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Report Page,1 N:\JOBS Stone Bridge\1857\1857 Beams\1863 BEAM 1.dsn IA()? -2 S w 2/741/44'76f '(/lrCc - LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/23/15 14:38:18 WARNING AP EC El VET* *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY OCT272015 *** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN CITY®r'�TIG A R� THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODESB�IL�i l,��`t���AA INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. I�fl� 1f 1\1 COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1857 BEAM 1 STATE: OR CODE: IBC 2012 PRODUCT: 3-PLY 1-1/2" X 9-1/2" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 7.000' 0.000' 0.00 TOP L/240 L/180 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 1612 7381 1458 0.468 0.757 ALLOWABLE 14104 15341 8123 0.933 1.243 STRESS INDICES 0.11 0.48 0.18 L/478 L/296 LOAD CASE 2 2 2 2 2 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 10d (3") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 10d (3") NAILS AT 12" OC. TO THE UN- NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.120" NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 100" O.C. OR LESS. *** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT) STRUCTURAL GEOMETRY SPAN 1 19.000' TOTAL SPAN: 19.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD SNOW TOP 52.5 PLF 0.000 19.000 0 Page 2 . 1863 BEAM 1.dsn q +ALL 1 UNIF WEIGHT BEAM 12.2 PLF 0.000 19.000 +1 1 UNIF LIVE SNOW TOP 0.0 PLF 0.000 19.000 +2 1 UNIF LIVE SNOW TOP 105.0 PLF 0.000 19.000 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.348 2.848 4 1 UNIF LIVE ROOF TOP 48.0 PLF 16.152 18.651 5 1 UNIF LIVE ROOF TOP 48.0 PLF 8.250 10.750 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 2815 562 0.90 D 2 7381 1458 1.00 D+S 3 2900 673 1.25 D+Lr 4 2900 673 1.25 D+Lr 5 3337 622 1.25 D+Lr UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 615 615 2 1612 1612 3 725 625 4 625 725 5 675 675 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 615 615 2 615 615 3 615 615 4 615 615 5 615 615 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 0 0 2 998 998 3 110 10 4 10 110 5 60 60 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.179 4.179 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.000 0. 933 0.289 1.243 L/775 0.289 0.433 2 1 0.468 0. 933 L/478 0.757 1.243 L/296 3 1 0.011 0.933 L/21062 0.299 1.243 L/748 4 1 0.011 0.933 L/21062 0.299 1.243 L/748 5 1 0.046 0. 933 L/4918 0.334 1.243 L/670 to Page,3 , 1863 BEAM 1.dsn **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.20 0.08 2 0.48 0.18 3 0.15 0.07 4 0.15 0.07 5 0.17 0.06 SLENDERNESS RATIO = 2.11 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page,,1 , N:\JOBS Stone Bridge\1857\1857 Beams\1863 BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/23/15 14:38:41 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1857 BEAM A STATE: OR CODE: IBC 2012 PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 11.000' SIDE L/360 L/240 ROOF 30 15 0.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4646 12466 5879 -0.052 -0.074 ALLOWABLE 4646 18187 7897 0.200 0.300 STRESS INDICES 1.00 0.69 0.74 2L/1144 2L/807 LOAD CASE 7 7 3 7 7 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 303 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 69" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 RIGHT CANT 5.500' 2.500' TOTAL SPAN: 8.00 FT LOAD PATTERNS .1 I1 Page ,2 , 1863 BEAM A.dsn CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.500 +ALL 1 *UNIF DEAD FLOOR SIDE 82.5 PLF 0.000 5.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 5.500 ALL 1 CONC DEAD ROOF TOP 3133.3 LBS 3.000 +ALL R UNIF DEAD WALL TOP 100.0 PLF 0.000 2.500 ALL R UNIF DEAD ROOF TOP 90.0 PLF 0.100 2.500 +ALL R *UNIF DEAD FLOOR SIDE 82.5 PLF 0.000 2.500 +ALL R UNIF WEIGHT BEAM 11.9 PLF 0.000 2.500 +1 1 *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 5.500 +1 R *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 2.