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THE CONTRACTOR MUST CHECK ALL DETAILS AND DIMENSIONS AND BE RESPOSIBLE FOR THE SAME. - r /' -o ` , ! , T , i, i , i 1 q , , , . ...$) I A, 'k) Nki I i it- ! — i - . tita : 1 i IN s4 i ‘il , Dotifq -- r.. •,.... . Q. 11 a i r ' 1 / )2,0 • L/8" x Y Y ' _ - V/P - 17Z.41,45Fet, OF -rei--)p 6 LA SS _ _ ALL -- t.; b ALS 7-7) PEE Cor-7r-i Zi. 05 F0a ' 710#4, MIN WINDOW HEADER 2 Pcs of 1 1/2" x 5 1/2" 1.4E Solid Sawn Spruce Pine Fir #2 TJ Beam® 6 35 Serial Number User 1 2/24/201011: 14: 29 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0;12 Roof Slope6.12 All dimensions are horizontal, L. 3c;ram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 7' Primary Load Group - Snow (psf): 30.0 Live at 115 % duration, 17.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 1.50" 630 / 409 / 0 / 1039 By Others None 2 Stud wall 3.50" 1.50" 630 / 409 / 0 / 1039 By Others None -See iLevel® Specifier's /Builder's Guide for detail(s): By Others DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 981 -779 1708 Passed (46 %) Rt. end Span 1 unde Snow ! oading Moment (Ft -Lbs) 1390 1390 1648 Passed (84 %) MID Span 1 under c, .-- ,. 'oading Live Load Defl (in) 0.084 0.189 Passed (L/813) MID Span 1 under 5,:. ! cading Total Load Defl (in) 0.138 0.283 Passed (L/493) MID Span 1 under S icading - Deflection Criteria: STANDARD(LL:L /360,TL:L/240). Additional checks follow. - TL:0.313" - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' o/c unless detailed Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits. checks a = = : s See NDS for applicability of increase. - Analysis based on vertical loads only and assumes structural supports as noted in the input. A ;ca s are not considered in this analysis. - Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduc= -r performance and have not been considered. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design ✓alues The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical represental far product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS . ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. - Allowable Stress Design methodology was used for Building Code IBC analyzing the solid saws material listed above. -Note: See iLevel® Specifier's /Builder's Guide for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: DAVE SCHETTLE Ben Stellmacher SOUTH SAWYER ST Noffke Lump. Ir 1601 Bower ar Oshkosh. V Phone : 92C Fax 92 -.3061 ben @noffk - rom eeve MIN WINDOW HEADER 2 Pcs of 1 1/2" x 5 1/2" 1.4E Solid Sawn Spruce Pine Fir #2 TJ -Beam® 6.35 Serial Number: User 1 2/24/2010 11.14:29 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 5' 8.00" M':•_. Vertical Reaction Total (lbs) 1039 1039 Na::. Vertical Reaction Live (lbs) 630 630 Required Bearing Length in 1.5C :6?) 1.50(W) Unbraced Length (in) 72 Loading on all spans, LDF = 0.98 , 1.0 Dead ear at Support (lbs) 807 -307 Shear at Support (lbs) 386 -386 .ember Reaction (lbs) 386 Support Reaction (lbs) 409 409 Moment (Ft -Lbs) 547 Loading on all spans, LDF = 1.15 , 1.D Dead + 1.0 Floor + 1. -hear at Support (lbs) 779 -779 •___: Shear at Support (lbs) 981 -981 Member Reaction (lbs) 981 981 Support Reaction (lbs) ___- 1039 live Deflection (in) 0.084 Total Deflection (in) 0.138 PROJECT INFORMATION: OPERATOR iNFORMATION: DAVE SCHETTLE Ben Stellmach SOUTH SAWYER ST Noffke LumbE,- ;,r 1601 Bower S,.eet Oshkosh, WI 54901 Phone : 920-235-3080 Fax :92C -2`•5 -3061 ben ©noffkelo !;e corn 1 eve DBL RAFTER AT DORMER EDGE TJ -Beame 6.35 Serial Number user:, 2/24/201011:12:00AM 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 Page, Engine Version: 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED A Member Slope: 8 ;12 Roof Slope8-12 le 12' 2" All dimensions are horizontal. :? Diagram tram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 3' 6" Primary Load Group - Snow (psf): 30.0 Live at 115 % duration, 17.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 1.50" 639 / 476 /0/1115 By Others - Rim: Rim Board P!y 1 3/4" x 9 1/4" 1.9E Microllam® LVL 2 Stud wall 3.50" 1.50" 639 / 476 / 0 / 1115 By Others - Rim: Rim Board 1 Ph; 1 3/4" x 9 1/4" 1.9E Microllam® LVL -See iLevel® Specifier's /Builder's Guide for detail(s): By Others - Rim: Rim Board DESIGN CONTROLS: Maximum Design Control Result Location Shear (lbs) 1084 944 2872 Passed (33 %) Lt. end Span 1 under Snor; loading Moment (Ft -Lbs) 3208 3208 3944 Passed (81 %) MID Span 1 under Snow loading Live Load Defl (in) 0.242 0.711 Passed (L/707) MID Span 1 under SnoW loading Total Load Defl (in) 0.427 0.948 Passed (L /400) MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:L /240,TL:L/180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits. checks and shakes. See NDS for applicability of increase. - Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. - Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel?- rar : the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted desigr. , =.1ues The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not bey:. ren;ie.ved by an iLevel® Associate. -Not all products are readily available. Check with your supplier or :level® technical represent tra for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. - Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn :umber material listed above. -Note: See iLevel® Specifier's /Builder's Guide for multiple ply connection. - (Minimum cut length) = (Overall horizontal length) x 1.202 + 6 3/16" PROJECT INFORMATION: OPERATOR INFORMATION: DAVE SCHETTLE Ben Stellma_ her SOUTH SAWYER ST Noffke Lumber Inc 1601 Bowen Street Oshkosh, WI 54901 Phone :920- 235 -3080 Fax 920 -235 -3061 ben @noffke.umber corn ih t DBL RAFTER AT DORMER EDGE User TJ-Beam® 6.35 Serial Number: 2 Pcs of 1 1 /2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 User. 1 2/24/2010 11:12:01 AM Paget Engine Version: 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 11' 10.00" ^• Max. Vertical Reaction Total (ibs) 1115 1115 Max. Vertical Reaction Live (lbs) 539 639 Required Bearing Length in 1.50(G) 1.50(W) Max. Unbraced Length (in) 174 Loading on all spans, LDF = 0.9C , 1.0 Dead Shear at Support (lbs) 403 -403 Max Shear at Support (lbs) 463 -463 Member Reaction i lbs) -]t`•3 463 Support Reaction (lbs) 456 476 Moment (Ft -Lbs) 1370 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Srio Shear at Support (lbs) 944 -944 Max Shear at Support (lbs) 1084 -1084 Member Reaction (lbs) 1054 1084 Support Reaction (lbs) 1115 1115 Ycment (Ft -Lbs) 3208 • Live Deflection (in) 0.242 >ta1 Deflection (in) 0.427 PROJECT INFORMATION: OPERATOR ''FORMATION: DAVE SCHETTLE Ben Stellmar SOUTH SAWYER ST Noffke Lure c 1601 Bower. eet Oshkosh. 4901 Phone -3080 Fax 92' -':061 ben @noffke com