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APPLICATION, MULT DOCS - 04-00240 - Farm Bureau Insurance - Addition
APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO Date of Application 6 - ac(— D Lot Width Name Site Address ► l �o - �a� /n L Mailing Address City/State/Zip tx r3 r) 3e{ f46 Telephone/Fax/Mobile CONTRACTOR Name 64 2Uz-Q L 14AZF —! S <f0A.) S i / Mailing Address /�. �_ o y� 3 0 City /St 3 Y f Telephone/Fax/Mobile - P - D PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied CU? t 1. Oee Architect/ Engineer Firm _ A GJ Plan Name C ircle One Residential Commercial Educational Govern Circle One New House Addition/Remodel to House Circle One Basement: one/ Finished / Unfinished Lot Square Footage x c � -- - Lot ment ew C Other: Permit No. n r3vr�� .re�ls�2� -x�cc l3 � Block ? Remodel Other ommercial Commercial Remodel None/ Patio/ Carport/ Awning N/A Main Level Square Feet /Ago Upstairs Square Feet /1/h- Basement Square Feet A/,!!f Garage Square Feet Number of Storie Height of Building /j p p Qe,, ad What will structure be used for: Home Home Business Apartment Commercial Other_ Will there be an apartment? Total Estimated Building V Signature of Applicant Code Zone If so, how many units Are you in a flood plain &p ************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Building Type Commercial Building Plumbing bid Commercial Building HVAC bid Commercial Building Square footage Building Permit Fees Plan Check Fees Plumbing Permit Fees Digging Permit Fees Water & Sewer Fees Front Footage Fee (Parks, Fire, and Police) Impact Fees Signature of Inspector Issued by TOTAL $ SUBCONTRACTOR LIST Excavation & Earthwork : ___1� �illS Concrete: C� ECM ,4 c Masonry JZ� AJA Roofing: E(2 ra4 Insulation: 6,¢L D rywa 1I : Painting: p Floor Coverings:_ Plumbing: Heating: �L13 Electrical :_ SPECIAL CONSTRUCTION (Manufacturer or Supplier) Roof Trusses: l tL-7 C J j t:7S Floor/ Ceiling Joists: 7 ,FyS )?s <s r Cabinets: Siding /Exterior Trim: All) Other: �44111t11�r PO. t3X. l 39 2 r r S() u th A4c7ir1 St. V1 ctcr ID 8;1455 A.tten City of Rexburg Rexburg Idaho Subject; Structure Calculations Engineers soil bearing Evaluation Farm Bureau Services Addition Atted; To Whom it May Concern; 04 00240 Farm Bureau Harold Harris Const. July 09, 04 Rexburg, Madison Co, Id. I evaluated the soils dm and the loading for the Farm Bureau Addition in Rexburg, Madison County, Idaho and submit the following for calculations of concrete for structure. DEKRIP']`ION Footings soil bmring in area Concrete 5,5 bag mix Londiug an Co aad faotiugs Ds- Snow Loading 40 psf Dr - Roof D=d Load 15 psf Df- Flaor 10 psf D1- Furniture 20 psf 1.1- hive Load People 40 psf Total Dead load / Sq Ft — 125 # r`sf Concret Loading 125 # /sf x 24 ft width = loadng of 30o0 # / Lin f With 6" wide wall = 43 Allowable pit 3000 p /sf 3000 psi Dw - Wall head Load 25 pf Dc - Conc Wall & Foot 435 pf Total loading from walls 460 4& psi on concrete Load an Sail Wall Load - 460 #/ ft Build' = 3WO # ft Total load on soil = 3460 # Ain ft Footing width I6" Kide - 2600 # ,lye loading on soil. Please call if you have any questions. Sincerely. �a�i f0 ` Arnold W. Woolstenhulmc 2 860 w wX .N A Df WOO . ©1 PQ BX 139 255 ,SOUth M(lir7 St. WCtOr, 10 83455 Atten City of Rexburg Rexburg Idaho Subject; Structure Calculations Engineers soil bearing Evaluation Farm Huxeau SeMces Addition Atten; To Whom it May Concern; July 09, 04 Rexburg, Madison Co, .Id. I evahuded the soils data and the loading for the Farm Bureau Addition in Rexburg, Madison County, Idaho and submit the following for calculations of concrete for structure. DESCRIPTioN Footings soil bcarbV in area Concrete 5.5 bag mfx Loading on concrete sad footings Ds- Snow Loading 40 psf Dr - Roof Dead Load 15 psf Df Floor 10 psf D1- Furniture 20 psf Ll- Live Load People 40 psf Total Dead load / Sq Ft — 125 # /sf Concmtt Loading 125 # /sf x 24 ft width = loaduzg of 3000 # / Lin f With 6" wide wall = 43 ARowable psi 3000 p /sf 3000 psi Dw - Wall head Lead as pf Dc - Cone Nall & Foot 435 pf i Otill loading from walls 460 #/lt psi on concrete Load on $oil Wall Lead - 460 #/ fi Building = 3WO # ft Total load on soil = 3460 # Ain ft Footing width 16" %ride - 2600 # e loading on soil. I Please call if you have any questions. � •� �x'"� �� "Sincerely, Arnold W. Wootstenhulme �.3t� W WO I Vo, L T17 I �— GRAVEL AREA (NOT IN CONTRACT) L 0 00 END OF PAVI b "X12" �cuRB (V NEW PAVING cwt I NORTH PROP. LINE 1 i 40'-0" I EXISTING BUILDING 6 "X 12" CURB I W z z H X W W EXISTING — PAVING 43' - 0 " INDICATES AREA OF NEW ADDITION EXISTING SITE PL 1' =20' Lo co i I i I A � Ilt / Z 1 q X W � i I II q q it N N Ilj / 1 I JL � III tl / II tl N III ii N N' ,1 tl X � -------- - - - - -- - ---- -- --n- I II W z �r c) D d- Z J 20' -0" O 0 EXISTING ANDSCAP q W BOND AVENUE 1 / I i I A � Ilt / Z 1 q X W � i I II q q it N N Ilj / 1 I JL � III tl / II tl N III ii N N' ,1 tl X � -------- - - - - -- - ---- -- --n- I II W z �r c) D d- Z J 20' -0" O 0 EXISTING ANDSCAP q W BOND AVENUE 06/03/04 THU 15:09 FAX 2085226459 BHC WEST TRUSS 4 -)4 BMC REXBURG Q027 r 160254 ROOF TRUSS 1 ( 1 s 2 -7-8 18-10 -8 2 -7-8 18 3 R 21 6-0 2 -7-8 sod. - t 2ss H en O OC N O 00 C" N 'N 01 rP rn CO 6.00F12 9A M1120= a 6d! MII20= C be M1120= arA UO200 21-8-0 .OADING (pen SPACING 'CLL 35.0 Max Gray Plates Inc 'COL 7.0 80(load case 7) Lumber Incr ICLL 0.0 N = Rep Stress ICDL 7.0 267(load case 1) Code IRC .UMBER L = 'OP CHORD 2 X 4 DF 240OF 2.0E K IOT CHORD 2 X 4 DF 240OF 2.0E i = VEBS 2 X 4 SPF Slud/Sld FORCES (b) - Maximum CompresslOn/Maxlmum Tension )RACING 'OP CHORD B-C - 0117 iheathed or 6-" oc purins. D -E = 0/17 JOT CHORD F-G = 0117 tigid calling directly applied or 6-" oc bracing, Except: 0-0-0 oc bracing: A- N,H-1. SOT CHORD tEACTiONS (b(size) A-N - -2136 1 = 79/21 -8-0 L-M = -1/16 = 74/21 -0-0 J-K = -1116 1 = 245(21-0.0 H = -/40 = 267/21$-0 WEBS t = 316/21 -" B-N - - 207/70 = 327/21-0-0 C-M = - 278/109 = 322121-0-0 E -K = - 276/109 = 333/21-0-0 NOTES lax Harz 9 Unbalanced roof Ilve bads he" been considered for this - 140oad case 6) lax Uplift - 200ond case 5) = 22(load case 6) _ -49(bad case 3) _ -"hied case 4) -82(load case 4) _ - 83(bad case 3) -81(load case 4) 2. 0 - 0 CSI reeve 1.15 TC 0.09 ease 1.16 BC 0.03 Ina YES WB 0.07 2000/ANS195 (Maw) Max Uplift J - 86(load case 3) Max Gray A = 80(load case 7) H = 75(load case 8) N = 245(load case 1) I = 267(load case 1) M = 323(load case 8) L = 328(load case 7) K 322(load case 8) i = 339(load case 7) FORCES (b) - Maximum CompresslOn/Maxlmum Tension TOP CHORD A-B = -62/17 B-C - 0117 C-D = 0117 D -E = 0/17 E-F = 0/17 F-G = 0117 G -57115 SOT CHORD A-N - -2136 M N - -1/16 L-M = -1/16 K-L = -1116 J-K = -1116 IJ = -1/16 H = -/40 WEBS B-N - - 207/70 G-1 = -228/78 C-M = - 278/109 D-L _ - 281/111 E -K = - 276/109 FJ = - 291/114 NOTES 9 Unbalanced roof Ilve bads he" been considered for this design. DEFL In (loci) Yce0 L/d PLATES GRIP Vert(LL) n/a rJa 999 M1120 1971144 VVert(n) Na n/a 999 Horz(TL) 0.00 H Na Na I Weight: 60 lb 2) Wi d: ASCE 7 -98; 90mph; h =25ft; TCDL=12psf; BCDL -43 f; Category 11; Exp C. enclosed; MWFRS gable end zone; cantilever left and right 8xPOSed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water paciing. 4) This truss has been designed for a 10.0 psf bottom chord We bad nonconcurrent with any other live loads. 5) All Plates are 1.5x4 M1120 uniess otherwise Indkaled. 5) Gable requires continuous bottom chord bearing. 7) Provide mechanical connection (by others) of VMS to bearing plate capable of withstanding 20 lb UPON at Joint A, 22 lb Uplift at Joint H, 49 lb uplift al)olnl N, 54 lb uplift at joint I, 82 lb uplift at Joint M. 83 lb uplift at joint L, 81 lb uplift at Joint K and 86 lb uplift at joint J. LOAD CASE(S) Standard O CM O w 0 1 1 .L b7 M n p M W G7 O N O Tnus Truss Type )6 02 V1G ROOF TRUSS ::] � � �Jb IMC WEST (IDAHO FALL S) IDAHO FALLS, 1D 83402 o Reference 6 -7-0 6.000 s Apr 82004 WiTak tndusltles, kin. Thu Jun 03 15:51:45 2004 Page 1 O 6 -7-8 18 10 8 \ O 12 -3-0 25 6-0 Sal►. 1:714 344 M1120= H c O E r 304 W120= .. 6.00 12 H r O OD T T T T IV - T i O A A7 N K 01 P a 3X4 A0120Z R G p 0 cn (0 H M $4 A0120= L 3.4 411010. 25 6-0 late Offsets C:0-2-0 0-0-13 P 1 25-6-0 w n )ADING35.0 SPACING 2.0-0 :LL 35.0 CSI Plates Increase 1.15 DL 7.0 Lumber Increase 1.15 TC 0.21 DEFL In (bc) 1/deft Ud PLATES GRIP Vert(LL) Na y _LL 0.0 Rep S(rese Ina YES :DL 7.0 BC 0.07 WB 0 n/a ti89 411120 197/144 Vert(TL) Na Na 999 Code IRC2000/ANSl95 (Matrix) Horc{TL) 0.00 K Na Na IMSER )P CHORD 2 X 4 SPF 1650F 1.6E Weight: 73 lb )T CHORD 2 X 4 SPF 1650E 1.6E "HERS Max Uplift R WEBS 2 X 4 SPIT Stud/Sid = O - - 83(loed case 3) -85(load case 4) G-O = - 3101119 B-S = 316/145 .ACING Max Grav D R = - 335/119 E-0 = - 310/119 , P CHORD A = K 164(load case 1) NOTES ealhed or 6-0-0 oc purlins. T CHORD = P = 164(load case 1) 42(load case 4) 1) Unbalanced roof live loads have been considered for this id cell d b9 d applied or 10-0-0 oc bracing. L = M = 387(load case 6) 380(load design. 