Loading...
HomeMy WebLinkAbout05060002-Truss infoECH 6/LO V]:LA~E OF WEST CLAY MiTek Industries~ Inc, 44515 North Outer Forty Drive Suite 300 Cheste~eld, MO 63017~5746 Telephone 314/434-1200 Fax 314/434-5343 Re: 610-VWC ECH - 610 Village of West Clay The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the paraTmeters provided by Carter-Lee Building Components. Pages or sheets covered by this seal: 18342502 thru 18342541 My license renewal date for the state of Indiana is July 31, 2006. -.-' ..-:'c~STE,9 '... _z ~ No ~9900415 % ~ May 18.2005 Ltu, Xueg~g The seal on these draw~gs indicate accept~ce ofprofession~ engineering responsibiliw solely for the truss com~nents shown. The suitabili~ and ~e of~is componem for ~y pa~icular building is the responsibili~ of the building designer, per ANSI/TPI-2002 Chapter 2. CARTER - LEE BUILDING COMPONENTS. MOORESVILLE. IN, 45158 P~y I ECH ' 610 Vil~a§e of West Clay ~ TCLL 20.0 Mil20 1971144 TCDL 10,0 BCLL 0.0 BCDL 10,0 Weight; 139 lb LUMBER TOP CHORD 2 X 4 SPF No,2 EOT CHORD 2X4 SPF No.2. WEBS 2 X 4 SPF NO,2 Except~ 1-9 2 X 4 SYP No.l. 5-6 2 X 4 SYP No.1 OTHERS 2X4 SYPNO. 1 BRACING TOP CHORD Sheathed or 6-0~0 oc pumns exceot end vertma~s. EOT CHORD Rigid ceiling directly applied or 10-0-0 oc breong. REACTIONS (l~/slze) 6=662/0~3-8, 10=670/Mechamca~ Max Horz10=259(Ioad case 4) FORCES (lb) - Maximum ComDrsssioWMaximum Tenmon SOT CHORD 8-9=~299/223, 7-8=-1871230, 6-7=-197;230 WEBS 2-9=-481/183. 2-8=-4/197.4~8=0/183. 4-6=*482/208 NOTES 1) Wtnd; ASCE 7-98; 90mph; h=25fl; TCDL=6,0psf; BCDL=6.Opsf; Category g; Exp C; enclosed; MVVFRS gable ena zone; cantilever dght exposed; end veracal reft and dght exposed; Lumber DOL= 1.33 plate gdp DOL=I.33. 2) Provide adequate drainage to prevent water ponding, 3) This truss has ~een designed for a 10,0 psf bottom chord live load nonconcurrent with any other live leads 4) Refer to girder(s) for truss [o Truss connections LOAD CASE(S) Standard ~ ¢ ~s ER ,. ~ Nc, 199C04!5 '~ ~ STAT~ OF Ma. 18 2005j and BCSH Building Component 610-VWC -- - 1~'~] ECH - 610 Village of West Clay ROOF TRUSS ........ ~ _ __ I ~'"~ Job Refe~ence~ MOORESV~LLE IN 46158 6.200sADr282005MiTeklndustrJes. lnc, WedMay1809;2§;422005 Peg{ BCLL 0,0 BCDL 10,0 SPACING 2-O*0 Plates I~crease 1,15 Lumber increase 1.15 Rep Szmss Incr NO Code IRC2000/TPI2002 2X4SPFNo,2 No.2 360 I MIl20 197/144 240 BRACING REACTIONS ib~size) 4=671/0-3-8 3=635/Mechanical Max Horz4=-165 load case 3 Max Utflift4=-509(Ioad case 3), 3=-180(Ioad case 41 FORCES (lb) - Maximum Compression/Maximum Tension "fOP CHORD '~.4=-tt 11149. 1.2=~36/47. 2~3=-111/55 WEBS 1.3=-1251125 Continued on e 2 May _1~00__ 5 61C~VWC FGI ROOF TRUSS LOAD CASE(S) Standard Concentrated Loads (lb) Ved: 4=-68~F~ 5:~942{F~ FG2 ROOFTRUSS CARTER - LEE BUILDING COMPONENTS. MOORESVILLE IN 46158 ECH - 610 Vtllage of West Clay ""~ '~---'~ ~ 5 3 Scale= 1:1E 5 SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1,15 Rep Stress Incr NO Code IRC2000/TPI2002 TOP CHORD 2 X 4 SPF No.2 SOT CHORD 2 X 6 SPF No.2 WEBS 2 X 4 SPF S~ud CSl PLATEs GR P TC 0,07 Mil20 197/144 BC 0.27 WB O,Ot BRACING TOP CHORD Sheathep or 2-10-10 DC podms, except erKI vertlcats, BDT CHORD Rigid ceiling dimatiy appfied or 10-0-0 Dc bra(ting. FORCES (lb) - Maximum Compression/Maximum Tensio~ TOP CHORD 1-4=.78/90, 1-2=-22~29, 2-3=-78/38 BDT CHORD 4-5=-73/80. 3-5=~73/80 girder(s) for truss to ~russ connecbens, m3nnectK~l {by others) of truss to ~eanng plate capable of ~ithatandmg 134 lb upfifl at joint 4 add 121 lb uplift at joint 8) Ha~ger(s) or other connection device(s) shall be provided sufficient to support concentrated load(si 673 lb down and 105 lb up at 1-3-6 on boffom atmrd. The design/seleatiort of such connection device(s) is the mspcnstaility at others. LOAD CASE(S) Standard 1) Reguta~: Lumber Increase=1.15. 31ata IncreaSe=1.15 Ur~ifatm Loads Vert: 1-2=-60, 3-4=20 Concentrated Loads Vert: 5=-673(B) MITek* SCale = 1:673 3x8 MIl20 SPACING 2-6-0 Rates Increase 'L t 5 TC Lumber Increase 1.15 BC 0.59 Rep Stress Incr NO WB 0~16 Code IRC2000/TPI2002 fMatrix) W~SS 2 X 4 SPF NO~2 OTHERS 2 x 4 SPF Stud *Except* 9-26 2 X 4 SPF No.2 PLATES Vert(LL) r 180 UII20 Vert(TL) -0,01 17 nfr 120 Horz(TL) 0 0t 18 n/a n/a V~f~d(LL) -0.00 16 n/r 120 Weight: t51 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except ena verticals, BOT CHORD Rigid cei ng directly ap¢ied or 6-0-0 oc bracJng. WEBS 1 Rowat midpt 9-26, 6-27 16-25 MaxHo~z33=366(Ioadcase4) 61 e5 29 6 Ioadcase5 Max Uplift33=-704(load case 3), 18=-674(Ioad case 4), 27=-9(~oad case 4% 28=- {load cas ), =- 0( ) 30=~72(ioad case 5), 31=46(1~ad case 6), 32=-704(~oad case 4), 25=-Tdoad case 3L 24=-61([oad case FORCES (lb)- Maximum Compression/Maximum TOP CHORD 2-33=-310/361 1-2=0/44 2-3= 284/336 3~4=-93/192 4-5~54/227 6-8=-21/262, 6-?=-21/298 7-8=.22/340, 8-9=-22/332, 3 D'Or ~~{~M--~ENTS ~00RESVILLECARTER. LE U , , I~J~4~'~ 6200sApr282005MTek ndus es nc WedMay1809:28:432005 Page2 9N)Opl'~m~de n, mc hanicat co nnect~3n (by others)of truss to bearing p~ate capable of va thstandirtg 704 lb u pl,ff at joint 33. 