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 5.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 3.000 2 R UNIF LIVE ROOF TOP 0.0 PLF 0.100 2.500 +2 R *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 2.500 3 1 CONC LIVE SNOW TOP 6266.7 LBS 3.000 3 R UNIF LIVE SNOW TOP 180.0 PLF 0.100 2.500 4 1 CONC LIVE SNOW TOP 4700.0 LBS 3.000 +4 1 *UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 5.500 4 R UNIF LIVE SNOW TOP 135.0 PLF 0.100 2.500 +4 R *UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 2.500 +5 1 *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 5.500 +6 R *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 2.500 7 1 CONC LIVE SNOW TOP 6266.7 LBS 3.000 8 R UNIF LIVE SNOW TOP 180.0 PLF 0.100 2.500 9 1 CONC LIVE SNOW TOP 4700.0 LBS 3.000 +9 1 *UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 5.500 10 R UNIF LIVE SNOW TOP 135.0 PLF 0.100 2.500 +10 R *UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 2.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 4667 3026 1.00 D+L 2 4280 2313 0.90 D 3 12157 5879 1.00 D+S 4 10478 5522 1.00 D+0.75L+0.755 5 5046 2897 1.00 D+L 6 3902 2443 1.00 D+L 7 12466 5773 1.00 D+S 8 3972 2419 1.00 D+S 9 10994 5345 1.00 D+0.75L+0.755 10 3765 2490 1.00 D+0.75L+0.75S UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2277 4387 2 1797 3107 3 4544 7059 4 4217 7031 5 2402 3712 6 1672 3782 7 4646 6525 8 1695 3641 9 4387 6125 10 1627 4014 1.1 Page ,3 1863 BEAM A.dsn REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1797 3107 2 1797 3107 3 1797 3107 4 1797 3107 5 1797 3107 6 1797 3107 7 1797 3107 8 1797 3107 9 1797 3107 10 1797 3107 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 480 1280 2 0 0 3 2746 3952 4 2420 3924 5 605 605 6 -125 675 7 2848 3418 8 -102 534 9 2590 3017 10 -170 907 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.770 3.000 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 3133.3 3.000 3.581 1 LIVE 6266.7 3.000 3.581 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.002 0.177 L/31594 0.021 0.265 L/3084 1 R 0.001 0.200 2L/46215 -0.021 0.300 2L/2906 2 1 0.000 0.177 0.019 0.265 L/3409 0.019 0.028 2 R 0.000 0.200 -0.022 0.300 2L/2734 -0.022 -0.033 3 1 0.034 0.177 L/1879 0.053 0.265 L/1212 3 R -0.046 0.200 2L/1299 -0.068 0.300 2L/881 4 1 0.027 0.177 L/2368 0.046 0.265 L/1398 4 R -0.034 0.200 2L/1782 -0.056 0.300 2L/1079 5 1 0.004 0.177 L/15093 0.023 0.265 L/2781 5 R -0.006 0.200 2L/9438 -0.028 0.300 2L/2120 6 1 -0.002 0.177 L/27564 0.016 0.265 L/3876 6 R 0.008 0.200 2L/7837 -0.014 0.300 2L/4200 7 1 0.036 0.177 L/1781 0.054 0.265 L/1170 7 R -0.052 0.200 2L/1144 -0.074 0.300 2L/807 8 1 -0.002 0.177 L/33743 0.017 0.265 L/3781 8 R 0.006 0.200 2L/9590 -0.016 0.300 2L/3825 9 1 0.030 0.177 L/2125 0.049 0.265 L/1309 9 R -0.044 0.200 2L/1361 -0.066 0.300 2L/909 Page 4 1863 BEAM A.dsn 10 1 -0.003 0.177 L/20228 0.016 0.265 L/4079 10 R 0.010 0.200 2L/5750 -0.012 0.300 2L/5213 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.26 0.38 2 0.26 0.33 3 0.67 0.74 4 0.58 0.70 5 0.28 0.37 6 0.21 0.31 7 0.69 0.73 8 0.22 0.31 9 0.60 0.68 10 0.21 0.32 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. r) � • Page 1 N:\JOBS Stone Bridge\1857\1857 Beams\1863 BEAM B.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/23/15 14:39:37 WARNING *k* THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1857 BEAM A STATE: OR CODE: IBC 2012 PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2900Fb-2.OE DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 11.000' 0.000' SIDE L/360 L/240 ROOF 30 15 0.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5851 17840 4495 -0.157 -0.213 ALLOWABLE 15750 39805 15794 0.200 0.300 STRESS INDICES 0.37 0.45 0.28 2L/382 2L/281 LOAD CASE 1 5 1 5 5 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 RIGHT CANT 17.000' 2.500' TOTAL SPAN: 19.