2) Wind: ASCE 7-98; 90mph; h - TCDL ACTIONS (lb/size) 8 case 8) 334(ioad rasa 7) -42psf; BCDL= 4.2psf; Category 11; Exp C; enclosed; MWFRS gable d in;a; en = 164125 -0.0 R - = case 7) left cantilever left and hl exposed; ; orch left and right exposed; Lumber DOL =1. plate DOL =1.33, = 164/25 -0-0 -158/25 -6-0 O = 389(load rase 7) 36gpoad case 8) 3) Provide adequate drain to prevent Wes water 1 = 379/25 S-0 = 303/2547 FORCES (b) - Maximum Corn 4) This truss has been desk for 10.0 designed other s. bottom chord Ilive bottom c bad nar7cor7current with any other live loads. Hk IV 0 314!25{7.0 TOP CHORD pressloNMaxlmum Tension 5) All plates are 1.5x4 411120 unless 007enWae Indicated. n _= 377/25.6-0 A-B = -160/28 GD = -96/63 6-0 _ -182/80 6 ) Gable requires continuous bottom chord bearing, 7) Provide mechanical connection (by r 37225i►0 = 352/25 6 0 E-F = -96/63 G-H � = 96/63 others) of (ruse to bearing plate capable of Withstanding 22 to uplift at joint A, 25 lb uplift at joint K 1831b P4 tiorz = -96/63 F 1 - - 162/54 H -1 = -96/63 uplift at joint P. 118 Ito uplift at joint 1, 87 uplift at joint M, 1 DS lb uplift at joint 0, 120 U IIR 116(bad Woe 1) P BOT CHORD J K = - 150120 lb uplift at Joint S. 83 lb uplift at joint R and 85 b up8ft at joint O. _ -22(load rase S) AS = - a 0 R -S = -0/0 _ - 25(toed case 6) _ A63(bad case 7) O-R = 0 0 P-O = -0/0 N-0 _ -0/0 LOAD CASE (S ( ► - 118(load case 6) M -N - 0/96 K-L L-M = 0196 Standard _ -87(loed case 4) = 0/96 WEBS _ 105(bad case 3) _ - 120(bad case 5) F-P = -56/138 J-L = - 314/143 H-M = - 3351118 O CA 16025 -4 I V1 F I ROOF TRUSS 11 I 1 a Apr 10 -7-8 18-10 10 -7-8 10-7 8 -3-0 10-7 -8 Bab • tat ate M== 29-8-0 OADING(pot) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP CLL 35.0 Plates Increase 1.15 TC 020 Vert(LL) n/a - Na 999 U1120 1971144 COL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) We - n/a 999 CLL 0.0 Rep Stress Ina YES WB 0.11 Harz(TL) 0.00 K nla n/a CDL 7.0 Code IRC20001ANS195 (Matrix) Weight: 90 lb UMBER OP CHORD 2 X 4 SPF 165OF 1.6E Max Uplift WEBS OT CHORD 2 X 4 SPF 1850F 1.6E R = - 117(load case 5) G-N = - 259!79 BS = - 329/158 ITHERS 2 X 4 SPF Stud/Sid Q SO(load case 3) C-R = 3351153 E-Q = - 259180 Max Grev 1RACING A = 171(loadcase 1) NOTES OP CHORD K = 171 (load case 1) 1) Unbalanced root live loads have been considered for this Methed or 6 -" oc purlins. P = 251 (load case 8) design. OT CHORD Jgld calling directly applied or 10 -" oc bracing. L M = 308(load case 1) 390(load case 8) 2) Wind: ASCE 7 -98; 90mph; h =2511; TCDL= 42psf; BCDL= 4.2psf Category II; Exp C; enclosed; MWFRS gable end zone; cantilever N = 309(load case 8) left and right exposed ; porch left and right exposed; Lumber :EACTIONS (lb/slze) S = 398(load case 1) DOL =1.33 plate grip DOL =1.33. = 171/29-6-0 R = 3410(bed case 7) 3) Provide adequate drainage to prevent water ponding. = 171129 -8-0 Q = 310(load rase 7) 4) This truss has been designed for a 10.0 psf bottom chord live 240 /291-0 load nonconcurtenl with any other live loads. - 398/29.6 -0 FORCES (lb) - Maximum Compression/Maxlntum Tension 5) All plates are 1.5x4 M1120 unless otherwise indicated. 1 = 384/29-0-0 TOP CHORD 6) Gable requires continuous bottom chord bearing. t = 298/2948-0 A -B = - 176/15 B-C = - 197/57 7) Provide mechanical connection (by others) of truss to bearing = ' 398/29 -6.0 C -D = - 196/91 D -E _ - 122192 n 10 lb uplift at joint A. b uplift at plate capable wa tjoi 384/29-6-0 E-F = - 122/92 F-G - 127/92 P, joint 801 upl pllif al Jon) P, 133 lb uplift at joint 1, 1 t 161b uplift L 299/29 -6-0 G -H = - 122/92 H -1 = - 195/85 join( M M, 50 1 b uplift at joint N, 133 lb uplift at Joint S, 1171b uplift at a lax HOrz I-i = A97/42 J-K = -176/0 joint R and 50 lb uplift at Joint Q. = 122(load case 1) BOT CHORD lax Uplift AS = 010 R = 0/0 - 10(load case 6) Q-R = 010 P-Q = 0/0 LOAD CASE(S) _ - 6(loed case 6) O-P = 0/0 N-O = 01122 Standard - 80(lood case 4) M -N = 0/122 L-M = 01122 _ -1 33(load case 6) K-L = OM22 1 = A i5(load case 6) WEBS I = - 50(load case 4) F-P = -225MS J-L = - 329/158 _ - 133(load case 5) I -M - - 335/151 O M O w O F�+ O V N O 1p t.71 N N 01 rD 07 ( A y y H r'b Lu In J• 4 1 b7 ('1 b7 O N ate NEW= 3.4 4x20= D E F a H Ib • Truss Truss Type CLI. 35.0 PLATES GRIP Plates Increase 1.15 CDL 7.0 = Lumber Increase 1.15 Qty Ply Rep Stress Incr YES )8025•d V1E ROQFTRUSS UMBER = - 39(load case 3) OP CHORD 2 X 4 SPF 165OF 1.8E Weight: 115 b OT CHORD 2 X4 SPF 165OF ISE 1 1 176(load case 1) IMC WEST (1DN -10 FALLS), IDAHO FALLS, ID 83402 OP CHORD P heathed or 6-0-0 cc purlirts. Job Reference al ____- _-- .- _. -�... • .u. ,•a, uu��w- 01:YOQ1Uq rage! 14-7-6 43-0 14-7 -8 sore- M2 U4 MY20= U41 M1120= F 0 H 1 J O 02 O C4 O IP 1-� cn O V N O ill N "N 01 1P CA rD CSI TC 0.20 BC 0.07 WB 0.16 (Matrix) . 3a4 M1120= 3e4 Mx20 U41 M1120= 33 -" OADING(psf) In (loc) n/a SPACING 2 -" CLI. 35.0 PLATES GRIP Plates Increase 1.15 CDL 7.0 = Lumber Increase 1.15 CLL 0.0 = Rep Stress Incr YES CDL 7.0 = Code IRC20001ANSi95 UMBER = - 39(load case 3) OP CHORD 2 X 4 SPF 165OF 1.8E Weight: 115 b OT CHORD 2 X4 SPF 165OF ISE A ITHERS 2 X 4 SPF Stud/Sid 176(load case 1) ;RACING = OP CHORD P heathed or 6-0-0 cc purlirts. 396(lood rase 8) OT CHORD = tgid ceiling directly applied or 10-0-0 oc bracing. FACTIONS (tb/size) = = 176/33 -6-0 T = 18/33 -6-0 210(load case 8) = 396f33.6-0 = = 394333 -6-0 Y = 381/33-6-0 394(loodcase 1) 182/33 -8-0 = 396/3&8-0 V = 39 210(load case 7) = 381133 -8-0 = = 182/33-0-0 FORCES (b) - Maximum Compression/Maximum Tension = 176!33 -6.0 ax Horz = -189/7 1370oad cue 5) C-D ax Upllll D-E = - 210/92 _ - B(toad case 6) - - 208/124 - 12(load case 4) G-H - 129(lood case 6) H4 = - 134/124 _ - 132(load case 6) - - 134/124 _ - 115(load case 6) K-L Max Uplift In (loc) n/a 1/deft n1a T PLATES GRIP -38(load case 4) Z = - 129(load case 5) Y = - 131(loadcase 5) X = - 117(load case 5) V = - 39(load case 3) Max Orav Weight: 115 b A = 176(load case 1) U = 39(load case 2) P = 396(lood rase 8) Q = 394(load case 1) R = 386(load case 8) T = 210(load case 8) Z = 396(load case 7) Y = 394(loodcase 1) X = 386(load case 7) V = 210(load case 7) O = 176(I)adcase 1) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A-B = -189/7 B-0 = - 20841 C-D = - 105147 D-E = - 210/92 E-F - - 208/124 F-G - - 134/124 G-H = - 1341124 H4 = - 134/124 I-i - - 134/124 J-K - - 206/119 K-L . - 210172 L-M - - 105127 M-N - - 208/11 N-0 = -18910 BOT CHORD A-Z = 0/0 DEFL Vert(LL) In (loc) n/a 1/deft n1a Ud 999 PLATES GRIP Vert(TL) n/a - We 999 MII20 1971144 Horz(TL) 0.00 O (Va Ne Weight: 115 b BOT CHORD Y-Z = 0/0 X -Y = 0/0 LOAD CASE(S) W -X = 010 V -W = 0/0 Standard U -V = 0/0 T-U = 010 S -T = (/0 R -S = 01134 Q-R = 0/1134 P-Q - 0/134 O-P 0/134 WEBS H-U = -20/21 N -P = 327/154 L-0 = - 340/168 K -R - •3341145 I-T = - 208/39 B -Z = 327/154 D-Y = - 340/167 E -X = - 334/147 G -V = - 208/40 NOTES 1) Unbalanced roof live bads have been considered for fhis design. 2) Wind: ASCE 7 -98; 90mph; h =2511; TCDL=42pst; BCDL= 4.2psf; Category II: Exp C; enclosed; MWFRS gable and zone; cantilever left and right exposed : Porch left and right exposed; Lumber DOL =1.33 plate grip DOL- - 1.33. 3) Provide adequate drainage to prevent water ponding. 4 ) This Uuss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other Ii loads. 5) AN plalea are 1.5x4 M1120 unless otherwlse Indicated. 6) Gable requires continuous bottom chord beering. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift al joint A, 12 lb uplift at joint U, 129 b uplift at joint P, 132 lb uplift at)otnl 0, 115 lb uplift al joint R 38 lb uplift at joint T. 129 lb uplift at joint Z, 131 b uplift at joint Y. 117 lb uplift at joint X and 39 lb uplift at joint V. tz C A M yy 4. d .L to tY7 S CD tea C13 1 1130254 V1D 18-9-0 ROOF TRUSS 5xd tAM= a I I 1 )D s Apr 37-6-0 18-9 -0 o Q? D4 Pap 1 c to iP aci � 1:{l4 r rr 0 rn y � P4 3X6 M1120= 3,A w)20= 318 wuo•; N 0 00 en lV N rn 4 en m OADING(psf) CLL 35.0 SPACING 24)-0 Plates Increase 1.15 CSI 7C 0.18 v DEFL In (bc) Udell L/d PLATES GRIP 'COL 7.0 , CLL 0.0 Lumber Increase 1.15 BC 0.07 Vert(LL) Na Na 999 Verl(TL) Na Na 999 M1120 1971144 -CDL 7.D Rep Sbess ha YES Code IRC2000/ANSI95 WB 0.26 (Matrix) Horz(TL) O.W M We Na Weigh1:1291b UMBER OP CHORD 2 X 4 SPF 1650E 1.6E Max Uplift OT CHORD 2 X 4 SPF 1650E 1.6E V _ - - 136(bad case 5) WEBS L-N ITHERS 2 X 4 SPF Stud/Sid T = - 127(load rase 5) = - 3271155 J-0 _ - 337/162 I-P = - 345/167 Hat = - 3021141 RACING Max Grav A = 130(bad case 1) B -X = - 327/155 D -W = - 337/163 E OP CHORD S = 216(load case 1) -V = - 3451168 F -T = - 302/142 heathed or 6 -0-0 cc purlins. OT CHORD N = 397(bad case 1) NOTES igid ceiling directly applied or 10-0-0 cc bracing. O P - 391(laad rase 8) 1) Unbalanced roof live loads have been considered for this = 397(bad case 1) design. FACTIONS (Ib/size) R X = 327(bad case 8) 2) Wind: ASCE 7 -98; gOmph- h =25ft; TCDL -42psf; BCOL= 4.2psf,, = 130/37 -6-0 W = = 397(badcase 1) 391 bad case 7 Category 11; � dosed: MWFRS gable end zone: cantilever 216/375-0 V - 397() left and right exposed; porch oft and right exposed; Lumber 397/375-0 T ( bad case 1 ) lK)L =1.33 plate grip DOL =1.33. = 391/375-0 M _ 327(bad case 7) 3) This Inns has been designed for a 10.0 pet bottom chord live = 397/375-0 - 130(load rase 1) toad nonconcurrenl with any other live toads. = 320/375-0 3971375-0 FORCES (Ib) - Maximum Compression /Maximum Tension 4) All plates are 1.6x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. = 391/375-0 TOP CHORD A-B = - 175/47 B-C 6) Provide mechanical connection (by others) of truss to bearing 3971375-0 C = - 99/50 = - 105131 D plate capable of withstanding 6 lb uplift at joint A, 130 lb uplift at = 320/37.6-0 E = - 94/130 _ - 90/66 F = - 78/163 