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Plans / 3 7 0 / eve Main Deck Rim Beam by Weyerhaeuser 5 1/2" x 11 1/2" 1.1E Solid Sawn Hem -Fir #2 REcFivir:11 TJ - Beam® 6.35 Serial Number User:1 8/10/2009 1:01.56 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version 6 35 0 CONTROLS FOR THE APPLICATION AND LOADS LISTED AUG 1 3 2009 Overall DimenJp»;' E�;t TIG BUILDING DIVISION a ®� ,© g' b 9• Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 7' Primary Load Group - Residential - Exterior Balconies (psf): 60.0 Live at 100 % duration, 10.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Wood column 5.50" 1.50" 1731 / 299 / 0 / 2030 By Others None 2 Wood column 5.50" 2.43" 4517 /893 / 0 / 5411 By Others None 3 Glulam or solid sawn lumber beam 5.50" Hanger 1764 / 303 / 0 / 2066 Custom Detail Custom Accessory -See iLevel® Specifier's /Builder's Guide for detail(s): By Others - User specified custom detail for support: 3. DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -2717 -2120 2952 Passed (72 %) Rt. end Span 1 under Floor loading Moment (Ft -Lbs) -4656 -4656 6819 Passed (68 %) Bearing 2 under Floor loading Live Load Defl (in) 0.049 0.217 Passed (L/999 +) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.054 0.433 Passed (L/999 +) MID Span 1 under Floor ALTERNATE span loading - Deflection Criteria: STAN DARD(LL:U480,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 18' 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 assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. -The load conditions considered in this design analysis include alternate member pattern loading. 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 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 an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative 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 lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 13721 SW Jenna Ct Ryan Zink 3111 Cottonwood Ct West Linn, OR 97068 -9706 Phone : 5037018213 RYANMZI N K @HOTMAI L. COM Copyright © 2009 by iLevel ®, Federal Way, WA. • eve Main Deck Rim Beam by Weyerhaeuser 5 1/2" x 11 1/2" 1.1E Solid Sawn Hem -Fir #2 TJ -Beam® 6.35 Serial Number: User:1 8/10/2009 1.01:56 PM 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 8' 8.00" 8' 6.50" ^ Max. Vertical Reaction Total (lbs) 2030 5411 2066 Max. Vertical Reaction Live (lbs) 1731 4517 1764 Required Bearing Length in 1.50(S) 2.43(S) 1.50(W) Max. Unbraced Length (in) 216 216 216 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 181 -350 346 -185 Max Shear at Support (lbs) 271 -449 445 -265 Member Reaction (lbs) 271 893 265 Support Reaction (lbs) 299 893 303 Moment (Ft -Lbs) 443 -769 422 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1098 -2120 2096 -1121 Max Shear at Support (lbs) 1643 -2717 2694 -1603 Member Reaction (lbs) 1643 5411 1603 Support Reaction (lbs) 1810 5411 1834 Moment (Ft -Lbs) 2682 -4656 2555 Live Deflection (in) 0.029 0.027 Total Deflection (in) 0.035 0.032 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1317 -1900 579 47 Max Shear at Support (lbs) 1862 -2498 677 -32 Member Reaction (lbs) 1862 3175 32 Support Reaction (lbs) 2030 3175 64 Moment (Ft -Lbs) 3446 -2755 6 Live Deflection (in) 0.049 -0.021 Total Deflection (in) 0.054 -0.017 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) -38 -569 1864 -1354 Max Shear at Support (lbs) 52 -668 2461 -1836 Member Reaction (lbs) 52 3129 1836 Support Reaction (lbs) 75 3129 2066 Moment (Ft -Lbs) 16 -2670 3350 Live Deflection (in) -0.021 0.046 Total Deflection (in) -0.016 0.051 PROJECT INFORMATION: OPERATOR INFORMATION: 13721 SW Jenna Ct Ryan Zink 3111 Cottonwood Ct West Linn, OR 97068 -9706 Phone : 5037018213 RYANMZI NK @HOTMAI L.COM Copyright © 2009 by iLevel®, Federal Way, WA.