITek connectors.This 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 proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult GIST-81 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek® Handling installing and Bracing Recommendation available from Truss Plate Institute.583 D'Onofrlo Drive,Madison,WI 53719. Job , ' Truss Truss Type Qty Ply TIPTON C 12149032 EL_C VB1 VALLEY GABLE I 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:53:07 2002 Page 1 I____ 10-0-1 _, I ---. 20-0-3 Scale=1:52.6 I 10 c-1 10-0-2 ' 3x6= 3x411 6 3x411 7 3x> 4Pii8 rr 3x4II 3 9 • 3x411 P. 3x4II 2 10 1,Al ■7 1111111111 `w 1 .M.I.X.,%4%.M.Xi% %%i 0.4444%�%O�,e4t Mi%%i%%%%% 4,6,�V����%.M... %01..4 66•44, 4.M.,4.N 3x4 i 20 19 18 17 16 15 14 13 12 3x4 3x4 II 3x41 I 3x4 II 3x4 II 3x4 II 3x6= 3x4 II 3x4 II 3x411 20-0-3 I 20-0-3 Plate Offsets(X,Y): (6:0-3-0,edge1 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.06 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min 1/defl=360 Weight:81 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=98/20-0-3,11=99/20-0-3, 15=9/20-0-3,17=135/20-0-3,18=169/20-0-3,19=139/20-0-3,20=221/20-0-3,16=129/20-0-3, 14=163/20-0-3, 13=140/20-0-3,12=221/20-0-3 Max Horz 1=173(load case 4),11=-173(load case 3) Max Uplift 17=-12(load case 4), 18=-76(load case 5),19=-55(load case 4),20=-89(load case 5),16=-16(load case 3),14=-80(load case 5), 13=-54(load case 3), 12=-89(load case 5) Max Gray 15=21(load case 2), 17=135(load case 1), 18=170(load case 6),19=139(load case 1),20=221(load case 6), 16=129(load case 1), 14=164(load case 7), 13=140(load case 1),12=221(load case 7) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=24,2-3=-61,3-4=-55,4-5=-59,5-6=-46,6-7=-46,7-8=-59,8-9=-55,9-10=-62,10-11=-63 BOT CHORD 1-20=0,19-20=0,18-19=0, 17-18=0,16-17=0,15-16=0,14-15=0,13-14=0,12-13=0,11-12=0 WEBS 5-17=-97,4-18=-127,3-19=-108,2-20=-155,7-16=-97,8-14=-127,9-13=-108,10-12=-155 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline,on an occupancy category I, condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3) For studs exposed to wind,see MiTek"Standard Gable End Detail" 4)All plates are M20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 on center. ` �llf fit/ h 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table �t�� ht No.16-B,UBC-94. *%• �� ' W. +,q 4. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 12 lb uplift at joint 17,76 lb �� 41 ,,,.,,� uplift at joint 18,55 lb uplift at joint 19,89 lb uplift at joint 20,16 lb uplift at joint 16,80 lb uplift at joint 14,54 lb . 't •••G'o',S rfi'•�`�`' uplift at joint 13 and 89 lb uplift at joint 12. , 5 c. ip., 9)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. ...:S"- M4 o• '1. 2°612 i LOAD CASE(S) Standard • S .E F ti 1,..4, •••• t o P•• 3'/ONAV Ea •'` '#trdrt,stllltt....� March 6,2002 a WARNING-Verify design pater:and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. -- Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be 11 Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss111 designer.Bracing shown is tot lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult 0ST-88 Quality Standard,DS11-89 Bracing Specification,and HIB-91 MiTek® Handling installing and Bracing Recommendation available horn Truss Plate Institute,583 D'Onotrlo Drive,Madison,WI 53719. Job . Truss Truss Type Qty Ply TIPTON C 12149033 EL_C VB2 VALLEY 1 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1099 MiTek Industries,Inc. Tue Mar 05 08:53:14 2002 Page 1 ' Scale=1 44.8 I-- —_8-6-�. — I 17-0-3 — 3-6-1 3-6-2 5x5= 3 8.00 12 3x411 3x4 II 2 4 .rr L 5 1w w All 3x4-- 9 8 7 6 3x4 3x4 II 3x4 II 3x6= 3x4 II I 17-0-3 I 17-0-3 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.18 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min 1/defl=360 Weight:53 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=159/17-0-3,5=157/17-0-3,7=-33/17-0-3,8=237/17-0-3,9=366/17-0-3,6=398/17-0-3 Max Horz 1=118(load case 4),5=-118(Ioad case 3) Max Uplift 7=-34(load case 7),9=-153(load case 4),6=-184(load case 3) Max Gray 7=33(load case 3),8=237(load case 1),9=375(Ioad case 6),6=407(load case 7) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-116,2-3=-127,3-4=-127,4-5=-116 BOT CHORD 1-9=0,8-9=0,7-8=0,6-7=0,5-6=0 WEBS 3-8=-166,2-9=-261,4-6=-261 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is i 1.33,and the plate grip increase is 1.33 ( 3)All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 lb uplift at joint 7,153 lb uplift at joint 9 and 184 lb uplift at joint 6. