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Home My WebLink AboutRome Truss (1)set—no version manuf style partdesc hand partsize ROM00 6 TRUSS 20-1 (EA -11079) ROM00 6 TRUSS 8-1 (EA -11080) ROM00 6 TRUSS 6-1 (EA -11081) ROM00 6 TRUSS 42-1 (EA -11082) ROM00 6 TRUSS 42-t (EA -11083) ROM00 6 TRUSS 42-i (EA -11084) ROM00 6 TRUSS 42-i (EA -11085) ROM00 6 TRUSS 41-; (EA -11086) ROM00 6 TRUSS 41-; (EA -11087) ROM00 6 TRUSS 7-1 (EA -11088) ROM00 6 TRUSS 42-1 (EA -11089) ROM00 6 TRUSS 42- ( (EA -11090) ROM00 6 TRUSS 8-8 (EA -11091) ROM00 6 TRUSS 41-; (EA -11092) ROMOO 6 TRUSS 41- (EA -11093) ROM00 6 TRUSS 6-1 (EA -11094) ROM00 6 TRUSS 8-8 (EA -11095) ROMOO 6 TRUSS 12-: (EA -11096) ROM00 6 TRUSS 20-'. (EA -11097) ROM00 6 TRUSS 27 - (EA -11098) ROM00 6 TRUSS 7-1 (EA -11121) ROM00 6 TRUSS 42- i (EA -11122) ROM00 6 TRUSS 42- (EA -11123) ROM00 6 TRUSS 42-1 (EA -11124) ROM00 6 TRUSS 41-; (EA -11125) ROMOO 6 TRUSS41-; (EA -11126) ROM00 6 TRUSS 41-; (EA -11127) ROM00 6 TRUSS 4-1 (EA -11128) ROMOO 6 TRUSS 1-1 (EA -90129) ROM00 6 TRUSS 7- E (EA -90916) ROM00 6 TRUSS 42-1 (EA -96900) ROMOO 6 TRUSS 42-i (EA -96901) ROM00 6 TRUSS 15-: (EA -96906) ROM00 6 TRUSS 6- E (EA -97766) ROMOO 6 TRUSS 4-1 (EA -97767) ROM00 6 TRUSS 42-1 (EA -97894) ROM00 6 TRUSS 42-1 (EA -97895) ROM00 6 TRUSS 42- ( (EA -99079) ROM00 6 TRUSS 42-1 (EA -99080) ROM00 6 TRUSS 42-1 (EA -99103) ROM00 6 TRUSS 42-( (EA -99104) ROM00 6 TRUSS 41-; (EA -99947) ROM00 6 TRUSS 12-! (EA -99948) ROM00 6 TRUSS I2-'. (EA -99949) ROM00 6 TRUSS 20-: (EA -99950) ROM00 6 TRUSS 20-: (EA -99951) ROM00 6 TRUSS 5-E (EA -99952) ROM00 6 TRUSS 15-: (EA -99953) ROMOO 6 TRUSS 27-' (EA -99954) ROM00 6 TRUSS 8-1i (EA -99955) ROMOO 6 TRUSS 27-' (EA -99956) ROM00 6 TRUSS 41-: (EA -99957) ROM00 6 TRUSS 7- E (EA -99960) ROM00 6 TRUSS 41- (EA -99961) ROMOO 6 TRUSS 42- (EA -99962) ROMOO 6 TRUSS 41-; (EA -99963) ROM00 6 TRUSS 42- (EA -99964) ROM00 6 TRUSS 2-4 (VT -01061) ROMOO 6 TRUSS 4-9 (VT -01062) ROM00 6 TRUSS 7- 2 (VT -01063) ROM00 6 TRUSS 9-7 (VT -01064) ROM00 6 TRUSS I2-1 (VT -01065) ROM00 6 TRUSS 14-, (VT -01066) ROM00 6 TRUSS 16-! (VT -01067) ROM00 6 TRUSS 19-: (VT -01068) ROMOO 6 TRUSS 3-2 (VT -01081) ROM00 6 TRUSS 6-4 (VT -01082) ROM00 6 TRUSS 9-7 (VT -01083) ROM00 6 TRUSS 12-! (VT -01084) ROM00 6 TRUSS 16- i (VT -01085) ROMOO 6 TRUSS 2-8 (VT -01281) ROMOO 6 TRUSS 5-4 (VT -01282) ROMOO 6 TRUSS 8-C (VT -01283) ROM00 6 TRUSS 10-: (VT -01284) ROM00 6 TRUSS 13-, (VT -01285) ROM00 6 TRUSS 16- (VT -01286) ROM00 6 TRUSS 18- (VT -01287) ROM00 6 TRUSS 21-, (VT -01288) ROM00 6 TRUSS 13- (VT -93134) ROM00 6 TRUSS 19-9 (VT -93135) ROM00 6 TRUSS 24- 1 (VT -93321) ROMOO 6 TRUSS 18-9 (VT -93732) ROMOO 6 TRUSS I3-1 (VT -93733) ROM00 6 TRUSS 26-; (VT -93893) 69 4.6 = s nn Scale =1:35.9 4.8 11 3x4 = 3x6 = oxr - - - LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In (too) /dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TO 0.93 Vert(LL) -0.15 10-12 >999 360 MT20 197/144 (Roof Snow=30,0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.2910-12 >817 240 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.06 8 me me BCLL 0.g' Code IRC20157rP12014 (Matrix) Wlnd(LL) 0.0810-12 >999 240 Weight: 88 lb FT=5% BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied orA-11-14 Oc pudins. TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 9-2-14 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x6 SP No.2 2-2-12, flight 2x6 SP No.2 2-2-12 REACTIONS. (Ib/size) 2=107510-3-8,8=107510-3-8 Max Hoa 2=47(LC 13) Max Up1ifi2=-158(LC 8), 8=-158(LC 9) FORCES. (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=-28/0, 2-3=-2172/449, 3-4=-2092/456, 4-13=-1977/373, 5-13=-19721390, 5-14=-1972/390, 6-14=-1977/373, 6-7=-2092/456, 7-8=-21551449.8-9=-28/0 11-12=-297/1626, 10-11--297/1828, 8-10--400/1984 BOT CHORD 2-12=-400/1984, WEBS 4-12=-219/160, 5-12=-18/426, 5-10=-18/426, 6-10=-2191161 JOINT STRESS INDEX 2=0.82,2=0.78,3=0.00,4=0.26,5=0.57,6=026,7=0.00,8=0.82,8=0.78,10=0.54,11 =0.63 and 12=0.54 NOTES- (9-10) 1) Wind: ASCE 7-10; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsr; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60°1t;4111411 t f ftpByB 2`se 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 s°° N. G JL �FiQ 3) Unbalanced snow loads have been Considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs �.� ��+ ...,, ,� p ;S non -concurrent with other live loads, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will C�-ST , 8 PEI 1 1 [;0422 6) . This truss has been designed for a live of ft between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at Joint 2 and 158 lb uplift at - :r Joint B. design of this truss. STATE O'- -.-P 8)' Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and to a 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction A�P�4^ wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of �� kl�s° ti46aj; 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. t8(�,maI NOTES ON THIS AND INCLUDED MITEN AEFISN"m PAGE MIF7473 rev. fa"eavb BEFORE WE. mePRlrr, ny This design B based only upon pammetars srs ro shown, and h for an individual building compan ol, not � eur��0 Inst verily the opplicabNny of design parameteand pperly Incorporate thu design Mto the overall ackling of Individual frays weband/or chard members only. Addlilonai temporary and permanent bracing AB1i B1.AIIi4,le aso with possible personal injury andproperty damage. Fwgeneral adance regardMCthe n t Musses and truss systems, see pN51/iPlt pvallN C4te4a, DSBB9 and BC51 Building Component e16 sounasiae Road 3 Single =1:19.3 4xs = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loo) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.16 TC 0.40 Vert(LL) -0.03 6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(CT) -0.06 2-6 >999 240 co 10) Design checked for ASCE 7-10 ultimate wind Speed at 130 mph (3 -send gust), TCOL 10.0 BCLL 0.0 Rep Stress Ina VES WS 0.48 Horz(CT) 0.01 Wind(LL) 0.02 8 me me 6 >999 240 Weight: 33 lb FT=5% BCDL 10.0 Code IRC2015/TPI2014 (Matrix) LUMBER- BRACING - TOP CHORD Structure] wood sheathing directly applied or 5-2-5 oc purlins. TOP CHORD 2,4 SP No.2 or 2x4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 or 2x4 SPF N0.2 WEBS 2x4 SP N0.3 or 2x4 SPF Stud OTHERS 2x6 SP No.2 REACTIONS. (Ib/size) 2=520/0-3-8, 8=387/0-5-6 Max Ho¢ 2=95(LC 8) Max Uplift2=-104(LC B), 8=-70(LC 12) Max Grav, 2=546(LC 19), 8=442(LC 19) FORCES. (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-9--982/180, 3-9=-912/188, 3-4=-132/10 BOTCHORD 2-6=-255/907,5-6=-255/907 WEBS 3-5=-887/250, 5-7=-Bi/348, 4-7=-81/348, 3-6=0/202 JOINT STRESS INDEX 2=0.57,3=0.36,4=0.22,5=0.40,6=0.11,7=0.00 and 7=0.00 NOTES- (10-11) 1) Wind; ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end one and C -C Exledor(2)zone; cantilever left and right exposed;C-C for members and forces B. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pt -30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 °44ytt4Eg1p18ttdt!!/as 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min mot live load of 20.0 psi or 1.00 times flat roof load of 30.0 psf an overhangs 4`y°°° �.Q" EqT.'• 6Fl` non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' c 6) `This truss has been designed for a live load of 20.0psf on fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANS1rrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. a ^, -tz STAT,, �� - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104111 uplift at joint 2 and 70111 uplift at Joint :� a r� 1 A'io. e e �e® 8. 9) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. wind reaction x 0.78 will adjust wind uplift reaction to ��8�® �At co 10) Design checked for ASCE 7-10 ultimate wind Speed at 130 mph (3 -send gust), B a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. !!ss - FINFFNIN, nY WARNING - Verify nfiwipmmerercontl READ NOTES rugnIs osel AND nlYuPIiNCLUInd araHnan shown Pd 1, far an Individual new1"312015b18g18aEF0REaaE. T��0 Design valid for once,th Mlle4®connectors. This designb based onlyuponpammeranshown,andoreranIndividualballdrng <ompothe not ai,so system. aefarease,thebuilding designer must fingothe appllatfund web parameterand prapelly Idditonate phis design Into thesenda ove b 1wor design. Bracing Ndreotd to vent ubanewith possible person webry and chwdmembage, F Additional danaereandng the ant bracing pMif«6. Alliliak is ahvays required fwsta6Blly andto prevenAcallapse with passible personal Injury andpsopedy damage, For general and reildinggar 018Soundside Reed see euSrmn[dealHV criteria. DSB-B9 antl BC31 Building Component Job Truss Truss Type Oly Ply 00_WAnenfic LOADING (pst) SPACING- 2-0-0 E8993450 ORDERS EA -11081 MONO 1 1 .,e,,._....,.,,.�..._. b Reference o tie el ,........:... ,... �r,... So 14 14.00.e9 ems Page NVR, 0014 ID:uz9kxeu0kGpbplWFbgXgr8zsos4-DCXiFeolan55ilXanFJ_P9sRgST_Dlcib_IVDytliZC 611-8 2-11-e 4x6 = 4 67 3x4 = Scale =1:15.6 WARNING. Venry design Paremelem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473.1100]/]015 BEFORE USE. Uta sign valW for use only with MRek®conmwtors. This design h based only upon parameters shown. and is foran Individual buNding component, not ruse system. Beforease, the building designer must verify an. applicoblllN of design Parameters and pnopedy us.pomte this design into the overall ildingdesign. Bracing indicated k to prevent bucding of insivabul truss web and/or chord members only. Additional temporary and permanent bracing AMitek Alligale rWsr,requFed forsta1,1111y and to prevent collapse with possible personal hurry and property damage, Forgeneralguldunceregardingthe xkata. storage, delive, erection and bracing of Busses and buss systems, see ANSVTPII Quality Criteria, DSB-By and BCSI Building Component 018 soundulde Road Plate Offsets (X Yl 12:0 3 6 Eda 1 - LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (lac) I/tlefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vart(LL) -0.10 2-5 >805 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.20 2-5 >402 240 TCDL 10.0 Rep Stress Ina YES WE 0.14 Horz(CT) 0.00 7 am We BCLL 0.0 " Code IRC2015frP12014 (Matrix) Wind(LL) 0.00 5 >999 240 Weight: 2416 FT=5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or6-O-0 oc purlins, except BOT CHORD 20 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=426/0-3-8, 7=298/0-3-8 Max Harz 2=77(-C 8) Max Uplift2=-92(LC 8), 7=-54(LC 12) Max Grev 2=444(LC 19), 7=333(LC 19) FORCES. (ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-8--619/227, 3-8=-567/233, 3-4--106/13, 5-6=-60/251, 4-6=-60/251 BOTCHORD 2-5=-288/562 WEBS 35=-529/279 JOINT STRESS INDEX 2=0.39,3=0.19.4=0.18,5=0.27,6=0.00 and 6=0.00 NOTES- (10-11) 1) Wind; ASCE 7-10; VUI1=130mph (3 -second gust) Vasdwl03mph: TCDL=8.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enGosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWPRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 IGCi.r�p ory aolrl iflat Unbalanced nbeendesignedfor greaterldered live `�6k1'tt fi�dd1 4) This truss has3) of min roof lolad of 0'O Pat 0 times roof load of 30.0 psf an overhangs `\``t 1" w%. non -concurrent with other live loads. f C• sFi i Enj - '� 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. Q, 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Flt between the bottom chord and any other members, designer capacity _ ,r::I',.042r 7) Bearing at joint(s) 7 Considers parallel to grain value using ANSlr-PI1 angle to grain formula. Building should verify a of bearing surface. of truss to Dealing capable of withstanding 92111 uplift at joint 2 and 54111 uplift at joint 4 ` % K., .� ': uF7. 8) Provide mechanical connection (by others) plate ' 9) Semi-dgld pitchbreaks Including heels" Member and fixity model was used In the analysis and design of this muss. 0.78 adjust wind uplift reaction to eAW�`a 'sgbBB 10) Design for SCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x will x'8/0 a wind speed of 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IR02012 nominal wind speed of Ag 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. WARNING. Venry design Paremelem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473.1100]/]015 BEFORE USE. Uta sign valW for use only with MRek®conmwtors. This design h based only upon parameters shown. and is foran Individual buNding component, not ruse system. Beforease, the building designer must verify an. applicoblllN of design Parameters and pnopedy us.pomte this design into the overall ildingdesign. Bracing indicated k to prevent bucding of insivabul truss web and/or chord members only. Additional temporary and permanent bracing AMitek Alligale rWsr,requFed forsta1,1111y and to prevent collapse with possible personal hurry and property damage, Forgeneralguldunceregardingthe xkata. storage, delive, erection and bracing of Busses and buss systems, see ANSVTPII Quality Criteria, DSB-By and BCSI Building Component 018 soundulde Road 7 26 6 29 9 8.00 12 10 6 5x8 Q 3x6 �i 11 3x6 27 12 5 4 30 3x6 �i 26 i3 5x6 3x6 % 3 14 15 �12 1s agl¢ 1002 = i7 4x6 — 24 31 23 32 33 34 21 20 6x12 = 5x7 = _ 22 8x6 = 4x8 — 4x8 = 6.8 = 6.08 12 Plate Offsets A v -- xv-wry -�-� 1.. - - - _� --- - in (too) 1/deg L/tl PLATES GRIP LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Vert(LL) -0.36 1B-19 >999 380 MT20 197/144 TOLL 30.0 plate Gdp DOL 1.15 TC 0.94 BC 0.93 Vert(CT) -0.2818-15 >me me (Roof Snow=30.0) LumberDOL 1.15 TCDL 10.0 Rep Stress In cr YES WB 0.99 H 0.12 10-i9 >999 240 Weigh/: 3131b FT=5% SCLL 40 * Cade 1 201 P12014 (Matrix) indfl-q Wnd(Ly A 0815-0.96i �7 tlel BCDL 10.0 LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. TOP CHORD 2x4 SP No.i 'Except* BOT CHORD Rigid ceiling directly applied ort -2-0 oc bracing. Except: 7-9: 2x4 SP NO2 or 2x4 SPF No.2, 1-5: 2x4 SP ND.20 i Row at midpt 10-19 12-16 2x4 SP No.1D WEBS 1 Row at micipl 6-22, 8-2218-21, 9-21, 11-19 BOT CHORD 2x4 SP ND.2 or 2x4 SPF No.2 "Except' ifr01 r & 100 4) This truss has been designed for greater 2-23: 2x4 SP No.2D, 10-20: 2x4 SP No.3 or 2x4 SPF Stud non -concurrent with other live loads. - - 18-19:2x4 SP No.1D, 15-17:2x6 SP NOAD, 20-23:24 SP No.2 6) All plates are 3x4 MT20 unless otherwise Indicated. 10.0 bottom chord live toad nonconarrent with any other live loads. WEBS 2x4 SP No,3 or 2.4 SPF Stud *Except* 7) This truss has been designed for a psf 14-18,11-18: 2x4 SP No.2 or 2x4 SPF No.2 K. BEFORE USE. WARNING-Verey tleet9n Paamefers and READ NOTES ONTHIS ANOINCLUDEO MITEK REFEflANCEPA6EMiI-I4T9 re¢ Old.. shown, vnd Is for anICIXplodpia SLIDER Left 2x4 SP or SPF No.3 or Stud 3-5-11 Design vapd for use onlywifh M9ek®conneciors. Thu de ign Is based on upon parameters ih sddesign nto lhafoveratl des rmosf van the appNcablOty of tlesign parameters vnd grope y nenf bra<Ing system. Before uze, the building Igne o On Ah1i @V. Alllllal= REACTIONS. (Ib/size) 2=2172/0-3-8, 15-217210-3-8 Max Hoa 2--296(LC 10) Max UPIift2--194(LC 12), 15=-194(LC 13) Max Grey 2=2719(LC 31), 15=2719(LC 31) FORCES. (Ib) -Maximum Compresslon/Maxlmum Tension _ 5=-3831/488 126/422741475 75, 95180 9 36 91647 1 081121-37 75/51 5, 40281=2274/475. 8829=42274/478, 9-29-2i751476, TOP CHORD 0 7==02982 513, 15-16=0137 11 -12= -84441740,12 -30=-6837/722,13-30=-6700/716,13-14--8887/646,14-15=-391B/431, 72 - =-1772, 1 10019= 1&189 3 31 2 3901, 115-17=-273/2989, BOT CHORD 33-34=-5512301, 21-34=Z612301, 20-21=-163/69,19-20=44110, 846 223, 17-18=-2793232 4-24=-402202,8-24=-65/528,6-22=A024/206, 7-22=-163/1084,8-22=413/213,8-21=-403206,9-21=-450/157, x tri tifti=// tV` It vyt WEBS 19-21=0/2302,9-19=-285/2181,13-18=-i B81132,14 -17=-17041134,14-18=-189/2788,11-19=-1191/249,11-18=-18512283 ri ` A 0815-0.96i �7 tlel JOINT STRESS INDEX 5=0,87,6=0.71,7=0.72,8=0.55,9=0.99,10=0.55,11=0,77,12=0.76,13=0.26,14 2=0.92,2=0.76,2=0.76,3=0.00,4=0.26, and 25=0.26 , 0.58,18=0,91,18=0A6,19=0.68,20=444 21=0.74,22=0.47, 23=0.84,24=0.55 ti �a NOTES- (11-12) 1) Wind: ASCE 7-10; Vult-130mph (3 -second gust) Vasd-103mph; TCDL-6.Opsf, BCDL=B.Opsf; h=33fp Cal. il; Exp B; enclosed; MWFRS left and right exposed ;C -C for members an tl forces 8 MVJFRS far (envelope) gable end zone and C -C Extedor(2) zone; cantilever shown; Lumber DOL=1.60 plate grip DOL -1,60 % OA • :��I AP;y'&° - ° reactions 2) TOLL: ASCE 7-10; Pf=340 psf (flat roof snow); Category It; Exp B; Parllally Exp.; Ct=1.1 ••• {fib s�i6ey®p� 3) Unbalanced snow loads have been considered for this design, of min roof five load of 10.0 psf or 1.00 times gat roof load of 30.0 psf on overhangs ifr01 r & 100 4) This truss has been designed for greater non -concurrent with other live loads. - - 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise Indicated. 10.0 bottom chord live toad nonconarrent with any other live loads. 7) This truss has been designed for a psf Continued on page 2 K. BEFORE USE. WARNING-Verey tleet9n Paamefers and READ NOTES ONTHIS ANOINCLUDEO MITEK REFEflANCEPA6EMiI-I4T9 re¢ Old.. shown, vnd Is for anICIXplodpia TFN.INF�O Design vapd for use onlywifh M9ek®conneciors. Thu de ign Is based on upon parameters ih sddesign nto lhafoveratl des rmosf van the appNcablOty of tlesign parameters vnd grope y nenf bra<Ing system. Before uze, the building Igne o On Ah1i @V. Alllllal= .',v, buNding desig�. Bra<`f hlWandao prevent cel ba liiWgih pnosds,�b eapersonol injury and properh'damv0e. Fa genelrol gWdarceregardi.,he ._.._..e..enn...nwr.xeda. DSB-09 entl BCS/ evlltling Cvmpvve0' FAB Soundsitle Road e�mn. NC27932 NOTES. (11-12) 8)' This mUss has been designed for a live load of 20.Opef an the bottom chord in all areas where a rectangle 3 -BA tall by 2-0-0 wide will fit between the bottom chard an any other members, with SCOL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 194 1b uplift at joint 2 and 194 to uplift at joint 15. 10) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. THIS AND INCLUDED MITEK REFERANCE PAGE M1144)S ,sl lMN2015 BEFORE USE. FNGINEFPII�CO is based only Won parartrelers shown, and Is torah individual this d g component. not 'ne appBmbaN of dezi0r; porameiea and properly mcoeporcie this design Into the overall A htipa AIIiIL�I� ..�__.., e.� AeietiliowllemaamN and Permanent bra<ng DSB-81 and BCSI lob Truss Truss Type Qty Ply MidABsntio E0993452 )RDERS EA -11083 HIPS 1 1 bRf 30 J 18201 MlT k i d t Mi S" 1414 08N 1 (WFbrers NVR, ID:u29kXeuOkGpbpgXgos9-aAKbIZu0J70s3PXaovA60Z8fT6342,.fTMFmIGNJveytllZ 4. sli S-7. +&3 664 440 484 340 3-0-0 34A 344 -513 i-&J0.fl 9rale =1:84.0 6 6 — 8x12 floo 52 ] 30 8 31 9 &�� 3x8 i 6 6294 3xe Sx/e 3 28 1117\ 55 ,2 ---�— 20 fixi2 = 5X10 i 26 34 36 26 24 38 3] 23 22 44 = 4x4 4xG II 4xfi II 8x12 = 4x0 = 4.6 II 44 II 6,10 = LOADING (psf) SPACING- 20 -0 -OL CSI. DEFL. in floc) Well Lid TCLL 30.0 Plate Gnp D 1.15 TC 1.00 Vert(LL) -0.34 20-21 >999 380 (Roof Snow=30.0) Lumber DOL I 1.15 BC 0.84 I Vert(CT) i -0.4919-20 >999 240 TOOL 10.0 Rep Stress met VES WB 0.94 Horz(CT) 0.25 16 n/a >999 n/a 240 BCLL 0.0 * Code IRC20151PI2014 (Matrix) Wind(LL) 0.12 20-21 8 ,9 �lo Bx12 = 18 4x8 = exa = 8.08 12 424.0 404-131 5-5 PLATES GRIP MT20 197/144 Weight: 3651b FT=5k Structural woad sheathing directly applied. Rigid ceiling directly applied or 10-0-0 ocbmcing, Except: 6-0-0 oc bracing: 21-22. 1 Raw at midpt 10-21 1 Raw at Fri 6-25, 8-25, 8-23, 11-21, 9-23 FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1 -2 -0137,2 -3= -41851473,3 -28=4075/478,4 -28--3959/494,4-29=-30941501,5-29=-3708/503,5-6--3684/522, 6 -7= -3069/645,7 -30= -2362/477,8 -30 -.2362/477,8 -31--2358/1181,9-31=-23581481,9-10=-3624/640,10-11=-3641/541, 11-32=4188/540,12-32--43261519,12-13=-64981741,13-33--65521729,14-33=-6583/726,1415--66151870, 15-16=-3940/425,16-17=0/37 BOT CHORD 36-37=-5W386, 23-37=-59/2388,22-23=-10/205, 201-22=314/35, 110-21= 467 158, 2954, 20-2i=-203/3485,19-20=-32814164, 1 16-18=-270/3012,18-19=-283/3237 WEBS 4 -28= -4511200,6-26=-55/455,6-25--9641261,8-25=411/217,8-23=-4211205, 21-23=-2512188,9-21=-273/1821, 11-21--1097/171,11-20=-531843,12-20=-982/177,12-19=-19611934,14-19--104/105,15-18=-1662/164, 15-19=-211/2668,7-25=-154/1139,9-23=-2451323 JOINT STRESS INDEX 0.87, 198 =0.61. 182 0.58?19 = 0 99, 19 00.46, 20 = 0,64, 210 = 0 69, 22 = 0.50, 23 = 0.70, 24 8 0.26. 4 0 0.34, 24 = 0.30, 24 2 0.30, 24 3 0.26 NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6,Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWF RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30,0 psf (flat mot snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. (s;1Mfdlyi4&0ijAdl drainage to prevent water ponding. AWARNINC- Verify design PanmePom and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIAT473 rev, 10/03/2015BEFORE USE. ih Design valitl torose only with MBek®connedors. fits design is based onN upon parameters shown, and 6 fa an IndlVidVOI boldin component, not a truss system. Before use, the bUlding designer must verily the applicability,applicability,of design paamefers and properly mcOryomltalkdesign Into the overc b.ldhig design. seating indkated Is to prevent Waken, of indNidual t111 web and/a chord members only. Additbnal temporary and Permanent is always requ&ed for tabklN and to prevenf�ollapse't^1,h epossibleoM thes svnat st..''a- ANSUYPand ll svelter CIRRI, DSBr09 and BCI Buigldalnding the g Componel "0 1111;t Ht hl`JttPt/f tQ``tr;;'��'`i � ,14 0.266 15=033,16= °> ' TA'.., .mow :4u ��lJNLif&...'•l k erx:mr�FaIx.By ";��r A�M`i IR AlGllale BRACING - LUMBER- TOP CHORD 2x4 SP NO.2D *Except' TOP CHORD BOT CHORD 7-9,9-13: 2x4 SP NO.2 or 2x4 SPF NO.2 BOT CHORD 2x6 SP No.2'Excii 10-22: 20 SP ND.3 or 20 SPF Stud, 19-21: 2x4 SP No.1 16-18:2x6 SP No.i D, 18-19: 2x4 SP N0.2 or 20 SPF NO.2 WEBS 23-25: 2x10 SP NO.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 15-19: 2x4 SP N0.2 or 2x4 SPF NO.2 SLIDER Left 20 SP or SPF No.3 or Stud 3-2-1 REACTIONS. (Ib/size) 2=2172/0-3-8, 16=2172/0-3-8 Max Hom 2=296(LC 11) Max Jplft2=-195(LC 12), 1B=A95(LC 13) Max Grav 2=2721(LC 31), 16=2721(LC 31) 8 ,9 �lo Bx12 = 18 4x8 = exa = 8.08 12 424.0 404-131 5-5 PLATES GRIP MT20 197/144 Weight: 3651b FT=5k Structural woad sheathing directly applied. Rigid ceiling directly applied or 10-0-0 ocbmcing, Except: 6-0-0 oc bracing: 21-22. 1 Raw at midpt 10-21 1 Raw at Fri 6-25, 8-25, 8-23, 11-21, 9-23 FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1 -2 -0137,2 -3= -41851473,3 -28=4075/478,4 -28--3959/494,4-29=-30941501,5-29=-3708/503,5-6--3684/522, 6 -7= -3069/645,7 -30= -2362/477,8 -30 -.2362/477,8 -31--2358/1181,9-31=-23581481,9-10=-3624/640,10-11=-3641/541, 11-32=4188/540,12-32--43261519,12-13=-64981741,13-33--65521729,14-33=-6583/726,1415--66151870, 15-16=-3940/425,16-17=0/37 BOT CHORD 36-37=-5W386, 23-37=-59/2388,22-23=-10/205, 201-22=314/35, 110-21= 467 158, 2954, 20-2i=-203/3485,19-20=-32814164, 1 16-18=-270/3012,18-19=-283/3237 WEBS 4 -28= -4511200,6-26=-55/455,6-25--9641261,8-25=411/217,8-23=-4211205, 21-23=-2512188,9-21=-273/1821, 11-21--1097/171,11-20=-531843,12-20=-982/177,12-19=-19611934,14-19--104/105,15-18=-1662/164, 15-19=-211/2668,7-25=-154/1139,9-23=-2451323 JOINT STRESS INDEX 0.87, 198 =0.61. 182 0.58?19 = 0 99, 19 00.46, 20 = 0,64, 210 = 0 69, 22 = 0.50, 23 = 0.70, 24 8 0.26. 4 0 0.34, 24 = 0.30, 24 2 0.30, 24 3 0.26 NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6,Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWF RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30,0 psf (flat mot snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. (s;1Mfdlyi4&0ijAdl drainage to prevent water ponding. AWARNINC- Verify design PanmePom and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIAT473 rev, 10/03/2015BEFORE USE. ih Design valitl torose only with MBek®connedors. fits design is based onN upon parameters shown, and 6 fa an IndlVidVOI boldin component, not a truss system. Before use, the bUlding designer must verily the applicability,applicability,of design paamefers and properly mcOryomltalkdesign Into the overc b.ldhig design. seating indkated Is to prevent Waken, of indNidual t111 web and/a chord members only. Additbnal temporary and Permanent is always requ&ed for tabklN and to prevenf�ollapse't^1,h epossibleoM thes svnat st..''a- ANSUYPand ll svelter CIRRI, DSBr09 and BCI Buigldalnding the g Componel "0 1111;t Ht hl`JttPt/f tQ``tr;;'��'`i � ,14 0.266 15=033,16= °> ' TA'.., .mow :4u ��lJNLif&...'•l k erx:mr�FaIx.By ";��r A�M`i IR AlGllale Job Truss Tmee Type Oly Pty 00 MWAllanfio E8993452 ORDERS EA -11083 RIP 1 1 b RefersOoe ( t I) o JI2s 2015 MIT Bld t M Sep 1414854215Pg 2 NVR. ID:uz9kxau0kGpbplWFbgXgrBzsos?-aAKbIZsrOJ7Os3PXaovA6028tTetTMFmIGNJVBydl21 NOTES- (11-12) 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcti enl with any other live loads. 8) - This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with 8CDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 195111 uplift at joint 2 and 195111 uplift at joint 16. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 730 mph (3 -second gust), Wind reaction x 0.78 Will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. NOTES ON THISI,b AND nly.,p n BfITENREFEhown, PAGEhnban 0rzv.laPoY2018BEFORE USE. FINFFRIA. BY est deignis basedontyuponparOmekvshown, and kfaun Wdividual bulltllnDcompcnn. not ■w_ lust veiny the oppWcabglh of desi0n parOmelers and proMerly incorporate ihN deign Mfo the overoH NYIIIIaIe _ - _._ _..m eF� .4iaMnnl femoorary and pennonent bracing flan undo Innitg , 1B N. ..hues Sulu, 1sea Ar,aHo.1 22314OeHetiv. DSB•09 entl imn Plato Institute. 21B N. Lee 51reeL Sulfa 312, AlexOndria. VA 22314. d.gq 3h0 1C0 M-0 8100 3 1-1--17 M 55.5 533 480 8cele=1:85.9 5x6 = 6x8 = 5x6 - �- -- - o — 6x12 - nxrz — 6x8 — 4x8 = 418 v 8x8 — 8x8 = Qca late Offsets In (loo) Well L/d PLATES GRIP LOADING (Ps0 SPACING- 2-0-0 CSI. DEFL. Vert(LL) -0.35 19-20 >999 360 MT20 1971144 TCLL 30.0 Plate Gdp DOL 1.15 TC 0.96 BC 0.92 Vert(CT) -0.51 19-20 >983 240 (Roof Snow=30.0) Lumber DOL 1.15 10.0 YES WB 0.92 CT) Wnd((LL) 030 14 n1a We 240 Weight: 326 Ib FT=5% TCDL Rep Stress lncr BCLL 0.0 Cade IRC2015/iP12014 (Matrix) 072 20 >999 B DL 10.0 BRACING- Structural woad sheathing directly applied. LUMBER- CHORD 2x4 SP No.2 or 2x4 SPF No.2'Except' TOP CHORD BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing, Except: TOP 4-fi: 2x4 SP No.2D, i -4:2x4 SP No.1, 11-15: 2x4 SP No.10 2-2-0 oc bracing: 1-25 BOTCHORD 2x4 SP No.2D'ExcepP' Stud, 18-20,2144: 2x0 SP No.2 6-0-0 oc bracing: 20-21. 9-20 9-21: 2x4 SP No.3 or 2x4 SPF 20 SP No.3 or 2x4 SPF Stud -Except' WEBS 1 Row at midpl 1 Row at midpl 5-23, 7-23, 7-22, 8-22,10-20 WEBS 12-1616-1613-18: 2x4 SP No.2 or 20 SPF No.2 WEDGE Right. 2x4 SP or SPF No.3 or Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 3-5-11 REACTIONS. (Iblslze) 1=208410-3-8.14=217310-3-8 Max Harz 1=-292(LC 8) Max Uplift 1--170(LC 12), 14=-194(LC 13) Max Grav 1=2631(LC 31), 14=2720(LC 31) FORCES. (Ib)- Maxlmum Compression/Maximum Tension _ TOP CHORD 6-29=-22771477, 7-2942276/4770171,481, 37-30=-2277/47736-30 82277/477, 84-28m-36691506. 9= 3645/64359-810--3664/5445 0-31984232/540, 11 -31= -4239/527,11 -12= -4396/516,12 -32=-7329/766,13-32=-74221751,13-14=-3895/418,14-15=0132 876 BOTCHORD 3536=356/2302,22 -36=5812302621422319/268820-21=-40/1569220=-40156,119-20=2086. 33527,18-19=-378/4458,8 16-17=0/0,14-16=-269/2866 WEBS 3-25=-4091206, 5 -25= -68/535,5 -23=-1027/267,6-23=-153/1084,7-23=-404/213,7-22=-405/206, B-22=-4361164, 20 -22= -1312103,8 -20= -289/2129,10 -20=-11421169,10-19--451845,12-19--11711214,12-18=-189/2489, 13-i6=-18931235,16-18=-326/3471, 13-18=-235/3269 JOINT STRESS INDEX 1-0.60,12=0. 09 31 , 9 _ _ .78,7 i0.260=0.9519=064,2080.56,210.54,223067,2360.47,24=0.84, 259055 and 269026 NOTES- (11-12) h-33ft; Cat 11; EXP 8: enclosed; MVVFRS 1) envelape) gable end lz zone andhC-CSExledo (2)ecand tzne; =n03 veer left and right exposed C C oar members and forces & MWFRS for reactions shown; Lumber DOL -1.80 plate gdp DOL -1.130 Pat (flat 3) Unbalanceed now loads havebeen Conside ed forr this desExp 8; Partially Exp.; t.1=1.1 ign 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat of load of 30.0 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water ponding. 6) Ail plates are 30 MT20 unless otherwise indicated. BddtlHr3�rF§fi f%Pq n designed for a 10.0 pelf bottom chord live load nonconcurrenl with any other live loads NOTES ON THIS AND INCLUDED MIiEK FEFEanE.far On FACE Indic duaI _ d bOdlnG component, not tee TWEIW Jab Truss Trues Type Qty Plyao MICAtlantk E0993453 ORDERS Es-1i!384 HIPS 1 1 ob Rphies000 (9pilroDalt NVR, 7.9905 J91252a15 MiTek Industries, Inc. Man Sep 1414:08:572015 Pelle 2 10:uz9kxau0kGpbplWFbgXgr8zsosl_IOkwbvjhE5yjW86FxStkr RJhOBgjPDRObZWVydiZ4 NOTES- (11-12) 8)' This truss hes been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fl between the bottom chord and any other members, with BCDI = 10.0pef. 9) provide mechanical connection (by others) of truss to beading plate capable of withstanding 170 Ib uplift at Joint t and 1941b uplift at joint 14. 10) "Semi-dgid pilchbreake including heels" Member end fixity model was used In the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 4d-0 4.4 yQ.O 344 3<-N 3-0-0 1-5-13 b&30-11 5-1-8 Sd3 6.53 S.Ie=1:131.9 5x6 = 6.12 8.00 12 a 29 7 30 B B 3x6 % 3x8 6 10 4 31 8x6 � 20 N 3 3x8 �i 27 13 5x6 3x6 i 2 14 15 0 8 9 `1 35 36 22 6x10 = 25 33 34 24 23 21 1.4 = 8x12 = 1] 4x6 = 6x6 = 5xio = 4x8 II 8.12 = 8x8 = 8x8 = 4x8 = 6.05 12 4x6 It 44 II 4x6 II -0 6 p 2 t6 32- - 3 QO 03- 3 .0.0 0 3-1& 0 13 f-0.3 -413 0 Oo 043 _ Plate Offaeis X Y1__ 1:0-2-0 0-33 8:0.3-0 0-2-3 8:0-4-8 0-i-0 17:0-4-12 Ed a 18:0-1-3 0-13 20'0-3-12 Ed a 24:0-1-8 0-2-4 26:0-4-0 -LOADING (Pat) (Pat) SPACING- 2-0-0 CSI. DEFL. in (IOc) I/deFl L/d PLATES GRIP TOLL 30.0 -0.3419-20 >999 360 MT20 1971144 Plate Grip DOL 1.15 TO 1.00 Vert(CT) -0.49 18-19 >999 240 (Roos Snow -30.0) Lumber DOL 1.15 BC 0.84 ( )15 me Wa TOOL 10.0 Rep Stress ]nor YES WB 0.94 HWoind((LL) 012 19 20 >989 240 Weight: 38410 FT= 5% BCLL 0.0 ` Code IRC2015lTP12014 (Matrix) BCOL 10.0 BRACING- LUMBER- TOP CHORD Structural wood sheathing directly applied. TOP CHORD 2x4 SP No.2D'Except' BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, Except: 6-8.8-12: 20 SP N1.2 or 2x4 SPF No.2 6-0-0 oc bracing: 20-21. BOT CHORD 2x6 SP NOAD'Except' 1 Raw at midpt 9-20 9-21:2x4 SP NO.3 or2x4 SPF Stud, 18-20:2x4 SP NO.i 1 Row at midP t 5-24, 7-24, 7-22,10-20, 8-22 21-23,23-25:2x6 SP N0.2, VA 8: 2X4 SP No.2 or 2x4 SPF NO.2 WEBS 22-24: 2x10 SP NO.2 WEBS 2x4 SP NO,3 or 20 SPF Stud'Excepl' 14-18: 2x4 SP No.2 or 20 SPF 1,10.2 SLIDER Left 2x4 SP or SPF NO.3 or Stud 3-2-1 REACTIONS. (Ib/size) i=2084/0-3-8, 15=217310-3-8 Max Horz 1=-292(LC 8) Max Uplift 1=-170(LC 12), 15=-195(LC 13) Max Grav 1=2633(LC 31), 15=2722(LC 31) FORCES. (lb) -Maximum Compresslon It aAmum Tension TOP CHORD 1-2=-41941479, 2-27--40841484.3-27=-3968/501, 3-28=39031508. 4-28=-37151510,4-6=3519/529 5-6=-3072/518, 6-29=23841479.7-29--2364/479,7-30=-23591482.8-30=-23591492.8-9=-3626/641,9-10=-38431542,10-31=-4190/541, 11 -31 -4329/521,11 -12= -6501/743,12 -32= -65551731,13 -32=-6588/728,13-14=-6618/672,14-15=-39411428,15-1B=0137 59, BOT CHORD 1. 23 36 380/2391, 22-36=-6012391, 21 22=-10/205920-21=-15/35, 9 20=-087/158 609220 9-205/3487 018399=-330/4166, 16-17=-271/3013, WA B=-284132397-22 WEBS 3-25=-456/205, 5-25=-58/463 , 5-24=-967/262,7-24=-403/217, =-423/205,20-22=-26/2190, 8-20=-273/11321, 11-18--19711935,13-18=-104/106,14-17--1663/164, ov ut111ti tif!! 10.20=-1097/172,10.19=-63/843,,-19=-982/178, 14-18=-21212689.6-24=-155/1140,08-22=-239/323 JOINT STRESS INDEX 1 = 0,90, i = 0.77, i = 0.77, i = 0.00, 2 = 0.00, 3 = 0,26, 4 = 0.45, 5 = 0.71, 6 = 0.54, 7 = 0.55, 8 = 0.57, 9 = 0,27, 10 = 0.72, 11 = 0.80, 12 = 027 13Q 0.65 , and 26 0.87,17=0.81,17=0.58,18=1.00,18=0.46,19=0.60.,20=0,92,21=0.50,22=0.71,23=0=,23=0.34,23=0.27,23=0.27,23=0.27,2 0.87p19�bibkan 726 0.26 .m m .,_.,.�-........,. u NOTES- (11-12)sf 1)(envelASCE -10;Volle end zoneandC CEztedor(2)tzones cantilever left and right exposed CCfor membereaantl forces&MWFRS for RS r • !!u ny` : o reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof an w); Category Ii; Exp B; Partially Exp.; C1=1.1 t.✓Tf%a/ftt}ffibSiOtOit 3) Unbalanced snow loads have been considered for this design. times Flet roof load of 30.0 psf on overhangs 4) This tmss hes been designed for greater of min roof live load of 16.0 psf or 1.00 non -concurrent with other live loads. 5) Provide ad 0Mdrainae to prevent I uwater ponding. unless otherwseindicatetl 6A Rlhab5 ®gix12 4 F Nt3MFFflllN3 Nl'■w_ �WARNINa-VerirytleeiaN Pmmerers NnaaEAe NOTE. CN TH18 ANO 1NCILC6a MITER NEF01 10 ERANCEPAGE M1414]] rev.1N0]/2N15 BEFORE UaE. NYO Design valid for ase only h-1 eG9 cor,necf°rs.fiad gnBbased only upon parameters flown, altdktoran hdividual buliding component, not a truss system. Before use, the building designer mustve4fy the appdcobifly of design parasewters and pmpetly Incamorate ih¢ design into the overall building tlesign. Bradng indicated lsi opre'.,huose wgith aoselble peRooal Mj ryand properly damage Mr°rge^erol guidance regardi^g the nenfbncing 8laaaupdsitle Ro tlflvk Alllliale ..__ NOTES- (11-12) 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtenl with any other live re loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6A tall by 2-0-0 wide will fit between the bottom chortl and any other members, with BCDL = 10.0psf. as to 90)"Send-rigididohatuhbreaknection (by others) ng heels' of tru end fixitynmotlei was usled'm thesanalysis and design of this hussd 1951b uplift atJointl . 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind Speed of 11 o mph. ads IRC2012 nominal wind speed of 100 mph, wind reactio 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or axcen z 0.78 will adjust Wind uplift reaction to a wind speed of 00 mph. NOTES ON THIS AND INCLUDED MmEA REFERANCE PAGE MIP7413 rev. 1"3/1016 BEFORE ME. CO fiisd thebaoolleabl@N ofd 9n Parameters and P.,.Hy lncwVpo�o�e this deign H. the overall �FRH AMrleh Alliliale _ .., immromry and aetmanantbmdng Lee 54 - 8x6 = 5 28 6 29 7 8.06 12 - 8 3x8 4 9 3x6 3x6 // 10 5.6 4x0/i3 27 ii 36 2 12 5X19 11 26 13 1416 1 g 16 ,g 33 34 22 21 4x4 = 17 16 6x8 25 31 24 32 23 8.12 = 8x12 = 6x8 = 4x8 - 4x8 4x12 - 6x8 = 41a 2¢8 38.4 16-M0 �- PlteOffsetsXV-- 2:0-2-40-2-0 5.0-3-12020 7.0580112 14E 036 16038030 18044054 200412054 220PLATE5 GRIP LOADING (psf) SPACING- 2-0-0 C511 DEFL. In (lac) >99Fl Ltd 197/144 TCLL 30.0 plate GOP DOL 1.15 TC 0.93 Verl(LL) -0.3519-20 >999 360 MT20 Roof Snow=30.0) BC 0.92 Ved(CT) -0.50 19-20 >990 - 240 TGDL 10.0 Lumber ES WB 062 Hoa(CT) 0.30 14 nm 11 /opal ht: 3291, 9T=5% Rep Stress Incr YES (Matrix) VMntl(LL) 0.12 19-20 >999 240 9 BCLL 0.0 ` Cade IRC2016rrPI2014 ( [MCTI BCDL 10.0 BRACING- LUMBER-TOP CHORD Structural wood sheathing directly applied. Except TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, p 35: 2x4 SP NO.2D, 7-10,10-15: 2x4 SP NO-1 2-2-0 oc bradng: 1-25 BOT CHORD 2x4 SP No.20'Except' 6-0-0 oc bradng: 20-21. 8-21: 2x4 SP No.3 or 2X4 SPF Stud, 18-20,21-24: 2x6 SP No.2 1 Raw at mtdpt 8-20 ,WEBS 2x4 SP No.3 or 2x4 SPF Stud 'Except' WEBS 1 Row at midpt 4-23, 6-23, 8-22, 7-22, 9-20 11-18,16-18,13-18: 2x4 SP NO.2 or 20 SPF NO.2 WEDGE Right: 2x4 SP or SPF No.3 or Stud SLIDER Left 2x4 Be or SPF No.3 or Stud 6-3-7 REACTIONS. (Ib/size) 1-207510-3-0,14=216110-3-8 Max Hoa 1=-292(LC 10) Max Upllfli=-167(LC 12),14-195(1-0 13) - Max Gran, 1 =2624(LC 31), 14=2706(LC 31) FORCES. (Ib)- Maximum Compression/Maximum Tension 13/499 TOP CHORD 3-37759/47537-8=-36381645, 8-9=-367015341945-28=-2260/474, 2 10= 4278/549, 10-11=4491531, 8 28= 2249/474, 6-29=2259/476, 7 11-30=-73021825,12-30=-7336/812,12-13=-72071751,13-14=-37641402,14-15=0132 BOT CHORD 33-34=-56/2280, 22 34=5632280421 22=-24/7252820-21-40M418-20-541/181,1319-20229/3641 1682190354/4364, 16-17=-17/185, 14A6=-243/2792 WEBS 2-25=-377201.4-25=-65/514,4-23=-984/266,5-23=-161/1058.6-23=-410/212,6-22=-394/206,7-22=-437 4tf 1ppJ/ 20-22=-7/2100.7-20=-293/2147,9-20=-1145/175,9-19--491861,11-19=-1036/178,11-18=-271/2539,13-16=-1892/198, `kkkktt St4 tl 17-18=-2195. 12-18=-102/96,16-18=-275/3159, 13-18=-29013140 "xN\ JOINT STRESS INDEX , 1=0.83,2=0.86,2=0.96 2=0.96,3=0544=0.71,5-089.8=0.55 7=0988=0.31,9=0.74,10=0.49,11=0.61,12=0.26,13-088396h11�Yy�)141?. 0.71,17=0.26,18=0.91,19=0.65,20-056,21=0.5222=0.65,23=04724=0.82 and 25=0.55 a T 1 ' NOTES- (11-12) =. m 1 I) Wind: ASCE 7-10; Vult-130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL-6.Opsf; h=33ft; Cat. II; Exp 8; enclosed; MWFRS G (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWF RS for ,,actions shown; Lumber DOL=1.60 plate grip DOL-1.60 L ��^ 't'1i F 4r 2) TCLL: ASCE 7-10; Pf=30.0 psf (Bat roof snow); Category II{ Exp B; Partially Exp.; C1=1.1 ��( Ftp .. t ye``� 3) Unbalanced snow loads have been considered for this design. e ON AL; 4) This truss hes been designed for greater of min roof llve load of 18.0 psf or 1.00 times Bat roof load of 30.0 psf on overhangs Y`�d7rppp piff I b y`` , non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated, d�rT(NBf(4§fi f prn designed For a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. PNGINF ; ®WARNING-Verity deafgn Paramekrs and REAa NOTES ONTHIS ANa INCLC-ad M"sf'a"EFANCE `x -r 3rev. 18/9Y2815 BEFORE USE. Desyn valid foNse onlywilh MBek®connecfors.ltdadesign h based only upon pwameiers sM1own, and Is foron IndWiduoi bulitlir,g component. not Atdrl«y. AlllBale a lmsz ryzfem.6efam use, the building daslgnermust veMy the applicebAlty fdesyn parameters and properly incarpomfe ihls deignin n.__vera9 .,. . d(orstabaty and fo prevent cOllapse`p^ble personal inP, end propetly damage. for general gWdance regardingthe 6188oundelde Roed pu wine design. Bracing indbeied'o to Ixevent bwkling of Individual buss web and/achad members onry. Addiflorwl fempwery and pemwnenf brat g M rwo ,re .._ , aademz. see AN51/iPil Quailty C4rezla, D3B-89 and 8641 e.Ildin. Component Edenton, No 27932 Job Tmss Trus.Type Qty Ply 00_Woutantie E8093455 ORDERS EA -11088 HIPS i 1 lob Reflo.ops NVR ].bgXgtB1282012k S12FSsldas, Ina. Mon Sep1414:09D92015 VbW ID:uz9kxauOkGpbpNJFb9XgrBzsos?-tl2kG512FswaF9M30ySghDNhj?WCxUeF_BSWcwpytliYu NOTES- (11-12) 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL = I0.0psf. 9) Provide mechanical Connection (by others) of buss to bearing plate Capable of withstanding 167 lb uplift at joint 1 and 1951b uplift at joint 14. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this muss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IR02012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ON dwrle b AND INCLUDED Pon o,wnotMITEK EFERANCEP IsfoIa IndiVI13 .1NOL3016 ing cor REUSE �FN 1=='� It, t15 basedonlyuponparametersshown,andofuran k,or dual JIM descomponent, not N BY the opplkabigry of design Pammefers and propeM Incorporate 1Ms design Mfo the overa0 .. ___..._. __ _ _. ...,....we.. ., dAninmlfemoarary arW oennanent bracing AMilek AlAlinle Wsses and buss systems, see ANSI/rP11Qv.INy COtedo,D5B.B9and BCSIBvllding Component Stn saumswe rsve 218 N. Lee Street. Suite 312, Alexendrw, VA 22314, Edenton NC 2]932 LUMBER - TOP CHORD 20 SP No.2 or 2x4 SPF No.2'Excel 2X 1-15: 2x4 SP No.2D BOT CHORD 2x8 SP No.2'ExcepC B-20 : 20 SP No.3 or 20 SPF Stud, 17-19: 2x4 SP INo.1 14-16: 2x6 SP N0.1 D, 16-17: 2x4 Sp N1.2 or 2x4 SPF No.2 21-23:2x10 SP No.2 WEBS 2x4 SP N0.3 or 2x4 SPF Stud `Except' 13-17: 2x4 SP No.2 or 2x4 SPF No.2 SLIDER Left 2x4 SP or SPF No,3 or Stud 6-1-5 REACTIONS. (Ib/size) 1-206810-3-8-14=2157/0-3-8 Max Hom 1=292(LC 8) Max Uplift 1=-186(LC 12),14=-1 94fl-C 13) Max Grav 1=2621(LC 31), 14=2701(LC 31) BRACING - TOP CHORD Stmmurai wood sheathing directly applied. Except! BOT CHORDcalling o b 19-20. g direclid or 10-0-0 cc bracing, p : 8-09 0 1 Row at midpt 8-19 WEBS 1 Row at midpt 4-23,6-2 3, a-21, 9-19, 7-21 FORCES. (Ib)- Maximum Compresslonmaximum Tension TOP CHORD , 4-5-30101511 5 2 1-26-4055/461. 23=-23�4/4�3, 6-29=-2327/47B, 7 29--2327/478, 7-87-35851637,68 9=-3602153859-30=414111537, 10-3024286/516, 10 -11= -84461737,11 -31= -6500/725,12 -31=-6531/722,12-13=-6562/666,13-14=-3909/422,14-15=0137 -34=-569.22 BOT CHORD 212 34=-56 2 349, 20 21=-101209. 3 19-20=-15/35,B-19=-467/168,18-19= / 32011345158/7318= 325/4127,124416=-26812988, 16-17=-281/3212 2 -24= -3541197,4 -24= -52/396.4 -23= -902/258.6 -23=-0151215,6-21=-4041205,19-21=43/2160,7-19=-272/161 WEBS 9-i9=-1094/171,9-18=-531840,10-18--959/177,10-17--18511923,12-17=-105/105,13-16=-1649/163,13-17=21012646, 5-23--15111102.7-21=-248/315 JOINT STRESS INDEX 1=0.83,2=0.86,2=0.92,2=0.92,3=0.66,4=0.71,5=0.56,6=0.55,7=0.62,8=0.27,9=0.72,10=0.60,11=0.84,12=0.28,13= . 