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR SIDE 82.5 PLF 0.000 17.000 ALL 1 UNIF DEAD FLOOR SIDE 57.3 PLF 14.500 17.000 ALL 1 UNIF DEAD FLOOR SIDE 53.2 PLF 0.000 14.500 +ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 17.000 ALL R UNIF DEAD WALL TOP 100.0 PLF 0.000 2.500 ALL R UNIF DEAD ROOF TOP 90.0 PLF 0.000 2.500 +ALL R UNIF DEAD FLOOR SIDE 82.5 PLF 0.000 2.500 +ALL R UNIF WEIGHT BEAM 23.8 PLF 0.000 2.500 +1 1 UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 17.000 1 1 UNIF LIVE FLOOR SIDE 152.7 PLF 14 .500 17.000 1 1 UNIF LIVE FLOOR SIDE 141.8 PLF 0.000 14.500 +1 R UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 2.500 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 17.000 2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 14 .500 17.000 .1 o Page,2 1863 BEAM B.dsn 2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.500 2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.500 +2 R UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 2.500 3 R UNIF LIVE SNOW TOP 180.0 PLF 0.000 2.500 +4 1 UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 17.000 4 1 UNIF LIVE FLOOR SIDE 114.5 PLF 14 .500 17.000 4 1 UNIF LIVE FLOOR SIDE 106.4 PLF 0.000 14 .500 4 R UNIF LIVE SNOW TOP 135.0 PLF 0.000 2.500 +4 R UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 2.500 +5 1 UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 17.000 5 1 UNIF LIVE FLOOR SIDE 152.7 PLF 14.500 17.000 5 1 UNIF LIVE FLOOR SIDE 141.8 PLF 0.000 14.500 +6 R UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 2.500 +7 1 UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 17.000 7 1 UNIF LIVE FLOOR SIDE 114.5 PLF 14.500 17.000 7 1 UNIF LIVE FLOOR SIDE 106.4 PLF 0.000 14.500 8 R UNIF LIVE SNOW TOP 135.0 PLF 0.000 2.500 +8 R UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 2.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 17496 4495 1.00 D+L 2 5144 1400 0.90 D 3 4877 1433 1.00 D+S 4 14203 3747 1.00 D+0.75L+0.75S 5 17840 4454 1.00 D+L 6 4818 1441 1.00 D+L 7 14664 3691 1.00 D+0.75L 8 4703 1491 1.00 D+0.75L+0.75S UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4339 5851 2 1302 2160 3 1269 2643 4 3555 5291 5 4379 5261 6 1261 2751 7 3610 4486 8 1247 2965 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1302 2160 2 1302 2160 3 1302 2160 4 1302 2160 5 1302 2160 6 1302 2160 7 1302 2160 8 1302 2160 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3037 3691 2 0 0 3 -33 483 .1 Page,3 , 1863 BEAM B.dsn , 4 2253 3131 5 3077 3101 6 -40 590 7 2308 2326 8 -55 805 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.336 0.558 L/599 0.474 0.838 L/424 1 R -0.147 0.200 2L/407 -0.204 0.300 2L/294 ' 2 1 0.000 0.558 0.138 0.838 L/1454 0.138 0.207 2 R 0.000 0.200 -0.056 0.300 2L/1065 -0.056 -0.085 3 1 -0.009 0.558 L/22447 0.129 0.838 L/1552 3 R 0.008 0.200 2L/7696 -0.049 0.300 2L/1236 4 1 0.245 0.558 L/820 0.383 0.838 L/524 4 R -0.105 0.200 2L/573 -0.161 0.300 2L/372 5 1 0.346 0.558 L/581 0.484 0.838 L/415 5 R -0.157 0.200 2L/382 -0.213 0.300 2L/281 6 1 -0.011 0.558 L/18366 0.128 0.838 L/1576 6 R 0.010 0.200 2L/6296 -0.047 0.300 2L/1282 7 1 0.260 0.558 L/774 0.398 0.838 L/505 7 R -0.118 0.200 2L/510 -0.174 0.300 2L/345 8 1 -0.015 0.558 L/13468 0.124 0.838 L/1624 8 R 0.013 0.200 2L/4617 -0.043 0.300 2L/1384 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.44 0.28 2 0.14 0.10 3 0.12 0.09 4 0.36 0.24 5 0.45 0.28 6 0.12 0.09 7 0.37 0.23 8 0.12 0.09 SLENDERNESS RATIO = 1.70 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Pge,1 , N:\JOBS Stone Bridge\1857\1857 Beams\1863 BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/23/15 14:39:58 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1857 BEAM C STATE: OR CODE: IBC 2012 PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 2.000' 2.