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HomeMy WebLinkAbout0672.02 Truss Plans I ' 45-0-0 1 4-0-0 1 8-4-0 . 1 2-8-0 I O i 1 ) I I CO I Ql u . I N o q ' d JE i � ! i Iv I 1 i I 1 c6) _.ai i, r• • Fk /f/ IS ! I_ I /11 , I i f G7 I i I r f ti l Ic1 it 1 v ? I! I 1 1 II II vc� i I i 11 I I i 0 li ! II I . I: it II I i , I 1 li I ) II Ii I ' II 0 'l it I �'W1 � <I) C ) _Cam) _ AI I0 1II 1I I I i I 1 01 .1 _17 i II 1 1 ,I I I 1 Ii I 1 r \ I\ I l I11 1 II 1! NI ! I lv � ii 11 ;11 iHAHI I i I I H /NIH i1 i� I i • , Ir\ IA6 - VB4 ; — 1 v s • v 3 II • vn a\ i II ; j111Jlil\Nrirm /._/L.HU 0 :/ .EGD i T I VA3x 'I\ VI J_Fsc Il f� '� kJ_ v x, ESGEI/ �L -I -AL JL JAL __ __ _� Y I I 1 .0 I I U 0 O I a`1 N r vl L 0 I • r `� I c.E 11 --11 1 4-0-0 1 0-8-0 20-4-0 45-0-0 DAVIS WHOLESALE 1 r2762NTIBBS—AVE. 1 Name:D escription: OOKS1DE EL.C INDIANAPOLIS,IN.46222 Name:BROOKSIDE EL.C Address:BROOKSIDE EL.C I (317)283-0800 Sta : BROOKSIDE EL. C (317)283-0808 Phone: Scale:1/8"=1'-0" I Date:12/17/99 1 Drawn By:KEN CLARK I •.,. f e,r- ya ,,y, > t9/t6"I Rafter / Hurricane Ties — RT series • ( ' a; Rafter ties provide a fast, economical method for securingrafters and . { r, 3t/z" ;9 ;°a` trusses to wall studs and top plates. Depending on the model,other uses r include connecting joists to beams or studs to plates. Rafter ties provide : I„ superior wind uplift resistance compared to toenailing. Y }II! �4 w4. a' IAl! The RT16(1-ply) and RT16-2(2-ply) rafter ties resist loads r' > ; r; •... J V G V V. in three directions as required in high wind and seismic 1 ','s aIC:,s k„ areas: parallel to plate, perpendicular to plate and uplift. The new "plate i •,zk•:a . tab" feature seats the connector on the top plate to ensure proper s ,., �d± " �`I s installation. k 7- RTI G • A Materials: See chart yf; Fz Uplift Finish: G60 galvanizing . Codes: ICBO, SBCCI, BOCA- NER 505 ; I. a - ICBO 2039, 5379 r r.. '1 • - L.A. City RR23888 "' " • �-'� ° F1 p i r 1 uF ! • � p ;; Installation: 1 , Plate tab ' '"`` • Use all specified fasteners. See General I; ,; ensures Notes, page 7. All nail holes must be filled ' proper nail ! `'c sf• : ..: positioning T with specified nails to achieve loads listed in W the chart. Depending on pitch, birdsmouth r, : .., x Typical RT16 installation notching maybe required on some ' r • ' to enable installers to find all nail holes. 8d 11.:,..,- 3 19/i6" common nails may be substituted for 8d x { • t f;G`'� 11/2"nails, and 10d common nails may be fp p substituted for 10d x 11/2"nails. • 7," ���"`' ° '�rge '{ 21n" lie oc, •Use a minimum of(2)8d or 8d x 11/2"nails 1;.{� .,T °''It�c jf�; i'iq.'=f 't '4.- on each side of the rafter or truss when 11 ti s• ,r , 1 �� 1 t installing the RT20, ' `'' Y 5,�. ''`r Unless specified otherwise duringthe ! �}. ..... '° ' /s" ,y', , ' '1..;-‘:.;; order process, the RT3 and RT7 are .! ' .Y 39/16^` '�-1— :` :; shipped with equal numbers of left and right ) • , configurations. �( t; t` RT6 Typical RTG installation ! -]N 1r +y-.,_.,,'f; Fastener Schedule2 Allowable Loads Lbs.)1 t 4;1 USP Steel Rafter Uplift F1 F2 I = Stock No. Ref.No. Description Gauge Truss Plate Stud 133%1 160% 133% 160% 133%1 160% F y RT3 H31H4 Rafter to Single Plate 18 (4)ad I (4)8d -- 475 550 150 ,150 150 150 1 r"s d RTG — Rafter to Single Plate 18 (8)10d x 1.112 �(6)10d x 1.1/2 68n 8P 1 —600--800--—800.800 `, -RT7 ~ H2.51H5 Rafter to Double Plate 18 (5)8d (5)8d -- 585 585 170 170 170 170`) i } 1 1 _ ,j T10____r_H2. — R fter fd-Stud-- x 1.1f2 70"'1' 170 170 ` RT12 -- Rafter to Single Plate 18 (3)8d (3)Bd -- 355 425 130 130 130 130 I• RT14 —- Rafter to Single Plate 18 (4)ad x 1.112 (3)Bd —— 345 345 130 130 130 130 1 r x�-x RT15 H1 Rafter to Double Plate ' 18 (5)8d x 1 1/2 (5)8d -- 530 530 500 500 300 300 • ' {' RT18 H10 Rafter to Double Plate for High Wind 18 _ (8)8d x 1.1/2 (8)8d —— 950 1030 645 645 650 650_ 1 I„=t RT16-2 H10.2 Rafter to Double Plate,2-Ply Rafter Tie 18 (8)8d (8)8d —— 990 1030 575 575 400 400 RT17 -- Rafter to Double Plate 18 (8)ad x 1-1/2 (8)8d -- 950 1140, 610 610 535 535 RT20 H7 Rafter to Stud 16 (9)10d x 1.112 (4)10d (9)10d x 1-1/2 1105 1200 -- -- -- -- s• 1) Uplift Loads and Lateral Loads(F1 8 F2)have been increased 33-113%or 80%for wind and seismic loads;no further • `': Increase shall be permitted. ' 2) 8d common nails maybe substituted for 8d x 1.1/2 nails,and 10d common nails may be substituted for 10d x 1-1/2 nails. 8d x 1.1/2 nails are 11 gauge(0,1311 by 1.1121ong and 10d x 1.1/2 nails are 9 gauge(0,148')by 1-1/2"long. ( 4 ,, ' continued on next page • •••-•-. 1.1 : • ,;1 13 Angles and Straps • , A - Lt ti , -,--,-- 1, ri:r ,•,$!--.. -z. 'I e ) . v..........1. 7,1-- ';1 -4------ i ' 1.4%.,.. 11/2" .• ,• 1,..,: ..1. 13/18. 13161nta, :A., 0...".. j. •I .L'•Pr0,1`A':: i;1 . . -,..i. ----,-z.:c :•':,, .:,,'‘.f ,..• ',/,* Pi..i.,:`' . ' '',1..X•r•-•,..,,j-:',...: 1, Ili ,41.**4 43/16" 0 ' 'All t 1 . . 4 _ ":,,,,,,, j.0 ,k, 4/4 , .1.K, '1-. • %Avit• I -i It,,, .0eu l . I c-, •-• ,,. - ,•-• 73:44'. :.,' ,z-L-4.,i ,,' 464% 4/1 'tilit 1 8" • ,-1:, ...ONk i I?' ! I,' ,.431.14 la', ' i.lei3O '......t..........x RT1 2 Typical RT3 installationRT3Typical RT1 2 installation .;,,,,.•.--...-:• : ---r-r t'l:, 1 pvie ,,--',...-r- —•' ,,- .„-, . ._ , C,..4 53/4" 7,-1 N..,.; I „tt_,I.,i'l-• •.,' ... I I x-45-L-mgo 1 3/8, 0 ,.% '-'' . ' .•. ,-. -,,,,,,,..1:-.-.;.,..... 9" .\:> ro. _.-±- ,r*:, : ' .,,,, • -2,' -, :,••.:.•..,....;:,., 51/4" • •1:.;.., '''' •-:'•:'41 ' k• '...i* '....:,;,:t .r: I ' . A .,.. . ; P7'....-;'...,.,";•I -:. ;;-.....;- 0 -: ..,..- ......r 11/2- ':-...- .- ... •. ,- -. , . -;',..1"4:.."..',,--• 23/a" ;•,VP:1; Vo _LC- • •0:.9••• -Id 14-- • 'I •;No ',.,'....t_1‹; , . ) 11/4' RT1 4 Typical RT1 4 installation RT7 ,.. , • Typical RT7 installation 19/16 1 wie • " !..,--• • ....-- (- :,,,,-•:•,:"., 0 CO • , i. 2.'':'....' .',!.%,' - -,..,---,•-: ,P.4.2":•:, i:'; a 4.. 43/4" -k-.,,,...'•..„,„•-,, , . ......, 0 25/a" ',„' - - ,„, , '.• •"',.`,. .fi21-.; ...' i . .1%.41‘_.......„. .4.,..„2„., ...:,f i'''''z ' •tn,:, , ,.,..:,-, -,1714640.:e '..16:Ki• i I ' --''',,.-1::Fi' 'W,,;.:r:'. . . r .•...Tap' ,-,-,,..: 4:"*".°^I... c ,P,.'45•kA- .1.. .. • ..;::.4..,,,,i, 0 . nt.Z;. • ,. . " ,/ p i,-....?: ..441162:.'; ,11,,,..vw i ei',,,,pr, ',..:14,-,.,U0......„4..„,„,,,its , *.v.-- • &I•ki•*":-.. "," m:44...i.l...,,...404p,.... 99/i 6" ;••;•.._. - ' fa • , gits, '4.,;Virk*31 .,{ir• •••.401:413+•k‘,. L' I ''.1?,..: ,• :;•L „1 f 1 '' ,'' te i.„,--;-: .-.. .---,,:•4,1,..,,a, i..,..;;;;;.".";.... ::, ...,' ,.:,,--.,77- ';'-'R .,',3(1•Pits.,-(5,- $1.„,.. if r. '''2i;i:Wo7tilve4tleft:•• .'il!' if•C*:JI:',01t,:,....e' ''):'igettiO'"•tr. --, 'IlleAt're.§grx:';• • !•,;.'V,1:7 ••••Is ::., ime , ....,,,;:. ''s,' .it ?e,....,.1,,..-1'frAli 4t1 1.--------------- ---. RT1 5 Typical RT1 5 installation RT1 7 Typical RT1 7 installation . 21/4"19/76" ,=:., •itts..e, 4.4..,..., :.„,...-.0 .., -, -T-1 •;...i'S rjf%) ..-- 41 ,-.. #1.1:)•Z, ,. . 004 23/a"I ullf t . 211/a" i ...... ,-r•r;i: . . 41/4." $ ; . '.,,...‘ • PI ., Yo...-• 1 - . 3" 1, •*-...,4‘ ' ';•-•-•,.71., 1 - pfs,„L , , "-'-: .. ', • ' , . . ... •-......., ', -. , - 0 , i ,.. . .... cys)--1- RT1 0 Typical RT1 0 installation RT20 Typical RT20 installation @Copyright 1990 United Steel Products Company ,.. lob Truss • Truss Type Qty Ply —^ I EL_A A PIGGYBACK 46222 TRUSS 6 1 BROOKSIDE J1584964 Davis Wholesale, Indianapolis, Ih. 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:19:53 2000 Page 1 I 10-2-7 I 19-7-15 I 25-0-0 I 30-4-2 I 39-9•9 I as 1ao 471-7T8 Scale:1/8"=1' 10-2-7 9-5-8 5-4-1 5-4-1 9-5-8 7-0-7 0-9-8 6x6= 6x6= 7.00 FIT 4x4= 3 4 5 fi 'di 8x8 Sx8 5x6= 78 � F' 1. e _ It dillI ci 4x10= 15 14 13 1211 10 9 3x4 II 4x6= 4x10= 8x20= 4x6= 3x4 I I I 10-2-7 I 19-9-11 I 30-2-6 I 39-9-s I 46-10-0 10-2-7 9-7-4 10-4-10 • 9-7-4 7-0-7 Plate Offsets (X,Y): [1:0-b-8,U-2-UJ, l2:U-4-U,0-4-8J,1.a:U-3-0,0-3-8J, [5:0-3-0,0-3-8J, [b:0-4-U,0-4-8J, [11:U-U-0,U-2-121,11 2:0-/-1,edgel LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lac) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.10 13 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.27 12-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.08 9 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/defl = 480 Weight: 285 lb. LUMBER BRACING TOP CHORD 2 X 6 HF 1650F 1.5E TOP CHORD Sheathed or 4-7-9 on center purlin spacing, except end verticals. BOT CHORD 2 X 6 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing, Except: WEBS 2 X 4 SPF No.2 6-0-0 on center bracing: 9-10. WEBS 1 Row at midpt 2-13,4-13,4-12,6-12 REACTIONS(lb/size) 1=1862/0-3-8,9=1918/0-3-8 Max Horz 1=262(load case 3) Max Uplift1=-340(load case 4),9=-387(load case 4) FORCES (lb)-First Load Case Only ' TOP CHORD 1-2=-2843,2-3=-2110, 5-6=-1979, 6-7=-2104,7-8=14,3-4=-1829,4-5=-1715,7-9=-1849 BOT CHORD 1-15=2441, 14-15=2440, 13-14=2440, 12-13=1841, 11-12=1819, 10-11=1819,9-10=0 WEBS 3-13=617,5-12=551,2-15=197, 6-10=-360,2-13=-731,4-13=-30,4-12=-308, 6-12=-131,7-10=1891 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 25 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) Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 340 lb uplift at joint 1 and 387 lb uplift at joint 9. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard UM r EDli MI '- A. ;• '{.!/z , cg 2 .- � !! .i' ` and ' _ NAL V4 March 23,2000 _ ---- -- - -------- _..adio, is 4 WARNING-Ver{rry deaden parameters and READ%O1 S ON THIS AND MOIR=EWE BEFOIRLig UM. ®® 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 vedbally. 