joint N, 126 b uplift at joint O. 136 lb uplift at joint P. 126 lb uplift 130/375-0 G -H = - 7 6115 5 H4 = -94/98 at joint R, 130 lb uplift at joint X, 126 lb uplift at joint W, 136 lb 1x lion - K = 167/12 uplift st joint V and 1271b uplift at jolnl T. = 18 b case se 6 ) uc Uplift K-L -90/0 L - M = - 144/47 = 5(bed case 6) BOT CHORD A -X = 0/0 W -x = Oro LOAD CASE(S) - 130(l)ad case 6) V-W = 0/0 U -V = -O/0 Standard - 126(lood case 6) T -U = 0/0 S -T = 0/0 - 136(load case 6) RS = 0/0 Oat = 0/0 _ - 126(lood rase 6) _ - 130(bad case 5) P-0 N-0 = 0/153 O-P = 01153 _ - 126(load case 5) WEBS = 01153 M-N = 01153 G-S = -174/0 F b 08025 4 TRUSS 20-9.0 0 6.0 M1120= N O I 6.00 12 E A 3a M120S II II II \\ 31e M1120= 3x6 M1W= OADINO (psf) 'CLL 35.0 'CDL 7.0 CLL 0.0 CDL 7.0 ak6 MIr209 O C SPACING 2 -0-0 CSI T = Plates lrrcrease 1.15 TC 020 DEFL In (toc) UdUdell Ud Lumber In crease 1.15 0.07 Vert (LL) n/a Na 999 Rep Stress Ina • YES W B 0.33 Ven(TL) n/a Na 999 Code IRC2000/ (Matrix) Harz(TL) 0.00 O n1a rile UMBER OP CHORD 2 X4 SPF 165OF 1.6E OT CHORD 2 X 4 SPF 165OF 1.6E THERS 2 X 4 SPF Stud/Sid RACING :)P CHORD loathed or 6-0-0 oc purNns. IT CHORD 9M ceiling directly applied or 10-0-0 oc bracing. !ACTIONS (lb /slze) ' 120/41 -0-0 - 60/41-8-0 396/41.8-0 394/41 -&0 385/41-0-0 396/41 -" 289/41$-0 = 396/41.6-0 ' 39414148-0 ' 385/41 -" 396141$-0 289141 -6-0 K Horz 120/41 -" Uplift 207(foad case 5) t •30oad case 6) _ - 143(lood case 2) _ - 130(load case 6) - 128(load case 6) -129(load case 6) Max Uplift T = - 144(load case 6) U = - 39(load case 6) AB ' AA - 130(losd case 5) = Z - 128(bad case 5) = X - 129(foad case 5) = -143(foed case 5) W = -050oed case 5) Max Grav A 120(loadcase 1) V = P 41 (load case 6) = Q = 396(load case 1) R 394(load case 8) = T = 3850ead case 1) U 3960oad case 8) = AS = 316(load case 8) AA 396(loadcase 1) = Z 3"load case 7) = X = 385()oadcase 1) W 396(load case 7) = O 31.8(load case 7) 12000ad case 1) FORCES (lb) - Maximum CompressicnlMaximum Tension TOPCHORD A -B = - 202162 C-D = - 120165 B-C = - 132128 D-E = -65f78 E = - 64/120 G - -351170 F -G = - 691165 H-I 1-J = - 69/144 = - 351177 J-K = -64187 K{. _ -05/64 M-N = -9810 L-M = -87165 TOPCHORD N-0 . - 168/62 BOT CHORD A-AB = 0/0 AA -AB = 0/0 Z-AA - 0/0 Y -Z = -0/0 X -Y = 010 W -x - Oro V -w = Oro U-V = Oro T-U = 010 S-T = Oro R-S = 0/176 QTR = 01176 P-Q = 01176 O-P = 0/176 WEBS H -V = -77/1 N-P = - 326/155 L = - 3401164 K-R = - 332/159 J-T = - 351/171 1-11 = - 248180 B-AB = - 326/155 D-AA = -340/164 E-Z = - 332/159 F -X - 351/170 G = - 248/86 NOTES 1) Uri alanced roof live bads have been considered for this 2) Wild: ASCE 7 -98; 90mph; h =25ft; TCDL- 4.2psf; BCDL=4.2psf; Category 11. Exp C; enclosed; MWFRS gable end zone; carntsever left and right exposed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss has been designed for a 10.0 pet bottom chord live bad norlcorlcurrent wllh any other live bads. 4) All plates are 1.5x4 M1120 unless otherwise Indicated. 5) Gable requires continuous bollom chord bearing. a s 20-9.0 K 30 U120-- L M PLATES GRIP M1120 197/144 Weight- 157 b Page sob � tAa2 O Le M120w 6) P—idis mechanical connec0on (by 0916m) of lruse to bearing Plate capable of vViftlanlding 3 lb uplift at joBU A, 143 Ib uplift at Joint V. 130 lb uplift at joint P, 128 lb uplift at Joint Q, 129 lb uplift al joint R, 144 lb uplift at joint T. 39 lb uplift al joint U, 130 lb uplift at Joint AB, 126 b uplift al joint AA, 129 lb uplift a, joint Z, 143 lb up1i11 at Joint X and 46 th uplift at john W. LOAD CASE(S) Standard b Truss Truss Type Cry Ply Lumber Increase 1.15 BC 0.07 W9 ROOFTRUSS Rep Stress Incr YES Code IRC200(VANSI95 WB 0.41 (Maw) [Job IMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 - 129(load rase 5) Y = Referee Donal — --y - — m— muwuwra, ma. r nu dun W 15:b1:392004 Page i r Ti Us M1120= H &3 M1120= 34 "1120= 3%6 Mr120= .0ADING(psf) 'CLL 35 -0 SPACING 2 -0-0 Plates Increase 1.15 CSI TC 0.18 DEFL in (bc) 4de9 l!d 'CDL 7.0 ICLL 0.0 Lumber Increase 1.15 BC 0.07 Vert(LL) Na Na 999 Vert(fL) Na Na 999 ICD- 7 .0 Rep Stress Incr YES Code IRC200(VANSI95 WB 0.41 (Maw) Haz(fL) 0.00 O Na n/a .UM9ER 'OP CHORD 2 X 4 SPF 165OF 1.6E IOT CHORD 2 X 4 SPF 165OF 1.6E )THERS 2 X 4 SPF Stud/Sid (RACING 'OP CHORD Iheathed or 6-0-0 oc puAtns. IOT CHORD ligid ceiling diredly applied or 10-0-0 oc bracing. VESS Row at mldpt H -W EACTIONS (lb/size) 131/45 -6-0 / = 209145-0-0 396/45-6-0 394/45-8-0 365/45-" 363/45.6-0 329/4541-0 C = 396/45 -8-0 8 = 393/4548.0 4 = 386/45.6.0 393/45-6-0 344/45 -6-0 = 131/45 -0 ax Herz ax Uplift 2270oad ease 6) _ - 130poad case 6) - 1280oad case 6) _ - 130(ioad case 6) Max Uplift T = - 158(load case 6) V = - 118(ioad case 6) AC - 130(ioad case 5) AB = - 128(load case 5) AA = - 129(load rase 5) Y = - 139(ioad case 5) X = - 11011aad case 5) Max Grav A = 131(load case 1) W = 209(loadcase 1) P 396(load rase 8) O = 394(load case 1) R = 386(load case 8) T = 363(load case 1) V = 336(load rase 8) AC = 396(load rase 7) AB 393(loadcase 1) AA 386(load case 7) Y 393(load case 1) x ' 352(load rase 7) O = 131(loadcass 1) FORCES (lb) - Maximum Compresston/MaxAnun Tension TOP CHORD A-B = - 223/46 B-C = - 153/49 C-0 = -92/60 D-E = -71/72 E-F = - 91/114 F-0 = - 951158 G-H = - 791190 Ha = - 791183 h) _ - 95/125 J-K = -91/81 K-L = -38139 L-M = -92/27 M-N = - 121/49 22.9-0 PLATES GRIP MII20 197/144 Weight: 167 Ib TOP CHORD N-0 _ - 191/46 BOT CHORD A-AC = 010 AB -AC = 0/0 AA -AB = 010 Z -AA = Oro Y -Z = 0/0 X -Y = O/0 W -x = Dro V -W = Dro U -V = 0/0 T-U = 0/0 S -T = 0/0 RS = 0/196 O-R = 0/196 P-0 = 01196 O-P = 0/196 WEDS H-W = -174/0 N-P = -3261155 M-0 - 339/164 K-R = -3331160 J -T = - 346/168 I-V - -301/139 &AC = - 326/155 C-AS - - 339/154 E-AA = 3331160 F -Y = - 34fi/167 G-X = -301/140 NOTES 1) Unbalanced roof Ave loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf , BCDL= 4,2ps1; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL -1.33 plate grip DOL =1.33. 3) This tens has been designed for a 10.D pat bottom chord live load nonconcurrent with any other live bads. 4) All plates are 1.5x4 M1120 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. amb - 1311 :71 - IS 6) Provide mechanical connection (by others) of tens to bearing Plate Capable of withsanding 130 lb uplift al Joint P, 126 b upWt at Joint 0,130 lb uplift et Joint R, 158 tb uplft al joW T, 118 b uplift at joint V,130 b uplift at JoW AC, 128 b UIM at Joint AB, 129 Ib up8ft at Joint AA. 139 Ib UPIM at Johd Y and 110 lb up8ft at join! X LOAD CASES) Standard O O� O W 0 r 0 rn K D4 ry 0 00 ca N N rn rr to to n y t71 tJ1 1 1 J• (S1 IN tV O 6025.4 TRUSS 1 1 1 6 24-9-0 6.6 Mr120= H —fA1 d Us M1120 wa= 49-8-0 Sae MI120 we= W M620 W6= sw.. uses OADING(pal SPACING 2 -0-0 CSI DEFL in goc) Udell Ud PLATES GRIP CLL 35.0 Plates Increase 1.15 TC 0.19 Vert(LL) n/a rVa 999 M1120 1971144 COL. 7 -0 Lumber Increase 1.15 BC 0.07 Verl(TL) Na Na 999 CLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.00 Q rVa We COL. 7.0 Code IRC20001ANS195 (Matrix) Weight: 199 lb UMBER OP CHORD 2 X 4 SPF 165OF 1.6E Max Horz Max Grav WEBS OT CHORD 2 X 4 SPF 1850E 1.6E THERS 2 X 4 SPF Slud/Sld A = Max Uplift 249goad case 5) AA = 303goad case 7) E-AE _ - 336/182 F,AC = 333/100 Z = - 126goad case 2) Q = 121 goad case 1) G-AB = - 351/171 H-AA - - 240/75 RACING R = - 130goad case 6) FORCES (b) - Maximum Compression/Maximum Tension NOTES OF CHORD hea(hed or 6 cc pudins. S = T = - 128(load case 5) - 131(load case 6) TOP CHORD A-B 1) Unbalanced roof live bads have bean considered for this OT CHORD I91d calling directly applied or 10-0-0 oc bracing. V = X = - 137(ioad case 6) - 148(load case 6) C-D E-F = - 246/60 = - 102/59 B-C D -E = - 178/64 = -90/66 design, 2) Wind: ASCE 7 -98; 90rnph; 11=254; TCOL=4.2psf; BCDL- 4.2psF, rEBS Y = 29goad = - 68/108 F-0 = - E611S1 Category II; Exp C; enclosed; MWFRS gable end mores carNYever Row al midpt I -Z, J -Y, H-AA AG = - case 6) - 130(bad case 5) G-H 1.1 = - 72/195 = 34/203 H-1 = - 34/197 left and right exposed ; porch left and right exposed; lumber EACTIONS gb/size) AF = AE - 128(load case 5) K-L - = • 66 /116 J-K L-M = -72/1 T4 = -68/74 DOL =1.33 plate grip DOL =1.33. 3) This Voss has been dealgned for a 10.0 psf bottom chord live - 121149 -6-0 _ AC = - 131(load case 5) - 134goad case 5) M-N O-P = -55/63 = N-0 = -08/24 load nonconcurrent with any other five bads- _ - 38/49 -0 AB = - 135(load case 5) - 143164 BOT CHORD P-Q = - 213160 4) All plates are 3x4 MI 120 unless otherwise Indiceled. ° 396/49$-0 AA = 38(toad case 5) A -AG 0/0 AF-AG = 0/0 5) Gable requires continuous bottom chord bearing. = 38/4" 0 Max Grav AE AF = 0/0 AD AE _ 6) Provide mechanical connection (by others) of Wsa to beerirg = - 3899/49 -0-0 A 121 good case 1) AC-AD - 0/0 AB-AC 0/0 = plate capable of w b lift ithslanding 126 lb uplift al joint Z. 130 up al 371/4941-0 Z = 48goad case 6) AA -AB =. 