674 lb u~lift at joint 18, 9 lb uplift at joint 27, 81 lb uplift at joint LOAD CASE(S) Standam tOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SP~ Stud · OTHERS 2 X 4 SPF Stud Except 12-33 2 X 4 SPF No.2 REACTIONS eib/size) 4t=160/22-3-0. 24=165/22-3-0, 33=116/22-3-0. 34=107/22-3.0 35=I07/22-3-0.36=107/22-3-0.37=107/22-3-0. 38=105/22-3-0, 39=114/22-3-0, 40=78 22-3 0, 32=107 22-3-0 31=107 22*3-0 30=107/22-3-0 28=107Y~2-3-0 27= 105/22-3-0, 26=114/22~3-0, 25=75/22-3-0 37=-60(ioad case 5), 38=~690oad case 5), 39=-31((oad case 5), 40=-182(ioad case 4), 32=-13()oad case ' I FORCES (Ib~ - Maximum COmDressionlMaximum Tension SOT CHORE 40-41=-75 228, 39~0=-75/228, 38-39=-75/228 37-38= 75/228 36 37=-75/228 35~36=-75/228 34~35=-75/228 ~,\\ ~GAN WEBS 12-33=-236/9 11-34=-81/37 10-35=-81/90, 9-36=-80/78, 8-37=-80/78, 7-38=-79/80, 6-39=-84/66, 5-40=-77/131, ..~ ~ ~ .OTES ~ ~ ~ STATE NOTES 5 All plates am 1.5x4 MIl20 unless athsn.~ise indicete=. 6 Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced agalllst laterst rc~vement (i.e. d~agonat web), 8) Gab e studs spaced at 1-4 0 oc. 9) Pmvibe mechanical connection (by others) of truss to beanng plate capable of withstanding 177 b uplift a joint 41 103 lb uplift at joint 24 21 b uplift at joint 34, 74 lb uplift at oint 35 62 b uplift at joint 36, 60 lb uplift at joir~t 37, 69 lb uplift a~ ~int 38, 31 lb uplift et joint 39, 182 lb uplift et joint 40.13 lb uplift at joint 32, 76 lb uplift et joint 31, 62 lb uplift et joint 30.61 lb uoiift at join 28, 68 lb uplift et joint 27.37 lb uplift at joint 26 and 154 lb upliE et join~ 25 LOAD CASE(S) Standarc~ MiTek, ROOF TRUSS CARTER - LEE BUiLDiNG COMPONENTS MOORESVILLE. IN~ 461~ ECH * 610 Village of West Clay 15x4 MIl20 LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X4 SPF NO,2, WEBS 2 X 4 SPF NO,2 Except' 10~12 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud EBUILDtNGCOMPONENTS, MOORESVILLE N 46158 ECH-610V~ age of West Clay Job Reference ~?o_r j~ LOADING (psf) CSl TCLL 20.0 TC TCDL t0,0 Lumber Increase 1.15 BC 0.16 BCLL 0.0 Rep Stress Incr NO WB OAS BCDL 10.0 Code IRC2000/TPI2002 tMat~ixl TOP CHORD 2 X 4 SPF No.2 BaT CHORD ;2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud OTHERS 2X4 SPF Stud n/r 180 Mil20 1971144 HoFzITL'~ 0.00 14 r~/a rga W~nd(LL) 0.00 1 n/r 120 W~ight; 76 lb MaxUlflift26=.210{ioedcase3),14~242(ioadcase4),24=.20(Ioadcase4). =- (ad), =- ( 22= 61(Ioed case 5 23=-71(10ed case 5 25=-226(load case 5,18=-33(Ioad case 6), 17=-73([oed case 6). 16= 56 load case 6), 15=-214(Ioad case 3) MaxGrav2~-2791oadcase4 14=251 Ioadc~se3,24=64(Ioadcase6).19=199(ioadcase5),20=110(toedcase7), 21=107(Ioed case 7), 22=106(I0ad case 1), 23= 106(load case I). 25=149(Ioed case 31 18=109doss case FORCES fib} - Meximum Compression/Maximum Tension 1 Unbalanced mol live loads have oeen conslaered for this design, 2) Wind: ASCE 7*98; OOmph; h=25ff; TCDL=6.0psf; BCDL--6,0psf; Category It; Exp C; e~seo; MVVFRS gable end zone; cana~ever left and 3) T~uss desigltod for ~ind loads n the plane of the truss o~[y. For studs ex~oosed to ~od '~normal to the face), see MiTek' Standard Gable 7) GaMe studs spaced at 1-4-0 ac, . . LOADING(psf) TCLL 20.0 Plates Iacrease TCDL t0.0 Lumber Increase 1.15 BCLL 0,0 Stress Ir~r NO BCDL 10.0 2 LUMBER TOP CHORD 2 X4 SPFNo.2 BOT CHORD 2 X 4 SPF No. 2 WEBS 2 X 4 SPF Stud OTHERS 2X 4 SPFStud SLIDER Right 2 X 8 SYP No.1 4-2~4 esi TC 0.40 BC 0~39 WB 0.31 (Mat,~x) in loc b'defl L/d PLA3~S GRiP -0.o2 7-8 >999 360 M~120 197/144 24O nla 6-7 >999 240 BRACING REACTIONS Ib/sfze) 6=563/0~3-8, 2=63710-3-8 Max Horz 2=198({oad case 4) Max U~ift6=~61(Ioad case 6). 2=-135(ioad case 5) .7=-71367 '156. 3-7=-5191197.4-7=0/351 ,~1 for ~ see MiTek "Standard Gable 6t Provide mechamcal connecholl {by others) of truss to beanng plate capable of withstanding 61 lb upl~ at joint 6 and t 35 Ib upl~ at joint 2~ LOAD CASE{S) Standam ~ ~-2-7 22-~a ~2~ BCDL 10.0 LUMBER 4x12 MI 20~3 BC 0~71 WB 0.80 Code .~orz14=-220(tead case 3) Max Uplitt14=-t44(Joad case 5), 7=-25700ad case 41 FORCES (lb) - Maximum Comoression/MexirmJm Temsion 1)Unbalarmedro~ ve oads have been considemd for hsdesgn . Exp C: encl~; MWFRS gable end zone: cantilever left 7 BeaCh atjont(s) 14 considers para el to gra n va ue us ng ANS /TP lange ogranformua Buddngdesgnershouldverlfycapac~tyof Truss Type 610-VWC GE7 ROOF TRUSS CARTER - LEE BUILDING COMPONENTS, MOORESVILLE. IN 46156 8-7-7 ECH - 610 Village of Wes Clay BCDL 10.0 Code IRC2000/TPI2002 CSl TC 0.82 BC 0.85 W8 0.21 Veff(LL) -6.00 21 n/r 180 I MIl20 197/144 VeR(TL) ~0.01 21 n/r 120 HOrZ(TL) 0,01 22 n/a ~/a ~W~nd(LL)-0.00 20 n/r 120 ~ Weight: 243 I BRACING TOP CHORD Shea81ecl Or 5-8-6 SC pu~Jifis, except end verticals. BOT CHORD Rigid ceiling diredly appfied or 6-0-0 cc bracing Except: 1 ~-0-6 sc bracing: 34-35.33-34.32.33.31-32. 12-31 13-30. 14-28. 