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 d 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-88 9uallty Standard,DSB-89 Bracing Specification,and HIS-91 M ile k® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrb Drive,Madison,WI 53719. k\Jcil? Truss ' Truss Type Qty Ply EL_A Al VAULT 4 1 BROOKSIDE J1584965 Davis Wholesale,Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:19:57 2000 Page 1 Scale=1:99,1 10-2-7 1 18-3-15 1 29-0-2 1 32-8-5 1 37-8-8 1 44-2-0 44(11-8 10-2-7 8-1-8 10-8-3 3-8-3 5-0-3 6-5-8 0-9-8 6x12= 3x4 I I 7.00 12 8x8= 3 4 5 _ 3x4 II 8x8* 6 8x16 to r 2 78 N � 14 8x16= 13 ro v 6x12 1211 40] r` 0 1 6x12� o fa E. I t = 3.97112 5x10 th 3x4 11 4x10= 18 17 16 15 3x4 II 6x12= 3x4 II 6x12= I 27-2-0 I 44-2-0 I 27-2-0 17-0-0 Plate Offsets (X,Y): 11:U-b-b,U-2-01, [2:0-4-U,U-4-bJ, (3:U-8-12,U-3-8], 15:0-5-8,0-4-UJ, L/:0-1-b,0-2-b], [8:0-4-0,edgej,(9:U-4-1,O-0-1 1J, [12:0-b-O,edgeJ, [17:0-6-0,edge] LOADING (psf). SPACING 2-0-0 CS! DEFL (in) (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.47 15 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.94 15 >563 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.73 9 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/deft =480 Weight: 260 lb LUMBER BRACING TOP CHORD 2 X 6 HF 1650F 1.5E TOP CHORD Sheathed or 3-2-4 on center purlin spacing. BOT CHORD 2 X 6 HF 1650F 1.5E•Except• BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. 4-15 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-16,3-16 ' WEBS 2 X 4 SPF No.2 ' REACTIONS (lb/size) 1=1757/0-3-8, 9=1810/0-3-8 Max Horz 1=206(Ioad case 3) Max Uplift1=-321(load case 4), 9=-365(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-2639,2-3=-2008,3-4=-5394,4-5=-5395, 5-6=-5656, 6-7=-5643,7-8=-5643,8-9=-6316,9-10=10 BOT CHORD 1-18=2266, 17-18=2265, 16-17=2265, 15-16=0, 14-15=85,4-14=-256, 13-14=4526, 12-13=5681, 11-12=5681,9-11=5681 WEBS 2-18=183,2-16=-660,3-16=-929, 14-16=2273,3-14=3942,5-14=2141,6-13=-287, 8-13=-519,8-11=114, 5-13=981 NOTES I 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 25 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) Provide adequate drainage to prevent water ponding. • 1 4)All plates are M20 plates unless otherwise indicated. 5) Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer I should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 lb uplift at joint 1 and 365 lb uplift at joint 9. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria.E RYA �,(rig RfD4\ LOAD CASS) Standard .---.411G.:,P.R.:4"...,. t.-r . ,t, ,.._ �r¢ woNAL by ea+a March 23,2000 AWARNLI21G-Verify design pcenzdectersclad MAID ROTES OH THIS AM RIR/ERRE BIDE BEFORE TUBE. o'er® Design valid for use only with Wok 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 r, responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance l - regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-6B Qualify Standard,DSB-89 Bracing Specification,and HIB-91 MiTek® Handling Installing and Bracing tioeommondation available from Truss Plate Institute,683 D'Onofrlo Drive,Madison,WI 53719. M iIJo'b Truss Iruss Type Qty Ply t IEL_A AGE GABLE 1 1 BROOKSIDE J1584966 Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:04 2000 Page 1 I _.-- 19-7-15 I 30-4-2 I 46-10-0 41-7/8Scale:1/8"=1' 19-7-15 10-8-2 16-5-14 0-9-8 6x6= 6x6= 7.00 12 12 13 14 15 16 17 1' ' 18 4x6 1 19 4x6 g 20 8 21 5 67 6 .B E E E E 223 24 4 25 3 26.70 0 1 2 "r . AAAAAAAAAAAAXAXAXAX X AAAAAAJC.AXXAAA.AAA,AAAAX l's.A. JtJ.XAAARXAAAAAAA,A.AA -N 54 53 52 51 50 49 48 416 45 44 43 42 41 40 3338 37 36 35 34 33 32 31 389 4x5= 8x8= 4x6= I 46-10-0 I 46.10-0 Plate Offsets (X,Y): 112:0-3-U,U-3-8), 117:U-3-0,0-3-121, 146:L/-2-4,o-4-8), (47:0-1-12,0-0-0) LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.19 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 27-28 >999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min 1/defl =480 Weight: 372 lb LUMBER BRACING TOP CHORD 2 X 6 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD 2.X 6 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. ' WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 12-44, 11-45, 10-47, 17-39, 18-37, OTHERS .2 X 4 SPF No.2 19-36, 13-43, 16-40, 14-42, 15-41 ' REACTIONS (lb/size) 1=55/46-10-0,46=11/46-10-0,29=110/46-10-0,44=156/46-10-0,38=9/46-10-0,45=153/46-10-0,47=150/46-10-0, I, 48=161/46-10-0,49=160/46-10-0, 50=160/46-10-0, 51=160/46-10-0, 52=160/46-10-0, 53=160/46-10-0,54=162/46-10-0, d 39=148/46-10-0,37=151/46-10-0,36=161/46-10-0,35=160/46-10-0 Max Horz 1=252(load case 3),29=-123(load case 2),44=-1(load case 1), 39=1(load case 6) Max Uplift1=-82(load case 2),29=-8(load case 3),45=-35(load case 3),47=-66(load case 4),48=-53(load case 4),49=-53(load case 3), 50=-53(Ioad case 3), 51=-53(load case 4),52=-53(load case 4), 53=-53(load case 3), 54=-75(load case 3),37=-21(load case 4), 36=-61(load case 2),35=-54(load case 2) Max Gray 1=149(load case 3),46=11(load case 1),29=245(Ioad case 2),44=156(load case 1),38=9(load case 6),45=153(load case 1), 47=150(load case 5),48=161(load case 5),49=160(load case 1), 50=160(load case 1), 51=160(load case 5), 52=160(load case 5), 53=160(load case 1),54=162(load case 1),39=148(load case 6),37=151(load case 6),36=161(load case 1),35=160(load case 1) ' FORCES (lb)-First Load Case Only TOP CHORD•1-2=23,2-3=22,3-4=21,4-5=22, 5-6=22,6-7=-39,7-8=22,8-9=22,9-10=21, 10-11=21, 11-12=20, 17-18=-37, 18-19=-39, 19-20=-39,20-21=-39,21-22=21,22-23=-39,23-24=-39, - 24-25=-38,25-26=-40,26-27=-27,27-28=28, 12-13=-7, 13-14=-6, 14-15=-6, 15-16=-6, 16-17=-7,27-29=-97 BOT CHORD 1-54=0, 53-54=0, 52-53=0, 51-52=0, 50-51=0,49-50=0,48-49=0,47-48=0,46-47=0,45-46=0, 44-45=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 WEBS 12-44=-115, 11-45=-115, 10-47=-120,9-48=-120,8-49=-120,6-50=-120,5-51=-120,4-52=-120, 3-53=-121,2-54=-115, 17-39=-115, 18-37=-115, 19-36=-120,20-35=-120,21-34=-120, 23-33=-120,24-32=-121,25-31=-117,26-30=-56, 13-43=-124, 16-40=-124, 14-42=-133, 15-41=-133 all 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 25 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 ortes":17.4067.774\ti-dA-H -ot cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increaseis 1.33,and the plate grip increase is 1.33 © 4...; / 3) For studs exposed to wind, see MiTek "Standard Gable End Detail" ' MS+ ,"f ./ / /,;' g. a 4) Provide adequate drainage to prevent water ponding. . I,. $° 5)All plates are M20 plates unless otherwise indicated. t 4.'' J, 6)All plates are 3x4 M20 unless otherwise indicated. s,�_jr4/L..!s,.•,..1. , .e� ,= 7) Gable requires continuous bottom chord bearing. ~y'•✓, ""'wr . 8) Gable studs spaced at 2-0-0 on center. ., ,• -;s, March 23,2000 ,I.ontirn ipri pn nana 7 41,S.WARNING-Verify deafen pars:sreatata grad READ NOTES C4 r THis ARID d@BVEABIE SIDE BEFORE UM ,, Em© 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 t-----------0-i 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 I regarding fabrication,quality control,storage,delivery,erection and bracing,consult gST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 ��j(�[�ilek® Handling Installing and Bracing Rocommondatlon available from Truss Plate institute,583 D'Onofrio Drive,Madison,WI 53719. IJobit Truss • Truss Type Qty Ply "�' - EL_A AGE GABLE 1 1 BROOKSIDE J1584966 Davis Wholesae, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 21 08:20:05 2000 Page 2 NOTES 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 1, 8 lb uplift at joint 29, 35 lb uplift at joint 45,66 lb uplift at joint 47, 53 lb uplift at joint 48, 53 lb uplift at joint 49, 53 lb uplift at joint 50,53 lb uplift at joint 51, 53 lb uplift at joint 52,53 lb uplift at joint 53,75 lb uplift at joint 54,21 lb uplift at joint 37, 61 lb uplift at joint 36, 54 lb uplift at joint 35, 53 lb uplift at joint 34, 53 lb uplift at joint 33,53 lb uplift at joint 32, 59 lb uplift at joint 31,313 lb uplift at joint 30, 16 lb uplift at joint 43, 16 lb uplift at joint 40,39 lb uplift at joint 42 and 39 lb uplift at joint 41. 10)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard • • WAR39%Rfgi-Verify deatgit pzurmunctoro and DEAD ROTES ON Tcrn AND REVERSE EIDE BEFORE ET . — 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 r 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 eST-88 Quality Standard,DSI-89 Bracing Spoctfleatlon,and HIB-91 lYa[� ea,r iT ® Handling Installing and Bracing Rccommondatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. �. , . Job , , Truss Truss Type aty Ply J1584967 EL_A B ROOF.TRUSS 7 1 BROOKS IDE Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:08 2000 Page 1 5-10-4 i 12-11-5 I 20-0-6 i 28-0-8 I Scale=1:66.5 5-10-4 7-1-1 7-1-1 8-0-2 5x5= 3 . 7.00 12 r= 3x6 4x514x5 14x5 2 4a4 5 � r tHs44414% .i5x51 n ifr 6‘- :: Iv o 10 9 8 7 3x6= 3x4 I I 4x5= 5x8= 3x4 II I 28-0-8 I 28-0-8 Plate Offsets (X,Y): Lb:U-3-4,U-1-8J, 18:1)-4-U,U-3-UJ LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.05 7 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.17 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.04 6 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min 1/defl = 480 Weight: 117 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 4-7-11 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing, Except WEBS 2 X 4 SPF No.2 6-0-0 on center bracing: 9-10. WEBS - 1 Row at midpt 2-8,5-8 REACTIONS (lb/size) 10=1110/0-3-8, 6=1110/0-3-8 Max Horz 10=-212(load case 2) Max Upliftl0=-205(load case 4),6=-201(load case 4) • ' FORCES(lb)-First Load Case Only TOP CHORD 1-2=-1235,2-3=-1000,3-4=-1003,4-5=-1003, 5-6=-1546, 1-10=-1053 BOT CHORD 9-10=-0, 8-9=1067,7-8=1326,6-7=1326 WEBS 2-9=-131,2-8=-244,3-8=584,5-8=-553,5-7=149, 1-9=1098 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 25 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) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 10 and 201 lb uplift at joint 6. 5)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 11M 3/404\ 415AS,RfDI.A Cr' 061E40 ,/ /// IT I F 6" / .