0/0 Z 0/0 Joint R. 128 lb uplift at joint S, 131 lb uplift at Joint T. 137 lb upid at = 389149'8-0 R = 396goad case 8) Y-Z = 0/0 -AA = 0/0 Joint V. 148 lb uplift at joint X, 28 lb uplift at joint Y, 130 b uplift at = 27714"-0 S = 393(lead case 1) W -X = D/0 X -Y V = 0/0 = 0/0 Joint AG, 128 to upltft at joint AF, 131 lb uplift at joint AE, 134 b = 396/49 -8-0 T = 389(load case 6) U -V = 0/0 -W T -U =0/217 uplift at joint AC, 135 lb uplift al joint AB end 36 lb uplift al f orm _ = 393/49 -" 389/49 -6-0 V X 371(1 oad case 1) S -T - 0/217 RS = 0/217 AA. = 390goad case 8) Q -R - 0/217 = j = 376/49$0 409/49 -6.0 Y AG = 305goad case 8) 396goad case 7) WEBS 1-Z LOAD CASE(S) . = 273/49$0 AF = 393gosd case 1) O -S = -80/0 = -038/164 P-R M-T = 3271155 = - 336/162 Slandard = ox Horz 121/49 -6.0 AE = 389(load case 7) L -V = .333/160 K -X = - 351/171 = 2490ond case 5) AC = AB = 376(l)ed case 1) J -Y = - 240/68 B-AG = - 327/155 410(Wad case 7) C-AF = -338/164 24-9-0 306026A ROOF TRUSS T1 a s 26 -9-0 6.0 AA1120= 1 5.00 12 H J Smmumwai F E D C a A 5r6 M1120i AO AF AE AD AC Ae AA Z Y X Sae N1120 We= 6M M1120 YVB= x W 2139-0 Ca �� � m N N V V T 60 Na20 W8= Plate Offsets (X,Y): fA 0 2 -14 OADING (cast) FCLL 35.0 fCDL 7.0 3CLL 0.0 3CDL 7.0 Edoel (0 -0 -2-14, tAD'A4.0 Edna SPACING 2-0-0 Wales Increase 1.15 Lumber i increase 1.15 Rep Stress Inr YES Code IRC2D00 /ANSI95 CS1 TC 0.18 BC 007 INS 0.47 (Ma( 53 8-0 DEFL Vert(LL) Vert(TL) Horz(TL) in 00c) Na Na O.DO O Udell Ud Na 999 Ns 999 Na Na .UMBER fOP CHORD 2 X 4 SPF 1650F 1.8E Max Horz 30T CHORD 2 X 4 SPF 165DF 1.6E q _ Max Grav )THERS 2 X 4 SPF Stud/Sld - Max Upph 271 (load case 6) p 131 (load case 1) TRACING S = - 130 ( load FORCES (lb) - Max(mlan Comre pssiOn/Maximum Tension "OP CHORD T _ - 128 ( bad case 6 ) TOP CHORD iheethed or 6-0-0 oc purllns. TOT CHORD _ V - - 131(load case 6) - 134(load case 6) A -B - - 272146 B-C = - 202149 Ugid iling directly applied or to-0 -0 oc bracing. y _ -134(load case 6) C-D E4= _ - 126/57 a -44199 D -E F = -93188 VEB Row at mt dP t AG = -128(load case 6) - 130(lood case 5) G-H 1 -J 96/ - 186 -G H-1 = - 92/142 = - 80/218 1 -Z, J-Y, H -AA _ AF _ - 12800ad case 5) K = 80/210 J K 1EACTIONS (Ib /size) AC -131 (load case 5) -L M-N = - 921108 = -93154 L-M N-0 = 28/66 = -93148 131/538-0 _ AB - - - 135(load case 5) -132 load case 5 ( ) O{, _ -168M9 P Q = - 238/45 210/53 --0 1 AA _ 110(loed case 5) BOT CHORD • 396w4;-0 Max Grav A,AG = 010 AF-AG . = 0/0 = 393/53.6-0 369/53 --0 A = 1 (bad c 1) AE -AF AC-AD = 0/0 = 010 AD -AE " AB-AC _ o/ ' - 379/53 --0 R 39spDad case 1) 2t0(loadcase 1) = 0/0 Z-m = 01 0 = 0/0 40vs3- o 310/53.6-0 T r -z Y-Z W "X 0�0 = 0/0 V G = F =� = W 389 1) 3713( case 8) -W = 0/0 4 -0 = 389153.8-0 _ 401 (load case 1) S -T Q-R = 0 , F = 0/240 R 5 = 0/24 C = 377/53 --0 Y 317(load case 8) WEBS B = 40y53 --0 A AF = 396(load case 1) 393(lo case 7) 1 -Z -174/0 P -R = -327/155 341/53 -8-0 I = 131/53 --0 AC _ 389(lo 1) O S L -V - 339/164 = - 334/161 N-T K -W = - 3361162 fax Horn = - = 377(bed case 7) 405(loadcase 1) J -Y = -301/138 B -AG = - 345/168 = - 327/155 271(loadcasa 5) AA 349(load case 7) C-AF = - 339/164 D-AE = 336/162 F-AC = - 334/161 o _ / P 6 R sag CD Cm 04 Pegs 1 CD W I C t y� l . N O CA N N rn en to a PLATES GRIP M1120 1971144 Weight: 21 D lb WEBS GAB = 345/166 H-AA = -301/139 NOTES 1) Unbalanced roof live loads have been considered for (his design. 2) Wind: ASCE 7-98; 90mph. h=25ft: TCDL -4?psf - , BCDL =4 2psf Category II: Fxp C; enclosed: MWFRS gable and zone: cantilever bft and right aximed : porch left and right exposed; lumber DOL =1.33 plate grip 1301-=1.33. 3) This truss has been designed for a 10.0 pal bottom chord We load nonconcurmN with any other live loads. 4) AN plates are 3x4 M1120 unless otlw Indicated. 5) Gable ha bot 6) Provide nlechanlconnection cconnecon (by 00 w 8 ) Of brims to bearing plate capable of wllhslandng 130 Ib upigt at join 8,128 b u lift w plift at jo int S. 131 b uplift al)oird T. 134 Ib uplift at joint V, 134 lb up joint W. 1261b uplift at joist Y, 130 b uplift al )oI ntAG, 126 lb win at joint AF, 131 b uplift at joint AE, 135 b uplift al )olnl AC, 132 b uplift at joint AB and 110 lb uplift at joint AA- LOAD DCABE(S) 0 CT1 n r En En In 1 .L .L to f') p7 G7 L� H 00 )6025-4 OADING (psf) CLL 35.0 CDL 7.0 CLL 0.0 COL. 7.0 K1FIJ 2 -9-15 SPACING 2 -" Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2000/ANSI95 UMBER DP CHORD 2 X 4 SPF 1650F 1.6E DT CHORD 2 X 6 OF 180OF 1.6E 'EBS 2 X 4 SPF Stud/Std 'Excep(' W1 2 X 4 SPF 165OF 1.6E RACING )P CHORD lesthed or 6 -" cc purlins, except end verticals. )T CHORD gid cerling directly applied or 10.0-0 be bracing. FACTIONS (lb /size) 706/Mechanical u Horz 91710-7-12 , x Uplift 184(load case 3) -386(load case 3) 437(load rase 3) RCES pb) - Maxknum Compresslon/Maxfmum Tension P CHORD t 0/60 B-G = - 1136/498 - 1008/512 C-H = - 231165 i = - 102/28 D-E _ - 3061148 T CHORD ' - 54811015 F-I = -54811015 BS _ - 548/1015 E.1 = - 548/1015 - 1011309 C -E = - 929/509 ROOF TRUSS 5-7 -14 2 1 1 DEFL In (Ion) Well Ud Vert(LL) 0.04 E-F X999 240 Vart(TL) -0.05 .E-F X999 180 Horz(TL) 0.01 E We n/a -hu Jun 03 15:51:35 2004 Page T Tom 11112011 tX4 0 3.6 MwD= _. _ __.- 3M AsQ011 9KFt2BR E SKH26R 5 -7 -14 sss M120= 11 -3 -12 5-7 -14 CSI TC 0.89 BC 0.27 WB 0.65 (Matrix) NOTES 1) Wind: ASCE 7-98; 90mph; 11=25ft; TCDL=4.2psf; BCDL=4.2psf. Category II; Exp C; encbsed; MWFRS gable end zone, cantilever left and right exposed; Porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 pat bottom chord live bad nonconcurrent with any othei live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift al Joint E and 437 lb uplift at joint B. 5) Use USP SKH26L nth 16d nails into Girder & NASD nails Into Truss) or equivalent spaced at 2.9 -15 Oc max. starting at 2 -10-4 from the left and to 6-6-2 to conned trtrss(es) J1 C (1 ply 2 X 4 SPF) to front face of bottom chord. 6) Use USP SKH26R (With ISd nails into Girder A MA90 nails into Truss) or equivalent spaced at 2-0 -15 cc max, starting at 2 -10.4 from the left and to 8-6 -2 to connect truss(es) Jt C (1 ply 2 X 4 SPF) to back face of bottom chord. 7) Fill all nail tales where hanger Is In contact with lumber. 8) Special han9er(s) or other connection devlce(s) shall be provkfed sul6cient to support concentrated load(s) 1.36 down and 21.3tb up at 5-8-3, 1.31b down and 21-31b up at 5 -3, 107.91b down and 76.31b up at 8- 6- 2.107.91b down and 76.31b up at 8-0 -2, and 2521b down at 2 -10-4, and 25.21b down at 2 -10A on lop chord_ The design/selection of such special connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (f7 or back (B). LOAD CASE(S) Standard 1) Regular: lumber Increase =1.15, Plate Increase =1.15 e 5-7 -14 - PLATES M1120 Weight: 52 lb Standard Uniform Loads (plf) Vert: A -D=-64, B-E -14 Concentrated loads (ib) Vert: C =1, B =1) F= 24(Fz12. 8 =12) H =216(F =108, 8=108) 1= 1(F =1, B= 1)J- 52(F =26, B =26) GRIP 1971144 O Oi O W O N O .P 17 1 lV O C" IV tV .A rn rc W A A Cn r—] C .L y 1 to C7 p � tr! t;7 9 O H V ■ 360254 J1C ROOF TRUSS 0 s -2 -0-0 1 -11 -11 c 2-0-0 1 -11 -11 eorc I s+.r A OARING (psf) CLL 35.0 SPACING Plates Increase 2 -0-0 1.15 CSI TC 0.34 DEFL in (loc) Well Lid PLATES GRIP COL 7.0 CLL 0.0 Lumber Increase 1.15 BC 0.03 Vert(LL) -0.00 B 499 240 Vart(TL) -0.00 B-D X999 180 M1120 197/144 CDL 7.0 Rep She" bur YES Code IRC20001ANS195 WB 0.00 (Matra) Horz(TL) -0.00 C rJa nla Weight: 7lb UMBER NOTES OP CHORD 2 X 4 SPF 1660E 1.6E 1) Wind: ASCE 7 -9a; 90mph; h =25f ; TCDL=42psf; BCDL= 4.2psf: OT CHORD 2 X 4 SPF 1650F 1.6E Category II: Fxp C; enclosed; MWFRS gable end zone; cantilever left and right exposed . Porch left and right exposed; Lumber RACING DOL =1.33 plate grip DOL =1.33. OP CHORD 2) This truss has been designed for a 10.0 psf bottom chard live heathed or 1 -11 -11 oc pudins. bad nonconc rrenl with any other hive bads. OT CHORD lgid calling directly applied or 10-0-0 oc bracing. 3) Refer to girder(s) for trues to Truss connections. 4) Provide mechanical connactlon (by others) of buss to bearing EACTIONS Ob/afze) plate capable of withsianding 20 A uplift al join( C, 203 lb uplift at - 20/Mechanicai joint B and 14 lb uplift at joint D. = 369/0 -5$ = 13IMechenlcal LOAD CASE(S) ax Horz Standard = 80(lo case 5) ed ax Uplift - 20(load case 1) _ - 203(bad case 5) _ - 140oad case 3) ax Grav = 22(load case 5) = 368(load case 1) = 33(load case 2) )RCES (lb) - Maximum CompresabryMaximum Tension )P CHORD B = 0/52 B-C = -84/10 )T CHORD D = 0/0 1 060254 0 C4 0 w 0 901x.. t11A cn 6 C4 '17 N 0 00 w N IV w Aa Of co A MK MUM= .OADING(psf) 'CLL 35.0 'COL SPACING Plates klcresse 2-0-0 1.15 CSI TC 0.40 DEFL In (loc) 11de8 L/d '>999 PLATES GRIP 7.0 ICLL 0.0 Lumber Increase 1.15 BC 0.10 VeA(LL) 0.01 B D 240 Vert(TL) -0.02 " X999 180 MII20 1971144 1CDL 7.0 Rep Stress Incr YES Code IRC20001ANS)95 WB 0.00 (M Hofz(TL) -0.00 C rda rx/a Weight: 12 lb UMBER NOTES OP CHORD 2 X 4 SPF 165OF 1.6E 1) Wind: ASCE 7.96; 90mph; h =25ft; TCDL= 4.2psf; BCOL= 4.2psF OT CHORD 2 X 4 SPF 165OF 1.6E Category II; Exp C; enclosed; MWFRS gable end zone; cantilever RACING left and fight exposed ; porch left and right exposed; Lumber DP CHORD DOL =1.33 late P grip DO esigne . heathed or 3 -11 -11 oc purlins. d 2) This trues has been designed fora 10.0 psi bottom chord live OT CHORD bad nonconcurrenl with any other live loads. igid ceiling directly applied or 10-0-0 oc bracing. 3) Refer to girder(s) for truss to trues connections. 