Loading...
HomeMy WebLinkAboutPlansJ O I I L U y' • mu., Job 6865 Truss A -GAB Twee Type 2X4 DROP -TFtUSFAD, INC.. Naw Casae, CO 61647 19-0-0 t citk a 10-0-0 10.0.0 4. 3.50 12 E 1.5x4 II Day. T3 ST s�6=f-i.6.f.• • 6.6 • 6 • v •.. b.. i_6.6ff.•.6-i i • • 1 ! i , bti-f"b A •..... 6-• b 3x4 19-0-0 P Py 'IBOD SCHWINGR 1 Job Reference (optional} 7.250 a Aug 25 2011 MTek Industries, Inc. We Sep 25 00;11,05 2013_ Page 1 io:Yropsaua5JvpariavrrUKorrtsVYJx7•BOU4moZ 4meni4,4riti_tonixXsi.y2Peamsys77q 20-0-0 19 10-0-0 1.5x4 11 F T3 1.5x4 H I 3 1.5x4 l: fid? RH B1 1H Scale = 1:33 " .:b.f.17i1"s'f c 6�1! • • b • 1 •6,1 •,• 1.11.b.i �.e.b.!'�;b�b.•;I:i�b.b,� • -� * b b • • 611 6 6 0 N M L K J 1.5x4 i V 1,5x4 I' 1.5x4 ! 1 5x: - 1.5x4 I i 1.5x4 I' 1.5x4 1: Plate Offsets (X,Y): LOADING (psi) TOLL 40,0 (B.W.LSno 0.0) TCOL 10.0 ecu. 0.0 • BCDL 10.0 20 1 1 20.0.0 SPACING 4-0.0 Plates increase 1,00 Lumber Increase 1.00 Rep Stripes Incr NO Cade IRC2009/TPI2007 CSI TC 0.37 BC 0.14 W9 0.24 (Matrix) ®EFL in (loc) Ildef L/d Vert(LL) n/e - n!0- 999 Vert(TL) n/0- - n/0- 999 Horz(TL) 0.00 1 n/0- n/a 3x4 PLATES GRIP MT20 169/123 Weiuht: 57 ib FT 20% LUMBER i3 ACINO TOP CHORD 2 X 4 SPF 2100F 1,8E TDP CHORD 2.0.0 oc purlins (6-0-0 max.) BOT CHORD 2 X 4 SPF 2100F 1.6E (Switched from sheeted: Spacing2-0-0). OTHERS 2 X 4 WW Stud t3 T CHORD Rigid ceiling directly applied or 10-0-0 ac bracing, J IN 1 Brace at JI(s): E REACTIONS (Ib/aize) A■378120-0-0 (min. 0.5-15), 1=378/20-0-0 (min. 0.5-1 ,MT= -8410/20-0-0 (min. 0-5-15), N=547/20.0-0 (min. 0.5-15), 0=285/20-0-0 (min. 0-5-15), P=920/20.0-0 (min. 0-5-15), L=547/20-0 (min. 0-5-15), K=295120-0.0 (min. 0-5-15), J=920120.0-0 (min. 0-5-15) Max Horzq=-884C 7) Max Uplift4=-34(LC 9), 1=-34(LC 9). N=-70(LC 9), 0=-40(LC 9). Fk -118(LC 9), L--70(LC 9). K=•40(LC 9), J=-118(LC 9) Max GravA=376(LC 1), I=378(LC 1), M=410(LC 1), N.665(LC 2), 0=405(LC 2), P^949(LC 2), L=665(LC 3). K=405(LC 3), J=949(LC 3) FORCES (Ib) - Maximum Compresaion/Maximum Tension TOP CHORD A -B=-120/95, B -Q -118/62, C -Q0--961+72, C -D=-813196, D -E=•1051131, E -F=-105/131, F -G=-86!88, G -R=-98/57, H -R--118147, H -I=-120/95 BOT CHORD A -Pa -9/58. 0 -Po+ -9166. N-0=-9156, M -Na -9/56, L -M =8150, K -L=19/56, J -K=-9/56, I -J=9/58 WEBS E -M=-337113, ❑-N=572/112, C -O=-373171, B -P=-761/181. F -L=-572/112, G -K=-373!71, H -J=-761/181 NQTE3 1) Wind: ASCE 7-05; 90mph; TOOL=5.0paf; BCDL=5.Opaf; h=25fk B=45f1; L-24 eavem2ft: Cat. II; Exp C: enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and rtghl exposed: Lumber D0L=1.33 plate grip 00L=1.33 2) TOLL: ASCE 7-0 , f=40. of (flat roof enow): ategoryIl; Exp C: Fully Exp.; Ct=1.1 3) Unbalanced snow loads ave n "nsidered. or this design, 4) Gable requires continuous boltom chord bearing. 5) This trues has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a kva load of 20,0psf on the bottom chord In ell areas where a rectangle 3-8-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of lruae to bearing plate capable of wllhetending 34 lb uplift at joint A, 34 Ib uplift at joint I, 70 Ib uplift et jeinl N, 40 Ib uplift at joint 0, 118 Ib uplift at joint P, 70 lb uplift at joint L, 40 Ib uplift at joint 1C and 118 Ib uplift at joint J. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502,11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) 'Semi -6:0d pitchbreake including heels" Member end fixity model was used in tie analysis and design or this truss. 10) Design e9sumes 4x2 (Oral orientation) purlins at oc spacing indicated, fastens 1 to truss TC w/ 2-106 nails. LOAD CA8E(S) Standard ' ,y. ,......,,.e pab as 6665 l TRiUSFA8, INC., New Castle, CO 81647 -2-11-0 19-0-0 5-1-5 I..2ttp l-- —51.5 7nise Typed— 'COMMON ype—.ICOMMON A 3.50 .[12 5x6 19-0-0 LOADING (par) TCLL 40.0 1Roof Snow=4fl- fiTCC 0 BOLL 0.0 • BCOL 10.0 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E ROT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 WW Stud WEDGE Left: 2 A 4 WW Stud, Right. 2 X 4 WW Stud 1.5x4 C 8.8-14 BI J 3x8 = 6-8.14 SPACING 2-0-0 Plates Increase 1.00 Lumbar Increase 1.00 Rop Stress Incr YES Coda IRC2009/TPI2007 qty BOB SCNWINGEta 15 1 i 1. 1 Job Retrence (optional) 7 250 a Aug 25 2011 MJTek Industries, Inc. Wed Sep 2T09,10.61 2013 Pugs 1 ti sxayssusSjveenOmiessaw3A7-whanacOmitsrp CPoi�S UFssut.EaraH©yeiez 10.00. 14-10-11 . _ 20-0-0 1 22-11-t7 4-10-11 —{. _..4-10-11 5-1-5 2-11-0 C8t TC 1,00 BC 0.70 WB 0.50 (Matrix) 3x 13- -2 6- NN -. H 3x6 EFL in ert(LL) -0.13 ert(TL) -0.25 re(TL) 0.06 ind(LL) 0.05 CIN P CHORD OT CHORD 1.5x4 E L 20-0-0 6-B-14 Scale = 1:42.2 5x6 19-0-0 (lac) Ildefl Ltd PLATES GRIP H -J >999 360 MT20 169/123 H -J X929 180 1 F nfa nla H -J ?989 240 L Weight. 69 Ib FT = 20% Structural wood sheathing directly applied or 4-2-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during trues erection, in accordance with Stabiliser lnstallatlon guide. REACTIONS (Ibisize) 8-149110-5-8 (min. 0-1-15), F=149110-5•8 (min. 0-1- 5) Max Harz B=49(LC 5) Max Uplift8--250(LC 9), F=-250(LC 9) Max Grave=1520(LC 2), F=1520(LC 3) FORCES (lb). Maximum Compression/Maximum Tension TOP CHORD A-B■0162, 8-K=-2585/177, C-1Cn-2427/191, C -D=-2182/162, D E--2182/162, E -L=-24271191, F -L=-25851177, F -G=0162 BOT CHORD B -J= -104f2345, 1•J--5711680, H -I--57/1680, F -H=-10412345 WEBS C -J=-493193, D -J=01649, D-1-1=0/649, E -H=-493/93 NOTES 1) Wind; ASCE 7-05; 90mph; TGDL=5.0psf; BCDL•5.Opaf; h=25f1; 0=451L; L=2 ft; eavem4ft; Cal. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; and vertical left and ight exposed; Lumber 00L=1.33 plate grip DOL.1.33 2) TCLL! ASCE 7-0 Pr=40.0 pef (flat roof snow Category II; Exp C; Fully Exp,; Ct=,.1 3) Unbalanced snow WAS tfave•tieerrdartat d for !hie design. 4) This trues has been designed for greater of min roof Ilve load of 20.0 psf or .00 times flat roof load of 40.0 pef on overhangs non -concurrent with other live loads, 5) This trues has been designed for a 10.0 pef bottom chord No toed noncanc rrent with any other live loads. 6) • This truss has been designed for a live Toad of 20.0psf on the bottom cho in ail areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechantcat connection (by others) of bugs to burring plata capable •f withstanding 250 Ib uplift at joint B and 2501b uplift et joint F. B) This truss is designed in accordance with the 2009 International Residential ode sections R502.11.1 and R802.10.2 and referenced standard ANSi/TPI 1. 