15-27 Max Uplift41 =-333 lead case 3), 22=-699(~oad case 4), 33=-45(Ioad case 4), 34=-25(Ioad case 4), 35=-22(ioad case 36=-41 (Ioed case 5), 37=-7t (h3ad case 5), 38=-67 ~oad case 5) 39= 62(load case 64 40=-381 (~oad case 4), ~UILDING COMPONENTS, MOORESVILLE ~N 46158 Job 1=25ft; TCDL=6.0psf; BCDL--6.0psf; Catego~ II; Exp C; enclosed; MWFRS gable eno zone cantilever left and dght exposed: end vertical left and dght e grip DOL=I.33 ,nly, For studs exposed to w~nd (normoi to the face), see MiTek "Standard Gable End Dets~l" ~ate capable of withstam:ling 333 lb uplift at joint 41. 899 lb uplift at joint 22, 45 lb uphft at joint 33, 25 lb uplift at ~ uplift at joint 38, 62 lb uplift at joint 39.38~ lb uoiiff at joint 40, 56 lb uplift at joint 32.54 lb u¢iff at LOAD CASE(S) Standard to.m ~ SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS BCDL 10.0 Rep Stress Incr YES W~ 0.01 Horz(TL) 0.00 4 Wa of a Code IRC2000,'TPI2002 IMatdx) TOP CHORD 2 X 4 SPF No.2 SOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud PLATES GRIP Mil20 1971144 TOP CHORD Sheathed or 5.0~8 oc pu~tins SOT CHORD Rigid ceiling directly apphod or 10-0-0 oc bracing. L 5=-40/5.0-E. 2= 168/5.0-8. 4=168/5-0-8, 6=11315-0-8 case 3} ase 1), 2=-1090ood case 5), 4=-92(10ad case 61 FORCES 0b)-MaximumCompress~on ~faximumTension S) Gable studs spaced at ~t*4-0 oc. 7) Pro'~de mechanical connection (by omors) of t~uss to bearing plate capable of ',,~thstanc,ng 51 lb uplift at joint 'i, 40 lb uplift at loint 5. 109 lb uplift at joint 2 and 92 lb uplift of joint 4. 8) SEE [vflTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard MiTek Indushies. Inc. TOP CHORD OF PIGGYBACK ATTACHED TO ONE FACE OF TOF CHORD WiTH 2 R0WS OF 1Od 10.131" X 3~) NAILS SPACED 6" O.C, PIGGYBACK TRUSS SPACE PURL NS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF TH,E. BASE TRUSS (SPACING NOT TO EXCEED 24 O.C GUSSET EACH SIDE AT EACH EASE TRUSS JOINT. ATTACH EACH PURLIN TO TOP CHORD OF EASE TRUSS WITI~ 2 - 16d (0.131' X 3.5") NAILS. VERTICAL WEE TO EXTEND THROUGH BOTTOM CHORD ADD PURLINS TO BOTTOM EDGE FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1 ) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH iN SIZE GRADE. AND MUST LINE UF AS SHOWN iN DETAIL. 2) VERTICAL V~EBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO THA~ THERE IS FULL WOOD TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x x 6'*0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 1Od (0,131" X 3") NAILS SPACED B" O.C. FROM EACH FACE ~S)ZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND SASE TRUSS, ~MINIMUM 2X4) 5) THIS CONNECTION IS ONLY VALID FOR A MA3;IMUM CONCENTRATED LOAD OF 4000 LBS I@1.15). REVIEW BY A QUALIFIED ENGINEER iS REQUIRED FOR LOADS GREATER THAN 4000 LBS 6 FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS. NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH SASE TRUSS. ST ALL VALUES SHOWN BELOW ARE BASED ON LOAD DURATION OF t.33 MAXIMUM UPLIFT SCAB CAPACITY USING (10~ Od (0~131 X 3 ) NAILS SYP = 1409 LBS SPF = 1090 LBS DF = 1290 LSS HF= 11t7 LBS SPF-S = 957 LBS MAXIMUM UPLIFT PURLIN CAPACITY ~?]NG (2) 16a (0.131" X 3,5 ) NAILS: SYP = 155 LBS SPF = 79 LSS DF = 122 LBS HF = 83 LBS SPF-S = 54 LBS MAXIMUM UPLIFT S~H.EATHING CAPACITY USING 1/2 SHEATHING AND (2) 8d (0,131" X 2~5") NAILS: SYP = t09 LBS SPF = 55 LBS DF = 85 LBS HF = 58 LBS SPF-S= 37 LES MAXIMUM UPLIFT GUSSET CAPACITY USING 7/t6" GUSSETS AND (6) 6d (0.113"X 2") NAILS: SYP = 399 LBS SPF = 367 LBS HDF = 391 LBS P = 367 LBS SPF-S = 343 LBS MAXIMUM UPLIFT SCAB CAPACITY USING (20) 1 Od (0.131" ~< 3") NAILS: SYP = 2819 LES SPF = 2181 LBS DF = 2580 LBS HP = 2234 LBS SPP-S = 1915 LBS TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER BRACING roP CHORD 2 X 4 SPF No.2 TOP CHORD Stmathed or 6-0-0 oc pedins, except end verticals, ~OT CHORD 2 X 6 SPF No.2 BOT CHORD Rigid ceiting directly applied or 10-0-0 oc bra~ng, NEBS 2 X 4 SPF Stud *Except' WEBS I Row at mJdat 2-12.3-10. 4-10 5.12 2 X 4 SPF ~o 2, ~.10 2 X 4 SPF No,2 4-10 2 X 4 SPF No,2 3THERS 2X 4 SPF Stud Excep 21~23 2 X 4 SPF No.2 24-25 2 X4 SPF No.2 REAC31ONS (lb/size) 14=1188/Mechanical, 9=906/6-5.8, 8=427/0-3-8 Max Horz14=-427 load<ese 3) Max Up~ift14=-199(Ioed case 5), s=.172(~oed case 6), 8=~29(Ioep case 6) FORCES (~b) - Maximum Compress orVMax mum Tensio~ _ TOP CHORD 1~2=.8891189 2-3=.680/230 3-4=.362/218, 4 5=-575/210, 5.6=-270/76 6-7=0/44, 1.14=-956/160, 6-8=~379156 '\ ,/' BOT CHORD 14-64=-379/395, t3-64=-379 395,12-13=-312J607, 11-12=-208/449,10~'~1=-208/449, 6-10='73/185, 3-9=-12/44 NEBS 2.13=-55/161. 2.12=-288/276. 3~12---t49/326.3-10=-275/171.4-I0=-75/114, 5.10=-115/389, 5.9=-833/154.1-13=-58/597, 2 ~nd; ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.0psf; CategoPJ ii; Exp C; enclosed; MWFRS gable end zone. cant~level ~ff and dght exposed; end veracsi lell a~d dght exposed; Lumber DOL=1.33 Pleta g~p DOL=I 33 3 Truss designed for wind loads in the plane of the truss on y. FOr stuas exposep to ~ln~ (normsi to the face~, see MiTek "Standard Gable 4) Provide edequate drainage to prevent water ponding. . . 