4) Provide mechanical connection (by others) of truss to bearing FACTIONS (lb/size) plate capable of withstanding 37 lb uplift al Joint C. 221 b uplift at joint B and 26 )b uplift at Join[ D. = 85/Mechenical = 428/0 -5-a ° 26/Mechanical LOAD CASE(S) Hoe Standard = 111(loadWSe 5) ax Uplift = 37(load case 5) -221 (load case 5) - 260oad case 3) sx Grav 85(loadcase 1) 428(loWcase 1) 63(bad Wee 2) )RCES (lb) - Maximum Compression/Maximum Tenslon )P CHORD B = 0152 B-C = -95125 )T CHORD 0 = 0/0 13! �i A y H rn to W 1 .L .L tr2 H; f'1 t37 47 9 0 r cn -2 -0-0 3 -i 1 -11 2-0-0 3 -11 -11 c 060254 JIA i OADING(psQ -- SPACING 2 -0-0 CL 3 5.0 Plates Increase 1.15 CDL 7.0 Lumber Increase 1.15 CLL 0.0 Rep Stress Incr YES COIL 7.0 Code IRC20001ANSI95 UMBER OP CHORD 2 X 4 SPF 165OF 1.6E OT CHORD 2 X 4 SPF 165OF 1.6E RACING OP CHORD heathed or 5 -11 -11 cc pudins. OT CHORD Igld calling directly applied or 10 -" cc bracing. EACTIDNS (lb/sb:e) = 192/Mechankal = 503/)-5-8 40 /Mechanical ax Horz = 146(load case 5) ax Uplift _ - 02(load case 5) _ - 246(load ease 5) - 41 (bad case 3) ax Grav 192(loed case 1) = 5030oad case 1) = 97(load case 2) )RCES (ib) - Maximum CompressionlMaxlmum Tension )P CHORD 8 = 0/62 B-C - 116/62 )T CHORD D . 0/0 TRUSS .ln4 MIWD= CSI TC 0.40 BC 0.23 WB 0.00 (Matrix) NOTES 1) Wind: ASCE 7-98; 90mph; h =2511; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS gable and zone; cantilever left and right exposed: porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconaxrenl with any other Rve loads. 3) Refer to girder(s) for truss to truss corxheclions. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at Joint C. 246 lb uplift at joint B and 41 lb uplift al joint D. LOAD CASE(S) Standard 4 1 1 5 -11-11 DEFL in (loc) Well Ud Vert(LL) 0.06 B-0 >999 240 Varl(TL) -0.09 B-0 >733 180 Horz(TL) -0.00 C rJa n/a a Apr PLATES GRIP MO20 197/144 Weight: 1716 O Ci O W 0 h+ W 0 W 's1 tV 0 ao en Iv N rn rn ca A y r-3 4 1 1 t'] t7 0 r rP. -2-0 0 i 11 -11 2 -0-0 5 -11 -11 c 1 1 60254 ROOF TRUSS 23 1 Job Reference (option all 6.000 s Apr 82004 trf iak Muluublee, Mc. Tbu Jun 0915:51:32 2004 page 1 -2 -0-0 8 -" 2 0 0 8 -0-0 1.5x4 MnO 11 aw" - lab 4 C ax4 mug= iSX4 MII2D II LADING (paf) :LL 35.0 SPACING Plates Increase 2-" 1.15 CSI TC 0.77 DEFL In (loc) Udell Ud PLATES GRIP 101- 7.0 ;LL OA Lumber Increase 1.15 BC 0.41 Vert(LL) Verf(ll) -020 B-0 >453 -0.30 B-0 >302 240 160 M1120 1871144 ;DL 7.0 Rep Stress Mcr YES Code IRC2000 /ANSI95 WB 0.00 (Simpli0ed) Horz(TL) 0.00 Na We Weight: 28 lb IMSER IP CHORD 2 X 4 DF 240OF 2.0E 3) Refer to girders) for truss to buss connections. 4) Provide mechanical connection (by others) of truss to bearing IT CHORD 2 X 4 SPF 166OF 1.6E plate capable of wOhstanding 214 lb uplift at joint D and 262 lb =BS 2 X 4 SPF Stud/Std uplift at joint 9- ACING , P CHORD LOAD CASE(S) Bathed or 8-0-0 cc purins, except and verticals. Standard IT CHORD lid culling directly applied or 10-" cc bracing. ACTIONS (lb/size) 374/Mechanical 566/0.6-8 x Horz _ 183(bad case 5) x Uplift _ - 214(bed case 5) - 262(loed case 5) 2CES (lb) - Maximum Compression/Maximum Tension CHORD = 0126 B-C -8010 = - 320/160 f CHORD = 0/0 rES. And: ASCE 7-88; 90mph: h--25k- TCDL=42psF BCDL- 4.2psf,, 190ry 11; EXp C: enclosed; MWFRS gable end zone: cantilever and right exposed ; porch left and right exposed; Lumber 1.33 plate gdp DOL =1.33. his Inns has been designed for a 10.0 pat bottom chord live t nonconcurrenl with any other Ave bads. m 1 6025.4 6.00 12 6 Z 3.6 U1120 If -2 -0-0 4-0-0 840-0 13-0-5 18 -10 -14 24-3 -7 29-8-0 35-0 -9 40-5 -2 45-9 -11 51-4-0 55-4-0 59-4-0 81 4-0 2-0-0 4-0-0 4-" 0 5 8 -5 5-4-9 5-4-9 5 4 -9 5-49 5-4-9 5-4 -9 5-8-5 4-0411 4-0-0 2-0-0 ants - 11T7.2 O O W 0 ,rte A1K W M108= 0,4 M112011 E ROOF TRUSS 7.11 MUM= F 6M M112D 11 0 7X0 M1120= N 1 1 4 304 M112011 7.0 M1120= 314 M112011 exe M920= Y AA AB X AL AD AS W AF AG V AH At U AJ AK T AL AM 8 AN AO APR AQ AR Q 64 M1120= JUS28 8x10 MI120= JUS25 ate M112011 JUS26 10X10 MII20= JUS26 W MIUD II JUS2610X10 W ILL =JU626 sae M112011 JU526 6¢10 MO20= JU928 ' 6+r6 111120= HJC28 JU526 JUSM Ju826 JUS26 JUS20 JUS26 JU628 JU526 JUs26 JUS28 JUS28 JUS20 Alan kuc29 Jun P Us W120= Id W 12D 11 1 4-0-0 i 8-0-0 1 13-6 -5 16 -10 -14 24.3 -7 29 -" 35-0-9 40 -5-2 45 -9-11 51-4 -0 55-" 59-4-0 4-0-0 4 -0-0 5-6.5 5-0 -9 5-4-9 5-4 -9 5-0 -9 54-9 5-4-9 5-6-5 40-0 4-0-0 )ADING(psf) B-C SPACING 2-0-0 ;LL 35.0 = - 25729113595 E-F Plates Increase 1.15 ;DL 7.0 H -1 Lumber Increase 1.15 ;LL 0.0 = - 25729113595 K-L Rep Stress Incr NO ;DL 7.0 N-O Code IRC20001ANS195 IMBER B-Z IP CHORD 2 X 6 DF 1800F 1.6E Y-AA IT CHORD 2 X 8 DF SS X-AB =BS 2 X 4 SPF Stud/Std 'Except' AC -AD W2 2 X 4 SPF 165OF 1 W -AE W2 2 X 4 SPF 165OF 1.6E AF-AG W2 2 X 4 SPF 165OF 1.8E V-AH W2 2 X 4 SPF 165OF 1.6E U -AI W2 2 X 4 SPF 1650F 1.6E AJ -AK W2 2 X 4 SPF 165OF 1.6E T -AL W2 2 X 4 SPF 165OF 1.6E S-AM W2 2 X 4 SPF 1650F 1.6E AN-AO ACING P CHORD lathed or 0-0-0 oc purlins. T CHORD Id ceiling directly applied or 10-0-0 oc bracing. ACTIONS (lb /size) 7908/0 -5-0 7907/0 -5-8 c Horz K Uplift 980load rase 5) _ - 4089(load case 3) -4069(load case 4) RCES (lb) - Maximum CompressiondMaximum Tension P CHORD I = 0/71 CSI TC 0.48 SC 0.81 WB 0.43 (Matrix) TOP CHORD B-C = - 17446/9056' C-D 0 -E = - 25729113595 E-F F-G = - 35585/18835 G-H H -1 = - 355851186351 1 J-K = - 25729113595 K-L L-M = - 18919/9910 M-N N-O = 0/71 BOTCHORD B-Z = - 8220115897 Y -Z Y-AA = - 9129/17542 AA -AB X-AB = - 9129117542 X-AC AC -AD - - 16910132178 AD-AE W -AE = - 16910/32178 W-AF AF-AG = -1691 D/32178 V-AG V-AH = - 19606/37243 AH-AI U -AI = - 19606137243 U -AJ AJ -AK = - 19606137243 T -AK T -AL = -16909/32178 AL-AM S-AM = - 18909132178 S-AN AN-AO = - 16909132178 AO -AP R-AP = - 16909132178 R-AQ AQ-AR = - 9127117542 Q -AR P-Q = - 8234115896 N-P WEBS C -Z = - 10031499 C -Y D -Y = - 92211632 D -X E -X = - 256166 F -X F-W = - 747/1295 F -V G -V = - 319/107 - 18919/9909 = - 25729/13595 = -05585!18835 = 35585/18835 = - 25729/13595 _ - 17446/9055 _ -8220/15897 = -9129/17542 = - 16910132178 = - 16910/32178 = - 16910/32178 = - 16910132178 = -19606/37243 = - 19606/37243 = - 19606/37243 = - 16909132178 = - 16909/32178 = - 16909/32178 - 9127/17542 _ - 9127117542 = -0234/15896 = - 935/1908 = 307719641 - 762814025 - 2131/4070 DEFL In (loc) Well L/d Vert(LL) -124 U X572 240 Vert(TL) -1.69 U ?417 180 Horz(TL) 0.22 N We n/a WEBS H -V - - 200611037 HAJ - 842/1465 H -T - - 2006/1037 I-T = - 319/107 J -T - 2132/4070 J -S = - 747/1295 J-R = - 7628/4D25 K-R = - 256/66 L-R = - 507819641 L-Q = - 923/1632 M-0 - - 934/1908 Mir _ - 10031498 NOTES 1) 4 -ply truss to be connected together with 0.131`x3' Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc- BoUom chords connected as follows: 2 X 8 - 2 rows a10 -7-0 oc. Webs connected as fokwa: 2 X 4 - 1 row at 0-" cc. Attach chords with 1/2 inch diameter baits (ASTM a -307) with washers al 2 -0-0 on center. 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) Unbalanced roof We bads have been considered for this design. 4) Wind: ASCE 7-98; 90mph; h =2511; TCDL=42psf; BCDL- 42psf: Category II; Exp C; enclosed; MWFRS gable and zone; cantilever left and right exposed ; porch left and tight exposed; Lumber DOL -1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This buss has been designed for a 10.0 psf bottom chord Ilve toad nonconcurrent with any other live loads- PLATES GRIP M1120 1971144 Weight 1596 lb d O 1q 7) Provide mechanical connection (by others) of truss to bearing plate capable of wftlanding 4069 lb uplift at joint B and 4069 b uplift at joint N. 8) Use LISP HJC26 (With 16d nails Into Girder S, 10d nails into Toss) or equivalent spaced at 43-34 cc max, starting at 8-0-6 from the left end to 513-10 to conned uuss(es) Jt (1 ply 2 X 4 SPF), K1 HJ (1 ply 2 X 6 DF), J1 (1 ply 2 X 4 SPF), K1HJ (1 ply 2 X 6 DF) to front face of bollam chord. 9) Use USP JUS26 (With 10d nails Into Girder S, 110d nails Into Truss) or equivalent spaced at 2 -" cc max. starting at 10-0-12 from the left end to 493.4 to conned truss(es) J1 (1 ply 2 X 4 SPF) to front face of bottom chord. 10) Fill all nail holes where hanger Is In contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.15, Plate Increase -0.15 Uniform Loads (pit) Vert' A-0- -84, D -L>-84, L -0=-64. B -14=14 Concentrated Loads (Ib) Vert Y >1 052(F) V 360(F) U= 360(F) T = -%O(F) Q- 1052(F) AA= 350(F) A8= •360(17 AC-,W(F) AD= 380(F) AE= -%O(F) AF=-360(F) AC-aW(F) AH=- 360(F) AI =-360(F) AJ =3W(F) AK=-360(1`) AL=-36D(F) AM-350(F) AN=- 360(F) AO=- 360(F) AP=- 360(F) AQ= 360(F) AR=- 360(F) 1� O lV tV O 00 rT (V lV M ,A ca W to lac n A to I-7 C 1 J, 1 (S1 pp b7 O H IV 1060254 BMC WES1 FL-0A 2 -" A 4.12 0120 i00 F, 2 e02 MM1aH= 8.10M1120= C p N 7xa M1120= M 914 M1120H= 9-9-2 910 M1120= E L 914 MO20H= 1 9 -9 -2 H 6[10 MII20= F K 914 MIr20H= 6AOpa 49-0 9 -10-14 •A2 MII1 W= O J 7xe Maw= 10 -" 10-0-0 19 -10 -14 29-8-0 1° Oi 16:51:29 2004 Paga 1 O 9 - 2 W late O Offsets MY): E:O A 5-0 0 6-0 frO D- 6 0 OS 0 0 6-0 J 04-0 04-6 KO -7-0 0 -5-4 - 0-7-0 0 -54 M:0-7-0 11:1)11-0 04-8 9 - 10 - 14 10 OADING(paQ �Ll. 35.0 SPACING 2.0-0 Plates Increase 1.15 2-0-0 CSI TC 0.93 6-We - 1:77.2 DEFL In (bc) I/defl Ud PLATES GRIP COL 7.0 LL 0.0 Lumber Increase 1 -15 rr O N ML 7A Rap Streae Incr YES Code IRC20001ANS195 N O 00 1MBER Cn N N N I MO rid O .P CA CO •A2 MUD= Weight 389 Ib 10-0-0 19 -10 -14 29-8-0 39 -5 -2 49-" 10 -0-0 9,10 - 14 9 - 2 9 - 2 59- 4-0 late O Offsets MY): E:O A 5-0 0 6-0 frO D- 6 0 OS 0 0 6-0 J 04-0 04-6 KO -7-0 0 -5-4 - 0-7-0 0 -54 M:0-7-0 11:1)11-0 04-8 9 - 10 - 14 10 OADING(paQ �Ll. 35.0 SPACING 2.0-0 Plates Increase 1.15 CSI TC 0.93 DEFL In (bc) I/defl Ud PLATES GRIP COL 7.0 LL 0.0 Lumber Increase 1 -15 BC 0.61 Vert LL ( ) -1.19 L >593 240 Va -1.67 L >424 180 M1120 187/144 ML 7A Rap Streae Incr YES Code IRC20001ANS195 WB 0 (Simplified) Horz(TL) 0.37 H Na Na M1120H 