0.58, 17 = 0.96, 17 = 0.46, 18 = 0.63, 19 = 0.92, 20 = 0.50, 21 = 0.70, 22 = 0.26, 22 = 0.34, 22 = 0.26, 22 = 0,28, 22 = 0.28, 23 = 0,84, 24 = 0,39 NOTES- ASCE 1) (envelope) gable end zone and C-C6Exledor(2)econd tz zone; cantilever leftCand right exposed C C four members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60Ct 3) Unbalanced now Coca he es been Considered for this deat roof snow); Ctegorylslgnxp B; Partially Exp.; mere d Flat roof load of 30.0 psf on overhangs 4) This mss has been designed for greater of min roof live load of 16.0 pal or 1.00 filmes e non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise Indicated. dIlTYROI IMP.. designed for a 10.0 pal bottom chord live load nonconcurrenl with any other Ilva loatls. FAAll ONYXIS AND INCLUDED MITEK AEFEAAWNGEPAdGE oflao Md Ndu iwtldln9 companaM and Lse! TMA" NE�;o AMiiek AlIi11aW_ urn a,,,nasme Roatl 4b0 34-0 3-0-0 3-0a 340 S -i3 YBSO41 65a 65a 4'8'8 scale=1:83.1 5-39 8x12 5x6 = 8.0012 5 28 6 29 7 8 34 3%8 4 9 30 6x6 3 10 3x8 4x6 27 11 3i 2 2 68 26 3 4 qb �¢ 9 8 6 -- 23 22 6x10 =184x6 34 21 20 4x4 - = 8x12 = d 6x8 = 24 32 33 = - 5x10 - 4x6 II 4x6 II8x12 = 8x8 = 8.08 12 424 4%6 = 4x6 II 4x6 It 41 Be 28d-0 3t-10-0 5b0-0 -it-t 264 g0 313 03 3 16100 g-0.3 0-0 3 4 7:0-4-120-1- 16:0-4-12 Ede 17:0-1-30-1-8 19:0-3-12 Ede 23:0-1-8 0-2-4-- ate Offsets X -- 2:0-2-40-2-0 50-3-00-2-3 In //deli L/d PLATES GRIP _P SPACING- 2-0-0 CSI. DEFL. 889 Vert(LL) -0.33 18-19 >999 360 MT20 1971144 TCLL 30.0 Plale Grip DOL 1.15 TC 0.99 0.63 Vert(CT) -0.48 17-18 >998 240 (Roof Snow=30,0) Lumber IES BC WE 0.93 HOR(CT) 0.25 14 n/a n/a Weight: 3831b FT=5% TCDL 10.0 Rep Sirens lncr VES Stress Wlnd(LL) 0.12 18-19 >999 240 BCLL 0.0 ' Code IRC2015liP12014 (Matrix) LUMBER - TOP CHORD 20 SP No.2 or 2x4 SPF No.2'Excel 2X 1-15: 2x4 SP No.2D BOT CHORD 2x8 SP No.2'ExcepC B-20 : 20 SP No.3 or 20 SPF Stud, 17-19: 2x4 SP INo.1 14-16: 2x6 SP N0.1 D, 16-17: 2x4 Sp N1.2 or 2x4 SPF No.2 21-23:2x10 SP No.2 WEBS 2x4 SP N0.3 or 2x4 SPF Stud `Except' 13-17: 2x4 SP No.2 or 2x4 SPF No.2 SLIDER Left 2x4 SP or SPF No,3 or Stud 6-1-5 REACTIONS. (Ib/size) 1-206810-3-8-14=2157/0-3-8 Max Hom 1=292(LC 8) Max Uplift 1=-186(LC 12),14=-1 94fl-C 13) Max Grav 1=2621(LC 31), 14=2701(LC 31) BRACING - TOP CHORD Stmmurai wood sheathing directly applied. Except! BOT CHORDcalling o b 19-20. g direclid or 10-0-0 cc bracing, p : 8-09 0 1 Row at midpt 8-19 WEBS 1 Row at midpt 4-23,6-2 3, a-21, 9-19, 7-21 FORCES. (Ib)- Maximum Compresslonmaximum Tension TOP CHORD , 4-5-30101511 5 2 1-26-4055/461. 23=-23�4/4�3, 6-29=-2327/47B, 7 29--2327/478, 7-87-35851637,68 9=-3602153859-30=414111537, 10-3024286/516, 10 -11= -84461737,11 -31= -6500/725,12 -31=-6531/722,12-13=-6562/666,13-14=-3909/422,14-15=0137 -34=-569.22 BOT CHORD 212 34=-56 2 349, 20 21=-101209. 3 19-20=-15/35,B-19=-467/168,18-19= / 32011345158/7318= 325/4127,124416=-26812988, 16-17=-281/3212 2 -24= -3541197,4 -24= -52/396.4 -23= -902/258.6 -23=-0151215,6-21=-4041205,19-21=43/2160,7-19=-272/161 WEBS 9-i9=-1094/171,9-18=-531840,10-18--959/177,10-17--18511923,12-17=-105/105,13-16=-1649/163,13-17=21012646, 5-23--15111102.7-21=-248/315 JOINT STRESS INDEX 1=0.83,2=0.86,2=0.92,2=0.92,3=0.66,4=0.71,5=0.56,6=0.55,7=0.62,8=0.27,9=0.72,10=0.60,11=0.84,12=0.28,13= . 0.58, 17 = 0.96, 17 = 0.46, 18 = 0.63, 19 = 0.92, 20 = 0.50, 21 = 0.70, 22 = 0.26, 22 = 0.34, 22 = 0.26, 22 = 0,28, 22 = 0.28, 23 = 0,84, 24 = 0,39 NOTES- ASCE 1) (envelope) gable end zone and C-C6Exledor(2)econd tz zone; cantilever leftCand right exposed C C four members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60Ct 3) Unbalanced now Coca he es been Considered for this deat roof snow); Ctegorylslgnxp B; Partially Exp.; mere d Flat roof load of 30.0 psf on overhangs 4) This mss has been designed for greater of min roof live load of 16.0 pal or 1.00 filmes e non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise Indicated. dIlTYROI IMP.. designed for a 10.0 pal bottom chord live load nonconcurrenl with any other Ilva loatls. FAAll ONYXIS AND INCLUDED MITEK AEFEAAWNGEPAdGE oflao Md Ndu iwtldln9 companaM and Lse! TMA" NE�;o AMiiek AlIi11aW_ urn a,,,nasme Roatl Job Truss TN88 Type Ofy Ply 0o MidAtlanfie E8993455 ORDERS EA�11087 HIPS 1 i loh e r re o o al NVR, ].83osgXgrBz015?-2d Indasidee,Inc. Mon Sep1414:09:132015 Paget ID:uz9kzau0kGpbplVJFbgXgrBzsos7-2tlOP4j479r_gOgn_tlaEOrOJDIkF2hVUQu3kGWeydlVr NOTES- (11-12) 8)' This truss has been designed for alive load of 20.Opst on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will Flt between the bottom chord and any other members, with BCDL = 10.0Psf. 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1881b uplift at joint 1 and 194 to uplift at joint 14. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of t t5 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. AAran, ENSINFFRIWI By Dy WARNING lid for . re, parameters and READ NOTES ON THIS AND my Man arMITaK REFEFANOEPAGEMIF]4]3lvid.1InAodkin BEFORE USE. �CO Design valid for use a use, On Mitek®g detig iers. hest design Is based only upon parameters shown, and o saran Individual bolding component, not G Wss system. Before use, the bolding dsnsigner must verify the appRcablfiN of design parameters and pmpedy Incomorale slue design into the overall .._...1._�._.._.._. __.,_.,.e.,.a ...e..,Lart,,.,w addeMnol femooran and pelRlalRnt bracing Atdrral. Atliliale D5B.09 and SCSI BvOding Component ' 818 Soundside Raed Job Truss Truss Type Oty Ply 00_MMAOartln LUMBER- BRACING. 818 Soundelde Road TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 E8003457 ORDE RS fdA-11088 MONO 1 i end verticals. WEBS 2x4 SP No.3 or 20 SPF Stud P �?'• BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=476/0-3-8, 5=377/0-1-8 a coo lio el NVR. ,.-30 a e.,,... 2...., ,....oe... .. ,... �.� ID:uzgkxauOkGpbplWFbgXgrBzsos?-WqznH351w86he_MBBIIdO,DSZt7kgOetlZ6JUg3bydiYq -0-11-4 4-8-5 7 -it -8 tr11-0 48-5 3-5-3 stele =1:17.4 3.4 II 1h 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.01 TCDL 10,0 BCLL 0.0' BCDL 100 SPACING- 2-0-0 plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ivor YES Cod. IRC2015frP12014 CSI. TC 0.30 BC 0.30 WB 0.26 (Matdx) DEFL. In Verl(LL) -0.02 Vert(CT) -0.04 Hcrz(CT) 0.01 Wind(LL) 0.01 floc) Ildeff L/d 8 >999 360 2-6 >999 240 5 n/a rim 6 >999 240 PLATES GRIP MT20 197/144 Weight: 28 to FT=5% LUMBER- BRACING. 818 Soundelde Road TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 tt`tttliit Ptfptyj TOP CHORD Structural wood sheathing directly applied or5-10-1 oc purlins, except BOT CHORD 2x4 SP No.2 or 20 SPF No.2 6)' Thi5) o a live load of 20.0psf othe bottom chord in all areas wherearectangle russ has been designed for end verticals. WEBS 2x4 SP No.3 or 20 SPF Stud P �?'• BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=476/0-3-8, 5=377/0-1-8 _.. S. 10) "Semi-rlgid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to Max Holz 2=90f -C 8) !`/f7 Sg d uplift rat mph, wind r x to a wind speed9O mph, f1 id4t4 Max UpIM2=-98(LC 8), 5=-69(LC 12) Max Grey, 2=497(-C 19), 5=428(-C 19) FORCES. (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-7--859/162, 3-7--795/169, 3-4=4821, 4-5=-119/54 BOTCHORD 2-6=-236/792,5-6=-236/792 WEBS 3-5=-839260.3-6=0/185 JOINT STRESS INDEX 2=0.50,3=0,34,4=0.04,6=0,35 and 6=0.10 NOTES. (11-12) 1) Wind: ASCE 7-10; Vult-130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL-6.Opsr; h=33ft; Cat. II; Exp B; enclosed; MWFRS II��O (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 AMII✓k AlfllleMr 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design, 818 Soundelde Road 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 pSf on overhangs tt`tttliit Ptfptyj non-ncument with other live live load snt cotherth any live ✓ Thissdesignedss has been 0.0 psf bottom chord 3-6-0 tali by 2-0-0 wide will 6)' Thi5) o a live load of 20.0psf othe bottom chord in all areas wherearectangle russ has been designed for " ✓ G��'1`TAF1'-. fit between the bottom chord and any other members. 7) Bearing at joint(s) 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity P �?'• of bearing surface. B) Provide mechanical connection (by others) of truss to bearing plate at jainl(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 981b uplift at joint 2 and 69 lb uplift at joint _.. S. 10) "Semi-rlgid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to 12) Designchecked far AS ultimatewindl30 gust)orexceeds IRC2012 nominal wind speed of !`/f7 Sg d uplift rat mph, wind r x to a wind speed9O mph, f1 id4t4 41TER REFERANCE PAGE W7473 an in 111th 3@O15g amps n.rt wameiers shown. and is for a 4individual building component, not II��O pion parameters and propedy incorporate this design Into the overall nd/w chard members any. Additional temporan• and pemanent bracMg AMII✓k AlfllleMr and property damage. For general guidance regarding the e ANSVTPITOualltyC,Herie,DSB•BSand BCSIBoil4ing Comp orient 818 Soundelde Road Alexandra. VA 22314. Edenton, NC 27932 5x6 = 3x8 = 66= ] 35 a 38 9 8.00 12 6x8 i 8X8 3.4 11 10 8 11 26 4.4 G 32 4x4 4x8 " 4 8x8 i 11 31 3x4 \\ 3 2 i 6.12 G 24 23 22 5.6 = 8x10 = 5.6 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 ' Code IRC2015/TP12014 25 27 3x4 4x4 11 3x4 O scale =1:79.6 4x4 12 33 4x8 13 3x4 �� 14 34 15 1� 21 2a 19 1s 17 6x12 II 8x1210x12 = = 8x8 = 5x6 = 2&0-0 i 048 38-4-4 l 42-0-a 13-3-0 4-4-8 5-11-i i 5-7-12 -9 19:0-3-8 0-7-4 2 :0-6-0J)-0-61— CSI. DEFL. in (lac) Ildefl LAI PLATES GRIP TC 0.79 Vert(LL) -0.5420-22 >576 360 MT20 137/130 BC 0.99 Vert(CT) -0.71 20-22 >437 240 WB 0.95 Hoa(CT) 0.06 15 n/a n1a (Matrix) Wind(LL) 0.18 22 >990 240 L_Welght: 379 lb FT=5% BRACING- LUMBER- UMCHORD 2x6 SP No,iD `Except` TOP CHORD Structural wood sheathing directly applied ora -e-13 cc pudlns. TOP7-9: 2x4 SP NO.2 or 2x4 SPF No.2 BOTCHORD Rigid calling directly applied art -2-0 cc bracing. BOTCHORD 2x10SPNO.2'Except` WEBS 1Row at midpt 26-26,25-27,11-19 18-21: 2x10 SP No.I D, 21-23: 1.5 X 9.25 Master -Plank LVL 1. JOINTS 1 Brace at Jl(s): 25, 26, 27 WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except' 6-10,11-19,5-22: 2x4 SP No.2 or 2x4 SPF No.2 WEDGE Right: 2x6 SP N0.2 REACTIONS. (Ib/size) 1-205410-3-8,15w2077/0-3-8, 20=306/0-3-8 Max Horz 1=-278(LC 10) Max Upliftt=-196(lC 12), 15=-123(LC 12), 20=-107(LC 34) Max Grav 1=2531(LC 32), 15=2561(LC 32), 20=1066(LC 30) FORCES. (Ib) -Maximum Compresslon/Maximum Tension TOP CHORD 6 6==24824458 6 7301540/25469 0--14821255910-11m 25151462,11312 -3186/445,412233=33 34/446, 13-33'314565433 ,13 -14= -3299/433,1434= -3371/415,15 -34= -3517/402,15 -16=0/4,7-35=-1302/238,8-35--1294/238,8-36=-1186/262, 9-36=-11941262 BOT CHORD 1-24=-39413589, 23-24=-265/3227, 22-23=-265I3227, 21-22=-178/2614, 20-21=-17812614,19-20=-178/2614, 16-19=-192/2681,17-18=192/2661, 15-17=-243/2605 WEBS 612--19=-615/489, 12-07=731/307,114477 27/204, 8 2b==0158, 7426=366/442, 9-27 34 851255, 9/494¢&26=431394,10-29=-85149,123/641, 19-29=-1091885, 11-29--110/944, 22-28=-3711219,5-28--21888, 8-26=-9161227, 8-27=-10341202 JOINT STRESS INDEX 1=0,60,2=0.26,3=0.32,4=0.63,5=0.00,6=0.45,7=0.60,8=0.64,9=0.54,10=0,43,11=0.36,12=0,63,13=0.30,14=0.26,15= 0.77, 19 = 0.28, 21 = 0.94, 22 = 0,46, 23 = 0.96, 24 = 0.35, 25 = 0.26, 26 = 0.39, 27 = 0.40, 28 = 0,24 and 29 = 0.26 NOTES- (13-14) 1) Wind: ASCE 7-10; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL-6.Opsf; BCDL=6.Opsf; h -33f1; Cal. ll; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exledor(2) zone; cantilever left and night exposed ;C -C for members and fomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 e� 2) TCLL: ASCE 7-10; Pf=30.0 psf (fiat roof snow); Category Ii; Exp 5; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flet roof load of 30.0 psf on overhangs non-cancunent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will COSI (WA@,b2ttom chord and any other members. a ON THIS AND INCLUDED MITEK REFERANCE PAGE 0147473 rev. I OM3M015 BEFORE USE. Aon is based onN upon parameters flown, entl k for anIndiviWd b,N g,ompouent tee and BC51 BVlimng vAAAx �. Gptz �O,p9•�T c-0°_�A6i,r°r lei r Jt: x FBF V 4.t N�sw a{RB,YdI.'i2q`a4a .. To I !u�-f10 NOTES- (13-14) 8) Ceiling dead load (5.0 pan on member(s). 5-6,10-11, 6-26, 25-26,25-27,10-27 -22, t9-20 g) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 20 nt 1 10 1) Provide o drigidchani al co nectiongheelseMember end hearing fixity mode wCapable asused to thawithstanding analysisanddealgnUplift at itisfmss�2316 uplift at joint 15 and 107 Ib uplift et feint 20. 12) Attic room checked for U360 deflection. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 In (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed ea 115 mph. 14) Design checked heck eeor A a windA 0 speed of 90 wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed or 100 mph, wind reaction x 0.78 will adjust lift aHy with MRedE c0mecfors. This desiOnis based only upon porameten-t-C-nndsforl lndor.rDl bulltlln0 component. not d ITr�np{f:k A110101 tleaieAParameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MILI4TS C" lGd`LiP16 BEFORE USE. ......n, rF-�eeNnnbaN of dennn paramelen and properly Incorporate its desiOn Into ih0 ov rt . -1 _ _ ____ ,...n �e,.,,onenfbm ng SCSI Job TrussTrusa Type Oty Ply ao _MidAtlantie BOT CHORD 1-23=-381/1992,22-23=A9011 109, 21-22=-190/1109, 21-29=010, 20-29=0/0, 18-19=0/0, 17-18=-133/865, 58= 15-17=-220/1426 7 35 B 38 9 E8993459 ORDERS EA -11090 HIPS 1 2 \V`11y11t4R 0 1=023,2=0.26,3=0.11,4=0.65,5=0.26,6=0.16,7=0,37,8=0,64,9=0.33,10= OAS, 11=0.26,12=0.49,13=0.13,14=0.26,15=0.44®,yS �ja`OQ,•1 0.23, 19 = 0.22, 20 = 0,22, 21 = 0.24, 22 = 0.82, 23 = 0,42, 24 = 0.26, 25 = 0.39, 26 = 0.39, 27 = 0,26 and 28 = 0.26 b ee NVR, 5x8 = FNC.INFFRIlIc 91' Scale = 1:79.6 � 3x8 = BOT CHORD 1-23=-381/1992,22-23=A9011 109, 21-22=-190/1109, 21-29=010, 20-29=0/0, 18-19=0/0, 17-18=-133/865, 58= 15-17=-220/1426 7 35 B 38 9 8108oundekb Ruad 8.00rF12Be, 3x4 11 8x8 10-28--115/48, 18-28=-1089/131, 11-28-1033/119,21-27--825/239, 5-27=-943/261, 8-25--802/250,8-26=-961/238 PItfp/6p JOINT STRESS INDEX \V`11y11t4R 0 1=023,2=0.26,3=0.11,4=0.65,5=0.26,6=0.16,7=0,37,8=0,64,9=0.33,10= OAS, 11=0.26,12=0.49,13=0.13,14=0.26,15=0.44®,yS �ja`OQ,•1 0.23, 19 = 0.22, 20 = 0,22, 21 = 0.24, 22 = 0.82, 23 = 0,42, 24 = 0.26, 25 = 0.39, 26 = 0.39, 27 = 0,26 and 28 = 0.26 NOTES- (13-14) Pc f'1,➢5�}f� 24 28 4x8 3x4 4x4 4x84x8 i 4 3x4 12 31 m 33 4x8 3x4 \\ 3 (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and night exposed ,C -C for members and farces & MWFRS for 13 3.4 2 14 30 (%MF r( B0,lWV loads have been considered for this design. 34 1 15 ryry 55 5x10 % 22 21 20 20 18 17 8x10 11 70%1x1 2 = 8x12 = 3x6 = 19 5x6 — 5x8 = 30 Sxfi = MEMBER TO BE REMOVED AFTER TRUSS INSTALLATION 12-8-8 -8-8 0 30. B 344 42-0-0 6-1013 630 0 8 85 B AdLD 51111 §7-J2 Plate Offsets XY 7:0312020 9:0312020 23:0600-1312 LOADING (ps SPACING- 2-0-0 CSI. DEFL. In (loo) I/deg L/d PLATES GRIP TOLL i (Roof Snow=3.0) 0.0 Plate Gap DOL 1.15 TC 0.41 Vert(LL) -0.43 21-23 >534 360 MT20 137/130 TOOL 10.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.60 21-23 >380 240 BOLL 0.0 ` Rep Stress Incr NO WE 0.47 Hoa(CT) 0.85 15 nla me BCDL 10.0 Code IRC2016ITP12014 (Matrix) Wnd(LL) OAS 21-23 >999 240 Weight: 737 lb FT=5% LUMBER- BRACING - TOP CHORD 2x6 SP No.1D `Except* TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purins. 7-9: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid railing directly applied or 10-0-0 oc bracing. BOT CHORD 1.5 X 9.25 Master -Plank LVL 1. `Except` JOINTS 1 Brace at Jt(s): 24, 25, 26 1-22:2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud "Except` 6-10: 2x4 SP No.2 or 2x4 SPF No.2 WEDGE Right: 2x8 SP No.2 REACTIONS. (Ib/size) 1=1108/0-3-8, 15=1034/0-3-8, 19=1030/0-3-8, 20=950/0-3-8 Max Horz 1--278(LC 8) Max Uplift i=-161(LC 12), 15=-262(LC 13), 19=-30(LC 13), 20=-111(LC 9) Max Grev 1.1406(LC 32), 15=1322(LC 32), 19.1292(LC 38), 20-1323(LC 40) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-30=-2604/450, 2-30=-2333/466, 2-3=-2240/469, 3-31=-2136/478, 4-31=-1997/492, 4-32=-383/406, 5-32=-299/423, 5-6--553/414,6-7--1681/360,9-10=-1580/348,10-11=-009/398,11-12=-275/380,12-33=-1526/419,13-33--1848/406, FNC.INFFRIlIc 91' 13-14--1762/408, 14-34=-1857/388,15-34--2003/363, 15-16=-0/4, 7-35--1507/345, 8-35--1499/345, 8-36--1363/326, � 8-38=-1371/326 BOT CHORD 1-23=-381/1992,22-23=A9011 109, 21-22=-190/1109, 21-29=010, 20-29=0/0, 18-19=0/0, 17-18=-133/865, AMBkh AIlillale 15-17=-220/1426 WEBS 6 -25= -346/1482,24 -25=-45212232,24-26=-462/2232,10-26=-229/1342,4-21=-2001/343, 423=-265/2191,2-23=-352/160 8108oundekb Ruad , 12-18=-1490/229, 12-17=-139/1667, 14-17=-88/108,8-24=-12/3, 7-25=-1081320,9-26=98/386, 6-27=-34/197, Edenton. NO 27932 10-28--115/48, 18-28=-1089/131, 11-28-1033/119,21-27--825/239, 5-27=-943/261, 8-25--802/250,8-26=-961/238 PItfp/6p JOINT STRESS INDEX \V`11y11t4R �tv\xx�2,VCi��-Qr 1=023,2=0.26,3=0.11,4=0.65,5=0.26,6=0.16,7=0,37,8=0,64,9=0.33,10= OAS, 11=0.26,12=0.49,13=0.13,14=0.26,15=0.44®,yS �ja`OQ,•1 0.23, 19 = 0.22, 20 = 0,22, 21 = 0.24, 22 = 0.82, 23 = 0,42, 24 = 0.26, 25 = 0.39, 26 = 0.39, 27 = 0,26 and 28 = 0.26 NOTES- (13-14) Pc f'1,➢5�}f� 1) 2 -ply truss to be connected together with 10d (0.120"x3") nails as fellows: Top chords connected as follows: 2x6 - 2 rows staggered at G-9-0 Do, 2x4 -1 row at 0-9-0 ori Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9A DO. < " Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All leads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASES) section. Ply to ply - connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wnd: ASCE 7-10; VuIt=130mph (3 -second gust) Vesd=103mph; TCDL=6.Opsf; BCDL=6.OpsF h=33ft; Cat. 11; Exp B; enclosed; MWFRS r ., (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and night exposed ,C -C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 4) TOLL: ASCE 7-10; Pf=30.0 pet (gat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 (%MF r( B0,lWV loads have been considered for this design. Vedry design Panmelen, andREAD NOTES ON THIS AND INCLUOEO MREH REFERANCEPAGE MIF7473ree 1"312015 BEFORE USE. FNC.INFFRIlIc 91' rueeanly with MBekda cannedon. this dl B based odyup.parametersihowd, and is farad individual building component,not � Beton are, the bdiding dedgner mustvedfy the aP IwbMI,ofdesign parameters and properly Incorporate this deelgn into the overdl 1.. 9raoing indlcated is to prevent baeklirg of individual truss web and/orchard members only. Addillonoltemperayondpennanentbracin9 AMBkh AIlillale red forstabaly and to prevent colapa with ponlble personal injury and property damage. Fwgeneml guidance regarding the ruga, dellvery, erection and bracing of trusses and truss syelema, zee ANSI/rPl1 GouBly Cdlerla, OSB -99 and BC51 BVIldinG Component 8108oundekb Ruad Ilan evaluate from Tress Plate InsBlule, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Edenton. NO 27932 NOTES- (13-14) 6) This truss has been designed for greater of min of live Icatl of 20.0 psf or 1.00 times Flal roof Iced of 30.0 Won ovemangsnDn-concurrent with other five [Dads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads, 9) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any athermem , 26216 uplift ech 10) Provide mechanical connection (by others) of imss to bearing plate capable of withstanding 161 Ib uplift at )Dint 1at joint 15, 3016 uplift at joint 19 and 111 ib uplift at joint 20. 11) "Semi-rigid pitchbreaks Including heels" Member end flxily modal was used in the analysis and design of this mss. 12) Attic roam one far L/360 deflection. 13) Design checked for ASCE 7-10 ultimate wind speed et 130 mph (3 -second gusq, wind set reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 Mph. 14) winduplifteckedl Porto a E 7-spee10 ti cit90 wind speed at 130 mph (3 -second gust) in or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust Des LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-20=-20,1-7=-80, 9-16=-80, 7-9=-80, 15-19=-20 _..._,..a...m:, urteNi connectors. rah design is basedonN upon parameters shown. and lsf«an lntlldduai thkdgcompanen6nol I I MeiT:h P1011alx VeMy desi9e Panmehrt end READ NOTES ON THIS AND INCLUDED MITEK RmMER ars and oCiwaiM me«ppmfa fM1s des,g nno he overall ��O Job Truss Truss Type Oh/ Ply 00 MNAtlan9a E8993460 ORDERS EA -11091 PGBK 1 1 b I kitl Itl Mon p14140 2015 Pass 1 NVRIFB_rKa5HZNTBTeTU5gIJGPBbNayalY 5-1-0 Santa =1:22.6 4x6 = 9 3x4 = 3x4 = 3.4 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loo)/deft L/d PLATES GRIP MT20 187/144 TCLL 30.0 Plate Gdp DOL 1.15 TC 0,50 Vert(LL) -0.01 5 n/r 120 (Roof Snow -30-0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.00 5 n/r 120 TCD! 10.0 " Rep Stress lncir YES We 0.07 Horz(CT) 0.00 4 n/e nla yyelghi: 28111 FT 5% BCL! 0.0 Code IRC20151TPI2014 (Matrix) BCDL 10.0 .-.-- LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 no purlins. TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 or 20 SPF 1,10.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=282/8-8-2, 4=28218-8-2, 6=381/8-8-2 Max Horz 2-82(LC 11) Max Uplift2=-67(LC 12), 4=-68(LC 13) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-7=-144/58, 3-7=-52/70, 3-8=-08/62, 4-8=-142/50, 4-5=0/19 BOT CHORD 2-6=-16/67, 4-6=-16/67 WEBS 3-6=-272/68 JOINT STRESS INDEX 2=0.23,3=0.08,4=0.23 and 6=0.08 NOTES- (13-14) 1) Wind: ASCE 7-10; Vull=130mph (3 -second gust) Vasd=103mph; TCDL-6.Opsf BCDL=6Apsf, h-33ft; Cat. It; Exp B; enclosed; MWFRS (envelope) gable end one and C -C Exledor(2) zone; cantilever left and tight exposed ;C -C for members and forces & MWFRS far reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANS rrPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category It; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been Considered for this design. 5) This truss has been designed for greater of min Tend live load of 16.0 psf or 1.00 times flat mot load of 30.0 psf on overhangs non -concurrent with other live loads. 8) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 Do. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding 57111 uplift at joint 2 and 68 to uplift at joint 4. 11) "Semi-rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detall for Connection to base truss as applicable, or consult qualified building designer. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IR02012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. . VeMy design pa2merem and READ NOTES ON THIS AND INCLUDED ii REFERANCE PAGE MII.7473 aoV,10/034!016 BEFORE USE. for use only with Meek®connectors. This design is based only upon parameters shown, and h for an Indiyld ad building component 1. set. use. the building designer must v.*the appla.blutV of design parameters and propel rdaporade,thiss design InInto the I and SCSI Building Job Truss Truss Type Qty Ply oo_MieAneniio TCLL 0.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.79 Ven(LL) -0.51 19-21 >601 360 E0993481 ORDERS EA -11092 HIPS 1 1 ". .0 BCLL 0.0' Rep Stress Incr YES WE 0.97 Hors(CT) 0.06 16 n/a n/a Jab Referenre footlonell NVK, /.6".fYE JYIGO[.." MI'" r-aens.' In.. A rI DBp IV IV:Vtl:[i lVl�YeQBI ID:IvZkzNoxBYVx4lacQzfOHMy88QP-HMSozoBn1 c7YbCzjfzuViv6oBMiCIZWryyQFL7ydlYi 48-0 85.9 12-4818-1-8 21-2-8 28-3-8 1 0-8 30 34-2-2 37-10-5 41-8.0 4 -7- 3-a-0 5-1-0 5-1-0 39-0 0- -12 3-9-14 3-e-2 3-9.11 0.11 58= 3x6 = 5x8 = ] 34 8 36 9 See 12 8x8 i 6 5 25 4.4 i 31 4x4 II 4xe i 4 8x8 i 30 3x41 3 8x0 i 23 22 21 axe = 6x10 = 5x8 = 8x81'3.4 II 10 11 24 26 3x4 II 4x4 II 3x4 1' 20 8x8 = apple= 1:78.0 44 O 1232 4x61' 3 3x4 9 14 33 15 _ 11" 17 0x12 11 10x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) Well L/d PLATES GRIP TCLL 0.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.79 Ven(LL) -0.51 19-21 >601 360 MT20 137/130 TCDL 100.0 Lumber DOL 1.15 BC 0.98 Vert(CT) -0.86 19-21 1461 240 .0 BCLL 0.0' Rep Stress Incr YES WE 0.97 Hors(CT) 0.06 16 n/a n/a BCDL 1 Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.1819-21 1998 240 WeIWeight:3781b FT=S% LUMBER- BRACING - TOP CHORD 2x8 SP NoAD-ExcepC TOP CHORD Structural woad sheathing directly applied or 3-10-7 oC pudins. 7-9: 2x4 SP No.2 or 2x4 SPF Nall BOT CHORD Rigid calling directly applied or 2-2-0 PC bracing. BOTCHORD 2x10 SP No.2-ExcepP WEBS IRow at hill 11-18 17-20: 2x10 SP No.i D, 20-22: 1.5 X 9.25 Master -Plank LVL 1. JOINTS i Brace at Jt(s): 24, 25, 26 WEBS 2x4 SP No.3 or 2x4 SPF Stud -Except" 6-10,11-18,5-21: 2x4 SP No.2 or 2x4 SPF No.2 WEDGE Right: 2x6 SP No.2 REACTIONS. (Ib/size) 1=203210-3-8,16-2051/0-3-6,19-320/0-3-8 Max Hom 1=-276(LC 10) Max Uplift I =-192fl-C 12), 15=-122(LC 12), 19=-97(LC 34) Max Gray 1-2511(LC 32), 15-2530(LC 32), 19-1073(LC 30) FORCES. Qb)- Maximum Compression/Maximum Tension TOP CHORD i -29= -4037/426,2 -29= -3873/442,2 -3= -3812/447,3 -30=-3678/458,4-30=-3558/471,431=-3244/422,5-31=-3038/438, 5-6--2698/450, B -7= -1545/253,9 -10= -1488/258,10 -11--2468/456,11-12--3123/436,12-32=-2990/441,13-32=-3113/428 , 13-14--3255/427,14-33--3328/409,15-33--3473/398,15-16=0/4,7-34--1298/237,8-34=-1290/238, B-35--1196/260, 9-35=-1204/260 BOT CHORD 1 -23=-374/3350,22-23=-257/3111,21-22=-257/3111,20-21=-180/2558, 19-20=A80/2558, 18-19=-180/2558, 17-18=A86/2635,15-17=-238/2571 WEBS 6-25=A996/262,24-25=-2016/260,24-26=-2016/260, 10-26=-2337/329,4-21=-975/248,4-23=-111/494,2-23=-254/149, 1&18=-623/399, 12-17=-701/321, 14-17=-27/204,8-24=0/57, 7-25=-65/444, 9-26=-59/490,8-26=-1026/201,6-27=-41/372 ,10-28--79/51,18-28=-108/864,11-28=-109/918,21-27--33/1161,5-27.0/848,8-25=-922/225 JOINT STRESS INDEX 1=0.64,2=0.26,3=0.31,4=0.63,5=0.00,6=0.43,7=0.60,8=0.64,9=0.55,10=0.42,11=0.35,12=0.63,13=0.29,14=0.26, 0.33, 20 = 0.87, 21 = 0.43, 22 = 0.89, 23 = 0.29, 24 = 0.26, 25 = 0.39, 28 = 0.40, 27 = 0.24 and 28 = 0.26 NOTES- (13-14) 1) Wind: ASCE 7-10; Vult-130mph (3 -second gust) Vasd=103mph; TCDL=B.Opsf; BCDL=6.Opsf; h-33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and light exposed ;C -C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 7) "This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CoIShc41#Yf@R A02ttom chord and any other members. ON THIS AND INCLUDED MITEN sign is bosed only upon param Lee Street. USE. FN<INf FRI1M. PY nent, not the overall !mlanenf bmaln9 AMeU Job Truss TWSSType Qty Ply 00 MMAtlenlie E8963461 ORDERS EA -11092 HIPS 1 1 Lob e l ce o f all 7.830 a Jul 28 2916 MiTek Ind95tdes. Inc. Mon Sep 1414:09:21 x015 Page 2 NVR 10:IvzkzNoxBYVx4lacQzfOHMy88QP-HMS0209nlc7YbCzjfzuVlvBoBMICIZW1yyQFL7ydiY NOTES- (13-14) 8) Calling dead load (5.0 psf) on member(s). 5-6,1011, 6-25, 2425, 24-26,10-26 9) Bottom chord live Iced (40.0 psi) and additional bottom chord dead load (0.0 psf) applied only to mom. 19-21, 18-19 10) Provide mechanical Connection (by others) of truss to beating plate capable of withstanding 192 lb uplift at joint 1, 122 lb uplift at joint 15 and 97 Ib uplift at Joint 19. 11) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attie room checked for 1/380 deflection. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meats or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. WARNING-Vniydesgn Penumehrs and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 111147479 nee 1"12915 BEFORE USE. iiiiiiiiiii[FiIGINEFRIND ON' Design valid too ase only with Mill connecto,,. This design is based only upan parameters shown, andisfor an lnd'� al Holding�nmpanent not C truss system. anions use, the nodding designer must veMy the appdcabNty of design pa and memnd edy lncor rl es Cunpsdes into the overall ,v .in. desion. Bracim indicated 6 to prevent backrmg of inNvidual huss web and/wchord members onty. Additional ildan�epreaard me nent bracing AMiT•Y. Alliliale Road Bxs = 5x8 = 3x6 = 5x8 = 6x8 = 5x6 = 34 = 10x12 = MEMBER TO BE REMOVED A ER TRUSS INSTALLATION 12-48 0 3 -Oa 5- 5-P12 5' 8fii� 5911 T Bao 038 I B 446 Plate Offsets X V 7:0-5-12 0-2-0 9:0-3-12 0-2-0 23:0-8-0 0-6-121 _ _. _ _ -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) LOADING L/tl PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.42 Vertft-Q -0.41 21-23 >545 360 MT20 137/130 Raaf Snow=30.0) Vert(CT) -0.57 21-23 >389 240 ( Lumber DOL 1.15 BC 0.49 TOOL 10.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.84 15 n/9 n/a BCLL 0.0 ` Code iRC2015lI'PI2014 (Mainz) Wind(Ly 0.17 21-23 >999 240 Weigh- 7341b FT=5% .1 .1 BRACING- LUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. TOP CHORD 7 B: 2x4 SP No.2 o 11) rept' SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. JOINTS 1 Brace at Jt(s): 24, 25, 26 BOT CHORD 1.5 X 9.25 Master -Plank LVL 1. 'Except. 1-22: 2x10 SP N0.2 WEBS 20 SP Nd.3 or 2x4 6X10: 2z4 SP No.2 or 2x4 PF Sud pt. PF No 2 WEDGE Right: 2x8 SP N0.2 REACTIONS. (Mbaxi e) 1='270(0- 10)1=094/0-3-8,19.1028/0-3-8,15-103510-3-B,20-933/0-3-8 Max Uplift 1=-158(LC 12),19-30(1-C 13), 15--262(LC 13), 20=-111(LC 9) Max Gray 1=1397(LC 32), 19=1292(LC 38), 15=1322(LC 32), 20=1321(LC 40) FORCES. (lb)- Maximum Compresslon/Maximum Tension _ TOP CHORD 5-60-548941436_&29880z3fi349890=31581349831 1 1011--411. 013986114120-27838071232'-152614019,53-3229849/408, 13 -14= -17021406,14 -33= -1857/388,15 -33= -2003/363,15 -16=-0/4,7-34--2236/499,834=-2227/499.8-35=-1365/327, 935=-13741320 BOT CHORD 1-23=-345/1859, 22-23=-186/1065, 21-22=-18611065, 20-21=0/0, 1B-19=0/0, 17-18=A33/867, 15-17=420/ WEBS 612 -18=41492/22941261741319%7864414817=5671108,8 -246-338910347-252-07/4,9826==-98/364 7-2402511820,-261/146 B -26= -948/238,6 -27= -33/198,10 -28= -110/47,18 -28=A082/131,11-28=-1031/119,21-27=-829/238,5-27=-943/251 JOINT STRESS INDEX 0.23, 1920.22?20=0.2221=0,24,22 068823=10.40,24=039,2540.=10.39,27 0.28 and 28=0.28' 26,26 13=0.13,14=026,15=0. ~, NOTES- (14-15) 1) 2 -ply truss to be connected together with 10d (0.120"x3") nails as follows; Top chords connected as follows: 2X8 - 2 rows staggered at 0-9-0 ac, 2x4 -1 row at 0-9-0 ec. Bell" chords connected as follows: 2x10 - 2 rows staggered at 0-9-000. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ABLE 7-10; VuIt=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and dghl exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.80 ef (flat roof 'snow); Category 11; 5) Unbalanced now loads have been considered for this design. xp 8; Partially Exp.; C1=1.1 Continued on page 2 -- WARNING - '= r d is teen Mdivideal bWN 9 component, not and properly Incorporate th s desigNnto the overl -1.. -11....ukronal tempwcry and pegnanent 1� FN<INEERIrM PYO A fAneh NOliale NOTES- (14-15) 7ftrussadequate been tl designed lD for greater of in roog Iva load of 20.0 pat or 1.00 times Flat of load of 30.0 psf on overhangs non -concurrent with other live loads. ) provide 8) All plates are 3x4 MT20 unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live loetl Int with any other live loads. 10)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-fi-0 tail by 2-0-0 wide will fit between the bottom chortl and any 9, 2621b uplift at joint 15 and 111111 uplift other members. 11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 158 Ib uplift at joint 1, 30 ib uplift at joint 1 at joint 20. 12) "Semi-dgld pitchbreaks Including heels" Member and fixity model was used In the analysis and design a t s buss. 13) Attic room checked for L1360 deflection. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wintl uplttl reaction to a wind speed ea do Mph, 15) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wintl reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-20=-20, 1-7=-80, 9-18=-80, 7-9=-80, 15-19=20 and READ NOTES ON THIS AND INCLUDED MITEHREFERANCE PAGE M0.i4➢ rev. JWV2a5 BEFORE USE .meciors. Th6 design b based oybri of dezlan rhaters oaramz tars and d is for an Incor idrofe ool this dez en inofheloverall ....... ProPedY P°. _.___-. __ .,e...,,.,,em brook,. mw,.,—.....•-,- - 81 B e.stalitle Road I and BCM Bending Component rrm.n NC27932 Ri -0-11-4 6-11-8 111-4 Scale =1:15.6 6x8 = 4 W 13i Plate Offsets X Y -- 2:0-3-5 Ede _.--- In (roc) /deo L/0 PLATES GRIP LOADING(psf) SPACING- 2-0-0 CS,. DEFL. 0.78 Vert(Ly -0.08 2-0 >934 360 ) MT 197X44 CLL 30.0 TC Plate Grip DOL 1.15 BC 0.50 Verl(C -0.17 2-0 >465 240 T000 (Roof Snow=30.0) LumberDOL 1.15 me TCDL too Rep Stress lncr YES WB 0.00 Vv d((LL) 0.00 4 >999 240 Wel9ht: 211b FT=5% BCLL 0.0 Code IRC2015lfP12014 (Matrix) BCDL 10.0 BRACING- Structural wood sheathing directly applied or 6-0-0 - LUMBER- TOP CHORD -TOP CHORD 20 SP No.2 or 2x4 SPF NO -2 end veliicais. BOT CHORD 2x4 SP N0.2 or 2x4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP N0.2 OTHERS 2x8 SP No.2 REACTIONS, SOG) .6-278/0-5-8 Max 2=74(LC 8) Max Uplift2=-92(LC 8), 6=-500LC 12) Max Grev 2=439(LC 19), 6=310(LC 19) FORCES. (to) _Maximum Compression/Maximum Tension -2=0/17,2-7--370/101,3-7=330/112,4-5=01123,3-5=0/123 TOP CHORD 1-2=0117,2-7--370/101,3-7=330/112,4-5=01123,3-5=01123 BOTCHORD 2-0=-151/320 JOINT STRESS INDEX 2=0.32,3=0.78,4=0.17,5=0.00 and 5=0.00 NOTES- (10-11) exposed C C four members �R 1) and forces & MWFRS or lz ,left (envelope) g ble0end zone and C C Exledo (2)iz zone; Cantilever and right reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 (gat roof snow); Category ll; Exp B; Partially Exp.; Ct=1 A t I t t II ltl/f7 2) TCLL: ASCE 7-10; Pf=30.0 pat 3) Unbalanced snow loads have been considered for this design. or greater of In roof live load of 20.0 pat or i.00 times Flat roof load of 30.0 psf on overhangs tttt}t 4ttt to d 6 <x 4) This truss has been designed -"TC non-mnwmenl with other live loads. This truss, has been designed for a 10.0 psi bottom chord Ilva load nonconcurrenl with any other live loads. in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will 5) - has been designed for a live load of 20.0psf on the bottom Chord 6) This truss Flt between the bottom chord and any other members. 6 parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity 7) Bearing at joints) considers ) of as to beefing1b plate capable of withstanding 92uplift at Joint 2 and 501b uplift at joint of bearing surface.. mechanical Connection (by othersW 8) Provide 6. was usetl In the analysis and design of this tense. to F 9) "Semi-rigid pitchbreaks Including heats" Member end fixity model 0.7 at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction ejfp� 10) Design checked for ASCE 7-10 ultimate wind speed wind speed of a wind speed of 115 mph. 7-10 ultimate wind speed at 130 mph(3seeond gust) meets or Exceeds IRC2012 nominal ffifpp PEf 4ts; %t 1` 11) Design checked for ASCE 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. InTRIHO P1 E" and READ NOTES ON 1X15 AND INCLUDED MITEK FEFERANCEPACEMIId4R rev. 10ro3/T9t8 BEFOREVSE. rsIgnse rn,mst Vdesignentyt abased nNPa.b1f vponmac melarsfiown and oper an lndrddula,theYnOcomponent, he over I AAfiiFt Alliliale designer must verAy the applkablMy of design ParameieDand pronly, incomomtethedesigninto dptheomdb >prevent bucti le atIndiyidual truss ..b .=all memmearseenFwgenAdceral guidancerregardlne henenl brachg 8183ound5ide Road revent corapsewilh possible Persr CI "'rury and properfy^a ., rmena. DS8.89ond0C810alidln9Component Fdenlon. NC 27932 10.2-0 4x6 = 4x6 = 5 E390304 style = 1:17.6 10 9 9 3x4 = 3x4 ( 3x4 3x4 3x4 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in foc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) me - me 999 MT20 1971144 (Roof Snow=30,0) Lumber DOL 1.15 SC 0.04 Verl(CT) nm - n/a 999 TCOL 10.0 Rep Stress lncr YES WB 0.10 Horz(CT) 0.00 8 n/a n/e Weight: 27 lb FT=5% BCLL 0.0 ` Cade IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- BRACING- TOPCHORD 2x4 SP No.2 or 2x4 BPF NO2.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 or 2x4 SPF NBOT CHORD Rigid calling directly applied or 10-0-0 ac bracing. WEBS 2x4 SP ND.3 or 2x4 SPF Stud OTHERS 2x4 SP NO.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=-28/10-2-0, 7=-28/10-2-0, 2=189/10-2-0,6=189/10-2-0,9=307/10-2-0, 10=169/10-2-0, B=169/10-2-0 Max Harz 1=-38(LC 8) Max Uplift 1=-63(LC 39), 7=-52(LC 31), 2=-69(LC 12), 6=-61 (LC 13), 9=-60(LC 9), 10=-0(LC 9) Max Grev 1=39(LC 12), 7=24(LC 13), 2=303(LC 31), 6=303(LC 31), 9=498(LC 30), 10=1940LC 30), 8=194(LC 30) FORCES. (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=-50/87, 2-3--104/33, 5-6=-104/29, 6-7=-12/64, 3-4=-28/36, 4-5=-28/36 BOT CHORD 2-10=-15/33, 9-10=-22/29, 8-9=-22/29, 6-6=-15/31 WEBS 4-9=-448/135, 3-10=-147/48, 5-8=-147/48 JOINT STRESS INDEX 2=0.26,3=0.07,4=0.13,5=0.07,6=0.26,8=0.04,9=0.13 and 10=0.04 NOTES- (13-14) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (name] to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (fiat roof snow); Category II; Exp B; Partially Exp.; C1=1.1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 CO. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 fall by 2-0-0 wide will ft between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 63 lb uplift at joint i, 521b uplift at joint 7, 69 Ib uplift at Joint 2, 61 Ib uplift at joint 6, 60 Ib uplift at Joint 9 and 9 Ib uplift at joint 10. 11) "Semi-rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Sae Standard Industry Piggyback Truss Connection Detail for Connection to base mass as applicable, or consult qualified building designer. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE x 0778 will atate wind uplift reaction o a(wind speedst) meets 90 mph or exceeds IRC2012 nominal wind speed of ContWABlBfL#*@ Pe ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev. 1"3/2616 BEFORE USE. a,.,. 1, hn-d only won Oommefeo shown. end's for on hdlvlded belklh9 component D511-89 and BCSI PNGINEE0.1lNi PY■ww■__ Job Truss Truss Type Gly Ply 00 MMAnenBo EBB83484 ORDER6 EA -11095 PORK 1 1 nhR f ( t 11 WRQ 7,519. JV1202015 MITBN IIMYSInes, InE. MOn OBp 1919:Yy:Ltl LVI. Y98n ID:IVZkzNoxBYVx4lacGzfOHMyBBQP-eKGhOWFvs8lri_shSVJUgPzuoVNEIz2KU6E700KydiYd and READctam NOTES bdesiNTs b AND INCLUDED MITERRmslftawCEPAGE Is Inab iMOLIDinu15 as REUSE IL'�a designer wt design k based pMy V of dawn para shown, and Is for an Individual ills design not designer moilvegfotheapval Ins of design rchord meandproperly Incwpwalenfa designd ptheoverall r prevent backling of lndividualimss web and/wchwd members only. Additional temporary and permanent bracing nMilek A101inls DSII -89 and BCSI Building Component i LOADING (psf) SPACING- 2-00 TCLL 30.0 plate Grip DOL 1.15 (Roof Snow=30.0) I Lumber DOL 1.15 TCDL 10.0 Rep Stress Ina. NO BCLL 0.0 Code IRC2015/rP12014 put na. structural woodappliedctl]- LUMBER - TOP CHORD 2x4 SP No.20 BOT CHORD 2x8 SP 225OF 1.9E WEBS 2x4 SP NI -3 or 2x4 SPF Stud'Except' 5-11,5-10: 2X4 SP N0.2 or 2x4 SPF N0.2 SLIDER Left 2x6 SP No.2 2-2-3, Right 2x8 SP No.2 2-2-3 REACTIONS. (lblslze) 2=8241/0-3-8, 8=824110-3-8 Max Horz 2=-149(1-C 8) Max UPIIft2=-274gLC 10), 8=-274(LC 11) 1.11 — FORCES. (Ib)- Maximum CompresslonlMaxlmum Tension TOP CHORD 1-2=0139, 2-3--74171251, 3-4=7353/277, 4-12=-7085/314, 5-12=-70121330, 5-13=-7012/330, 8-1 3=-7 0 8 5131 6-7=-73531277,7-8=-74171251,8-9-0/39 BOTCHORD 2-11=-171/4908,10-11=70/3552,8-10=-135/4906 WEBS 4-11 =_12/477,6-11=-243/4984,5-10=-244/4984,6-10=-13/477 JOINT STRESS INDEX 2=0,89,2=0.72,3=0.00,4=0.09,5=0.93,0=0.09,7=0.00,8=0.85,8=0.72,10=0.84 and 11 =0.8 NOTES- (11A2) 1) 2 -ply truss to be connected together with t Od (0.120"x3°) nails es follows: Top chords connected as follows: 20 -1 row at 0-9-0 00. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 20 -1 row at 0-9-0 ac. 2) All loads are considered equally applied to all piles, except if noted as front (F) le back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=fi.OpsF; B W L=6.Opsf; h=33fl; Cet 11; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 pat (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times get .of Icatl of 30.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load t onchord in al with any other live toe le 8) Flt between th' This tress e bottom chorbeen d and r a livelead of memberssF on the Bottom chord in all areas where a rectangle 3-8-D tall by 2-0-0 wide will 9) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 274 Ib uplift at joint 2 and 274 Ib uplift at joint e. 10) iSemi-rigid pltchbreeks including heels" Member end fixity model was used in the analysis and design of s truss. Continued on page 2 ("311015 BEFORE ME. ON rl Ian u Pf.i rn e22 NCO AMilet Alllllnle PLATES GRIP in (too) I/de9 IJd MT20 1971144 -0.0710-1) >999 360 >999 240T) "90Vet(cT) T) -0.1210-11 0.02 8 nle nl0 WeighC 2121b FT=5% 240 L) 0.0310-11 >999 BRACING- put na. structural woodappliedctl]- TOPCHORD oc brae g- CHORD Rigid ceiling directly appliedlor I FORCES. (Ib)- Maximum CompresslonlMaxlmum Tension TOP CHORD 1-2=0139, 2-3--74171251, 3-4=7353/277, 4-12=-7085/314, 5-12=-70121330, 5-13=-7012/330, 8-1 3=-7 0 8 5131 6-7=-73531277,7-8=-74171251,8-9-0/39 BOTCHORD 2-11=-171/4908,10-11=70/3552,8-10=-135/4906 WEBS 4-11 =_12/477,6-11=-243/4984,5-10=-244/4984,6-10=-13/477 JOINT STRESS INDEX 2=0,89,2=0.72,3=0.00,4=0.09,5=0.93,0=0.09,7=0.00,8=0.85,8=0.72,10=0.84 and 11 =0.8 NOTES- (11A2) 1) 2 -ply truss to be connected together with t Od (0.120"x3°) nails es follows: Top chords connected as follows: 20 -1 row at 0-9-0 00. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 20 -1 row at 0-9-0 ac. 2) All loads are considered equally applied to all piles, except if noted as front (F) le back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=fi.OpsF; B W L=6.Opsf; h=33fl; Cet 11; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 pat (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times get .of Icatl of 30.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load t onchord in al with any other live toe le 8) Flt between th' This tress e bottom chorbeen d and r a livelead of memberssF on the Bottom chord in all areas where a rectangle 3-8-D tall by 2-0-0 wide will 9) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 274 Ib uplift at joint 2 and 274 Ib uplift at joint e. 10) iSemi-rigid pltchbreeks including heels" Member end fixity model was used in the analysis and design of s truss. Continued on page 2 ("311015 BEFORE ME. ON rl Ian u Pf.i rn e22 NCO AMilet Alllllnle 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds RC2( wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 2-8=-1229(F=-1209), 1-5--80, 5-9=-80 E8993475 I- action to a wind speed of 115 mph+ speed of 100 mph, wind reaction x 0.78 will adjust ON THIS AND INCLUOEC MITER REFERANCE PAGE MIF7473 rev. 10M33Bf5 BEFORE USE, tl9n is based onN Won parameters shown, and Is fol a^hdIAda'II bhkddeilan isehat E W"WrEPI'NG !s' .-_-Allilo and SCSI BeilElne Component I Ftlnnon NC27932d d 6R1 5x6 11 Scale =1:67.7 4x6 = 6x8 = 10x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (Icc) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.10 6-8 >999 360 MT20 197/144 (Roof Snow=30,0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.16 63 >897 240 BCDL 10.0 Rep Stress nor NO WB 0.88 Horz(CT) 0.01 6 n/a n/e BCDL O.0' /iP12014 Code IRC2015(Matrix) Wlnd(LL) 0.05 6-8 >999 240 Weight: 4591b FT=5% BCDL 0.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. TOP CHORD 2x4 SP No.t BOT CHORD 2x8 SP 225OF 1.9E BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. WEBS 2X4 SP No.3 or 20 SPF Stud-Exwpt` 4-8: 2x4 SP No.2 or 20 SPF No.2 WEDGE Left: 2x4 SP or SPF No,3 or Stud, Right: 20 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 2=2826/0-3-B,10=10375/0-3-8.6=817910-3-8 Max Hoa 2=-225(LC 8) Max UpIIR2=-64(LC 11), 10--398(LC 10), 6=-260(1_C 11) Max Grav 2=2830(LC 17), 10=10375(LC 1), 6-8197(LC 16) FORCES. (Ib) -Maximum CompresslonlMaximum Tension TOP CHORD 1-2=0/39, 2-3=-1216/68, 3-14=-1007/95, 4-14=-777/123, 4-15=-5632/288, 5-15=-5863/262, 5-6=-8052/213, 6-7=0/39 BOT CHORD 2-10=-104/869, 10-11=0/1406, 11-12=0/1406, 9-12=0/1406, 9-13=0/1406, 8-13=0/1408, 6-8=-101/4015 WEBS 3-10=-381/199,4-B=-357/8292,5-8=-57/208,4-10=-3913/158 JOINT STRESS INDEX 2=0.56,2=0.00,3=0.43,4=0.75,5=0.28,8=0.83,6=0.00, B=0.66,9=0.32 and 10=0.38 NOTES- (11-12) 1) 3 -ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2X8- 3 rows staggered at 0-4-0 cc. l #1111 Webs connected as follows: cc.ggtqqqtll 2) r p li d to allplies,, except If nnotedotede in the CASES) section, Ply to ply •tl �T f( r� leLOAD avelbereden provi�dapplied A connections only (F) or (e) (unless otherwise d. BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRB `oe`` �� 3) Wind: ASCE 7-10; Vull=130mph (3 -second gust) Vasd=103mph; TCDL=B.Opsf; (envelope); cantilever left and right exposed Lumber DOL=1,60 plate gdp DOL=1.60 •' Q' '^ " 4) TCLL; ASCE 7-10; Pf=30.0 psf (fiat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat mof load of 30.0 psf on overhangs - C non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads, ar - a� `•< ;, 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -BA tall by 2-0-0 wide will Flt between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Is uplift at joint 2, 398 lb uplift at joint 10.J and 260 Ib uplift at joint 6. 10) "Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. y11f I rrI k 14 t t t i1k`t; Continued on page 2 ® WARNING -Vestry designPmamereraandREADNOTES ONTHIS ANDINCLUDEDMITEKREFERANCEPAGEMIIJ433ses1I03/30166EFOREUSE M0eds,,emectors. The design a based only upon parameters shown, and is furan individual bullding component, not rNFFRIN BY Dasign void tot use onlywllh a tis system. estate use. the building designermust verRy the applicability of design parameters and properly incorporate this design into the overall buildinsidesign. Booms indicated is to prevent buckling of individual Mas web and/orchord members only. Additional temporary and pesmanent bracing fo collapse wish possible persorwlirgwy and property tlamage, Forgeneralguldanceregardingihe AMITet. AIGIiaN s aevoys requietl(orzfablllty and prevent fntvlca0on, stomae. delver, erection and craning of tresses and truss systems, sea AN61RFi1 quality. Cstleda, DMB -89 and BC51 Building Component 818 Sounds•de Road NVR. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction xG.78 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IR wind uplift reaction to A wind speed of 90 mph. LOADCASE(S) Standard 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plfl Vert: 2-11--623(F--603),8-i1=-1229(F=-1209),1-4=-80,4-7=-80 E8993476 reaction to 9 wind speed of 115 mph. speed of 100 mph, wind reaction x 0.78 will adjust .--------- deshn is based onN upon parameters shown. and isfwnOn comamte fhIsdeslgn nto the t_veraN I�FnrnM�l;:i A1Wo Verity aeden Parameters "d READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGENIP7buing fO0 rev. HAN2015 BEFORE USE. �1 6.6 // Sx8 = 6x0 = 1. 4.12 It 6x0 = 12x12 9.10 MT18H 11 4.12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loo) I/dell L/d PLATES GRIP MT20 137/130 TCLL 30.0 plate GOPDOL 1.15 TC 0.77 Vert(LL) -0.08 14-15 >999 >999 380 240 MT18H 1971144 (Roof Snow=30,0) Lumber DOL 1.15 BC 0.87 Vert(CT) -0.121415 CIE TCDL 10.0 Rep Stress Iner NO WB 1.00 HOM(CT) 0.02 9 n/a 0.031415 >999 240 Weight: 737 to FT=5% BCLL 0.0' Code IR0015/TP12014 (Mainz) Wind(LL) B DL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or oc Purlins. TOP CHORD 2x4 SP No.2 or 2x4 SPF Not or 10-0-0 oc brecing, Except: BOTCHORD Rigid" ceilingdirectly ing, BOTCHORD 1.5 X 9.25 Master -Plank LVL i.'Except' ing:12applied 8-0-0 oc bracing: 12-13. -0 9-13: 2x10 SP No. WEBS 2x4 SP No.3or2x4 2x4SPF Stud " 4-14.5-13: 2x4 SP No.2 or 2x4 SPFSPF NO No.2 SLIDER Right 20 SP or SPF No.3 or Stud 2-11-0 REACTIONS. (Ib/size) 2=8510/0-3-8,9=7907/0-3-8,13=14713/0-3-B Max Horz 2=A 99(LC B) Max Up1ift2=-266(LC 10), 9--258(LC 11), 13--471(LC 10) Max Gmv 2=9920(LC 29), 9.9247(LC 29), 13.16688(LC 2B) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/B3,2 -16= -10047/262,3 -16= -9762/266.3 -4=-4984/183.4-i7=0/150,5-17=0/161,5-8=-2384/188,8-7=3848/159, 7-18=-9046/256,8-18=-9114/253,8-9=-9348/227,9-10=0/83 BOTCHORD 2-15=-295/8578. 15-19=-295/6578. 14-19=-29516578, 14-20=-139/3186. 13-20=-139/3166, 13-21=-202/189, 12-21--202/189,11-12=-117/8223,9-11=-117/6223 WEBS 3-15=-14315649.3-14--3931/243,4-14=-229/7813.4-13=-58511215,6-12--74/2034.7-12=-4553/255,7-11=A 57/6243, 5-43=-6946/283,5-12=-245/68B7 JOINT STRESS INDEX 2=0.72,3=0.66,4=0.80,5=0.49,6=0.46,7=0.82,8=0.00,9=0.83,9=0,86,9=0.00,11=0.61,12=0.39,13=0.89,14=0.72 and 0.55 NOTES- (14-15) 1) 3 -ply truss to be connected together with i Od (0.120"x3") nails as follows: Tap chords connected as follows; 2x4 - 1 row at 0-9-0 00. Bottom chords Connected as follows; 1.5X9.25 - 4 rows staggered at 0-4-0 Do. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are Considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated, 3) Wind: op)a7-10;lnl-recongus)d=103 iBpf;BCD_B.Opsf; h=330; Cat. II; Exp 8; enclosed; MWFRS (envCantilever left and right dtO plate grip 4) TCLLt ASCE 7-10; Pf=30.0 pat (Flat roof snow); Category 11; Exp 8; Partially Exp.; C1=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 Pat or 1.00 times gat roof load of 30.0 psf on overhangs non -concurrent with other live loads, 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise Indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, -0-0 wide will 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2 Con9R8LV"do pottom chord and any other members, with BCDL - 10.Opsf. �WARNINe -VeNry tlealOn panmema and READ NOTESON THIS AND INCLUDED MITEK flEFERANCEPAOE MII.14I3 rev. 10/03/2018BEFORE USE. D Ign'Valid fo8efae psYe, Poe balHngtl signer mustveeBy ihd appllab Nof desal9 Pwameters and ProPeAYM P--I-tM1sddealgnnt. het overall _ _..-..._ __ �...,...e,.,twa colo.Add&cd temporary and permanent bracing and BCBI of 2< T TFNI NF�Co A Milek At011ele 818 Soundeld. Road Job Truss Truss Type Qty P"s aMiaAnanuc E8993477 aROERa EA-0ID90 HIPS i Before— a tlo el NVR, (.930 a iui292uihmiiexinays0Ias, nc. Moa Jepi4i4n2:u42Vla Pna2 ID:189gVeCkgKck$Ig3JImJ8YzsZ2f-DjpQAX90NfQfGx2iiJ)pHRgM37t_HLkRpPNZAydi W9 NOTES- (14-15) 11) Bearing atjolnt(s) 13 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacityof beadng surface. 12) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 266 Ib uplift at joint 2, 258 ib uplift at joint 9 and 471 It, uplift at joint 13. 13) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reac8on to a wind speed of 115 mph. 15) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-80,4-6=-B0,6-10=-80, 2-19=-1229(F=-1209), 1941=-623(1`=-603),9-21=-1229(F=-1209) 4x8 = e 4x4 = Plate Offsets XY -- 2:03-5 Ede _ in (Ioc) Ildeil L/tl pLA7ES GRIP LOADING (Psi) SPACING- 2-0-0 CSI. DEFL. MT20 197/1 TCLL 30.0 Plate Gdp DOL 1.15 TC 0.49 Vert(CT) -0.28 25 >320 240 (Roof Snow=30.0) LumberDOL 1.15 BC 0.86 Hoa(CT) 0.01 7 n/a n/e Weight: 311h FT=5% TCDL 10.9 Re Stress lncr YES VVB 0.18 p Malnx) VNnd(LL) 0.00 5 >999 240 BCLL 9.0 � Cotle IRC2015lfP12014 ( BCDL 19.0 BRACINO- Simcturei wood sheathing directly appiled or 6-0-0 oc purlins, except LUMBER- TOP CHORD TOP CHORD 20 SP N0.2 or 20 SPF No.2 end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2D BOT CHORD WEBS 214 SP No.3 or 2x4SPF Stud OTHERS 2x6 SP No.2 REACTIONS. fligisize), 7-33610-5-6 Me, 2=85(LC B) Max UPIIft2=-98(LC 8), 7=-61 (LC 12) Max Greg 2=493(LC 19), 7=380(LC 19) FORCES. (lb) -Maximum CompnesslonlMaxlmum Tension 1-2=0/t7, 2-8=-746/264, 3-8=-888/271, 3-4=-139119, 5-6=-6112 7 9, 4-8=-811279 TOP CHORD BOT CHORD 25=-3291683 WEBS M=-624/314 JOINT STRESS INDEX 2=0.43,3=0.23,4=0.36,5=0.31,6=0.00 and8=0.00 NOTES- (10-11) h=33ft; Cat, It, Exp enclosed; MWFRS 1)Wnd: ASCE -1OendVolt= left Cand right exposed C -C four members and force&MWF R$ or (envelope) gable zoneandhGCExledor(2)e nest cantilever plate It DOL=1.60 reactions shown; Lumber DOL=1.60 Exp.; Ct=1.t 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially for this design. `yI%Jks tIiMW/pl`Ip GILP�tayrrp 3) Unbalanced snow loads have been considered for of min roof live load of 20.0 per or 1.00 limes flat roof toad of 30.0 Pat on overhangs ,�� 4) This truss has been designed greater live non-concerrent with other live loads. bottom Chord live load nonconcument with any other live loads. 10.0 3-6-0 tall by 2-0-0 wide will - ✓ 5) This truss has been designed fora PC `This miss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle e - 4 6) fit between the bottom chord and any other members. 7) Bearing et joinl(s) 7 consitlere parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity 98 Ib uplift al join/ 2 and 61 Ih uplift at joint +' ' q of bearing surface. mass to beating plate Capable of withstanding ✓ 4 8) Provide mechanical Connection (by others) of Including heels" Member end fixity model was used in the analysts and design of this truss. "7.Semi-ngid wind reaction x 0.78 will adjust wind uplift reaction to e: - orf/r 9) piichbreaks 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-6econd gust), nominal wind speedo r 6f/I a wind speed of 115 mph. or exceeds IRC2012 C ultimate o dA �!€it heckewind forA ewindsp ed of 90 mph 0.7-10 i t) 0 11(adjust wlindsupiifl reectlon 1DOOImphgi ENFINITIVRS nY and READ NOTES ON THIS AND INCLUDED MITEN ten shown, On Indiev.1BN3uldrng2015 BEFORE �_w�nO ,,act..rh6 design is based IN upon pommeters ihown,and is foralt bb design info thetovefoll I i■y[W�gMitFYglliliale tl"'her must vedfy the opPNoablitY of design Parameters and prapedyincarcerateand rmanenf bracing invent colbpsel�wgith possible parsons/ inlmY and Pr°?ei1Y damage. -dread,choomForgenerallluidan eregardin9 the 018 SouMske Road _% axed°. 058.89 and BCBI Betiding Component Edenton, NO 27932 8x8 = 4x4 = 7 33 6 34 g 0x8 = 6.0012 5x8 5x6 10 6 � 711 5 24 23 25 30 3x4 I 4x4 4x4 I 6x8 8x0 9 5x8 Q 12 31 ® u as 8x12 % 22 21 20 5x12 = 8x8 = 0x10 4.6 11 5x6 II 32 5x7 13 14 - i 19 16 17 Is 8x10 = 8a= 38\\ BxB = scale =1:68.4 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.52 18-20 >599 360 MT20 137/130 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.8818-20 >468 240 TCDL 10.0 Rep Stress Ina YES WB 0.78 HOrz(CT) 0.05 14 n/a Na 240 We ighC 4171b FT=5% BCLL 0.0' Code IRC2015lf(Matrix) P12014 Wind(LL) 0.1820-22 >999 BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied ora -4-9 oc purlins. TOP CHORD 2x8 SP No.2'Except' BOT CHORD Rigid calling directly applied art -2-0 oc bracing. 7-9: 2x6 SP No.2 BOT CHORD 1.5 X 9.25 Master -Plank LVL 1.'Except' WEBS 1 Raw at midpt 23-24,23-25 1-21:2x10 SP No.1 D, 20-22: 2x8 SP No.2 JOINTS 1 Brace at AAs): 23, 24, 25 This truss requires bath edges of the bottom chord be sheathed In the WEBS 20 SP No.3 or 2x4 SPF Stud'Except' e-10,11-17,5-20,4-22: 2x4 SP No.2 or 2x4 SPF No.2 room area, SLIDER Right 2x6 SP NO.22-6-0 REACTIONS. (Ib/size) 1=1678/0-3-8,14=1706/0-3-B,18=15210-3-8 Max Hoa 1=-220(LC 8) Max Uplift 1=-171(LC 12), 14=-120(LC 12), 16=-195(LC 34) Max Gmv 1=2310(LC 40), 14=2129(LC 32), 18=669(LC 30) FORCES. (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1 -2= -3396/322,2 -28= -3116/265,3 -28= -3029/274,3 -4=-2987/278,4-29=-3122/342,29-30=-2986/349,5-30=-2979/368, 5 -6= -2865/431,6 -7= -1201/182,9 -10= -1127/233,10 -11=-2359/398,11-12=-3040/410,12-31=-2598/369,31-32=-2709/352 ,13 -32= -2833/345,13 -14= -2930/338,14 -15= -0/0,7-33=-1636/285,8-33--1830/285,8-34--870/260,9-34=976/260 BOT CHORD 1-22=-281/3029, 21-22=-153/2574, 20-21=-153/2574, 19-20=-151/2548, 18-19=-151/2548, 17-18=-151/2548, 18-17--202/2403,14-16=-192/2219 WEBS 6-24=-2247/286, 23 -24= -2237/286,23 -25= -23151285,10 -25=-2660/341,1&17=-471/541,12-16=-781/211,8-23=-249/100 ,7 -24=0/124,9 -25= -51/423,7 -23= -191/719,8-25=-631/187,6-26=74/619,10-27=-68/30,17-27=-123/925, 11 -27= -124/943,20-26=0/1001,5-26=01653,4-22=-368/118,2-22=-646/164 JOINT STRESS INDEXp 1=0.39,2=0.17,3=0.26,4=0.17,5=0.00,6=0.70,7=0.33,8=0.39,9=0.25,10=0.62,11=0.00,12=0.35,13=0.00,14=0.81,14=0.91,14=\1,1tl� N2Px(t�= 023,19=0.61,20=0,28,20=0.95,21=0.99,21=0.86,22=0.76,23=0.53,24=0.26,25=0.39,26=0.20 and 27=0.44 tt`x�. GfL&It'//, NOTES- (13-14) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and Night exposed ;C -C for members and fomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (eat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20,0 psf or 1.00 times gat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This Was has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads, 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on members), 69, 10-11, 6-24, 23-24, 23-25, 10-26 ST49M 6AQfgdil'4load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 20-22, 18-20, 17-18 REFERANCE pAGE MII.7473 rev. 1Ma3/2015 BEFORE WE. dors shown, and is for an Individual building component and KSI Building Component TnNREW"Y 018 Soundsitle Road Edenton. NO 27932 Job Truss Truss Type Qty Ply 00_Mid Allanlb ECB834s0 ORDERS EA -11122 HIPS 1 i Inh NVR - r.0a09Jul 28 Vm G_:20:112010 Paget ID:Iv2zNox81Vx4lacOzfGHMy88QP-DaEG17y2R3FGNOmousCn62tk72ug7kcQ?KaX ydiKc NOTES- (13-14) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 Ib uplift at joint 1, 1201b uplift at joint 14 and 195 lb uplift at joint 18. 11) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 12) Attic room checked for L/380 deflection. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. Bxe = 4x4 = 9 8x8 = / 33 6 34 -- 8.00 12 5x0 G 5x6 0 e 5 24 -- 23 25 6xB 3x4 II 4x4 I 4x4 14 30 3x6 I 8x8 5xB O 13 91 6x8 i 2B S 4 3x8 C 3 32 2 28 14 K-- ---- ------------- — ' 15� 10 6x8 = gt 9Z pg i7 0%12 // 22 4.5 h 21 20 / 16 3x6 \\ 3 _ 5x0 = 0x12 = 12x12 = / 3x5 = fixe = MEMBER TO BE REMOVED AFTER TRUSS INSTALLATION 6 11 0 12 B-8&1 - 19 -0 S -B- 0 30- -0 3 _ B 44 6 5-10.2 5-96 1 &1 - -P ate Offsets (XY)- 7:0-5-12 plate 0-4-0 9:0-4-0,0-2-13 26:0-0-00-4-0 DEFL. in (loc) Well L/d PLATES GRIP LOADING (psf) SPACING- 1-0-0 CSI. Vertft-Q -0.30 20-22 >762 360 MT20 137/130 TCLL 30.0 plate Grtp DOL 1.15 TC 0.35 0.46 Vert(CT) -0.42 20-22 > 40 (Roof Snow=30.0) Lumber DOL 1.15 BC Horz(CT) W We 0.38 14 We n/a TCDL 140 Rep Stress Incr NO IncrTPI2014 WB 0.22 Wind(LLI 0.1120-22 >999 240 Weight: 7971b FT=5% BCLL 0.0 Code IRss (Matrix) BCDL 0.0 LUMBER- TOPGRA TOP CHORD Structural wood sheathing directly applied oc purlins. CHORD 2x8 SP No.2 `Except` ra ing. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. 7-9: 2x6 SP N0.2 BOT CHORD 1.5 X 9.25 Master -Plank LVL i. JOINTS 1 Brace at 23 24 25 This truss requires bath edges of the bottom chord be sheathed In the WEBS 2x4 SP N0.3 or 2x4 SPF Stud 'Except' 20 SPF No.2, 2042: 2x6 SP No.2 room area. 6-10,5-20,4-22: 2x4 SP No.2 or REACTIONS. (Ib/size) 1=56010-3-8,14=51310-3-B, 18=540/0-3-8, 19=525/0-3-8 Max Harz 1=-137(LC 8) Max UPIIfti=-69(LC 12), 14=-122(LC 13), 19=-39(LC 9) Max Gmv 1-707(LC 38), 14-656(LC 32), 18=67B(LC 38), 19=805(LC 40) FORCES. (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=-621/138, 2-28--3471138, 3-28=-293/143, 3-4=-2661147, 4-29=-127/192, 29-30-121M93,5-30. -108/2B0, 5-6=-493/220,6-7=-855/126,9-10=-837/128, 10-11=-202/180,11-12=-120/193,12-13=-140/182,13-31=-808/182, 31 -32= -918/169,14 -32= -1037/16514.15=0/0,7 -33=-1173/186,8-33=-1169/185,8-34=-735/120,9-34=-738/120 BOT CHORD l -22= -104/581,21 -22= -2118,20_2i= -2/i8 , 19-20=010,17-i8=@0 16-17=44/448, 14-16=-82/736 WEBS 6 24=4 24, 9 25=27/193,47723= 109/450 88 25? 4750/104 6 26? 50/357710 27=i-86/22, 1 728. 92 701 56 5 /5 3? l i 273/505/36, 20-26=-789/124,5-26=-9991140,4-22-01359,2-22=-681/123 JOINT STRESS INDEX., 10 = 0.39, 11 = 000 12 = 0,05, 13 = 0.36, 14 = 0.17, 16 = 0.22, 17 = 1=0.07,2=0.17,3=0.28,4=0.17,5=0.00,6=0.39,7=0.30,8=0.39, g = 0 12 0, 00, 0.22, 20 = 0,98, 20 = 0.00, 21 = 0.48, 21 = 0.37, 22 = 0.37, 23 = 0.39, 24 = 0.26, 25 = 0.39, 26 = 0.14 and 27 = 0.44 1` NOTES- (15-16) 1) 2 -ply truss to be connected together with 1 Od (0.120'x3') nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0--0 oc, 2x6 - 2 rows staggered al 0-9-0 oc. 9 Bottom chords connected as follows: 1.5x9.25 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 20 -1 raw at 0-9-0 oc, 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (13), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf BCDL=6.Opsf; h=33H; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exte0or(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions Shown; Lumber DOL=1.60 plate grip DOL -1.60 4) TOLL: ASCE 7A 0; Pf=340 psf (flat roof snow); Category 11; Exp B; Partially Exp.; C1=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. R1 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o . v �� e t'l'6`• 6/f VEi i If),i=.a2 trG115404°. Job Truss Truss Type Qty ply 00-Kd Atlantic E8993497 ORDERS EA -11123 HIPS i 2 b e era mPfi.Bafl. NVR, tD:IVZI No%BYVx4iacaz(OHMy88QP-egw009Twk drERkLTOPVPEgVvbKBvidCBIOE BsydlKI NOTES- (15-16) 9) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Ceiling dead load (5.0 pst) on member(s). 5-6, 8-24, 23-24, 23-25, 10-25 11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 20-22 12) Provide mechanical connection (by others) of truss to heading plate capable of withstanding 69 lb uplift at joint 1, 12216 uplift at joint 14 and 39 to uplift atjoint 19. 13) "Semi-rigid pltchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 14) Attic room checked far 4360 deflection. 15) Design chocked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 16) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-19=-10, 1-5=-40, 5-6=-45, 6-7=-40, 9-15=-40, 6-10=-5, 7-9=40,14-18=40 WARNING. Verity design panmehls and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ml47473 fee 1MY2015 BEFORE aa E. lit'" sign valid torose Dory with MBeW correctors. This desyn u based only Upon parameters shown, and is for on individual building component, not ��■-o mss system. set. use, the building deslgnermast verify the appitcablON of design parameters ardi property Incorporate this design Into the overalt Y Bdk�adedon. Bracing irWkated is to prevent buckling af'rMMdualfmss web and/ar chard members oMy. Addltionol temporary and permonent bracing AMITeY. Alllilnle see ANSVIPII Qva1Hy C16eda, OSS -09 and BC51 Job Tmaa Truss Type Oly Piy 00 MWAIEnlic BOT CHORD 04 = WEBS 2x4 SP No.3 or 2x4 SPF Stud 'Excel EBB83488 ORDERS EA -11124 HIPS 1 1 34 8 35 8.00 12 5.6 G ob efe ante a tlo I NVn, a.,..... ,,... .........,.. ._.............. ...o-. ID:IVZk NoxBVVx4lacOzfOHMy880P-aV19pg0AGbuZflukaRRNU8oS8u0VPUUmIJ5FlydIKI 8.10-10 12-&8 18-5-8 21-8-9 26-7-8 3010 36 2-0 39-2.0 42-60 4 N 4 5-2-3 3-8-] 3-8-15 3-9-0 5.1-0 5-1-0 3-8-0 5-9-8 3-0.0 2.101 0-11- Scale =1:82.5 8x12 % 23 22 21 20 19 18 4.8 11 4x8 II 17 6.8 —16 5x8 = 8x8 = 64 = 6x8 = 64 = 8x12 = ]-0-fi I 32 12-8-8 2fi-18-4 28-�-2 5-10-0 -0-8 36-20 30-4-8 -0 42-0-0 - b 5-8-2 - 5-9-8 Plat OH is (Xyl-� ITO-5-12 0-4-01 19;0-4-0 0-2-131 1180-0-4 0-3-01 12_80_-0-0 0-4-01 _ LOADING (psf) SPACING. 1-7-3CSI. DEFL. In (loo) I/def] L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.33 19-21 >925 360 MT20 137/730 (Raaf Snaw=30.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.44 19-21 >705 240 TCDL 10.0 Rep Stress MOT VES WB 0.75 HOrz(CT) 0.04 15 We We BBCLL 0.0 ` Code IRC20151TP12014 (Mattlz) Wnd(LL) 0.1419-21 >999 240 Weight: 4161b FT= 5% LUMBER. 8xB = TOP CHORD 2x8 SP No,2 -Except- Except"7-9:2x6 BOT CHORD 7-9:2x6SP No.2 BOT CHORD 04 = WEBS 2x4 SP No.3 or 2x4 SPF Stud 'Excel 6-10,11-18,5-21,12-17: 2x4 SP No.2 or 2x4 SPF No.2 9 BxB 7 34 8 35 8.00 12 5.6 G 5x6 J 6 10 25 24 28 4x0 31 3.4 II 4x4 11 4x4 11 4 5.6 1, Bxe 3x6 II / 30 32 8x8 3x8 \\ 1� 13 3x8 i 2 3 33 29 14 15 8x12 % 23 22 21 20 19 18 4.8 11 4x8 II 17 6.8 —16 5x8 = 8x8 = 64 = 6x8 = 64 = 8x12 = ]-0-fi I 32 12-8-8 2fi-18-4 28-�-2 5-10-0 -0-8 36-20 30-4-8 -0 42-0-0 - b 5-8-2 - 5-9-8 Plat OH is (Xyl-� ITO-5-12 0-4-01 19;0-4-0 0-2-131 1180-0-4 0-3-01 12_80_-0-0 0-4-01 _ LOADING (psf) SPACING. 1-7-3CSI. DEFL. In (loo) I/def] L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.33 19-21 >925 360 MT20 137/730 (Raaf Snaw=30.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.44 19-21 >705 240 TCDL 10.0 Rep Stress MOT VES WB 0.75 HOrz(CT) 0.04 15 We We BBCLL 0.0 ` Code IRC20151TP12014 (Mattlz) Wnd(LL) 0.1419-21 >999 240 Weight: 4161b FT= 5% LUMBER. TOP CHORD 2x8 SP No,2 -Except- Except"7-9:2x6 BOT CHORD 7-9:2x6SP No.2 BOT CHORD L5 X 9.25 Master -Plank LVL 1. WEBS 2x4 SP No.3 or 2x4 SPF Stud 'Excel 6-10,11-18,5-21,12-17: 2x4 SP No.2 or 2x4 SPF No.2 17-18: 2x6 SP No.2 REACTIONS. (Ib/size) 1=1830/0-3-8, 15=164910-3-8, 19=303/0-3-8 Max Harz 1=-220(1-C 10) Max Uplift 1--154(LC 12), 15=-80(LC 12), 19=-51(LC 8) Max Gray 1=2009(LC 32), 15=2032(LC 32), 19-1041 (LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc pudins, BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 1Row at midpt 11-18 JOINTS i State at Jt(s): 24, 25, 26 This truss requires both edges of the bottom chord be sheathed In the room area. FORCES. (Ib)-Maxlmum Compression/Maximum Tension TOP CHORD 1 -29= -3380/357,2 -29= -3247/369,2.3= -31641371,3-30=-3104/379,4-30=-2978/389,4-31=-2699/345, 5-31=-2539/356, 5A= -21971363,6 -7= -1259/204,9 -10= -1164/188,10 -11=2111/387,11-32=-2473/335,12-32=-25851296,12-13=-2455122E ,13-33=-2499/222,14-33=-25501213,14-16=-2568/235,15-16=-0/0, 7-34=-1690/284,8-34=-16841284,8-36=-913/194, 9-35=-920/194 BOTCHORD 1-23--311/2870, 22-23=210/2590, 21-22=-21012590, 20-21=-124/2096, 19-20=-124/2096, 18-19=-124/2096, 17-18=-121/2098,15-17=-146/1903 WEBS 635=A621/222,24 -25= -1613/222,24 -26=.1703/197,10 -26=-2015/261,4-21=-890/218,4-23=-95/472,2-23=-343/130, 6 -24= -238/104,7 -25=0/99,9 -26= -05/408,7 -24= -201/692,6 -26=-842/161,6-27=-341264,10-28=-60/141,18-28=-241/693, 11 -28= -3401702,21 -27=-45/1065,5-27=.19/847,12-17=-453/110,14-17=-143/371 JOINT STRESS INDEX 7=0.38,2=0.17,3=0.16,4=0.36,5=0.00,6=0.46,7=0.32,8=0.39,9=0.26,10=0.49, 11 -0.00,12=0.17, 13=0.16, 14=0.17, 15=0.42, 0.91,18=0.91,20=0.80,21=0.40,22=0.72,23=0.29,24=0.51,25=026,26=0.39,27=0.44 and 28=0.16 NOTES- (13-14) 1) Wnd: ASCE 7-10; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf,, BCDL=6.Opsf, h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exlerior(2) zone; cantilever left and light exposed ;C -C for members and fomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.00 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 5-6, 10-11, 11-12, 8-25, 24-25, 24-26, 10-26 (%rlia8g gprQ),vq load (40,0 lost) and additional bottom chord dead load (0.0 psf) applied only to room. 19-21, 18-19, 17-18 ;' CC 'f`J{t`�° 6aBtree94aN14�h��`� Job Truss Truss Type Qty Ply 00 V%Vdlenlic EB8834HB ORDERS EA 11124 HIPS 1 1 Job e ante fpshmsill 14 ' '1 15 P 2 NVR, 7.830 a Jn1282015 ogres Industries, Inc. Mon Sep 14 .24. 620 age ID:IVZkzNO%BYVx41acQzfOHMy88QP-aYt 9pg0AGbuZTlukaRRNUfloS8uQVPUUmIj5PIydIKj NOTES- (13-14) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 to uplift at joint 1, 80 Ib uplift at joint 15 and 51 Ib uplift at joint 19. 11) "Semi-rigid pitchbreaks Including heals" Member and fixity model was used In the analysis and design of this truss. 12) Attic room checked for 1/380 deflection. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ®WARNING. Mindy design panmehis and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIIJ472 rev, IM32016 BEFORE USE.IINCO Design valid forvse only with MTekre connecbrs. chis design Is based only upon parametersshown, and Is Foran Individual bantling component, not a truss system. Before use, the bulid'mg designer must verity the appllcabtity of design parameters and properly incorporate the design into the overall buildingdesign. Bracing lndkated is to prevent buckling of&Mlvlduei truss web and/crohord members only. ACdiffored eum o,cndrennoneitbne ing AtrBaMAlllsale Cd1e4a, s e — 4x4 = 7 35 8 3e 8.00 12 5x8 6 5 26 25 32 3.4 II 4x4 II 8.8 i ass II 6x6 i 31 4 3x8 3 R 22 6.12 , 24 23 6x12 =5x6 II 6x10 It 8x12 = 5.6 II 0 Sao = 6X8 10 g11 27 4.4 II 5X8 4.6 12 33 6x6 13 30// 6.7 1434 5 21 20 19 18 6X8 = sea = SX8 =5X6 = LOADING (par) SPACING- 1-7-3 CSI. DEFL. In (loo) i/deb Ud PLATES GRIP MT20 137/130 TCLL 30.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.48 21-23 >633 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.52 Ver(CT) -0.61 21-23 >501 240 TCDL 10.0 Rep Stress Ina YES WB 0.74 Horz(CT) 0.05 16 01623-24 n/a >999 n/a 240 WeIghC 4211b FT=5% BCLL 0.0' Code IRC2015/fP12014 (Matrix) Wmd(LL) LUMBER - TOP CHORD 2x8 SP No.2 -Except' 7-9: 2x6 SP No.2 BOT CHORD 1.5 X 9.25 Master -Plank LVL 1.'Except' 16-19: 2x10 SP No.2, 23-24: 2x8 SP NO.2 WEBS 20 SP No.3 or 2x4 SPF Stud *Except' 6-10,11-20,5-23,4-24: 2x4 SP No.2 or 2X4 SPF No.2 SLIDER Right 20 SP No.22-8-0 REACTIONS. (Ib/size) 1=1657/0-3-8,16=1677/0-3-8,21=177/0-3-8 Max Harz 1=-220(LC 8) Max Uplift l=-167(LC 12), 16=-116(LC 12), 21=-172(LC 34) Max Gray 1=2292(LC 40), 16=2094(LC 32), 21=887(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-9-4 Oc binding: 23-24. WEBS 1 Row at midpl 25-26, 25-27, 11-20 JOINTS 1 Brace at Jbs): 25, 26, 27 This truss requires both edges of the bottom chord be sheathed in the room area. FORCES. (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=-3207/297, 2-30=-3005/250, 3-30=2947/256, 3-4=-2891/264, 4-31=-3041/331,3i-32=-29061338,5-32=-2888/356, 5 -6= -2764/418,8 -7= -1210/183,9 -10= -1143/228,10 -11=-2301/389,11-12=-2983/391,12-33=-2568/376,13-33=-2623/365 ,13 -14= -2899/364,1434= -2775/355,15 -34= -2798/348,15 -16=-2900/347,16-17=-0/0,7-35=-1851/280,8-35=-1844/281, 8-38=-892/253,9-36=-899/253 BOT CHORD 1-24=-282/2795, 23-24=-154/2498, 22-23152/2474, 21-22=-152/2474, 20-21=-152/2474, 19-20--182/2370, 18-19=-182/2370,16-18=-214/2175 WEBS 6 -26= -2155/277,25 -26= -2145/277,25 -27= -2218/277,10 -27=-2551/333,12-20=-515/456,12-18=-743/202,14-18=-18/157 8-25=-251/99, 7-26=0/120,9-27=-50/415, 7-25=-190/723,8-27=-822/167,6-28=-69/577, 10-29=-66/30, 20-29=-110/902, 11-29=-109/915, 23-28=0/971,5-28=0/653,4-24=-428/125,2-24=-361/149 JOINT STRESS INDEX 0.00, 18 = 0.29,119 = 71620 = 0,60, 22 =0 89100, 623 = 0,28, 23 0.33, 0.89, 23 39, 0.8924 =10.69, 25 =10,53, 26 = 0.26, 27 ='0.39, 28 =10.20 and 29 = 0.44 NOTES- (13-14) i) (envelope)gableOend lz zone and C(CsExe norr((2)lz nes cantilever left end Tight xposetl C -C for membersCat and forces&MWFRS or 9 reactions shown; Lumber DOL -1,60 plate grip OOL=1.80 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Chat .1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30,0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Flt between the bottom chord and any other members. (%Ii@iI @RPA"o (5.0 psf) on member(s). 5-6, 10-11, 6-26, 25-26, 25-27, 10-27 -- �FNfiINF�O design penmelers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1MV2015 BEFORE USE. only wsh MTek® connectors. Thh design's bazetl only upon parameters shown. and 6 for an mdlvldet bulk d. component, not e use. the bulldir,g designer most verity the appllcabilN of design parameters and groped eMAerporO�e ihk design�to reemeaneni�bmcin9 AMiTet AlNllale NOTES- (13-14) 9) Bottom Chord liva load (40.0 psi and additional bottom chord dead load (0.0 psf) applied only to mom. 23-24, 21-23, 20- 21 10) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 1, 116 lb uplift at joint 16 and 172 Ib uplift aljoint 21. 11) "Semi-rigid pitchbreaks Including heals"Member end fixity model was used In the analysis and design of this truss. 12) Attic room checked for L1360 deflection. 13) Design checked far ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind macron x 0.76 will adjust wind uplift reaction to a wind speed ea 1 io mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.76 will adjust Wild uplift reaction to a wind speed of 90 mph. IIIIIIIIIIII Deelan valid forvse Dory wdh MgeWAcore,m,,,k design bbazad NY upon patamet.n,hown, and a faranindNlduolbullding component,not I FNfi�NeE0.1M3 Cr d& WARNING. Viday design Panmeh a and READ NOTES ON THIS AND INCLOOEO MITEK REFERANCE PAGE MI47473 rev, IM312015 BEFORE DISE. C �onllcoMIN of dale, parameters end propady,ncwpdidia IN, davgn Ind fli over' ll Pbrocina �et nlfilaN� Cltleda, LOADING (psf) SPACING- 1-0-0TB DEFL. In (100) /deft Ld PLATES GRIP TCLL 30.0 plate Grip DOL 1.15.33 Vert(LL) -0.29 21-23 1785 380 MT20 137/130 (Roof Snow=30.0) Lurcher OOL 1.15.45 Vert(CT) -0.40 21-23 1559 240 TCDL 10.0 Rep Stress Incr NO.22 Horz(CT) 0.3015 n/a We BCLL 0.0 ' Code IRC2015/TPI2014 Wind(LL) 0.11 21-23 >999 240 Weight: 803 Ib FT = 5% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied oc pudins. TOP CHORD 2x8 SP No.2 *Except* BOT Rigid calling (badly applied or 10-0.0 oc bracing. cing.ing. 7-9: 2x6 SP N0.2 JOINTS 1 Brace es 25, 26 BOT CHORD 1.5 X 9.25 Master -Plank LVL i. This trusss requires both edges of the bottom chord he sheathed In the WEBS 2x4 SP NOS or 2x4 SPF Stud 'Except roam area - REACTIONS. 2x4 SP NO2 or 2x4 SPF NO2, 21-23: 2x6 SP No.2 REACTIONS. (Ib/size) 1=554/0-3-8, 15=514/0-3-8, 19=540/0-3-8, 20=516/0-3-8 Max Hoa 1=-137(LC 8) Max Uplift i=-68(LC 12), 16=-122(LC 13), 20=-39(LC 9) Max Grev 1=706(LC 38), 15=656(LC 32), 19=678(LC 38), 20-793(LC 40) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-585/135,2-29m-3361137 3-29=.299/141, 3-4=255/147, 4-30=-1281192, 30-31--123/193, 5-31=-110/274, 5-6=482/218, 6-7=-858/125, 9-10=-839/126, 10-11=-205/182, 11-12=-1301163,12-32=-774/194,13-32=-8371187. 13 -14= -890/187,14 -33= -940/178,15-33=-1014/172,15-16=0/0,724=-1176/184,8-34=-1172/1 B4, 8-35=-737/118, 9-35=441/118 BOT CHORD i-23=401/549, 22-23=-2/18, 21-22=-2/18, 20-21-010,18-19-0/0 17-18=-01/438,15-i7--1011725 WEBS 8-24=-i 53 59,7-25= 4124, 9 26= 27/193,759. 163/1173, 1 7-24--1091449, 8-26a475/103, 6 2821-485348, 10-28=/8432241&28=3584/49, 11-28=-534/33, 21-27=-775/124, 547=-978/141, 4-23=0/338,2-23=-843/119 JOINT STRESS INDEX 1=0.13,2=0.17,3=0.15,4=0.17,5=0.00,6=0.39,7=0,30,8=0.39,9=0.12,10=0,39,11=0.00,12=0.36,13=0.05,14=0,17,15=0.09,17=0.29,18=0.23, _ 0.22,20=0.22,21=0.96,21=0.24,22=0.90,22=0.37,23=0.36,24=0.39,25=0.26,26=0.39,27=0.44 and 28 0.44k kI H!Fl//Try/ w �N Gtf / NOTES- (15-16) 1) 2 -ply truss to be connected together with I Od (0.120"x3') nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 Be. 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1.5x9.26 - 2 rows staggered at 0-9-0 Do. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 00, 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(B) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) enclosed; MWFRS (Wad; ASCE 7 -;envelope) g ble end Iz ne and C C Extedo (2)�130mph (3 -second lz nes cant) ever leftCand right exposed sed ;C C or members and forcet 11; Exto s& MIWFRS or reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. (wimm&§ APT -n designed or a 10.0 psf bottom chord live load nonconcurrenlwith any other live loads. WARNING -Vedly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev. 1W 30015 BEFORE USE. Dezign vOild lar�s'e oMy w,h bWltll�rwd signer must veNy 4,e app�IkablAtypof da ign paamLand properly nicaplorate ihh design n� the Coverall .. ... m >um _ .. � <elAlllonal temoolary and permanent bracing D5B.89and BC51 Betiding Component F wl.rep'. PY O NMi 4t. Alfilek 6x6 = 4x4 = S 6x8 = ] 34 6 36 5x6 '00"' co 1z o 6 11 5 25 24 26 3x4 II 4x4 11 4.4 It 4x8 31 6x8 // 5x6 12 32 6x8 6x8 i 3x6 11 SO 13 3,6 4 14 3X8 � 3 33 2 29 15 {fp i ______ ----------- - 17 8x6= 6.12 /i 23 22 21 20 / iB 19 5x6 = 6x8x8 8 = = — 34— = 5x6 = 3x6 6x12 4x6 II 40 II / MEMBER TO BE REMOVED AFTER TRUSS INSTALLATION LOADING (psf) SPACING- 1-0-0TB DEFL. In (100) /deft Ld PLATES GRIP TCLL 30.0 plate Grip DOL 1.15.33 Vert(LL) -0.29 21-23 1785 380 MT20 137/130 (Roof Snow=30.0) Lurcher OOL 1.15.45 Vert(CT) -0.40 21-23 1559 240 TCDL 10.0 Rep Stress Incr NO.22 Horz(CT) 0.3015 n/a We BCLL 0.0 ' Code IRC2015/TPI2014 Wind(LL) 0.11 21-23 >999 240 Weight: 803 Ib FT = 5% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied oc pudins. TOP CHORD 2x8 SP No.2 *Except* BOT Rigid calling (badly applied or 10-0.0 oc bracing. cing.ing. 7-9: 2x6 SP N0.2 JOINTS 1 Brace es 25, 26 BOT CHORD 1.5 X 9.25 Master -Plank LVL i. This trusss requires both edges of the bottom chord he sheathed In the WEBS 2x4 SP NOS or 2x4 SPF Stud 'Except roam area - REACTIONS. 2x4 SP NO2 or 2x4 SPF NO2, 21-23: 2x6 SP No.2 REACTIONS. (Ib/size) 1=554/0-3-8, 15=514/0-3-8, 19=540/0-3-8, 20=516/0-3-8 Max Hoa 1=-137(LC 8) Max Uplift i=-68(LC 12), 16=-122(LC 13), 20=-39(LC 9) Max Grev 1=706(LC 38), 15=656(LC 32), 19=678(LC 38), 20-793(LC 40) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-585/135,2-29m-3361137 3-29=.299/141, 3-4=255/147, 4-30=-1281192, 30-31--123/193, 5-31=-110/274, 5-6=482/218, 6-7=-858/125, 9-10=-839/126, 10-11=-205/182, 11-12=-1301163,12-32=-774/194,13-32=-8371187. 13 -14= -890/187,14 -33= -940/178,15-33=-1014/172,15-16=0/0,724=-1176/184,8-34=-1172/1 B4, 8-35=-737/118, 9-35=441/118 BOT CHORD i-23=401/549, 22-23=-2/18, 21-22=-2/18, 20-21-010,18-19-0/0 17-18=-01/438,15-i7--1011725 WEBS 8-24=-i 53 59,7-25= 4124, 9 26= 27/193,759. 163/1173, 1 7-24--1091449, 8-26a475/103, 6 2821-485348, 10-28=/8432241&28=3584/49, 11-28=-534/33, 21-27=-775/124, 547=-978/141, 4-23=0/338,2-23=-843/119 JOINT STRESS INDEX 1=0.13,2=0.17,3=0.15,4=0.17,5=0.00,6=0.39,7=0,30,8=0.39,9=0.12,10=0,39,11=0.00,12=0.36,13=0.05,14=0,17,15=0.09,17=0.29,18=0.23, _ 0.22,20=0.22,21=0.96,21=0.24,22=0.90,22=0.37,23=0.36,24=0.39,25=0.26,26=0.39,27=0.44 and 28 0.44k kI H!Fl//Try/ w �N Gtf / NOTES- (15-16) 1) 2 -ply truss to be connected together with I Od (0.120"x3') nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 Be. 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1.5x9.26 - 2 rows staggered at 0-9-0 Do. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 00, 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(B) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) enclosed; MWFRS (Wad; ASCE 7 -;envelope) g ble end Iz ne and C C Extedo (2)�130mph (3 -second lz nes cant) ever leftCand right exposed sed ;C C or members and forcet 11; Exto s& MIWFRS or reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. (wimm&§ APT -n designed or a 10.0 psf bottom chord live load nonconcurrenlwith any other live loads. WARNING -Vedly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev. 1W 30015 BEFORE USE. Dezign vOild lar�s'e oMy w,h bWltll�rwd signer must veNy 4,e app�IkablAtypof da ign paamLand properly nicaplorate ihh design n� the Coverall .. ... m >um _ .. � <elAlllonal temoolary and permanent bracing D5B.89and BC51 Betiding Component F wl.rep'. PY O NMi 4t. Alfilek Job TN86 Tm58 Type Qty Ply ooUdAllenllc E0993500 ORDERS EA -111 8 HIPS 1 2 Gap not no dM 1414 6 2201 P A Y NVR, Io lvZ t4oxBVVx4lacQzf0HM9BBQP-PIPQ3u5xrReiBgMuAynMv?u?Zw EJMBeAPTPydiKc NOTES- (15-16) 9) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Ceiling dead load (5.0 psQ on member(s). 55, 6-25, 24-25, 24-26, 10-26 11) Bottom chord live load (40.0 psf) and additional bottom chord dead Toed (0.0 pan applied only to room. 21-23 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 Ib uplift at joint 1, 122 Ib uplift at joint 15 and 39 ib uplift at joint 20. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Attic roam checked for L/360 deflection. 15) Design checked for ASCE 740 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 16) Design checked far ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead+Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pin) Vert: 1-20=-10, 15=-40, 5-6=-45, 8-7=40, 9-16=-40, 6-10=-5, 7-9=-40, 15-19=-10 and READ NOTES ONTHISbased arty upon parameters REFEhown, and USE. ITN" designers.This design is basedoMycoonParametersflown.and is for nsindividualthis design net row, tlezignermuzf vedry 1. o -p ...... of design Parameters and properly Incwpomiethisr:nvn into the overall . .,_..-..._ __ _.,....- a AtltlMa,wifemoorary and Permanenibmcing AMFIeM. AINllale damage. For general gmaaece rega,aou m ( 818 Sd^nadde,Read avonty p8eda, DSa.89 and BC51 Betiding component —.1— ur vo 8 Bz8 = 4x4 = 7 33 5 34 9 axe = ago 12 5x3 i ass 6 10 6 24 23 25 4x6 G 30 3x4 It 4x4 11 4x4 11 3x8 4 4 5x6 p 6.8 J 29 2 6.12 i 22 21 5x6 = 6x8 = smile = 1:81.6 31 Us Q 12 3x6 i 32 13 14 it, 17 4.6 It 16 6xa = ass = 6x12 = 6x5 = 4x6 II LOADING (pat) SPACING- 1-7-3 CSI. DEFL. in (lac) III L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.32 19-21 >962 360 MT20 137/130 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.4119-21 >742 240 TOOL 10.0 Rep Stress Incr YES WE 0.69 BCLL 0.0' (Matrix) Horz(CT) VNntl(LL) 0.04 14 BID BID 0.1319-21 >999 240 Weight: 415 lb FT=5% Cade IRC2015/TPI2014 BCDL 10.0 JOINT STRESS INDE%�tyi11 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-4 cc purlins. TOP CHORD 2x8 SP NG.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 7-9:2x6 SP No.2 BOT CHORD 1.5 X 9.25 Master -Plank LVL 1. WEBS 1 Raw at midpt 11-18 WEBS 2x4 SP NO.3 or 20 SPF Stud -Except JOINTS 1 Brace at Jt(s): 23, 24, 25 This truss requires bath edges of the bottom chard be sheathed in the 6-10,11-18,5-21,12-16: 2x4 SP No.2 or 2x4 SPF No.2 3) Unbalanced snow loads have been considered for this design. 1.00 times flat roof load of 30.0 psf on overhangs 16-18: 2x6 SP No,2 4) This truss has been designed for greater of min roof live load of 20.0 psf or room area. REACTIONS. (Ib/size) 1=1613/0-3-B,14=163110-3-8,19=315/0-3-8 5) Provide adequate drainage to prevent water ponding. Max Hom 1=-220(LC 8) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Max Upiifti=-151(LC 12), 14=-77(LC 12), 19=41(LC 8) / I¢d4ftt";'•'^4 fit between the bottom chord and any other members.' Max Grav, 1=1994(LC 32), 14=2010(LC 32), 19-1049(LC 30) 8) Ceiling dead load (5.0 psf) on member(s). 56, 10-11, 11-12, 6-24, 23-24, 23-25,10-25 FORCES. (Ib) -Maximum CompresslonlMaximum Tension TOP CHORD 1 -28= -3235/340,2 -28= -3106/353,2 -3= -3025/383,3 -29=-2947/364,4-29=-2843/375,430=-2638/338,5-30=-2479/349, 5 -6= -2149/357,6 -7= -1254/204,9 -10= -1166/188,10 -11=-2081/383,11-31=-2423/327,12-31=-2543/289,12-32=-2478/222 14 -15=0/0,7 -33=-1889/284,8-33=-1683/284,8-34=-918/194,9-34=-924/194 ,13-32=-2517/210,13-14=-2627/229, BOT CHORD 1 -22=-297/2705,21-22=-204/2506,20-21--125/2054,19-20--125/2054, 18-19=-125/2054,17-18=-12212056, 16-17=-12212056,14-16=-140/1870 WEBS 6 -24= -1589/217,23 -24= -1581/217,23 -25= -1862/194,10 -25=-19661258,4-21=-813/213,4-22=-88/378,2-22=-248/120, 8-23=-241/103,7-24=0/96, 9-25=-45/405, 7-23=499/698, 8-25=-836/161,8-26=-33/269,10-27=59/148,18-27=-257/867, 11-27=-357/870,21-26=-4211016, 5-26=-16/810,12-16=-459/113,13-16=-140/362 JOINT STRESS INDE%�tyi11 t 1141� I I /zry /xr� 1=0.54,2=0.17,3=0.17,4=0.36,5=0.00,6=0.45,7-0.32,8=0.39,9®0.26,10=0.48,11=0.00,12=0.30,13=0.17,14-0.41,18=0.33,17=0.8�Sd}y/=agi,(Qf(, 27 = 0.15 . • 0.92, 18 = 0.88, 20 = O,BS, 21 = 0.38, 22 =0.29, 23 = 0.51, 24 = 0.26, 25 = 0.39, 26 = 0.44 and q.