5 This truss has been designed for a 10,0 pst bottom chota live load nonconc~rrent w/th any other bye loads* 6 A plates are 5x4 Mil20 unless otherwise nd cared. 7) Gable studs spaced at 1-4-0 oc~ 9~ Pm~de mechanical connection (by athers) of truss to bearing Plate capable of wthstanding 199 lb uplift at Jo~m 14, 172 [P uPlift at J° n 9 10) Hange~ $)orofherconnectlendevlcc~s) shsilbe provided sufficJenttosagponcbecentratedload(s) 37~lbd°wn a~d 1331bupat 2-5.2 on bottom chord. The design/se ec~ion of such connection device(s) is the responsibility of other~.lB/ 11lin the LOAD CASEtS) section, ~oads applied to [he face of the truss are noted as front IF~ or bac LOAD CASE{S) Standard Continued~on page 2 .............................. LOAD CASE(S) Standarci 1) Regular: Lumber Increase=1.15 Rate ncrease=l ~15 Uniform Loads (pit) Ve~l: 64=-378(B) G£843B PIGGYBACK UILDING COMPONENTS. MOORESVILLE. IN. 48158 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO SASE TRUSS BCDL 10.0 Plates Increase 1,15 Lumber Increase 145 Rep Stress fncr YES Code IRC2OO0/TPi2002 2X4 SPFNo,2 2 X 4 SPFNo.2 2 X 4 SPF Stud TC 0,06 VertfLL) ~la - nla 999 Mil20 1971144 W~ 0.01 HOiZ(TL) 0.00 4 n/a n~a (Matrix) W~4ght: 13 Ib BRACING TOP CHORD Sheathed or 5*0-8 oc punms BOT CHORD Rigid ceiling directly applied or 10-{%0 oc bracing. FORCES lb) - Maximum Compressio~Maximum Tension TOP CHORD 1-2=-89/84, 2-3=-63/36, 3-4=-63/27.4-5=-27/41 NOTES 2) Wind: ASCE 7-98; 90mph; h=25ft; 'rCDL=6.0psf; SCDL=6.0psf; Category ~l; Exp C; enclosed; MWFRS gable end zone; cantilever right exposed; end verticat ~eft and right exposed; Lumber DOL=1,33 plate grip DOL=1.33. LOAD CASE(S) Standard 1 5x4 BCDL 10,0 Code IRC2000/TPi2002 W~nd(LL) 0,00 2 n/r 120 Weight: 79 lb BCDL 10,0__~e IRC2000/TPi2002 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 DC purlins, except end ver~icat s. SOT CHORD 2 X 4 SPF No,2 * BDT CHORD Rigid c~Iing d~rectly applied or 10-6,0 DC bracing WEBS 2 X 4 SPF Stud E. xcept" WEBS I Row at midat 10-11.0-12 1 0-11 2 X 4 SPF No,2 OTHERS 2 X 4 SPF Stud 15=-56(Ioad case 5), 16=~71(Ioed case 5% 17=-27 Ioed case 5), 18=-203(~oad case 5) 3) This truss has bee~ designed for a I 0,0 psf bottom chord live Ioed ~3onconcur~ent with a;3y ather live ~oads ~ ~<~ ~'N ~ LOAD CASE{S) Standard //// 'S'/©N AL ~ ~ .......................................... Ma 18y~ ROOFTRUSS ECH * 610 vlltage of Wes~ Cia, Job Reference 6200 s A~r 282005 FLAT TOP CHORD SECTION BRACED AT 24" O.C DEFL i/deft L/d PLATES GRIP 360 Mil20 t97/144 >9~9 240 Weight: 360 lb TOP CHORD Sheathed o£ 6~0.0 oc pudins, except end verUca~s. BOT CHORD Rigid ceiling directly apPlied or 10q%0 oc bracing. REACTIONS (Ib/eize) 14=1613/Mechanical, 8=1146/0-3-6 Max Horz14= 427(10ad case 3) Max U~ift14=-282(~oad case 5/, 8=-164~1oad case 6t FORCES (Ih) - Maximum Compresslo~/Maximum Tension TOP CHORD 1-2=t064/203. 2-3=*896/253. 3-4=-609~263, 4-~892/253. 5-6=~9531176.6-7=6/44.1.14=-1~132/172.6-8=.I086/188 BOTCHORD 14-15=-386/389 13.15=-385/389, 12-t3=-297/741, 11-12=-19~/614, 10-11=-193/614, 9-10=-31/655, 9-9=-11/52 WEBS 2/13=~55/112.2~t2=-246/265 3-12=-139/285.3-10= 166/185. 4-'~g=-96/275.5-10=.t51/228.5-9=-218/82. 1-13=~50/722. ~. ~ ~ , 9*9=-22/680 noted as front :) or back IS) face in the LOAD CASEtS) section, Ply to pty 1less o~her~se indicated. 8 Pmvidemecflanlca connectron oyotners oftmsstobeanng~atecapabeofwfhstandmg2821bupliffatjeint 14 and 1641bupllftat ont~ 9) Hanger(s) or mher connection device(s) shall be provided sulticJent !0 support concentrated load(s) 615 lb down and 192 lb up at 1-8-1C on bottom chord. The design/selection of such connection device{s is the respcnsibility of others. LOAD CASE(S) Standar~ e2 lr .......... Truss Type ~ GRD1 ROOF TRUSS ~E BUILDING C;OMPONENTS ~-MOORESVIL[E IN. 46158 LOAD CASE(S) Standa~ 1~ Regular: Lumber Increase=t.l~ Plate Irmrease=l.t5 3x4 MIl20= SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO SASE TRUSS 2x4MII20= TCDL 10,0 Lumbe[ Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10,0 Code IRC2000/TPI2002 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 TCSl C 0.20 BC 0 14 W~ 0,00 Matdx) (l~c.4) J/deft L/d PLATES GRIP >999 360 MIl20 197/144 Vett TL) -0.03 2-4 >999 240 HOFZ(TL) 0.02 5 n/a n/a Wind(LL) 0.01 24 >999 240 W~ight: 12 lb ~RACING REACTIONS (lb/size) 1=192/o-3-8. 5=192J0-3-8 Max Horz 1=62tloa~ case 41 LOAD CASE(S) Standard fruss Type ROOF TRUSS MOORESVILLE IN ~6158 P~ate Offset~ [6~ 7 ~ 9 6 10 5 SPACING 2'0"0 Plates Inc~ease 1.15 Lumber Increase 1,15 Rep Stress Incr NO BCDL 10.0 Code IRC2000/TPI2002 LUMBER BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 4 SPF Stud Except 4.5 2 X 4 SPF No.2 TC 0.32 BC 0.4t WB 0,30 {Mstnx) REACTIONS (Ib/sizel 5=2220/Mechanical 7=1890/0-5-8 Max Ho~z7=391g~ad case 4} FORCES (lb) - Maximum Compression/Meximu m Tension TOP CHORD 1-2=0/44. 2-3=-826/184, 3~4=-155/169.4-5=-124/104.2-7~-1225/238 BOT CHORD 7-8=-3531282, 8-9.