148/108 M1118H 1411138 1MBER Weight 389 Ib )P CHORD 2 X 8 OF SS 'Except, TOP CHORD Tt 2 X 6 LSL Truss Grade T1 2 X 6 LSL Truss Grade B-0 = -0117/2813 C-D _ - 910514331 D LOAD CASES) )T CHORD 2 X 6 LSL Truss Grade 'Except• -E = - 9105/4331 E-F = - 9105/4331 F-G = - 910514331 G Standard 81 2 X 8 OF 1600F 1.8E, B1 2 X6 OF 1800F 1.6E -H - 611712813 H4 = 0133 EBS 2 X 4 SPF Stud/Sid 'Except' BOT CHORD W2 2 X 4 SPF 1650F 1.8E W2 2 X 4 SPF 1650F 1.8E B N - - 2516/6825 M-N = - 2521/5629 W2 2 X 4 SPF 7850E 1.6E L-M - 4738/10229 K-1- = - 4738/10229 J-K W2 2 X 4 SPF 165OF 1.6E - - 2500/5629 H-J = - 2495/5625 WEBS LACING C-N = - 1401335 C-M = -1632/3914 D AA IP CHORD Bathed or 248-14 oo pudina, = - 851/339 E-M = - 1367/598 E-L = - 1391332 Ea( = - 1367/598 IT CHORD F-K = -851 /339 G-K = - 1832/3914 GJ Ild calling directly applied or 4-3-13 oc bracing. = - 140/335 "BS tow at midpi C-M, E-K E - G-K NOTES 1) Unbalanced roof live bads have been considered for this ACTIONS (Ib /size) design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL=4,2paf; BCDL=4.2psf; 3080/0-5-o 080/0-0 B °30 Category 11; Exp C; enclosed; MWFRS gable and zone; cantilever _ • Horz left and right exposed, porch left and right exposed; Lumber DOL =1,33 plate grip DOL- 1,33. • Uplift 109(tw case 5) 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard Ave - 1371(load case 3) bad nonconcurrent with any other Ave loads. - -1371 (load case 4) 5) All plates are MT20 plates unless otherwise indicated. RCES (b) - Maximum Compresalon/Maldmum Tension 6) Provide mechanical connection (by others) of truss to bearing P CHORD piece capable of withstanding 1371 lb uplift at Joint B and 1371 Ib I = 0133 uplift at Joint H. "U °a Truss Type AIJ ROOF TRUSS .LS. ID 83402 10-0-0 9 -10 -14 to CAI n H Cn 1 1 .L tTJ n b7 O 1 025-4 it ROOFTRUSS 1 1 1 6 12-0-0 20 -10-14 29 -0-0 365 -2 47-4-0 . -- - - o 53 4-0 59-4-0 61-4-0 2 -0-0 B-0-0 6-0-0 8 -10-14 8 -9 -2 8 -9 <2 8 -10-14 .6-0.0 6-0-0 2.0-0 am. - 1:77.2 0 0 w \ 0 I 6.00 12 R' 2x4 M1120 It D 8x12 M1120= O 7xa MI120= he mina= E P 10x10 MI120H= 7x8 MM20= F 0 10x70 MO20H= Us MI120= O N 10x10 M1120H= 8x12 MI12a= H M 7x8 MII20= L **4lat20 11 40211120= 6-0-0 1 12 -" 20 -10-14 29-8-0 38 -5-2 47-4-0 534-0 59-4-0 6 -" 6-0-0 8 -10 -14 B-9 -2 B -9 -2 (X.Y): rC:04 0,04-9I. rD_0- 74.0 -3 81. fE a4 0 -0 4 tn- Ic•n a tt ne�It rr_.n�n n _n, -, .. _ . -• -- • - - - - - -- -- 8-10 -14 6-0-0 6-0-0 K ]� 1DING (psf) L 35.0 SPACING 2 -" 1 -15 CSI TC 1.00 DEFL In (loc) Udefl Ud PLATES GRIP IL 7.0 Lumbr Lumber BC 0.64 Vert(LL) -1.01 O >698 240 Vert(TL) -1.42 O -498 M1120 1871144 L 0.0 K. 7.0 Rep Suess ktcr Incr Code IRC2D00 /ANSI95 ES YES WB 0.56 180 Horz(ri) 0.35 J Na We MI120H 1481108 (Simplified) ISER Weight_ 356 lb 'CHORD 2 X 6 DF 180OF 1.6E TOP CHORD 8) Provide mechanical connection (by others) of truss to bearing 'CHORD 2 X 6 DF 180OF 1.6E F-G = -76534M13 G-H = - 7653/3612 plate capable of withalanding 1347 6 uplift al Joint B and 1347 lb 15 2 X 4 SPF SludlSld - Except - H-1 = - 582612684 1 -J = - 646012868 uplift at Joint J. W2 2 X 4 SPF 165OF 1.6E J -K = 0/33 W2 2 X 4 SPF 165OF 1.6E W2 2 X 4 SPF 165OF 1.8E BOT CHORD B-R LOAD CASE(S) W2 2 X 4 SPF 165OF 1.6E = - 2581/5914 Q-R = - 2579/5912 P-O = - 2362/5384 O-P _ - 3810/8396 Standard N-0 = - 3810/8396 M-N - - 2338/5384 .CING CHORD L -M = - 2546/5912 J-L = - 2548/5914 Ilhed. CHORD WEBS G-R = - 85/203 C-Q = -5881361 I ceiling directly applied or 4 cc bradng. D-Q - - 246/365 D-P = - 1270/2776 E-P = - 734/290 F -P = - 1023/423 S - w at midpl D-P, F-P, F-N, H-N F-0 = - 125/298 F -N . - 1023/423 G-N = - 734/290 H-N CT10NS (lb/size) - - 127012776 4H-M _ -2461365 I-M = - 5881361 = 3080/0.5 -8 = 85/203 = 3080/O," NOTES Harz 1) Unbalanced roof live bads have been considered for this 125(bed case 5) design. Uplift 2) Wind: ASCE 7-98; 80mph: h - TCDL= 42psf; BCDL=42psf; - 1347(load case 3) Category 11; Ecp C; enclosed; MWFRS gable end zone; cantilever -1347(load case 4) left and right exposed ; porch [ell and right exposed; Lumber DES (lb) - Maximum Compresslon/Maximurn Tension DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding: CHORD = 0133 B-C 4) This trues has been designed for a 10 -0 pet bottom chard live = 44602868 bad nonconcurrent with any other live loads, = - 582612684 D E = - 7653/3612 5) AN plates are MT20 plates unless _ - 7653/3813 otherwise indicated. r vh 0 r N O 00 CA N N O) IP CA cc 0:1 n to H e:n In J. 1 1 tI1 fry O r 0 v� Truss Truss Type M 1060254 A1H ROOF TRUSS BMC WEST (IDAHO FALLS), IDAHO FALLS ID 83402 -2 4-0 7-0-0 14-0-0 24- 34-10-11 45-" 24)-0 7 -" 7-0-0 10 -5-5 10 -5-5 1D-5 -5 8 A 4X12 MO20= %d2 MIIaH= 5.00 12 D 7Xa M120-- a 1 Wa 0 P 30 Mn2011 6X10 MI20H= 0 WO M1120H= N 6.14 Mr20H= M GOO MI20H= 7-0-0 7-041 7 -10-0 7 -10-0 ale Offse(s K)0: IH:1 -0-3.0-0 21. [C:041-0,04-81[E ) (H•041-0 04-81 fl 1-0-3 0-0-21 IM 0.4 4 0 -3-41 fN 0 )ADING(pso SPACING 2-" \ 59-4-0 H1.4-0 o CSI In (loc) %t1 35 . Plates increase 1.15 Vert(LL) TC 0.59 >928 :DL 7.0 Lumber Increase 1.15 -1.08 N-0 BC 013 180 ;lt 0.0 MI. 7.0 Rep Sims Incr YES n/a WB 0.99 Code IRC2000/AN5195 (Simplified) IMBER IP CHORD 2 X 8 OF 1800F 1.8E 'Except' '00T CHORD T3 2 X 8 OF SS. T3 2 X 8 DF SS, T3 2 X 8 OF SS IT CHORD 2 X 4 DF 0E 240 2.0E P-0 _ - 242815686 O-P = - 2202/5135 :83 2 X 4 SPF Stud/S(d - Except N-0 = - 3065/6953 M-N = -0057/6953 Lain = - 2178/5135 K-L = - 2395/5686 W3 2 X 4 SPF 165OF 1.6E H( = - 2397)5688 W3 2 X 4 SPF.165OF 1.6E WEBS ACING Cat - -99/237 GP = -620!394 P CHORD 1- P = -2621371 D-0 = - 872/1836 Whed or 3 -1 -13 cc purllns. E-0 = - 11591454 E -N = - 120/224 F-N T CHORD = - 120224 F -M = - 1159/454 G-M Id ceiling directly applied or 4 -54 cc bracing. = - 872/1836 G-L = - 2621371 Ha. _ - 620/394 Ha( = - 99/237 4CTIONS (b /size) NOTES 3080/0-6-8 1) Unbalanced roof live loads have been considered for this = 3080/0 -54 design. c Harz _ 2) Wind: ASCE 7 -98; 90mph; h=25ft; TCDL=4.2psf; BCDL- 42psf; r Uplift 137(load case 5) Category [I: Exp C; enclosed; MWFRS gable end zone; cantilever _ 1322(load left and right exposed ; patch left end right exposed; Lumber - case 3) DOL =1.33 plate grip DOL =133. _ - 1322(load rase 4) 3) Provide adequate drainage to prevent water ponding. ICES (Ib) - Maximum Compresslon/Maximum Tension 4) This truss has been designed for a 10.0 psf bottom chord live load nonconaxreni with any other Ilve loads. CHORD _. 0130 B-C 5) All plates are MT20 plates unless otherwise Indicated. = - 623412715 - -05472525 D-E 6) Provide mechanical connection (by others) of truss to bearing = -053313064 7001/3289 plate capable of withstanding 1322 lb uplift at joint 8 and 1322 lb - F-G = -6533/3064 uplift at joint t. - 5547/2525 H-1 = - 623412715 = 0/30 'CHORD LOAD CASE(S) _ - 24301588B Standard WO M1120= E 6X10 MI20= F a 7 -" e02 MI1aH= o. L Edo "am= K 2X4 M112011 7 -0-0 PLATES GRIP M1120 1971144 M1120H 148/108 MII18H 1411138 Weight: 331 lb 7-10 -0 7 -10-0 -0 0 -341, ro.044A -341 w \ 59-4-0 H1.4-0 o DEFL In (loc) I/de8 L/d Vert(LL) -0.76 N >928 240 Vert(TL) -1.08 N-0 >650 180 Horz(TL) 0.40 1 n/a We 6X10 MI20= F a 7 -" e02 MI1aH= o. L Edo "am= K 2X4 M112011 7 -0-0 PLATES GRIP M1120 1971144 M1120H 148/108 MII18H 1411138 Weight: 331 lb 0 H CD � I d N d 1� Qi �P 1x12 MRO= 7 -0-0 C37 n fn H C J. y 1 C>y n t7 O m O Q1 WJun 0315:51:27 2004 Page 1 O w \ 59-4-0 H1.4-0 o 7 2 -" a".. 1:772 C r rn 0 H CD � I d N d 1� Qi �P 1x12 MRO= 7 -0-0 C37 n fn H C J. y 1 C>y n t7 O m Trues T— Type 25 1 -15 34-2 -1 2 X 4 SPF'Stud/Std BOT CHORD 43-4-0 Qiy Ply 8-0-0 30254 A1G ROOF TRUSS 'CHORD rathed or 2 -9 -1 cc purlins. WEBS C -P = - 113/271 C-0 = - 812/487 D-0 !CHORD Si 4 0 59-4-0 Ina Offsets 1 1 :1 -0-0 4C WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 MA -5-0 0-3-4 9-1 -15 [N.10-4-8.0-3-01 8-0-0 8-" Joh Rde ae 2 -0-0 B-0-0 8-0-0 Co 2004 MITek Induatrlae, Inc, Thu Jun 0316:51:28 2004 Papa 1 � ?5 1 -15 34-2 -1 0 43-" 0 514-0 59 4-0 61-4-0 9 -1 -15 g -0-0 8-0 0 9-1 -15 8 -0-0 2-0-0 � 4.W - 1:77.1 J A P 6010 M1120H= O 6X10 M1120H= 7Xa M1120= E N 6010 M1120H= 7x6 M1120= F M 6X10 M1I20H= Tae M1120= 0 L 6X10 M112DH= K eX10NO20H= P CHORD 2 X 6 OF 180OF 1.6E 16-" 0 25 1 -15 34-2 -1 2 X 4 SPF'Stud/Std BOT CHORD 43-4-0 B-P = - 2353/5630 O-P • - 2351/5628 W1 2 X 4 SPF 1650F 1.6E 8-0-0 9-1 -15 9 -0-3 'CHORD rathed or 2 -9 -1 cc purlins. WEBS C -P = - 113/271 C-0 = - 812/487 D-0 !CHORD Si 4 0 59-4-0 Ina Offsets :1 0 C 04-0 0 4 8 ID E:O-4-0 0 4 9 F:O -4-0 0�-8 ,0- -0 0 4-6 :1 -0-0 &0-?] L'0 -5 0 0 -3-4 MA -5-0 0-3-4 9-1 -15 [N.10-4-8.0-3-01 8-0-0 8-" ADING(psf) design. SPACING 2 -0-0 C51 Uplift p Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever 1297(bad case 3) left and right exposed ; porch left and right exposed; Lumber - 1297(load case 4) DOL =1.33 plate grip DOL =123. 