► NAL.tS4 woo March 23,2000 %,W va-Verify daedgn 19361111metera and SEA®NOTES 03!THIS AND REVERSE SIDE BEFORE ESE. Design valid for use only with Weak 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 trusslal 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 MiTek®iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. i Job Truss Truss Type City Ply EL_A B1 ROOF TRUSS 5 1 BROOKSIDE J1584968 Davis Wholesale,Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 21 08:20:11 2000 Page 1 I 7-2-13 I 14-3-14 I 22-4-0 I Scale=1:66.2 7-2-13 7-1-1 8-0.2 5x5= 7.00 12 2 3x6 5x5 i 4x5 1 •� 4 11 ..o. iiillillikihihii._5 in s o 8 7 6 3x5= 3x4 I I 5x8= 3x4 II I 22-4-0 I 22-4-0 ' Plate Offsets(X,Y): 17:0-4-0,U-3-0I LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loci 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.03 6 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.14 5-6 >999 BCLL 0.0 Rep Stress Ina YES WB 0.29 Horz(TL) 0.02 5 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/defl = 480 Weight: 95 lb LUMBER BRACING ' TOP CHORD 2 X•4 HF 1650F 1.5E TOP CHORD Sheathed or 5-7-13 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 4-7 REACTIONS (lb/size) 8=882/0-3-8, 5=882/0-3-8 • Max Horz 8=-346(load case 2) Max Uplift8=-191(load case 4), 5=-132(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-556,2-3=-557,3-4=-557,4-5=-1102, 1-8=-810 BOT CHORD 7-8=0,6-7=945, 5-6=945 WEBS 2-7=135,4-7=-559,4-6=149, 1-7=576 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 25 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 lumberDOL increase is 1.33,and the plate grip increase is 1.33 I, 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 191 lb uplift at joint 8 and 132 lb uplift at joint 5. 5)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard MI 4e.RED14 Ma • 'O' ///// 1 41. NAL. March 23,2000 ®WAR11IA G-Verify deadgn parsarnecra and READ NOTES ON THIS AIM 1/011/2REE SI DZ ESP Skid$. Ks 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 tt_ regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIS-91 fatl ireEi�® Handling Installing and Bracing Rocommondon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI53719. . . Job • . Truss Truss Type Qty Ply J1584969 , EL A B1GE GABLE 1 1 BROOKSIDE Davis Wholesare, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:15 2000 Page 1 I 7-2-13 I 143 14 I 22-4-0 I Scale=1:66.2 7-2-13 7-1-1 8-0-2 3x6= 7.00 12 6 41 8 illiii1314 . 3x6 o 28 27 26 25 24 23 22 21 20 19 18 17 16 3x6=I 22-4-0 I 22-4-0 ' Plate Offsets(X,Y): (b:U-3-O,edgeJ LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lac) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.17 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Ina YES WB 0.10 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/defl = 480 Weight: 133 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.' WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-24,7-22 OTHERS 2 X 4 SPF No.2 REACTIONS (lb/size) 28=34/22-4-0,23=20/22-4-0, 15=97/22-4-0,24=100/22-4-0, 22=99/22-4-0,25=124/22-4-0, 26=171/22-4-0,27=128/22-4-0, 21=126/22-4-0, 20=166/22-4-0, 19=157/22-4-0, 18=167/22-4-0, 17=130/22-4-0, 16=243/22-4-0 Max Horz 28=97(load case 3), 15=-315(load case 2) Max Uplift28=-20(load case 3), 15=-37(load case 3),22=-9(load case 2),25=-68(load case 3),26=-63(load case 4),27=-89(load case 3), ' 21=-48(load case 4),20=-56(load case 4), 19=-53(load case 2), 18=-74(load case 4), 17=-60(load case 2), 16=-126(load case 2) Max Gray 23=20(load case 5), 15=150(load case 2),24=135(load case 3), 22=143(load case 3),25=127(load case 5),26=171(load case 5), 27=129(load case 5),21=128(load case 6),20=166(load case 6), 19=157(load case 1), 18=167(load case 6), 17=130(load case 1), i 16=243(load case 6) FORCES (lb)-First Load Case Only TOP CHORD 1-2=19,2-3=31,3-4=27,4-5=-19, 5-6=-28,6-7=-28,7-8=-19,8-9=-34,9-10=-32, 10-11=28, 11-29=-2, 12-29=-32, 12-13=-30, 13-14=-39, 14-15=-45, 1-28=-25 BOT CHORD 27-28=0,26-27=0,25-26=0,24-25=0,23-24=-0,22-23=0,21-22=0,20-21=0, 19-20=0, 18-19=0, 17-18=0, 16-17=0, 15-16=0 WEBS 5-24=-84,7-22=-84,4-25=-91,3-26=-128,2-27=-97,8-21=-92,9-20=-124, 10-19=-119, 12-18=-124, 13-17=-103, 14-16=-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 25 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" !M 4)All plates are M20 plates unless otherwise indicated. ritEDIIPIAt.5)All plates are 3x4 M20 unless otherwise indicated.6)Gable requires continuous bottom chord bearing.7) Gable studs spaced at 2-0-0 on center.8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 28,37 lbuplift at joint 15,9 lb uplift at joint 22,68 lb uplift at joint 25,63 lb uplift at joint 26,89 lb uplift at joint 27,48 lb upliftat joint 21, 56 lb uplift at joint 20, 53 lb uplift at joint 19,74 lb uplift at joint 18,60 lb uplift at joint 17 and 126 lb uplift at joint 16. a * 9)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. �',, //'s// a LOAD CASE(S) Standard ,:,. 4i i`y:_w�r `+ r'' 11At+ - SSW March 23,2000 WAPJ1! IG-Verify design parameters and RS 0D NOTES OH3•M AND REVERSE MADE ::EF0RE U . U013. r!m ® 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 trussMal 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 M iTe I® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. fro bs Truss Truss Type Oty PlyL_A BGE GABLE 1 1 BROOKSIDE J1584970 Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:19 2000 Page 1 I 12-11-5 28-0-8 I Scale=1:66.5 12-11-5 15-1-3 3x6= 9 7.00 12 8 aliF3x6 7 � r.1 ii 6 5111 1314 �i 4 i 15 3 16 1I mill 2, 1735 FI?: i,,ii18 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6= I 28-0-8 I 28-0-8 • Plate Offsets(X,Y): 1 :O-:i-U,edgej LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress lncr YES WB 0.10 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/deft = 480 Weight: 153 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 8-27, 10-25 OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 34=36/28-0-8,26=20/28-0-8, 18=103/28-0-8,27=93/28-0-8,25=92/28-0-8,28=127/28-0-8,29=165/28-0-8,30=159/28-0-8, 31=159/28-0-8,32=167/28-0-8,33=109/28-0-8, 24=127/28-0-8,23=166/28-0-8,22=157/28-0-8,21=167/28-0-8,20=130/28-0-8 , 19=243/28-0-8 ' Max Horz 34=122(load case 3), 18=-212(load case 2) Max Uplift18=-29(load case 3),28=-60(load case 3),29=-58(Ioad case 3),30=-52(load case 4),31=-56(load case 3),32=-47(Ioad case 4), 33=-241(load case 3),24=-58(load case 4), 23=-57(load case 4),22=-51(load case 2),21=-57(load case 4),20=-38(Ioad case 2), • 19=-104(Ioad case 2) Max Gray 34=224(Ioad case 3),26=20(load case 5), 18=103(load case 1),27=106(load case 3), 25=117(Ioad case 3),28=129(load case 5), 29=165(load case 5),30=159(load case 1),31=159(load case 5),32=167(load case 1),33=116(Ioad case 5),24=129(load case 6), 23=166(Ioad case 6),22=157(load case 1),21=167(load case 6),20=130(load case 6), 19=243(load case 6) FORCES(lb)-First Load Case Only TOP CHORD 1-2=3,2-3=19,3-4=-43,4-5=18,5-6=18, 6-7=16,7-8=-31,8-9=-37,9-10=-37, 10-11=-31, 11-12=-45,12-13=-43, 13-14=17, 14-15=-43, 15-16=-41, 16-17=-50, 17-35=38, 18-35=-56, 1-34=-23 BOT CHORD 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, 23-24=0,22-23=0,21-22=0,20-21=0, 19-20=0, 18-19=0 WEBS 8-27=-77, 10-25=-77,7-28=-93,6-29=-124, 5-30=-120,4-31=-119,3-32=-125,2-33=-87, 11-24=-93, 12-23=-124, 13-22=-119, 15-21=-124, 16-20=-103, 17-19=-169 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 25 ft above ground level,using 5.0 psf +N 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 5. Dip cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase40 is 1.33,and the plate grip increase is 1.33 3) For studs exposed to wind,see MiTek"Standard Gable End Detail" C., P� .• 4)All plates are M20 plates unless otherwise indicated. 1 'yc 5)All plates are 3x4 M20 unless otherwise indicated. b 6) Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 on center. . .y• /./'i Of S 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 29 lb uplift at joint 18,60 lb �. uplift at joint 28, 58 lb uplift at joint 29, 52 lb uplift at joint 30, 56 lb uplift at joint 31,47 lb uplift at joint 32,241 lb , i ' ,/ '`� `V ca uplift at joint 33, 58 lb uplift at joint 24, 57 lb uplift at joint 23,51 lb uplift at joint 22, 57 lb uplift at joint 21,38 lb �?: :i.'�`w wit uplift at joint 20 and 104 lb uplift at joint 19. '•-+p.'f., gb 9)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. .7' AL teoli lfl0N LOAD CASE(S) Standard March 23,2000 -,._. ...._-.._., _.- _...�._.-,-+. � .�W.w.•++uew- , ,.w. ,.. w6 .. .r•�w+ f�ar,.,rwra,rcrFu� A�4+IYROrrl 4-- -- 1,-N, #.'�1Mi#ylol�F If.M9 R � Ca � a �- rr..r-- - AWAR G-Verify derAgnpa,rerrwtere end READ NOTES ONTE! AND IIREVERS3 EWE BEFORE UBE. ammo® , Design valid for use only with M '• Rek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be . _ r•�� Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss w 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 f14f,'je k® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job - Truss Truss Type aty Ply • EL_A C FINK 4 1 BROOKSIDE J1584971 A Davis Wholesale, Indianapolis,IN.46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 21 08:20:23 2000 age 1 f1-9-f 5-0-7 I 10-2-0 I 15-3-9 I 20-4-0 211-11 Scale=1:69.9 0-9-8 5-0-7 5-1-9 5-1-9 5-0-7 0-9-8 4x5 II 5 ii 10.00 12 3x4\\ /3x // 4o a6 3 7 o �� ' O Q o eI 3x6 I I 4x5// 11 10 4x5 3x6 II 4x5- 4x5= 5x5= 4x5<> 6-8-15 I 13-7-1 I 20-4-0 6-8-15 6-10-1 • 6-8-15 Plate Offsets(X,Y): (2:U-U-3,U-3-111,Ib:U-(P4,U-3-111, L10:0-2-8,0-3-0J LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lac) 1/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.01 11 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.09 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.02 8 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min 1/defl = 480 Weight: 96 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 SPF No,2 SLIDER Left 2 X 4 SPF No.2 3-2-4, Right 2 X 4 SPF No.2 3-2-4 REACTIONS(lb/size) 2=861/0-3-8,8=861/0-3-8 Max Horz 2=-350(load case 2) Max Uplift2=-187(Ioad case 4), 8=-187(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=7,2-3=-887,3-4=-887,4-5=-752, 5-6=-752,6-7=-887,7-8=-887, 8-9=7 BOT CHORD 2-11=651, 10-11=452, 8-10=651 WEBS 4-11=-203,5-11=349, 5-10=349,6-10=-203 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 25 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) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 2 and 187 lb uplift at joint 8. 5)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 011 I 4 S.RED7,94Nstli,d. ! e° . tj i- II41.