~3531282. 6-9=-3531282. 6-10=-2401588- 5'10='2401588 I ) 2-ply truss to be connected together w~th 16d Common(.162"x3,5"~ Neils as follows: :ASE(S) section. Plyto ply ~WT;RS gable end zone: canatever left anc Uniform Loads pit) CARTER - LEE BUILDING COMPONENTS, MOORESVILLE IN 45~58 LOAD CASE(S) Standard, Concentrated Loads Ve~t: 5=-869(F~ 8=-869(F) 9=-8691F~ 10=~8691F) ECH - 610 Village of West C}ay 18342519 SPACING 2-6-0 Plates Increase 1.15 TC 0.30 Lumber ncrease 1,t5 BC 0.47 Rep Stress Incr NO WB 0.99 Code IRC2000/TPI2002 (Matfix~ LUMBER TOP CHORD 2 X 8 SYP No,1 *Except" t-4 2 X 6 SPF No.2 BOT CHORD 2 X 8 SYP No," WEBS 2 X 4 SPF Stud *Except' 6*9 2 X 4 SPF No.2.4-13 2 ~( 10 SYP No, l. 4~11 2 X4 SPF No,2 $-11 2 X 4 SPF 1650F 1.5E, 6*9 2 X 4 SPF 1650F 1.5E DEFL in PLATES GRIP Mg20 197/144 Vert TL) -0,22 13 >999 240 M]I18H 141/138 Horz(TL~ 0.07 9 n/a n/a Wind(LL) 0.10 13 Weight: 626 m BRACING TOP CHORD Sheathed or 4~6.4 oc pu~llrts, except end verucals. GOT CHORD Rigid ceiling directly applied or 10~C-0 oc bracing. WEBS 1 Row at midpt 8-9 4-t 1.6*9 REACTIONS (lb/size) 2=7241/0~5-8. 9=7035/0-3-8 Max Horz2=390(Ioad case 4~ Max U~iff2=-1852(Ioad case 3), 9=-2447(Ioa~ case 3) ORCES (lb) - Maximum Compression/Maximum Tensioa ~ / OP CHORD ~-2=0136, 2-3=.I0457/2848, 3-4=-10217./2987, 4-5=-6070/1853, 56=-6070/1853, 6-7=-68/131 7-8=*681131 ~-9=-185/141 6.9=-7412/2247 EC H - 610 Village of West C lay 18342519 NOIE$ 10) Hanger(s) or other cegnecuon de~ce(s) sha~l be pro~deg sufficient to support concentrated load(s) 2199 lb ~ and 535 [b up at 22-4~8, 258 lb down end ~71 [b up ? 23-8-10, 258 lb down and 271 }b up at 20-8-10, and 258 lb down and 271 lb up at 27-~t 0, and 9000 Ib dewn and 2813 lb up at 10-11-12 on bottom chord. The deagn/selecben of suc~ connection de,ce(s1 is the responsibility of others LOAD CASE(S) Standa~ Uniform Loads (p~f) Concentrated Leeds (lb) Vert: 13=-9000(F) 10=-2199(B) 15=-258{B) 16=~258(B) 17=-258(B) MiTek* 18342520 ~o,ooF~ 3xS~ 3x6 MII20~ 8 3x8 MIl20 6 15x4 MIl20 3x8 MII20~ Plate Offsets (X,~ TCDL 10. ' I Ver[(TL) -0.04 2-7 >999 240 SCLL 0.0 WB 0,35 j H~(TL) ~07 8 n/a n/a LUMBER B~CING TOP CHORD 2 X 4 SPF No,2 TOP C~RD She~h~ or ~0 ~ pu~ins, ex~ e~ vem~ls, SOT CHORD 2 X 4 SpF No,2 SOT CHORD Rigid ~i~ing dir~ry ap~i~ or 10~0 ~ bmdng. ~BS 2 X 4 SPF Stud ~BS ~ Row ~ midpt 5~ O~ERS 2 X 4 SPF ~ud SLIDER L~ 2 X 6 SPF No.2 3~11 P, EAC31ONS (lb/size) 2=479/0-5-8, 8=422/Mechanical Max Ho~z2=38111osd case 4; Max U~ift2=-61(Ioed case 5L 8=-170~load case 5) hlOTES Wind; ASCE 7-98; 9Omph; h=25fl; TCDL=6,0psf; BCDL=6.0psf; Category dght exposed; end vertical left and dght exposed; Lumber DOL=1.33 plate gdp DOL=I Th s truss has been designed for a 10 0 psf b~ttom cho d IJve Icad nonconcurre~ ~h any other [ ye loads, OAD CASE(S) Standard CARTER - LEE I F TRUSS MOORESVILLE. iN 46158 3f West Clay t8342521 BCDL 10.0 SPACING Plates Increase 1.15 Lumberlncmase 1.15 BC 0.24 Rep Stress incr YES WB 0,35 Code RC2000/TPI2002 IMatfix/ TOP CHORD 2 X 4 SPF No.~2 2 X 4 SPF Stud OTHERS 2 X4 SPF Stud SLIDER Left 2 X 6 SPF No,2 3.5-11 I/deft L/d PLATES GRIP >999 360 Mil20 1971144 -0.g4 2-7 >999 240 0.07 8 n/a n/a 0~02 6-7 >999 249 Weight: 68 lb BRACING REACTIONS (lb/size) 2=479lC-5-9, 8=422/Mec;lamca~ Max Horz2=381(toad case 4) Max Uplitt2=-61(toad case 51, 8=- 170/toad case 5) FORCES (lb) - Maximum CompmssmWMaximum Tension TOPCHORD t-2=0/24,2.3=-423157 3-4=-33584, 4-5=-170/160.6-8=-112/287. 5-8=-135/116 SOT CHORD 2-7=' 144/257, 6-7="i44/257 ~~ WEBS 4-7=0/227. 4,-6=-345/223 NOTES 1) V~ind: ASCE 7.98; 90mph; n=25ff; TCDL=6.0pat; BCDL=6.0pat Category II; Exp C; enctosea MWFRS gable end zone can;~ ever lett a dght exepsed; end vertical latt aod dght expose~; Lumber DOL=1.33 plate grip DOL=l.33. [/ ~ ~ 2) This truss has been designed for a I0.0 pat bottom chord li~e load nonconcurrent ~ith any other IN~ loads. 3) Refer to girder(s) for truss to truss connections. 4I Provide mechanical connection (by othersl of truss to bearing plate capable of w~thstartding 61 lb uplift at joint 2 and 170 lb uplift at joint S. LOAD CASE(S) Standard se >999 360 I Mil20 '~97/144 >999 240 LUMBER TOPCHORD 2 K4SPFNo,2 ~/~T CHORD 2 X 4 SPF No,2 BS 2 X 4 SPF Stud BRACING TOP CHORD Sheathed or 1~8~8 oc pudins, except end verticals BOT CHORD Rigid ceiling directly applied o~ 10-0-0 oc bracing. REACTIONS Ib/sze 5=153/0-3-8,4=29/0-3-8 Max Horz5=124(Ioad case 4) Max UFlilts=-65(Ioad case 3), 4=-1 t 3(lead case 4) Max Grav5=153(lead case 1), 4=100(Icad case 31 FORCES ~lbl - Ma~dmum Compres~on/Maximum Tenmon TOP CHORD 1-2=0/44, 2-3=~8/57.3-4=~49/31, 2-5=-139/74 BOT CHORD 4-5=~108/74 WEBS 2-4=-57/135 1) I/vl~ld; ASCE 7-98; 90mph; h=gSff; TCDL=6.0psf; BCDL=6,0psf; Catego~' ii; Exp C; er,closed; MV~:RS gable ena zone; cartulever led and I[ / ~ 2 T~lis russ has bee~ designed for a 10,0 psf boffom chord Jive load nonconcurmnt with any other I ye ~oads. ~ I / ~/' V ~ LOAD CASE(S) Standard MiTek' TrussTwe ~WestCtay 1834252~ S2 ~_OOFTRUSS Rate Offsets (X~ 3x4 MIl20 BCDL 20.0 10.0 SPACING 2-0-O plates increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2000/TPI2002 TOPCHORD 2X4 SPF No,2 BOTCHORD 2X4 SPF No,2 WEBS 2 X 4 SPF Stud BC 0,57 WB 0.7 DEF Ve~(~.L) -009 8-9 ?gg ioo I ~ 20 197/144 ~ert TL -0124 8-9 858 240 Horz(TL 0,30 7 n/a W~rtd(LL) 0.07 O-10 >999 240 Weight: 81 lb BRACING REACTIONS (lb/size 11=763/9-3-8,7=68910-3-8 Max Ho~z11=283 k)ad case 4} Max U~lifll 1=-131 goad case 5}, 7=-89(loacl case 6t FORCES gbl ~ Maximum Compression/Maximum Tension WEBS 2-10~271/1398. 