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5122 21884 5124 0.587 0.870 ALLOWABLE 5906 27280 11845 0.629 0.944 STRESS INDICES 0.87 0.80 0.43 L/386 L/260 LOAD CASE 4 1 4 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD k** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 55 PLF LDF: 1.00 NOTES k** COMPRESSION EDGE BRACING REQUIRED AT 54" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 19.000' Page.2 1863 BEAM C.dsn TOTAL SPAN: 19.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 19.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 19.000 ALL 1 *CONC DEAD ROOF SIDE 986.7 LBS 18.000 ALL 1 *CONC DEAD FLOOR SIDE 969.5 LBS 11.500 +1 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 19.000 1 1 *CONC LIVE FLOOR SIDE 2585.5 LBS 11.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 19.000 2 1 *CONC LIVE ROOF SIDE 0.0 LBS 18.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 11.500 3 1 *CONC LIVE SNOW SIDE 1973.3 LBS 18.000 4 1 *CONC LIVE SNOW SIDE 1480.0 LBS 18.000 +4 1 *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 19.000 4 1 *CONC LIVE FLOOR SIDE 1939.1 LBS 11.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 21884 4298 1.00 D+L 2 6927 1977 0.90 D 3 8037 3852 1.00 D+S 4 18978 5124 1.00 D+0.75L+0.75S UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2670 4301 2 889 1976 3 993 3845 4 2302 5122 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 889 1976 2 889 1976 3 889 1976 4 889 1976 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1781 2325 2 0 0 3 104 1869 4 1413 3146 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 986.7 18.000 3.000 Page 3 1863 BEAM C.dsn 1 DEAD 969.5 11.500 3.000 1 LIVE 2585.5 11.500 3.000 1 LIVE 1973.3 18.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.587 0. 629 L/386 0.870 0.944 L/260 2 1 0.000 0. 629 0.283 0.944 L/801 0.283 0.424 3 1 0.052 0.629 L/4327 0.334 0.944 L/677 4 1 0.479 0.629 L/472 0.762 0.944 L/297 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.80 0.36 2 0.28 0.19 3 0.29 0.33 4 0.70 0.43 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page,1 N:\JOBS Stone Bridge\1857\1857 Beams\1863 BEAM E.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/23/15 14:40:21 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1857 BEAM E STATE: OR CODE: IBC 2012 PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 3.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2009 5953 1890 0.091 0.241 ALLOWABLE 3938 18187 7897 0.479 0.719 STRESS INDICES 0.51 0.33 0.24 L/1891 L/715 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 241 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 14.500' TOTAL SPAN: 14.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 Xl (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 14.500 Page 2 , 1863 BEAM E.dsn ALL 1 *UNIF DEAD FLOOR SIDE 39.5 PLF 0.000 4 .000 +ALL 1 *UNIF DEAD FLOOR SIDE 26.3 PLF 0.000 14.500 , +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 14 .500 1 1 *UNIF LIVE FLOOR SIDE 105.5 PLF 0.000 4.000 +1 1 *UNIF LIVE FLOOR SIDE 70.0 PLF 0.000 14.500 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 4.000 +2 1 . *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 5953 1890 1.00 D+L 2 3721 1028 0.90 D UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2009 1589 2 1138 1023 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1138 1023 2 1138 1023 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 871 566 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.091 0.479 L/1891 0.241 0.719 L/715 2 1 0.000 0.479 0.150 0.719 L/1149 0.150 0.225 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.33 0.24 2 0.23 0.14 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. , Pge. 3 , 1863 BEAM E.dsn USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Pagel N:\JOBS Stone Bridge\1857\1857 Beams\1863 BEAM F.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/23/15 14:40:39 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1857 BEAM F STATE: OR CODE: IBC 2012 PRODUCT: 3-PLY 1-3/4" X 20" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 18.000' 10.