- ALO ow March 23,2000 / W MOMS-Verify dendgngrarav etere mug READ NOTES Off THE AND REVERSE tWE DIRE USE. swum® mil 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 tel 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.Poi general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult AST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek® Handling installing and Bracing Recommendation available from Truss Plate institute,583 D'Onofrio Drive,Madison,WI53719. Jots • . Truss Truss Type Qty Ply EL_A CAP PIGGYBACK 11 1 BROOKSIDE J1584972 Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:25 2000 Page 1 Scale=1:22.7 5-4-1 10-5-2 5-4-1 5-4-1 5x5= 3 7.00 ' u 2 4 rn 5 II. o Q1 0jN 5x6= 6 5x6= o 3x4 i I SEE SHEET ST-PB01 FOR PIGGYBACK CONNECTION DETAIL 5-4-1 I 10-8-2 5-4-1 5-4-1 Plate Offsets(X,Y): I2:O-1-3,edge1,(4:U-1-3,edge] LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lac) l/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0,61 Vert(LL) -0.06 4-6 >999 M20 149/104 TCDL 10.0 Lumber.Increase 1.15 BC 0.48 . Vert(TL) -0.13 4-6 >986 BCLL 0.0 Rep Stress Incr YES WB. 0.06 Horz(TL) 0.08 5 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/defl = 480 Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 1650F 1,5E • BOT.CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=415/0-3-8, 5=415/0-3-8 Max Horz 1=-53(load case 2) • Max Uplift1=-76(load case 4),5=-76(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-164, 2-3=-645,3-4=-645,4-5=-164 BOT CHORD 2-6=537,4-6=537 WEBS 3-6=254 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 25 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) Bearing at joint(s) 1,5 considers parallel to grain value using ANSI/TPI 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 76 lb uplift at joint 1 and 76 ;1 lb uplift at joint 5. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard •b ,,,,. 40 $74,0 4 Ha r'1 *. 4C z as IIN" March 23,2000 A WARNING-Verify doalrn paraseaotera aasd READ NOTES ON WKS A18D=MVO iD %RAMO OEN. moms® 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 of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown b for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the Y'-�" responsibility of the erector.Additional permanent bracing of the overall structure b the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult GST-BE Guallty Standard,DS11•89 Bracing Specification,and HIB•91 MiTek® I Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onotrlo Drive,Madison,WI 53719. BROOKSIDE ST- PB01 MiTek Industries,Inc. III 0 APRIL 20,1998 Page 1 of 1 PIGGYBACK TRUSS CONNECTION DETAIL THIS CONNECTION DETAIL TO BE USED WHEN: BASE TRUSS SPAN<60' PIGGYBACK TRUSS AND PIGGYBACK SPAN<25' _/ INuirglitr8FTAm UM NC DO x, 0 1 0 IX( IIP 0c27. NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. BASE TRUSS USE ANY OF THE THESE THREE CONNECTION OPTIONS AT ALL BASE TRUSS JOINTS. * ATTACH MITEK 18ga 7H HAMMER-ON PLATES ON EACH SIDE AT EACH BASE TRUSS JOINT. OR C7USP RT7(OR EQUIVALENT) FRAMING ANCHOR.ONE CONNECTING PURLIN TO PIGGYBACK TRUSS AND ONE CONNECTING PURLIN TO BASE TRUSS AT BASE TRUSS JOINTS OR 6"x 8"x 1/2"PLYWOOD(or 7/16"OSB) C? GUSSET EACH SIDE AT EACH BASE TRUSS JOINT. ATTACH WITH 3-6d NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) _ T:.l,�,a..._-.-_., ....-,. _ _t _ __.-,.._...-. a i? =7' �-._L....-�.,8'�_�6r`'._�v:s._..._�.�:�....., r.'.:.._wee._. it WARNING-Verify design parameters and LSD NOME ON THIS ARID ROM=SIDE BEFONS ULM Imam® 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 e designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Isthe • , , r 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-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 A-Te k® Handling Installing and Bracing Recommendation available from Truss Plate Institute,683 D'Onofrlo Drive,Madison,WI 63719. • Job Truss , Truss Type City Ply . .. ' • EL_A CGD GIRDER 1 3 BROOKSIDE J1584973 Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 21 08:20:29 2000 Page 1 I 5-2-12 I 10-2-0 I 15-1-4 I 20-4-0 I Scale=1:72.6 5-2-12 4-11-4 4-11-4 5-2-12 5x6 II 3 0 /4x10 4x10-4 , • 5 1% ICI 1•\ T9 10 11 9 12 138 147 15 6 16 17 5x10.2 6x12 II 6x8= 6x12 II 5x1O' ' 12x12= I 20-4-0 20-4-5 • Plate Offsets(X,Y): 11:0-1-10,U-1-131,15:0-1-10,0-1-131 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.09 6-8 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.17 6-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.04 5 n/a BCDL 10,0 Code UBC/ICBO (Matrix) 1st LC LL Min I/deft = 480 Weight: 388 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1,5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 8 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4SPF No.2 WEDGE Left: 2 X 6 HF 1650F 1.5E, Right: 2 X 6 HF 1650F 1.5E REACTIONS(lb/size) 1=9679/0-4-0, 5=10135/0-4-0 - Max Horz 1=-335(Ioad case 2) Max Uplift1=-1893(load case 4),5=-1897(Ioad case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-1 1 543,2-3=-7844,3-4=-7844,4-5=-11652 BOT CHORD 1-10=8498, 10-11=8498,9-11=8498, 9-12=8498, 12-13=8498,8-13=8498, 8-14=8578,7-14=8578,7-15=8578, 6-15=8578, 6-16=8578, 16-17=8578, 5-17=8578 WEBS 2-9=4810,2-8=-3468,3-8=9599,4-8=-3578,4-6=4960 NOTES 1)3-ply truss to be connected together with 1 Od Common(.148"x3")Nails as follows: Top chords connected with 1 row(s)at 0-9-0 on center. Bottom chords connected with 4 row(s)at 0-4-0 on center. Webs connected as follows:2 X 4-1 row(s) at 0-9-0 on center. 2)This truss has been checked for unbalanced loading conditions. 3)This truss has been designed for the wind loads generated by 80 mph winds at 25 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 4) Except as shown below,special connection(s)required to support concentrated load(s). Design of connection(s)is delegated to the building designer. 5)All plates are M20 plates unless otherwise indicated. NM 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1893 lb uplift at joint 1 and 1897 lb uplift at joint 5. St 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. fss:IIRED°13/44\id. sLOAD CASE(S) Standard ,.1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads(plf) *} g' Vert: 1-2=-60.0,2-3=-60.0,3-4=-60.0,4-5=-60.0, 1-10=-20.0, 10-11=-20.0,9-11=-20.0,9-12=-20.0, ' 7/s/ og r 12-13=-20.0,8-13=-20.0,8-14=-20.0,7-14=-20.0,7-15=-20.0,6-15=-20.0,6-16=-20.0, 16-17=-20.0 10 , / ' � ,I 5-17=-20.0 +�- /l�Ih1 _1w .01 Concentrated Loads(lb) .%,- -4/i`w.„„„r Vert:9 �/ 9=-1790 6=-1842 10=-1790 11=-1790 12=-1790 13=-1842 14=-1842 15=-1842 16=-1842 '"v*�._e., 17=-1842O ��� 14 I VO March 23,2000 ti -., 7 A WARNING-Vert&dcaten pmrrmerastevza end READ NOTES ON TRW ARID&EVER. 19&DD REMO VS • ®ems 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 �M. 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.Addltlonal 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®ST-8E Quality Standard,DSB-89 Bracing Spoclfcatlon,and HIB-91 MiTek® iTe'B® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. �{ • Job . . russ -Truss I ype aty Ply EL_A CGE GABLE 1 1 BROOKSIDE J1584974 Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:33 2000 Page 1 1-91310-2-0 I 20-4-0 2j-1-19 Scale=1:74.7 0-9-8 10-2-0 10-2-0 0-9-8 3x6= 3x4 11 3x4 11 3x4 11 9 3x4 11 3x4 I I 8 10 10.00 12 7 11 3x4 II 6 3x4 II 12 3x4 I I 3x4 115 . 13 3x4 I q 14 gl 2 !Ail . .. - .. ilkILIK5 1/Z; o 1 0 3x5 II 28 27 26 25 24 23 22 2120 19 18 3x5 II 4x5- 3x4 II3x4 I I 3x4 II 3x6= 3x4 II 4x5 3x4 I I 3x4 II 3x4 II 3x4 II 3x4 II I 20-4-0 3x411 I 20-4-0 • Plate Offsets(X,Y): [2:0-U-3,O-2-111, 19:U-3-O,edge), (1b:U-0-3,0-2-111 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.09 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 1-2 >999 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz(TL) 0.00 n/a ' BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/dell = 480 Weight: 120 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 1-3-10, Right 2 X 4 SPF No.2 1-3-10 REACTIONS(lb/size) 2=161/20-4-0,21.=14/20-4-0, 16=161/20-4-0,24=82/20-4-0,23=85/20-4-0,25=127/20-4-0,26=167/20-4-0,27=156/20-4-0, 28=168/20-4-0, 22=121/20-4-0,20=155/20-4-0, 19=158/20-4-0, 18=167/20-4-0 . Max Horz 2=276(load case 3), 16=-276(load case 2) Max Uplift2=-70(load case 2), 16=-70(Ioad case 3),25=-77(load case 4),26=-85(Ioad case 3),27=-63(load case 4),28=-153(Ioad case 3), 22=-81(load case 4),20=-93(load case 2), 19=-62(Ioad case 4), 18=-154(load case 2) Max Gray 2=184(load case 3),21=15(Ioad case 5), 16=184(Ioad case 2),24=82(load case 1),23=85(load case 1),25=128(load case 5), 26=167(load case 5),27=156(load case 1),28=171(load case 5),22=122(load case 6),20=155(Ioad case 6), 19=158(load case 1), 18=170(load case 6) FORCES (lb)-First Load Case Only TOP CHORD 1-2=14,2-3=-94, 3-4=-40,4-5=-79, 5-6=-78, 6-7=-81,7-8=-66,8-9=-58, 9-10=-58, 10-11=-66, 11-12=-81, 12-13=-78, 13-14=-79, 14-15=-40, 15-16=-94, 16-17=14 BOT CHORD 2-28=0,27-28=0, 26-27=0,25-26=0, 24-25=0,23-24=0,22-23=0,21-22=0,20-21=0, 19-20=0, 18-19=0, 16-18=0 WEBS 8-24=-54, 10-23=-54,7-25=-97,6-26=-125,5-27=-119,4-28=-122, 11-22=-97, 12-20=-125, 13-19=-119, 14-18=-122 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 25 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" !N 4)All plates are M20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. riRED4,..t.6) Gable studs spaced at 2-0-0 on center.