3) Provide adequate drainage to proven( water ponding. LL 35.0 DL 74 4) This truse has been designed for a 10.0 PSI bottom chord live bad nonconcurrent with any other five loads. Plates Increase 1.15 TC 065 -530212381 D-E - - 6091/2820 -00912820 F-G DEFL Verl(LL) h (bc) -0.73 M Ude6 >96 Well Ud 240 PLATES GRIP LL OA Lumber Increase 1.15 Rep Stress Ina YES BC 0.70 WB 0 Vert(TL) -1.12 M-N >632 180 M1120 197/144 Mi120H 1481106 DL 7.0 Code IRC2D00/ANS195 (Simplified) Horz(TL) D.38 I nle Me MBER - Weight 315 lb P CHORD 2 X 6 OF 180OF 1.6E TOP CHORD T CHORD 2 X 4 OF 240OF 2.0E as 'apt. H-1 = 6160/2632 IJ = 0/30 2 X 4 SPF'Stud/Std BOT CHORD W1 2 X 4 SPF 16WF 1.6E W1 2 X4 SPF 165OF 1.6E B-P = - 2353/5630 O-P • - 2351/5628 W1 2 X 4 SPF 1650F 1.6E N-0 = - 2048/4901 M-N - - 2608/6091 L-M = - 2808/8091 K -L = - 2316/5628 kCING I-K = -231816630 'CHORD rathed or 2 -9 -1 cc purlins. WEBS C -P = - 113/271 C-0 = - 812/487 D-0 !CHORD - 315/447 D-N = - 728/1731 E-N - - 758299 F-N = - 245/245 d calling directly applied or 4 -7-0 oc bracing. BS F-M = - 129/308 F-L = - 1724/725 7w at midpi C-0, D-N, F-N, F-L, H-L G-L = - 680/1323 H-L = -0091484 H-K = - 113269 1CTIONS (lb/slze) NOTES 308(10-58 3080A)-" 1) Unbalanced roof live loads have been considered for this Horz design. - 163(load ease 6) 2) Wind: ASCE 7-98; 90mph• h -25ft; TCDL= 42psf; BCDL=4.2psf. Uplift p Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever 1297(bad case 3) left and right exposed ; porch left and right exposed; Lumber - 1297(load case 4) DOL =1.33 plate grip DOL =123. 3) Provide adequate drainage to proven( water ponding. tCE 1)) - Maximum Compressiorl/Maxlmum Tension 4) This truse has been designed for a 10.0 PSI bottom chord live bad nonconcurrent with any other five loads. = 0130 B-C - - 6160/2632 Provide m n All Plates a re MT Plates 6) a mechanical connection b yl othe ra indicated f wss bearing -530212381 D-E - - 6091/2820 -00912820 F-G plate capable of withstanding 1297 lb uplift at joint B and 1297 lb = - 49102256 - 5306/2383 uplift at Joint 1. 64 M1120= 6.00 12 0 LOAD CASE(S) Standard w g n H C J. 1 J. Lb l'7 C � IN O O Qo F�+ CJI O O N O N 00 W N N Q1 1P ,r rn I 30254 1 I 1 4,12 MO20-- P 0 N M L K 4,1t M1120= 6X70 M1120H= WO M1120H= 6x10 M1120H= 6910 M1120H= exta MI120H= 69 10MII20H= 6 I -2 -0 -0_ 9-0-0 18-0-0 , 25-9 -15 I 33 -6-1 ,. 41 -4-0 504-0 59-" ,61A 2 -" 940-0 9 -M 7 -9 -15 7 -0 -3 7 -9 -15 9 -0-0 9-0-0' 2 -0-0 ' su1. • cn.2 so M1120= 5 -OD 12 D 766 MI12a= 7x6 MO20= 7,m MI120= E F O 7x6 M1120i 766 IMRaa O lot wl wl lot wl H e 1 CA 9 -" 18-0-0 25 -9 -15 33-6 -1 , 41.4-0 504-0 594-0 9-0-0 9-0-0 7A -15 7-8-3 7 -9 -15 9 -" 9-0-0 late Offsets MY): [13:1 -0-3.0-0-2L IC 04-01 ID:0- 54.0 -3-81, IE:04 -0.04-01. IF:04-0 04-81. fH:04 -0.0481. [I:1 -0 -3,0 -0-21 3ADING(psl) SPACING 2 -" CSI DEFL In (loc) Well Lid PLATES GRIP XL 35.0 Plates Increase 1.15 TG 0.61 Vert(LL) -0.67 M >999 240 MH20 1971144 ,DL 7.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -6.98 M-N >719 180 M1120H 146/108 -LL 0.0 Rep Stress Ina YES WB 0.81 Horz(TL) 0.37 1 Na n/a ML 7.0 Code IRC2000 /ANSI95 (Simplified) Weight: 320 to JMBER OP CHORD 2 X 6 DF 1800F 1.8E OT CHORD 2 X 4 DF 240OF 2.015. 'Except' B3 2 X 4 SPF 1650E 1.6E IEBS 2 X4 SPF Slud/SId RACING OP CHORD heathed or 3-2 -7 oc purins. OT CHORD igid ceiling directly applied or 4-10 -2 oc bracing. IEBS Row at midpi C -0, Dad, F-N, H4- Rows at 113 pts F-L EACTIONS (Ib /size) = 3080/0 -5-0 3080/0-5-8 lax Harz 168(load case 5) lax Uplift = - 1273(load case 3) _ - 1273(load case 4) ORCES (lb) - Maximum Compression(Max(mum Tension OP CHORD -B = 0/30 B-C = - 607612642 -D - - 5074/2242 D-E _ - 6463/2497 -F - - 546312497 F-0 - 4696/2133 tai = - W8012245 Ha = - 607612542 J = 0/30 TOP CHORD A-B = 0/30 B -C = - 6076/2542 C-D = - 5074/2242 D-E = - 546312497 E -F - -046312497 F-G = 4696/2133 G-H - -508012245 H -1 = - 607612542 1-J - 0/30 BOT CHORD B-P = - 226915559 0a' = - 226715557 N-0 = - 190414691 M-N = - 2262/5463 L -M = - 226216463 K-. _ - 2230/5557 t-K = - 223215559 WEBS C-P = - 128/305 C-0 = - 9651565 D-O - 343/498 D-N = - 53311348 E -N = -046/255 F-N = - 266/266 F-M = - 110/263 F -L = - 1345/532 G-L = - 639/1248 H-L = - 960/562 H-K = - 127/303 NOTES 1) Unbalanced roof live loads have been considered for Bea design. 2) Wind: ASCE 7-96; 90mph; h=25ft; TCDL�42psF, BCDL=42ps1; Category 11; Exp C; enclosed; MWFRS gable and tone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This tone has been designed for a 10.0 pat bottom chord Ilve load nonconcurenl with any other live loads. 5) All plates are MT20 plates unless otherwise Indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1273 lb uplift at joint B and 1273 lb uplift at joint 1. LOAD CASE(S) Standard 1 10254 ME ROOF TRUSS 1 1 1 a 10-0-0 20 -" 29-6-0 39-4 -0. 494-0 69-" 56144 � i 2 -0-0 1 D-0-0 10 -" 9-6-0 941 10 - 10 2 sods -1:772 O t7i O w CD 0 PP. axe Mu20= N 0x10 MO20N= M 6x10 fAMH= L me MII20= K 6x10 MII20N= J 6x10 Ma20H = 412 MM= 10-0-0 20-M i 2948 0 i 394-0 49-4 -0 59-4-0 10-0411 10 -M 9-0-0 9-6-0 10 -0-0 10 -0-0 a I )$ WING (psf) L 35.0 SPACING 2-" 0 Plates Increase 1.15 CSI TC 0.99 DEFL In (lac) I/de0 Lid PLATES GRIP !L 7.0 Lumber Increase 1.15 BC 0.99 Verl(LL) -0.82 L X999 240 Verl(TL) -0.99 L-M X715 180 M1120 197/144 M1120H L 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.37 H n/a We 1481108 8- 7.0 Code IRC20001ANS195 (SimpGRed) Weight: 309 lb ISER CHORD 2 X 6 DF 18ODF 1.6E BOT CHORD ' CHORD 2 X 4 OF 240OF 2AE 'Except' M-N = .217715477 L-M = - 1766/4477 113 2 X 4 SPF 165OF 1.6E, 83 2 X 4 SPF 165OF 1.6E K-L = - 1735/4477 J-K = - 2138/5477 IS 2 X 4 SPF Stud/Std H -J = - 214015479 WEBS LCING C -N - - 142/339 C-M - - 1113/642 'CHORD D-M = -3931675 D-L = - 36811064 3(hed. E -L = X04/317 F-L = - 35WID64 'CHORD F-K = - 393/576 G-K = - 1113/542 1 ceiling directly applied or 3-104 oc bracing. IS G-J = - 1421339 w at mldpt D4, E4, F-L NOTES ws at 1/3 pis C-M, G-K 1) Unbalanced roof five loads have been considered for this design. CTIONS (lb/size) 2) Wind: ASCE 7-98; 90mph; h -25ft; TCDL=4.2psf; BCDL•4.2psf, Category 11; Exp, C; enclosed; MWFRS gable and zone: cantilever 33080 left and right exposed ; porch left and right exposed; Lumber Harz DOL =1.33 plate grip DOL =1.33. = 183(ioad case 5) 3) Provide adequate drainage to prevent water pondln 9 Uplift 4 a ) This truss has been designed for 10.0 psi bottom chord live -1270 _ bad case 6 (load ) Toad nonconwrrenl with any other INe loads. _ - 1270(load case 6) 5) AN plates are MT20 plates unless otherwise Indicated. 6) Provide mechanical connection (by others) of Iniss to bearing CES (lb) - Mexlmum Compression/Maximum Tension plate capable of withstanding 1270 lb uplift at joint B and 1270 b CHORD uplift at joint H. = 0130 B•C - - 5983/2445 _ ✓064112100 O-E _ .5011/2254 = 5011/2254 F-G = 4641/2100 LOAD CASE(S) _ -598312445 H-I = 0130 Standard CHORD _ - 2178/5479 IA cn CO IV O Go Cil N N CA to Co n A en H t,n J • 1 J• m 09 n G'1 fP O O rn 7xa MIN= 64 M1120= a.o0 72 a E F M 0254 WD ROOF TRUSS 1 1 1 s 2941-0 37-0-0 484-0 59 4-0 B1 4-0 2 -0-0 11 -0-0 11 0 0 7 -0-0 7 8-0 11-0-0 11 -0-0 2.0-0 6c6M -1:71.2 7.6 M1120= P J.4 M1120 // 5.00 12 0 6.10 66120H= 0 N Us M1120= ha M1120= E M 6.6 M1120= 7A M1120= F 1 3W M1120= K 6.10 0120m= J 0M MO20 Q 6.10 MO20= 74-0 14-8-0 224)-0 29-8-0 374-0 44-" 524)-0 7-4-0 7-4-0 7-4-0 7-8-0 59 4-0 I MY): (B:0-0- 11.0.0.21 (C:0 -0.0-1$). fE:04-0.0 -4�1- rG•0 -d�1 n.d.ai ru -71-71 -„ ns o, 711.71 . e � ., .......,, . ,... _ .. . - - - - - -- $ 7-4-0 7 4-0 7-4-0 d I )� DING(psf) 35.0 SPACING Plates Increase 24)-0 1.15 CSI TC 0.91 DEFL in (bc) I /deft Ud PLATES GRIP L 7.0 0.0 Lumber Increase Rep Stress k1cr 1.15 YES BC 1.00 Vert(LL) -0.64 M >M 240 Vart(TL) -0.93 M-N >756 180 M 1 120 187/144 M11120H L 7.0 Code IRC20001ANSI95 WB 0.98 (Simplified) Horz(TL) 0A1 N n/a n/a 148/108 BER Weight- 3331b CHORD 2 X 6 OF 1800F 1.6E -Except- BOT CHORD Tt 2 X 6 LSL Truss Grade T1 2 X 6 LSL Truss Grade O-P = - 2144/5383 N-0 _ - 1606/4256 CHORD 2 X 4 SPF 185OF 1.6E M-N = - 1745/4562 L -M = - 1745/4562 K-L S 2 X 4 SPF Stud/Std = - 1587/4256 J-K = - 2029/5383 H-i = - 211115463 CING WEBS CHORD C -P = - 1311313 C-0 - - 953/451 thed or 2-10-0 cc pudlns. D-0 _ - 6631980 D-N - 303(758 E -N = -039/252 E -M = - 107/256 CHORD ceiling directly applied or 4 -" cc bracing. E -L = -039/252 F -L = - 303/758 F-K = - 5831980 G-K - 8531451 S G.1 = - 131/313 v at mldpf D-O, E -N, E-L, F-K MONS (lb /size) NOTES 1) Unbalanced roof live bads have been considered for this = 3080/0 -5E design. _ 308010-5-8 iorz 2) Wind: ASCE 798; 90mph; h=25ft; TCDL= 4.2psF BCDL= 4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; canlUlever _ - 198(load case 6) 1pGft left and fight exposed ; porch left and right exposed; Lumber - 1291(bad case 5) DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. _ -1291 (load case 6) 4) This truss has been designed for a 10.0 psi bottom chord live ((lb - Maximum Compresslon/Wximum Tension load nonconcurrenl with any other live bads. � O 5) AN plates are MT20 plates unless otherwise indicated. = 0/30 B) Provide mechanical cenmeclbn (by others) of truss to beating B-0 _ - 5962/2418 _ -52622256 D-E _ - 4264/1883 plate capable of withstanding 1291 lb uplift at joint B and 1291 lb = 4264/1883 F-G = - 526212258 uplift at joint H. _ - 69622418 H4 = 0130 :HORD _ - 222515463 LOAD CASE(S) Standard 0 rn 1 0 w 0 1A F�+ .P G71 CO N O CPR N N 01 IA rn CO tv n lA fn 0-3 CA (A 1 .L 1 to pp D7 61 10 O O CA 1 , 50254 ROOF TRUSS 0 a -2 -" 8-" 16-0-0 24 -" 29-0-0 35-4-0 434-0 51-4-0 59 4-0 614-0 - 2-0-0 8-0-0 8-0-0 8 -" 5-8-0 5-" i 8-0-0 8-0-0 2-0-0 Sri. 1 94 M1120= R 9x10 012M= O 6x10 MI @OH= P Se M1120= O SA M120= N 0x9 MI120= M WO MUM= L 6.10 MUM= 4[12 MO20= 8-0-0 j 16-0-0 240-0 29-8-0 35-4-0 4311-0 51.4 0 5 9-4-0 8-0 0 8-0-0 "_0 5-8-0 541-0 8-0-0 8-0-0 8-0-0 fX.Y): fB_1�.o -0-21 Irna.n a m _n n.a1 -n.w "— — r w . e, _ . _ . - - - ° - - - - - - .g MING(psQ L 35.0 SPACING 24)-0 Plates Increase 1.15 CSI TIC 0.48 DEFL In (roc) Well Ud PLATES GRIP IL 7.0 L 0.0 Lumber hlcrease 