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 15714 70087 13956 0.421 0.626 ALLOWABLE 15715 71852 19950 0.606 0.908 STRESS INDICES 1.00 0.98 0.70 L/518 L/348 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 495 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 18.500' TOTAL SPAN: 18.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) , P4ge .2 . 1863 BEAM F.dsn +ALL 1 *UNIF DEAD FLOOR SIDE 213.8 PLF 0.000 18.500 ALL 1 UNIF DEAD FLOOR TOP 135.0 PLF 0.000 18.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 18.500 ALL 1 UNIF DEAD FLOOR TOP 79.1 PLF 0.000 18.500 +ALL 1 UNIF WEIGHT BEAM 30.0 PLF 0.000 18.500 +1 1 *UNIF LIVE FLOOR SIDE 570.0 PLF 0.000 18.500 1 1 UNIF LIVE FLOOR TOP 360.0 PLF 0.000 18.500 1 1 UNIF LIVE FLOOR TOP 210.9 PLF 0.000 18.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 18.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 18.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 18.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 70087 13956 1.00 D+L 2 23016 4544 0.90 D UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 15714 15714 2 5160 5160 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 5160 5160 2 5160 5160 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 10553 10553 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.991 3.991 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.421 0.606 L/518 0.626 0.908 L/348 2 1 0.000 0.606 0.206 0.908 L/1060 0.206 0.309 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ***` **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0. 98 0.70 2 0.36 0.25 SLENDERNESS RATIO = 3.81 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED Page ,3, 4 1863 BEAM F.dsn LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 ' " N:\JOBS Stone Bridge\1857\1857 Beams\1863 BEAM D.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/15/15 14:05:18 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1857 BEAM D STATE: OR CODE: IBC 2012 PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 7.000' 0.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2207 7862 2089 0.145 0.315 ALLOWABLE 3938 18187 7897 0.479 0.719 STRESS INDICES 0.56 0.43 0.26 L/1190 L/547 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 193 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 126" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 14.500' TOTAL SPAN: 14.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 14 .500 +ALL 1 *UNIF DEAD FLOOR SIDE 52.5 PLF 0.000 14 .500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 14.500 +1 1 `UNIF LIVE FLOOR SIDE 140.0 PLF 0.000 14.500 ' Page 2 ' ' 1863 BEAM D.dsn +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 7862 2089 1.00 D+L 2 4246 1083 0.90 D UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2207 2207 2 1192 1192 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1192 1192 2 1192 1192 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1015 1015 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.145 0.479 L/1190 0.315 0.719 L/547 2 1 0.000 0.479 0.170 0.719 L/1013 0.170 0.255 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.43 0.26 2 0.26 0.15 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page .1, , N:\JOBS Stone Bridge\1857\1857 Beams\1863 BEAM H1.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/23/15 14:40:57 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1857 BEAM H1 STATE: OR CODE: IBC 2012 PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 2.000' 2.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4326 9693 4256 0.131 0.185 ALLOWABLE 4326 11932 6318 0.262 0.393 STRESS INDICES 1.00 0.81 0.67 L/723 L/510 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 55 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 65" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.000' TOTAL SPAN: 8.00 FT LOAD PATTERNS . Page .2, , 1863 BEAM H1.dsn CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 5.500 8.000 +ALL 1 *UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 8.000 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.000 ALL 1 CONC DEAD FLOOR TOP 1442.7 LBS 5.500 +1 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 8.000 1 1 CONC LIVE FLOOR TOP 3847.3 LBS 5.