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HomeMy WebLinkAboutCalcs. & Truss Information - 2001 ;.t HEADER FOR PORCH FRAMING AT ANGLE '11° • TJ- Bear's" v5.45 Serial Number: 7000011752 BEAMUSA 1111 6/7/01 8:03:09 AM 2 Pcs of 1.75" x 9.5" 1.9E Microllam® LVL Page 1 of 2 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 3.5/12 n n 12' All dimensions are horizontal. Product Diagram Is Conceptual. LOADS: Analysis for Beam Member Supporting SNOW Application. Triry Load Width: 2' Loads(psf): 30 Live at 115% duration, 17 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Snow(1.15) 0 to 300 0 to 170 0 to 6' Adds to valley framing Tapered(plf) Snow(1.15) 300 to 0 170 to 0 6' to 12' Adds to valley framing SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 Parallam® PSL, PPCB 3.50" Hanger Left Face 1273 / 786 / 2059 Detail H5 2 2x4 Stud Wall 3.50" 3.5" Right Face 1247 / 769 / 2016 Detail R1 SB Shear Blocking - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): H5, R1. HANGERS: Simpson Strong -Tie Connectors® REVERSE T.F. T.F. NAILING MODEL SLOPE SKEW FLANGES OFFSET SLOPE FACE TOP MEMBER Left Face U410 No No N/A N/A 14 -16D N/A 6 -10D - Multiple plies of 1.75" Parallam® PSL may result in lower hanger capacity. See Hanger Manufacturer's literature for limitations. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 2026 1900 7265 Passed(26 %) Lt. end Span 1 under Snow Roof loading Moment(ft -Ib) 7058 7058 13541 Passed(52 %) MID Span 1 under Snow Roof loading Live Defl.(in) 0.231 0.577 Passed(U599) MID Span 1 under Snow Roof loading Total Defl.(in) 0.372 0.769 Passed(U373) MID Span 1 under Snow Roof loading - Deflection Criteria: STANDARD(LL: L/240, TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION OPERATOR INFORMATION: DEL TRITT NOFFKE LUMBER INC 1842 MICHIGAN STREET RUSS HINTZE OSHKOSH, WI 1601 BOWEN STREET , RUSS HINTZE OSHKOSH, WISCONSIN 54901 (920) 235 -3080 (920) 2353061 Copyright ® 2000 by Trus Joist, A Weyerhaeuser Business. TJ -BeamTM is a trademark of Trus Joist. Microllam® and Parallam® are registered trademarks of Trus Joist. Simpson Strong -Tie Connectors® is a registered trademark of Simpson Strong -Tie Company, Inc. C 4/4;44 a HEADER FOR PORCH FRAMING AT ANGLE liar TJ -Beam " v5.45 Serial Number: 7000011752 BEAMUSA 1111 6/7/01 8:03:09 AM 2 Pcs of 1.75" x 9.5" 1.9E Microllam® LVL Page 2 of 2 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above. - Note: See Trus Joist SPECIFIERS / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION OPERATOR INFORMATION: DEL TRITT NOFFKE LUMBER INC 1842 MICHIGAN STREET RUSS HINTZE OSHKOSH, WI 1601 BOWEN STREET , RUSS HINTZE OSHKOSH, WISCONSIN 54901 (920) 235 -3080 (920) 2353061 Copyright ® 2000 by Trus Joist, A Weyerhaeuser Business. TJ -BeamTM is a trademark of Trus Joist. Microllam® and Parallam® are registered trademarks of Trus Joist. Simpson Strong -Tie Connectors® is a registered trademark of Simpson Strong -Tie Company, Inc. �,�,; - t Supplemental Report for TJ -Beam v5.45 Serial Nu m 7000011752 2 PCs of 1.75" x 9.5" 1.9E Microllam® LVL BEAMUSA 1111 6!7/01 8:03:09 AM Page 1 of 1 Member Information: HEADER FOR PORCH FRAMING AT ANGLE Project Information: Operator Information: DEL TRITT NOFFKE LUMBER INC 1842 MICHIGAN STREET RUSS HINTZE OSHKOSH, WI 1601 BOWEN STREET , RUSS HINTZE OSHKOSH, WISCONSIN 54901 (920) 235 -3080 (920) 2353061 11'- 6.50" Max. Vertical Reaction Total(lb) 2059 2016 Live(lb) 1273 1247 Required Bearing Length(in) 1.50(F) 1.50(W) Max. Unbraced Length(in) 32 Snow Roof loading on all members, LDF = 1.15 Shear(lb) 2026 -1997 Reaction(lb) 2059 2016 Moment(ft -lb) 7058 Live Defl.