3.10=-212/558. 3.9=-720/380. 4-9=~t6/549.5-9=-974/232.5-8=0/872. 0-8=-12/1627 2 W3nd; ASCE 7-98 90mph h=25ft; TCDL=6,0psf; BCDL=6.0psf; Category ~l; Exp C; enclosed; MWFRS gable end zone; cantilever left and J,~ ] dght exposed; end verficei left and rlght exposed; Lumber DOL=I.33 plate grip DO[~=1.33. , 3) This truss has I~e~ designed for a 10.0 psf bottorr~ chord live rood nonconcurrent wffh any other bye foods- -- .. 4 Beafirtgatjoiat(s) 11,7co~lsidersparalle~tograinval~eusingANS[/TPI1angletograinformu~a. Buildingdesignershou~ovedfycapachy S) S~ndarc ...... May .18 2005[ ]ARTER - LEE BUILDING COMPONENTS. MOORESV[LLE. IN. 46158 8-2-7 3x4 Mtl20~ 6 10 9 3x6 MII20-- I 5x4 MIl20 3xSMI20~ SPACING 2-0-0 CSl m lac PLAI~S GRIP Lumberinc~ease 1,15 BC 0.71 Ved(TLI ~0.31 9-11 >885 240 Rep Stress Irtcr YES WB 0.80 HOrz(TL) 0,21 7 n/a n/a lo.o Code IRC2000/TPI2002 (Matrix) Wled(LL) 0,11 7-9 >999 240 Weight: 97 lb LUMBER BRACING TOP CHORD 2 X 4 SPF NO.2 TOP CHORD Sheatbec or 3-%2 oc purhns, except end ve~tlcats. EOT CHORD 2X 4 SPF No.2 SOT CHORD Ri§icj ceilleg directly applied or 8-2-7 oc braoing. WEBS 2 X 4 SPF Stuc REACTIONS (Ib/alze) 14=973/0-3-8, 7=951/0-3-8 Max Horz 14=-220(Joad case 3) Max Up~ift14=-144{ioad case 5) 7=-2570oad case 4) FORCES (lb)- MaximumCompreseion/Mex~mum Temsion TOP CHORD 2-14=-942/253, 1-2=0/44. 2-3=-2360/539, 3-4=-1'i79/192 4.5=-1084/220. 5~6=-1326/247, 6-7=-2148/453, 7-8=0/11 BeT CHORD 13-14=-1871303, 12~13"-50411689, 11-12=-84/1210, 10-11=.350/1976, 9-10=-350/1976, 7-9=-350/1976 1 ) Unbalanced roof live oeds have been cons~aered for this design. . 2) V~nd: ASCE 7-98; 9graph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category ii; ~xp C; enclosed; MWFRS gable end right exposed end ve~cal left and dght exposed; bamber,DQL=1.33 Hate gnp DOl71.33 3)This russhasbeendesignedfora 10.0psfbattomchordhveloadnonconcurrentwthanyotberhv?oads.. 5) pro~ba mechanical connection (by others) o1 truss to bearing plate capable of w~thstending 144 IE uplift at joint 14 and 257 b uplift a Jo~n 7 OAD CASE(S) Standard ................. May Truss Type ROOF TRUSS COMPONENTS MOORESVILLE IN 46158 ECH - 610 Village of West Clay 18342526 Plate Offsets SPACING CSl TC 0.47 BC 0.57 WB 0.17 (Matnx) PLA31~S GRIP Mil20 tg71144 Weight: 39 lb BRACING TOPCHORD Sheathedor6-C-goc ~u~ms. except end ve~ticats. 5=343/0-5-8 Max HorzS=284fload case 4t Max U¢ift5=-15211oaa case 4X 8=-35¢oad case 5) FORCES (lb) - Maximum CompressioPJMaximum Tension WEBS 3-5=-272/290, 2-7=0/214 '~ / 1) V~nd: ASCE 7-g8; 9Dmph h=25ft TCDL=6,0psf; eCOL=6.Opsf; Catego~ ~; Exp C; enclosed; MWFRS gable end zone; cant,lever Jeff an dght exposed; end verticat left and right exposed; Lumber DOL=1.33 ptate grip DOL=1.33~ L/~ 3) Provide mechanicat connection (by others) of truss to beating glare capable of withstar~dmg 152 lb uplift at joint 5 and 35 lb uPhff at Joint 8. LOAD CASE(S) Standard 610.VV~ ROOF TRUSS ~L-~UILDING COMPONENTS. MOORESV~L~E IN. 46158 P ate Offsets X,Y: '3:0.2-12,Ed_e '11:0.4-{~,0.~5-0], [12:0.3-8,~0.~L _ CSI PLATES GRIP TCLL 20.0 TC 0.80 M 20 197/144 TCDL 'tO 0 BC 0,72 Mll20H 187t143 BCLL 0,0 _(Matfix)WB 0.86 MII1SH 195/188 LUMBER · BRACING TOP CHORD 2 X 6 SYP 2400F 2.0E Except' TOP CHORD Sheathed or 3~0.12 oc pudirts, except e~d vedicaJ s 1-3 2 X 4 SYP DSS ROT CHORD Rk~id cetling directly apphed or 10.0.0 oc brac~r~j ROT CHORD 2 X S SYP DSS *Except' WEBS I Row et midat ~8 13-14 2 X4 SYP DSS WEBS 2 X 4 SYP No~ *Except 1-142XSSYPNo. 16-82X6SPFNO.2 REAC'HONS (lb/size) 14=6234/C-3-8, 8=6430/0.3~8 Max Horz14=141(Ioed case 4) Max Uplift14=-843(ioad case 6), 8=-853(Ioad case 4} FORCES (lb) - Maximum Cornpressior~Maximum Tension TOP CHORD 1.14---52861961, 1-2=-15307/2310 2-3=-13750/1964 3~4=-17435/2342 4-5=-17434/2341 5 6=-t7434/2341 6-7=~596/111 9OT CHORD 13-14=-323/10t5, 12-t3=-1803/11408, ~i2-15=-1575/10549, 15-16=-1575/10549, 16-17=-1575/10549, 11-17=-1575/10549, 11.19=-19t3/14343, 19,t9= 1913/14343, 10-19=-1913/14343 9-10= 1913/14343 0-20=-1913/14343 20-21=-1913/14343. i/ERS 1-13=-1622/19945.2 13=~409/1824 2-12=-532/233.3~12=-774/5533.3-11=-992/7372.4-11= 308 194, 9-11= 501/3297 ) 2-p!y truss to be connected togatner wffh 16d Common(. 