1.15 BC 0.96 Vert(LL) -0.58 O -999 240 -0.87 M N >815 180 1/ert((TL ) M1120 1971144 IL 70 Rep Stress Ina YES Code IRC200o /ANS195 WB 0.58 ) 0.38 J Horz(TL Na Na M1120H 148/108 (Simplified) Weight 342 lb IBER CHORD 2 X 6 DF 18001' 1.6E TOP CHORD CHORD 2 X 4 DF 240OF 2.0E 'Excwr B3 2 X 4 SPF 165OF 1.11E, B3 2 X 4 SPF 165OF 1.6E H -1 = - 531312141 W = -0160/2485 J-K LOAD CASE(S) IS 2 X 4 SPF Stud/Std = 0/30 BOT CHORD Standard CING B-R = - 236'7/5630 G -R = -2365/5628 CHORD P-0 _ - 192914901 O-P = - 1456/4037 idled or 3-4-2 oc pudins. N-O - 1441/4037 M-1 = - 177914901 L CHORD -M = - 2153/5628 J-L = - 215515630 I calling directly applied or 410 -12 oc bracing. S WEBS C-R = - 112/268 GO = - 8171474 w at midpt D-0 = - 305/441 D-P - - 1155/653 E -P, E -0, F -0, GO, ", I-M E-P = -016/840 E-O = - 208/696 F-0 = -965/182 G-0 . _ - 208/696 Iva at 113 pis D-P, H-N G-N = - 518/840 H-N = - 11551653 - TIONS (lb/size) H -M - 30 &441 I-M = - 817/474 = 308010 -5$ _ - 112/268 = 3080/0.5$ NOTES -forz 1) Unbalanced roof live bads have been considered for this = 213(load case 5) design. J 2) Wind: ASCE 7 -98; 90mph; h =2511; TCDL= 4.2psf; BCDL- 4.2psf; _ - 1310(load case 5) Category II; Exp C; enclosed: MWFRS gable and zone; cantilever - 1310(oad case 6) left and right exposed ; porch left and right exposed; Uxnber 'ES (lb) - Maximum Compresslarl/Maxtmum Tension DOL =133 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. CHORD 4) This truss has been designed for a 10.0 psf bottom chord live = 0/30 B-C = - 616012485 bad nonconcurrent with any other live loads. = 5313/2141 D-E = - 436211839 5) All plates are MT20 Plates unless otherwise Indicated. = 4187/1816 F-G - .4167/1818 6) Provide mechanical conrlecilon (by others) of truss to bearing = 4362/1839 plate capable of withstanding 1310 lb uplift atjoint B and 1310 lb uplift al)olnl J. 0 0 0 0 H �P GO ! N O GO N N N 01 ,ta CA to to Fat: 0 A y y En J• 1 J. t31 n p � D4 f9 O CD A 6.0012 2x4 M12011 axe M1120= E F o i.'i"'l:Ll L{xT7 Page 1 -2 -0-0 8.8-0 174-0 2"-0 42 -0-0 2 -0-0 8 8 0 8 8-0 8 8-0 74-0 50-8-0 `' 61 4-0 8-8-0 6 -" 840 2 -0-0 gods - 1:77.2 God M1120= 7Ke M117p= 6.00 12 E F P WO Mx20N= O aK10 Mu20H= N axe WIN= M 6Ka M120= . L ax10 MY70N= K GK10 M1120N= 4c12 Ma20= 84)-0 1T-4-0 26- 0-0 334-0 1 42 -" 5046-0 59.4-0 8 8 0 "-0 "-0 7-4-0 8-8-0 8 -" L MYL- B:1 -0- 3.0 -0 -21. fC;040.0-4-81. n ni4{l n t-nl rF•n -r, n - %�i v_.n n n = , o, . �.., . - - . _ - - - -... - - - - - 8-8-0 DING 3 pso SPACING 2 -0-0 Plates Increase 1.15 L 7.0 Lumber Increase 1.15 L 0.0 Rep Stress Incr YES L 7.0 Code IRC2000/ANS195 'BER CHORD 2 X 6 DF 1800F 1.6E CHORD 2 X4 OF 240OF 2.0E 'Except - 85 2 X 4 SPF 165OF 1.6E, B4 2 X 4 SPF 165OF 1.6E 83 2 X 4 SPF MOF 1.6E S 2 X 4 SPF Stud/Sid CING CHORD ithed or 33-1 cc pudins. CHORD calling directly applied or 4-8 -11 cc bracing. S N of midpi C-0, E-N, F-M, H-L Ne at 113 pis D-N, E-M, G-M :TIONS (lb/size) 3080/0 -5-8 3080/0-5-8 iorz 1plil 228(load case 5) - 1328(load case 5) _ - 1328(load cage 6) E L S O lb) - Maximum Compresston/Maximum Tension = 0/3D B-C = - 8105!2501 - 516112119 D-E _ - 41191694 - 3813/1639 F-G _ - 41221895 _ - 5161/2119 CSI TC 0.56 BC 0.97 WB 0.70 (Simplified) TOP CHORD H-1 6105/2501 W = 0/30 BOT CHORD B-P = 239315583 O-P = -239115582 N-0 _ - 1905/4760 M-N = - 136813813 L-M = - 1672/4760 K-L = - 2163/5582 I-K = -216515583 WEBS C-P = - 1221291 C-0 _ - 921627 D-0 - 2351491 D•N = - 1265!712 E-N - -572(926 E -M = - 473/472 F -M = -511/919 G-M = - 12641712 G-L = - 335(490 H-L = - 921/527 H-K = - 122/291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =251 TCOL=4.2psF BCDL= 4.2psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load noncouc Trent with any other five loads. 5) All plates are MT20 plates unless othervdse indicated. 6) Provide machantcal connection (by others) of truss to besting plate capable of withstanding 1326 lb uplift at Joint B and 1328 lb uplift at joint 1. DEFL In Qoc) I/de1 Ud Vert(LL) .0, 58 N >999 240 Vert(TL) -0.91 N-0 >775 180 Harz(TL) 0.38 1 n/a n/a LOAD CASE(S) Standard PLATES GRIP M1120 197/144 M1120H 1481108 Weight: 329 b J 0 M 0 C4 0 H iA f71 ! 1� tV O t7e rn N [V Qi Ca t0 177 H C 1 1 1 137 n p � W IN O O ry Truss Truss Type Qty M- A1B ROOF TRUSS TPly 1 1 AC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Joh Reference onal i.'i"'l:Ll L{xT7 Page 1 -2 -0-0 8.8-0 174-0 2"-0 42 -0-0 2 -0-0 8 8 0 8 8-0 8 8-0 74-0 50-8-0 `' 61 4-0 8-8-0 6 -" 840 2 -0-0 gods - 1:77.2 God M1120= 7Ke M117p= 6.00 12 E F P WO Mx20N= O aK10 Mu20H= N axe WIN= M 6Ka M120= . L ax10 MY70N= K GK10 M1120N= 4c12 Ma20= 84)-0 1T-4-0 26- 0-0 334-0 1 42 -" 5046-0 59.4-0 8 8 0 "-0 "-0 7-4-0 8-8-0 8 -" L MYL- B:1 -0- 3.0 -0 -21. fC;040.0-4-81. n ni4{l n t-nl rF•n -r, n - %�i v_.n n n = , o, . �.., . - - . _ - - - -... - - - - - 8-8-0 DING 3 pso SPACING 2 -0-0 Plates Increase 1.15 L 7.0 Lumber Increase 1.15 L 0.0 Rep Stress Incr YES L 7.0 Code IRC2000/ANS195 'BER CHORD 2 X 6 DF 1800F 1.6E CHORD 2 X4 OF 240OF 2.0E 'Except - 85 2 X 4 SPF 165OF 1.6E, B4 2 X 4 SPF 165OF 1.6E 83 2 X 4 SPF MOF 1.6E S 2 X 4 SPF Stud/Sid CING CHORD ithed or 33-1 cc pudins. CHORD calling directly applied or 4-8 -11 cc bracing. S N of midpi C-0, E-N, F-M, H-L Ne at 113 pis D-N, E-M, G-M :TIONS (lb/size) 3080/0 -5-8 3080/0-5-8 iorz 1plil 228(load case 5) - 1328(load case 5) _ - 1328(load cage 6) E L S O lb) - Maximum Compresston/Maximum Tension = 0/3D B-C = - 8105!2501 - 516112119 D-E _ - 41191694 - 3813/1639 F-G _ - 41221895 _ - 5161/2119 CSI TC 0.56 BC 0.97 WB 0.70 (Simplified) TOP CHORD H-1 6105/2501 W = 0/30 BOT CHORD B-P = 239315583 O-P = -239115582 N-0 _ - 1905/4760 M-N = - 136813813 L-M = - 1672/4760 K-L = - 2163/5582 I-K = -216515583 WEBS C-P = - 1221291 C-0 _ - 921627 D-0 - 2351491 D•N = - 1265!712 E-N - -572(926 E -M = - 473/472 F -M = -511/919 G-M = - 12641712 G-L = - 335(490 H-L = - 921/527 H-K = - 122/291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =251 TCOL=4.2psF BCDL= 4.2psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load noncouc Trent with any other five loads. 5) All plates are MT20 plates unless othervdse indicated. 6) Provide machantcal connection (by others) of truss to besting plate capable of withstanding 1326 lb uplift at Joint B and 1328 lb uplift at joint 1. DEFL In Qoc) I/de1 Ud Vert(LL) .0, 58 N >999 240 Vert(TL) -0.91 N-0 >775 180 Harz(TL) 0.38 1 n/a n/a LOAD CASE(S) Standard PLATES GRIP M1120 197/144 M1120H 1481108 Weight: 329 b J 0 M 0 C4 0 H iA f71 ! 1� tV O t7e rn N [V Qi Ca t0 177 H C 1 1 1 137 n p � W IN O O ry b 80254 ROOF TRUSS 1 2-0-0 I a 4x10 M1120H= 9-0-0 E00 12 0 54-0 exs &1120= 7x8ILI120= E F N M 34 MUM= Us Wm= 9.0-0 0 100s/ 50-44 9-0-0 L 0x10 MI120H= K 0x10 M1120H= 9 -0-0 9-0-0 " w e Offsets 81 0 3 0-0 -2 C:0-0 -0 0-4-8 :0 4-0 04- E 0-54 03" G:040 0� 8 0 -4-0 0-0-8 I:1-0-3 5-4-0 9 -0-0 0-0 -2 M:04 0 0 3 4 9 - 0 - 0 ,DING3pso SPACING 2-0-0 CSI en L 7.0 Plates Increase 1.15 Lumber Increase 1.15 TC 0.61 DEFL In 00c) Vdea Ud VK91-I -) -0.58 N >999 240 PLATES GRIP L 0.0 L 7.0 Rep Stress Incr YES BC 0.98 WB Vert(TL) -0.93 N-0 >757 180 _ M1120 197/144 MI120H . Code IRC2000 /ANSI95 if (Simplified) Haz(TL) 0.37 1 n1a Na 1481108 BER 412 MO20= L• 332 b CHORD 2 X 6 DF 1800F 1.6E CHORD 2 X 4 OF 240OF 2.0E 'Excepts TOP CHORD 6 ) Provide meo`Ienical connection (by othets) of buss 10 bearing B4 2 X 4 SPF 165OF 1.6E, B3 2 X 4 SPF 1660F 1.6E A-B = 0/30 B -C _ 6076/2507 '- plate capable of withstanding 13371b uplift al Jolty! I. uplift at joint B and 13371b S 2 X 4 SPF Stud/Std C-D = 508512106 p _- E = E - 3998/1657 -F = 9701/1613 F- = G-H LING a 600111659 = - 5085/2106 H - = 6 I-i 07612507 =0/30 LOAD CASES) CHORD 111ed or 3-2 -7 oc pudins. �T CFIORD Standard CHORD B f' = - 2404/5559 O-P = - 2402/5557 calling directly applied or 4-7 -2 oc bracing. N-0 = -189214690 M -N = - 1332/3701 L-M S = - 1657/4690 K-L = - 2167/5557 I r at mid t 0. E M. F-m. H -L = - 2169/6559 WEBS vs el 1 cats � C-P = - 1271302 ' C-0 = -972/553 ;TIONS (Ib/size) D - -350/515 D-N = - 1319!742 = 3080 8 E - N - - 579/949 E -M - 4691468 F 3D80/0 5-0 = - 520/943 G-M = - 1318/741 G toff = - 350/515 WL = - 9721553 H- K = 235(load case 5) =* - 127/302 iplift _ -1337(lood case 5) 1337(loed NOTES 1) Unbalanced roof Rye bads have been - case 8) considered for this design. ES (6 - Maximum CorllpresebNMaxknum Tension (�) 2) Wind: ASCE 7-98; 90mph; h =258; TCDL= 4.2psf; BCDL -4.2psF :HO Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever 0/30 B C = �76I2507 = left and right exposed ; porch left and right exposed; Lumber DDL =1.33 plate gdp DOL =1.33. -0085/2106 D-E = - 3998/1667 - 370111613 F-G = - 4001/1659 3) Provide adequate drainage to prevent water ponding. -.-5085/2106 H4 = - 6076/2507 4) This truss has been designed for a 10.0 p9f bottom chord Ilve 0/30 load nonixincurrent with any other Iva bads. 5) All plates are MT20 later P urJess otherwise fndlceled. 9-0-0 P 0.10 M1120H= 9 -0-0 9-0-0 O QZ 15:51:216:51:2 2 0041�Page / C 197 n y y " C fn .L .L 1 t� k� n 10 O tv w 0 2 -" ' aw. • 1:n.2 r j en N O ca tV _ N . m cn Ito i J 412 MO20= 197 n y y " C fn .L .L 1 t� k� n 10 O tv 06/03/04 THU 14:57 FAX 2085226459 BMC WEST TRUSS BMC REXBURG Hoof Data Output: T: \Jobs \B06025- 4 \HHARRIS.LAY Linear Items Eaves Line 270.00 270 -00 -00 Ridge Line 8.33 B -04 -00 Hip Lipe 186.75 186 -08 -15 Areas Roof Area 4917.13 i Counted Items Framing Anchor 8 C f Truss Clip 55 v V n 0001.