(in) 0.231 Total Defl.(in) 0.372 Dead load, LDF = 0.90 Shear(lb) 772 -761 Reaction(lb) 786 769 Moment(ft -lb) 2666 Copyright ® 2000 by Trus Joist, A Weyerhaeuser Business. Microllam® and Parallam® are registered trademarks of Trus Joist. TJ- Beam" is a trademark of Trus Joist. Simpson Strong -Tie Connectors® is a registered trademark of Simpson Strong -Tie Company, Inc. LIVING ROOM WINDOW HEADER ll// A ' " � Rplref r Bi sr TJ-Bearniu v5.45 Serial Number: 7000011752 BEAMUSA 1111 6/7/01 8:10:34 AM 2 Pcs of 1.75" x 9.5" 1.9E Microllam® LVL Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 �2 ,n 7 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Header Member Supporting SNOW Application. Tributary Load Width: 15' Loads(psf): 30 Live at 115% duration, 17 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(Ibs.) Snow(1.15) 1273 786 4' 3" Adds to POINT LOAD FROM PORCH HEADER SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 2231 / 1326 / 3557 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face 2417 / 1441 / 3858 Detail R1 SB Shear Blocking - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 3620 2966 7265 Passed(41 %) Rt. end Span 1 under Snow Roof loading Moment(ft -Ib) 7521 7521 13541 Passed(56 %) MID Span 1 under Snow Roof loading Live Defl.(in) 0.093 0.228 Passed(U884) MID Span 1 under Snow Roof loading Total Defl.(in) 0.148 0.342 Passed(U553) MID Span 1 under Snow Roof loading - Deflection Criteria: STANDARD(LL: 13360, TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above. - Note: See Trus Joist SPECIFIERS / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION OPERATOR INFORMATION: DEL TRITT NOFFKE LUMBER INC 1842 MICHIGAN STREET RUSS HINTZE OSHKOSH, WI 1601 BOWEN STREET , RUSS HINTZE OSHKOSH, WISCONSIN 54901 (920) 235 -3080 (920) 2353061 Copyright ® 2000 by Trus Joist, A Weyerhaeuser Business. TJ -Beam/ is a trademark of Trus Joist. Microllame is a registered trademark of Trus Joist. inotsat (/ fir Supplemental Report for TJ v5-45 Serial Number: 7000011752 2 Pcs of 1.75" x 9.5" 1.9E Microiiam® LVL BEAMUSA 1111 WAN 8:10:34 AM Page 1 of 1 Member Information: LIVING ROOM WINDOW HEADER Project Information: Operator Information: DEL TRITT NOFFKE LUMBER INC 1842 MICHIGAN STREET RUSS HINTZE OSHKOSH, WI 1601 BOWEN STREET , RUSS HINTZE OSHKOSH, WISCONSIN 54901 (920) 235 -3080 (920) 2353061 6'- 10.00" ^ Max. Vertical Reaction Total(lb) 3557 3858 Live(lb) 2231 2417 Required Bearing Length(in) 2.39(W) 2.59(W) Max. Unbraced Length(in) 32 Snow Roof loading on all members, LDF = 1.15 Shear(lb) 3319 -3620 Reaction(lb) 3557 3858 Moment(ft -lb) 7521 Live Defl.(in) 0.093 Total Defl.(in) 0.148 Dead load, LDF = 0.90 Shear(lb) 1238 -1353 Reaction(lb) 1326 1441 Moment(ft -lb) 2823 Copyright ® 2000 by Trus Joist, A Weyerhaeuser Business. MicrollamO is a registered trademark of Trus Joist. TJ- Beam*" is a trademark of Trus Joist. 