162'~3.5") Nails as follows: Bottom chords connected as f~ ows- 2 X 4 - 1 row a 0-9-0 cc 2 X 8 - 2 rows at 0-9-0 oc Continued on p~__2 ...................... U a_y~l_8 2005 Mffekat NOTES 10) Provide mechaniCal connection (by others) of truss to beanng pJale capable of withala~lding 843 ~b uplift at joint 14 and 853 {b uplift at joint 8, 11 Hange s or other connec~n device(s shall be provided suffialent to support concentrated oad(s) 1593 lb down and 308 lb up at 4-1-8~ 1016 ]b down and 114 ~b up at 6.0-I; LOAI) CASE(S) Standard CANTER - LEE BUILDING COMPONENTS. MOORESVILLE. IN, 46158 ECH - 610 VJltage of Wesl Clay 1834252~ Job Reference 6.200 s Aor 28 2065 MiTek Industries. Inc Wed May 18 09:28:53 2005 Page 2x4 MIl20 2x4 MIl20 DEFL Vert(LL) 4 Vert(TL) Horz(TL TLUMBER BRACING OP CHORD 2 X 4* SPF No.2 TOP CHORD Sheathed or 6-0~0 oc pufiins, except end vertiCals BOT CHORD 2X4 SPF No~2 BOT CHORD Rig~i celflng directly applied or 10-o-0 oc bracing WEBS 2X 4 SPF Stud 'Except' 4-10 2 X 4 SPF No.2 REAC~ONS (iD/size) 11=77410-3-8, 8=774/0-3-8 Max Horz ll=366(k)ad case 4) Max Uptiftl ~ =-116(lead case 5), 8=-116(load case 6) FORCES lb} - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44.2-3=*'161/204.3.4=-505/~17.4-5=-505/217. 5~6=. 1611204. t~7=o/44. 2-11=-251/233.6-8=-251/233 BOT CHORD 10-11=~189/353 9.1o=-28/353 8-9=-281353 fight exposed; end vertical left and dght exposed Lumber DOL=1.33 p{ate grip DOL=1,33. ~ I f ~f V 3)ThistrusshasbeendesignedforalO.OpSfbottomchordliw oadnonconcurrent~ithanyothediveloads. ~t ~ V~ ' GANG. ..6~.,'"' .® ........ ~"o ..--:g~s~s;~;--. __.__ M_a~f %8._2005 ECH-610V~ ageofWest Ciey ~1834252 JOb Referen~ 6 200 s ~M~Tek Industries, Inc. Wed May 1 $ 09;28:53 2005 Paget~ 2x4 M L/d pLATES GRIP 24036O MIl20 197/144 n/a BCDL t0,0 WInd{LL) 0,01 9 >999 240__ LUMBER BRACING TOPCHORD 2X4SPFNo,2 TOP CHORD Sheethed or6-0-OOCpurlins, except end verbcais, BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid cemng mmc9y appllea or 10-0-0 oc braCing, 2X 4 SPF Stud *Excel' 3-9 2 X 4 SPF No.2 REACTIONS (lb/size 10=693/Mechanical, 7=76610-3-8 Max Horz 10=-385(I0ad case 3) , 2) W~.d; ASCE 7-98; 90mph; h--25ff; TCDL=6,0psf; BCDL=6 0psf; Category "; EXp C; enclosed; MWFRS gab,e end zone: cantr]ever ]eft and ~' ~ /"~ Mffek* 610-VWC OF TRUSS ~TER - LEE BUILDING COMPO NENTS~MOORE SVILLE . iN 46158 11-1-8 ECH - 610 Village of West Clay 18342 4x8 MIl20 13 12 9 in loc Ildet~ L/d I PLATES TCLL 20.0 Plates ncrease 1.15 -0.05 10-12 >999 360 I MIl20 TCDL 10.0 Lumber Increase ~.15 I BC 0.39 I Ve~(TL) ~0.14 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES 0.03 10 nla n/a LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed o~ 5-0-5 oc purlins BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling dimc~y apl~md or 10-6-0 oc bracing WEBS 2 X 4 SPF NO.2 *Except* 4~t4 2 X 4 SPF Stud, 8-12 2 X 4 SPF S~ud SLIDER Left 2 X 6 SPF No.2 3-0-3. Right 2 X 6 SPF No.2 3-8-3 197/ 44 REACTIONS (lb/size) 2=95010-5-8, 10=950/0-5-8 Max Horz2=305(Ioad case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24. 2-3=-1084/144. 3-4=.9741168.4.5=-965/247 5-6=-775/289.0-7=-775/285. 7-8=-965/248. 8-9=-974/168. LOAD CASE(S) Standard CARTER-LEEBUILDINGCOMPONENTS~MOORESVJLLE N 46158 TCLL 20.0 I Plates increase TCDL 10.0 ~ Lumber Increa BCLL BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, REAC'RONS (Ib/s ze) 9=889/MechanicaJ, 2=95110-5-8 Max Horz2=312(toad case 4) ..',"4.,~ .. ~(/:'° ....... ,,;, ......................... ~8~2.005_ Job russ Tr~ss Type :ART~R - LEE B01LDING COMPONENTS. MOORESVILLE. iN ~ ECH - 610 Village of West Clay Job Reference SCale = 1:40 7 6 Plate Offs~s DEFL in (loc) J/deft TCLL 20.0 Plates increase 1,15 TC 0,37 Vert(LL) -0.02 7~8 >999 360 TCDL 10,0 Lumberlnc~ease 1.15 BC 0.36 Vert(TL) -0.06 6-7 >999 240 SCEL 0.0 Rep Stress Jncr YES WE~ 0.31 Horz(TL) 0.02 6 ru'a nla PLATES GRIP Mil20 1971144 LUMBER TOP CHORD 2X4SPFNo,2 BOTCHORD 2~4SPFNo,2 BRACING TOP CHORD Sheathed or 0.0.10 oc puffins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud SLIDER Right 2 X 8 SYP No, l 4-2-4 Il'Tek* iluss Type 610-VWC ~-OOF TRUSS CARTER - LEE BUILDING COMPONENTS. MOORESV~LLE IN. 46159 ECH 4610 Village of West Clay 834253E 6200 s Apr 28 2005 MiTek industries ~r~ Wed May 18 09:28:55 2(]05 Pa FLAT TOP CHORD SECTION BRACED AT 24" O,C. plates Increase 1,15 TCDL 10.0 Lumber Increase 1,t5 BCLL 0.0 Rep Stress Ir~r YES BCDL 10.0 Code IRC2000/TP~2002 TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No,2 WEBS 2 X 4 SPF Stud *Except= TC 0.77 BC 0.54 WB 0.39 (Matdx) 3-122 X4SPFNo.2.4~t22X 4 SPFNo.2,4-11 2X4 BPF No.2 DEFL in (loc) Fdeft L/d PLATES GRIP vert LL -0.13 12-13 >999 360 MIl20 197/144 Ve~t(TL) -0.32 12-13 >906 240 Horz(TL) 0.02 8 rEa rea W~nd(LL) 0.02 9-11 >999 240 Weight: 1571b BRACING REACTIONS (lb/size) 13=962/Mechanical 8=1034/0-3-8 M~ Ho~z 13=~t57(Ios(I case 3} Max UpI~I 3=-90(~oad case 6), 8=-145(load case 6) FOECES (lb) * Maximum Compression/Maximum Tens~o~ TOP CHORD 1-2=-133/167, 2~3=-690/227, 3-4=-471/227, 4-5=-752/233, 5-6=-842/t60, 6-7=0144. 