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META WOOD CORP.META WOOD CORP.WO: 97880 WE:97880.002 11US$1D:0002 TC FORCE AXL BED CSI TOP CHORDS: 2x6 SPP 2400F•2.00 2X4 continuous lateral brace attached w/(2) .Joint Locations.. . • 1- 2 -12072 0.65 0.38 0.93 BOT CHORDS: 2x6 SPP 2400P'-2.0C J 16d nails each m®ber.Brace MUST be located 1) 0- 0- 0 6) 18- 5- 1 3.1) 11-10- 2 2- 3 -11133 0.55 0.27 0.83 WEBS: 2x4 SPP STAND 01i to provide equal uubraced segmenta 001 Cor 2) 4- 8-12 7) 21-10- 2 12) 16- 0- 0 3- 4 -11253 0.56 G.23 0.80 2x9 SPF b2./112 041 3,5,7 single ply truss a "T" brace may be nailed 3) 8- 1-14 8) 25- 3- 4 13) 15- 0- 0 4- 5 -8070 0.29 0.22 0.51 All COMPRESSION Chords are assumed to be flat to edge of web w/16d nails G B" o.^_., 4) 11- 6-15 9) 29- 9- 0 1i) 8- 1-14 M 5- 6 -8070 0.29 0.22 0,51 continuously braced unless noted otherwise. using same size, grade 4, species-as web, 5) 15- 0- 0 10) 29- 9- 0 li) 0- 0- 0 O 6- 7 -10989 0.54 0.23 0.77 This design based on chord bracing applied Brace =St extend 901 of web length. ----MAX. RE4CI'IONS PER BRARI160 ICC-ATION----- - 7- B -10827 0.52 0.26 0.78 per the following schedule: X-Loc Vert Roriz Uplift Y-Loc Type 8- 9 -11501 0.59 0.26 0.85 Max O,C. Front 'To 0- 3- 0 6059 0 0 BOT' PIN TC 24.0" -2- 0- 0 29- 9- 0 29- 6- 0 5355 0 0 BOT H-ROLL BC FORCE AXL BED CSI BC 120.0" 0- 0- 0 29- 9- 0 15-14 11143 0.61 0.03 0.64 Bracing shown is for visual purposes only. 14-13 9077 0.50 0.03 0.53 13-12 8979 0.49 0.03 0.52 Building Designer shall provide adequate 12-11 8979 0.49 0.03 0.52 bearing area and anchorage. 11-1C 10536 0.58 0.03 0.61 BEARING AR2A REQUIRED ED Erg Size •• Min Size -or- 14in Area NEB FORCE WEB FORCE 1 0- 6- 0 0- 6- 9 9.85 ei 2-1.4 -786 6-13 -2247 *a eine specified by customer 3-14 -1432 6-11 1893 MAX LIVE LOAD DEFLECTION: LC) 4-14 2129 7-11 -1518 L/542 at JOINT #12 '":21" 4-13 -2193 8-11 -399 L.-0.64• 13.-0.08" Te-0.71' Crl 5-13 3739 MAX HORIZONTAL DEFLECTION: CO T. 0.23" r- RMB a 1.00 cr CV Co X "1/ 15.1)-l) 14-9.0 1 2 3 .1 4 I I 9' li I -4.00 8X8 4X8 4X6 3XJ 3X4 3X1 \ 3X4 5.6-1 6-1-13 T o azi I 8X16 4X12 1IXB6X138 4X12 BXIG -t 29-9-0 15 14 13 11 • 2 11 16' 60591 6.56" 53554 6.00" 2 2-0-0 1 1 C73n� Z9 y 8 -41 in (112-1-5) EXCIar1' AS SHOWN PLATES ARE TL20 GA TESTEDPER ANSI/TPI 1-1995 scab = 0.1875 o WARNING: READ ALL NOTES ON THIS SHEET. 'IC Live a0.o par Designed By: BMJ \ '-` A COPY OF THIS DRAWING TO BE GIN/ N Tp ERECTING CONTRACTOR. TC Dead 4.0 psi Is. BRACING WA DESIGN INFORMATION Checked By: coIFII S gracing shown onth,sdrawtngisnutera-non bracing,wind bredfghladerit.%tsfor anindividual budding compomedand hasbeen based onhdonu.BC lave 0.0 pis CTS portal bracing or einatarbearingwWelt Is n pari of lox builder,; ttor,pra.ddul by t he client.The desigi,er diode!' an/reapxwballly far durance BC Dead' 1-t) Psi Dale: 10-01-99 I desipt and which must hecceelderei h/the building designer. asa,esdi.of faulty or income-1 utornaiten sped Oeanon%and/or ui gas a Oradngahmnt is for lateral support of true,Diemen only to redufiuxaslwd to(he mass de--a40tar0y the clecnt and the eorreelness Sr aocaracy of psf . O �� buckling length. Ptovistots must he made to os )wrlaltral brial)glta trannation alt may relate to a sptd0a project.This truss has bean TOTAL. .45.0 I at clots and epodficd locations,slam teed by(lie buildingdesigl'ueslesicicd trtaorordancc tallla'T➢t-96'and'NC6-9l'to ha tricot wowed as part er- Dwg. No: 1- Addltlot•d tants-two or the overall tano way t.,rertuke'J. t he Mating d ing ot rpt by a Building Designer.Hien revleeeei for approval by the LOAD OUR.-FAC: . 1.15. - • U (Sec 1118-s1 ollP1). For specific inns bracing regIdraneatr. to:Wing deslrner,the doxgn loadings shown must be audited to be*arc that the VOODTRStSTERLR--•- contact buildingdeee. Chums HN, PlateInstitute-1Ku ed datashrwa . e -eInagienentoaththebeatbaLllntcodes,l«dawneictecoada O I:d.'irdip SPACING: .96.o" S6gn 09,28.99-165294 at813 D'Orefito Drive.bMadison.Wfscor sill83110). for nlnd or 931.0,1, M loads,project speOhan ean or speal applied icrrb. J , ' \ - - - .. ..