�>vl^i •.• 13-14) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zags and C -C Extedor(2) zone; cantilever left and fight exposed ;PC for members and forces & MWF RS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) TCLL: ASCE 7-10; Pf=30,0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Cr=1.1 3) Unbalanced snow loads have been considered for this design. 1.00 times flat roof load of 30.0 psf on overhangs 4) This truss has been designed for greater of min roof live load of 20.0 psf or a non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. l �7t/fp/d4k 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will / I¢d4ftt";'•'^4 fit between the bottom chord and any other members.' 8) Ceiling dead load (5.0 psf) on member(s). 56, 10-11, 11-12, 6-24, 23-24, 23-25,10-25 9) Bottom chord live load (40.0 pso and additional bottom chord dead load (0,0 psf) applied only to room. 19-21, 1 B-19, 16-18 Continued on page 2 �wARNING. Vedrydesign parameters and READ NOTES ON THIS AND INCLUDED Ml REFERANCEPAGEMlld4T3 re¢ 11YOW016 BEFORE USE. aram E4r,INee RI W; FY Design vdld forme only with Meek® connectors. This Colston is based only upon parameters show, and is faranindhidual bulding component, not a truss system. Before use, the building designer must verity the appleabuty of design paran sten and property Inco,omfe hb design Into the overall �AO Y bu9dingdestgn. Bracing indicated is to prevent buckling of Individual buss web and/orchard members only. Addilaralfempows,arapennanenflumaing fordobluty and to prevent collapse with possible personal inlury and Ixopert, damage. for general guldance regarding the AfAi lek A1011alx B "Wave recused .. .. e— nenwo,meran and bream. of trusses and onus systems, see ANSUTNT Gual3v Criteria, DSB-01 and SCSI Building Component 818 Soundside Road NOTES- (13-14) 10) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 ib uplift at joint 1, 771b uplift at Joint 14 and 51 ib up atom 11) "Semi-rigid pitchbreake Including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection. peed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind spee 3) Design checked for ASCE 7-10 ultimate wind stl of 1 mph. io 14) Design checked for ASCE 7-10 ultimate wind speetl et 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.76 will adjust wind uplift reaction to a wind speed of g0 mph. fNfi1 NEERIIc "Y �WAflNING.VeXIy tlealgn parameters antl READ NOTES ONYXIS ANG INCLUGEO MITER REFERANCE PAGEMI4]4)0 rev. IDlO]rz315 BEFORE USE. C Desig^volidforvse onW with Mitek®c°nnecfors. This design0based only upontlepOr°me`ers ,^and properly lncarplorat tFusdesign �h�fhet°ver°II �_M. NpII�.�Ie Ofrmssysfam. Before use, fhe buiNing designermosf verity the appllc°b@rya 9^P°Om damage, fa general OWdpnce reoartling the I pvptlirg design.0/pcl^gFridip°letldsf pnfe<alapsell^ghP Clibk persoae^Nry and prh perry^mp ursfNY Atldiiio^Ol temporON arM permanent bracing 0109ounG2 ROM M .. .. _ reds 058.39 and BC51 Bviltling Component eemn. NC 2]B32932 Lee Job TrussTruae Type Qty Ply 00 Mid AOaeuc WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x8 SP No.2 TCLL SPACING. 2-0-0 E8993502 ORDERS EA -11128 MONO 1 1 PLATES GRIP (Roof Snow=30,0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.02 J bR fe ! II II nv=7.630e Jul 282015 MiTek ln4uasfes, Ow. Mon Sep 1414:24:242015 Pap 1 4 ID:IvZkzNox$YVx4lacQzfOHMy880P-L4WAUZ7BN2uQQ__VG28bFpL40RMgsNBBfbyfWXHydiKb q -it -e 0144 4-11-8 Scale = 1:11.8 06 = d� psf) BRACING. TOP CHORD 2x4 SP No,2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x8 SP No.2 TCLL SPACING. 2-0-0 CSI. DEFL.in (loo) I/dell L/d PLATES GRIP (Roof Snow=30,0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.02 24 >999 360 MT20 197/144 TCDL 10A Lumber DOL 1.15 BC 0.23 Vert(CT) -0.04 24 >999 240 BCLL O,p * Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 6 We We BCLL 10.0 Cade IRC2015/rP12014 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 151b FT=S% LUMBER- BRACING. TOP CHORD 2x4 SP No,2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x8 SP No.2 REACTIONS. (Ib/size) 2=32510-3-8.6=18310-5-8 Max Hoa 2=55(1-0 8) Max Upl1ft2=-80(LC 8), 6=-33(LC 12) Max Grav 2=333(LC 19), 6=198(LC 19) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-7--240/84, 3-7=-201/71, 4-5=0/84, 3-5=0/84 BOT CHORD 2-4=-99/194 JOINT STRESS INDEX 2=0.23,3=0.48,4=0.12,5=0.00 and 5=0.00 Structural wood sheathing directly applied or4-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10-11) 1) Wind: ASCE 7-10; Vult-130mph (3 -second gust) Vasd=103mph; TCDL=B.Opsf; BCDL=B.Opsf; h=33ft; Cat. II; Exp e; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and farces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min mot live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 7) Bearing atjolnt(s) 6 considers parallel to grain value using ANS IrTPI 1 angle to grain formula. Bullding designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 801b uplift at joint 2 and 33 lb uplift at joint 0. 9) "Semi-rigid pitchbreaks Including heels" Member end flxity model was used in the analysis and design of this truss. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 4 ``\```l�✓yt48s€tit/H��rrf6,. fr1. C°• �.cl, JC'co7 �A 0& F"--- 1-11-0 Scale - 1:8.5 3x4 It DEFL. in (loo) I/dell Lid LOADING (Psh SPACING- 2-0-0 CSI. TC 0.11 Vert(LL) -0.00 1 >999 360 TCLL 30.0 plate Grip DOL 1.15 0.05 VertCT -0.00 1-3 >999 240 (Roof Snow=30.0) I LumberDOL 1.15 BC 0.00 Hoa(CT) 0.00 me n/a TCDL 10.0 Rep Stress norYES Metrix) WMnd(LL) 0.00 1 ..•. 240 BCLL OA " Code IRC2015lfP12014 (M BCDL 1uu — BRACING- LUMBER- TOPCHORD TOP CHORD 20 SP N0.3 or 20 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD WEBS 2x4 SP No.3 or 20 SPF Stud REACTIONS. (Ib/size) 1=8 710.3-8,3=87/0-3-8 Mex Hoa 1=30(LC 12) Max Uplift1=-7(LC 12), 3=-20(LC 12) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-23/22, 2-3=-70/51 BOTCHORD 1-3=0/0 JOINT STRESS INDEX 1 =0.04,2=0.03 and 3=0.02 PLATES GRIP MT20 197/144 Weight: 7 l FT=586._ SWctural wood sheathing directly applied or 1-11-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) RS i) Wind; ASCE a (3-secOlle end zone canl3ever IeftOend right exposed CCfor membeCs antl forces B MWFRS orF reaction e) g reactions shown; lumber DOL=1.80 plate grip DOL=1.80 2) TCLL: ASCE 7-10; Pf=30.0 psf (get mof snow); Category 11; Exp 8; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been Considered for this design. ncumenl with any other live tootle. 4) This lm as has been designed for a 10.0 psf bottom chord live load nonco 5)' This truss has been designed for a live load of 20.0pi f on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, late abin the analysis and design of this truss. le of withstanding 7 l uplift at joint 1 and 201b uplift at joint 3. e) Provide mechanical connection (by others) of truss to bearing p ra P 7) "Semi-rigid pltchbreaka including heels' Member end thdy model was usetl 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gush, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph, 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. �pjBJp4!&@I+!.&•6`sL}LLL o -p -a scale = . 4x6 - 3x4 = LOADING (pat) V SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 plate Gdp DOL 1.15 TC 0.33 Vert(LL) -0.01 2-8 >999 380 MT20 197/144 (Roof Snow-30 Lumber DOL 1.15 BC 0.16 Vert(CT) -0.01 2-6 >999 240 TCDL 10.0 Rep Stress lncr VES WB 0.07 HOrz(CT) 0.00 4 No WE BCLL 00 " Code IRC2015lI'PI2014 (Mold%) VJlntl(LLj 0.00 8 >999 240 Weight: 241b FT 5% BC DL 10.0 - LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 or 2x4 SPF Stud REACTIONS. (@/size) 2=411/0-3-8, 4.41110-3-8 Max Horz 2=42(LC 10) Merz Uplfft2=-48(LC 12), 4=-4B(LC 13) FORCES. (Ib) -Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/20, 2-7=-387/44, 3-7=-288/53, 3-B=-288753, 4-8=-387/44, 4-5=0/20 BOTCHORD 2-6=0/259,4-6=0/259 VVEBS 3-8=0/178 JOINT STRESS INDEX 2=0.39,3=0.10,4=0,39 and 6=0.10 NOTES- (10-11) I) rode eEable0englzone0andh(3-secom,r(2)lzone; CantileverOleft end fight exposed C -C for membesInd forces&MWFRS for (envelope) reactions shown; Lumber DOL -1.60 plate grip DOL=1.80 2) TCLL: ASCE 7-10; Pf-30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0) "This truhas been designed far a live load of 20.Opsf on the bottom chortl in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ss fit between the bottom chord and any other members. 7) Provide mechanical connectlon (by others) of truss to bearing plate capable of withstanding 48 Ib uplift at joint 2 and 48 lb uplift at joint 4. 8) "Seml-rigid pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) Design checked for A5CE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction z 0.7B will adjust wind uplKt reaction o a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed o 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of g0 mph. and READ NOTES ON THIS AND INCLUDED Un EK REFERANCE PAGE 111-7473 ree{1=,032015 SEFORE E. 015 component, not e manent br=kxI and SCSI Bvllding Campanest Lee tytlrttflttrr/trt/ra W a ENGINEEFIIMnPYC T�"""' S�lOile soundside Job TILSs Tmsa Type - Qty Py 00MidAllenlic /deg Ud PLATES GRIP (Roof Snow=30.0) Plate Gnp DOL EfiB9B0a3 ORDERS EA -98900 COMN 1 1 MT20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 0.99 Vert(CT) o do al rvvn, j.930 a JVI292015 MIT.K IndOWl .., Inc. Tho Sep 1713:31:502015 Page 1 ID:uhc12PXPX9W2G9ospSieSpyHzpA-P7p7waose6_UXmfGXLD_BGkYw3cj0od0HfIMITycjpt - -11- 5-]-02 10-9-3 15-10-9 210.0 26-1-7 31-2-13 364-4 42-0-a 4 11 5412 61-7 5-14 61.7 5-1-7 61-7 5-1-7 57-12 0-11-4 scale=1:74.6 5, = 3x4 = 6x8 = 48 = 5x8 = 3x4 = 11 LOADING (psf) CLL SPACING- 2-0-0 CSI. DEFL. In (loo) /deg Ud PLATES GRIP (Roof Snow=30.0) Plate Gnp DOL 1.15 TC 0.89 Vert(LL) -0.29 1&17 >999 360 MT20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 0.99 Vert(CT) -0.5116-17 >977 240 mechanical connection (by others) of truss to beanng plate capable of withstanding 239 to uplift at joint 2 and 239 Ib uplift at joint 12.s'+ BCLL 0.0' Rep Stress Incr YES WB 0.73 Horz(CT) 0.IB 12 n/a No SCOL 10.0 Code IRC2015/rP12014 (Matrix) Wnd(LL) 0.1616-17 >999 240 Weight: 230 Ib FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied ort -2-0 oc bracing WEDS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 7-16,8-16, 6-18 REACTIONS. (Ib/size) 2=2172/0-3-8,12-2172/0-3-8 Max Horz 2=188(LC 12) Max Upilft2=-239(!_C 12), 12=-239(LC 13) FORCES. (ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-40481817, 3-4=-3819/803, 4-5=-3724/828, 5-19=-3143/743,6-19=-2977/758,6-7=-2418/667, 7 -8=24181667,8 -20= -2977/758,9 -20--3143/743,9-10=-3724/828,1(-11--3819/803,11-124048/817, 12-13=0/32 BOT CHORD 2 -IB= -621/3508, 17-18=-467/3055, 17-21=-311/2568, 21-22--311/2568, 16-22--311/2568, 16-23=-311/2568, 23 -24=-311/2568,15-24=-311/2588,14-15=-467/3055,12-14=-621/3508 WEBS 7 -16= -438/1699,8 -16=-1093/310,8-15=-134/895,9-15=-633/244,9-14=-941523, ll -14=-341/196,6-i6=-1093/310, 6-17=-134/695,5-17=-633/244,5-18=-94/523,3-18=-341/196 JOINT STRESS INDEX 2=0.85,3=0.26,4=0,51,5=0.66,6=0.61,7=0.68,8=0.81,9=0.66,10=0.51,11=0.26,12-0.85,14=0.54,15=0.79,16=0.73,17=0.79 and 18=0.54 NOTES- (9-10) 1) Wind: ASCE 7-10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2)zone; cantilever left and right exposed;C-C for members and forces B MWFRS for lyyil{111ititlP/!g ]a® reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 ovvv psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced loads have been far this design. dL }°Q� snow considered `�`' ;C^r 1 T �•° 4) This truss has been designed for greater of min roof live load of 18,0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load noncommment with any other live loads, ix I 1 C:;'-<1 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide "G mechanical connection (by others) of truss to beanng plate capable of withstanding 239 to uplift at joint 2 and 239 Ib uplift at joint 12.s'+ 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this muss. k . `•z L reiS`=°"`"°°""• 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a �m a° wind speed at 115 10) Design checked forASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reactlon to a wind speed of 90 mph. Job Truss Truss Type Oty Plypo MidAtIanue tt'4atlk �frar/ reactions shown; Lumber pOL=1.60 plate grip DOL -1.60 tTdT> Ifs 2) TCLL: ASCE 7.10; Pf=30.0 pat (flat roof snow); Category fl; Exp B; Partially Exp.; Ct=1.1 E0998pB4 ORDERS EA -909p1 COMN 1 1 `Q`•. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,.,2 t - 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will e lI0 el 5-7-12 - 5-1-7 5-1-7 5-1-7 5-1-7 5-1-7 5.1.7 5xe = 5.7-12 Scale =1:74.0 41 = 11 1. Lc L9 15 ['[ L:f 14 13 5x6 _ 3x4 = 5xe = 4%8 = 5xa = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loo) I/dell Ltd PLATES GRIP TCLL 30.0 plate Gnp DOL 1.15 TC 0.89 Vert(LL) -0.29 14-15 >999 380 MT20 1971144 (Roof Snow=31 GJ Lumber DOL 1.15 BC 1.00 Vert(CT) -0.5114-15 >981 240 TCLL 10.0 Rep Stress Incr YES WE 0.73 Horz(CT) 0.18 11 n/a n/a BCDL 0.0 ` BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Wlnd(LL) 0.16 15-16 >999 240 Weight: 232 to FT 5% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No,2-Except' TOP CHORD Structural woad sheathing directly applied. 1-3:2x4 SP No.t BOT CHORD Rlgld telling directly applied or 2.2-0 oc bracing. BOT CHORD 2x4 SP No.2D WEBS 1 Row at mtdpt 5-15, 6-15, 7-15 WEBS 2x4 SP No,3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=2084/0-3-8,11=2173/0-3-13 Max Horz 1=-195(LC 13) Max Uplift 1=.215(LC 12), 11=-240(LC 13) FORCES. (Ib)- Maximum Compresslon/Maximum Tension TOP CHORD 1-2=-4044/831, 2-3--3834/816, 3-4=-3738/842,4-18=-3148/747, 5-18=-2982(/81,5-6--2421/670, 6-7--2421/670, 7 -19= -2880/760,8-19--3146/748.8-9=-3726/830,9-10=-3821/805,10-11= 4050/819, 11-12.0/32 BOT CHORD 1-17=-836/3527, 16-17=-472/3061, 16-20=-314/2572, 20-21=-314/2572, 15-21--314/2572, 15-22--313/2570, 22 -23=-313/2570,14-23=-31312570,13-14=-469/3057,11-13=-623/3510 WEBS 2 -17= -363/207.4 -17= -105/536.4 -16= -6371248.5 -16=-1361697.5-15=4098/313,6-15=-440/1701,7-15=-1080/310, 7-14=-134/695,8-14=-633/244,8-13=-94/524,10-13=-342/196 JOINT STRESS INDEX 1=0.85,2=0.26,3-0.49,4=0.66,5=0.61,6=0.68,7=0.61,8=0.66,9=0.51,10=0.26,11=0.85,13=0.54,14=0.79,15=0.73,16=0.79 and 17=0.54 It NOTES. (9.10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103ni TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2)zone; cantilever left and right exposed;C-C for members and forces &MWFRS for tt'4atlk �frar/ reactions shown; Lumber pOL=1.60 plate grip DOL -1.60 tTdT> Ifs 2) TCLL: ASCE 7.10; Pf=30.0 pat (flat roof snow); Category fl; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. .•^"` -•. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs' non -concurrent with other live loatls.-� `Q`•. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,.,2 t - 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 1 and 24016 uplift at joint 11. 8) 'Semi-rigid Including heels" Member fixity In the design - "+'j>±n."°. pitchbreake end model was used analysis and of this truss. "" •. s '�,. X ' 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction toe 1 <•.. «. • \� wind speed of 115 mph. �+y to windee 10) Design checkedspeed (3-secondmeets or exceeds IRC2012 nominal wind speed of reactions 7-1 Nap 1 1 wllitim d reaction0rap a seri of90 mph. P PP t pAbg ,g WARNING -Assay dear9n parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-IAB re¢ IM2/2015 BEFORE USE. rx NCO D.01n valid for use only with Miek9 connectors. me design 6 based on, upon parameters shown, and is for an indlvlcu l builCing component, not � ■a�o a truss system. Set. use, the building deslgnor must verify the applicability of design parameters and propedy Incorporate th6 design hto the overall ,j budding design. Bracing Indicated is to prevent buckling olindivldual truss webDrove,chartlmI - any. Additional temporary and pemwnentbracing ._...__.-_..._�._.-,_isr..__.,___..__.__„____._:..___.:.:_______.._,.._. __. _____ ..__- - ______�:__.._ A 141 Alfliel= Job Truss Trusa Type Qty Ply 00 MMASenSo BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structure] wood sheathing directly applied. EaeeaOes ORDERS EA -95906 COMN 1 i 15-030 N COMMO 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will n % Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP ar SPF N0.3 or Stud -022 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 2 and 8416 uplift at jolnl Job Reference (optional) NVR, 7.5305 JU1282015 MITek 1MUstms, Inc. TN S¢p 1713:31.52 2015 Pdge 1 ID:7tt7OycM728PUkDJICUV9YyU6pC-LfttLGpejpECm4pefmGSGhpsksMFsfnhlzc$NMycjpr 0114 ]7-B 1530 6-24 0.144 7-7-5 ]-7.9 o-11-0 3x4 7]B I� Scale =1:42.1 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 plate Grip DOL 1.15 (Roof Snow=30,0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0. BCDL 100 Code IRC2015/fP12014 CSI. TC 1.00 BC 0.73 WB 0.18 (Matrix) DEFL. In Vert(LL) -0.11 Vert(CT) -0.20 HOrz(CT) 0.01 Wind(LL) 0.10 (loo) /dell L/d 2-6 >999 380 2-6 >905 240 4 n/a We 2-6 >999 240 PLATES GRIP MT20 197/144 Weight: 62 lb FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structure] wood sheathing directly applied. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads, WEDGE 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will n % Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP ar SPF N0.3 or Stud -022 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 2 and 8416 uplift at jolnl REACTIONS. (Ib/size) 2=835/0-3-8, 4=835/0-3-8 4. 8) Sem]-rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a ,. m `/F Max Hoa 2=-181(LC 10) p 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets orexceeds IR02012 nominal wind speed of Max UpIIU2 -84(LC 12),4=-84(LC 13) 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. FORCES. (ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2.9=-891/105, 3-9=-672/135, 3-10=-871/135, 4-10=-891/105, 4-5=0/33 BOT CHORD 2-7=0/586, 6-7=0/586, 6-8=0/586, 4-8=0/586 WEBS 3-6=0/433 JOINT STRESS INDEX 2=0.69,2=0.00, 3 c0.75,4=0.69,4=0.00 and 6=0.24 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat, It; Fxp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and fight exposed ;C -C for members and forces & MM/FR5 for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL ASCE 7-10; Pf=30,0 mf (Flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 alt st.CHIIIlJf yyBi 3) Unbalanced snow loads have been considered for this design. 4) Thhas beendesignedater of min of live load of 18.0 psf or 1.00 times fiat roof load of 30.0 psf on overhangs non truss othelive loads, 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads, -�.Sr,i-` H,r^•, 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will n % ft between the bottom chord and any other members, with BCDL = 10.Opsf. -022 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 2 and 8416 uplift at jolnl - 4. 8) Sem]-rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a ,. m `/F wind speed of 115 mph. p 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets orexceeds IR02012 nominal wind speed of qr ...... 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. Job Truss Truss Type Qty Ply 00_MidAtlantic 1) Vdnd: ASCE 7-10; Vuit=130mph (3 -second gust) Vesd=103mph; TC0L=6,0psf, BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS TCLL SPACING- 2-0-0 CSI. E8999208 ORDERS EA -97786 SPEC 1 1 TC 0.82 Vert(LL) -0.09 2-4 >906 360 MT20 197/144 TCDL 10.0 Lumber DOL rice o ob (option.)) • naso s Jul 26 2015 MITak Induslbes, Inc. Thu Sep 1713:48:372015 Page 1 ID:8p3JbQH2Ne7o)c8?V86ySQyUBV_ xmwSStXFfjkdR4zk?8e?dJz8ECTpivlyF94oy2yc)c0 33.6 = 3.00 f12 Scale = 1:15.5 2 e 5 48 = 1 �d dddl/l 3x4 = hxb II (ps300 Qb/size) 2=429/0-3-B, 6=279/0-1-6 2=0.29,3=0.09,4=0.07,5=0.00 and 5=0.00 Max Horz 2=75(LC 6) NOTES- (11-12) Max Up11ft2=-93(LC 8), 6=-50(LC 12) 1) Vdnd: ASCE 7-10; Vuit=130mph (3 -second gust) Vesd=103mph; TC0L=6,0psf, BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS TCLL SPACING- 2-0-0 CSI. DEFL, in (loo) I/deg L/d PLATES GRIP (Roof Snow=30,0) Plate Gno DOL 1.15 TC 0.82 Vert(LL) -0.09 2-4 >906 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 Be 0.51 Vert(CT) -0.18 24 >453 240 2 BCLL 0.0 ' Rep Stress Incr VES WE 0.23 Horz(CT) 0.00 6 n/a me reaks tl1ng heas" end fixity as used In s and s truss. id forASCE gn of adjust check mph BCOL 10.0 Code IRC2015/TPI2014 (Mainz) Wind(LL) 0.00 2 >999 240 Weight: 24111 FT=S% LUMBER. 100 mph, wind reaction z 0.76 will adjust wind uplift reaction to a wind speed of 90 mph. BRACING - TOP CHORD 2x4 SP No.I TDP CHORD Structural wood sheathing directly applied or 6-0-0 oc pu ims. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid oiling directly applied or 10-0-0 no bracing. WEBS 2x6 SP No.2 'Except' 3-4: 2x4 SP N0.3 or 2x4 SPF Stud REACTIONS. Qb/size) 2=429/0-3-B, 6=279/0-1-6 2=0.29,3=0.09,4=0.07,5=0.00 and 5=0.00 Max Horz 2=75(LC 6) NOTES- (11-12) Max Up11ft2=-93(LC 8), 6=-50(LC 12) 1) Vdnd: ASCE 7-10; Vuit=130mph (3 -second gust) Vesd=103mph; TC0L=6,0psf, BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS Max Grant 2=447(LC 19), 6=311(LC 19) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2-0/17, 2-7=-164/0, 3-7=-10810 BOT CHORD 2-4--34/105 WEBS 4-5=0/124, 3-5=0/124 JOINT STRESS INDEX 2=0.29,3=0.09,4=0.07,5=0.00 and 5=0.00 NOTES- (11-12) 1) Vdnd: ASCE 7-10; Vuit=130mph (3 -second gust) Vesd=103mph; TC0L=6,0psf, BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ASCE ggg6l f!RIre B/ s roof snow); CategoryB; Partially Exp.; Ct=1.1 hi tl 3) Unbalancedsnow loads have been considered for this ♦vvvxEtr, 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs .�'`' �`1 •`° °`-- .. �, non -concurrent with other live loads, 5) This truss has been designed for a 10.0 pad bottom chord live load nononcurrent with any other live loads. 6) • This truss has been designed for alive load of 20.0psf on the bottom chord mail areas where a rectangle 3-6-0 tall by 2-0-0 wide will , ..,� ' fit between the bottom chord and any other members. "' ' - 7) Bearing aljolnt(s) a considers parallel to grain value using ANSI/TPI 1 angle to grain formula, Building designer should verify capacity 2 of bearing surface. B) Provide mechanical connection (by others) of truss to bearing plate at joinl(s) 6. Tr c •�>" ' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at Joint 2 and 50 lb uplift at Joint 6 x� reaks tl1ng heas" end fixity as used In s and s truss. id forASCE gn of adjust check mph 6 f` ° N AL- � gv6 11) Design d 7 0 ultimate wind ser eed at 130 (3 se andgust),wind relaction x 0'78 will wind u lift reaction to )awidspeedofll§mph. P p( 1 P f yr/t@6rif�gb504a 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction z 0.76 will adjust wind uplift reaction to a wind speed of 90 mph. I LOADING (psf)I� SPACING- 2-0'0 TCLL 00.0 plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 I Rep Stress Inu VES BOLL 0.0 # Code IRC2015/TP12014 BCDL 100 LUMBER - TOP CHORD 2x4 SP Not or 20 SPF No.2 BOT CHORD 20 SP No.2 or 2X4 SPF No.2 WEBS 20 SP No.3 or 2X4 SPF Stud OTHERS 2x4 SP NOS or 20 SPF Stud REACTIONS. (ib/size) 2=333/0-3-B, 6=1 9210-1-8 Max Horz 2=57(LC 8) Max UpIIR2=-0l (LC 8), 8=-34(LC 12) Max Grav 2=342(LC 19), 6=208(LC 19) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2-0117, 2-7`241102, 3-7=-201/70, 45=0/88, 3-5-0/88 BOTCHORD 2-4--9811194 JOINT STRESS INDEX 2=0.24,3=0.65,4=0.12,5=0.00 end 5=0.00 enclosed; MWFRS NOTES- ASCE 1)NAnd: ASCE 7-10; Vuil=130mph (-sec e; BCDL=6.Opso h=3M Cat. 11; Exp ; (envelope) gable end'zone and C -C Exlerior(2)zone; cantilever left and fight exposed;C-C for members and forces &MWFRS for ``!`ltggtlt`prFpff FBsf reactions shown; Lumbef DOL=1.60 plate grip DOL=1.60 Ct=1 1 / 2) TCLL: ASCE 7-10; P(=30.0 psf (gat roof snow); Category II; Exp B; Peril allY Exp.; 3) Unbalanced snowloads have been considered for this design.1.00 times Bat reof toad J �_ - „•.•• ,rye �r 4) This truss has been designed for greater of min roof live load of 20.0 psf or d of 30.0 psf on overhangs non -concurrent with other live loads. F 5) This truss has been designed for a 10.0 psf bottom chofd live load t onchord in al with any other re tangle c 2 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will ,•' Bt between the bottom chord and any other members.iformula„„.� r 7) Bearing at joints) 6 considers parallel to grain value using ANSI/TPI 1 angle to gran . Building designer should verify capacity of bearing surface. late at joints) e. Iola Capable of withstanding 81 Ib upl'rfl at joint 2 and 341b uplift of joint r� 8) Provide mechanical connection (by others) of truss to hearing p ) ( ) 9) provide mechanical connection (by others) of truss to hearing p 10) .Semi-rigid pitchbreaks Including heels, Member end fixity model was used in the analysis end design will this truss. 1t 1 t t t ! 644i14tEw 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph IS gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. mae 12) Deo esign checkedrefor aclApn x 7-1 inti djust wiindspeed at 130 Mph ( uplift reaction to awind speed of 90 mph or exceeds IRC nominal wind speed of wind e I e,��0 BEFORE USE. 9 componenl, not - i9n k,to the overall q MI I -k AlOilele ryen permanent bmcin9 rd'ma the Q...,nsid8Road -- DEFL. In PLATES GRIP (loo) Wait Ud MT20 197/144 CSI. TO 0.39 Vert(LL) -0.02 2-4 >999 360 2-4 >999 240 Be 0.25 Vert(CT) -0.04 Horz(CT) 0.00 6 Me n/a Weight: i5 ib FT=5% W0 0.00 Wnd(LL) 0.00 4 >99g 2qp (Matrix) BRACING - sheathing directly applied or 4-11-8 oc pudins, except TOP CHORD Structural wood end vers calling directly applied or 10-0-0 oc bracing. BOT CHORD Rigid FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2-0117, 2-7`241102, 3-7=-201/70, 45=0/88, 3-5-0/88 BOTCHORD 2-4--9811194 JOINT STRESS INDEX 2=0.24,3=0.65,4=0.12,5=0.00 end 5=0.00 enclosed; MWFRS NOTES- ASCE 1)NAnd: ASCE 7-10; Vuil=130mph (-sec e; BCDL=6.Opso h=3M Cat. 11; Exp ; (envelope) gable end'zone and C -C Exlerior(2)zone; cantilever left and fight exposed;C-C for members and forces &MWFRS for ``!`ltggtlt`prFpff FBsf reactions shown; Lumbef DOL=1.60 plate grip DOL=1.60 Ct=1 1 / 2) TCLL: ASCE 7-10; P(=30.0 psf (gat roof snow); Category II; Exp B; Peril allY Exp.; 3) Unbalanced snowloads have been considered for this design.1.00 times Bat reof toad J �_ - „•.•• ,rye �r 4) This truss has been designed for greater of min roof live load of 20.0 psf or d of 30.0 psf on overhangs non -concurrent with other live loads. F 5) This truss has been designed for a 10.0 psf bottom chofd live load t onchord in al with any other re tangle c 2 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will ,•' Bt between the bottom chord and any other members.iformula„„.� r 7) Bearing at joints) 6 considers parallel to grain value using ANSI/TPI 1 angle to gran . Building designer should verify capacity of bearing surface. late at joints) e. Iola Capable of withstanding 81 Ib upl'rfl at joint 2 and 341b uplift of joint r� 8) Provide mechanical connection (by others) of truss to hearing p ) ( ) 9) provide mechanical connection (by others) of truss to hearing p 10) .Semi-rigid pitchbreaks Including heels, Member end fixity model was used in the analysis end design will this truss. 1t 1 t t t ! 644i14tEw 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph IS gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. mae 12) Deo esign checkedrefor aclApn x 7-1 inti djust wiindspeed at 130 Mph ( uplift reaction to awind speed of 90 mph or exceeds IRC nominal wind speed of wind e I e,��0 BEFORE USE. 9 componenl, not - i9n k,to the overall q MI I -k AlOilele ryen permanent bmcin9 rd'ma the Q...,nsid8Road Seale = 1:84.1 5xe = 1r- exa = 4x4 = 4xe It 4x8 11 8x12 = 4xe _— AW 4xe II 4x6 It Ulu = REACTIONS. (Ib/size) 2=217210-3-8,12=2172/0-3-8 Max Horz 2=-188(LC 17) SPACING- 2-0-0 CSI. DEFL. In (lac) /dell Ltd PLATES GRIP 7-8--3035/826,8-24=-2937/715,9-24=-2972/701,9-10--30771688,10-11=-3813/790,11-12=-4159/855,12-13=0/37 19-20=-488/3186, 17-20=-487/31 B7, 16-17=-156/2156, 16-21=-156/2156 Plate Gnp DOL 1.15 TC 0.72 Ven(LL) -0.27 17 >990 360 MT20 197/144 =Snow=30.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.4517-18 >999 240 NOTES- (9-1(l) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd-103mph; TCDL-6.0psP BCDL-6.Opsf; h=3316 Cat. h; Exp B; endosed; MWFRS for and forces &MWFRS for * Rep Stress Incr YES WB 0.82 Horz(CT) 0.13 Wind(LL) 0.15 12 n/a rule 17 >999 240 Weigh/: 2B71b FT=5% _. 2_ s q Code IRC2015rrP12014 (Matrix) non -concurrent with oilier live leads 5) This truss has been designed for a 10.0 pat bottom chard live load nowrincurrent with any other live loads. 6)' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0 ft between the bottom chord and any other members, with BCDL = 10.Opsf.�' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24016 uplift at joint 2 and 240 In uplift at '-- •• ''i,,� ,"gte*`®te` joint 12. B) Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. to `�''/0N b 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction a wind speed of 115 mph. 10) Design checked far ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of BRACING - 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LUMBER- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. TOP CHORD 2x4 SP No.2 or 2x4 SPF I BOT CHORD Rigid ceiling directly applied or 9-0-0 no bracing. BOT CHORD 2x6 SP Nd.2 'Except' 15-17: 2x10 SP I WEBS 2x4 SP N0.3 or 2x4 SPF Stud -Except" 7-17,7-15; 2x4 SP No.2 or 2x4 SPF N0.2 REACTIONS. (Ib/size) 2=217210-3-8,12=2172/0-3-8 Max Horz 2=-188(LC 17) Max Uplift2=-240(LC 12), 12=-240(LC 13) FORCES. (Ib) -Maximum CompressionlMammum Tension TOP CHORD 1-2=0/37,2-3=-41591855,3-4=-3813/774, 4-5=-3881/790, 5-23=-3077/BBB, 6-23--2937/715,6-7=-3035/B26, 7-8--3035/826,8-24=-2937/715,9-24=-2972/701,9-10--30771688,10-11=-3813/790,11-12=-4159/855,12-13=0/37 19-20=-488/3186, 17-20=-487/31 B7, 16-17=-156/2156, 16-21=-156/2156 BOT CHORD 2-18=-665/3840, 18-19=-492/3183, 21 -22=-156/2156,15-22=-156/2156,14-15=-492/3187,12-14=-065/3640 WEBS 3-18=-404/221, 5-i B=-2/371,5-17=-674/252,7-17=-32311452,7-15=-323/1446, 10-16=-6741252.10-14=-9/371, 11-14=-404/221,6-17=-601/219, 8-15=-601/219 JOINT STRESS INDEX 2=0.97,3=0,26,4=0.78,5=0.66,6=0.26,7=0.78,8=0.269=0.60,10=0.66,11=0.26,12=0,97,14=0.71,16=088,16=0.22,16=0.32,16=0.29,16=0.29,16 =0.29,17=0.89and 18=0.38 �I1 1 lkitf/l/zAx NOTES- (9-1(l) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd-103mph; TCDL-6.0psP BCDL-6.Opsf; h=3316 Cat. h; Exp B; endosed; MWFRS for and forces &MWFRS for Rl �� ... ' S7(;,'� (envelope) gable end zaps and C -C Extenor(2)zone; cantilever left and right exposed;C-C members .'(�i, c reactions shown; Lumber DOL=1.60 plate grip DOL -1.80" J="• 2) TCLL: ASCE 7-10; Pf=30.0 pad (fiat roof snow); Category II; Exp B; Partially Exp.; C1=1.1 loads have been considered for this design. _. 2_ s q 3) Unbalanced snow 4) This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times fiat roof load of 30.0 psf on overhangs non -concurrent with oilier live leads 5) This truss has been designed for a 10.0 pat bottom chard live load nowrincurrent with any other live loads. 6)' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members, with BCDL = 10.Opsf.�' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24016 uplift at joint 2 and 240 In uplift at '-- •• ''i,,� ,"gte*`®te` joint 12. B) Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. to `�''/0N b 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction a wind speed of 115 mph. 10) Design checked far ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENfiINEERnK• HY WARNING -Vetlry design Parymetere ad READ NOTES ON THIS AND rNCLU0Ea M1TEx flIn In..EPAGE dIsfer a 473 nndielelWl2015 ing omapcmen. � ��0 ,,a .W for use any with Milowo.mveoms. This design is based only upon parameters shown, and is foranindividual buNdk�g cam n6 not mss system. Before use, the buldmg designs must verily the appismierily of design parameters and property incorporate this design into the overall Ilding design. Bracing lndkated is to prevent buckling of indNidael mJe web and/ar chord members only. Additional temporary and permanent bracing AMQekelWliaie Avays reWhod lar 0clably and to prevent cm1apsewlth possible personal iNw and propeliy damage. Forgeneralgeldwsm.gardingthe 818 Somaside Road .. ..... .:.... ......c mrinn of mmn ndmeswshmn,see Aa51R8b Dm8N QaesIa,DB&88 and aC318oIiGny Component Job Truss Truss Type Oty Ply oa_MwAtientin '.. almsssystem. Before use, thebuiidingdmignermust verAy the applicability of design parameters and propetly hcoryarate ihb design into the overall E8909368 ORDERS EA -97805 COMN i 1 '.. fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Tlin Quality Criterk, DWS? and BCSI Building Component 818 Soandside R." Safety Infplm uRm ..table tram Truss Plate Institute, 218 N. Lee Street, Side 312, Alexandria, VA 22314. NVR, 7.e3a s Jul282a15 MiTek indust i s, Ne. Thu Sep 1713:52;402015 5-0-0 5-8-13 5-8-13 4-5-5 - 4-6-5 - 5-8-13 5-8-13 5-0-0 5x6 = A nnFis- 6 5x6 = .1 ," 16 ,. -- 14 4x4 = 4.6 II 4.6 II 5x12 - axe = 4x6 = 416 11 4xG 6x10= Srale =183.3 IT 5x8 = 12 LOADING(patt SPACING- 2-0-0 CSI. DEFL. in (loo) I/dell L/d PLATES GRIP TCLL 0,0 Plate Grip DOL L15 TC 0.72 Vert(LL) -0.27 16 >999 360 MT20 197/144 (Raaf Snow=30.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.4516-17 >999 240 TCLL 10.0 Rep Stress Incr YES WE 0.82 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 BCDL 0.1 " Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.15 16 >999 240 Weight: 286 to FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied ort -2-0 oc pudlns, BOTCHORD 2x6 SP No.2"Except" BOTCHORD Rlgid calling directly applied or 8-10-10 oc bracing. 14-16: 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud "Except' B-16.6-141 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 1=2084/0-3-8,11=217310-3-8 Max Hoa 1=-197(LC 17) Max Upllftl=-216(LC 12), l l=-240(LC 13) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1 -2= -4177/872,2 -3= -3825/786,3 -4= -3694/802,4 -22=-3081/691,5-22--2941/718,5-6--3039/829,6-7--3038/828, 7 -23= -2900/717,8 -23--2975/703,8-9--3080/890,9-10=-3815/792,10-11=-4161/857, 11-12.0/37 BOTCHORD 1-17=-684/3660,17-18=-498/3189,18-19=-494/3193, 1&19=493/3193, 15-16=-168/2158, 15-20=A58/2158, 2&21=-158/2158,14-21=-158/2158,13-14=-494/3189,11-13=-667/3642 WEBS 2-17=-416/232,4-17=-1 1/374, 4-16=-6781266, 6-16=-32611454.6-14=-323/1430,9-14=-873/252, 943=-9/371, 10-13=404/221, 5-16=602/220,7-14=4871219 JOINT STRESS INDEX 1=0.97,2=0.26,3=0,78,4=0.66,5=0.26,6=0.78,7=0.26,8=0.60,9=0.66,10=(.26,11=0.97,13=0.71,14=0,88,15=0,22,15=0.32,15=0.29,15=0.29,15= 0.29, 16=0.89 and 17=0.36 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd-103mph; TCDL-6.Opsf BCDL=6.Opsf h=33ft; Cat. Ii; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever lett and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Potbelly Exp.; Ct=1,1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greeter of min roof live load of 16.0 psf or 1.00 times fiat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 paf bottom chord live load nonconcument with any other live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Flt between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connaction (by others) of truss to Dealing plate Capable of withstanding 216 It, uplift at joint 1 and 240 Ib uplift at joint 11. 6) "Semi-rigid Ptchbreaks including heels -'Member and fixity model was used In the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. - 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. p®WARNING -Venrydeergn Penmehm antl READ NOTES ON THIS ANOINCLUOEO MITER REFERANCEPAGEMI47473.I NW2015 BEFORE USE. fNGINEf Rr��o Design wild forme only with MTeW canneclors. This design = based any upon parameters shown, and is far an lndNldual a0mr g component, not '.. almsssystem. Before use, thebuiidingdmignermust verAy the applicability of design parameters and propetly hcoryarate ihb design into the overall building design. Bracing indlcated is to prevent tackling of individual buss web and/or chord members any. Additional tamporory and permanent brafing AMi18k Affiliate Is always required for stalarly and to prevent collapse with poulble personal inWr,f and property damage. fargenemi guidance regarding the '.. fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Tlin Quality Criterk, DWS? and BCSI Building Component 818 Soandside R." Safety Infplm uRm ..table tram Truss Plate Institute, 218 N. Lee Street, Side 312, Alexandria, VA 22314. Edenton, NO 27932 Job Truss Trues Type Oty Ply 00_MWAHamie LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) EBH9B50B ORDERS EA-99079 HIPS 1 1 HIPS -0.31 15-16 -999 360 MT20 197/144 (Raaf Snow=30.0) Job Reference o'o NVR, W1 d sxe = 3x4 = ix8 Idev aui ze [uta m,lerc mausnRs, mc. aepsrannz:ar'o' a r.ea1 k4SeLzfVgzajmO-c7VVJBpgako39ECvngOG_IwUThKHtNJ3p1HIVfsyg1 2 -11-3 5-5-3 5-5-3 5.7-9 0-11- Seale =1:75.3 3x4 = 3xB = 5xa = Plate Offsets XY 2.0 2029 6:0-312020 8:0312020 12:0120-29 14:030034 l&03120-34 BOT CHORD LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.31 15-16 -999 360 MT20 197/144 (Raaf Snow=30.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.4915-16 >999 240 TCOL 10.0 Rep Stress Ince YES WE 0.53 H02(CT) 0.17 12 n/a n/a BCLL 0.0' Code IRC20151rPI2014 (Matrix) Wind(LL) 0.09 16 >999 240 Weight: 24716 FT=5% BCDL 10.0 LUMBER. TOP CHORD 2x4 SP Not or 20 SPF No2'Except' 4-6,8-10:2x4 SP No.2D BOTCHORD 2x4 SP NO.1'Except' 12-14:2x4 SP No.2D WEBS 2x4 SP No.3 or 2x4 SPE Stud'Except' 6-16,8-15,7-16: 2x4 SP No.2 or 2x4 SPF No.2, 7-15: 2x4 SP No.2D WEDGE Left: 2x4 SP or SPF N0.3 or Stud, Right: 2x4 SP or SPF No,3 or Stud REACTIONS. (Ib/size) 2=2172/038, 12-217210-3-8 Max Harz 2=296(11-C 10) Max Uplift2=-194(11-C 12), 12=-194(LC 13) Max Grew 2-2719(LC 31), 12-2719(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied, BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing, Except: o truss system. Before use, the building designer must ver4y the oppllcabHty of design parameters and propedy incorporate this design Into the overall 2-2-0 oc bracing: 12-14. WEBS 1 Row at midpt 5-16,7-16,7-15, 9-15 FORCES. (ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-18=4189/468, 3-18=-3929/488, 3-19=-3904/500, 419=-3703/514, 4-5--3521/533, 5-6=-2949/514, 8-20=-2260/475,7-20--2260/475,7-21--2281/475,8-21--2261/475,8-9--2943/513,9-10=-3521/533,10-22=-3704/514, 11-22=:3904/500,11-23--3930/488,12-23--4189/488,12-13=0/32 BOT CHORD 2-17m.W5/3312, 17-24=-175/2881, 24-25--17512861,16-25=-17512861,16-26=-5512281, 2&27=-5512281, 15 -27= -55/2281,15 -28=-169/2881,28-29=-169/2861,14-29=-169/2861,12-14=-285/3312 WEBS 6-16=-151/1089, 8-15=A60/1068,3-17=-433/208,5-17=-81/833, 5-16=-1033/268, 7-16=-405/211, 7-15=-403/211, 9-15=-1034/268,9-14=-80/634,11-14=433/206 JOINT STRESS INDEX 2=0.92,2=O.K 3=0.26,4=0.57,5=0.71,6=0.70,7=0.55,8=0.70,9=0.71,10=0.57,11=0.28,12=0.92,12=0.00,14=0.81,15 NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 pet (gat roof snow); Category II; Exp B; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurtent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This Russ has been designed for a 10.0 psf bottom chord live load nonconcurient with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Flt between the bottom chord and any other members, with BCDL = IO.OAd. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 194 lb uplift at joint 2 and 1941b uplift at Joint 12. (%�§j%IbrP¢reaks Including heels" Member end fixity model was used in the analysis and design of this truss. 