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 2,70 lb _ (uplift at joint 16,77 lb uplift at joint 25,85 lb uplift at joint 26,63 lb uplift at joint 27, 153 lb uplift at joint 28, 81 lbuplift at joint 22,93 lb uplift at joint 20,62 lb uplift at joint 19 and 154lb uplift at joint 18.8)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. _ -"'' ' / ' LOAD CASE(S) Standard ��r►� ' / �;�$' 'ONAL tt sass March 23,2000 dl ITTANPR/ND-WWI!design panarascterar and MAD RTG9 ON MS AM REV ODE BEFORE UM. em sa Nal Design valid for use only with Milelc 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 GST-88 Quality Standard.DSB-69©racing Specification,and HI0-91 T.s\'/ 'Tee, ® Handling Installing and Bracing tocommendatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. . I Job Truss I russ Type Qty Ply EL_A DS PART SCISSOR 6 1 BROOKBIDE J1584975 Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:36 2000 Page 1 t913 5 to 5 I 11-5-3 I 17-3-8 I Scale=1:74.7 0-9-8 5-10-5 5-6-13 5-10-5 3x5 II 7.00 12 7 4x5 i 3x6< 6 1D 3x4 �ii ] 5 11 •' 8 - 4 .. y 4x10 3 9 in 10 3x6 i 12 1 4x5 - 3.97 12 • 4x10 i 4x5 4x5 8-7-10 I 17-0-0 17.0-8 8-7-10 8-4-6 0-3-8 Plate Offsets (X,Y): 12:0-1-14,U-2-11, LB:0-b-14,0-1-1-1 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.06 2-10 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.16 2-10 >999 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.04 11 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min 1/deft = 480 Weight:70 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 5-2-14 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-5-2 on center bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3-3-5 REACTIONS(lb/size) 11=681/0-3-8, 2=737/0-3-8 { Max Horz 2=480(load case 3) Max Upliftl l=-284(load case 3),2=-36(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=10,2-3=-1801,3-4=-1729,4-5=-1416, 5-6=-1339, 6-7=-145,8-11=-681,7-8=-131 BOT CHORD 2-10=1568,9-10=884, 8-9=920 WEBS 4-10=-316,6-10=550, 6-8=-825 NOTES 1)This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceantine, 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in, 4) Bearing at joint(s) 11,2 considers parallel to grain value using ANSI/TPI 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 284 lb uplift at joint 11 and 36 lb uplift at joint 2. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. ell LOAD CASE(S) Standard r fD�, •, /fir/ § � er NAN March 23,2000 Ir,y ¢1i WARNING-Verify design par tern and READ NOTED ON MIS AND REVERSE EIDE BEFORE USE. rirm 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 ;r-y-- 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 1: �� 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 SpoctlicatIon,and HIB-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrto Drive,Madison,WI 53719. Job Truss • Truss Type city Ply EL_A E ROOF TRUSS 6 1 BROOKSIDE J1584976 Davis Who esale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:39 2000 Page 1 To-9-81 7-0-0 I 14-o-o 1¢9 Scale: l/4"=1 0-9-8 7-0-0 7-0-0 0-9-8 5x5= 3 11 10.00 12 12 26 lq 4517 (1) _1 aFs b 5x6 I I 6 5x6 II 3x4 I I I 7-0-0 I 14-0-0 7-0-0 • 7-0-0 Plate Offsets(X,Y): 12:edge,U-2-21, 12:0-4-7,0-1-bi,14:0-0-0,U-2-21, 14:0-4-7,0-1-61 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.01 6 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.07 2-6 >999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/deft = 480 Weight:48 lb LUMBER BRACING.. • TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2,Right: 2 X 4 SPF No.2 • REACTIONS (lb/size) 2=605/0-3-8,4=605/0-3-8 Max Horz 2=249(Ioad case 3) Max Uplift2=-145(load case 4),4=-145(load case 4) ' FORCES(lb)-First Load Case Only TOP CHORD 1-2=12,2-3=-414,3-4=-414,4-5=12 • BOT CHORD 2-6=310,4-6=310 WEBS 3-6=137 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 at25 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) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 2 and 145 lb uplift at joint 4. • 5)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 40 s. IN sp a I• . / f�` ce a wiO NAL t?" i March 23,2000 et WARINING-Verify daairos para wwtet a and READ NOTEE3 ON TETE ARTD REVERSE SIDE BEFORE Mgt. —e 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 trussHMIC ' 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,DS13-89 Bracing Specification,and HIB-91 Trek® k® Handling installing and Bracing Recommendation available from Truss Plate Institute,5B ,. 3 D'Onotrio Drive,Madison,WI63719. t " • Job , Truss Truss Type Qty Ply _- • EL_A EGD GIRDER 2 2 BROOKSIDE J1584977 Davis Wholesale, Indianapolis, It`.4622' 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:42 2000 Page 1 I 3-9-1 I 7-0-0 I 10-2-15 I 140-0 I Scale:1/4"=1' 3-9-1 3-2 15 3-2-15 3-9-1 4x10 II 3 10,00 12 /11\ 3x4 \ 3x4// ' 4 2 �+ �e \CALIPAit 1 5 .am - L m I`' p R F,2 8 9 7 10 6 11 12 4x10= 8x8= 8x8= 4x10= I 4-10-1 I 9-1-15 I 14-0-0 I 4-10-1 4-3-14 4-10-1 Plate Offsets(X,Y): I1:0-b-1b,U-2-U1, (b:U-b-1b,U-2-01, Ib:U-4-U,0-5-41, L7:0-4-0,0-5-41 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.04 6-7 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.07 6-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.01 5 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/deft = 480 Weight: 170 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 8 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=4405/0-3-8,5=4322/0-3-8 Max Horz 1=-226(load case 2) Max Uplift1=-812(load case 4),5=-797(load case 4) , FORCES fib)-First Load Case Only TOP CHORD 1-2=-4597,2-3=-4475,3-4=-4505,4-5=-4627 • BOT CHORD 1-8=3407,8-9=3407,7-9=3407,7-10=2416, 6-10=2416,6-11=3430, 11-12=3430, 5-12=3430 WEBS 2-7=-15,3-7=2863,3-6=2931,4-6=-15 NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected with 1 row(s) at 0-9-0 on center. Bottom chords connected with 2 row(s)at 0-5-0 on center. Webs connected as follows:2 X 4-1 row(s)at 0-9-0 on center. 2)This truss has been checked for unbalanced loading conditions. 3)This truss has been designed for the wind loads generated by 80 mph winds at 25 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 4) Except as shown below,special connection(s)required to support concentrated load(s). Design of connection(s)is delegated to the building designer. 5)All plates are M20 plates unless otherwise indicated. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 812 lb uplift at joint 1 and 797 lb uplift at joint 5. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. IN LOAD CASE(S) Standard �t S.RED jy - 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Y Uniform Loads (plf) 'ie ' Vert: 1-8=-20.0,8-9=-20.0,7-9=-20.0,7-10=-20.0,6-10=-20.0,6-11=-20.0, 11-12=-20.0, �/ ' 6O •, - �., 5-12=-20,0, 1-2=-60,0,2-3=-60,0,3-4=-60.0,4-5=-60.0 i' Ns. Concentrated Loads(lb) NV- ,' • Vert: 7=-1090 6=-1090 8=-1090 9=-1090 10=-1090 11=-1090 12=-1090 ® Af' / - -o , /- , //,' p 1. es March 23,2000 „ . . � i WARNING-Vcr(fjy deafen ysmtmmmrscterrs and DEM NOT 0111'MI ARID EFE1 DUDE DE�t2E UM. �e 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 I..- 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 laterat 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•08 Guallty Standard,DSB-89 Bracing Specification,and HIB•91 A(i,''i ije9® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. • • Jot, . Truss ' Truss Type City Ply EL_A EGE GABLE 2 1 BROOKSIDE J1584978 Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 21 08:20:46 2000 Page 1 10-91 7-0-0 I 14-0-0 14-91 Scale=1:51.8 0-9-8 7-0-0 7-0-0 0-9-8 3x6= 3x4 II 7 3x4 11 3x4 11 .1 10.00 12 • 6 rd 8 3x4 I 3x4 II 5 9 II3x4 II l m ` 10 4 3x4 I 3xa l441111! 2 .1 1?l /,���,���.,:::-����,��� ����� ....! :-...,..-7.--,...,11,-.�� tth 21 20 19 18 17 16 15 145x6 II 5x6 II 3x4 II 3x4 I I 3x4 I I 3x4 I I 3x4 I I 3x4 II 3x4 II 3x4 II I 14-0-0 14-0-0 Plate Offsets(X,Y): 12:0-4-/,U-1-b],12:edge,0-2-2J, [/:U-3-U,edgeJ, 02:U-0-0,0-2-2J, [12:0-4-7,U-1-b] LOADING (psf) SPACING 2-0-0 CSl DEFL (in) (lac) 1/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.05 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) 0.00 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB .0.03 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/dell = 480 Weight: 70 lb LUMBER BRACING • TOP CHORD 2 X 4 HF 1650F 1.5E TOP.CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS(lb/size) 2=135/14-0-0, 12=135/14-0-0, 18=88/14-0-0, 17=88/14-0-0, 19=124/14-0-0,20=175/14-0-0,21=82/14-0-0,16=124/14-0-0, 15=175/14-0-0, 14=82/14-0-0 Max Horz 2=207(load case 3), 12=-207(load case 2) Max Uplift2=-75(load case 2), 12=-75(Ioad case 3), 18=-8(load case 3), 17=-8(load case 2), 19=-72(load case 4),20=-87(load case 3), 21=-93(load case 3), 16=-72(load case 4), 15=-87(load case 2), 14=-93(load case 2) Max Gray 19=125(Ioad case 5),20=175(load case 5),21=86(load case 5), 16=125(load case 6), 15=175(Ioad case 6), 14=86(load case 6) FORCES (lb)-First Load Case Only TOP CHORD 1-2=24,2-3=-57,3-4=-68,4-5=-74,5-6=-58, 6-7=-54,7-8=-54,8-9=-58,9-10=-74, 10-11=-68, 11-12=-57,12-13=24 BOT CHORD 2-21=0,20-21=0, 19-20=0, 18-19=0, 17-18=0, 16-17=0, 15-16=0, 14-15=0, 12-14=0 WEBS 6-18=-59,8-17=-59,5-19=-95,4-20=-130,3-21=-74,9-16=-95, 10-15=-130, 11-14=-74 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 25 ft above ground level,using 5.0 psf I 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. US 6) Gable studs spaced at 2-0-0 on center. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 2,75 lb ' •. .4 S.RE© uplift at joint 12,8 lb uplift at joint 18,8 lb uplift at joint 17,72 lb uplift at joint 19,87 lb uplift at joint 20,93 lb uplift V at joint 21,72 lb uplift at joint 16,87 lb uplift at joint 15 and 93 lb uplift at joint 14.8)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. 140.LOAD CASE(S) Standard / 4 .1( � me `� /'� g 'r<�'�°NALle, u,s March 23,2000 4wARly!i a-Verify(Patriot parameters and REM NOSE=OW T S ARM REVERSE SSE BIEPOREC USE. -aa Design valid for use only withMRek connectors.This design tr based only upon parameters shown,and Is for an Individual building component to be t .. . e Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is fot lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the r+ 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-BB Quality Standard,DSB-89 Bracing Specification,and HIB-91 ` i ITe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 63719. - Jop Truss Truss Type Qty Ply EL__A VA1 VALLEY 1 1 BROOKSIDE J1584979 Davis Wholesale,Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:48 2000 Page 1 I 8-11-0 I 17-10-0 I Scale=1:58.5 8-11-0 8-11-0 5x5= 3 10.00 12 3x4 1I 3x4 I1 • rh 2 4 in 1 5 3x4.2 9 8 7 6 3x4' • 3x4 I I 3x6= 3x4 II 3x4 II I 17-10-0 17-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.21 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/deft = 480 Weight: 63 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing: BOT CHORD 2 X 4 HF 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=184/17-10-0, 5=184/17-10-0,7=5/17-10-0,8=193/17-10-0,9=399/17-10-0,6=397/17-10-0 Max Horz 1=197(load case 3),5=-197(load case 2) Max Uplift1=-17(load case 2),5=-17(load case 3),7=-3(load case 3),9=-204(load case 3), 6=-209(load case 2) Max Gray 7=22(load case 2),8=193(load case 1),9=407(load case 5), 6=405(load case 6) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-140,2-3=-146,3-4=-146,4-5=-140 BOT CHORD 1-9=0,8-9=0,7-8=-0,6-7=0, 5-6=0 WEBS 3-8=-138,2-9=-280,4-6=-280 NOTES i 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 25 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)Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1, 17 lb uplift at joint 5,3 lb uplift at joint 7,204 lb uplift at joint 9 and 209 lb uplift at joint 6. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. • LOAD CASE(S) Standard I RN 1 4 °` k a 7 /(// ' c s '- NALv- -,RNt March 23,2000 AWARIVING-Vail f dcadpm par ssmretc?a end MAD NOTES ON THIS AND NEVEI M OrDi„BEFORE UM. 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 trussMI , 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,DS8-89 Bracing Specification,and HIB-91 MI rele Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. - Jqb . Truss — Tniss Type Gty Ply J1584980 EL_A VA2 VALLEY 1 1 BROOKS IDE Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:51 2000 Page 1 I 7-6-3 I 15-0 s I Scale=1:46.2 7-6-3 7-6-3 5x5= 3 10.00 12 ill • 3x4 II 3x4 II 2 J III 5 1, 3x4// 8 7 6 3x4 3x4 II 3x4 II 3x4 II I 15-0-6 I 15-0-6 Plate Offsets(X,Y): )4:U-U-U,U-U-U), Ib:U-U-U,U-U-U) LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0,15 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress lncr YES WB 0.09 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix). 1st LC LL Min 1/deft = 480 Weight: 51 lb l LUMBER • BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 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=139/15-0-6, 5=139/15-0-6, 7=230/15-0-6,8=315/15-0-6,6=315/15-0-6 Max Horz 1=161(load case 3), 5=-161(load case 2) Max Uplift1=-29(load case 2), 5=-29(load case 3),8=-170(load case 3),6=-170(load case 2) • Max Gray 8=326(Ioad case 5),6=326(load case 6) i FORCES(lb)-First Load Case Only TOP CHORD 1-2=-122,2-3=-148,3-4=-148,4-5=-122 BOT CHORD 1-8=0,7-8=0,6-7=0,5-6=0 WEBS 3-7=-153,2-8=-228,4-6=-228 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 25 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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 29 lb uplift at joint 1,29 lb uplift at joint 5, 170 lb uplift at joint 8 and 170 lb uplift at joint 6. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard atilt jeer_v. S.RED* ,. ////f }.,,� "ONAL! March 23,2000 '-^"'--- "' ._s�_--....`.5'__-_r_n• ,.-,__-- --..---.—,- ..�—,—,..�..,-- m ._-'..— -=,..'` '...�.. -..Y_ A! WARNING-Vee5fg deals parents:acre and READ ROTES Cif TRW AND REVERSE SWE BEFORE Mg. era 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 trussMI 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 f` x oTc��® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onotrlo Drive,Madison,WI83719. i. i ' Job • Truss Truss Type city Ply J1584981 EL_A VA3 VALLEY 1 1 BROOKSIDE Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:54 2000 Page 1 I e-1-6 I 12-2-13 I Scale='1:37.6 6-1-6 6-1-7 5x5= 3 10.00 12 Iliii m 3x4 I I 3x4 I I u7 2 4 4 1 AI ', 5 w � w w r• � 3x4-2 3x4- - 3x4 I I 3x4 I I 3x4 I I I 12-2-13 I 12-2-13 • Plate Offsets(X,Y): 14:U-U-U,U-0-U), (b:U-0-0,0-U-1/1 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lac) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.16 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.05 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 I/defl = 480 Weight:40 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 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=73/12-2-13, 5=73/12-2-13,7=241/12-2-13,8=264/12-2-13,6=264/12-2-13 Max Horz 1=125(load case 3),5=-125(load case 2) Max Uplift1=-50(load case 2),5=-50(load case 3),8=-153(load case 3), 6=-153(load case 2) Max Gray 1=103(load case 3), 5=103(load case 2),7=241(load case 1), 8=280(load case 5),6=280(load case 6) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-82,2-3=-150,3-4=-150,4-5=-82 BOT CHORD 1-8=0,7-8=0,6-7=0,5-6=0 WEBS 3-7=-155,2-8=-200,4-6=-200 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 25 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) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 1,50 lb uplift at joint 5, 153 lb uplift at joint 8 and 153 lb uplift at joint 6. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard ill e.101PE140,6. 74 ® *... r ' NALAsa as March 23,2000 AWA tvG-Verify deaigss pmnrarmetcers assd READ ROTES Off MIS AFJD MMUS SIDE SEIFORE V . cm 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 `v,�,,.,-;_ 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 QST•68 Quality Standard,DSO.69 Bracing SpocHicatlon,and HI0.91 [� [relic®Handling Installing and bracing Recommendation available from Truss Plate InstIute,583 D'Onofrio Drive,Madison,WI 53719. tl' • - Jab rust s Truss Type Uty 'Ply J1584982 EL_A VA4 VALLEY 1 1 BROOKSIDE . Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:56 2000 Page 1 I 4-8-10 9-5-3 I Scale=1:29.0 4-8-10 48-9 5x5= 2 10.00 12 /�1 c? r A \1Ik r � � • ►��i�i�i�i�i�i�i�i�i�il�l��i�i�ili�i�i�i�n�i�i�i�i�i�il�l��i�il��i�i�il��i�i�i�i�i�i 3x4- - 3x4 II 3x4' I 9-5-3 I 9-5-3 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.17 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.07 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 1st LC LL Min 1/defl = 480 Weight: 28 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 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=219/9-5-3,3=219/9-5-3,4=252/9-5-3 Max Horz 1=92(load case 3),3=-92(load case 2) Max Uplift1=-51(load case 4),3=-51(load case 4),4=-25(load case 4) FORCES(lb)-First Load Case Only • , TOP CHORD 1-2=-73, 2-3=-73 BOT CHORD 1-4=0,3-4=0 WEBS 2-4=-166 NOTES 1 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 25 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) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 1, 51 lb uplift at joint 3 and 25 lb uplift at joint 4. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard IN rIIRED7,41\4. , PIS MA�N March 23,2000 ., .... � -_.. .-T�--3-,-,- a�-- AWA TO-voraiij doe1 n garanscgera wad READ NOTES ON 8' B ARID REVERS SIDE BEFORE U . raglan® 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 r , 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-88 Quality Standard,DS0-89 Bracing Specification,and HIB-91 I' I Y Sri f!i® Handling Installing and Bracing Recommendation available from Truss Plate Institute,SWD'Onofrb Drive,Madison,WI 83719. 1 , Job Truss • Truss Type City Ply , J1584983 EL_A VA5 VALLEY 1 1 BROOKSIDE Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:20:59 2000 Page 1 • I 3-3-13 I 6-7-10 I Scale=1:21.1 3-3-13 3-3-13 3x6= 10.00 12re •• 1AllE� Aki _ 3x4<' 3x4' I 6-7-10 I 6-7-10 Plate Offsets(X,Y): [2:U-:S-U,edgej LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (hoc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0,07 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min I/defl = 480 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS(lb/size) 1=233/6-7-10,3=233/6-7-10 • Max Horz 1=105(load case 1),3=-105(load case 1) Max Uplift1=-43(load case 4),3=-43(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-137,2-3=-137 BOT CHORD 1-3=0 • 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 25 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) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 43 lb uplift at joint 3. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard •N ��y,RED P it © � � ./f '` IOC g NALt ma March 23,2000 £WASt.?JIBJd-Verify dee gn prmrrscteve wad READ ROTES ON THIS MVO d SVERREg SIDE BEFORE USE. imam® 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 lei 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 H10.91 M ilek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onohlo Drive,Madison,wi 53719. • Job • Truss Truss Type City Ply EL_A VA6 VALLEY 1 1 BROOKSIDE J1584984 Davis Wholesale, Indianapolis, IN.46222 3x4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 21 08:21:01 2000 Page 1 1-11-0 I 3-10-0 I Scale=1:10.2 1-11-0 1-11-0 2 10.00 12 • • M ri T 3 1 0 ♦♦ ♦ ♦♦♦ ♦ ♦♦♦1♦♦♦♦♦♦♦♦♦♦♦♦♦•♦♦♦♦♦ ♦ ♦ • • ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦�♦♦♦♦♦♦♦♦♦♦♦�♦ ♦ • ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦1♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦•♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ 3x4.2 3x4' 3-10-0 I 3-10-0 Plate Offsets(X,Y): 12:U-.3-O,edge) LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.01 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min 1/defl = 480 Weight:9 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed. . BOT CHORD 2 X 4 HF 1650F 1,5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS(lb/size) . 1=121/3-1'0-0,3=121/3-10-0 - Max Horz 1=54(Ioad case 1),3=-54(load case 1) • Max Uplift1=-22(load case 4),3=-22(Ioad case 4) FORCES(lb)-First Load Case Only • TOP CHORD 1-2=-71,2-3=-71 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 25 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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 22 lb uplift at joint 3. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard IM A g.RED y� e • _ „F �' ////2 _ •�t if�{� t..istotie j ' SI UI March 23,2000 f3 P1WA G-Verify design parameters®rsd READ NOTES OHMS ARID REVERSE ME BEFORE USE. ises 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 trussMil 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 I the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult GST•9e Quality Standard,DSB-69 Bracing Specification,and HIB-91 �����® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,W 153719. • Job • Truss ' Truss Type Qty Ply EL_A VB1 VALLEY GABLE 1 1 BROOKSIDE J1584985 Davis Wholesale, Indianapolis, I)'.