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 00011 Pitts". : ... ;%53\s rfiA�.„fi,P1,el' b . 20612 .• 5 `11 r r,,,11,01% March 6,2002 AWARNINO-verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be 1 1 Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 M• k® I Handling Installing and Bracing Recommendation available from Truss Plate institute,583 D'Onofrlo Drive,Madison,WI 53719. Job - Truss Truss Type Qty Ply TIPTON C 12149034 EL_C VB3 VALLEY 1 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:53:20 2002 Page 1 7-0-1 I 14-0-3___ _ _� Scale=1:34.7 7-0.i '-0-2 5x5= 3 ii 8.00 12 3x411 3x411 2 4 1 I I 5 0 e ::::•::•::❖:O:❖i❖:•:❖iii.:•:i:K::❖❖:::::•:•:::❖:•::'•:❖:❖:::❖:❖:•::❖:•:•K ii•:•i:❖:❖:❖:❖•M•Ki.:•::GN : .•.V..W.V.O. ❖.O❖!:!:+:V:V:t:.❖.❖.❖.❖A•O.•O.:❖:.O::.O:.❖+:!:!:O.O•O.O❖t O.O•O.•.0:!:!*•.O❖.❖!:+:+:. ....................................................ww..eeeww..ww....a......w............w.e.......e.Bee.......e........e.....c...we....e.e .......w..a.. 3x4; 8 7 6 3x4 3x4 I I 3x4 I I 3x4 II 14-0-3I I 14-0-3 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) 1/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.16 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress!nor YES WB 0.06 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/deft=360 Weight:42 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=103/14-0-3,5=103/14-0-3,7=261/14-0-3,8=288/14-0-3,6=288/14-0-3 Max Horz 1=89(load case 4),5=-89(load case 3) Max Uplift 1=-2(load case 3),5=-2(load case 4),7=-7(load case 5),8=-124(load case 4),6=-124(load case 3) Max Gray 8=301(load case 6),6=301(load case 7) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-96,2-3=-129,3-4=-129,4-5=-96 BOT CHORD 1-8=0,7-8=0,6-7=0,5-6=0 WEBS 3-7=-179,2-8=-212,4-6=-212 NOTES 1) This truss has been checked for unbalanced loading conditions. 1 2) This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom i chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. . 4) Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2 lb uplift at joint 1,2 lb uplift at joint 5,7 lb uplift at joint 7,124 lb uplift at joint 8 and 124 lb uplift at joint 6. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard ,tttt1tlttlttlyt :es W. �,AB,,0� 4. N0. 1 20612 F • .:: • / *:r\11- l•`--.4'.* .• !A A • : '1)",111111j11' March 6,2002 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. asemse Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component to loadedbe Installed and vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult GST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job • Truss Truss Type Qty Ply TIPTON C 12149035 EL_C VB4 VALLEY 1 1 DAVIS WHOLE ALE,INDIANAP LIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:53:24 2002 Page I • s H_____ 5-6-1 I 11-0-3 Scale=1:27.7 5-6-I 5-6-2 5x5= 2 8.00 12 3 1.w Al IV '1II •......•..••..•.•...•..•....•.......•.....••.. • ...... ........•.. . . ......... ....................................................... .. ........... ............... 3x4 i 4 3x4 II 3x4 I 11-0-3 I 11-0-3 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (lac) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.23 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/dell=360 Weight:30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. , BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=241/11-0-3,3=241/11-0-3,4=321/11-0-3 Max Horz 1=61(load case 1),3=-61(load case 1) Max Uplift 1=-58(load case 5),3=-58(load case 5),4=-46(load case 5) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-73,2-3=-73 BOT CHORD 1-4=0,3-4=0 WEBS 2-4=-221 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 1,58 lb uplift at joint 3 and 46 lb uplift at joint 4. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard I `t0011 lhJgl4I I yti'V; ((GIS TSiiN��9 20612 • • S F ` cl, r •: • • ;,,,.