15 $8tt73daadFs87Vs PE1? AWARNING -Verily design paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 o., 10,01/2015 BEFORE USE ervcMweeall`XS B.V Design vote for use onN with Mirek®connecton. Thin design is based only upon paromenwas.wman! In for on individual bulding component,not o truss system. Before use, the building designer must ver4y the oppllcabHty of design parameters and propedy incorporate this design Into the overall brocmg embers only. Additional temporary and permanentT budding design. Bracing Indicated h to prevent buckling of individual truce web and/orchard mm nMiiff. Al0laie h always required for stability and to prevent collapse with possibte personal mlery and propend damage. For general guidance regarding the robdcation storage, detvery. erection and bracing of trusses and anus systems, see ANSI(rPlt Quolit C,Hedq, DSbB9 and BCSt BNtdfng Component 018 Soundsede Road Safety mans a9on evadable from Trus Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, Edenton, No 27932 Job Truss Tmss Type Qty Ply BB_MidAtlantu E6HB980a ORDERS EA -99019 HIPS 1 1 HIPS -00 -Mob j42 ob a erence f.ptlgoall NVR, /.aeas dei ea ams Mn...ummes, ir.. mu aep v wozna,m o rape, ID:tP1g4nc94KA_Uk4SaLztVqeaJmO.c7VWBpgako39ECvng00_IwUThKHtNJ3p1HIVTsygDl 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-sec(nd gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at l30 mph (3-secand gust) meets or exceeds IRC2012 nominal wind speed WOO mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. b Bcale =1:74.8 6x8 = 3x4 = 5x6 — axe = ,.. .... ... 15 3x4 =x8 3x8 = 5x6 8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Vdefl L/d PLATES GRIP TCLL 30.0 plate Grip DOL 7.15 TC 0.94 Vert(LL) -0.31 14-15 >999 380 MT20 797/144 (Roof Snow -3 Lumber DOL 1.15 Be 0.96 Ven(CT) -0.491415 >999 240 TOOL 10.0 Rep Stress incr YES WE 0.53 Horz(CT) 0.17 11 n/e n/a BCLL 0.0' Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.09 15 >999 240 Weight: 250111 FT=5% 8 DL 0,0 LUMBER. BRACING. TOP CHORD 2x4 SP N1.2D'Except' TOP CHORD Structural wood sheathing directly applied. 5-7,9-12: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac brecing, Except: BOT CHORD 2x4 SP NOA'Except' 2-2-0 ac bracing: 11-13. 11-13: 2x4 SP No.2D WEBS 1 Row at m dpi 4-15, 6-15,6-14.8-14 WEBS 2x4 SP No.3 or 2x4 SPF Stud "Except' 5-15,7-14,6-15: 2x4 SP NO.2 or 2x4 SPF NO.2, 6-14: 2x4 SP No,21D WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 1=2084/0,3-8,11=217310-3-8 Max Hoa 1=-292(LC 8) Max Uplift 1=-170(1-C 12), 11=-194(LC 13) Max Grav 1=2631(LC 31), 11=2720(LC 31) FORCES. (Ib)- Maximum Compresslon/Maximum Tension TOP CHORD 1 -17= -4175/474,2 -17= -3940/495,2 -18= -3915/507,3 -18=-3713/522,3-4=-3532/540,4-5=-2951/516,5-19=-2263/477, 6-19=-2263/477,6-20=-2263/476,7-20--2263/476,7-8=-2945/514,8-9=-3523/534,9-21--3706/515,10-21--3906/507, 10-22=-3932/489,11-22=-4197/469,11-12=0/32 BOT CHORD 1-i6=-321/3325, 16-23=-776/2864, 23-24=-176/2864, 15-24=-176/2864, 15-25--56/2283, 25-26=-56/2283, 14 -26=56/2283,14 -27=170/2862,27-28=-170/2862,13-28=-170/2862,11-13=-286/3314 WEBS 5-15=-151/1068, 7-14-151/1067, 2-16=-443/212,4-16=-84/643,415=-1034/268, 6-15=-397/211,6-14=-404/212, 8-14=-1033/268,8-13=-80/634,70-13=433/208 JOINT STRESS INDEX 1=0.73,1=0.00,2=0.26,3=0.44,4=0.71,5=0.71,8=0.55,7=0.65, 15�'b`ig,4 1}a4(7tl1 Fit6I f3lr ri%tT� NOTES- (10-11) 1) Wnd: ASCE 7-10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Ops% BCDL=6.Opsf; h=33f1; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exter or(2) zone; cantilever left and right exposed ;C -C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 par (Flat mof snow); Category II; Exp S; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been Considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times fiat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This W ss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2A-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0p8f. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 Ib uplift at joint 1 and 194 Ib uplift at joint 11. �,§%VdVft"j1¢reaks Including heelse Member end fixity model was used In the analysis and design of this truss. A WARNING. Verify design paramelens and READ NOTES ON MIS AND INCLUDED MITEx REFERANCE PAGE MII-7473 rev, I"V2015 BEFORE USE. Design valid for we only with Mitek® connectors. This design h based only upon pammefers shown, and is furan Individual balding component truss system. Before ose, the balding designer must verify the appllaabllity of design pommel.. and praperly Incorporate this dawn into the i CoNding of hcawmts required for stabllty a ad 1. pr event cdlapsat eiwglih possibleuaf truss web ard/or Owd members only. personol hQury and property Carman, rw 9apelonol ml8ldarrod regardlrand pamed ig he fabdootlon, storage, delivery, erection and braclng of trusses and ass systems, see ANSUIPI1 Quallly Intend, 0511.89 and BCSI Buil4ing Comp s..rn, r,.m.,,,,me,. nv.ae,nl� xam rmss Plote Insfilute. 216 N. lee Street. Butte 312 Alexandria, VA 22314. s*W" A�lFl8�d39Y[t44 St�4��` Tr��D A Mlreh AWllale 818 Boundeldle Reed E8999609 HIPS MVR ID'APlg4ncg41cA_uxnaeczwRw^"-„__.._..-. -- 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to o wind speed of 1 io mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of g0 mph. eNftNEFR AMPLk AIIIIIaIe ON THIS AND INCLUDED MPER REFEHANCEPAOEMIFFi13 r<v.10N3/9015 BEFORE USE. N Mon is basad. CPOC parpmate TshoR and ofopatlVN dporatebf cl.,i1ninfo the tweml1M'^^ ■��O Reed Job Truss Truss Type Oty Plyoo_MidAtlanuc PLATES GRIP MT20 197/144 Weight: 3241b FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied. EBBBBB38 ORDERS EA -99103 HIPS 1 1 42-0600 HIPS 1 Row at midpt 7-17, 7-16, 5-18, 9-15 WEBS 2x4 SP No.3 or 2x4 SPF Stud -Except- Except'6-17,8-16,7-17: 6-1 7,13-16,7-17;2x4 SP No,2 or 2x4 SPF No.2, 7-16; 20 SP No.21) Jobeferanrs 1 NVR. ._._. -..,. ... ._ _. 4.9-13 0.2-3 5.8-0 14-6-0 4-6-0 5-6-0 58= 3x4 = 5z6 = e nn� r&&I 3x4 = 4.4 = 4.6 It 4.6 II 4xs II 4x4 = 3x4 = 6.12 = 8x12 = Scale =1:80.4 Ta d 1d LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10,0 BC LL0.0' BC DL 0.0 SPACING- 2-0-0 plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress ]nor YES Code IRC20157fP12014 CSI, TC 0.95 BC 0.93 WB 0.78 (Matrix) DEFL. Vett(LL) Vert(CT) Hors(CT) Wnd(LL) In (loo) Udell LM -0.22 15 >999 360 -0.32 16-17 >999 240 0.15 12 Na me 0.09 18 >999 240 PLATES GRIP MT20 197/144 Weight: 3241b FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2D -Except' 2-2.0 oc bracing: 2-19,12-14. 16-17: 2x6 SP No.2, 16-17: 2x10 SP No.2 WEBS 1 Row at midpt 7-17, 7-16, 5-18, 9-15 WEBS 2x4 SP No.3 or 2x4 SPF Stud -Except- Except'6-17,8-16,7-17: 6-1 7,13-16,7-17;2x4 SP No,2 or 2x4 SPF No.2, 7-16; 20 SP No.21) WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF NC3 or Stud REACTIONS. (Ii/size) 2=2172/0-3-8, 12=2172/0-3-B Max Hoa 2=296(-C 11) Max Uplifl2=-194(LC 12), 12=-194(LC 13) Max GMV 2=2719(LC 31), 12=2719(LC 31) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/32,2 -20= -4189/499,3 -20=4010/503,3.21= -3906/495,4-21=-3669/495,4-5=-3469/516,5-6=-3380/804, 8-22--2354/482,7-22--2353/482,7-23=-2354/482,8-23--2354/482,8-9--33801604,9-10--3489/516,10-24=-3869/495, 11-24=-3906/495,11-25--4010/503,12-25=-4189/499,12-13=0/32 BOT CHORD 2-19=-346/3345, 19-26--177/2881, 26-27--177/2881, 18-27=-177/2881, 17-1B=-72/2359, 17-28=-62/2376, 28 -29= -62/2376,16 -29= -62/2376,15 -16=-40/2358,15-30=-170/2881,30-31=-170/2881,1431=-170/2881, 12-14=311/3345 WEBS 6-17=-79/715,8-16=-114/713, 7-17=-408/211,7-16=-407/212,6-18=-251/886,5-18=-1090/299, 5-19=-66/493, 3-19=-411/207,8-15=-276/916, 9-15=-1090/299, 9-14=-67/493,11-14=411/208 JOINT STRESS INDEX 2=0.74,2=0.00,3=0,26,4=0.51,5=011,8=0.75,7=0.55,8=0.75,9=0.71,10=0,51,11=0.26,12=0.74,12=0.00,14= 0.28, 16 = 0.28, 17 = 0.69, 18 = 0,67 and 19 = 0.55 NOTES- (10-11) 1) Wnd; ASCE 7.10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFR (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and Tight exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 pelf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcument with any other live loads, 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = I0.0psC Continued on page 2 WARNING . VeMy design Pamosefers and READ NOTES ON THIS AND INCLUDED MI REFERANCE PAGE 01.7473 rev. 10/09/2916 BEFORE USE. sign valid for use only wIth Mitek® connectors. This assign a based only upon parametersshown, and is for an Individual building component, not e......... I>4nn nn,n,nel=n and mnnmNlnca -fe thu denon into the overdl and 8CS1 7umn" a AMI rex AINIaIe Job Truss Truss Type Oty Ply oo_MidAllantic EBBB8638 ORDERS EA -99103 HIPS 1 1 42-00-00 HIPS a e o i dul[e zinc m, l ex Ina Usines, Inc. I no Sep i l 14:18:452015 P890 NOTES- (10-71) ID:tP1 g4nc94KA_Uk4SaLzfVgzalmO.UhPJk7scFef3tNMHx2D8mugbmOGRkgkb67pcpyg7u 8) Provide mechanical connection (by others) of truss to Dealing plate Capable of withstanding 194 lb uplift at joint 2 and 1941b uplift at joint 12. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ON THISAND INCLUDED MITEK REFERANCE PAGE MI1.7473ree Ins"015 BEFORE DSE. ErMmr'E INO BY `g,, Is based oNy upon pommelers shown, and Is fw an Indlvidual Wilding component, not NS fy sine opppcabifty of design parameters and drapery incorporate this design Into the overall w f individaal Nsss web and/archord members only. Addiflonoitperm emporaryandoaenfbmC eing ForgeneralgUcaweregardingtha AMltei. Alfllale th possible persanol Inlury and gopetty damage. ez olid INsuystemtsee _ AN5VTPI1 Goal Qiletla, 05609 and BC51 BNltling COmponenl 818 Somlrside Road 5%8 = 5x6 = SO = fixe —4x4 = 4x8 ll 4A a 4x" " "" 3x4 = 8x12 = 8x12 = 6 Plate Offsets XY - 1:Etl a 0-3-8 5:0-3-12 0-2-0 T.0-a-tz u-_ro_�.. - in (loo)/tleB Ud PLATES GRIP DEFL. -0 LOADING (Psf) SPACING- 2-0-0 CSI. Vert(LL) -0.22 17 >999 360 MT20 1971144 TCLL 30.0 Plate Gdp DOL 1 TC 0.96 VeIf(CT) -0.32 15-i6 >999 240 BC 0.95 V. (Ti) (Roof Snow=30.0) LumberDOL 1.15 0.15 11 rim n/a WB 078 >999 240 Weigh 3221b FT=5% I. -YES TCOL 10.0 Re Stress lncr YES " (Matrix) Wind(LL) 0.09 17 BCLL 0.0 Code I'a. BCDL 10.0 BRACING- LUMBER- TOP CHORD 'evas rei wootl sheathing directly applied. Exce t Rigid calling directly applied or 10-0-0 oc bracing, P TOP CHORD 2x4 SP Na.1 "Except" BOT CHORD 5-7: 2x4 SP No.2 or 2x4 SPF No.2 2-2-0 ac brsoing: 1-18,11-13. 8-18, 8-15, 4-17, B-14 BOT CHORD 2x4 SP No.2D "Except" WEBS i Row at midpl 15-16: 2x6 SP No.2115-18: 2x10 SP N0.2 WEBS 2x4 SP Na.3 or 20 SPF Stud'Except" 2x4 SPF No.2, 6-15:2x4 SP No.2D 5-16,7-15,6-16: 2x4 SP N0.2 or WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 1=208410-3-8, 11=21 7 310-3-8 Max Hoa 1--292(LC B) Max Uplift I=-170(LC 12), 11-194(1-13 1131) Max Grav 1-2631 (1-C 31), 1i=2720(LC FORCES. (Ib)- Maximum Compression/Maximum Tension 357/484, 51839 23=-3654/498,50 23 23906/498, TOP CHORD 1-19=-4200160712-19---4022/51i 4356/484,8-22= 2358/483,7-22=-2356148337 8=-3382/605,8 9=-3468 -28= 10-24--4012/504,11-24=-4191/500,11-12=0132 2883213 BOT CHORD 2803829-30=7171 3076171/2883, 363/2378, 27-28 15 28=-63/23785145158-4178128814'29=8171 11-13=-312/334701212, 5-17=-2521688,4-17=-10951299,4-18=-69/502, 5-16=-791706,7-15=-114/714,fi-16=-4001211,8-15=-40 8-13=-67/493, 10-13=410/208 WEBS 2-18=-417/212, 8-14=10g01299, 7-14=-2761916, Ct(�f�i STRESS INDEX (y€ JOINT "C' 1=0.73,1=0.00,2=0.26,3=0.Be'4=0.71,5=0.75,6=0.56,7=0.75,6=0.71,9=0.52,10=0.28,11=0.74,11=0.00,13=0.55,14=0.87,`51\ 0.2B, 15=028,16=0.90,17=0.67 and 18=0.55 >`. l��,.G�.,45TEs�'•. Cat. II; Exp B; enclosed; MWFRS NOTES- (10-11) for members and forces&MWFRS for 1) Wind: ASCE 7-10{ Vul1=130mph (3-secontl gust) Vasd=103mph; TCDL=e.Opsf, BCDL=6-Cfo mem Extedof(2)DOL=1antilever left and right exposed ;C �"' o -K ^(;j (envelope) gable end zone and C -C reactions shown; Lumber DOL=1.60 plate grip C1=1 1 Ii; Exp B; Partlelly Exp,; ` s� _ 2) TCLL: ASCE 7-10; Pf=30,0 psf (Bat roof snow); Category snow loads have been considered for this design. or 1.00 times flet roof load of 30,0 psf on overhangs 16.0 x 3) Unbalanced psf 4) This truss hes been designed for greater of min roof live load of x -': 54 ....m"• 4s non-conaumenl with other live loads. drainage to prevent water ponding. with any other live lands. fv` "ht P6 1.� �jt]786PNAL 5) Provide adequate This buss has been designed for a 10,0 psf bottom chord live load non concument in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will 4o 6) ve amembarsP with BCDL bottom 10.Opsftl 7) 1 This t,,s has been designed choand any other f between the bottom Continued on page 2 JM312015 BEFORE M114473 ren US. ww■_ �wARNrNB-Vertry design Penmerers antl READ NOTES aNTHIS AND INCLUDED 11197K REFERANaE PAGE ,.o.3ea. chis dezlgn6 based oMy opan pammaiers siwwn.^ orlooarM incorporate lFlsdde 9n Into the Coverall o �YO �Mtt«k Ainllale 011040, Job Truss Truss Type Qty Ply 00 MidAtlsntic � sysalitemd a Too. Before use, the poucng designer mast verity the applealant, of design pammeters and propedy incorporate tits design ht. the overall �YAO E099803B ORDERS EA -99104 HIPS 1 1 HIPS _ _ 818 S..n stSe Roed Safely Informallen available from Rues Plate Imtitule, 218 N. Lee Street, Selte 312, Alexandra, VA 22314. Job Ref Job Reference (optional) NVR, 7.630"U282015 MITak Industres, Inc. Thu Sep 1714:18:4] 2015 Pege 2 ID:lPlg4nc94KA_uk4SaLzfVgzajmO-Q4X39pftnjvn_gWg3TGasJvx_c3OVe912Qcvghycj7s NOTES- (10-11) 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 170 He uplift at joint 1 and 194 Ib uplift at joint 11. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 Will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. &WARNING-VeRrytleaign pa2mems andREAD NOTES ON TNISANB INCLUDED INTER REFERANCE PAGEMIA7473 reB IMM015 BEFORE USE ENGMEEFIIM aY Design vfor use PMy wIih MrsW connectors. ftdesign s based only upon parameters shown and &for an k�dividaai bdldlg component, not � sysalitemd a Too. Before use, the poucng designer mast verity the applealant, of design pammeters and propedy incorporate tits design ht. the overall �YAO banding design. Bracing indicated is is prevent buckling of incvidaoi tms web and/or chord members only. Additional temporary and permanent bracing Alvff tk A101al« Is always re,ai,etlforstabllity antl to prevenl collapse with possible personal injury and property damage. Por9eneraluddanceregardingthe fabrication storage, delivery, erection and bracing of trusses and Ims systems, see ANSUTPli Quality Criteria, 050.09 and BCSI Bullding Component 818 S..n stSe Roed Safely Informallen available from Rues Plate Imtitule, 218 N. Lee Street, Selte 312, Alexandra, VA 22314. Edenton, NC 27932 JobTruss Truss Type Pty Ply OROERS FIs -9994] HIPS 1 1 E6991903 e e o tlD ai ^•Gmina. .no s sep 262012 Mr ret Ind"t-sax . Fa Jul 1811:10:252013 Pagel ID:h8VECAYJY6m XhgmSucnP7zieKc-y9le2w6O17LIGn3HWMf$MDm3pzNUFX1 BO.OHywXWS 5 7 0 10-00-8 16-2-0 20-8-0 25-2-0 $0_7-0 38-0-7 41-6-0 42-7 5-7-0 I 5-3-8 +_ 5-3-8 q6 0 —1 4-6-0 5-&4 5.5-4 + 6-7-9 71� 5x6 = 14 = 54- 21 x8=21 8 22 7 Scale =1:83.2 8x12 11 4x4 = 6x10 = 8x12 = 4x4 =4x4 =4x4 = 4x12 = 5x10 = 4x4 = L 00 LOADING (ps3SPACING 2-0-0 CSI DEFL in (loo) 1/defi L/d PLATES GRIP (Roof Snow=TCLL 3 30) Plates Increase 1.15 TC 0.96 Verl(LL) -0.22 15-16 >999 360 MT20 197/144 TCOL 10.0 Lumber increase 1.15 Be 0.85 Vert(TL) -0.3815-i6 >999 240 BCLL — 0.0 Rep Stress Incr YES( WE 0.50 — HorzCrQ 0,14 11 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wnd(LL) 0.0915-16 >999 240 _Weight: 315 ib FT=5% LUMBER BRACING TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 -Except* TOP CHORD Structural wood sheathing directly applied, 3-5,7-9: 20 SP N0.213 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 4-16.6-16, 6-15,8-16 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x10 SP No.2, Right: 2x4 SP or SPF No.3 or Stud REACTIONS (Ib/size) 1=1951/0-3-e (min, 0-3-i), 11=2019/0-3-8 (min. 03-3) Max Hoe 1=-266(LC 8) Max Uplift 1=-109(LC 12), 11=-133(LC 13) Max Gray 1=2619(LC 37), 11=2699(LC 37) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-19=-4051/359, 2-19=-3777/380, 2-3=-3738/386, 3-20=-3588/388, 4-20=3364/419, 4-5=-2892/416, 5-21=-2263/393, 6 -21= -2262/393,6 -22= -2277/393,7 -22= -2277/393,7 -82917/416,8-23=-3476/418,9-23=-3665/398,9-10--3860/385 ,10-24=-3920/387, 11-24=-4175/366,11-12=0/37 BOT CHORD 1-18=-228/3156, 18-25=-107/2799, 17-26=-107/2799, 16-17=-104/2802, 16-26=-5/2289, 26-27=-5/2289, 15 -27= -5/2289,14 -15= -103/2872,14 -28=-106/2869,28-29=-106/2869,13-29=-106/2869,11-13=-209/3321 WEBS 2 -18= -374/185,4 -18= -50/494,4 -16= -947/222,5 -16=-114/1044,6-16=-400/182,6-15=-380/186,7-15=-112/1046, 8 -is= -1014/230,8-13=-08/565,10-13=-463/181 NOTES (11) 1) Wind; ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=e,Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Unbalanced s snow loads have � considered forrthiis deroof snow); Category sixp 8; Partially Exp; C1=1.1 4` v�yt;i 13 iW! R FF/fftTrr 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs ��•``° `� /fit`% ri4r non -concurrent with other live loads. .�`` (� •""""- %y ¢ 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r _ 7) a This truss has been designed for a live load of 20.0p of on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide °C will fit between the bottom chord and any other members, with BCDL= 10.0fsf. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1091b uplift at joint 1 and 1331b uplift at - joint 11. 9) This truss i8 designed in accordance with the 2012 international Residential Code sections R502.11.1 and RB02.10.2 and LG referenced standard ANSI/TPl 1. " .at w�-°°`,��✓a" 0) including fixitywas used in the analysis and design of Desigt s chend ckedad forA nCto a 10 wi of 90 mph ph (3 s eand gush) Is equivalent to IR02012 100 mph, win his truss, 1 d reactions x 0.81 will adju ® WARNING -Verfry tleelpn panmefers and READ NOTES ON THIS AND INCLUDED MITER REFEBANCE PAGE M11O473 rev.IM312016 BEFORE ME. T�ENf=INEFRRun�x3rBY O Design validfar weonly wph Miele®connectoo. IDB design is based onry upon para meters shown, and h for an Individual Wrong component not a buss system. Salons use, the buildLg designer most verify the appllcobEfy of design parameters and properly Incorporate this design into the ovend ,jY boiltlin®design. Bracin,lndicofedistopreventbucklingotiMividoal Bussweband/orchordmembenoMy. Addlllonalfemporary and permanent bracing Aklfiek. AI01aL« Is always rego6ed torstabgfy and to prevent calicos. with possible personal lnlory and property outrage. Forgenemiguldoncow,ardingthe fabricailon, storage, delivery,.rectbnand brucine of !ruses and tau l systems, zee gN31/IPI/ Quality Q6etla, DSB-a9 and BC5l Bulltling CRmpaneni 01059undsitle Road i 6x8 II Plate Offsets Xy): 2:o -i if 0 1 21 T8'0-3-150-1-21— DEFL PLATES GRIP In (too)/deft L/d 197/144 LOADING (psf) SPACING 2-0-0 TO 0.73 Vert(LL) -0.06 10-11 Mg 360 MT20 240 TOLL 30.0 Plates Increase 1.15 (Roof Snow=30.0) Lumber Increase 1.15 SC 0.46 Vert(TL) Horz(TL) -0.13 10-11 >999 0.02 8 rile n/e We19hh. 2081b FT=5% TOOL 10.0 WB 0.89 Rep Stress mcr NO (Metnz) VVmd(LL) 0.0310-11 >999 240 BCLL 0.0 Code IRC20121fP12007 BCDL mo BRACING Structural wood sheathing directly applied o13-10-9 ocpud ns. LUMBER 214 SP No.2 or 2x4 SPF NO.2 TOP CHORD BOT CHORD Rigid celling directly applled or 10-0-0 oc bracing. TOP CHORD BOT CHORD 2x8 SP NOAD WEBS 2x4 SP No.3 or 2x4 SPF Stud 2-1-9, Right 2X6 SP No.2 2-1-9 SLIDER Left 2z8 SP N1.2 REACTIONS (Ib/size) 2=5858/0-3-8 (min. 0-3-8), 8=5856/0-3-8 (min. 0-3-8) Max Horz 2-136(-C 9) Uplift2=-64(LC 10), 6=-64(LC 11) Max Max Grav 2=6893(LC 2), 8=6893(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 5-12=-5836/143, 5-13=-5836/143, TOP CHORD 2-3=-6174/70, 3-4=-8114/88, 4-12=-5896/127, 6-7=-6114188,7-8=-8174170 6-13=-5896/127, -i 0=-1314100 BOTCHORD 4-11=-411339,5000, 101=108/412965810 10814129,6-10=-01/339 WEBS NOTES (12) 1) 2 -ply truss to be Connected together with 10d (0.120"x3") nails as follows: Top chords Connected as follows: 2x4 -1 row at 0-94 oc. Bottom chords Webs connected as connected as 2x4 lsrow at 0-9 0 oaaggered rontet 0-4-0 oc. In the 2) All load, are have providedapplied to tidal onles,ly except noted to a I (B)(umass OtherwisetlicatedOAD CASE(S) section. Ply to ply Asea€tt I r Cg 8) Vvind: ASCE 7-10 Vult=l MWFRS (envelope); cantileverr left and right exposed CLumberlDOLP1. 0 pDlaTa 9dp OOL--Di g0 OpsP; h=25ft{ Cat. it; Exp B; enGosed; 4) TOLL ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Cl=1.i 5) Unbalanced snow loads have been considered for this design.or 1.00 times flet roof load of 30.0 p e) This truss has been designed for greater of min roof live load of 12.0 psf sf on overhangs non -Concurrent with other Eve lead. 7) This truss has been designed fora .ve psf bottom chortl live load nonconcurrenl with any other live loads. . 8) ned for a 11 fit his ti between hasb been chord and any otherlmemberePsf on the bottom chard in a0 areas where a rectangle 3 -BA tell by 2-0-0 wide will ` 9) Provide mechanical Connection (by others) of trues to bearing plate capable of withstanding R6 Ib uplift at JoR802 2, 8. y R a 10) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 antl referenced e standard ANSUTPI 1. wind reactions x 0 81 will adjust '✓y 11),.Semi-rigidpiichbreakstncludingheelsa Member endfixity secomodelwasused In analysis and of this Imes, ass •>: ,..�% 12) Designsd ockedfor ASCE 7A n to a speed 000win 90 mph,128 mph (3 -second gust) is equivalent lC IRC2012 100 mph, p{ } 4# sxm F' Contiir iced can )ia$ sign lnio fhe ovemliM^^^ I�Ylilo BEFORE USE. IN 3 companenl. no:~ LOAD CASE(S) Standard 1) Snow: Lumber Increase= 1.16, Plate Increase=1 A 5 Uniform Loads (1311) Vert: 2-8=-864(B;:-844),1-5=-65, 5-8=-65 WARNING ARNING tar use oesign p Mnel:®oond REE .This design is based only aeon paramelers sh.n, and is for an lndNidaal bWltllr,O componen6 not \N' BY WgRNINO-VerYy design Palamelert entl READ NOTES ON THIS AND INCLUOEO MITES REFERENCE PAGE MIFT<T] rev. 1W05/0015 BEFORE USE. 'ryr .. . n....nlnm o(deslan paameters antl properly incarporote this design into the oyemll ■-«k Alllllale _ _....., _ .__,..,..,,,.tee—anent bracht) alible parsanal inPW and property aamw-,..------ and -- Ines systems. seAlexANSIAPVAO243iy Cdtetla, 050.09 and BC51 Bantling CumPaneat Lee e i 4.6 = 5x6 li 314 II LUMBER TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x6 SP No.2 4-6-8, Right 2x8 SP No.2 4-6-8 71b Scale =1:46.4 PLATES GRIP MT20 197/144 Weight: 70 lb FT -5% BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, BOT CHORD Rigid calling directly applied or 10-0-0 ocbracing. MITek recommentls that Sfahlilzers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installafign aaide. REACTIONS (Ib/size) 2=603/0-3-8 (min. 0-1-8), 6=603/0-3-8 (min. 0-i-8) Max Horz 2=170(LC 11) Max Up1lft2=-42(1-C 12), 6=-42(LC 13) Max Cray 2=713(LC 2), 6=712(LC 2) FORCES (lb)- Maximum Compression/Maximum Tenslon TOP CHORD 1-2=0/29, 2-3=-670/75, 3-9=-463/76, 4-9=-402/104, 4-10--402/104, 5-10=-463/76, 5-6=-670/75, 6-7=0/29 BOT CHORD 2-8=01344.6-8=0/344 WEBS 4-8=0/296 NOTES (10) 1) MWFR3 (envelope) gable endCE 7-10; Vufl=1 pzonesecond gust) antl C -C Extedorr(2) zone; cant lever eft and right exposed ;C -C for memhersland forces &IM WFRS for reactions shown; Lumber DOL -1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat mof snow); Category II; Exp B; Partially Exp.; Ct=1.1 been cons 3) Unbalanced snow loads have idered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-fi0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 42 It, uplift at joint 2 and 42 to uplift at joint 6. 8) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802,10.2 and reference standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. LOAD CASES) Standard MITEK REFERANCE PAGE M11.7473 rev. 10/8313015 BEFORE USE. antl truss systemi, see AN51/rNl Qyafily C01e0a, OSB -89 antl not R. cl/k$,rry 7`°4 TPN[REI��O AMrleh Alliliale CSI DEFL in (loo) I/defl L/d LOADING (p SPACING 2-0-0 0.82 Ven(LL) -0.03 2-8 >999 360 TOLL 30.0 (Roof Snaw=30.0) plates Incfease Increase 1.16 1.ib TC BC 0.40 Vert(TL) -0.09 69 >999 240 TCDL 10.0 Lumber Rep Stress Incr VES WE 0.12 Horz(TL) 0.01 6 2-8 n/9 >999 n/0 240 SCLL 0.0' Cade IRC2012/TPI26D7 Metrix ( ) Wind(LL) 0.03 LUMBER TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x6 SP No.2 4-6-8, Right 2x8 SP No.2 4-6-8 71b Scale =1:46.4 PLATES GRIP MT20 197/144 Weight: 70 lb FT -5% BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, BOT CHORD Rigid calling directly applied or 10-0-0 ocbracing. MITek recommentls that Sfahlilzers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installafign aaide. REACTIONS (Ib/size) 2=603/0-3-8 (min. 0-1-8), 6=603/0-3-8 (min. 0-i-8) Max Horz 2=170(LC 11) Max Up1lft2=-42(1-C 12), 6=-42(LC 13) Max Cray 2=713(LC 2), 6=712(LC 2) FORCES (lb)- Maximum Compression/Maximum Tenslon TOP CHORD 1-2=0/29, 2-3=-670/75, 3-9=-463/76, 4-9=-402/104, 4-10--402/104, 5-10=-463/76, 5-6=-670/75, 6-7=0/29 BOT CHORD 2-8=01344.6-8=0/344 WEBS 4-8=0/296 NOTES (10) 1) MWFR3 (envelope) gable endCE 7-10; Vufl=1 pzonesecond gust) antl C -C Extedorr(2) zone; cant lever eft and right exposed ;C -C for memhersland forces &IM WFRS for reactions shown; Lumber DOL -1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat mof snow); Category II; Exp B; Partially Exp.; Ct=1.1 been cons 3) Unbalanced snow loads have idered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-fi0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 42 It, uplift at joint 2 and 42 to uplift at joint 6. 8) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802,10.2 and reference standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. LOAD CASES) Standard MITEK REFERANCE PAGE M11.7473 rev. 10/8313015 BEFORE USE. antl truss systemi, see AN51/rNl Qyafily C01e0a, OSB -89 antl not R. cl/k$,rry 7`°4 TPN[REI��O AMrleh Alliliale TPN[REI��O AMrleh Alliliale Job Truss Truss TypeOty fl5'0-2-80-5-01 Ply LOADING (psf) E6864309 ORDERS EA -99950 COMN i 3 PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.45 Jo efere ce (optional) NVR Homes, X 7.350 8 Sep 26 2012 MITek Industries, Inc. Tue May 1416:13:10 2013 Page 1 IO:R9y12cEcNZRO1 DuibtSMbaziaD-MJ7R1WpOLUSMes2outw27UPHnMtc jaaU7XzGYMd - -11- 3-45 8-8-1 104-12 3-8-7 18-11.3 2438 2 Q4 -11- 3-4fi 3 -4 -ii 34-11 3-4-11 36 _;j 3.4.5 0-0h 4xfi = 8x8 = 4.12 11 8x8 = 8x8 = 4.12 11 341 9VII O 4 2.842 ' 3-4-11 3411 3-45 Scale =171.0 Plate Offsets (XY)' (2'0-3-00-0-01 (10'0-3-100-1-01 f13'0 -3-80-4-0t 114'0 -4 -00 -4 -et fl5'0-2-80-5-01 LOADING (psf) SPACING 2-0-0 CSI DEFL In (lac) (/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.06 12-13 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.57 Vert(TL) -0.1212-13 >999 240 TCDL 10.0 Rep Stress Incr NO WE 0.75 Hom(TL) 0.02 10 n/a n/a BCLL 0.0' Code IRC20121TP12007 (Matrix) Wlntl(LL) 0.0312-13 >999 240 Weight: 5311b FT=5Y BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-G-0 oc pudins. BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 2-3-9, Right 2x4 SP or SPF N0.3 or Stud 2-3-9 REACTIONS (Ib/size) 2=3585/0-3-8 (min. 0-1-11), 10=5855/0-3-8 (min. 0-2-12), 15=9529/0-3-8 (min.0-2-14) Max Horz 2=-208(LC 8) Max Uplift2=-9(LC 11), 10=-46(LC 11), 15=-187(LC 10) Max Grev 2=4228(LC 17), 10=6920(LC 18), 15=11205(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3541/21, 3-4=-3460/37,5-6=-1870/133, 6-18=-1792/107, 7-18=-1941/81, 7-8=-4365/77,8-9=-6676/54, 9-10=-6754/37 BOT CHORD 2-16=-99/2362,15-16=-99/2362, 13,14=0/3084,12-13=0/4499,10-12=0/4499 WEBS 4 -16= -12/4147.5 -15=-5482/97,6-14=-131/2343.7-13=-7515244.8-12=-17/3276, 4-15=-3029/129,5-14=-35/4202,7A4=-4271/161, 8-13=-2143/106 NOTES (14) 1) 3 -ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 00. Webs connected as follows: 20 - i row at 0.9-0 0c. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=B.Opsf; BCDL=6.Opsf h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.80 plate grip DOL=1.80 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; C1=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load o112.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 8) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at Joint(s) W considers parallel to greln value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. f 0) Provide metal plate or equivalent at beadng(s) 15 to support reaction shown. Continued on page 2 e1e1a11 H i s rrrrr r Job Truss Tress Typeqty Piy E6864309 ORDERS EA -99950 COMN 1 p JJglD Reference (optional) NVR Homes, X 7.350 s Sep 262012 MITek Industries, Inc. Tue May 1416:13:10 2013 Page 2 ID:R9y12cEcNZRO1 Dubl SMbazlczD-MJ7R lWpOLuSMes ou 7UPHnb4to jaaU7XzGVMd NOTES (14) 11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) 2, 10 except Qt=lb) 15=187, 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI I. 13) "Semi-dgid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 14) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pin Vert: 2-10=-864(8=-844), 1-6=-65, 6-11=-65 WARNING -Ve6ly tlesi,Pnanehrs antl READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 10IF7473 ow, IM312015 BEFORE UBE ENaINEERIIM PY sign used Cor use only with Mitek®connectors. chis dellen is basedonlyupon pommetersshown, andisfwanindivldoal hullding component,hot � ��0 mss system. Before we, the bWiding designer must verify the opplicabBily of design paometess and prepeA Incarpomte this design Into the overall ildirg design. Bracing indicated k to prevent buckling of individoai tress web and/or chord members only. Ack itbnal tempo ary antl permanent bracing ....�...__..:�n,_..,_:.ox.__�a_------ _.__x__._....a---- :.:_______:-..._.__._____-...______ _______-_: _.: �________.y__,�_ AMiTOAlaOale and scst Job Tress Tress Type Qty Ply E6964885 EA -99999 EA -99951 CONN 1 1 Job RateLOOM (opp aid) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins. TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bating. BOT CHORD 2x4 SP NO.2 or 2x4 SPF No.2 NVR Inc, Frederick, NO 7.350 a oap m a m rvn I nn luuuau,ueI ,, w... ID:hBWCAYJY6m_XhgmSumP7ziaKo-nFOCbk2 WO7IkE5PDIwkUULIu30GVrIUON669�?MMA - it- 4 11-11 10-1-12 153.13 20.3.8 0-11- 4-11-11 52-1 52-1 4-11-11 P11- �I b 4x6 = 5x10 = Scale =1:70.5 LOADING (pat) SPACING 2-0-0 CSI DEFL in (lot) /dell L/dPLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.21 8-10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.97 Vert(TL) -0,52 8-10 >467 240 TCDL 10.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.03 8 n/a n/a BCLL 0.0' Cade IRC2012/TPI2007 (Matrix) Wnd(LL) 0.02 2-10 >999 240 Weight: 1131b FT=5% BCDL 10.0 LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins. TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bating. BOT CHORD 2x4 SP NO.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 3-7-0, Right 2x6 SP No.2 3-7-0 be Installetl during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1016/0-3-8 (min.0-1-11),8=101610-3-8 (min.0-1-11) Max Horz 2=-258(LC 10) Max UplIR2=-59(LC 12), 8=-59(LC 13) Max Gav 2=1090(LC 2), 8=1090(LC 2) FORCES (Ie)- Maximum CompressionlMaximum Tension TOP CHORD 1-2-0/29, 2-3--1128/148, 3-0=899/174, 4-15=-873/199, 5-15=738/222, 5-16=-738/222, 6-16=-873/199, 6-7=899/174, 7-8=-1127/148, 8-9=0/29 BOT CHORD 2-11=-112/803, 11-12=-112/803, 1042=-112/803,10-13=-13/694,13-14=-131694, 8-14=-13/694 WEBS 4-10=•310/247, 5-10=-177/664,6-10=-310/247 NOTES (10) 1) Wind: ASCE 7-10; Vuit=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6.Opsf, BCDL=8.0psf; h -25h: Cat. II; Exp B; enclosed; MWFRS (envelope) gable antl zone and C -C Etdenor(2) zone; cantilever left and right exposed ;C -C for members and fomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat mot snow); Category II; Exp 8; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 limes flet roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members, with BCDL= I0.0psf. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 591b uplift at joint 2 and 59 lb uplift at joint 8. 8) This Muss is designed In accordance with the 2012 International Residential Code sections R502,11.1 and R602.10.2 and referenced standard ANSI/TPI 1. 9) "Serol -rigid pitchbreaks including heelse Member end fixity model was Used In the analysis and design of this truss. 10) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) is equivalent to IRC2012100 mph, wind reactions x 0.81 will adjust wind toed reaction to a speed of 90 mph. LOAD CASE(S) Standard ®WARNING. Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE GAGE M11d473n1 10/092015 BEFORE USE. and to prevent collppae wnn P00 ole person' F Wy unu PaYeI ry "I'—w=. • �• ate••-�• a-•-- -- -_- — - -- erecI and bra5ing of 18 N. and tress systems, see pnd tc, V 22314 CMeda. DS6 89 antl BC51 B011ding Component rv�m m,,. Plnte Insiiwte.21B N. Lee Sheet. 5oite 312, Alaxandtla, VA 2231E _. P, G a f " *// Pc '„ al fNa NG114BYFO Road Job Truss Truss Type Oty Ply _ LUMBER BRACING TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied ors -11-8 on purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 "Except* ESB846aB EA -99999 EA -99962 SPEC 1 1 Max Uplift 2=-73(LC 8), 6=-33(LC 12) Max Cow 2=393(LC 19), 6=251(LC 19) FORCES (Ib)- Maximum Compression/Maximum Tension Job Refe a ce o do one NVR Inc, Frederick, MO /ASV Se0p ltl LV1L MII0k In0U51(IGS, MC. VGJVI VNUtl'.SG:Si GVIJ"s l ID:edVxO4GQdK?x6SapxR*DyUeV?-pOb6KP2utlrjLlMlsg2Vs 4SbxN7AkacCpoo3awyzskG 3 3x6 Scale=1:13.2 6 41 = LOADING (pso TCLL 3(.0 (Roof Snow=30,0) BCDL 10.0 0.0 BC0.0 BCDL 1 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/rP12007 CSI TC 0.73 BC 0.35 WB 0.22 (Matrix) DEFL in (loo) I/deft L/d Vert(LL) -0.04 24 >999 380 Vert(TL) -0.11 2-4 -620 240 Horz(TL) 0.00 6 n/a n/a VNnd(Ly 0.00 2 >999 240 PLATES GRIP MT20 197/144 Weight: 16 lb FT=5% _ LUMBER BRACING TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied ors -11-8 on purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 "Except* 3-4: 20 SP No,3 or 2x4 SPF Stud REACTIONS (Ib/size) 2=319/0-3-8 (min. 0-1-8), 6=194/0-1-8 (min. 0-1-8) Max Hoa 2=60(LC 8) Max Uplift 2=-73(LC 8), 6=-33(LC 12) Max Cow 2=393(LC 19), 6=251(LC 19) FORCES (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=10/17,2-7m-160/0, 3-7=-103/0 BOTCHORD 2-4=-29/100 WEBS 4-5=01104,3-5=0/104 NOTES (12) 1) VNnd: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsr; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf=30.0 psf (gat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min mof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs non -concurrent with other live loads, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. - This truss has been designed for a live t oad of the allngle by wide 6)ll nANSI/rPlrt laln tbetween andany members. other ntthe 8 considers to angle to formula.Bulltlirna designer verify Bearing j O P g g g 99 9 ,...., capacity of bearing surface. <G �01,7�-q'� 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. J `r),. .n 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 2 and 33 to uplift at , _ ' joint 6. 10) This truss is designed In accordance with the 2012 International Residential Code sections R502,11.1 and R602.10.2 and ^" referenced standard ANSlr-PI 1. 11) "Semi-rigid pltchbreaks Including heels" Member antl fixity model was used In the analysis and design of this truss. 12) Designs checked for ASCE 7-10 wind at 128 mph (3 -second gust) Is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard 'r Df{%NALNt+.&�R 4x8 = g1� sad - T -]-B DEFL In (lot) I/defl Lid PLATES GRIP LOADING CSI MT20 197/144 (psf) SPACING 2-0-0 TC 0.34 Vert(LL) -0.07 8-10 >999 360 TCLL 30.0 plates Increase 1.15 Vert(TL) -0.17 8-10 >999 240 (Roof Snow=30.0) BC 0.53 HOrz(TL) 001 8 Me Me Lumber Increase 1.15 WB 0.18 >999 240 Weight: 86111 FT=S% TCDL 10.0 Rep Stress Incr VES VVind(LL) 0.01 10 BCLL 0.0 ` Code IRC2O12/fP12007 (Matrix)_ -_ BCD BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Purflis. TOP CHORD 2x4 SP NO.2 or 2x4 SPF No.2 BOT CHORD Rigid telling directly appiled Or 10-0-D oc bracing. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 MITek rewmmends that Stabilizers and required cross bracing WEBS 214 SP N0.3 or 2x4 SPF Stud he installed during truss erection, in accordance with Stabilizer SLIDER Leff 2x6 SP NO.2 2-8-5, Right 2x6 SP No.2 2-8-6 hust-listlon REACTIONS (Ib/size) 2-709/0-3-8 (min. 0-1-8), 8-70910-3$ (min. 0-1-8) Man Hoa 2=-199(LC 10) Mm UpJfft2=-4Bfi-G Max Grav 2=838(LC 2 ) ). 8=638(LC 2) FORCES (lb)- Maximum Compresslonlivaxlmum Tension TOP CHORD 1-2=0/29, 2-3=-834/115, 3A=-662/135, 4-11=-643/153, 5-11=-5291172, 5-12=-529/172, a-12=-843/153, 8-7=-801/135, 7-8=-8331115, 8-9=0129 BOT CHORD 2-10=-811543, B-10=-61499 WEBS 4-iO=-2131185.5-10=-135/474,6-10=-213/186 NOTES (10) 1) TES ASCE 7-10; Vuit=12fimph (3 -second gust) V(IRC2012)=10Omph; TCDL-6.0psf; BCOL=e.Opsf; h=25ft; Cal. 11; Exp B; enclosed; forFR,reactions shown; Lumber ubmber DOL==1 60 plate ExteDOl2=1 60 zone; cantilever left and right axposetl ;C -C for members and Fomes B MWFRS grip 2) TCILL: ASCE TAO; 3) Unbalanced snow loads .0 PSSave gen roof now); Categoryfor design, B; Partially Exp.; Ct=1.1 4) This truss hes been designed far greeter Of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads.leads. ``F`1gy1 t i p E i f 1!11`6` 5) This /mss has been designed for a 10.0 psf bottom chord live toad nonconcurrenl with any other live toe s. 8)' This /mss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-fi-0 tall by 2-0-D wide will fit between the bottom chord and any Omer members. late ca able of withstanding 48 ib u Ilft al joint 2 and 48 ib uplift at joint P 1 7) Provide mechanical connection (by Others) of truss to bearing p p 8) This Voss Is designed In accordance with the 2012 international Resideend R802.10.2 and referenced ntlei Code sections R502.11.1 l 2 PO standard ANSI/TPI 1. 9) "Semi-rigid phohbreaks Including heels" Member end fixity motlel was used in the analysis and design of this truss. 1 7-10 wind at 126 mph (3 -second gust) is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. 0) Designs checked for ABCE o d LOAD CASE(S) standard OWN 01i Mi i mmumommomma �rvze oMy wlih MTek®comeciors. This design is basedoMYaPon Parameters shown, and lsfwonlndlvkluol thdd.1compothe-let Mail l.Nupal- Verify design Panmerera and READ NOTES ON THIS AND INCLUDED MmEKREFERA n, no1,f 0.nr ,teL,al bUldnaEFORE OSE. Inc rate the desgn into the overall grope d ermcnent bracing ` - Beforeuse, the balldln9 deslgne�mvsl veNy the °ppLc°bAity .beslgn rchord{ars and dY °�P° ._.._� �-�%-°flndiAdoallmu web and/«chord membavanlF. aenleral eiuidanCoe regarding the alO aouMsitle Roetl d 4.6 \\ scare= I:na.r 4x6 O 3x4 = 3xlo MTIBH- 3x8= 3x8 - LOADING (psf) SPACING 2-0-0 CSIL in (loo) Wall L/d PLATES GRIP CLL30.0 platesIcrease115TC 0.87L) -0.37 12-14-4888 360 MT20 197/144 Roof Snow=300Lumber Increase 1.15 BC 0.93TL) -0.58 12-14 -4597 240 MTIBH 244/190 TCDL 10.0Rep Stress incr YES WB 0.38TL) 0.08 10 n/a rileTCLL00CodeI-.a in /1"PI2007 (Mainz)(LL) 0.0312-14 -4999 240 Weight: 1761b FT=5% BCDL 10,0 BRACING LUMBER TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2D BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP NO.3 or 2x4 SPF Stud WEBS 1 Row at mldpt &14, 6-12 SLIDER Left 2x6 SP No.2 3-1-6, Right 2XG SP No.2 3-1-6 MITek recommends that Stabilizers and required cross bracing be Installed during mass erection, In accordance with Stabilizer Installation ulde. REACTIONS (Ib/size) 2=1317/0-3-8 (min. 0-2-0), 10=131703-8 (min. 0-2-0) Max Hoa 2=-227(LC 10) Max Upllfl2=-63(LC 12), 10=-63(LC 13) Max Grav 2=1953(LC 37), 10=1953(LC 37) FORCES (@)- Maximum CompmssiodMaximum Tension TOP CHORD 1-2=0/55, 2-3z,21101215.3-15=-19201222,4-15=-17311239, 4-5=-1683/279, 546=-1085/268, 6-16=-1081/258, 6-17=-1061/256,7-17=-1085/258,7-8=-1683/279,8-iB=-1730/239,9-18=-1920/222.9-10=-2109/215,10-11=0/55 307. WEBS 5-14=.761636,29 5-14=-76/638 7 -12=176/636,4 -0141-410/288,/&104=-089/162,76112==-089/162,86-11 45/1291 2 410/216 NOTES (12) 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IR02012)-100mph; TCDL-6.Opsf; BCDL=6.Opsf; h=2511 Cat. II; EXp B; enclose ; MWFRS (envelope) gable end zone and C -C EldeHOT(2) zone; cantilever left and right exposed ;C -C for membereand fomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flet roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 1 00 times flat roof load of 30.0 psf on overhangs 4) This mass has been designed for greater of min roof live load of 12.0 pat or m vettttt PIIIlgffy non-concunenl with other live loads. 5) Provide adequate dminage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This mass has been designed far a 10,0 As bottom chord live load nonconcument with any other live loads, a rectangle 3-fi-0 tali by 2-0-0 wide will • - - / - t` . ; _' c, r ; "'..j. �g •.�•., 8)' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where fit between the bottom chord and any other members, with BCDL = I0.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 111 uplift at joint 2 and 831h uplift at joint 10. 10) This truss is designed In accordance with the 2012 international ftesitlenflal Code sections R502.11.1 and R802.10.2 and referencery e = standard ANSI/TPI 1.r 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this mass. Is equivalent to IRC2012 100 mph, wind reactions Is 0.61 will adjust 12) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard ��hfHPLLg &WARNING-VerHydeaign parameters entl READ NOTES ON THIS AND INCLUDED NITEx REFERANCE PAGE NII -TIT] is' 1"JR010 BEFORE USE. Design valitl torose only with MBeh®co ciors.Th&designb boxedordy op. Parameters shown. and is for an lndvwod Wonng aamponent,not a Imss system. Before use, the building deslgnermust verity the appllcabirdy of design parameters and properly Incotpamfe fh's design mfo the overdl buBdnogsdequhedforsfab011yondfosto preveN collapse with Possible personal inury and PoperN damage,for general gddonpee mg -Icing the nant bracing AMii«h Allilial« ..,a>m..