'Job Truss - Truss Type Qty ply -- -- - - t 01 -0083 GE -1 - HOWE 1 1 IJOFFKE LUMBER INC, OSHK.USH, WI. 54901, DON NOFFKE -- - (optional) 4.201 SRI s Sep 13 2000 MiTek Industries, Inc. Wed May 02 07:19 2001 Page 1 1 =10 -8 13-0 -0 I -- f -- -- - --- - - - - -- - -- - - I - 26 -0-0 - --� 27 10-8 ] 1 -10 -8 13-0 -0 13 -0-0 1 -10 -8 Scale = 1:49.8 5x5 = 1/ 8 7 , 9 5.00 �\ - - g % � 10 5 .' g. \ 11 ' ? ----- y 5T3 q T;�/ en ST -- --.3-4 , 12 8. °T4 3 -------- ' j » 13 r 2 i 14 E 1 1 • AI .. n d 5x5 = 27 26 25 24 23 22 21 20 19 18 17 18 5x5 = 3x5= - 26 -0 -0 26 -0 -0 • -_ __ LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) l /dell PLATES GRIP - TCLL 30.0 Plates Increase 1.15 TC 0.30 Vert(LL) n/a - n/a M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) 0.04 1 -2 >630 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 14 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min 1 /deft = 380 Weight: 108 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 8 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud WEDGE Left: 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS (Ib /size) 2= 317/26 -0-0, 21= 10/26 -0 -0, 14= 317/26.0 -0, 22= 172/26 -0.0, 23= 189/26.0 -0, 24= 188 /26-0-0, 28=189/26 -0-0, 26= 184/26 -0 -0, 27= 206/26 -0.0, 20=182/26-0-0, 19= 189/26 -0 -0, 18= 189/26 -0-0, 17= 184/26 -0 0, 16= 206/26 -0-0 Max Horz 2= 13(Ioad case 3) Max Uplift2=- 89(load case 4), 14=- 89(load case 4), 23=- 15(load case 3), 24=- 22(load case 4), 25 =- 16(load case 3), 28 =- 31(load case 3), 20=- 18(load case 2), 19 =- 22(load case 4), 18=- t7(load case 2), 17=- 31(load case 4) Max Gray 2= 317(load case 1), 21= 10(oad case 6), 14= 317(load case 1), 22= 172(load case 1), 233= 196(load case 5), 24= 188(load case 1), 25 =189(load case 5), 26= 184(load case 1), 27= 207Qoad case 5), 20= 189(load case 6), 19= 189(load case 1), 18 =189(load case 6), 17= 184(load case 1), 16= 207(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =34, 2- 3 = -73, 3- 4 = -44, 4 -5 =15, 5 -6 =15, 6 -7 =15, 7- 8=15, 8-9=-42, 9- 10 = -42, 10- 11 = -42, 11- 12= -42, 12- 13= -44, 13-14=-73, 14 -15 =34 BOT CHORD 2- 27 =13, 26- 27 =13, 25- 28 =13, 24- 25 =13, 23- 24 =13, 22- 23 =13, 21- 22=13, 20-21=13, 19- 20=13, 18- 19 =13, 17- 18=13, 18- 17 =13, 14 -16 =13 WEBS 8 -22= -137, 7- 23 = -148, 6- 24 = -148, 5-25= -150, 4- 26 = -141, 3- 27 = -172, 9.20= -148, 10 -19= -148, 11.18= -150, 12 -17 = -141, 13 -16= -172 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead Toad, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per BOCA /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are 2x4 M1120 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 Ib uplift at joint 2, 89 Ib uplift at joint 14, 15 Ib uplift at joint 23, 22 Ib uplift at joint 24, 16 Ib uplift at joint 25, 31 Ib uplift at joint 26, 18 Ib uplift at joint 20, 22 lb uplift at joint 19, 17 Ib uplift at joint 18 and 31 Ib uplift at joint 17. 6) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard )(' % j / I ) I / /� Job Truss Truss Type Qty Ply 01 -0083 GE -1A HOWE 1 1 NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE - 13 200 4.201 SR1 s Sep p 132000 MTek Industries, Inc. Wed May 02 07:20:25 2001 Page 1 1 _ 13-0-0 ( 26-0-0 1 27 -10 -8 I 13 -0 -0 13-0 -0 1 -10 -8 Scale = 1'47.0 5x5 = 7 5.00 riT - 4 ,' / n` 10 $T 5T3 11 i' % T1 eT_ 2 /%.4,---„,_- 12 _%i 1 i °TI 13 ra 0 .. a , e PI 5x5 :- :::::. .....