9) "Sarni -rigid pilchbreake Including heals" Member end bxity model was used the analyais end design of this truss. LOAD CASE(8) Standard ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT. WAY ANY ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE CERTIFICATION SHOWN HEREON. soprlrs, 0 Avenue ° S 89°22'00"E 25.00' 144 3.4 0 Its V ° 0 Z 0 0 36.3' Lot A Block 10 5 89"22.00"E 0 0 n 0 a 137.50" ROOF OVERHANGS CARPORT I"t SEPTIC TANK 04.9' S 1 NGLE- STORY o FRAME HOUSE 4.4 LOT A O. 68 A c . N 89'22'00"W 162.50' Lo t D 0 0 S 00°38-00'W S Obi IMO MIMM 0 15' 30 45 60. SCALE: l"=30' LEGAL DESCRIPTION LOT A. AMENDED RESUBDIVISION OF BLOCK 11 AND A PORTION OF SOPRIS AVENUE. TOWNSITE OF COOPERTON. GARFIELD COUNTY. COLORADO. 0 v v V IMPROVEMENT SURVEY CERTIFICATE I HEREBY CERTIFY THAT ON SEPTEMBER 20. 2013 A SURVEY WAS PERFORMED BY NE ON THE PARCEL OF LAND DESCRIBED HEREON. A SINGLE -STORY FRAME HOUSE WAS FOUND TO BE ON SAID PARCEL AS SHOWN ON THIS PLAT. ALL EASEMENTS. ENCROACHMENTS AND RIGHTS-OF-WAY IN EVIDENCE OR KNOWN TO ME ARE SHOWN. THIS SURVEY IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF. BY. LEGEND`'.''.; D NOTES (l INnlrATFc FnuNn R7RAR 1C CAP MARKED PLS 14III cu •Lni 3' • QA 1 '3 0 ex'•; t4-' 1:111 5icii 1 44' lea Ce ationre 0e45LAefice c) 3 51 Cglar PodiTh _ iknicIak,XOg-Aitia0(3 sca Lise Wan cot rbe4 hJerl' o n I 5 iid/ig 3' ccTfr1 1:;ievet+tot4 ,74; e(,wits, Moore qesicietice ,ge3 S't rceict ,9a tAric)vi Acs If Co q/;41/4960 e rport •s (- 44x10J" 1 nfer;or, l-Y/v x 6131' E.xterior___l1. meal clowl Wen__ own -a- 103 Ut;n4Lx moaeJ from L+iset iris-kJ/el i4 aJJ ho 'AWS 3-4-x3' 5e id - m Cct%eyn ea l 14) ndows see- p/40,. A* AfritM? #31-33 Fog- SD/GU mc,ii94, (zequ!/&W1,Giii3 114 ecishvic7 dwat»'tq ' . 3r,3Z ljbrfse cal 5Te P 1 k— 3' -1 r door• way CI tiff; 76 be c grin house waf j - ;Kg headet- X Cr I3 ecF r o o vn CQfc, f- IDDM _ i 261 7 ()Vies Moore _ c's Jehce Floor e igh_ _ ,3 5, eeJer gat6-ondaIe C4_ 3124_4901 3 _ 5(4] /6" f S E 30' N r//L5f i FAf{.N(hltibN 4' 12: '°- I / 9 raJe East Elevet-ton. Mo LQeji ELeuati°n-Ve;tkuAete aclajtion meets iowSP PRE-ENGINEERED RF TRUSSES HAVE ENGINEERING FOR INSPECTOR AT TIME OF FRAME INSPECTION TG<-� e QO /951. #/6i /B ri'Idri[ ac+gfeel 7rus.se/241'0 �0 L itto fir tr ' .eI DW 34 t;04__#iniL. V4 for 10errr er 2-_' _eer 4 MIL 0 64t ie 11,1r)'W4i/w cQ' t 5e ptit-pt A rekv>4 t reAr �x t 24' C%L 10 ELECTRICAL PERMITTING & INSPECTIONS t.Rt BY THE COLORADO STATE ELECTRICAL SOARr ELECTRICAL ROUGH IN APPROVAL IS REQUIRED AT FRAMING INSPECTION ELECTRICAL FINAL APPROVAL IS REQUIRED AT CO/FINAL INSPECTION //e t. X/ LLQ jht zy�v.VIS- VST! Icf. I► ,JL F C ef-A.fo-a,:afsr; i -fey " 61 �� SAi l . t "Ccnc. 3c app. 5 "1 I s xf res x!L athc ,tila eve y re.2k_kittL :_ r 6fix rz 21 Ero..i Tom Footer_ IA te4ter. ' ertievey4, ' 3`vg r1.- C'anc. Footer- OaO FS i'celei 5 5 fear 6i,oko f fi) ero truci--/,‘„,j 1 i h Ef,77:4ts/ 3 G e�--` V FrarnivW eft, 4 irlek ti€ apo e t -4f parr