=e n rn nv=IIW CrBedo.OBB-89 and BC 31 Building Component at8 SoundsWe Road Job Truss Truss Type qty Ply PLATES GRIP MT20 197/144 Weight: 32 to FT=5% LUMBER BRACING budding design. Brach, Indicated n to prevent buckling of Individual suss web and/or chord members only. Additsond temporary and permanent bracing TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 126964889 �Job EA -99999 EA -99955 PGBK 1 1 Rigid Calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud Edenton, NC 27932 MiTek recommends that Stabilizers and required cross bracing MT Reference (optional NVR Inc, Frederick, MD 7.350 a Sep 262012 MrFek Industries, Inc. Wed Jul 0314:12:07 2013 Page 1 I0:h8VECAYJY6m_XhgmSumP7zieKa-fOd)R650RLoAjii 4mogfB egvb)IXL4JPNz7mM6 fi00 1000 500 iD0 4x8 = 3x4 = a 3.4 = 3x4 11 Seale =1:35.4 LOADING (psf) TCLL 30.0 (Roof Snaw=31 TCLL 10.0 BCLL OA" SCOL 10.0 SPACING 2-0-0 Plates Increase 1.16 Lumber Increase 1.16 Rep Stress Incir YES Code IRC20121TPI20W CSI TC 0.54 BC 0.20 WB 0.10 (Matrix) DEFL In Vert(LL) -0.02 Vert(TL) -0.00 Horz(TL) 0.00 floc) I/defl -Id 5 n/r 120 5 n/r 120 4 US DIN PLATES GRIP MT20 197/144 Weight: 32 to FT=5% LUMBER BRACING budding design. Brach, Indicated n to prevent buckling of Individual suss web and/or chord members only. Additsond temporary and permanent bracing TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 AMlK Allilial. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Aurins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 fabrcafbn, ztarage, delivery, erection and brach, of trusses and suss systems, see ANSVTPU quality Cdteda, DSII -89 and 1101 Building Component BOT CHORD Rigid Calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud Edenton, NC 27932 MiTek recommends that Stabilizers and required cross bracing MT installetl during trues erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=257/8-10-10 (min. 0d-8), 4=257/8-10-10 (min. 0-1-8), 6=287/8-10-10 (min. 0-1-8) Max Hoa 2=A 11(LC 10) Max Upi6t2=-50(1-C 13), 4=-54(LC 13) Max Grav 2=308(-C 2), 4=308(-C 2), 6=328(LC 2) FORCES gb)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-7=-200/89, 3-7=-88/84, 3-8=58/88, 4-8=-19B/53, 4-5=0/17 BOTCHORD 2-6=-31197.4-6=-31/97 WEBS 3-6=-217/37 NOTES (12) 1) Wnd: ASCE 7-10; Vult=126mph (3 -second gust) V(IR02012)=100mph; TCDL=BApsf; BCDL=B.Opsf, h=2511; Cat. 11; Exp B; enclosed; MWFR$ (envelope) gable end zone and C -C Exdedor(2) zona; Cantilever left and right exposed ;C -C for members and fomes 8 MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30,0 psf on overhangs non-concurr nl with other live loads. 5) Gable requires continuous bottom chord bearing. e) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live load$. 7) - This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 50 Ib uplift at joint 2 and 54 lb uplift at joint 4. 9) This truss Is designed In accordance with the 2012 International Residential Code sections R502A 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or Consult qualified building designer. 12) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) Is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard i.l WARNING- VerOydeaignparaTehn and READ NOTES ON THISANO INCLUDED MITER REFERANCE PAGEMIL7473 re¢ IM312015 BEFOREUSE EN[:INff RIlNM 91' Design void foruse only with MBekO connectors. The design a based only upon parameters shown, and is for an individual building component,not suss system. Before use, the building designer must verhy the opplcablily of design parameters and propedy Incorporate the design Into the overall E�C0 budding design. Brach, Indicated n to prevent buckling of Individual suss web and/or chord members only. Additsond temporary and permanent bracing AMlK Allilial. K We, requbedforstablity and to prevent collapse with possible personal i" and property damage. For general guidance re,ordng the fabrcafbn, ztarage, delivery, erection and brach, of trusses and suss systems, see ANSVTPU quality Cdteda, DSII -89 and 1101 Building Component 818 Soundside Road SaWy Inhurnallon available from Trvzs Plgte Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Edenton, NC 27932 Job Truss Trude Type qty Ply In (too) i/dee L/d PLATES GRIP TOLL 30.0 Plates Increase 1.75 TO 0.48 E8445394 ORDERS EA -99956 HIPS 1 3 Job Reference (aotlanall NVR Homes, X 7.350 s Sep 27 2012 MITek Industries, Inc. Tue Nov 0411:08:50 2014 Page 1 ID:Rgyl2cEcNZR01 Duibl SMbazl=D-7j8d9?JN5G63UEyklly6nOs_lf5wE8D5lgRgzmyMb01 -it-0 9-0-11 94:1 SLO 660 4S1 4-041 -it-0 fixe = 3x4 h fixe = 4.12 II axe = 10x12 II axe = 4.12 II Scale =160.9 LOADING (psfJ SPACING 2-0-0 Max Uplift2=-74(LC 10), 10=-74(LC 11), 14--120(LC 7) CSI DEFL In (too) i/dee L/d PLATES GRIP TOLL 30.0 Plates Increase 1.75 TO 0.48 Vett(LL) -0.09 14-15 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.75 7-14=-6097/70, B-13=-3873/148 BC 0.73 Vert(TL) -0.19 14-15 >955 240 2=0.89,2=0.70,2=0.70,3=0.00,4=0.73,5=0.79,6=0.26,7=0.62,8=0.85,9=0.00,10=0.87,10=0.54,10=0.54,12=0.49,13=0.56,14=0.68,15=0.78 and 16 TCDL 10.0 Rep Stress incr NO NOTES (14) WB 0.99 Horz(TL) 0.03 10 n/a n/a Top chords connected as follows: 2x4 - 1 row at 0-9-0 Co. BOLL 0.0 ' Code IRC2012/TPI2007 (Mattlx) 0.0414-15 >999 240_ Weight: 6191b FT=5% BCDL 10.0 z- 3) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=700mph; TCDL=B Opsf, BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; m 1 MWFRS (envelope), cantilever left and fight exposed ; Lumber DOL=1.80 plate grip DOL=1.60 4) TOLL: ASCE 7-10; Pf=30.0 (flat roof snow); Category ll; Exp B, Partially Exp Ct=1.1 � psf 5) Unbalanced snow loads have been considered for this design. LUMBER _ _Wnd(LL) BRACING ve loads. h other TOP CHORD 20 SP No.2 or2x4 SPF No.2 7)Provide adhquateltdrainage to prevent water ponding. 7) TOP CHORD Structumi wood sheathing directly applied orb -0-0 Go puffins. BOT CHORD 2x6 SP NoAD liSitt\9 ` BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 20 SP No.3 or 2x4 SPF Stud -Except' 5-15,7-13,6-14,5-14: 2x4 SP No.2 or 2x4 SPF No.2 SLIDER Left 2x4 SP or SPF No.3 or Stud 3-0-4, Right 2x4 SP or SPF No.3 or Stud 3-0-4 REACTIONS (Ib/size) 2=8500/0-3-8 (min. 0-2-12),10-519410-3-8 (min. 0-2-3),14-14189/0-3-8 (min. 0-2-8) Max Horz 2=182(LC 9) ENdINEERI1M eV Max Uplift2=-74(LC 10), 10=-74(LC 11), 14--120(LC 7) Max Grav 2=8077(LC 35), 10=6565(LC 35), 14=16952(LC 34) FORCES (lb)- Maximum Compression/Maximum Tension AMiieV. Alllnare TOP CHORD 1-2=0/64, 2-3=-7680/68, 3-17=-7457/70, 4-17--7357/90, 4-5=-4152/120, 5-18®0/918, 6-18=0/918, 6-7=0/918, 7 -8= -1973/119,8-19=-5536191,9-19=-5836/71,9-10=-5882/68,10-11=0/64 et =..ureide Road BOTCHORD 2-i6=-136/5110, 15-16=-136/5110, 15-20--74/2990, 14-20--74/2990, 13-14--3/1323, 12-13=0/3870, 10-12=0/3870 Edenton. No 27932 WEBS 5-15=-104/8232,7-13--100/6458,4-16=-16/4327,6-14--956/82, 8-72--18/5000, 4-15=-3315/146, 5-14--7073/97, 7-14=-6097/70, B-13=-3873/148 JOINT STRESS INDEX 2=0.89,2=0.70,2=0.70,3=0.00,4=0.73,5=0.79,6=0.26,7=0.62,8=0.85,9=0.00,10=0.87,10=0.54,10=0.54,12=0.49,13=0.56,14=0.68,15=0.78 and 16 = 0.42 NOTES (14) Tt,:4k tEtfffpyPtdlp6 1) 3 -ply truss to be connected together with 1 O (0.120"x3") nails as follows: ,`t r IL& ap+® Top chords connected as follows: 2x4 - 1 row at 0-9-0 Co. Bottom chords Connected as follows: 2x6 - 3 rows staggered at 0-5-0 Go. Webs connected as follows: 2x4 -1 row at 0-9-0 GO. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASES) section. Ply to ply z- .f " connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated, z- 3) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=700mph; TCDL=B Opsf, BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; m 1 MWFRS (envelope), cantilever left and fight exposed ; Lumber DOL=1.80 plate grip DOL=1.60 4) TOLL: ASCE 7-10; Pf=30.0 (flat roof snow); Category ll; Exp B, Partially Exp Ct=1.1 � psf 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times Nat roof load of 30.0 psf on overhangs +++ r„AY...`:.:q J` ve loads. h other ®®� 7)Provide adhquateltdrainage to prevent water ponding. 7) 111Et¢i ` &W,N8jTgD 1 p kyn designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads, liSitt\9 ` WARNING- VeMx design paramehrc and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 110.7473 rev. 10003/2015 BEFORE USE. ENdINEERI1M eV Design valid farusa only with MITek3, connectors. This design Is based only upon parameters shown, and is for an Individual building component, not truss xysism. Before use, the bolding designer must verily the opplicabiity of design parameters and properly incorporate this design Into the overall building design. araciog lrHkated is to prevent buckNn9 of Individual truss web and/w chord members only. Additional temporary and permanent bracing AMiieV. Alllnare &always Inquired! for stabAi1, antl to prevent cdl.,e with possible personal Injury and p ," damage. For general guidance regarding the fabdcatlon. storage.delivery, erection and bmcirrg of tmssex and truss syslerts,sea pN51ppPII QeaIHy PNeda,DSO-ay antl BCS/ Building Component et =..ureide Road Safety Information available from Trues Plate Institute, 218 N. Lee Sheet, Suite 312, Alexondtla. VA 22314. Edenton. No 27932 Job Truss Truss Type Qty Ply ORDERS EA -99958 HIPS i E8445394 3 Job Reference (optimal) NVR Hames, 7.350 a Sep 27 2012 MfTek Industries, Inc. Tue Nov 0411:09:50 2014 Page 2 ID:R9yl2cEcNZR01 Duibi SMbazi¢D-7j8d9PJN5G83UEyWIYSnOs_lf5wEeD5lgR9zmyMbQ1 NOTES (14) 9) . This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL = 10.0psf. 10) Bearing at Jolnt(s) 14 considers parallel to grain value using ANS Irl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at Joint 2, 74 Is uplift at Joint 10 and 120 to uplift at joint 14. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI) 1. 13) "SemFrigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 14) Designs checked tar ASCE 7-10 wind at 126 mph (3 -second gust) Is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-85,5-7=-85, 7-11=-65, 2-15=-B64(8=-844), 15-20=-894(8=-844), 10-20=-864(3=-844) ON THIS AND INCLUDED MITER REFERANCE PACE MII-7473 rev, 10,03ADIS BEFORE USE. I FN[:INfEman By ig u based onty upon parameters shown, and Is for an individual bWdlw component not (� �AYO ly the apfollcalcif, of design pammetev and p epedy Incorporate flus, design Into fhe overall of individual truss web and/d,chord members cel,. Additional fempemry and peeeonent bmdn9 AMihh AIAIM1I- ......:`.^.42'2 ON THIS AND INCLUDED MITER REFERANCE PACE MII-7473 rev, 10,03ADIS BEFORE USE. I FN[:INfEman By ig u based onty upon parameters shown, and Is for an individual bWdlw component not (� �AYO ly the apfollcalcif, of design pammetev and p epedy Incorporate flus, design Into fhe overall of individual truss web and/d,chord members cel,. Additional fempemry and peeeonent bmdn9 AMihh AIAIM1I- Scale =1:81.1 sea = _ 3x4 = 5x8 3x4 = 5.7 11 17 0 3x1OMTmH = 3x8 = 3x8 = 3x10 MT18H = 3X4 = 6x8 O LOADING (psf) SPACING 2-13 CSI DEFL in (roc) Well L/d PLATES GRIP TCLL 30.0 plates Increase 1.15 TC 0.97 Vert(LL) -0.3214-i6 >999 360 MT20 197/144 (Roof Snow=30,0) Lumber Increase I 1.15 BC 0.91 I Vert(TL) -0.5716-17 >873 240 MTi8H 244/190 TCDL 10.0 Rep Stress IF YES WB 0.54 HOrz(TL) 0.19 12 We >999 Fee 240 Weight: 2691b FT=5% BCLL 0.0' Code IRC2012/1'PI2007 (Matrix -M) Wind(Ll-) 0.1014-16 LUMBER TOP CHORD 2x4 SP No2D'Except' 6-8; 2x4 SP No.2 or 2x4 SPF No.2, 1-4: 2x4 SP NoA D BOT CHORD 20 SP NOA *Except' 1-18:2x4 SP NOAD WEBS 2x4 SP No.3 or 2X4 SPF Stud WEDGE Right; 2x6 SYP No.2 SLIDER Left 2x4 SP or SPF No.3 or Stud 2-6-0 REACTIONS (Ib/size) 1=1972/0-3-0 (min. 0-2-11),12=2030/0-3-B (min.0-3-3) Max Horz 1=-265(LC 8) Max Upliftl=-110(LC 12), 12= -132(l -C 13) Max Greg 1=2634(LC 37), 12=2702(LC 37) BRACING (MCTJ TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17,7-16, 9-16 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Inst II tion A Ida FORCES (lb)- Maximum Commesslon/Maximum Tension TOP CHORD 1-2=-1265/29, 2-27=-3950/369, 3-27=-3668/385, 3-4=-3729/388,428=-3579/397, 5-28=-3557/420, 5-6=-2929/427, so e -29= -2247/396,7 -29= -2247/396,7 -30= -2283/397,8 -30=2283/397,8-9=-2952/427,9-31=-3693/425,10-31=-3695/404, Tri H 10-11=-3885/391,11-32=-3945/394,12-32=-4189/362,12-13=0/42 BOT CHORD 1-19=-25313174, 19-33=-110/2813, 18-33=-110/2813, 17-18=-110/2813, 17-34=-8/2279, 34-35=-812279,16-35=-612279, 15 -16= -107/2882,15 -36=-107/2682,38-37=-107/2862,14-37=-107/2882,12-14=-21213388 AMI (ek All,liaie WEBS 3 -19= -367/175,5 -19= -67/496,5 -17=A002/230,6-17=-122/1086,7-17=-017/168,7-16=-395/192, B-18=-120/1062, 018 Soundsk, Road 9-16=1066/234,9-14=-53/605,11-14=-501/181 27932 JOINT STRESS INDEX X78 ST�piR 8= 1=0.98,1=1.00,2=0.00,3=0,26,4=0.62,5=0,71,6=0.85,7=0.55,8=0.69,9=0.71,10=0.59,11=0.26,12=0.92,14=0.59,15 06016 Y. 0.59 and 19 = 0.56 ((y�4 ? NOTES (12) 1) Wind: ASCE 7-10; VUI1=126mph (3 -second gust) VJRC2012)=100mph; TCDL=6.0psf, BCDL=6,Opsf; h=251t; Cat. II; Exp B; enclosed; MWFRB (envelope) gable antl zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS, ;� 1 for reactions shown; Lumber DOL- 1,60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 par (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.1 j 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 Bator 1.00 limes flat roof load 01`30.0 psf on overhangs - r non -concurrent with other live loads. r ` 5) Provide adequate drainage to prevent water ponding. unless otherwise Indicated. ..-..a rEF drip e) All plates amMT20 plates designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rid tN rPyl &ntM54Won p PVn to gpxlSK em,READ NOTES ON MIS AND INCLUDED MITEN REFERANCE PAGE MIF7413 rev. 15N3/2815 BEFORE USE so pnectoO Th6 design 6 based eras upon parameters shown, and Is for an heividuol building component, not Tri H designer must verify the appilaabkily of design parameters end properly Incorpwafe ih6 design Into the overall , prevent buckling of lndt,qual truss web and/or clwrd members ori, Additional temporary not permanent bracing AMI (ek All,liaie v l collapse with possible personal injury and property damage. For general guidance regarding the 018 Soundsk, Road and bracing of (mases and buss systems, see ANSVTPI1 quality Crilerlo, DSB-89 and SCSI BUIlding Component 27932 w.m md0ute.2la N. Lee Streei. Saito 312 Alexandria. VA 22314. Estonian, NC Job ORDERS 1 Truss EA-99957Condl Truss Type HIPS Qty 1 Ply 1 E8886459 Job Reference o io e NVR, r aw s so, 2720i2 miien,nuuewee. u,o. nn.a nweg ID:hBVfCAVJVBm_XhgmSumP7zieKaBRnpOFD3x1 GCOPN?SVy?R3RLL15PIDspnl pMwJzTUu9 NOTES (12) 8) a This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 132 Ib uplift at Joint 12. 10) This truss is designed In accordance with the 2012 International Residential Code sections R802.11.1 and R802.10.2 and referenced standard ANSI7TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard WARNING. VedGy Eesfpnpaemetersana READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIA7473 rev. 1"vVUfS BEFORE USE t 4 sign valid for use only with Mnek8connectors. IM design B based only upon parametenshown, and b for an Individual building component, net ,uss system. Before use, the building designermwt veMy the appllcalaTty of design parameters and property Bncorpafala this design Into the overdl iIII—tleslgn. Bradna Indicated to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing AMile6Ailllin11 and BCSI Building Component 5x8 = 3x4 = 50 II 19 33 16 17 34 35 18 1p oo c, ,r 3x4 = 6.8 3x4 = 3.10 MT19H = 3x3 = 3x10 MTI SH = scale =1:91.9 1�t 13 LOADING (psf) SPACING 2-0-0 CSI DEF- in (loc) 1/daFl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.32 14-16 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber increase 1.15 BC 0.91 I Vertal-) I -0.5716-17 >873 240 MT18H 244/190 TCDL 10.0 Rep Stress [nor YES WB 0.54 Hom(TL) 0.19 12 me me Weight: 2691b FT=S% BCL- 0.0 ` Code IRC2012/rP12007 (Metrix -M) Wnd(LL) 0.1014-16 >999 240 LUMBER TOP CHORD 2x4 SP No.2D'Excopl' 6-8; 2x4 SP No.2 or 2x4 SPF 1,10,2,14: 2x4 SP No,1 D BOT CHORD 20 SP No.i'Excepl' 1-08:2x4 SP NOAD WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Right: 2x6 SVP No.2 SLIDER Left 2x4 SP or SPF No.3 or Stud 2-6-0 REACTIONS (Ib/size) 1 =1 9721Mechanical. 12=2030/0-3-8 (min. 0-3-3) Max Hom 1=-265(-0 8) Max Uplift 1=-110(LC 12), 12=-132(LC 13) Max Greg 1=2634(LC 37), 12=2702(LC 37) BRACING [MCT[ TOP CHORD Structure] wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS i Row at midpt 5-17, 7-17, 7-16, 9-16 MiTek recommends that Stabilizers .....and required cress bracing be installed during truss erection, In accordance with Stabilizer installation uide._ FORCES (lb)- Maximum Compression/Maximum Tension TOP CHORD 1 -2= -1265/29,2 -27= -3950/369,3 -27= -3866/385,3 -4=-3729/386,4-28=-3579/397,5-28=-3557/420,5-6=-29291427, 6 -29=2247/396,7 -29= -2247/396,7 -30= -2263/397,8 -30=-2263/397,8-9=-2952/427,9-31=-36931425,10-31=-3695/404, 10-11=-3885/391,11-32=-3945/394,12-32=-4189/362,12-13=0/42 BOT CHORD 1-19=-253/3174, 19-33=-110/2813, 18-33=-11012813, 17-18--110/2813, 17-34=-8/2279, 34-35=-8/2279, 16-35=-8/2279, 15 -16= -107/2682,15 -38=-107/2882,38-37=-107/2882,14-37=-107/2882,12-14=-212/3368 WEBS 3-19=-367/175,5-ig=-57/496,5-17=-1002/230,6-17=-122/1086,7-17=-417/188,7-16=-395/192,8-16=-120/1081, 9-16=-1065/234,9-14=-53/605,11-14=-501/181 JOINT STRESS INDEX 1=0.98,1=1.00,2=0.00,3=0,28,4=0.62,5=0.71,8=0.65,7=0.55,8=0.69,9=0.71,10=0.59,11=0.26,12=0.92,14=0.59,15=0,60,16=0.73,17=0,73,18= 0.69 and 19=0.58 vYty4tt Sit Fl FttlB`f NOTES (13) 1) MWFR6(envelope) gable end zone CE 7-10; Vult=1 26mph sand C -C Exleecond gust) dorr(2)Ozone: cantilever left and right exposed:C-C form members land forces&IMWFRS for reactions shown; Lumber DOL- 1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp S; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min mot live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. Glanl�s&&%jgyn designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REFERANCE PAGE MIH473 nv. 1"M a16 BEFORE USE. ,f^rs,_, and omce,ivndson indityidud coroomt this design into the lonot verdl and SCSI eeilding component `ed��tGe'ga=' Gt�g��of f s T100"r, Mrr«! A�lipale ��0 Job T1uss(� Truss Type Qty Ply �ENrINE a fuss system. Before use, the buAding designer must verity the appllcablllfy of dedgn parameters and properly Incorporate this design into the overall //''�� o building design. Bracing Indicated R to prevent buckling of Individual Imes web and/or chord members only. Additional temporary and permanent bracing E8668459 ORDERS EA-99,57-Con„e2 HIPS 1 i 818 Soundside Road Safety Information avdfabie from Truss Plate Institute,218 N. Lee Street, Suite 312. Alexandra, VA 22314, Edenton, NO 27932 Jo ee o 0 NVR, 7.350 s Sep 27 2012 MITak industries, Inc. Mon Apr 06 09:32:36 2015 Page 2 ID:hBVFCAYJYem XhgmSucnP7zieKe-BRnpOFD3xlGcOPN7SW7R3RLLI6PIDspnlpMwjzTUug NOTES (13) 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss Connections. 10) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 1321b uplift at joint 12. 11) This truss is designed In accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANS9TP11. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 13) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) Is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard ® WARNING -Vedlxdealgnpemmetee and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MY-7473do, f0/O.A2010 BEFORE USE. D BIgn vaiid foruse only with Maea connectors. This design Is based arty upon parameters shown and is for on Individual bNlam, component, not �ENrINE a fuss system. Before use, the buAding designer must verity the appllcablllfy of dedgn parameters and properly Incorporate this design into the overall �o building design. Bracing Indicated R to prevent buckling of Individual Imes web and/or chord members only. Additional temporary and permanent bracing AMNek A1411n Ie Is always required fioretabaty and to prevent cokapsewlm possibie persorallnjury and Property damage, Forgeneroi6uldanceregardinglhe fahrloaHon. storage, dentary, erection and bracing of trusses and truss systems, see ANSI rPh quality Cdteda, D$11-89 and BCM Building Componenf 818 Soundside Road Safety Information avdfabie from Truss Plate Institute,218 N. Lee Street, Suite 312. Alexandra, VA 22314, Edenton, NO 27932 Jab Truss Truss Type Qty Ply (loo) I/deft L/d PLATES GRIP Plates Increase 1.15 E6964893 EA -99999 EA -99960 PGSK 1 1 �Job (Roof Snow=30.0) Lumber increase 1.15 BC 0.08 Vert(TL) 0.00 Reference(optionaft NVR Inc, Frederick, MO a 1� 7.350 a Sep 26 2012 MiTek Industries, Inc. Wed Jul 0314:12:15 2013 Page 1 ID:hBVECAYJY6m XhgmSucnP7zleKoQZ6k7rBiZppigxK Y8xj2FxWsafTMplYEOk5wz4mM_ 4x8 - 08 = 3x4 = 3x4 11 3x4 = ;1.1 e.4-4 1 a -o-0 2-]-12 3-aB 2]-12 3x4 = Scale =118.1 LOADING(psf)00 SPACING 2-0-0 CSI DEFL in (loo) I/deft L/d PLATES GRIP Plates Increase 1.15 TC 0.70 Vert(LL) -0.00 5 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber increase 1.15 BC 0.08 Vert(TL) 0.00 5 TIT 120 sen the ttom chord other of topbearingpate TCDL 10.0 Rep Stress Inor YES WE 0.06 Horz(TL) 0.00 5 n/a n/a BCLLy Code IRC2012fFP12007 (Matrix) Z xy.+""}vy..a 13) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) Is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph, i Weight: 28 lb FT=5% BCDL 70.0 LUMBER TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS (flideze) 2=122/7-6-2 (min. 0-1-8), 5=117/7-6-2 (min. 0-1-8), 8=226/7-6-2 Max Horz 2=-35(1-C 10) Max Upli112=-31(LC 12), 5=-31(LC 13), 8=-14(LC 9), 7=-12(LC 8) Max Grev 2=228(LC 37), 5=223(-C 37), 8=336(LC 36), 7=352(LC 36) FORCES (ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3--112/45, 3-4=-19/30, 4-5--103/27, 5-8=0/33 BOT CHORD 2-8=-13/51, 7-8--10/27, 5-7=-9/45 BRACING TOP CHORD Structural wood sheathing directly applied orb -0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oo bracing. MiTek recommends that Stabilizers and required cross bracing be Installetl during truss erection, in accordance with Stabilizer Installation oulde. (min. 0-1-8), 7=236/7-6-2 (min. 0-1-8) WEBS 3-8=-271/73, 4-7=-284/88,3-7=-14/17 NOTES (13) 1) Wind: ASCE 7-10; Vult-126mph (3 -second gust) V(IRC2012)-100mph; TCDL=6.Opsf BCDL-8.Opsfj h=25ft; Cat. Ii; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; Cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL -1.130 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (gat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been Considered for this design. 4) This truss has been designed for greater of min roof live load of 16,0 psf or 1.00 times flat roof Iced of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires Continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live d of st on the bottom In areas where a by 2-0-0 wide i,aijt rqe sen the ttom chord other of topbearingpate 7(>rfr7rirf 9) Providefit echanical connection (bynthers)atruss Capbledof witlhsanding 31 lb uplift atljont2, 3111b uplift at joint 5,114 Sfa ' �!y Ib uplift at joint 8 and 12 lb uplift at joint 7. ,�`" G "[�'r•' , r-. 10) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced - standard ANSIffPi 1. 11) "Semi-rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building,s'`� designer. Z xy.+""}vy..a 13) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) Is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph, i LOAD CASE(S) Standard w Vevey design pameseMrs and READ NOTES ON THIS AND INCLUDED M1TEx REFERANCEPAGE14I1-7473R 1"MO5aEFOREUSE P INr'afti'gow! r use onlywlih usMTek®connectors. Th¢ design # based ordy upon parameters strown. and Is foran individual buildir)g component, not ■ _�O Before e, the building designer must verify the ap,Acobilly of design parameters and property Incorporate the design Inic the overall ,. Bracing Indicated is to prevent buoung of individual inns web eraser chord members only. Addilarwl temporary and permanent bracing A Mrfel. Allllhte red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the )rage, delivery, erection and tabbing of trusses and truss ebtemz, see pN51(iPlt Oaaliry CMeda, DSB•aP and BC51 Building Component 818 8.vdW s Rwd Job Truss Truss Type Qty Ply -- forces & MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.60 ory iflat {14i i i tit rp f Unbalanced s for tf ve forgreater of d 1.00 50991905 Lin ORDERS EA -99981 HIPS 1 1 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. L 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide . will Flt between the bottom chord and any other members, with BCDL = I0.0psf. 8) Provide mechanical connectian (by others) of truss to bearing plate capable of withstanding 113 Ib upliftat Joint 1 and 137 Is uplift at Rat NVR Home., x Scale =1:80.9 3x4 = 5x8 = 6 22 8 23 7 3.4 II 4x4 = 4x8 = 012 = 4x4 = 4x12 = 5x10 = 4x4 = 4x4 = 4x4 = LOADING (psr) SPADING 2-0-0 CSI DEFL In (loo) /deft L/d PLATES GRIP TCLL 30.0 plates Increase 1.15 TC 0.98 Vart(LL) -0.22 15-16 >999 360 MT20 10.0 197/144 (Root Snow=31 Lumber Increase 1.15 Be 0.99 VarflTL) -0.3716-16 >999 240 TCLL Rep Stress Incr YES WE 455 Horz(TL) 0.14 11 n/a n/a BCLL 40 Code IRC2012/TPI2007 BCDL 10.0 (Matrix) Wind(LL) 0.0915-i6 1999 240 Weight: 3251b FT= 5% LUMBER BRACING TOP CHORD 2x4 SP No.2D "Except' TOP CHORD Structural wood sheathing directly applied. 5-7,9-12; 2x4 SP No.2 of 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 4-16, 6-16, 6-15, 8-15 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x8 SP No,2, Right: 2x4 SP or SPF No.3 or Stud REACTIONS (Ib/size) 1=1916/0-3-8 (min. 0-3-2), 11=2003/0-3-8 (min. 03-3) Max Horz 1=-275(LC 6) Max Uplift 1=-113(LC 12), 11=-137(LC 13) Max Gravy 1=2643(LC 37), 11=2723(LC 37) FORCES (ib)- Maximum Compression/Maximum Tension TOP CHORD 1 -20= -4151/342,2 -20= -3877/364,2 -3= -3591/365,3 -21=-3410/377,4-21=-3211/398,45=-2923/419,5-22=-2279/396, 6-22=-2278/396,8-23=-2284/393,7-23=-2284/393,7-8=-2938/415, B-24=3509/417,9-24--3700/398,9-10=3906/383 ,10-25=-3968/385,11-25=-0218/366,11-12=0/37 BOT CHORD 1-19=-224/3238, 18-19=-224/3238, 17-18=-103/2821, 17-26=-103/2821, 16-26=-103/2828, 16-27=0/2289, 27-28=0/2289,15-28=0/2289, 14-15=-97/2902,14-29=-97/2699,13-29=-97/2899,11-13=-205/3357 WEBS 2 -19=0/248,2 -18= -525/152,4 -18= -18/359,4 -18=-953/211,5-16=-115/1039,6-18=-375/199,6-15=-366/212, 7-16=412/1037,8-15=-10461238,8-13=-50/584,10-13=-468/188 NOTES (11) 11 Wnd: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. Ii; Exp B; Ag WARMING -Was, design panmee. and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE MIF)473 MV. IONN3015 BEFORE USE. enclosed; MWFRS (envelope) gable end zone and C -C Exterlor(2) zone; cantilever left and right exposed ;C -C for members and FM:INFFRIIN: nI' forces & MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.60 ory iflat {14i i i tit rp f Unbalanced s for tf ve forgreater of d 1.00 FFl lgive lolahis min moered 4) This truss ha3) been desigads ned of 16.0 psf olr times mot load of 30.0 psf on overhangs v non -concurrent with other live loads. ISaW srequired for stabidty and to prevent collapse with possible a ... e l Injury antl property damage. far general guidance regarale, the 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. L 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide . will Flt between the bottom chord and any other members, with BCDL = I0.0psf. 8) Provide mechanical connectian (by others) of truss to bearing plate capable of withstanding 113 Ib upliftat Joint 1 and 137 Is uplift at Edenton, NC 27932 Joint 11. 9) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 10) "Serinkrigid pitchlbrealks including heele' Member end fixitymodel was used in the analysis design of this truss. dt°Ea Desig s checked f orA 1wind reactions x 0.81 will 7-10 ind at 126 mph (3 -second g st) Is equi at lent RC2012100 mph °& `' nCE adjuswind tetre49f 6t45a¢Nlt`Ea Ag WARMING -Was, design panmee. and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE MIF)473 MV. IONN3015 BEFORE USE. FM:INFFRIIN: nI' Donlan vada for use only with MiTek®comectors. Th's design is based only upon parameters shown, and is for an individual building component, not a truss system. Before me, the burding designer must ve,ify the appicobtify of design parameters and propedy Incarcerate this design Into the overa0 �CO building design. Bracing indicated is to preventbe,teng of Individual truss web and/or chord members only. Additional temporary and permanent bracing AMrtex Allisfl ISaW srequired for stabidty and to prevent collapse with possible a ... e l Injury antl property damage. far general guidance regarale, the fabdcatioM1 storage,delivery, erecfbn and brodrg of trussesaM /razz systems,see ANSI/TPI1 Quality CMeda, DSB•81? and Best Bulking Component 810 Soundside, Read Safety [matmalbn avaibble from Truss Plate Irardute, 218 N. Lee Street, Suite 312 Alexanddo, VA 22314. Edenton, NC 27932 50— 6x8= 3z4 = 6 22 7 23 6 4x8= i 4x4 = = 5x10 4x4 = 5x10 4.12 = 4x12 4X4 = 414 = Plate Offsets XY: z:u-Iao-�-�� -�--- - --- - In (loo) I/defl L/d PLATES ZTOES GRIP44 LOADING (Pat) SPACING 2-0-0 CSI DEFL TC 0.94 Vert LL -0.24 16-17 >999 360 TOLL 30.0 Plates Increase 1.15 VaM1(TL) -0.40 16-17 >999 240 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.81 015 12 n/a n/a TCDL 10.0 Rep Stress Incr YES WB 0.55 Hoa(TL) Wnd(LL) OA016-17 >999 240 Weight: 3151b FT 5% BOLL 0.0 Cade IRC2Of ffP12007 (Matrix) BCDL 16.0 BRACING LUMBERTOP CHORD structural wood sheathing directly applied. TOP CHORD 2x4 SP No.2 or 2x4 SPF NO.2 -Except' BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. 5-17, 7-17, 7-16, 9-16 4-6,8-10: Zx4 SP NO.2D WEBS 1 Row at midpt BOT CHORD 2x6 SP NO.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No,3 or Stud, Right: 2x4 SP or SPF 1,103 or Stud REACTIONS (Ib/size) 2=2030/0-3-8 (min. 0-3-4),12=203010-3-8 (min, 0-3-4) Max Hoa 2=-279(LC 10) Max Uplift 2=-137(LC 12), 12=-137(LC 13) Max Grav 2=2743(LC 37), 12=2743(LC 37) FORCES (Ib) -Maximum Comprossion/Maximum Tension 4-21=-3734/401,5-21=-3540/421, b-6=-2888/418, TOP CHORD 1-2=0/37, 2-20=-4247/367,3-20=-3985/387,3-4=-3931/388, -22= -2314(395,7 -23=-23171395,8-23--2317/395,8-9--2972/418,9-24=-3540/421, 8 -22= -2314/395,7 10 -24=3734/401,10 -11=-3931/386,11-25=-3985/387,12-25=3246/307,12-13=0/37 17-27=0/2323, 27-28=0/2323,16-28=012323, BOT CHORD 2-19=-24213378,19-26--1151291B,18-26=-11612918 17-18=-114/2921, 16 -29= -96Y2923,15 -29= -96/2g18,1530= -96/2g19,14-30--96/2919,12-14--204/3378 -19=-50/596,5-17=-1044/233,7-17=-379/205,7-16=-371/212, WEBS a -110411/236,9 -14=5555976113149 -0800/11990,5 6= NOTES (11) 1) Wind; ASCE 7-10; Vult-126mph (3 -second gust) V(IRC2012)=t00mph; TCDL=B.Opsf; BCDL=B.OpsF; h=25ft; Cat. 11; EXP left and right exposed;C-C for members and enclosed; MWFRS(envelope) gable end zone and C -C Exterior(2)zone; cantilever DOL=1.80 plate grip DOL=1.60 Citi#94sf//era16 forces & MWFRS for reactions shown; Lumber TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 Ax`t6 2) 3) Unbalanced snow loads have been considered for this design. min roof live load of 16.0 psf or 1.00 times Oat roof load of 30.0 Indon overhangs y+d a fl*j 4) This truss has been designed for groater of txt- non -concurrent With other live loads. d 5) Provide adequate drainage to prevent water ponding. current with any other live loads. 6) This truss has been designed for a 10,0 pat bottom chord live load noncon where a rectangle 3-8-0 tall by 2-0-0 wide .>' P,f /• ; �a 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in it areas will fit between the bottom chard and any other members, with B SOL 100nable of withstanding 137 Ib uplift at Joint 2 and 137 ib uplift at /mss to bearing p P of 8) Provide mechanical Connedlon (by others)ell This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and 9) joint 12. s�d�B®� referenced standard ANSlfTPI 1. 01) atr126 mph (3 -second gust) is equivalent toalRC2012100 mph, wind reactions x 0,81 will k� jt1g gE i MtYttttt 1Designs checked for ASCE 7-10 wind adjust wind load reaction to a speed of 90 mph. WAgNING-VedfydeelOn Paramehre antl h-ONOTEa aNTX19 AND INCLUOEO MITEx REFERANCE PAOEMIF]4]]rev.1Ng]12B15 aEFagE USE. shown. and lsfwonlndNidual buliding component.not FNaINEf Rllp PY Two Daslgn valid iorvse onlywilh Mgek®connectors. This design is based on N uponpe Peofers Before use. Iha buPding designer mast verity the appPeabWlN of dell ameiers and properly lncarporale th5 design mfo the overall e�nt bracing /mss t-property A141iak N011a1e o system. domaeen�or genlelml gWdan eegardi ei baThvaysaeg9'ved fwsfabflify anddio prevent collopsewRh possib aup rsatwllnu ryand nd frmzes and irvss systems. see pN31IT", Ovailty 41letla, aSB-89 and BCS/ 9yiltling Component e18 Sountlsltle Roetl Edenton, NC 2]832 fab4catbn, storage. deltyery. erecrbn and bradng of _ _..__ ...., c,,, a L,.nene. 218 N. Lee Street, Sulfa 312, Alexandria, VA 22514. Job NVR Hmes,X .._____,. ___-.__111111.19 Truss rues Type ty Ply 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat mof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 f this l'� 3) Unbalanced snow loads have Considered flat load 30.0 on overhangs ¢L, j( f/ttrj r ateren of orof live load of 16.0 psf or 1.00 times mof of psf ed a r greater 4) This truss has beendesigned E69919a] ORDERS PA -99963 HIPS i i e) "This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide other members, with BCDL = t O.Opef. will fit between the bottom chord and any 1141b uplift at joint 1 and 135 Ib uplift at 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding oCE DmIll FC J„I In 111111.19 Mme Pana 1 _._..___.,--. ID:hBVfCAYJY6m_XhgmSucnP7zloKc.FWeH1JCn3HEjcr5dRLH5LdOymdLfl Nu3ocggmNywXWL 594 _ 11-3-0 16-8-12 20-8-0 24-74 30-2-12 35-10.3 41-8-0 42-7-A ~- 5-9-0 5-5-12 &5-12 3 -ii -0 3-17-0 5-7-8 5-7-8 5-9-13 4-01-$ 5x8 = 3x4 = 3.4 1 3x10 MT18H = 3x8 = axe = 3x10 MT16H = 314 = 6x6 8x8 114 = Scale =1:60.1 LOADING (psf) SPACING 2-0-0 CSI DEL in (lac) I/dell L/d PLATES GRIP TCLL 3, Plates Increase 1.15 TC 0.99 Ved(LL) -0.34 1418 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.94 Vert(TL) -0.5914-16 >841 240 MT18H 244/190 TCDL 10.0 Rep Stress incr YES WE 0.59 Horz(TL) 0,20 12 n/a n/a BCLL 0.0 Code IRC2012/rP12007 (Matdx-M) Wlnd(LL) 0.1014-16 >999 240 Weight: 2661b FT=5% _SCOL 10.0 LUMBER BRACING TOP CHORD 2x4 SP No.2D -Except' TOP CHORD Structural wood sheathing directly applied. 6-8; 2x4 SP No.2 or 2x4 SPF No.2, 1-0: 2x4 SP No.1 BOT CHORD Rigid telling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at mtdpt 5-17, 7-17, 7-16.9-16 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Right: 2x6 SP No.2 SLIDER Left 2x6 SP No.2 3-5-3 REACTIONS (Ib/size) 1=1935/0-3-8 (min. 0-3-2), 12=2012/0-3-8 (min. 0-3-3) Max Harz 1=-274(LC 8) Max Uplift 1=-114(LC 12), 12=-135(LC 13) Max Gray, 1=2658(LC 37), 12=2725(LC 37) FORCES (ib)- Maximum Compresslon/Maximum Tension TOP CHORD 1-2=A 707/150, 2-28=-3963/353, 3-28=-3814/370, 3-4=-3616/368, 4-29=-3439/380, 5-29--3435/401, 5-6--2942/428, 8-30=-2252/399, 7 -30= -2252/399,7 -31=-2271/398,8-31=-2271/398,6-9=-2970/428,9-32=-3533/423, 10 -32= -3733/403,10 -11=-3930/389,11-33=-3992/391,12-33=-4231/358,12-13=0/42 BOT CHORD 1-20=-26113209,19-20=-224/3209, 18-19=A 08/2861, 16-34=-106/2861, 17-34=-106/2861, 17-35=0/2273, 35 -36=0/2273,16 -36=0/2273,15 -16=-99/2909,16-37=-99/2909,14-37=-99/2909,12-14=-208/3402 WEBS 3 -20=0/188,3 -19= -440/150,5 -19= -24/435,6 -17=-1076/220,6-17=-123/1069,7-17=-004/189,7-16=-368/228, 8-16=-120/1068,9-16=-1097/240,9-14=-53/627,11-14--506/188 NOTES (12) 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=B.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable antl zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1,60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat mof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 f this l'� 3) Unbalanced snow loads have Considered flat load 30.0 on overhangs ¢L, j( f/ttrj r ateren of orof live load of 16.0 psf or 1.00 times mof of psf ed a r greater 4) This truss has beendesigned non livei \Yx>4`xi;1 `fes�'jtryr ct'” 5) Provide adequate drainage to prevent water ponding. indicated. 6) All plates are MT20 plates unless otherwise 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e) "This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide other members, with BCDL = t O.Opef. will fit between the bottom chord and any 1141b uplift at joint 1 and 135 Ib uplift at 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding �' joint 12. 10) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and RB02.10.2 and ') 4/Q+� !'��°6 referenced standard ANSI7fPl 111) . truss, •.. '..' i esign of s used In t to analysis and dmph, fixity model) Is lreacti 0.81 p- `�/Q?')r',t_'�14ta equivalenas 12)) Designsgchocked foe ASCE 7-10 wind at 26 mph (3tlsec nd gustIR02012100e wind ns x will 12) gE g{g WARNING -Verily design Panmehm and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7479 re, 10/035013 BEFORE USE. Design designu basedonlyuponparame,ani.nwn, andasaranindividual component not I��O tal, d. atrusssystem. Beforeuse,wi.tediIxtdesigner maskverityf yincorpom{ethisraffnIntoetreoverall nUdforusee..ti,MSek®c d.,I,r , et InaplualInesof and/parametersands only. IscovgCesign.0racing i"Wkatedisfevent oraps with lodivlduaifronweband/archordmeamage,ly. Aeneralallempwreaningthe nevi bracing Is try andciion to prevent possible pe'wool in, d property damage For geaemi regareng she red fe, AMITet. AISIia@ 1-- end SCSI falxkailon, slomge, depvery, erec{ion antl bracing of Imsses and Mlsz systems, see gNSi/iP11 Quality C01eda, DSb09 antl SCSI BvlldlnG Lvmpenent anon, sf deW 810 SvuMske Roed LOAD CASE(S) Standard Ct ,Y.fy >"Q ENrINEERISK P1' NOTES ON THIS AND INCLUDED NITER REFERANCEPABE MII.7113 My 1"3no IS BEFORE WE. fiistl fiw aoSWmbYINo des An Pmams tarsand pro.a Inco Vimtabthibde Ipnnfoih..,.aN sem. Pesly P� . .d �ermoneni bracing AANfe1. AlBilil� BCSI Job imsa Truss Type Qty Ply PLATES GRIP MT20 197/144 MT18H 244/190 Weight: 265 to FT=S% for reactions shown; Lumber DOL=1.60 plate grip DOL=1.601lq LUMBER BRACING v� f[ s,, 3) Unbalanced snow loads have been considered for this design. live load 16.0 1.00 limes flat load of 30.0 on overhangs:Suizfyti E6964897 EA -99999 EA -99964 NIPS 1 i Rigid celiing directly applied or 10-0-0 oc bracing. 6) All plates are MT20 plates unless otherwise indicated. BOT CHORD 2x4 SP No.1 WEBS 1 Row at mldpt 5-17, 7-17, 7-16.9-16 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will elate ce o do a NVR Inc, Frederick, MD 5x6 = 3x4 = 5x6 = 6 22 7 23 8 03 fix8 % 19 26 1tl 77 L/ Ltl 1B , — aV 19 6x8 3x4 = 3x18 MT18H = 3x8 = 3x10 MT18H = 3x4 = 3x8 = Scale=1:88.1 d 6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 10.0 BCLL 0.0' BCDL 70,0 SPACING 2-0-0 plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr VES Code IRC20127iP120W CSI TC 0.98 BC 0.80 WB 0.58 (Matrix) DEFL Vert(LL) -0.3214-i6 Vert(TL) -0.57 Horz(TL) 0.20 Wlnd(LL) 0.1016-17 In (loc)/def! L/d >999 360 14-16 >881 240 12 me n/a >999 240 PLATES GRIP MT20 197/144 MT18H 244/190 Weight: 265 to FT=S% for reactions shown; Lumber DOL=1.60 plate grip DOL=1.601lq LUMBER BRACING v� f[ s,, 3) Unbalanced snow loads have been considered for this design. live load 16.0 1.00 limes flat load of 30.0 on overhangs:Suizfyti TOP CHORD 20 SP No.2 or 2x4 SPF No.2'Except- TOP CHORD Structural wood sheathing directly applied. non-wnm"nt with other live loads. a :' ''�^ 4-6,8-10:2x4 SP No.2D BOTCHORD Rigid celiing directly applied or 10-0-0 oc bracing. 