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 8.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 5.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 9693 4256 1.00 D+L 2 2836 1283 0.90 D UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2170 4326 2 648 1361 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 648 1361 2 648 1361 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1522 2965 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.648 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1442.7 5.500 3.000 1 LIVE 3847.3 5.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.131 0.262 L/723 0.185 0.393 L/510 2 1 0.000 0.262 0.055 0.393 L/1727 0.055 0.082 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **k* **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** k*** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.81 0.67 2 0.26 0.23 . Page•3 . 1863 BEAM H1.dsn SLENDERNESS RATIO = 2.71 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. . Page d. N:\JOBS Stone Bridge\1857\1857 Beams\1863 BEAM H3.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/23/15 14:41:16 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1857 BEAM H3 STATE: OR CODE: IBC 2012 PRODUCT: 2-PLY 1-3/4" X 14" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 2.000' 0.000' SIDE L/360 L/240 ROOF 30 15 2.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6015 23965 5746 0.387 0.773 ALLOWABLE 6015 24699 9310 0.544 0.816 STRESS INDICES 1.00 0.97 0.62 L/506 L/254 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 55 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 16.500' TOTAL SPAN: 16.50 FT LOAD PATTERNS Page 2. . 1863 BEAM H3.dsn CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD WALL TOP 200.0 PLF 0.000 16.500 +ALL 1 UNIF DEAD SNOW TOP 15.0 PLF 0.000 16.500 +ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 0.000 16.500 +ALL 1 UNIF WEIGHT BEAM 14.0 PLF 0.000 16.500 ALL 1 CONC DEAD FLOOR TOP 1179.5 LBS 12.000 ALL 1 CONC DEAD FLOOR TOP 591.8 LBS 4.000 +1 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 16.500 1 1 CONC LIVE FLOOR TOP 3145.5 LBS 12.000 1 1 CONC LIVE FLOOR TOP 1578.2 LBS 4.000 +2 1 UNIF LIVE SNOW TOP 0.0 PLF 0.000 16.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 16.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 12.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 4 .000 +3 1 UNIF LIVE SNOW TOP 30.0 PLF 0.000 16.500 +4 1 UNIF LIVE SNOW TOP 22.5 PLF 0.000 16.500 +4 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 0.000 16.500 4 1 CONC LIVE FLOOR TOP 2359.1 LBS 12.000 4 1 CONC LIVE FLOOR TOP 1183.6 LBS 4.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 23965 5746 1.00 D+L 2 11946 2744 0.90 D 3 12935 2954 1.00 D+S 4 21614 5153 1.00 D+0.75L+0.755 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5167 6015 2 2783 3014 3 3031 3262 I 4 4756 5450 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2783 3014 2 2783 3014 3 2783 3014 4 2783 3014 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2383 3000 2 0 0 3 247 248 4 1973 2436 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.968 2.291 CONCENTRATED LOADS SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN) • Page ,3, 1863 BEAM H3.dsn 1 DEAD 1179.5 12.000 3.000 1 DEAD 591.8 4.000 3.000 1 LIVE 3145.5 12.000 3.000 1 LIVE 1578.2 4.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.387 0.544 L/506 0.773 0.816 L/254 2 1 0.000 0.544 0.386 0.816 L/508 0.386 0.579 3 1 0.032 0.544 L/6213 0.417 0.816 L/469 4 1 0.314 0.544 L/624 0.700 0.816 L/280 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.97 0.62 2 0.54 0.33 3 0.52 0.32 4 0.88 0.55 SLENDERNESS RATIO = 4.00 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.