__:..: :;; a; r: r ::::::...... : . .:: • ::::::: asY ::•: ..::•: ' r ' i: :: � �: ��s:: ii::: j:::: is�:;:::: ;:is:i:::i;i: +iii::;:::iiii;1• i:i:: ?'Ei :;:::::iii:: ? ?qia:: 'ti;': -� 24 23 22 21 20 19 18 17 18 15 5x5 = 3x5 = I 26 -0-0 I _ 26-0 -0 • LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) 1 /deft PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.30 Vert(LL) n/a n/a MI120 197/144 TCOL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.04 13 -14 >580 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 13 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I /defl = 360 Weight 106 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SPF Stud WEDGE Left: 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS Qb /size) 1= 97/26 -0 -0, 20= 0/28-0-0, 13= 293/28 -0-0, 21= 137/26 -0 -0, 22= 148/28 -0-0, 23= 148/26 -0.0, 24= 155/26 -0-0, 25= 119/26 -0-0, 26= 227/26 -0.0, 19= 148/28 -0 -0, 16=148/26 -0 -0, 17= 147/28 -0-0, 16= 152/26 -0-0, 15= 144/26-0-0 Max Horz 1=- 33(load case 2) Max Uplift1=- 10(load case 2), 13=- 101(load case 4), 22=- 36(load case 3), 23=- 41(load case 4), 24=- 42Qoad case 3), 25=- 31(load case 3), 28 =- 67(load case 3), 19= 35(load case 2), 18=- 42(load case 4), 17= 38(load case 2), 16=- 47(load case 4), 15=- 25(load case 2) Max Gray 1= 97(load case 1), 13= 293(load case 1), 21= 137(load case 1), 22= 155(load case 5), 23= 146(load case 1), 24= 155(load case 5), 25= 119(load case 1), 26= 228(load case 5), 19= 154Qoad case 6), 18= 148(load case 1), 17= 147(load case 6), 16= 152(load case 1), 15= 145(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =39, 2- 3= -49, 3 -4 =16, 4- 5 = -43, 5 -6 =14, 6 -7 =14, 7- 8 = -43, 8- 9 = -43, 9-10=-43, 10- 11 = -42, 11- 12 = -44, 12- 13 = -75, 13 -14 =34 BOT CHORD 1- 26 =13, 25- 26 =13, 24- 25 =13, 23- 24 =13, 22- 23 =13, 21- 22 =13, 20- 21 =13, 19- 20 =13, 18- 19 =13, 17-18=13, 16- 17 =13, 15- 16=13, 13 -15 =13 WEBS 7 -21= -137, 6 -22= -148, 5 -23= -147, 4 -24= -153, 3 -25= -128, 2 -26 =- 208, 8-19= -148, 9 -18= -148, 10 -17 = -149, 11 -16= -143, 12 -15= -167 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 MI120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 1, 101 Ib uplift at joint 13, 36 Ib uplift at joint 22, 41 Ib uplift at joint 23, 42 Ib uplift at joint 24, 31 Ib uplift at joint 25, 67 Ib uplift at joint 26, 351b uplift at joint 19, 421b uplift at joint 18, 38 Ib uplift at joint 17, 47 Ib uplift at joint 16 and 25 Ib uplift at joint 15. 8) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard 1 Job Truss Truss Type Qty Ply t i 01 -0083 GE -2 QUEENPOST 1 1 1 (optional) NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SR1 s Sep 13 2000 MiTek Industries, Inc. Wed May 02 07:20:45 2001 Page 1 f - 1 -10 -8 f _ 11 -0 -0 f 22-0-0 f 23 -10 -8 , 1 -10 -8 11 -0-0 11 -0 -0 1 -10 -8 Scale = 1:43.1 I. 5x5 = 7 2x4 11 2x4 11 6 - �� 8 _ 5.00 12 2x4 11 ^ ....- 2x4 11 5 i ` 9 2x4 11 , ! 