6) All plates are MT20 plates unless otherwise indicated. BOT CHORD 2x4 SP No.1 WEBS 1 Row at mldpt 5-17, 7-17, 7-16.9-16 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will WEBS 2x4 SP No.3 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing joint 12, WEDGE 10) is designed In accordancewith the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced be Installed during tmss erection, In accordance with Stabilizer Conti�9s�s Pa9 Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud Installation aide__ REACTIONS (Ib/size) 2=2038/0-3-8 (min. 0-3-4),12=2038/0-3-B (min. 0-3-4) Max Horz 2=-279(LC 10) Max Up1ift2=-137(LC 12), 12=-137(LC 13) Max Grav2-2743(LC 37), 12=2743(LC 37) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-20=4226/385, 3-20=-3972/385, 3-4=-3917/388, 4-21=-3710/400, 5-21=-3521/420, 5-6=-2980/424, 6-22=-2268/397, 7 -22= -2268/397,7 -23= -2268/397,8 -23=-2268/397,8-9=2960/424,9-24=-3520/420,10-24=3710/400, 10-11=-3917/386,11-25=-3972/385, 12-25=-4226/385,12-13=0/32 BOT CHORD 2-19=-247/3344, 19-26=117/2891, 18-26=-117/2891,17-18=-1 1712891, 17-27=0/2276,27-28=0/2276,16-28=0/2276, 1&29=-99/2891, 15-29=-99/2691,15-30=-99/2891,14-30=-99/2891,12-14=-207/3344 WEBS 6-17=-117/1045,8-1e=-117/1045, 3 -19= -439/191,5 -19=-51/629,5-17=-1071/236,7-17=-381/220.7-16=-381/220, 9-16=-1071/236,9-14=-52/830,11-14=-439/192 NOTES (12) 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IR02012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat, il; Exp e; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.601lq to t! l t pfif, ykv`fa" 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category il; Exp B; Partially Exp.; Ct=1.1 v� f[ s,, 3) Unbalanced snow loads have been considered for this design. live load 16.0 1.00 limes flat load of 30.0 on overhangs:Suizfyti 4�a z'C' �`ve 4) Thls truss has peen designed for greater of min roof of paf or roof psf . ! non-wnm"nt with other live loads. a :' ''�^ 6) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. '' r 042? g 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Flt between the bottom chord and any other members, with BCDL = 10.0paf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2 and 137 Ib uplift at joint 12, 1 10) is designed In accordancewith the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced 6f2dxJp$f<r,�, Conti�9s�s Pa9 Job Truss Truss Type D" Ply NCO buldingdesign. Bracing indicated is to prevent buckling of individual truss web and(archord members ony. Additiorwitemporeywopermanentbrocing AM O.. AlWllale Is alwayrs required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the E8964697 FA99889 EA -99964 HIPS 1 1 Edenton, NO 27932 Job a ce o for NVR Inc, Frederick, MD 7.350 s Sep 262012 UTek Industries, Inc. Wed Jul 0314:12:26 2013 Page 2 ID:heVECAYJY6m_XhgmSumP7zleKocgHuDbKx BBTVdfehFeiw CILIAOYCWK4SAgznz4mLp NOTES (12) 11) "Semi-rigid pitchbreaks Including heels"Member end fixity model was used In the analysis and design of this truss. 12) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) Is equivalent to IRC2012 100 mph, wind reactions x 0,81 will adjust wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard a�1RFFBIfX. aY WARNING-Vadfy do err, Paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1MMU15 BEFORE USE Design vapd foruseonl Ifln MT.W® .nectars. This design k based oHyupan paramelersehown, and h loran h�divlduol bulidng component. not a truss em. Before use, the building designer most verity the apppcabM1y of design parameters and Proper, incorparale this design Into the overall syst NCO buldingdesign. Bracing indicated is to prevent buckling of individual truss web and(archord members ony. Additiorwitemporeywopermanentbrocing AM O.. AlWllale Is alwayrs required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems,sea pN51(iPit Quality CrBeila, DSB•89 and BCSl BelidinG Campaneni 8185oundspe Road Safety Inimrnalion available from Truss Plate Institute, 21B N. Lee Street, Suite 312, Alexandra. VA 22314. Edenton, NO 27932 3x4 = 3.4 / 3x4 Q Plate 0 sets X Y — 2:0-2-0 Ed e -- LOADING (psp SPACING- 2-0-0FBC . DEFL. In (100) Visit Lid TCLL 30.0 I Plate Grip DOL 1.15 0.02 Vert(LL) n/a - n/a 999 (Roof Snow=30.0) Lumber DOL 1.15 0.05 Vert(CT) Tile - me 999 TCOI 10.0 Rep Stress Incr YES 0.00 HOMICT) 0003 Tile Tile BCLL 0,0 Cade IRC2015ITPI2014trix) LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOTCHORD 2x4 SP NO.3or2x4SPF Stud REACTIONS. (Ib/size) 1=60/24-13,3=80/2-4-13 Max Harz 1=-17(LC 6) Max Uplift 1=-7(LC 12), 3=-7(LC 13) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-66/22, 2-3=-66/22 BOTCHORD 1-3=5/38 JOINT STRESS INDEX 1=0.06,2=0.01 and 3=0.06 Scale =1:7.9 PLATES GRIP MT20 197/144 Weight: 7 l FT -5% BRACING - TOP CHORD Stmoturel wood sheathing directly applied or 2-4-13 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; VuIt=130mph (3 -second gust) Vastl=103mph; TCDL=6.Opsf, BCDL=6.Opsh h=33ft; Cat. II; Exp B; andoa d; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and Tight exposed ;C -C for members and forces & M WFRS for reactions shown; Lumber DOL -1.60 plate gnp DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Ii; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcuvent with any other live loads. 6) Provide mechanical connection (by others) Of truss to beating plate capable of withstanding 71b uplift at joint 1 and 71b uplift at joint 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity made] was used In the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph Is gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. and HEAD NOTES ON THIS O IHSS S,,1em. oerIXe we, we aa,u,ne ,,w, ._,,., ,.. ,.,-. buildilg design. Bracing Inducted is to prevent buckling of individuol We web and/wchord members only. A baiwayswdwodforstabatyandtoprerenI callapsewith possible personal lnlury and property damage. Torp ------ __ -.-..,.. s , a -d fmss w terns. See AN9/rPI1 QuaI1N CMelki, not Th" A N111, Millis t� 819 Seundside and 3x4 = 2 3.4 �/ 3.4 Q acek =1:12.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) /dell Ltd PLATES GRIP 197/144 TCLL 30.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) We - rile 999 MT20 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(CT) rile - WE 999 TCDL 10.0 Rep Stress nor VES WB 0.00 Horz(CT) 0.00 3 ME WE Weight: 15111 FT=S% BCLL 0.0 Code IRC2015ITPI2014 (Matrix) BCDL 100 BRACING - LUMBER- TOP CHORD Structural wood sheathing directly applied or4-9-10 on purlins, TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 or 20 SPF Stud REACTIONS. (Iblsize) 1=200/4-9-10,3=200/4-9-10 Max Hoa 1=-42(LC 8) Max Upllft1=-17(LC 12), 3=-17(LC 13) FORCES. (lb)- Maximum Compression/Maximum Tenslon TOP CHORD 1-2=-166156.2-3=-166156 BOTCHORD 1-3=-11/96 JOINT STRESS INDEX 1=0.15,2=0.03 and 3=0.15 NOTES- (8-9) 1) Wad: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedar(2) zone; cantilever left and right exposed ;C -C for members and forces & M WFRS for reaclions shown; Lumber DOL=1.80 plate grip DOL=1.60 2) TCLL ASCE 7-10; Pf=30.0 fed (fiat roof snow); Category 11; Exp B; Partlally Exp.; Ct-1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 17111 uplift at Joint 1 and 17111 uplift at joint 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3. 7) "Semi-rigid pitchbreaks Including heals' Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a ll If 11g1op17 wind speed of 115 mph.. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IR02012 nominal wind speed of 100 90 i`�ftf6tt �t� , C, ( x ` "' • �?�, mph, wind reaction If 0.78 wlll adjust wind uplift reaction to a wind speed of mph. . WARNING -Verily design re mmelem antl READ N7*7 AND INCLUDED MITE7-d7 AGE MIP7473 rev. 1net M Y2015 BEFORE USE. �FN<INF Do 11 "O fmss xyzfemmud �Befare aze, the bulitlgdesignersmpplcabn 6 based RlN of dwon ez9 properly ommel lncarporaie fhhh far an hapsideal d Ign into hatoverallbudding design. Bracing Indicated is to prevent buividual hues web and/ors only. Additional tempora, and permanent bracing A Mrfet Alligal« is ehvoys requhed for siabiRN and to prevent collaible personallnie andage. For general guidance regarding the818 Saetylnimmalon wallgbk fromimsz Plate lnsbteS eesLsSulfe3l2eAim14 Crgeda, DSB-99 and BC5l Building Cemponenl Etlenaq NC2832 scale = 1:21.2 4x8 = 4 3x4 // 3.4 1 1 3x4 \\ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loo) Well Lid PLATES GRIP MT20 197/144 TOLL 30.0 Plate Grip DOL 1.15 TO 0.44 Vart(LL) NO - WE 999 (Roo�8now-30.0) Lumber DOL 1.15 BC 0.18 Vert(CT) n/S - n/a 999 TOORep Stress Incr VES WB 0.05 Horz(CT) 0.00 3 n/a me 27 lb FT=5% BOLCade 1 C2015/TPl2014 (Metrix)Weight: CD -- — LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or a-0-0 m puriins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOTCHORD Rigid Caging directly applied or 10-0-0 oc bracing. BOTCHORD 2x4 SP No,3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=186/7-2-6,3=IB6/7-2-6,4=268/7-2-8 Max Hoa 1--68(LC 8) Max Upllftl=-32(LC 13), 3=-41(LC 13) FORCES. (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-5=-122/47, 2-5=-35/57, 2-6=-35/47, 3-6=-118/37 BOTCHORD 14=-17/54, 3A--17/54 WEBS 2-4=A88/50 JOINT STRESS INDEX 1=0.15,2=0.06,3=0.15 and 4=0.05 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult-130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=B.Opsf; h-33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extonor(2) zone; Cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL -1,60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (gat roof snow); Category II; Exp S; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 32 lb uplift at joint 1 and 41 Ib uplift at joint 3. 7) "Semi-rigid pilchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. . vent, design Rmemehrs antl READ NOTES ON rarmeonly with Mu.M connectors. Tnis desigi REFERANCE PA OF MIP7472 m. .fers shown and Is kx onind!Mi and SCSI r`C P� u �®�®4/tidECtfi @4th.4lBl'sV�R 818 Soundslde Road Edenton, NC 27932 Job Truss Truss Type City PlyM MidAtlanuc I/dell L!d PLATES GRIP TOLL 30A E6992304 ORDERS ¢r-01084 VOOM 1 1 MT20 197/144 (Roof Snow=30.0) Job f tanto Doti.nall M/R, /.U5v. a rico m eine Mi lex Ze'res, int. mon sap is ra:re:aa em= rage , ID:Gr0150uCOlF87gglnuMStyUXzf-tntL8lmzAdoYGsvPKBf_LPw57JA87?y W zVZ4KydkAY 4.9.9 9.7-3 4-9-9 4010 Scae=1:27.3 44 = 3.4 // 3x4 4 3x4 1� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (10c) I/dell L!d PLATES GRIP TOLL 30A plate Grlp DOL 1.15 TC 0.61 Vert(LL) n/a - We 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Ved(CT) bra - We 999 BCDL 10.0 Rep Stress Incr YES WB 0.09 Hmz(CT) 0.00 3 We We BCLL Code IRC2015/1 (Matrix) Weight: 36 lb FT=5% BCDL 10.0 LUMBER - TOP CHORD 20 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 20 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1-234/9-7-3, 3=234/9-7-3, 4=411!0-7-3 Max Holz 1=-93(LC 8) Max Up11ftl=-32(LC 13), 3=-44(LC 13), 4=-11(LC 12) FORCES. (lb) -Maximum Compresslon/Maximum Tension TOP CHORD 1-5=-187/61, 2-5=-53/80,2-6=-53/G6, 3-6=-187/48 BOTCHORD 1-4--20/78,3-4=-20/78 WEBS 24=-271/71 JOINT STRESS INDEX 1=0.47,2=0.73,3=0.47 and 4=0.08 BRACING - TOP CHORD Structural woad sheathing directly applied or 6-0-0 no purims. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. (8-9) 1) Wind: ASCE 7-10; Vult-130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h-33ft; Cal. Ii; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp B; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 to uplift at joint 1, 44 lb uplift at joint 3 and 11 Ib uplift at joint 4. 7) "Semi-rigid pltchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss, 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. PFti '1:.7G 6 4.6 3x4 11 3x4 11 3x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 plate Gnp DOL 1.15 (Roof Sn0w=30.0) Lumber DOL I 1.15 TCDL 10.0 Rep Stress Inor YES BCLL 0.0 Code IRC2015tTP12014 5 rile We LUMBER - TOP CHORD 2x4 SP No.3 or2x4 SPF Stud BOT CHORD 2x4 SP N0.3 or 20 SPF Stud OTHERS 20 SP No.3 or 20 SPF Stud scsla=1'.31.0 CSI. DEFL. In (lac) Went L/d PLATES GRIP 197/144 TC 0,42 Vert(LL) rile - ale 999 MT20 BC 0.21 Vert(CT) rile - rile 999 WB 0.10 Hom(CT) 0.00 5 rile We Weight: 49 lb FT = 5% (Matrix) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=48/12-0-0, 5=48/12-0-0, 7=303/12-0-0, 8=360/12-0-0, 8=360/12-0-0 Max HIM 1=-119(LC 8) Max Uplift 1=-51(Le 10), 5=-28(-C 11), 8=-170(LC 12), 6=-169(LC 13) Max Grav 1=88(1_0 23), 5=76(LC 24), 7=303(LC 1), 8=379(LC 21), 6=379(LC 19) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-131/105, 2-9=-175/87, 3-9=-85/103, 3-10--85195, 4-10=-175180, 4-5=-109169 BOT CHORD 1-8=-35/84, 7-8--35184, 6-7=-35184, 5-8=-35/84 WEBB 3-7=-21619, 2-8--319/213,4-6=-319/213 JOINT STRESS INDEX 1=0.03,2=0.12,3=0.47,4=0.12,5=0.03,6=0.09,7=0.06 and 6=0.09 NOTES- (8-9) i) (lzone 3r riesnvelope) gable d C -C Extedo(2) gust)Mph (3 -second e; cantilever left end right exposed ;CC for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flet roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow leads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed far a 10.0 Pat bottom chord live load nonconcumenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 1, 28 Ib uplift at joint 5, 170 Ib uplift at joint 8 and 1091b uplift at joint 6, tl In the analysts and design of this truss. 7) "Serol -rigid pitchbreaks including heels" Member end fixity model was use 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 100 9) mph, wind checked for ASCE 7-10 0.78 will adjust atewinwind spupint eed at 30a phwin( speed of 90 gust) meet$ or exceeds IRC2012 nominal wind speed of Pt . f -;� 122 Scale m 1:37.3 4x6 = 4.6 /j a 7 6 44 O 3x4 6x6 ' 3x4 I[ LZADING(Psf) SPACING- 2-0-0 CSI. DEFL. In (lac)/tlefl Ud PLATES GRIP 197/144 T0 Plate Grip DOL 1.15 TC 0.45 Velfl LQ n/a - n/a 999 MT20 (R) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a - me 999 T0 Rep Stress lncr YES WB 0.14 Horz(CT) 0.00 5 n/e n/aWeight: 62 to FT= 5% B.0 Code IRC2015/TPI2014 (Matrix) B.0 BRACING - LUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 no purlins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud or BOT CHORD Rigid ceiling directly applied or 10.0-0 ac bracing. BOT CHORD 2x4 SP No.3 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=134/14 -4-13,5=134/14-4-13,7=298/144-13,8=398/14-4-13,6=398/14-413 Max Hoa 1=144(LC 11) Max Uplift /=-27(LC 8), 8=-182(LC 12), 6=-182(LC 13) Max Grav 1=154(LC 22), 5=134(LC 1), 7=296(LC 1), 8=419(LC 18), 6=419(LC 19) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-156/113, 2-9=-17BI109, 3-9=-108/124, 3-10--108/116, 4-10=-175/101, 4-5=A31/72 BOT CHORD 1-e=-47/104, 7-8=-47/104, 6-7-47/104, 5-6--47/104 WEBS 3-7=-215/0, 2-B=-342/223,4-6--342/223 JOINT STRESS INDEX 1=0.04,2=0.13,3=0,46,4=0.13,5=0.04,6=0.10,7=0.26 and 8=0.10 NOTES- (8-9) 1) Wind: ASCE 7-10; What 30mph (3 -second gust) Vasd=103mph; TCDL-6.Opsf; BCDL-6.Opsf; h=33ft; Cat. II; Exp B; endosed; MWFRS (envelope) gable end zone and C -C Extefior(2) zone; cantilever left and fight exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pf=30,0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chard beading. 5) This truss has been designed fora 10.0 psi bottom chord live food noncencumenl with any other live loads. of withstanding 27 lb uplift at joint 1, 182 lb uplift at joint 8 11�gp, fp7gsd®e 6) Provide mechanical connection (by others) of muss to bearing plate capable t� !�f (L J v4a�U and 182 lb uplift at joint 6. 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. B) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-sewnd gust), wind reaction x 0.78 will adjust wind uplift reaction to a `,% C, ` •` cc-- r j ;• �` wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed a1130 mph (3 -second gust) meets orexceeds IR02012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ceps^ INCO WARNING. Vents, design Parem ses and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE MIF7473 mv.1MV2015 BEFORE USE- sign valid for use only with Meei&uonnectors. This design 8 based only upon p.rnafcrs shown, and Is foran Individod building component, not Inus,,item. But. use, the building designer must Will, fhe appllcabnty of design parameters and pomfly mcaporate this deAgo Into the overall I A ryi,8e! Alillin@ Adingdesign. bracing indicated is to prevent buckling of lndividuol buss web and/or chord members only. Addiilonal lemparary antl permanent bracing nndborereut collapse with possible penorwl lnlwy and property damage. Fwgeneral gultlonce regarding the 818 soundside Road Job Truss Truss Type City Ply 00_MidAllentic Ud PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Gnp DOL 1.15 TC 0.55 E8992307 ORDERS u<r-0103] VCOM 1 1 Lumber DOL 1.15 BC 0.23 Vert(CT) We - n/a 999 encs o Tonal rvvn, 7.830 s Jul283015 MiTak lnd.stnes, Inc. Mon SSP 1412:18:382015 Pagel ID:CDY2WrwlYNVSMZJGuJ)2XIyUXzd-HMZTIKosTYA67Ktl(TKChz1YdKWEPKLDyOxkDhfydkAV 8.4.13 16-9-10 84.13 8.4-13 4x6 = 4x6 6 7 6 4.6 Q 3x4 54 — 3.4 II Scale =143.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loo) Wall Ud PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Gnp DOL 1.15 TC 0.55 Veri(LL) We - n/a 999 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) We - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0:18 Horz(CT) 0.00 5 BCDL 10,0 Code IRC2015,71P12014 (Matrix) Weight: 75 lb FT=S% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x4 SP No.3 or2x4 SPF Stud REACTIONS. (Ib/size) 1=192/16-9-00, 5=192/16-9-10, 7.270/16-9-10, 8-473/18-9-10, 6=473/16-9-10 Max Hoa 1=-169(LC 8) Max Uplift I=1 7LC 8), 6=-212(LC 12), 6=-211(LC 13) Mex Grav 1=203(LC 22), 5=192(LC 1), 7=270(LC 1), 6=499(LC 18), 6=499(LC 19) FORCES. (Ib) -Maximum Compresslon/Maximum Tension TOP CHORD 1 -2= -182/138,2 -9= -184/118,3-9=-125/148,3-10=-125/137,4-10=-184/110,4-5=-152/100 BOT CHORD 1-8=-67/129, 7-8--67/129, 6-7=-67/129, 5-8=-87/129 WEBS 3-7-201/0,2-8=-398/258,4-6=-398/256 JOINT STRESS INDEX 1=0.14,2=0.26,3=0,39,4=0,26,5=0.14,6=0.26,7=0.22 and 8=0,26 Structural wood sheathing directly applied orb -0-0 oc purlins. Rigid ceiling directly applied or 1 G-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and fomes & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30,0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord beating. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1, 212 lb uplift at joint 8 and 211 Ib uplift at joint 6. 7) "Semi-rigid pitchbreeks Including heels" Member end flxity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. t`4 ~ a .•`<;�`;,` YOB... PFI, Job Truss Truss Type Qty Ply 09 MIdA0anik E8902300 ORDERS W-01996 VCOM 1 1 '9 •nen of nce a ere - .. ... PJn15 Penx1 IDIgP6QjpxVJgdj 7lSS1 EH4WyUXzc4Y7sygpUErIzITCBZijwWF509 B3nO6dbTmDBydkAU 9-7-3 9-7-3 4x8 = 4x6 p 14 13 12 1t 10 44 �\ 5,6 = Scale =1:49.3 Plate Offsets( Y)M 0 5 6 Edoel 19'0-1 2 Edoel 1120-3-0,0-3-0] _ F G (psf) SPACING- 2-0-0 CSI. DEFL. In (loo)/dell L/tl PLATES GRIP 30.0 Plate Gnp DOL 1.15 TC 0.54 Vert(LL) We - n/a 999 MT20 197/144 ow=30.0) Lumber DOL 1.15 BC 0.20 Vert(OT) We - me 999 10.0 Rep Stress Incr YES WS 0.25 Harz(CT) 0.01 9 me n/a 0.0 Code IRC2015/IPI2014 (Matrix) Weight: 90th FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 or 2x4 SPF Stud TOP CHORD Structure] wood sheathing directly applied or 6-0-0 Be purlins. BOT CHORD 2x4 SP NO3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP NO3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=18/19-2-8, 12=285/19-2-6, 13=432/19-2-6, 14=329/19-2-6, 11=432/19-2-6, 10=329/19-2-8, 9=16/19-2-0 Max Hoa 1=195(LC 9) Max Uplift /=-108(LC 10), 13=-195(1-012), 14=-139(LC 12), 11=-195(LC 13), 10=-139(LC 13), 9=-71(LC 11) Max Grav 1=158(LC 12), 12=291(LC 24), 13=472(LC 18), 14=337(LC 21), 11=472(LC 19), 10=337(LC 22), 9=133(-C 13) FORCES. (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-2--245/168, 2-3--212/113, 3-4=-116/128, 4-15=-191/141, 5-15=-145/168, 5-16--145/181, 6-16=-191/133, 6-7--57/83, 7-8--166/54,8-9=-206/133 BOT CHORD 1-14--811150,13-14--81/150,12-13=-811150, 11-12=-811150, 10-11=-81/150, 9-10=-87/150 WEBS 5 -12= -212/3,4-13=-390/244,2-14=-275/184,6-11=-390/244,8-10=-275/185 JOINT STRESS INDEX 1=0.14,2=0.26,3=0.35,4=0.26,5=0.42,8=0.26,7=0.35,8=0.26,9 -0.14,10=0.26,11=0.26,12=0.24,13=0.26 and 14=0.26 NOTES- (9-10) 1) Wlnd: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFR6 (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWF IRS for reactions shown; Lumber DOL=1,80 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pf=30.0 psf (flet roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at joint 1, 19516 uplift at joint 13 , 139 ib uplift at joint 14, 195 Ib uplift at joint 11, 139111 uplift at joint 10 and 71111 uplift at joint 9. 8) "Semi-rigid piichbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. g®WARNING- Verify, Design rusec a buss system. 9efrne IGUM019 BEFORE USE. trusses antl buss systems, sea ANSI(TPII QualityQtlwla, DSB-B9 antl SCSI 218 N. Lee Street. Su9e 312, Ale=ndrm, VA 22314. overall ENGINEFRI''ryryaa,!, A■n-IIlO 010 Soundable Road Edento, No 27932 3x4 = scale =1:9.6 3X4 4/ Plate Offs is (X Yl-- t2 0-2-0 Etlae LOADING SPACING- 2-0-0 CSI. DEFL. TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) Vert(CT) (Roof Snow=30.0) Lumber DOL i.15 BC 0.11 Hurz(CT) TCDL 10.0 Rep Stress ]nor YES WE 0.00 IS 0.0 Code IBC2015rTP12014 (Matrix) BCDL 10.0 BRACING- LUMBER- TOP CHORD TOP CHORD 2x4 SP N0.3 or 2x4 SPF Stud BOT CHORD BOT CHORD 2x4 SP No.3 or 20 SPF Stud REACTIONS. (Ib/size) 1=120/3-2-6,3=120/3-2-6 Max Horz 1=-25(LC 8) Max Up11ft1=-t0(LC 12), 3=-10(LC 13) FORCES. (Ib) -Maximum Compmssion/Maximum Tenslon TOP CHORD 1-2=-99/33, 2-3=-99/33 BOTCHORD 1-3=-7157 JOINT STRESS INDEX 1 =0.09, 2=0.02 and 3=0.09 3X4 In (Joe) I/deg Ud PLATES GRIP me - WE 999 MT20 1971144 n/a - We 999 0.00 3 WE n/a Weight: 10 ft FT=S% Structural wood sheathing directly applied or 3-2-6 oc purfins. Rigid ceiling directly applied or 10-0-0 no brecmg. NOTES- (6-9) 1) Wind: ASCE 7-10; Vult=130mph (3-secon1c gust) Vasd=103mph; TCOL=e.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWF RS (envelope) gable and zone and C -C Exledor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL -1,60 plate grip DOL=i.60 2) TCLL: ASCE 7-10; Pf=30.0 pct (fiat roof snow); Category 11; Exp 6: Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord beating. 5) This truss has been designed for a 10.0 psf bottom chord live load noncom with any other live loads. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 1 and 10 ib uplift at joint 3. 7) "Semi-rigid pitchbreaks Including heels" Member and fixity model was used In the analysis and design of this toss. -second gust), wind reaction x 0,76 will adjust wind uplift reaction to a e) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 wind speed of 115 mph, 100 9) mph, wind checked for 0.76 will adjust ultimate mwind wind speed at t 0mpha wind (3-second od t) mo90 ats or exceeds IRC2012 nominal wind speed of on upl entl READ NOI ON THIS AND INCLUDED MITER REFINANCE PAGE 61114413 MV. I MM015 BEFORE LGE. om,entaO. mb design Is baled only upon pommCs a shown, and B for an Mdividmd bhlildil,; o. Int. Chet and BC51 r ,��a ��Ci - ��,S °'•e Q °s u f/,B�/7eb PbF:f (4 Iltt4{ttt �XC'-`�gs 'reN�RENCO A hfiTek AlI0lele Scale = JABS 3.4 = 2 3x4 J 3x4 &4 13 fi-4- 3 Plate O sets X Y- 2:0-2-0 Ede — in (IOC) i/deft Lld PLATESGRIP SPACING- 2-0-0 CSI. - n/a 999 MT20 197/14LumberDOL Plate Grip DOL 1.15 TC 1.15 BC n/a - n/a 999 0.00 3 n/a me 7Lrtnla =0.0ROP Rep Stress lncr YES WB Weight: 21 lb FT=5% Code IBC2015/TPI2014 (Mata BRACING- LUMBER- TOP CHORD Structural wood sheathing directly applied orb -0-0 oc purlins. TOP CHORD 2x4 SP Na.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP Na.3 or 2x4 SPF Stud REACTIONS. (lb/sill) 1=280/6-4-13,3=28016-4-13 Max Horz 1--59(LC 8) Max Uplift 1 =-24(LC 12), 3=-24(LC 13) FORCES. (Ib) -Maximum CompressionlMaximum Tenslon 2-4=-119/76, 2-5=-119176, 3-5=-232/68 TOP CHORD 1.4=-232/68, BOTCHORD 1-3=-16/134 JOINT STRESS INDEX 1 =0.22, 2=0.04 and 3=0.22 NOTES- (8-9) gust)econd -C for members and farces 8 MWFRS for Wind:0Izone Nr (nvelope) gable end d C -mph CE erio(2) zone; Cantilever and Tight exposed ;C reactions shown; Lumber DOL -1.60 plate grip DOL=1.60 7-10; Pf=30.0 Pat (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.1 2) TOLL: ASCE 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loetls. fwlthstanding 241b uplift at)oln tmss to bearing plata capable oll and 241b uplift at joint 6) Provide mechanical connection (by others) of 3. 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a ttYgttgil l ttlEttt`ft 8) Design checked for ASCE 7-10 ultimate wind speed at IRC2012 nominal wind speed of 100 of 115 mph.-- R` F wind speed for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds 9)Design checked mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. VFi1 lii14,,,L:,`� FNCaINEF0.11X3 el' NOTES ON THIS AND INCLUDED MITER REFERANCE PAGEM&7473 rev. 1MV2015 BEFORE USE. I �wO This design is based only upon pammefers shown, and, faun IndivlaLal baNdh9 ccmponent, not 4 ovsNerdy the appNcabiRN of desiDn Parameters and nmpetly Incorporate this desi9Noto the overall l pseiw hpos96e Personal lnNN andrproperty damage w9enleral OWdance rano dlrpi0 rye rreni bracMO Af911e1. AIfIIab Bis son, NCC Roe4 "nems see eu9liP11 �oaIHV CMerip, OS889 and SCSI Building Component Etlenlon,NC 2)832 Job Truss Truss Type Qty Ply E8828008 ORDERS W.01083 VCOM 1 1 b13fe lei 11 NVR, r.a30 J0@820CjM-Tklndusinea Ire.Mon Au, 101d Clj015 P I1 ID:HDXEPSc1Tyi5253zxIFw80ygLJh-keGa?Qi5?GmVAIUnZgiirobYtlLVypwClhvB?lklypEe 4x6 = 2 4 � 3x4 e� 3x4 11 3x4 Scale =1:26.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Udall Ud PLATES GRIP TOLL 30.0 plate Grlp DOL 1.15 TC 0.61 Vert(LL) n/a - BID 999 MT20 197/144 (Roof Snow -30.0 ) Lumber DOL 1.15 BC 0.33 Vert(CT) n/a - Ne 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCLL 0.0Weight: o. .nn Code IBC2015lfP12014 (Mainz) 36111 FT=5% LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1-234/9-7-3, 3=234/9-7-3, 4=411/9-7-3 Max Horz 1=-93(LC 8) Max Upliftl=-32(LC 13), 3=-44(LC 13), 4=-11(LC 12) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-5=-187/61,2-5=-63/80,2-6=-53/66,3-6=-187/48 BOTCHORD 14=-20/78,34=-20/78 WEBS 24=-271/71 JOINT STRESS INDEX 1 = 0,47, 2 = 0,73, 3 = 0.47 and 4 = 0.08 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigld ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; Vull=Bumph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL-6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and fomes & M WFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.80 2) TCLL; ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been Considered for this design, 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 32 IS uplift at joint 1, 44 Ib uplift at Joint 3 and 11 Ib uplift at joint 4. 7) "Serol -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked far ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. g�WARNINC-Vedfy design pummeMn and READ NOTES ON THIS AND INCLUDED MmEx REFERANCE PACE MR7472 rev. 1W3/2016 BEFORE WE. Inane only with mmude annectors. This desi m b based only upon pomm.nus shown, end 6 for on InNvidual building component, not BCBI Building Component 4```Ce1A. ftGIL& p+/i FE;lrrir,.'> AL y r�ry/6/rlrR3Eti44414yv 1-, T�FN��O A MiYi. AIOIIaL 018 Smmdbitle Road Edenton. No 27032 6 4x6 4.6 � 6 7 3.4 II 3x4 It 5x8 = LOADING (pat) SPACING- 2-0-0 TCLL 30.0 plate Gnp DOL 1.15 (Roof Snow=30.0) Lumber DOL I 1.15 TCDL 10.0 Rep Stress Inor YES BCLL 0.0 Cade IBC20151TPI2014 1701b upiiftat Jolnt6 and 170 lb upllftatjolnt6. 7) "Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a LUMBER - TOP CHORD 2x4 SP NO,3 or 2x4 SPF Stud BOT CHORD 2x4 SP N0.3 or 20 SPF Stud OTHERS 20 SP No.3 or 2x4 SPF Stud scale =1:33.9 REACTIONS. flb/size) i=83/12-9-10, 5-83/12-9-10, 7-303/12-9-10, B-366112-9-10, 6-366/12-9-10 Max Harz 1=-127(LC B) Max Uplift 1=-37(LC 8), 5=-12(LC 9), B= -170(-C 12), 6=-170(LC 13) Max Crest 1=113(LC 22), 5=96ILC 24), 7=303(LC 1), 6=385(-C 18), 6=385(-C 19) FORCES. (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-2 133/106, 2-9=-1 7 619 4, 3-9=-93/110, 3-10--93/102, 4-10=-174/87, 4-5=-114188 BOT CHORD 1-B--39188, 7-8=-39/88, 6-7=-39/88, 5-6=-39/88 WEBS 3-7=-217/3,2-8=-320/212,4-6=-320/212 JOINT STRESS INDEX 1=0.03,2=0,12,3=0.47,4=0.12,5=0.03,6=0.09,7=0,27 and 8=0.09 in floc) Well Ltd PLATES GRIP n/a - lime 999 MT20 197/144 Lko lime - n/a 999 3) Unbalanced snow loads have been considered far this design. l if .00 5 n/a lila Weight: 54 to FT=5% 5) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 1, 12 Ib uplift at joint 1701b upiiftat Jolnt6 and 170 lb upllftatjolnt6. 7) "Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc ongoing. REACTIONS. flb/size) i=83/12-9-10, 5-83/12-9-10, 7-303/12-9-10, B-366112-9-10, 6-366/12-9-10 Max Harz 1=-127(LC B) Max Uplift 1=-37(LC 8), 5=-12(LC 9), B= -170(-C 12), 6=-170(LC 13) Max Crest 1=113(LC 22), 5=96ILC 24), 7=303(LC 1), 6=385(-C 18), 6=385(-C 19) FORCES. (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-2 133/106, 2-9=-1 7 619 4, 3-9=-93/110, 3-10--93/102, 4-10=-174/87, 4-5=-114188 BOT CHORD 1-B--39188, 7-8=-39/88, 6-7=-39/88, 5-6=-39/88 WEBS 3-7=-217/3,2-8=-320/212,4-6=-320/212 JOINT STRESS INDEX 1=0.03,2=0,12,3=0.47,4=0.12,5=0.03,6=0.09,7=0,27 and 8=0.09 NOTES- (8-9) 1) Wlnd: ASCE 7-10; VuR=130ruph (3 -second gust) Vasd=103mph; TOOL-6.0paF BCDL-6.Opsf; h-33ft; Cat. II; Exp B; chooses; MWFR for members and forces & MWFRS for (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and fight exposed ;C -C reactions shown; Lumber DOL=1.60 plate grip DOL=1 SO``y\Lt1i1 2) TCLL; ASCE 7-10; Pf=30.0 psf (gat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 t7 t[/7Ff ,., P Gft 3) Unbalanced snow loads have been considered far this design. l q` eG & fr '9,y, 1-. 4) Gable requires continuous bottom chord toggling. This truss has been designed for a 10.0 Pat bottom chord live load nonconcunent with any other live loads. 5, /,�,, `c,T p'-• ✓� -, €, - 5) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 1, 12 Ib uplift at joint 1701b upiiftat Jolnt6 and 170 lb upllftatjolnt6. 7) "Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a lir' ,�rc72 Y e M z 8) Design checked for ASCE 7-10 ultimate wind wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IR02012 nominai wind speed of 100 _ v e ( v mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ., d -°++f9f tit}t4tiW. l WARNING- Verify design Panmehn antl READ NOTES ON THIS AND INCLUDED MITER REFERANCE pA I, fa,.4T9 regsnn b 2016 aEFORE.rd ENRHrrRlsn 9Y sign valid faruse oMywifh MRek®connectors.n&dezlgnh basad onN Won pammeiers shown. and Isf«anIndividual bulidingcompo the not mss system, Before use, the building designer must veHly the opplicabltlly of deslgn Parameters and Properly Incorporate fhh deign Into the overall k Alflllale Itch, dre'Gn. ontablxgC-f-disto Pro aoNapse wphposof albe personallnu ryand property damagenandlor hard members For ger Mal gluldance regardirg the orary and nen) blaCMg AMtk- ANSI(TPII GualltyCrHeda, DBB-69 and BC513eildleG Component of a nton, KC 2 Reed atlwllon. storage, delivery.rere^crlon Ptd bmaf .le.218 8l les` n Stfeet.PSuit. 12, AIexandna. VA 22314,._ Edenton, NC 2]832 Job Truss Truss Type Oty Ply ORDERS VT -01085 vocal1 1 E09205DB 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. Job a ereDge (gollim.11 NVR, 7.630 s Ju1282o15 MiTak Industries, Inc. Mon Avg 1014:56:112015 Pagel ID:CU3T4H7XYbeSvb6XOOXIJuyUXZM-90NLO6JLXtODP3eAg5kFt0e?cJg1O5zONPUeotypEBo 8.0-0 16.0.0 8-0-0 8-0-0 41 4xB /1 8 7 6 4x6 O 3.4 II 5x6 = 3.4 II Scale =1:42.0 Ylal6 utrsels lX YI— 11;0-5-5 Edgel 15'0-1-2 Edoel IT0-3-0 0 -MI NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and light exposed ;C -C for members and forces & M WFRS for LOADING (Ps300 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. `'kkottil"W11% 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. `t< Pk -/17 , TCLL SPACING- 2-0-0 and 2001b uplift aljoint 6. "Semi-rigid CSI. DEFL, in (loo) i/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. TC 0.50 Vert(LL) n/a - WE 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(CT) n/a - n/a 999 BCDL 0,0 Rep Stress [nor YES WE 0.17 Harz(CT) 0.00 5 n/a n/a BCDL 10.0 Cade IBC2015/TPI2014 (Matrix) Weight: 71 Ib FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=174/16-0-0, 5=174/16-0-0, 7=281/16-0-0, B=445/16-0.0, 8=445/16-0-0 Max Hoa l= 161(LC 10) Max Uplift 1=-20(LC 8), 8=-201(LC 12), 6=-200(LC 13) Max Grev 1=188(LC 22), 5=174(LC 1), 7=281(LC 1), 8=469(LC 18), 6=469(LC 19) FORCES. (@) -Maximum Compression/Maximum Tension TOP CHORD 1-2--174/125, 2-9=-181/122, 3-9=-119/138, 3-10=-119/130, 4-10=-181/114, 4-5=-145/89 BOT CHORD 1-8=-60/120,7-8w-60/120,6-7--60/120,5-8=-60/120 WEBS 3 -7= -20710,2 -B= -377/244,4 -Om -377/243 Structural wood sheathing directly applied or 6-0-0 no purlins. Rigid calling directly applied or 10-0-0 oc bracing. JOINT STRESS INDEX 1=0.08,2=0.14,3=0.42,4=0.14,5=0.08,6=0.11,7=0.23and B=0.11 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and light exposed ;C -C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. `'kkottil"W11% 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. `t< Pk -/17 , 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 20 Ib uplift at joint 1, 201 Ib uplift at joint 8 .� \ ,<..,- F` 'S' and 2001b uplift aljoint 6. "Semi-rigid 7) pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. ^--- 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. �- 3x4 = 3x4 // 3X4 O Scale= Ias Plate Offsets XY_e: in (loo) loeFl L/d PLATES GRIP LOADING(psf) SPACING- 2-0-0 CSI. DEFL. No - n/a 999 MT20 197/144 ]CLL 30.0 plate Grip DOL 1.15 TC 0.03 Vert(LL) Vert(CT) n/a - n/e 999 (Roof Snow=30.0) TCDL 10.0 Lumber DOL Rep Stress lncr 1.15 YES BC 0.07 WB 0.00 H._(CT) 0.00 3 n/a n/a Weight: 8In FT=5% BCLL 00 Code IBC2015/TPI2014 (MaMx) BCDL 10.0 LUMBER- BRACING- TOP CHORD Structural woad sheathing directly applied ort -8-0 oc pudins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=98/2-8-0, 3=98/2-8-0 Max Harz 1=25(LC 9) Max Uplift 1=-7(LC 12), 3=-7(LC 13) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-78/25, 2-3=-78/25 BOT CHORD 1-3=-7/41 JOINT STRESS INDEX 1 =0.07, 2=0.01 and =0.07 NOTES- (8-9) just) RS 1) (ene) f1bleOend i 3 econd 1z ne and C-CExt rio (2)z nes _ Cantilever left and fight exposed ;C C vele for members eri and farces 8 MWFRS o ( P )9 reactions shown; Lumber DOL=1.00 plate grip DOL 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.1 3) Unbalanced snow load$ have been considered for this design, 4) Gable requires continuous bottom chord bearing. ment with any other live loads. 5) This tress hes been designed fora 10.0 psf bottom chord live load nonconcu e) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 7 he uplift at joint 1 and 71b uplift at joint 3. 7) "Semi-dgld pitchbreaks including heels' Member end fixity model was Used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of i 1S mph. 100 9) mpDesign wind eked forASCE 0.78 will adjust inti ate landUplseft ed at tn 30e wind speed odi 9ost) meets or exceeds IRC2012 nominal wind speed of mph 1rvriNsraa'xs !er z antl READ NOTES ON THIS AND INCLUDED MITER REFERANCE PACE MiI-Td]]rev. fOML3015 aEFOREUe-nen R■_�O -n®.0 tors. Thu -rl rneaoald abA/ iron Dign PafameY2rs ondtl81 tlY lncdivWu`bu de iBn colo M.e"all 4 .m„e PpPe 2. ed.,e, ent bradr,N DSW.89 antl Job Truss Truss Type Qty Ply I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow -30.0) Plate Grip DOL 1.15 TC 0.22 E8925517 ORDERS Wr 1252 V(SOM 1 1 '.. 8C 0.45 Vort(CT) n/a - me 999 Job Reference laotlanall ' 10:27h0Q4r9sPyKNZleexeJmyvv51-VAegAa57jnM7 SKI Lrf7Hu45kfior7umLxSOXypEBi 2&D 540 2-8-0 2-8.0 3x4 = Y] 3.4 // 3x4 \� 13SI�WW LOADING (list) SPACING- 2-0-0 CSI, DEFL. In (loo) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow -30.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) me - 1 999 MT20 197/144 TCLL 10.0.0 0 L 1.15 umberDOL 8C 0.45 Vort(CT) n/a - me 999 BCLL 0.0 Rep Stress Incr VES WE 0.00 Horz(CT) 0.00 3 1 n/a B OL 1 Code IBC2015/TPI2014 (Matrix) Weight: 18111 FT=5% LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 20 SPF Stud REACTIONS. (ib/size) 1-231/5-4-0, 3-231/5-4-0 Max Herz 1=-59(LC 8) Max Uplift 1=-17(LC 12), 3=-17(LC 13) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-183/60, 2-3=-183/60 BOTCHORD 1-3=-18/87 JOINT STRESS INDEX 1=0.18,2=0.03 and 3=0.18 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. (8-9) 1)Wind: ASCE 7.10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=B.Opsf; BCDL=B.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and tight exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL=1.80 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp 8; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chard live load nonconcument with any other live loads. e) Provide mechanical connection (by others) of tress to Dealing plate capable of withstanding 17 lb uplift at joint i and 17111 uplift at joint 3. 7) "Semi-rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction If 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meats or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. a "• AWARNING- Betty desiBnpanmeMrs andREAD NOTES ON THISANO INCLUDED MREH REFERANCE PAGEMI7413 res 1"312016 BEFORE USE. FN<INwFERIN3 BY Design wand for use only with Miefulf connectors.W, design B based orty upon parameters shown, and is for an ladlviduai bulking component,not TY truss rystem. Before... the bUfaing designer must verity the appncabNro ty of design parameters and pperly ima Looms, this di the overall �AO building design. Bracing indicated is to prevent buckling of individual irons web and/or chord members only. Additional temporary and permanent Duping AMiT«k. ni IMI- kaWe,.quired forstablXtY and to prevent conopse with possible personal lnlury and pmperh/damage, For genemlguidanc regardngihe fobn.flon, storage, c.Wery, erectlon and bracing of fuses and mss systems, see ANSUTTII Quality Crlteda, 098-89 and BCSI Building Component 818 souMside Road Safefylnformailen available mmiuss Plate lmtdufe, 218 N. lee SireeL SoHe 312, AIexaMrla, VA 22314. Edenton, NO 27932 scale =1:27.2 4x6 3x4/ 4 3.4 \ / 3.4 II \ 6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in "cc) I/defl L!tl PLATES GRIP TOLL 30.0 plate GOp DOL 1.15 TC 0.59 Vert(LL) n/a - n/a 9H9 MLT20 197/144 (Roof Snow -30.() Lumber DOL 1.15 BC 0.23 Vert(CT) ne - at- 999 TCDL 10,0 Rep Stress Incr VES WB 0.08 Horz(CT) 0.00 3 n/a n/a Inch S BCLL 0.0 Weight: 32 lb FT=S% Cede tBCs P120 (Matrix) BCDL 10.0 _ --- LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied orb -0-0 cc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD RIgId ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1-223/8-0-0, 3=223/8-0-0, 4=283/8-0-0 Max Ham 1--93(LC 8) Max Upliftl=-46(LC 13), 3=46(LC 13) FORCES. (III)- Maximum Compression/Maximum Tension TOP CHORD 1-5=-159160,2-5=,48173. 2-6=46/58, 3-6=-153/45 BOTCHORD 14=-27/73,34=-27/73 WEBS 24=-192/45 JOINT STRESS INDEX 1=0,18,2=0.07,3=0.18and4=0.06 NOTES- (8-9) 1) Wind: ASCE 740; Vuit=130mph (3 -second Suet) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and fomes & M WFRS for reactions shown; Lumber DOL -1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any ether live loads. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 48111 uplift at joint 1 and 46111 uplift at joint 3. t4i 9i➢p�g14p 7) "Semi-rigid pitchbreaks Including heels" Member end fixity medal was used in the analysis and design of this truss. hxt4it 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. IRC2012 nominal wind speed of 100 ``tN, ,kms ; �a?STfirvy'"J` F % 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds ,"r`Z'�. mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. m A vp�A7/9/iH ttkl{ iaigg00�v and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 911.1473 rev. IM212015 BEFORE USE EM;IN[e RIIM, PY �nnectom. The design Is based oai"pon parameters shown, and is foran Individual building component,not designer must wuffy the oppHodionty of design parameters and popedy in ,vo.aia this design into the oveall o prevent buckling of indMdual/suss web and/or chord members orly. Additional temporary and permanent bracing AMireV AlfOnle .at cdlapse with possible personal injury and property damage. For general g.Monce regordila the andbmcinaofimssesandhusssystem,see ANSUVIr Quality Ctlleda,DSB-89 and SCSI Buildlne Component 818 eoundside goal Job Truss Truss Type 0ty Ply LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied orb -0-0 oc purlins, E0920519 ORDERS ORDERS VT -01284 VCOM 1 1,, Max Uplift 1=-123(LC 10), 5=-101(LC 11), 11 12). 6=-234(LC 13) Max Great 1=161(LC 12), 6=146(LC 13), 7=274(LC 1), 8=422(LC 21), 6=422(LC 22) J b Reference f gC I) .Is 5-4-a ...,,...... -1 ,.,.......e . ..........e.,. ID:cLH1 H7N4gk9cJfeNZbukX5yUXz2-RZsM5rpMeK14NIF18mt7CizNbXO7Gk4BDf0Z40ypE8g 4x6 = 3 4.6 �/ 8 7 6 48 3.4 3x4 II 3x4 11 0-8-0 Scale =1:34.9 Plate Offsets (X,Y)-- 1 A-5-1 LOADING (psg TCLL 30.0 (Roof Snow=310, TCDL 10.0 BCLL 0.0 @CDL 10.0 Ed a 50-1 9 Ed e SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Cade IBC2015frPI2014 CSI. TC 0.43 BC 0.20 WE 0.10 (Matrix) DEFL. In (loc) I/deft L/d Vert(LL) fila - n/a 999 Vert(CT) n/e - n/a 999 Horz(CT) 0.00 5 fila n/a PLATES GRIP MT20 197/144 Weight: 46 lb FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied orb -0-0 oc purlins, BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP N0.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=-24/10-B-0, 5--24/10-8-0, 7=274/10-B-0, 8=386/10-8-0, a=386/10-8-0 Max Horz1=127(LC 9) Max Uplift 1=-123(LC 10), 5=-101(LC 11), 11 12). 