1-13=~160/152.6~8=-980/172 NOTES ~ght exposed; end ver~ica~ ~att and right exposed; Lumber DOL=I,33 plate g~ip DOL=l.33. ~g 90 lb uplift at joint 13 and 145 lb upkff at LOAD CASE(S) Standard MEek' CARTER - LEE BUILDING COMPONENTS, MOORESVILLE. iN. 46158 FLAT TOP CHORD SECTION BRACED AT 24" D.C. TCLL 20.0 Ptateslncmase 1.15 TC 0.48 I Vert(LL) -0,02 13 >g99 360 TCDL 10,0 Lumber I~se 1A5 BC 0,25 I Veft(TL) -0.07 13-t4 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0~32 I Hot-z(TL) 0.02 9 hie nla BCDL 10.0 Code lRC2000~P!2002 (Matdx) ~ 0.02 13 >999 240 .~ LUMBER BEAOING TOP CHORD 2 X 4 SPF BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud *E. xcep~' 4-t32 X4 SPF Ne 2,4-11 2 X 4 SPF No,2.5-11 2 ); 4 SPF No.2 PLATES GRIP TOP CHORD Sheathed or 5~11-5 oc Dudins. exceDt end verticals. SOT CHORD Rigid ceiling direCtly apphe~ or 9-6-13 cc braang. WEBS 1 Rowat midpt 3-13 4-11.6~11 REACTIONS fib/size1 tS=1106/Mecha~caL 9=t106/9-3-8 Max Horz 15=-416(10ad case 3) Me;< Uptiff15=*150(Ioad case 5). 9=-15311oad case 6) BOTCHORD 14-15=~381/401 13-14=-264/602. 12-13=-t83/562. 1%12=-183/562, 16-11=-26/622 940=-9/47 LOAD CASE(S) ~nda~ BUILDINGCOMPONENTS MOORESWLLE iN 46158 ECH 6 0V lageofWestCa~18342 Job-- 6200 s Apr 28 2005 M~ek Industrie~~~5 P~ 4×4 MII20'~ SPACING 2-0-0 CSt TCLL 20,0 Plates Increase 1.15 TC 0.48 SC 0.25 TCDL 10,0 Lumber Increase 1.15 ECLL 0.0 Re~ Stress Incr YES WB 0,32 SCDL 10.0 Cede IRC2000/TPI2002 (Mat&x! LUMBER TOP CHORD 2 X 4 SPF No.2 SOT CHORD 2×4 SPF NO.2, WEBS 2 X 4 SPF Stud Except' 4,13 2 X4 SPF No 2, 4-11 2 X 4 SPF No.2. 5-11 2 X 4 SPF No.2 DEFL in doc) i/deft PLATES GRIP Vett(LL) -0,02 13 >999 Mrl20 197/144 Ve~t(TL) -0~07 13-14 >999 24O Horz(TL) 0.02 9 n/a n/a Wing(LL'~ 0 32 13 >999 240 Weight: 166 {b BRACING TOP CHORD Sheathsd or 5-11~5 oc pun~ns, except end verlicat s, SOT CHORD Rigid ceiling directly applied or 9.6-13 ex; bracing NOTES 3) Provide adequate drainage to prevent water podding. . , LOADCASE S Standard MiTek' ;COMPONENTS. MOORESVILLE IN 46158 ---CH - 610 Village of West Ctay 18342536 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS SPACING 2*0-0 Plates increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Cepe IRC2OO6/TRI2002 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPFNo.2 5 WB 0.00 (Matrix) DEFL i ...... PLA~S GPJP Veft(LL) -0.01 2,4 >gg9 360 ] Mil20 1971144 Vert(TL) ~0.03 2~ >999 240 ] HOCZ(TL) 0.02 5 n/a ~/a ] WJfid(LL) 13.01 2-4 >999 240 k Weight: t2 lb BRACING TOP CHORD Sheathed or ~0-8 oc pumns, SOT CHORD Rigid ceiling directry applied or 10-0-0 oc bra~ng~ REACllONS (lb/size 1=192/0-3-8, 5=192/0-3-8 Max Horz 1 =s2fldad case 4) Max upljftl=-23(load case 5), 5=-23(Ioad case FORCES lb). Maximum CompressionJMaximu m Tension TOP CHORD 1-2=-108/46. 2.3=.t86/46.3-4=-186/52. BOT CHORD 2,4=-16/148 NOTES LOAD CASE(S) Standard Truss Type ROOF TRUSS COMPONENTS MOORESVJLLE. IN 46158 E CH - 610 Vdlsse of Wes{ Clay SPACING 2-0-0 CSl TCLL 20.0 Pla es Increase 1.15 TC 0.54 'CCD[. 10.0 Lumberlncrease 1,15 BC 0. t4 BCLL 0,0 Rep Stress Incr YES WB 0,22 BCDL 10,0 Ccde IRC2000FrPI2002 (Matdx) TOP CHORD 2 X 4 SPF No.2 4-5 2 x 4 SPF 1650F 1,5E DEFL m dec} I/deft PLATS GRIP VeR(LL) -0.00 6-7 >999 Mil20 1971144 Vert(TL) -0,01 6-7 >9S9 240 Horz(TL) -0,00 5 n/a n/a W~ed(LL) 0.00 6 >999 240 Weight: 56 lb Max Uptift7=-100(Ioa~ case 3), 5=-259(Ioad case 4) Max Grav7=35800ad case 1 ), 5=290(10aci case 3) CHORD 6~7=-356/285.5-6=-173/203 1} Wind; &SCE 7-98; 90mph; h=25ft; TCDL=6,0psf; BCDL=6~0psf; Catego~ ~1; Ex~ C; enclosed; MWFRS gable end zone; carF~ilever atft a~/~ A /~ ,~ 2) This truss has been designed for a 10.0 psf bottom chord live Io~d nonconcurrent with any other live loads. ///\ ~ i 3) Refer to girder(s) for truss to truss connections~ Tms$ Type ROOF TRUSS 15x4MII20 LOADING (psf) SPACING 2-0'0 TC 0,08 BC 0,05 VVB 0.00 CMatfix) REACTIONS (lb/size) t=83/2-10-3, 3=83/2-10-3 Max Horz 1 =780oad case 4) LOAD CASE(S) Stanaara Mi V4 ROOF TRUSS BCDI SPACING 2 DEFL ~n (I PLATES GRIP Plates Increase 1.15 I TC 0.33 I Vert(LL) Wa - Wa 999 I MIl20 1971144 Lumber Increase t.15 I BC 0.20 I Ve~t(TL) ~/a - nla 999 Rep Stress Ir~r YES I WB 0.00 I Horz(TL) 0.00 3 n/a Wa Code RC2000/TPI2 .... Weight: 16 lb BRACING PLATES GRIP LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 W~BS 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud Weight: 25 lb BRACING Max Up~iffl=-53(toad case 3), 4=-62(Ioad case 4), 5=*lg0(load case 5] NOTES LOAD CASE(S) Standard T~ssType g7 ROOFTRUSS )OMPONENTS. MOORESViLLE.)N. 45158 EC~0 Village of West Clay i8342541 Reference~ BCDL 10.0 LUMBER BOTCHORD 2X4SPF No.2 WEBS 2 X 4 SPF Stud 2 X4 SPF Stud plates Increase 1,15 Lumber Increase 1.15 3x4 MIl20 DEFL PLATES GRIP Veft(LL) -0.00 Mil20 1971144 Vert(TL) *0.00 1 n r 120 Horz(TL) 0.00 5 nla ~/a Wind(LL) 0.00 2 n/r 120 Weight: 33 lb BRACING TOP CHORD Sheathed or 6-~*0 cc purlins, exceot end vertlcats. BOT CHORD Rigid c~ifll3g directly applied or 10-0~0 oc bra(3ng FORCES (lb)- Maximum Compression/Maximum Tension BOT CHORD 6-7=-63/94, 5-6=-63194 ~ ] WEBS 3-6=-227/244 LOAD CASE(S) Standard Chester~ld MO 63017 2 TOP CHORD TOP CHORD