2x4 11 I r 10 4 -' • 2x4 11 11 ^ 1 -Tt 2x4 11 !; r - 11 20 r 12 o 5x5 = 22 21 20 19 18 17 16 15 14 5x5 = 2x4 11 2x4 11 2x4 11 2x4 11 5x5 = 2x4 II 2x4 11 2x4 11 2x4 11 1 22 -0-0 i 22 -0 -0 Plate Offsets (X,Y): (18:0 - 8,0.3 - LOADING (psi) SPACING 2-0-0 CSI DEFL in Qoc) 1 /dell PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.30 Vert(LL) n/a - n/a M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.04 1 -2 >579 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 12 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight 87 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 SPF Stud WEDGE Left: 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS (Ib /size) 2= 293/22 -0 -0, 18= 137/22 -0 -0, 12= 293/22 -0 -0, 19= 148/22 -0-0, 20= 147/22 -0 -0, 21= 152/22 -0 -0, 22=144/22 -0 -0, 17= 148/22 -0 -0, 18= 147/22 -0 -0, 15= 152/22 -0-0, 14= 144/22 -0 -0 Max Horz 2=-11 (load case 2) Max Uplift2=- 105(load case 4), 12=- 105(load case 4), 19=- 37(Ioad case 3), 20=- 39(load case 4), 21=- 47(load case 3), 22=- 25(load case 3), 17=- 37(load case 2), 16=- 39(load case 4). 15=- 47(load case 2), 14=- 24(load case 2) Max Gray 2= 293(load case 1), 18= 137(load case 1), 12= 293(load case 1), 19= 155(load case 5), 20= 147(load case 1), 21= 152(load case 5), 22= 145(load case 5), 17=155(load case 6), 16= 147Qoad case 1), 15= 152(load case 8), 14= 145(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =34, 2- 3= -75, 3-4=-44, 4 -5 =15, 5 -6 =15, 8 -7 =15, 7- 8 =-42, 8-9=-42, 9- 10 = -42, 10- 11 = -44, 11- 12 = -75, 12 -13 =34 BOT CHORD 2.22 =12, 21- 22 =12, 20 -21= 12,19- 20 =12, 18- 19 =12, 17- 18 =12, 16- 17 =12, 15- 16 =12, 14- 15=12, 12 -14 =12 WEBS 7- 18=- 137, 6-19 =- 148, 5-20=-149, 4 -21= -143, 3 -22 = -167, 8- 17 =- 148, 9-16= -149, 10- 15 = -143, 11 -14= -167 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind, The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint 2, 105 Ib uplift at joint 12, 37 Ib uplift at joint 19, 39 Ib uplift at joint 20, 47 Ib uplift at joint 21, 25 Ib uplift at joint 22, 37 Ib uplift at joint 17, 39 lb uplift at joint 18, 47 lb uplift at joint 15 and 24 Ib uplift at joint 14. 7) This truss has been designed with ANSI/T criteria. LOAD CASE(S) Standard Job Truss Truss Type Ot Ply l 01 -0083 S -1 SCISSORS 4 1 NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE ( optional} 4.201 SR1 s Sep 132000 MiTek Industries, Inc. Wed May 02 07:20:58 2001 Page 1 � - 1 -10 -8 � 6 -3-8 13 -0-0 , 19-8 -8 , 26 -0-0 � 27 -10- 1 -10 -8 6-3-8 6 -8-8 6 -8 -8 6-3 -8 1 -10 -8 Scale = 1:50.6 5x5 = t/ 5 - • — ll: .. ., ,, . 5.00 12 - 3x5 3x5 4 / i i' . W2 W2 _ 8 T1' ---_-- i — — -- 3 / = 7 I` 6x8 = _`$ _ m 1 b�p� I ■y �y�py r` q� 2 i - CSC — - Yy 6 N 1 % = 12 10 9 1r- a / � 3x5 5 2x4 II 2x4 11 3 1 ( — a -, o 1 8x8 2.50112 Bx8 -,--- 3x5 - i 6-3-8 j 13 -0-0 19 -8-8 + 26 -0-0 J 6 -3 -8 6 -8 -8 6 -8 -8 6 -3 -8 Plate Offsets : :0-2 -4 0-1 -8 8:0- 2- 4,0 -1-81 LOADING (psf) SPACING 2 -0.0 CSI DEFL in (loc) 1/dell PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.31 11 >991 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.55 11 -12 >568 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.34 8 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min 1 /deft = 360 Weight 96 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Sheathed or 3-2 -10 oc purling. BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 3 -1 -11, Right 2 X 4 SPF Stud 3 -1 -11 REACTIONS (tb /size) 2= 1360/0 -5 -8, 8= 1360 /0-5-8 Max Horz 2= 13(load case 3) Max Uplift2=- 137(load case 4), 8=- 137(Ioad case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =15, 2 -3 =- 3758, 3-4= -3756, 4 -5= -2750, 5 -8= -2750, 8 -7= -3756, 7 -8= -3758, 8 -9 =15 BOT CHORD 2 -12 =3451, 11 -12 =3451, 10-11=3451, 8 -10 =3451 WEBS 5 -11 =1619, 4 -12 =129, 6 -10 =129, 4 -11= -841, 6 -11= -841 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 R by 24 ft with exposure B ASCE 7 -93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 Ib uplift at Joint 2 and 137 Ib uplift at joint 8. 5) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD cASE(S) Standard 1 Job Truss 'Truss Type Qty Pl 01 -0083 T -1 QUEENPOST 7 1 NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE (optional) 4.201 SR1 s Sep 132000 MiTek Industries, Inc. Wed May 02 07:21:11 2001 Page 1 j - 1 -10 -8 I 5-6 -1 _{ 11 -0 -0 j 16 -5 -15 j 22-0-0 j 23 -10 -8� 1 -10-8 5-6 -1 5 -5 -15 5 -5 -15 5 -6 -1 1 -10 -8 Scale = 1:43.1 5x5 =- J 4 5.00 12 2x4 '-z- 2x4 - - W �. -. 5 �� i 2...--1401------ 1_ i - B1 - -_-;I_ -_- 1 B1 7 j� r. LLT 5x5 = 8 5x5 = 6x8 = 11-0-0 j 22-0 -0 I 1 t -ob . • 11 -0 -0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft PLATES GRIP TCLL 30.0 Platestncrease 1.15 TC 0.55 Vert(LL) -0.08 8 >999 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.47 2 -8 >557 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.05 8 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min 1 /dell = 360 Weight: 78 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4 -0 -1 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left: 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS (Ib /size) 2= 1170/0 -3 -8, 6= 1170/0 -3 -8 Max Horz 2=- 11(Ioad case 2) Max Uplift2=- 129(load case 4), 6=- 129(Ioad case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =17, 2 -3= -1647, 3 -4= -1228, 4 -5= -1228, 5 -6= -1647, 6 -7 =17 BOT CHORD 2- 8= 1481, 8-8 =1481 WEBS 3- 8 = -379, 4-8 =524, 5 -8= -379 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per BOCA/AN5195 If end verticals or cantilevers exist, they are exposed to wind. 11 porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 Ib uplift at joint 2 and 129 Ib uplift at joint 8. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 01 -0083 S -1A SCISSORS 5 1 (optional) NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SR1 s Sep 13 2000 MfTek Industries, Inc. Wed May 02 07:21:05 2001 Page 1 6-3 -8 13 -0 -0 ) 19-8 -8 ) 26 -0-0 ) 27 -10-8 1 6-3 -8 6 -8 -8 6-8 -8 6 -3 -8 1 -10 -8 Scale = 1:47.4 5x5 - V 4 5.00 FIT -. -. 3x5 - x5 3 3 W2 5 Ji � - W2 ---A 10 B 8 1 1J i 6x8 = J ? 1 n W `y 3 7 N 11 9 N._-_-__ - - 3 x5 2x4 II 2x4 II 3x5 F 8 o 6x8 2.50[12 3x5 6x8 6-3-8 ) 13 -0-0 ) 19 -8 -8 ) 26 -0 -0 6 -3-8 6 -8 -8 6 -8-8 6 -3 -8 Plate Offsets (X,Y): (1:0-2-10,0-2-81, (7:0 -2-4,0 -1-81 - - LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) 1 /deft PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.31 10 >991 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.55 10-11 >568 BCLL 0.0 Rep Stress Incr YES WO 0.89 Horz(TL) 0.34 7 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min Hen = 360 Weight 93 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Sheathed or 3.2.10 oc purlins. BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 SPF Stud SLIDER Left 2 X 4 SPF Stud 3-1-11, Right 2 X 4 SPF Stud 3 -1 -11 REACTIONS (Ib /size) 1= 1216/0 -5 -8, 7= 1360/0 -5 -8 Max Horz 1=- 30(load case 2) Max Uplift1=- 71(load case 4), 7=- 137(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -3758, 2 -3= -3756, 3 -4= -2750, 4 -5= -2750, 5 -6= -3756, 6 -7= -3758, 7 -8 =15 BOT CHORD 1 -11 =3451, 10 -11 =3451, 9 -10 =3451, 7-9=3451 WEBS 4-10=1819, 3.11=129, 5-9=129, 3-10=-841, 5-10=-841 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at joint 1 and 137 Ib uplift at joint 7. 5) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard 1 Job Truss Truss Type tatty Ply -- 01 T - 1A 1 QUEENPOST 2 1 NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE optional) 4.201 SR1 s Sep 132000 MiTek Industries, Inc. Wed May 02 07:21:15 2001 Page 1 I 5-6-1 f 11 -0-0 f 16 -5 -15 f 22 -0 -0 f 23 -10-8 f 5 -6-1 5 -5 -15 5 -5 -15 5 -6 -1 1 -10 -8 Scale = 1:40.2 5x5 = v 3 5.00 12 2x4 2x4 --- 4 . 'T2. W2 W2 - qy1 1 I B �� 1 1H41 6 � n V • • - . a 5x5 = 7 .� 5x5 = 6x8 = E — — _11-0-0 — I — — 22 ©0 —I _ ___ .— - - 11 -0-0 11 -0-0 • LOADING (psf) SPACING 2 -0 -0 CSI DEFL in doe) 1/deft PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.08 7 >999 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.78 Vert(LL) -0.47 1-7 >557 BCLL 0.0 Rep Stress Incr YES WO 0.32 Horz(TL) 0.05 5 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I /defl = 360 Weight 75 Ib (UMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-0 -1 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left: 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS (Ib/size) 1= 1020/0 -3 -8, 5= 1170/0 -3 -8 Max Horz 1=- 31(load case 2) Max Upliftl=- 59(load case 4), 5=- 129(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -1847, 2 -3= -1228, 3 -4= -1228, 4 -5= -1847, 5 -6 =17 BOT CHORD 1 -7 =1481, 5-7=1481 WEBS 2- 7 = -379, 3 -7 =524, 4- 7 = -379 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 ib uplift at Joint 1 and 129 Ib uplift at joint 5. 4) This truss has been designed with ANSI/Mil-1995 criteria. LOAD CASE(G) Standard Job Truss Truss Type Oty ply _ - 1 01-0083 T -18 OUEENPOST �1 �1 „— —__ ^� - I (optional) NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4. SRI s Sep 13 2000 MiTek Industries, Inc. Wed May 02 07:28:35 2001 Page 1 I 5 -6 -1 _+ 11 -0 -0 I 16 -5-15 _____1_ 22 -0 -0 I 23 -10 -8 5 -6 -1 5 -5 -15 5 -5 -15 5 -6 -1 1 -10 -8 Scale = 1:40.2 5x5 = 3 5_00112 3x7 c 2x4 , . , W2 W2 i . %/ i 1 61 ■. 8 d 5x5 = ► ! C 7 5x5= 2x4 - 6x8 = 1 1 -5 -0 I 1 1- 22-0 -0 I 1-5-0 9 -7 -0 11-0 -0 • — LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /dell PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.06 7 >999 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.48 5 -7 >506 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.04 5 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min Udell = 380 Weight 80 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-2-13 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud *Except' W3 2 X 4 SPF No.2 WEDGE Lek: 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS (Ib /size) 5= 1101/0 -3 -8, 8= 1103/0.7 -12 Max Horz 8=- 31(load case 2) Max Uplift5=- 123(Ioad case 4), 8=- 101(ioad case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=495, 2 -3= -1062, 3 -4= -1062, 4 -5= -1489, 5 -6 =17 BOT CHORD 1-8 = -448, 7-8 =1058, 5-7=1339 WEBS 2-7=-85, 3 -7 =396, 4- 7 = -392, 2 -8= -1803 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead Toad, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 k by 24 k with exposure 8 ASCE 7 -93 per BOCA/ANSI95 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 5 and 101 Ib uplift at joint 8. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply -- --- ------------- - 01 -0083 T -1C QUEENPOST 1 1 (optional) _ NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SRI s Sep 13 2000 MiTek Industries, Inc. Wed May 02 07:31:37 2001 Page 1 5 -6 -1 11 -0 -0 16 -5 -15 } 22 -0-0 j 23 - 10 -8 5-6 -1 5 -5 -15 5 -5 -15 5 -6 -1 1 -10 -8 Scale = 1:40.2 C,. 5x5 = 3 5.00 12 - 3x7 / 2x4 4 ?� // - .. w W2 W2 1 ' 5 1 as ON 0 ■■ — 81 U _ 8 d - 5x5 = W.:4 0 - ,I 7 5x5 = 2x4 .' 6x8 = 3 -2-0 11 -0-0 j 22 -0 -0 3-2-0 7-10 -0 11 -0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.04 7 >999 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.47 5-7 >477 BCLL 0.0 Rep Stress Incr YES WO 0.40 Horz(T1) 0.02 5 n/a BCOL 10.0 Code BOCA/ANSI95 1st LC LL Min Udell = 360 Weight 79 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-8-2 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left: 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS (Ib /size) 5=990/0-3-8, 8= 1214/0 -7 -12 Max Horz 8=- 31(Ioad case 2) Max UplfltS=- 111(Ioad case 4), 8=- 157(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2=538, 2- 3=- 796, 3-4= -798, 4- 5= -1236, 5 -6 =17 BOT CHORD 1-8=-487, 7 -8= 373, 5-7 =1112 WEBS 2 -7= 395, 3-7 =192, 4- 7 = -412, 2 -8= -1399 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure 9 ASCE 7 -93 per BOCA /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 5 and 157 Ib uplift at joint 8. 4) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 01-0083 T -5 HOWE 10 1 NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SRI s Sep 2000 MiTek Industries, Inc Wed May 02 07'21'31 2001 Page 1 6 -6-1 _ 13-0 -0 1 19 -5-15 26 -0 -0 1 27 -10 -8 1 6 -6 -1 6 -5 -15 6 -5 -15 6 -6 -1 1 -10 -8 Scale = 1:47.3 5x5 = 3 V 5.00 [12 3x5 3x5 2 4 3 T2. W2 W2,_ yyl $'I1'/ d _ G — .[ �: 6 h d _l 4x7 11 10 9 8 7 4x7 11 2x4 11 3x5 = 2x4 II 3x10 = 1 6 -6-1 1 13 -0 -0 1 19 -5 -15 1 26 -0 -0 1 6-6 -1 6 -5-15 6 -5-15 • 6 -6-1 LOADING (pet) SPACING 2 -0-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.12 9 >999 MI12O 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.23 9-10 >999 BCLL 0.0 Rep Stress incr YES W8 0.67 Horz(TL) 0.08 5 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min Udell = 380 Weight: 94 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-10-13 oc puriins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS (lb /size) 1= 1200/0 -5 -8, 5=1356/0-5-8 Max Horz 1 =- 33(Ioad case 2) Max Upliftl =- 70(load case 4), 5 =- 142(Ioad case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2= -2093, 2-3=-1453, 3 -4= -1453, 45= -2093, 5 -8 =17 BOT CHORD 1- 10=1888, 9- 10=1888, 8 -9 =1888, 7- 8= 1888, 5-7 =1888 WEBS 2- 10=128, 3 -9 =637, 4 -7 =128, 2 -9= -603, 4 -9 =-603 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure 5 ASCE 7 -93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 11 porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ib uplift at joint 1 and 142 Ib uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard i I FFKE LUMBER, INC. DSK awn�.rf .ra. r�unaR. -- - rare r X 5W Addim im mm N OW s n� rrrwwr"# 01 -0083 CA O G �v O 1 0 ao 2 U C.) ii 0 0 N 0 i N N