6=-234(LC 13) Max Great 1=161(LC 12), 6=146(LC 13), 7=274(LC 1), 8=422(LC 21), 6=422(LC 22) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-203/143, 2-9=-198/86, 3-9=-82/103,3-10--82/g3,4-10--198/78,4-5=-182/125 BOT CHORD 1-8=41/94, 7-8=-41/94, 8-7=41/94, 5-6=41/94 WEBS 3-7=-188/5, 2-8=-368/289,4-6=-368/289 JOINT STRESS INDEX 1=0.06,2=0.14,3=0.48,4=0.14,5=0.06,6=0.12,7=0.05 and 8=0.12 NOTES. (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=B.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp e; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and fight exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires Continuous bottom chord bearing. �y}ili 41141 tdk 5) This truss has been designed for a 10.0 Pat ottom chord live oad t with any other live loads. capable withstanding 123111 1, 101 111 uplift at joint 5, A,- GqI e h Connection(byothers)truss to b of nglpla a of uplift at joint 6) Provide mechanical lB `oq^r��l �� j�.Ae��al 234 lb joint and 34 etjsint6 "Serf-dgld in the design of this truss. ~ `; pitchbreaks Including heels" Member end fixity model was used analysis and 7) .%,� �.C, 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. '°""^,o PF f + f ��' 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. a __.._._.-,,__,,,,��- n J +4A7tf1ifliri xAyx t.1elit§1 tIa WARNING- VeMydealanpanerehn and READ NOTES ON THISAND INCLUDED MITER REFERANCE PAGEN147473 rev. 10PoWHIS BEFORE ME. eNC.INe=aax: Pv Design valid for we only with MifeM connected.Thisdesign k oozed only upon parameters shown, and is for an individual bdlding component, � �CO a Russ system. set. use, the building designer must vents, the appucabinty of design parameters and property Incorporate the design Into the overall building design. tracing indicated is to prevent buckling of individual suss web Choler chard members only. Addiilonal temporary and permanent bracing AMRek AI01e1. I, aWe, requiredforelabify anal to perwmt<ollapse with possible personal Injury and properly damage. For general guidance regarding the faGtcailon. storage, delivery, erection and bracing of Mazes and inns systems, sae pN311711 Quality QBetla, D38.99 antl SCSI BPlitlin9 Camponenf 818 SamMside Bond Scale =1:42.3 4.6 = 4x6 ii 6 7 6 416 3x4 54 = 3x4 II FORCES. (Ib)- Maximum Comprossion/Maximum Tension TOP CHORD 1-2=-178/133, 2-9--199/112, 3-9=-109/129, 3-10=-109/119, 4-10--196/103, 4-5=-158/94 BOTCHORD 1-8=-61/126,7-B=-61/126,6-7=-61/126,5-6--61/126 WEBS 3-7=-193/0, 2-8=-337/262, 4-6--3361261 JOINT STRESS INDEX 1=0.05,2=0.13,3=0.49,4=0.13,5=0.05,6=0.11,7=0,27 and 8=0,11 NOTES- (B-9) 1) Wind: ASCE 7-10; Vult=130mph (3-secend gust) Vasd=103mph; TCDL-6.Opsf BCDL-6.Opsf; h-33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end one and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (fiat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 Ib uplift at joint 1, 19 lb uplift at joint 5, 221 to uplift at joint B and 220 to uplift at joint 6. 7) "Semi-rigid pilchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. e) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to 4 wind speed of 115 mph. 9) Design checked far ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. AWARNING. Verify design panmehrs and READ NOTES ON TI Design valid for use only with MnekO connect0s. This design is a Wss system. Before use, the building designer must VO* the bulling design. Bracing Indicated is to prevent buckihtg of in Is alwaysb ukedtar stobaly and to prevent..bdps. w5h po fab,icofian, stNrag., delivery. erection and bracing of immes USE. and BCSI Building Component `qy4 ` \tt 494 f 1R1f/6fivpa i -i G Z&TP /tea s PE Cr ? �o A Mi IWk Gillllale SPACING- 2-0-0 CSI. DEFL. in (loo) 111911 Ud PLATES GRIP 197/144 Plate Grip DOL 1.15 TC 0.44 Vart(LL) o/a - n/a 999 MT20 =Snow=30.0) Lumber DOL 1.15 SC 0.20 Vart(CT) n/a - n/a 999 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/e n/aWeighC fi21b FT = 5% Cade IRC2015/TP12014 (Matdx) BRACING- UMBER- LUM TOP CHORD Structural woad sheathing directly applied or 6-0-0 no purlins. CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid calling directly applied or 10-0-0 on bracing. SOT CHORD 2x4 SP NO.3 or 2x4 SPF Stud OTHERS 2x4 SP N0.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=117/13 -4-0,5-117113-4-0,7-2771134-0,8u376113-4-0,6-376113-4-0 Max Horz 1=160(LC 9) Max Up11fll=-46(LC 8), 5=-19(LC 9), B= -221(1_C 12), 6=-220(LC 13) Max Grav 1=157(LC 22), 5=141(LC 24), 7=277(LC 1), 8=407(LC 21), 6=407(LC 22) FORCES. (Ib)- Maximum Comprossion/Maximum Tension TOP CHORD 1-2=-178/133, 2-9--199/112, 3-9=-109/129, 3-10=-109/119, 4-10--196/103, 4-5=-158/94 BOTCHORD 1-8=-61/126,7-B=-61/126,6-7=-61/126,5-6--61/126 WEBS 3-7=-193/0, 2-8=-337/262, 4-6--3361261 JOINT STRESS INDEX 1=0.05,2=0.13,3=0.49,4=0.13,5=0.05,6=0.11,7=0,27 and 8=0,11 NOTES- (B-9) 1) Wind: ASCE 7-10; Vult=130mph (3-secend gust) Vasd=103mph; TCDL-6.Opsf BCDL-6.Opsf; h-33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end one and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (fiat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 Ib uplift at joint 1, 19 lb uplift at joint 5, 221 to uplift at joint B and 220 to uplift at joint 6. 7) "Semi-rigid pilchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. e) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to 4 wind speed of 115 mph. 9) Design checked far ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. AWARNING. Verify design panmehrs and READ NOTES ON TI Design valid for use only with MnekO connect0s. This design is a Wss system. Before use, the building designer must VO* the bulling design. Bracing Indicated is to prevent buckihtg of in Is alwaysb ukedtar stobaly and to prevent..bdps. w5h po fab,icofian, stNrag., delivery. erection and bracing of immes USE. and BCSI Building Component `qy4 ` \tt 494 f 1R1f/6fivpa i -i G Z&TP /tea s PE Cr ? �o A Mi IWk Gillllale Job Truss Truss Type Qty Ply0CLIedAttentk in (loc)/deg L/d PLATES GRIP TCLL 30A plate Grip DOL 1.15 TC 0.50 009233000.0ERS n/a - n/a 999 W-01208 VCOM 1 1 BC 0.21 Vert(CT) n/a - We 999 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. TCLL 10.0 Rep Stress Ina Job Reference a banal NVR. eoem—I..... ... ID:5XrPUTNIb2HTwpCZ7IPz4JyUXzl-iCm 1xAl PmhhHXO9gAWZNnFNWa3TONWv42aHOVydkAB &0-a 1&0-0 &o -o &0-0 4x6 = 4x6 // 0 7 a 4x6 \\ 3x4 it SxG 3.4 II Scale =1:50.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deg L/d PLATES GRIP TCLL 30A plate Grip DOL 1.15 TC 0.50 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) n/a - We 999 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. TCLL 10.0 Rep Stress Ina YES WS 0.23 Horz(CT) 0.00 5 n/a n/a BCLL 0,0 Code IRC2015/TPI2014 (Matrix) Weight: 77 lb FT=5% BCDL 10,0 LUMBER. BRACING. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied ar 10-0-0 no bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=188/16-0-0, 5=188/16-0-0, 7-257/16-0-0, 8=449/16-0-0, 6-449/18-0-0 Max Horz 1=194(LC 9) Max Uplift 1=-35(LC 8), 5=-1(LC 9), 8=-257(LC 12), 6=-257(LC 13) Max Grav 1=217(LC 22), 5=192(LC 21), 7=267(-C 24), 8=482(LC 21), 6=482(-C 22) FORCES. (lb)- Maximum Campressia /Maximum Tension TOP CHORD 1-2=-212/154, 2-9=-203/138, 3-9--135/155, 3-10=-135/148, 4-10--202/129, 4-5=-188/113 BOT CHORD 1-8=-89/182, 7-8=-89/162, 6-7--89/182, 5-6--89/162 WEBS 3-7=-191/7, 2-8=-387/298, 4-6=-387/298 JOINT STRESS INDEX 1=0.09,2=0.16,3=0.43,4=0,15,5=0.09,6=0.12,7=0.23 and 8=0.12 NOTES. (8-9) 1) Wind: ASCE 7-10; Vult-130mph (3 -second gust) Vasd=103mph; TCDL=O.Opsf BCDL=B.Opst; h=33ft; Cat. Ii; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and fight exposed ;C -C for members and fomes & M WFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.80 2) TCLL: ASCE 7-10; Pf=30.0 psf (gat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable nuous bottom chord 1�tlQ��B�hxj6 requires other s. live ipiatencapableuof 0thers)o truss a chord lbfive mechaniealiconneetioo(by or truss to beadngm withstanding 5uplift at joint l,l lb uplift at joint 5, 257 8)Phovide 6.`q� 4 �✓ 5T/;R �. '9yx Ib uplift at joint 8 and 2571b uplift at joint 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. o• P" P�=, 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 078 will adjust wind uplift reaction to a P-, 1. i wind speed of 115 mph.= 9) Design chocked for ASCE 7.10 ultimate wind speed at 130 mph (3-seccnd gust) meets or exceeds IRC2012 nominal wind speed of 100 :" - mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. Scale =1:58.4 4x6 = 41,6 //4x6 14 13 12 it 10 6.6 = LOADING (psf) SPACING- 2-0-D CSI. DEFL, in (loo) Wafl L/d PLATES GRIP TCLL 30.0 platL 1.15 TC 0.54 Vert(LL) me - n/a 999 MT20 197/144 (Roof Snow=30.0) Lum 1.15 BC 0.19 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep VES W8 0.20 Hoz(CT) 0.01 9 WE n/aL Weight 95 lb FT=S% BCLL 0.0 CadTPI2014 (Matrix) BCDL 0.0 BRACING - LUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc punlns. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid telling directly applied or 10-0-0 ac bracing. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Raw at midpt 5-12 OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (ib/size) 1.-4/18-8-0,12-263118-8-0, 13=431118,8-0,14=339118-8-0, 9=-4118-8-0, 11-431/16-B0, 10-339/18-8-0 Max HIR 1=-226(LC 6) Max Up1lft1=-163(LC 10), 13=-248(LC 12), 14=-184(LC 12), 9=-124(LC 11), 11=-248(LC 13), 10=-184(LC 13) Max Grow 1=250(LC 12), 12=290(LO 24), 13=466(LC 1a), 14=358(LC 21), 9=223(LC 13), 11=466(LC 19), 10=359(LC 22) FORCES. (Ib) -Maximum CompressionlMaxlmum Tension TOP CHORD 1-2--344/213,2-3=-248/124, 3 -4= -151/154,4 -15=-212/163,5-15=-159/183,5-18=-158/174,8-18=-212/155, fi-7=-102/105, 7-8=-210/88, B-9=-307/208 BOTCHORD 1-14=-111/195, 13-14--111/195, 12-13=-111/195, 11-12=-111/195, 10-11-111/195,9-10--111/195 WEBS 5 -12= -211/41,4-13=-384/297,2-14=-297/234,6-11=-384/297,8-10=-297/234 JOINT STRESS INDEX 1 =0.13,2=0.26,3=0.23,4=0.26,5=0.43,6-0.26,7=0.23, B=0.26,9=0.13, 10=0.26,11 =0.26, 12=0.24,13=0.26 and 14=0.26 NOTES- (9-10) 1) Wind: ASCE 7-10; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=B.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extenod2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 DO (flat roof snow); Category 11; Exp B; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design, q vtgy451 fpf{J/f / 4) All plates are 3x4 MT20 unless otherwise indicated. `@E?C jk."G(y6�'�// 5) Gable requires continuous bottom chord beading. / 6) This truss has been designed fora 10.0 psi bottom chord live load capable of wt with any other live loads. F i 7) Provide mechanical conneaton (by others) of truss to bearing plate capable of withstanding 1631b uplift at joint 1, 248 to uplift atjolnt 13 ,184 fic uplift atjolnt 14,124 lb uplift atjolnt 9,248 lb uplift atjolnt 11 and 164 Ib uplift atjolnt 10. E PEI l r� - 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this tress. ��ss e µ 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wintl upittt reaction to rb...d wind speed of 115 mph. 10) Design checked for ASCE win 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal d speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. vfy JJdN(f Bf {6Vu4i4litq:�S R'rNGO t parameters and READ NOTES ON THIS AND INCLUDEOMITEx REFERANCEPAOEM/R433 rev.10/03/3015 BEFORE USE. 'th Mrtek®connecfors. chis design is basad.rN upon parameters shown, and 6 toren IndNldoal WIkAI9 component, not the buliding designer must verity fhe app&cobinty of design Parameters and propetly Uroarpori to th8 design into the oyemll -dicated is to prevent bookling of inuolduol tmss web antl/or chord members Y. Additional temporary and permanent bracMg Ahtireh Affil, 1e Illy asi to prevenAcdli psa with possible personal Mary and property damage. Forgenemiguldanca regarding the 8189oundsitle Road ___ _ ,...e «.....,...f lruama nntl /razz mfem5.5ee pN51/IPll euallly ClHatla, DS$ -89 apd 9CSl Bufld ng Component .� as 'Job Truss Truss Type Qty Ply 00 MidAtNeia E8992332 ORDERS of -01288 vCOM 1 1 let Betamom 1 015 P i NVR. _. ,..,_.,e.._...___._..... _.....___..__...._ ID:iwvAv9PY7fXBA7MyEIRR9kyUXz7-ebucMs3flly4mlJDHxcrsgTOtlOkeUFTBSM3N_TOytlkA! 10-8.0 21-4-u 10-8-0 10-eA 4,6 = 4,6 // 4.6 \\ ib 13 12 11 10 5x6 = Basis =1:0.6 R 0 Plate Offsets X V -- 1:0-5-1 Ede 9:0-1-9 Etl a 12:0-3-0 0-3-01-- LOADING(pst) SPACING -2-0-0 CSI. DEFL. in (loci /dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56Vert(LL) n/a - me 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(CT) BIG - We 999 TCDL 10.0 Rep Stress Inc r VES WE 0.33 Hord(CT) 0.01 9 No FIG BCLL 0.0 Code IRC2015/fP12014 (Matrix) Weigh/: 1151b FT=S% 1. LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 flow at midpt 5-12 REACTIONS. (Ib/size) 1=121/21-4-0, 12=264/21-4-0, 13.430/21-4-0, 14=348/21-0-0, 9-121/21-4-0, 11-430/21-0-0, 10=348/21-4-0 Max Holz 1=-262(LC 6) Max Uplift l=-99(LC 10), 13=-247(LC 12),14n-191 LC 12), 9=-54(LC 11), 11 =-246([-C 13), 10=-191(LC 13) Max Grav 1=220(LC 12), 12=309(LC 24), 13=477(LC 18), 14=369(LC 21), 9=196(LC 24), 11=477(LC 19), 10=369(LC 22) FORCES. (ib) -Maximum CompresslonlMaximum Tension TOP CHORD 1-2=-331/217,2-3=-250/128,3-4=-147/157,4-15--222/179,5-15=-183/210,5-18--183/203,8-16--222/172,6-7=-83/101, 7-8=-202/82,8-9=-2881182 BOT CHORD 1-14--i$61229.13,14=-136/229,12-13=-136/229,11-12=-136/229, 10-11=-138/229, 9-10=-1361229 WEBS 5-12=-230/74,4-13=-398/297,2-14=-295/230,6-11=-396/296, 8-10=-295/230 JOINT STRESS INDEX 1 =0.13,2=0.26,3=0.23,4=0.26,5=0.44, 6=0.26, 7=0.23, 8=0.26, 9=0.13, 10=0.26, 11 -0.26, 12=0.24, 13=0.26 and 14=0.26 NOTES. (9-10) 1) Winch ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6,Opsf; BCDL=6.0psh h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and tight exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (fiat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been Considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires nuous bottom chord Dearing. oad nornsonsuffent with any other live loads. 7) Provide mechanical lconne6) This tress has been cton(by others)d for a 10.0 of ftres ob edngchord live iplaeCapable of withstanding 9111 uplift at joint 1, 247 Ib uplift at Joint 13, 4-h 191lbuplift atjoint 14, 54ludinuplift at Jointe Member end joint model was nd lin uplithe anlJoint 10. y✓' e) "Serol -rigid cpitchbreakshecked AS Including heals" wind sped fixity mph was used in the analysis and design will the tress. p�� rY' 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction tb` F� wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. apy -" gpp4®d4®P dlf {p l I sF'1111`F\ ® WARNING -Venry design pe run entre and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 an, 10/OM015 BEFORE USE. eunNwEEFi'IH. !BY Design valid for we any with Mireaconnectors. fits design u based only upon parameters shown. and is for an Individual building component, not �■®■_�O C Wss system. Before use, the building designer must vergy the apppcabuty of de en parameters and property inaaporate the design into Yne overa8 btachnn, design. Bracing Indicated k pre to vent bucking of indNidaal Wss web andierchord mers embohy. Additional temporary and permanent bracing nMf4rk AnlBelx e always required for,crelffty ant to prevent cdlapse with possible personal injury and property damage. For general guidance regarding the fabdcatlon, slomge, delNery, erecibn and bracing of theses and Ines systems, we pN51/TPII Ovaliry LeMeria, DSB-09 and BLSI Bvlltlin9 Component 818 Sauntlside Rose! —1— F.11—. .. ,,.,,,u,a,b tram Lase Find Institute, 218 N. Lee Street, Solle 312, Alexand a. VA 22314 supper, NC 27932 Brae =135.4 4x0 = 5x8 �i 13 12 11 10 9 8 ago \\ Plate Offsets X Y -- 11:0-3-0,0-2-161,[70-3-0,0-2-151_ - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) /dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.15 Vart(LL) n/a - n/a 999 MT20 197/144 (Roof Snow= 0) Lumber DOL 1.15 BC 0.08 Vert(C7) n/a - his 999 TCDL 10.0 Rep Stress [nor YES N10 0.0fl Horz(C7j 0.00 7 n/a n/a BCLL 0.0 Code IRC2015/fP12014 (Matrix) Weight: 70 lb FT=5% BCDL 0.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 20 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 ac purlins, BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 7=119/13-B-0, 1=119/13-8-0, 10=154/13-8-0, 12=190/13-B-0, 13=258/13-8-0, 9=190/13-8-0, 8=258/13-8-0 Max Hoa 1=136(LC 9) Max Upllftl=-20(LC 8), 12=-84(LC 12), 13=-112(LC 12), 9=-831LC 13), 8=-112(LC 13) Max GraV 7=119(LC i), 1=136(LC 22), 10=172(LC 24), 12=218(LC iB), 13=265(LC 21), 9=218(LC 19), 8.266(LC 22) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-138/107, 2-3=-11 B/72, 3-4=-117/119, 4-5=-117/119, 5-6=-88/44, 6-7=-112/74 BOT CHORD 1-13=-65/109,12-13=-65/109 11-12=-65/109, 10-11-65/109, 9-10=-65/109, B-9=-65/109, 7-8=-65/109 WEBS 4-10=-130/32, 3-12=485/108, 2-13=-2051135, 5-9=-185/107, 8-8=-205/136 JOINT STRESS INDEX 1 =0.09, 1=0.00,2=0.08,3=0.07,4=0.12,5=0.07,6=0.08,7=0.06,7=0.00,8=0.06,9=0.05, 10=0.03, 11 =0.04,12=0.05 and 13=0.06 NOTES- (9-10) ij Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6,Opsf, BCDL=6.Opsf; h=33$; Cal. II; Exp B; enclosed; MWF RS (envelope) gable end zone and C -C Extedor(2) zone; Cantilever left and night exposed ;C -C for members and fomes & M WFRS for reactions shoASCE 7-10: :pf=30DOL=Latroof60 s grip DOLegory `®® x� t\Vtls6l it!rr fi{e 1.60 2) TCLL: ASCEwn; Lumber 0 psf (flat root snow); Category II; Exp B; Partially Exp.; Ct=1.1 q!S EP 3) Unbalanced snow loads have been considered for this design. ed\ (+ Vii( e 4) All plates are 3x4 MT20 unless olherMse Indicated, `� .> 5) Gable requires continuous bottom chord bearing. 6) This tress has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 20 Ib uplift at joint 1, 841b uplift at joint 12,112 lb uplift atjoint 13, 83 lb uplift atjolnl9 and 112 lb uplift atjoint 8. 8) "Semi-rigid pitchbreaks Including heels" Member and fixity model was used in the analysis and design of this truss. $ y 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed a1130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. xaEEERawn, anPAGE d Is osrar dlvid B/Ba/BO16aEWrtEUSE . ��NGMFFRIFDY nol�CO paraemeers and propetly incorporate hcorpora ethis design Into thetoveraq )y chard members any. Add4bnai temporary and permanent bracing AMileh AlBllale i properly damage. For general guIdorsa regarding the ANsl/1011 OueIBv bBBda.DSB-BS and BCSI BaBding Component 0183oersaide Reed Tno, Plate Job Truss Truss Type Qty Ply oo MaAnantic .. 7.4DsvzbyUMk. MiA IIXQND Ina.Mon Sep141092:152015Pegg1 E8992369 ORDERS Uf-93135 VCOM 1 1 IS VALLEY 19-1P15 9-11.8 Job Reference(optimal) NVR, .. 7.4DsvzbyUMk. MiA IIXQND Ina.Mon Sep141092:152015Pegg1 ID:kSgrrTXOiFVxeF7410T15 yUYlt-ftBAWIXQzNDW7(fgliDObaGotou7LsgTXUICOCpaytlk76 9-11-8 19-1P15 9-11.8 9-11-8 4x8 = Scale = 1:50.4 7 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (name] to the face), see Standard industry Gable End Details as applicable, or Consult qualified building designer as per ANSIRPI 1. 8 8 23 Z 24 36 // 3x6 \\ 5 g 4 10 10.00 12 3 2 12 13 t 54 // 22 21 20 19 18 17 16 15 14 Na O 5x6 = 19-10.15 19-10-15 Plate Offsets X Y[1:0-3-0.0-2-161,113;0-3-0.0-2-161,[18:0-3-0,0-3-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL, in (loo) /dell L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a - nits 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) nits - n/a 999 BCLL 0.0 Rep Stress loan YES WE 0.21 Horz(CT) 0.01 13 n/a n/a BCDL 10.0 Code IRC2015/7PI2014 (Matrix) Weight: 122 Its FT=S% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 or2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc aurins. BOTCHORD 2x4 SP No.3or2x4 SPF Stud BOTCHORD Rigid ceiling directly applied or i 0-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF ND.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 13=77/19 -10 -15,1=77/19 -10 -15,18=147/19 -10-16,19=208/19-10-15,20=198/19-10-15,21=201/19-10-15, 22=197/19 -10 -15,17=208/19 -10-15,16=198/19-10-15,15=201/19-10-15,14=197/19-10-15 Max Horz 1=-202(LC 8) Max Uplift 13=-28(LC 11), 1=-67(LC 10), 19=-87(LC 12), 20--88(LC 12), 21=-87(LC 12), 22=-85(LC 12), 17=-B5(LC 13), 16--89(LC 13),15=-86(LC 13),14=-85(LC 13) Max Gray 13=121(LC 24), 1=141(LC 12), 18-204(LC 24), 19=266(LC 18), 20=204(LC 21), 21=208(LC 21), 22=203(LC 21), 17=266(LC 19), 16=205(LC 22), 15-208(LC 22), 14=203(LC 22) FORCES. (Ib) -Maximum Compresslon/Maximum Tension TOP CHORD 1-2=-236/165, 2-3=-159/136, 3-4=-142/98, 45=-97/105, 5-23=-124/123, 6-23=-81/130, 6-7=-165/176,7-8=-1651176, 8-24=-81/97, 9-24--98/90, 9-10=-36/45,10-11=-96/37,11-12=-127/74,12-13=-195/128 BOTCHORD 1-22=-105/167,21-22--105/167,20-21--105/167,19-20--105/187,18-19=-105/167,17-18=-105/167,16-17=-105/167, 15-16--105/167,14-15--105/167,13-14=-105/167 WEBS 7 -18=164/94,6 -19= -228/111,5 -20= -164/112,3 -21=-168/112,2-22=-160/105,8-17=-226/109,9-16=-165/113, 11-15=-168/111,12-14=460/105 JOINT STRESS INDEX 1=0.48,1=0.00,2-0.26,3=0.28,4=0.17,5=0.26,6-0.28,7=0.35,8=0.26,9=0.26,10=0.17,11=0.26,12=0.26,13=0.48,13=0.00,14=0.26,15=0.26,16= 0.26,17=0.26,18-0.22,19= 0.26, 20 as 0.26, 21=0.26 and 22=0.26 NOTES- (9-10) 1) Wind: ASCE 7-10; Vu11=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and PC Extedor(2) zone; cantilever left and right exposed;C-0 for members and fomes & MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.80 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snaw loads have been considered for this design. 4)All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 6) This truss has been designed fora 10,0 psf bottom chord live load noncencument with any other live loads. 7)Provide mechanical connection (by others) of truss to beading plate capable of withstanding 28 lb uplift at joint 13, 67 lb uplift at joint 1, 87 lb uplift at joint 19, 88111 uplift at joint 20, 87 lb uplift at joint 21, 85 lb uplift at joint 22, 85111 uplift at joint 17, 89111 uplift at joint 16, 86 Ib uplift at joint 15 and 85 Ib uplift at joint 14. 8) "Serol -rigid pilchbreaks Including heels" Member end fixity made] was used in the analysis and design of this truss. Continued on page 2 4Jeg' Afk E Venry design pam restam and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. IM312015 BEFORE USE. 2M1.INeeeR1D aY a use only with MfekO connectors. This design is based only upon parometers shown, and is for an lndlMdud Worse comporwrt, not ��0 Before use, the buNding designer must wxgy the applicability of design porameten and properly incorporate this design Into the overall v Bracing Indicated k to prevent buckling of individual truss web orator chord members only. Addltiond temporary and pemmnent bracing A1,1114 Angst, and BCSI Building Component E802359 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction X0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. WARNING.Vert/y design pefamekrs end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.14I9 rev. INS13015 BEFORE USE. Design valid for use arty wBh Musa connectors. Thb deogn Is based only Won ForamOuds shown, and is for an lndivklual budding component,not �au` a sass system. Before use, the buildMg designer must ver8y, the apppca69N of design Caramel. and propetly incorp orale this design Into the overall TEIVfINr _ .. .. ..:__.:_..:..._:,_......_s.....we....e..m ,..o..,heR,..a�. AdtlliiorwDemoorary ontl pelRioneni bracing AMrfeh AlBlialn and BCBI BVllding Component 818 Soundside Raad Job Truss Truss Type Div, Ph, LUMBER BRACING TOP CHORD 2x4 SP NO.3 or 20 SPF Stud TOP CHORD Structural wood sheathing directly applied orb -0-0 oc pudins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied at 10-0-0 ac bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at mldpt 5-12 MITek recommends that Stabllizere and required crass bracing be Installed during truss erection, In accordance with Stabilizer Installation uide. E7040305 ORDERS VT -93321 VCOM 1 1 Max Uplift 1=-60(LC 10), 13=-208(LC 12), 14=-205(LC 12), 11=-208(LC 13), 10--205(LC 13), 9=-13(LC 11) Max Grav 1.262(-C 23), 12=324(LC 24), 13=473(LC 18), 14=442(LC 21), ti=473(LC 19), 10=443(LC 22), 9=238(-C 24) FORCES (Ib)- Maximum CompresslonlMaximum Tension TOP CHORD 1-2=-318/220, 2-3=-249/110, 3-4=129/143, 4-15=-231/188, 5-15=-190/216, 5-16=-190/211, 6-16=-231/181, 6-7=-72/84, Job Reference (optional NVRHomes X 7.350 as=p 202012 .,,,o,. ,„�..�.�� ............, ...__.___._._'_. 10:LdXHZ7ZxxhK3mSslOPCsOyUYnk-6Jr_ztEYtrd57ax(3ppzFJ4TFkX93m13Fu5631cymKhs 12-0A 24 -OA 12-0-0 12-0.0 4x6 = 4x6 // 14 13 12 11 10 416 \\ 5x6 Scale =1:77.8 LOADING (pat) TCLL 30.0 (Roof Snow=30.0) TOOL 10.0 BCLL 0.0Cade BCDL 10.0 SPACING 2-)-0 Plates Increase 1.15 Lumber Increase 1.75 Rep Stress Incr YES IRC2012lfP12007 CSI TO 0.58 BC 0.21 WE GAS (Matrix) DEFL In (lac) I/deft Lid Vert(LL) n/a - We 999 Vert(TL) We - n/a 999 Horz(TL) 0.01 9 n/a WE PLATES GRIP MT20 197/144 Weight: 134 lb FT=5% LUMBER BRACING TOP CHORD 2x4 SP NO.3 or 20 SPF Stud TOP CHORD Structural wood sheathing directly applied orb -0-0 oc pudins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied at 10-0-0 ac bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at mldpt 5-12 MITek recommends that Stabllizere and required crass bracing be Installed during truss erection, In accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=162/24-0-0 (min.0-3-10), 12=238/24-0-0 (min. 0-3-10),13=349/24-0-0 (min. 0-3-10),14=361/24-0-0 (min. 0-3-10), 11=349/24-0-0 (min. 0-3-10),10=361/24-0-0 (min. 0-3-10),9=162/24-0-0 (min. 0-3-10) Max Hoa I=-271 (LC 8) Max Uplift 1=-60(LC 10), 13=-208(LC 12), 14=-205(LC 12), 11=-208(LC 13), 10--205(LC 13), 9=-13(LC 11) Max Grav 1.262(-C 23), 12=324(LC 24), 13=473(LC 18), 14=442(LC 21), ti=473(LC 19), 10=443(LC 22), 9=238(-C 24) FORCES (Ib)- Maximum CompresslonlMaximum Tension TOP CHORD 1-2=-318/220, 2-3=-249/110, 3-4=129/143, 4-15=-231/188, 5-15=-190/216, 5-16=-190/211, 6-16=-231/181, 6-7=-72/84, 7-8=-200/44, 8-9=-274/174 BOT CHORD 1-14=1451241,13-14=-1451241,12-13=-145/241, 11-12=-145/241, 10-11=-145/241, 9-10=-145/241 WEBS 5 -12= -243/91,4-13--397/258,2-t4--348/246,8-11=-397/257,8-10=-346/246 NOTES (10) 1) Wrl ASCE 7-10; Vult=126mph (3 -second gust) V(IR02012)-100mph; TCDL=B.Opsf; BCDL=B.Opsf; h-25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable antl zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and fomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been Considered for this design. t p R:1t i//�� 4) All plates ere 3x4 MT20 unless otherwise Indicated tgattdAct ?";./ �! 5) Gable requires Continuous bottom chord bearing. .`ms's' ,\�/--„ ',, -q 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other Ilve loatls. truss to hewing Capable of withstanding BO lb uplift at joint 1, 208 lb uplift at joint 13, 7Ci ; ° 61ST 'tF^ 7) Provide mechanical connection (by others) of plate 205 Ib uplift at joint 14, 208 Ib uplift at Joint 11, 205 Ib uplift at joint 10 and 13 Ib uplift at joint 9. er�r6 8) This truss Is designed In accordance with the 2012 International Residential Code sections R502.1 1A and R602A0.2 and referenced r ER nr z,p standard ANSI/FPI 1. 9) "Semi-rigid pitchbreaks Including heels” Member end fixity model was used in the analysis and design of this /mss. to IRC2012 100 mph, wind reactions x 0.81 will adjust 10) Designs checked for ASCE 7-10 wind at 126 mph (3 -second gust) Is equivalent wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard cCS °�liddt}p{tit;l;ossa VeWy design panei and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01.7473 asl 10/0314015 BEFORE USE �ENGINT �O n use only with vuse&canmwtoa. This design is based only upon parameters shown, and is far an Individual building component, not Before use, the building designer must v.* the appibablliry of design parameters and propedy inrp coorate this design Into the overall �. Bracing Indicated h fe prevent buck( g of individualss truweb and/or chord members only. Additional temporary and pemorent bracing qxH lek gm0ale red for stabitlfy and to prevent collapse with ounce perearol injury and property damage. For general guidance regarding the >mge,delivery, eredbn and 6radng of tmszes and imss systems,see ANSMPli quality ClBeda.DSB-89 and BC5l BuedinB Component 8188oundside Read a..,. „wn�hm m..., Tmsz Plota Instifuie. 219 N. Lee Street. Suite 312, Alexandr,aNA 22314. Edenton, NO 27932 Job Truss Truss Type CRY Ply E8967547 ORDERS VT -93732 VCOM 1 1 job f w 11 wdes, Inc. . _. ,., ,..,._5,.==ora= Page 1 NVR Homes, X Innntxm64YOOAe7tlxpBrcKHq?-ucMOv2GgXN78%124bze?ROK9Z0oBeteoHmZllyx9L1 4.0 = 4X6 //4X6 �� 29 26 27 26 25 24 2322 21 20 19 i6 i] 18 3x6 = 19.11.11 1811-11 Scale =1:50.5 Plate Offsets X V : 1:0-5-5 Ede 15:0-1-2 Ede LOADING (psl) SPACING 2-0-0 CSI OEFL in (lac) Well Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.05 Vert(LL) n/a - n/a 999 MT20 1971144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.03 Vert(TL) n1a - Na 999 TCDL 10.0 Rep Stress Ina YES WE 0.16 Hoa(TL) 0.00 15 WE n/a BCLL 0.0 Code IRC2012lrP12007 (Matrix) WeighC 121 Ib FT=5% BCDL t0.0 LUMBER BRACING TOP CHORD 2x4 SP NO.2 or 2x4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation quite. REACTIONS (Ib/size)1=47/18-11-11 (min. 0-2-14),15=47/18-11-11 (min. 0-2-14),22=85118-11-11 (min. 0 -2 -14),24=115118 -11 -ii (min.0-2-14), 25=114/18-11-11 (min.0-2-14), 26=113/18-11-11 (min. 0-2-14),27=113118-11-11 (min.0-2-14), 26=113/18-11-11 (min. 0-2-14),29=114/18-11-11 (min. 0-2-14),21=115/18-11-11 (min.0-2-14), 20=114/18-11-11 (min.0-2-14), 19=113118-11-11 (min. 0-2-14),18=113/18-11-11 (min.0-2-14), 17=113/1B-11-11 (min. 0-2-14),16-114/18-11-11 (min.0-2-14) Max Horz1=-176(LC 10) Max Uplift 1=-65(LC 10), 15=-32(LC 11), 24--36(LC 12), 25=-56(LC 12), 26--49(LC 12), 27=-50(LC 12), 28=50(LC 12), 29=-50(LC 12), 21 =-'12(LC 13),20--58(LC 13),19--49(LC 13), 1 8=-50(LC 13),17=-50(LC 13),16- 50(-C 13) Max Gray 1=131(LC 12), 15=1 09([_C 13), 22=152(LC 13), 24=179(LC 18), 25=156(LC 18), 26=135(LC 21), 27=138(LC 21), 28=135(LC 21), 29=137(LC 21), 21=179(LC 19), 20=156(LC 19), 19=135(LC 22), 18=136(LC 22), 17=135(LC 22), 16=137(LC 22) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2--214/143, 2-3=-1661125, 3-4=-1221106, 4-5=-111/88, 5-6=-100/94, 6-7--108/127, 7-8--137/149, a-9=-137/149, 9-10=-106/111, 10-11--61159, it -12=-72/36, 12-13--89154, 13-14=-130180, 14-15--179/119 BOT CHORD 1-29=-96/149, 28-29=-96/149, 27-28=-96/149, 26-27=-96/149, 25-26=-96/149, 24-25=-96/149, 23-24=-96/149, 2243=-96/149,21-22=-96/149, 20-21=-96/149,19-20=-961149,18-19=-96/149, 17-1B=-96/149, 16-17=-96/149, 15-16=-96/149 WEBS 8-22=-136/88, 7-24=-153/52,8-25=-129172,5-26--109/65,4-27--109166, 3-28=-110/67, 2-29=-106/63, 9-21=-153/48, 10-20--129/74,11-19=-109/65,12-lB=-109/66,13-17--110/67,14-16=-106/63 NOTES) MWFRS (envelope) gable end zone sand C -C Extedorr(2) zone; Canecond gust) V(IRC2012)-1 tilever eft and right exposed ;C -C for members land forces &1MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 pat (flat roof snow); Category II; Exp B; Partially Exp.; Ct=7.1 ti 3) Unbalanced snow loads have been Considered for this design. du .-' `^ 4) All plates are 3x4 MT20 unless otherwise Indicated. "� 5) Gable requires Continuous bottom chord beading. 6) This truss has been designed for a IOD psf bottom chord live load nonconcureent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 65 to uplift at Joint 1, 32111 uplift at joint 15, -0 36 Ib uplift at joint 24, 66 Ib uplift at Joint 25,49 Ib uplift at joint 26, 50 Ib uplift at joint 27, 50 Ib uplift et joint 28, 5016 uplift at joint 29, 32 S} DO1%MQff,3hj0Ne2Q, 68 lb uplift at joint 20, 49 to uplift at joint 19, 50 to uplift at joint 18, 50 lb uplift at joint 17 and 50 Ib uplift at joint 16. anOREAO NOTES ON THIS AND INCLUDED MITER BEFERANCE PAGE MIFT473 pa" lM312015 BEFORE USE. EWINr'1e1N9 aY ennectors. This design h based only upon parameters shown, and Is raran Indlvidaal bdiding romponent, not designer m id,oarry the si,sicabHuy of design parameters Sed propedy Incomorate thk design into the overall TRE o prevent backling of Individual truss web and/a chard members only. Additional temporary and permanent bracing AMrIek Alfllale event collapsewlfh possible personallnWry and popedy damage, Forgeneralguldonceregardingtha and bracing of Innes and truss systems, see ANSI/TPd Quoin, Cited , DSS -a9 and SCSI Sullding 818 Som,EeMe Road Component o Ro Job Truss Truss Type Qty Ply E6987647 ORDERS VT -93732 VCOM 1 1 Job Reference o 'o el lee wad Tul 17 13E1 :5P 9013 PeoaP NVR Homes, r -_ ._ ....uogMOv. _MD.v-`g-_K_...._. IO:OOwi%m84YOI101Aa7tlxBrczKHY?-2GXZ5V24bze?ROK9Z0_a8816oHmZllyx9L? NOTES (10-15) B) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 9)'Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 10) 8/12 Bottom Chord Bevel 11) Detail 12) x Bottom Chord ripped 13) 3-1/2" . I/ 14) / 33.7 15) LOADCASE(S) Standard <<t �ffT`/0161 AI tll4lkFtt�F<`v and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PACE MII.7419 rev. 1"312015 BEFORE USE. eM"NEE"Or xOnecton. This design is based Only upon parometea strown, and is fa on mdivIdual bantling component, not NCO designe{mmt v-* the applo.bli y of design parameters and propeery Incaparafe this design into the overall ........e.. �.....� ,...n,.,win,�it—,—hand/, alord members only. Ado911olwl tampwary and permanent bracing ITRAMiTeL Alllllale 086.89 and Job Truss Truss Type Oty Ply E6987548 ORDERS VT -93733 VCOM 1 1 Job Rs e (optional) NVR Homes, 7.350 a Sep 26 2012 MITek Industries, Inc. Wed Jul 1713:51.59 2013 Page 1 ID:d8FGeY 2HWOYCfFJetV ehzKHif-MoOIOF3vRgSOjfdG9ggE_esK4oKxtc0F1xV6H9yx9L_ 4x8 = Scale =1:36.0 44 17 16 15 14 13 12 11 10 4x0 3x6 = 0.3 Plate Offsets (XY)7 11'0 5 5 EdA 1 Mg 0 1 2 Edg 1 _ _ - LOADING(psg SPACING 2-0-0 CSI DEFL in (toe) /dell Ud PLATES GRIP TOLL 30.0 Plates Increase 1.15 TO 0.06 Vert(LL) n/a - WE 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.03 Vert(TL) WE - WE 999 TOOL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 9 WE n/a BCLL 0.0 Code IRC2012r-P12007 (Matrix) Weight: 64 lb FT=S% BOOL 10.0 LUMBER BRACING TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied orb -0-0 oc pudins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 20 SPF Stud MITek recommends that Stabilizers and required crass bracing be Installed during truss erection, in accordance with Stabilizer Installatlon guide. REACTIONS (Ib/size) 1=86/13-0-8 (min. 0-1-15), 9=86113-0-8 (min. 0.1-15),13=82113-0-8 (min. 0.1-16), 15=121/13-0-8 (min. G-1-15), 16=90/13-0-8 (min. 0-1-15), 17=183/13-0-8 (min. 0-1-16), 12=121/13-0-6 (mlm 0-1-15), 11=90/13-0-8 (min. 0-1-15),10=183/13-0-8 (min. 0-1-15) Max Hom 1=-118(LC 10) Max Uplift /=-18(LC 8), 15=-46(LC 12), 16=-44(LC 12), 17--79(LC 12), 12=44(LC 13), 11=-45(LC 13), 10--79(LC 13) Max Grev 1=118(LC 22), 9=102(LC 24), 13=121(LC 24), 15-165(LC 18), 18=107(LC 21).17=21 B(LC 21), 12-165(LC 19), 11=108(LC 22), 10=218(LC 22) FORCES (lb)- Maximum CompresslonlMaximum Tenslon TOP CHORD 1-2=-121/95, 2-3=-98/59, 3-18=-79/70, 4-18=-47/74, 4-5=-98/103, 6-6=-98/103, 6-19=-46/56, 7-19=-58/52, 7-8=-71/24, 8-9=-99/68 BOTCHORD 1-17=-62/99, 16-17=-62/99, 15-16--62/99, 14-15--132/99, 13A 0-62/99, 12-03=-62/99, 11-12=-62/99, 10-11-62/99, 9-10=-62/99 WEBS 5-13=-96/45, 4 -15= -136/62,3 -16--90/59,2-17=-166/98,6-12=-136/60,7-11=-91/60,8-10--166/98 NOTES (10-15) 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6,Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL -1.60 2) TOLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Il; Exp 8; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 16 lb uplift at joint 1, 46 lb uplift at joint 15, 44 lb uplift at joint 16, 79 lb uplift at joint 17, 44 In uplift at joint 12, 45 to uplift at joint 11 and 79 Ib uplift at joint 10. 8) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrfPI 1. 9) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Continued on page 2 ONTI :Ian is Cdteda, BEFORE ME. „s"„ ...,r•e ✓',herd rtxlxeeanN• ar -_UIi10 8188a.M.e Reed lob Truss Truss Type Qty Ply E696754f )RDERS VT -93733 VCOM 1 i Job R f ( 11 Il uvp Hn,n— x L35D s Sep 26 2012 MiTek Intlusttlee, Ina Wed Jul 17 13:5159 2013 Page 10) 8/12 Bottom Chord Bevel V eY V V V 11) I Detail 12) I x Bottom Chord ripped 13) 3-112" I. 14) I / 33.7 15) /— LOAD CASE(S) Standard sQL WARNING. Verify design pnemerere and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MY -7473's' I MMOI S BEFORE USE, neon, vnl d for me ont, with Morelia, connectors This des gFo Is based onv upon parameters shown, ands for an Individual bolldinO component and BCSI GIL- f'=-5 4r 'AFry77/t// f1�lC8 @!1 4i�x`�4b D�FI��O Abliiek Alfilak Job Truss Truss Type Qty Ply LUMBER BRACING TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing E69B7775 ORDERS VF -93893 VHIP 1 1 05-4), 12=303/26-8-0 (min, 0-5-4) Max Hoa 1=A87(LC 8) Max Uplifts--126(LC 10), 11--110(LC 39), 16=-65(LC 8),18w -50(1_C 9), lg=-187(LC 12), 20=-176(LC 12), 14--31(LC 8), Job Reference o 'o al NVR Homes, I'= 8 bap 20 ZU 3.6 i B 3x6 46 O 20 19 18 17 16 15 14 13 12 4.6 O Sire - 3x8 = Scale =1:54.2 LOADING (psf) TOLL 30.0 (Roof Snow -3 0,0) TCDL 10,0 BCLL 0,0 BCDL 0.0 SPACING 2-0-0 plates Increase 1.15 Lumber increase 1.15 Rep Stress Inter YES Code IRC2012/iP12007 CSI TC 0.83 SC 0.19 WS 0.89 (Matrix) DEFL in (loc) I/deft Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 HoaQL) 0.01 11 n/a n/a PLATES GRIP MT20 197/144 Weight: 139111 FT=5% LUMBER BRACING TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installatlan oulde. REACTIONS (ib/size) 1=-6/26-8-0 (min. 0 -SA), 11=-6/26-8-0 (min. 0-5-4), 16=354/26-8-0 (min. 0-54), 18=292/26-8-0 (min. 0-5-4), 19=337/26-6-0 (min. 0-5-4), 20=303/26 -BA (min. 0-5-4),14=292/26-6-0 (min. 0-6-4),13=337126-8-0 (min. 05-4), 12=303/26-8-0 (min, 0-5-4) Max Hoa 1=A87(LC 8) Max Uplifts--126(LC 10), 11--110(LC 39), 16=-65(LC 8),18w -50(1_C 9), lg=-187(LC 12), 20=-176(LC 12), 14--31(LC 8), 13=-184(LC 13),12--177(LC 13) Max Greg 1-243(LC 12), 11-231(LC 13), 16=740(LC 35), 18=559(LC 35), 19=686(LC 36), 20=614(LC 36), 14-559(LC 35), 13=686(LC 36), 12=614(LC 36) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-332/218, 2-21=-419/63, 3-21=-243/118, 3-4=-414/102, 8-9=414/95, 9-22=-229/98, 10-22=-419/38, 10-11=314/218, 4-5-147/104,5-23=-147/104,6-23=-147/104, 6-24=-147/104, 7-24--147/104, 7-8=-147/104 BOT CHORD 1-20--115/219, 19-20=-115/219, 1 B-19=-115/219, 17-18=-115/219, 16-17-115/219, 15-16=-115/219, 14-15=-115/219, 13-14=-115/219,12-13=-115/219,11-12=-115/219 WEBS 6 -16= -660/119,5 -18= -479/98,3 -19= -603/236,2 -20--566/227,7-14=-079(79,9-13--603/233,10-12=-586/228 NOTES (11-16) 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat, II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exlenor(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber Categoryt roof snow); B; Partially Exp.; Cf=1.1 3) Unbalanced snow loads have beenlConsidered for s this design. °°° 4) Provide adequate drainage to prevent water ponding. fi - 6) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires Continuous bottom chord bearing. live loads. 6 r 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other p; 1 l 8) Provide (by others) of truss to bearing plate Capable of withstanding 126 Ib uplift at joint 1, 110111 uplift atjoint 11 mechanical Connection 20, 31 to uplift atjoint 14,184[b uplift atjoint 13 651b uplift at joint 16, 50lb uplift atjoint 18, 187111 uplift at joint 19, 176111 uplift atjoint and 177 Ib uplift at joint 12. 9) This truss is designed In accordance with the 2012 International Residential Code sections R502A 1.1 and R802.10,2 and referencedsanda = S c` ANSVTPI 1, "Sema 10) gId pilbreaks Including heels" Member end fixity model was used In the analysis and design of this truss, Continued on page WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 1=312015 BEFORE ME, hk" kA sign vald for use only with MReconnectors. lhN design is based only upon parameters shown, and Is for an Indlvldual building component, not mss system. Before use, the building designer must verify the opok.bilt, of design parameters and properly Incorporate tH, design into the overall None design. Bracing ludkated is to p.C.t buckling of Individual truss web and/or chord members only. Addelorwi t.mporary and ram,arrent bracing AMiP3. NBliale ,We, requked for O.Schry and to preventcoNapse with possible personalin)ury and prop" damage. For general guidance regarding the send. , stored., d.INerv, erection and bracing of trusses and truss systems, see ANSVTPii Gracile Criteds, DSB-89 and BCSI Building Component 818 Soundeke Road Job Truss TNsa Type MY P"E6987775 I Detail 13) x Bottom Chard ripped 14) 3-1/2" .1/ 15) 1 / 33.7 ORDERS Vr-93893 VHIP i i J e ere ce a tionei NVR Homes, X 11) 8/12 Bottom Chord Bevel 12) I Detail 13) x Bottom Chard ripped 14) 3-1/2" .1/ 15) 1 / 33.7 15) II_ LOAD CASE(S) Standard 7.350 a Sep 28 2012 MITek Industries, Inc. 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