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:21:05 2000 Page 1 I 12-7-9 I 25-3-1 i Scale=1:77.6 12-7-9 12-7-8 3x6= 8 7 9 10.00 5 & 10 5 c 11 4 12 n P. 3 13 2 14 1 '! l"'hil ', 15 28 27 26 25 2423 22 21 20 19 18 17 16 3x6= I 25-3-1 I 25-3.1 Plate Offsets(X,Y): l8:U-3-U,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 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Ina YES WB 0.10 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min 1/defl = 480 Weight: 144 lb LUMBER BRACING TOP CHORD 2 X4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 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 7-22,9-21,6-23, 10-20 REACTIONS (Ib/size) 1=91/25-3-1, 15=91/25-3-1,24=19/25-3-1,22=95/25-3-1,21=89/25-3-1,23=107/25-3-1,25=159/25-3-1,26=163/25-3-1, 27=150/25-3-1,28=195/25-3-1,20=126/25-3-1, 19=166/25-3-1, 18=161/25-3-1, 17=150/25-3-1, 16=194/25-3-1 Max Horz 1=306(Ioad case 3),15=-306(load case 2) Max Upliftl=-47(load case 2), 15=-47(load case 3), 23=-85(load case 4),25=-85(load case 4), 26=-77(load case 3),27=-73(load case 4), 28=-94(load case 3),20=-76(load case 4), 19=-82(load case 4), 18=-78(load case 2), 17=-73(load case 4), 16=-94(load case 2) Max Gray 1=220(load case 3),15=220(load case 2),24=19(load case 1),22=95(load case 1),21=89(load case 1),23=108(load case 5), 25=159(load case 5),26=163(Ioad case 1),27=150(load case 5),28=195(load case 1),20=127(load case 6), 19=166(load case 6), 18=161(load case 1), 17=150(load case 6), 16=194(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-69, 2-3=-71,3-4=-68,4-5=9, 5-6=-71, 6-7=-55,7-8=-52,8-9=-52,9-10=-55; 10-11=-71,11-12=-68,12-13=-68, 13-14=-71, 14-15=-69 BOT CHORD 1-28=0,27-28=0,26-27=0,25-26=0,24-25=-0,23-24=0,22-23=0,21-22=0, 20-21=0, 19-20=0, 18-19=0, 17-18=0, 16-17=0, 15-16=0 WEBS 7-22=-62,9-21=-62, 6-23=-95,5-25=-124,4-26=-120,3-27=-115,2-28=-137, 10-20=-95,11-19=-124, 12-18=-120,13-17=-115, 14-16=-137 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 25 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 OM 3) For studs exposed to wind,see MiTek"Standard Gable End Detail" 4)All plates are M20 plates unless otherwise indicated. rfC �. 5)All plates are 3x4 M20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 47) Gable studs spaced at 2-0-0 on center.8) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1,47 lbuplift at joint 15, 85 lb uplift at joint 23, 85 lb uplift at joint 25, 77 lb uplift at joint 26,73 lb uplift at joint 27,94 lb '' • uplift at joint 28,76 lb uplift at joint 20, 82 lb uplift at joint 19,78 lb uplift at joint 18,73 lb uplift at joint 17 and 94 lb a uplift at joint 16. .i)' / /�,,: �,,, if9)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. 1/3',- f kJ LOAD CASE(S) Standard /; • - sNM March 23,2000 WARRND11P3-Verify dcnlgn psremsetere and PAD NOTES ON?H1ON TEM AP'D]REVEIB 86DE BEFORE REM -e 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 trussmil 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 HI5•91 MiTek® iTek® Handling Installing and Bracing Rocommondatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. e ' Job Truss Truss Type Qty Ply -' - EL_A VB2 VALLEY 1 1 BROOKSIDE J1584986 • Davis Wholesale, Indianapolis, IN.46222 4,0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:21:08 2000 Page 1 I 11-2-12 I 22-5-8 I Scale=1:73.7 11-2-12 11-2-12 5x5= 4 10.00 12 3x4 II 3x4 II 3 5 3x4 II 3x4 II 2 0 1_AI _ Nil,. 7 3x4// 13 12 11 10 9 8 3x4 3x4 II 3x4 I I 3x6= 3x4 II 3x4 II 3x4 II I, 22-5-8 .— I 22-5-8 Plate Offsets (X,Y): [5:0-U-0,0-0-U1, (b:0-0-0,0-U-0J, (d:0-0-0,0-0-0J,[9:0-0-0,0-0-0J LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.16 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Ina YES WB 0.14 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/)CBO (Matrix) 1st LC LL Mini/clef' = 480 Weight: 86 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 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 4-10 REACTIONS (lb/size) 1=124/22-5-8,7=124/22-5-8, 11=20/22-5-8, 10=213/22-5-8, 12=318/22-5-8, 13=305/22-5-8,9=327/22-5-8,8=302/22-5-8 Max Harz 1=253(load case 3),7=-253(load case 2) Max Uplift1=-50(load case 2),7=-50(load case 3), 12=-176(Ioad case 3), 13=-146(load case 4),9=-172(load case 2), 8=-148(load case 4) Max Gray 1=171(load case 3),7=172(load case 2), 11=20(load case 5), 10=213(load case 1), 12=328(load case 5), 13=305(load case 1), 9=338(load case 6), 8=302(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-111,2-3=-144,3-4=-147,4-5=-147, 5-6=-144,6-7=-111 BOT CHORD 1-13=0, 12-13=0, 11-12=-0, 10-11=0, 9-10=0, 8-9=0,7-8=0 WEBS 4-10=-149,3-12=-244,2-13=-221, 5-9=-244,6-8=-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 25 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) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 1, 50 lb uplift at joint 7, 176 lb uplift at joint 12, 146 lb uplift at joint 13, 172 lb uplift at joint 9 and 148 lb uplift at joint 8. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. RN LOAD CASE(S) Standard -�qq�1.S.REDZ, wONAL 11NM March 23,2000 I.,,WARMING-Var deafen p lmmctcre wid READ NOTES ORT T EM ARID REFEREE SIDE BEFORE UM mosiar e 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,delivery,erection and bracing,consult QST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 r t r iTeke Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. . • Job Truss - truss Type Qty Ply BROOKSIDE J1584987 EL_A VB3 VALLEY 1 1 Davis Wholesale,Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:21:11 2000 Page 1 • I 9-9-15 I 19-7-14 I Scale=1:61.4 9-9-15 9-9-15 5x5= 4 610.00 12 3x4 II 3x4 II 3 5 AIIUL • 3x4- -13 12 1110 9 8 3x4 - ( 3x4 II 3x4 II 5x5= 3x4 II 3x4 I I 19-7-14 19-7-14 Plate Offsets (X,Y): [5:0-0-0,0-0-0), L6:0-0-0,0-0-01, (8:0-0-0,0-0-0),19:0-0-0,0-0-0), 110:0-2-b,0-0-41, (11:0-1-12,0-0-01 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 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/defl = 480 Weight:72 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1,5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. € BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. 8 OTHERS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=45/19-7-14,7=44/19-7-14, 10=22/19-7-14, 11=204/19-7-14, 12=331/19-7-14, 13=266/19-7-14,9=329/19-7-14, 8=267/19-7-14 Max Horz 1=218(load case 3),7=-218(load case 2) • Max Upliftl=-66(load case 2),7=-66(load case 3), 12=-176(load case 3), 13=-130(load case 4),9=-177(load case 2), 8=-129(load case 4) Max Gray 1=179(load case 3), 7=179(load case 2), 10=22(load case 5),11=204(load case 1), 12=342(load case 5), 13=266(load case 1), 9=340(load case 6), 8=267(load case 1) , FORCES(lb)-First Load Case Only TOP CHORD 1-2=-67,2-3=-143,3-4=-148,4-5=-148, 5-6=-143, 6-7=-67 BOT CHORD 1-13=0, 12-13=0, 11-12=0, 10-11=0,9-10=0,8-9=0,7-8=0 WEBS 4-11=-147,3-12=-247,2-13=-205, 5-9=-247,6-8=-205 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 25 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 66 lb uplift at joint 1,66 lb uplift at joint 7, 176 lb uplift at joint 12, 130 lb uplift at joint 13, 177 lb uplift at joint 9 and 129 lb uplift at joint 8. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. III ED LOAD CASE(S) Standard (Ir. *'149 a 'O' // //1/ or$' fch `TONAL tV. lit* March 23,2000 .-ty.—.'r.._..+,w-- -...--.r_�..-....q.�..w'-.-- ...... -...�. -... +�a-tn-s' A WARMING-Verify decIgn psflasrotera and RI=ROTES OHMS AND REVERSE SB BEFORE USE. (MIMI Design valid for use only with MITek connectors.This design Isbased only upon parameters shown,and Is for an Individual building component to be i _ . Instated and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss , ,, designer.Bracing shown is for tateral 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-69 Bracing Specification,and HIB-91 M iTe k® Handling installing and Bracing Rocommondatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 63719. - Job • Truss l puss type O.ty Ply J1584988 EL_A VB4 VALLEY 1 1 BROOKSIDE • Davis Wholesale,Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:21:14 2000 Page 1 I 8-5-2 I 16-10-5 I Scale=1:51.8 8-5-2 8-5-3 5x5= 3 10.00 FT 3x4 II • 3x411 4 la., 2 J a 5 - � w 3x4// 9 8 7 6 3x4 3x4 II 3x4 I I 3x6= 3x4 I I I 16-10-5 I 16-10-5 ' Plate Offsets (X,Y): 14:U-0-0,0-U-UJ, Ib:0-0-0,0-0-UJ LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 •TC 0.18 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min 1/defl = 480 Weight:59 lb , LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD .Sheathed or 6-0-0 on center purlin spacing: BOT CHORD 2 X 4 HF 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=169/16-10-5,5=170/16-10-5,7=9/16-10-5,8=205/16-10-5,9=368/16-10-5, 6=363/16-10-5 • Max Horz 1=185(load case 3), 5=-185(load case 2) Max Upliftl=-21(load case 2), 5=-20(Ioad case 3),9=-190(Ioad case 3),6=-199(load case 2) Max Gray 7=18(load case 2),8=205(load case 1),9=377(load case 5),6=373(load case 6) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-135,2-3=-147,3-4=-147,4-5=-135 BOT CHORD 1-9=0,8-9=0,7-8=0, 6-7=0, 5-6=0 WEBS 3-8=-145, 2-9=-260,4-6=-260 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 25 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 i 3)All plates are M20 plates unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1,20 lb I uplift at joint 5, 190 lb uplift at joint 9 and 199 lb uplift at joint 6. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard •N 46..t S.RFD , 4AINittcri • �, • �;afONALtt‘ March 23,2000 a WARNING-Vertfp dcradgrs parameters arid READ RIO'iT.t?i7 ON MINS AND REMISE BIM DE PONE UM. rsmer® Design valid tel use only with Meek connectors.This design is based only upon parameters shown,and is for an Individual building component to be ;•�,,•,;'r'� 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 HI0.91 MiTek® Handling Installing and Bracing Rocommondatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. • Job Truss Truss Type Qty Ply BROOKSIDE J1584989 EL A VB5 VALLEY 1 1 • Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:21:17 2000 Page 1 • I 7-0-5 I 14-0-11 I Scale=1:43.2 7-0-5 7-o-6 5x5= 3 U 10.00 FIT • 3x411 3liSissr\ 4 II 2 4 i AI 5 • 3x4- ' 8 7 6 3x4' 3x4 II 3x4 I I 3x4 II I 14-0-11 14-0-11 Plate Offsets(X,Y): 14:0-U-0,U-U-U), Lb:U-U-O,U-U-U) r LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.16 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Mini/clef! = 480 Weight 47 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing.. BOT CHORD 2 X 4 HF 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=120/14-0-11, 5=120/14-0-11,7=237/14-0-11, 8=292/14-0-11,6=292/14-0-11 Max Horz 1=148(load case 3), 5=-148(Ioad case 2) Max Uplift1=-35(load case 2),5=-35(load case 3),8=-161(load case 3), 6=-161(load case 2) Max Gray 8=305(load case 5),6=305(Ioad case 6) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-113,2-3=-149,3-4=-149,4-5=-113 BOT CHORD 1-8=0,7-8=0, 6-7=0, 5-6=0 WEBS 3-7=-155,2-8=-214,4-6=-214 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 25 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) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1,35 lb uplift at joint 5, 161 lb uplift at joint 8 and 161 lb uplift at joint 6. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard a SIA S.REDtp r ; 1, ' wONALV SI3I March 23,2000 tWA2RTIR1G-Verify aslssrdgn parameters arid=AD NOTES OR 9'E ARID REVIONE2 Orin®EPOJRE USE. Immo 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.—.—....4..„., 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 l 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 (�/�lire Lv® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. IVY - Job Truss Truss Type City Ply -" J1584990 EL_A VB6 VALLEY 1 1 BROOKSIDE Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 199 MiTek Industries, Inc. Tue Mar 21 08:21:19 2000 Page 1 5-7-9 I 11-3-1 I Scale=1:34.6 5-7-9 - 5-7-8 5x5= 3 10.00 12 II 3x4 11 24 5 1 I! ki\ iiHi404.11 \o . = .._._._. ._._.___...._._._.-.__._._._..._._._.....__.._.. 3x4-' . 3x4'' 3x4 II 3x4 I I 3x4 I I I 11-3-1 11-3-1 Plate Offsets(X,Y): (4:0-0-U,0-0-01,[6:0-0-1),U-U-01 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.16 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.05 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 (Matrix) 1st LC LL Min I/defl = 480 Weight:36 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing: BOT CHORD 2 X 4 HF 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=34/11-3-1, 5=34/11-3-1,7=239/11-3-1, 8=264/11-3-1, 6=264/11-3-1 Max Horz 1=113(load case 3), 5=-113(load case 2) Max Upliftl=-66(load case 2), 5=-66(load case 3), 7=-2(load case 4), 8=-159(load case 3),6=-159(load case 2) Max Gray 1=116(load case 3), 5=116(load case 2),7=239(load case 1),8=284(load case 5),6=284(load case 6) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-67,2-3=-151,3-4=-151,4-5=-67 BOT CHORD 1-8=0,7-8=0, 6-7=0,5-6=0 WEBS 3-7=-153,2-8=-205,4-6=-205 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 25 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) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 1, 66 lb uplift at joint 5,2 lb uplift at joint 7, 159 lb uplift at joint 8 and 159 lb uplift at joint 6. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard IN O ems O ifireirlRED$618;SAt.. March 23,2000 A WARNING-WW1,de rlgn grarsz metersr end READ NOTES Off TEM AM liEVERSO SSE BEP'O=IIUS. isms 1111 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 9ST-89 Quality Standard,DSB-89 Bracing SpocHlcation,and HIB-91 MiTek® Handling Installing and Bracing Rocommondation available from Truss Plate Institute,583 D'Onohlo Drive,Madison,WI 53719. • Job Truss Truss Type Qty Ply J1584991 EL_A VB7 VALLEY 1 1 BROOKSIDE _ Davis Wholesale, Indianapolis, IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:21:22 2000 Page 1 4-2-12 I 8-5-8i Scale=1:26.0 4-2-12 4-2-12 5x5= 2 I► 10.00 12 111 3 r r 3x4.2 3x4 II 3x4' I 8-5-8 1 8-5-8 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 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min 1/defl = 480 Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 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=194/8-5-8,3=194/8-5-8,4=223/8-5-8 Max Horz 1=81(load case 3),3=-81(load case 2) Max Uplift1=-45(load case 4),3=-45(load case 4),4=-22(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-65,2-3=-65 BOT CHORD 1-4=0,3-4=0 WEBS 2-4=-147 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 25 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 IDOL 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 lb uplift at joint 1,45 lb uplift at joint 3 and 22 lb uplift at joint 4. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard rIN RED;y.41. RA 119 '0 . ,/4/1" c g •� cil ,- �1. -. �i t:ti, March 23,2000 A WARMING-Tlartfly deaden parrmsnetera and MAD RTOT O ON MS AND REVERM SIDE1rdE1'ODEUM. Imis® Design valid for use only with Web 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 supped 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-88 Quality Standard,DSS-89 Bracing Specification,and HIB•91 1 i4�k® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. r Jqb . Truss Truss Type City Ply J1584992 EL_A VC1 VALLEY 1 1 BROOKSIDE • Davis Wholesale, Indianapolis,IN.46222 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Tue Mar 21 08:21:24 2000 Page 1 I 4-2-14 I 8-5-12 I Scale=1:26.1 4-2-14 4-2-14 5x5= 2 10.00 FIT BM 1,Ailk It 3 3x4// 3x4 II 3x4' I 8-5-12 8-5-12 • LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (Ioc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.13 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0,00 n/a BCDL - 10.0 Code UBC/ICBO 1st LC LL Min 1/defl = 480 Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 HF 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=195/8-5-12,3=195/8-5-12,4=224/8-5-12 Max Horz 1=82(load case 3),3=-82(load case 2) • ! Max Upliftl=-45(load case 4),3=-45(load case 4),4=-22(load case 4) )) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-65,2-3=-65 BOT CHORD 1-4=0,3-4=0 WEBS 2-4=-147 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 25 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)Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1,45 lb uplift at joint 3 and 22 lb uplift at joint 4. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard SW i eA S,RIED7$. 1 Or DNA N�•N March 23,2000 r__ -- &WAIII NING-Verify y design ga ivantetera and ROAD ROTES ON T'EMS ARID ROM=BIDES 0113E UM. ummmo 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 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 AST-85 Quality Standard.DSB-89 Bracing Specification,and H10-91 i r��® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI53719. Jpb . Truss Truss Type Qty Ply -". ..'• - J1584993 EL_A VC2 VALLEY 1 1 BROOKSIDE Davis Wholesale,Indianapolis,IN.46222 4.0-32 s Oct 7 1999 MiTek Industries,Inc. Tue Mar 21 08:21:27 2000 Page 1 I 2-10-1 I 5-8-2 I Scale=1:18.3 2-10-1 2-10-1 3x6= 10.00 12 :: 3 1 � = ►�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i� ►�i�i�i�i�i•�����i�i��i�•iiii•��������i�i��i�i�i�i�iiii _ 3x4- ' 3x4 I 5-8-2 I 5-8-2 Plate Offsets(X,Y): l2:U-3-0,edgeJ LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.05 Vert(LL) n/a - n/a M20 149/104 TCDL. 10.0 Lumber Increase 1.15 BC 0.07 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 Minl/deft = 480 Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD •Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS(lb/size) 1=195/5-8-2,3=195/5-8-2 Max Horz 1=88(load case 1),3=-88(load case 1) Max Upliftl=-36(load case 4),3=-36(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-114,2-3=-114 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 25 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) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 36 lb uplift at joint 1 and 36 lb uplift at joint 3. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASES) Standard !N i S'REDS INtt.0 4.' /(//, ,w'. teet•NAL March 23,2000 £WAd8Rl9RIa-Verify deaden gsava nate?s and ROAD ROTES ON 7175111S AND REVERSE Om BEFORE Vag. r>rarm 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 i y 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 Gracing Specification,and HIS-91 (�I���I® Handling Installing and Bracing Recommendation available from Truss Plate Institute,US D'Onofrlo Drive,Madison,WI537r19. I V! Jpb Truss Truss Type Oty Ply EL_A VC3 VALLEY 1 1 BROOKSIDE J1584994 Davis Wholesale, Indianapolis, IN.46222 3x4.0-32 s Oct 7 1999 MiTek Industries,Inc. ue Mar 21 08:21:29 2000 Page 1 I 1-5-4 2-10-9 I Scale=1:8.3 1-5-4 1-5-5 10.00 12 2 i; N • N 3 1 ���������������������•���••��������������������•��• •1�����•�������•���������������������������������������������������������. 3x4// 3x4' I 2-10-9 I 2-10-9 • Plate Utfsets(X,Y): (2:U-:l-U,edge) LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.01 Vert(LL) n/a - n/a M20 149/104 • TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC LL Min 1/defl = 480 Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 1=83/2-10-9,3=83/2-10-9 Max Horz 1=37(load case 1),3=-37(load case 1) Max Upliftl=-15(load case 4),3=-15(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-49,2-3=-49 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 25 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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 lb uplift at joint 1 and 15 lb uplift at joint 3. 6)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard !11 C. �Ag,REDr i �., //// _ ..4-4,! „.. -..rwSi : NALt March 23,2000 &WAIRR ING-Vail&&aalgrs pasamateva and tta:D NODZS ON MEI MD REVERSE EIDE BISFORO DM. rrrar_0 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 leaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss ram_ 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 L regarding fabrication,quality controlm storage,delivery,erection and bracing,consult QST•83 Qualify Standard,DSB•B9 Bracing Specification,and HIB-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719.