•�. to P,• ,,: t rdrt,Itil$N.. March 6,2002 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component to be 1 installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss111 designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-8B Quality Standard,DSB-B9 Bracing Specification,and HIB-91 M iTe�c® Handling installing and Bracing Recommendation available horn Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job . • Truss Truss Type Qty Ply TIPTON C 12149036 EL_C VB5 VALLEY 1 1 —DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:53:28 2002 Page 1 Scale=1:20.8 I ——- 4-0.9 _ 8'0'3 I 4-0-1 4-0-2 5x5= %\ 8.00 12 r, 3 A r.••.w...r.•.....••-•-•-.-.....v...•..••r•••••.• r.•.r..........•vv••.•..v.• .•r..r..•..v...v •....••••••.••••.,.....,..,••••••••••..•.•.••..••..•..•.•..........•••••••••..•..•.•.•• •❖...•.04•••.O•.O.•,000•.•.:❖.••••••.O••❖•❖•••❖.❖.❖.❖•❖••0.•:.❖:.❖.•••,❖.:•J.❖.••❖.❖.❖.❖:••..:••O•..•A..••*••: .O❖.❖.0•.00•0.•.:❖00.00••❖.O•.O•.O❖••.O❖.❖.❖.❖.•:.•..•..:•.•:::•d:.O••❖.❖.❖.•..❖.❖.•..•..•:.:❖.•.:O:❖.❖.O• •❖:.❖.....::❖:.•..•••.••••0❖.•..•..••❖.•..❖.❖.'.❖:0.000.❖.::❖:.0•,•••••••.❖.❖.❖.❖:..•:.•.::..::••:.•:..❖..• 3x4 1- 4 3x4II 3x4- I 8-0-3 I 8-0-3 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.10 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/dell=360 Weight:21 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=169/8-0-3,3=169/8-0-3,4=225/8-0-3 Max Horz 1=42(load case 1),3=-42(load case 1) Max Uplift 1=-41(load case 5),3=-41(load case 5),4=-32(load case 5) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-51,2-3=-51 BOT CHORD 1-4=0,3-4=0 WEBS 2-4=-155 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 1,41 lb uplift at joint 3 and 32 lb uplift at joint 4. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard ,���,Btilttttlyt Q��N W. FAQ/,,�o f74 \• S'- ° S. No. s 20612 1 • Wir.4‘. ... c ,F F y ,1t,S/O A 1. EV k� °►irlrlrtH.s.. March 6,2002 ®WARNING-Vert&design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ® Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 M iTek® Handling installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,Wi 53719. Tb . • Truss Truss Type Qty Ply TIPTON C 1 12149037 EL_C VB6 VALLEY 1 1 DAVIS WHOLESALE,INDIANAPOLIS,IN.,46222 4.0-32 S Oct 7 1999 MiTek Industries,Inc. Tue Mar 05 08:53:33 2002 Page 1 • .. Scale=1:14.0 ��— ___— 2-6-1 I 5-0-3 I :si zs2 3x6= 8.00 12 :: t .A,A11111 A. in:V.M.:7w•..•.•.•..v iti•V•• itAi•Ovvrvv-=V:••....AVVii t••vvvr-rv.-.-.-• 1.:Mr•vv-W v. :�i:i:i•000000:0���00:•:i i i�i:i�000O��•00::00�::i••:•00000:0:0:4•:i OOOO:O�i•�Oi•i•O:i:00i i•�0:::•:•DO.O•O: 3x4 i 3x4� I 5-0-3 5-0-3 Plate Offsets(X,Y): [2:0-3-0,edgej LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (Ioc) 1/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.03 Vert(LL) n/a - n/a M20 149/110 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/defl=360 Weight 11 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS(lb/size) 1=162/5-0-3,3=162/5-0-3 Max Horz 1=91(load case 1),3=-91(load case 1) Max Uplift 1=-33(load case 5),3=-33(load case 5) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-110,2-3=-110 BOT CHORD 1-3=0 NOTES 1) This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 80 mph winds at 30 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or 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 3)All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,UBC-94. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 lb uplift at joint I and 33 lb uplift at joint 3. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 01B1UHttpf ‘._ vN W. c.:m,. �p* . , 0<<ps rrqQ�.p zi` y. , , Me, Wi:r4 20612 1 S E F • • i•n�7 oN Afk. t. 0%, `jfdf f.fri N...`! March 6,2002 ®WARNING-Wolff;design parameters and READ NOTES ON THIS AND REVERSE SIDE WORE USE. 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 El Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer•not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult GST•88 Quality Standard,DSB-89 Bracing Specification,and HIB•91 M iTe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.