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Report t Page 1 N:\JOBS Stone Bridge\1856\1856 Beams\1856 BEAM 1.dsn r I Fl LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:17:58 ///��� WARNING RECEIVED *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO MAR 1 6 2015 ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, CITY OF TIGARD INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. BUILDING DIVISION COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1856 BEAM 1 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-1/2" X 9-1/2" LP LVL 2950Fb-2.0E 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 0.445 0.719 ALLOWABLE 14104 17077 8265 0.933 1.243 STRESS INDICES 0.114 0.432 0.176 L/503 L/311 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) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED 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" *** COMPRESSION EDGE BRACING REQUIRED AT 115" 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 W1 W2 Xl (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 52.5 PLF 0.000 19.000 e Page 2 1856 BEAM 1.dsn t ,e L 1 +ALL 1 UNIF WEIGHT BEAM 12.2 PLF 0.000 19.000 +1 1 UNIF LIVE ROOF TOP 105.0 PLF 0.000 19.000 +2 1 UNIF LIVE ROOF TOP 0.0 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 1 7381 1458 1.00 2 2815 562 0.90 3 2900 673 1.00 4 2900 673 1.00 5 3337 622 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1612 1612 2 615 615 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 1 998 998 2 0 0 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. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.445 0.933 L/503 0.719 1.243 L/311 2 1 0.000 0.933 0.274 1.243 L/816 0.274 0.411 3 1 0.010 0.933 L/22171 0.284 1.243 L/788 4 1 0.010 0.933 L/22171 0.284 1.243 L/788 5 1 0.043 0.933 L/5176 0.317 1.243 L/705 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** Page 3 1856 BEAM 1.dsn 1 **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.432 0.176 2 0.183 0.076 3 0.170 0.081 4 0.170 0.081 5 0.195 0.075 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\1856\1856 Beams\1856 BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:18:12 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM A STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.0E 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 -0.050 -0.071 ALLOWABLE 4646 20246 8035 0.200 0.300 STRESS INDICES 1.000 0.616 0.732 2L/1204 2L/849 LOAD CASE 9 9 8 9 9 **** 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 CONNECTION ***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. *** COMPRESSION EDGE BRACING REQUIRED AT 79" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 RIGHT CANT 5.500' 2.500' TOTAL SPAN: 8.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (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 Page 2 1856 BEAM A.dsn +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 165.0 PLF 0.000 5.500 1 1 CONC LIVE ROOF TOP 4700.0 LBS 3.000 +1 R *UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 2.500 1 R UNIF LIVE ROOF TOP 135.0 PLF 0.100 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 *UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 5.500 3 1 CONC LIVE ROOF TOP 4700.0 LBS 3.000 +4 R *UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 2.500 4 R UNIF LIVE ROOF TOP 135.0 PLF 0.100 2.500 +5 1 *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 5.500 +5 R *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 2.500 +6 1 *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 5.500 +7 R *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 2.500 8 1 CONC LIVE ROOF TOP 6266.7 LBS 3.000 8 R UNIF LIVE ROOF TOP 180.0 PLF 0.100 2.500 9 1 CONC LIVE ROOF TOP 6266.7 LBS 3.000 10 R UNIF LIVE ROOF TOP 180.0 PLF 0.100 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 1 10478 5522 1.00 2 4280 2313 0.90 3 10994 5345 1.00 4 3765 2490 1.00 5 4667 3026 1.00 6 5046 2897 1.00 7 3902 2443 1.00 8 12157 5879 1.00 9 12466 5773 1.00 10 3972 2419 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4217 7031 2 1797 3107 3 4387 6125 4 1627 4014 5 2277 4387 6 2402 3712 7 1672 3782 8 4544 7059 9 4646 6525 10 1695 3641 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1797 3107 2 1797 3107 3 1797 3107 4 1797 3107 r Page 3 1856 BEAM A.dsn . 1 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 2420 3924 2 0 0 3 2590 3017 4 -170 907 5 480 1280 6 605 605 7 -125 675 8 2746 3952 9 2848 3418 10 -102 534 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. L/? INSTANT LONG-TERM 1 1 0.026 0.177 L/2493 0.043 0.265 L/1471 1 R -0.032 0.200 2L/1876 -0.053 0.300 2L/1136 2 1 0.000 0.177 0.018 0.265 L/3588 0.018 0.027 2 R 0.000 0.200 -0.021 0.300 2L/2878 -0.021 -0.031 3 1 0.028 0.177 L/2236 0.046 0.265 L/1378 3 R -0.042 0.200 2L/1432 -0.063 0.300 2L/956 4 1 -0.003 0.177 L/21293 0.015 0.265 L/4293 4 R 0.010 0.200 2L/6053 -0.011 0.300 2L/5488 5 1 0.002 0.177 L/33257 0.020 0.265 L/3246 5 R 0.001 0.200 2L/48647 -0.020 0.300 2L/3059 6 1 0.004 0.177 L/15887 0.022 0.265 L/2927 6 R -0.006 0.200 2L/9934 -0.027 0.300 2L/2232 7 1 -0.002 0.177 L/29015 0.016 0.265 L/4080 7 R 0.007 0.200 2L/8250 -0.014 0.300 2L/4421 8 1 0.032 0.177 L/1978 0.050 0.265 L/1275 8 R -0.044 0.200 2L/1368 -0.065 0.300 2L/927 9 1 0.034 0.177 L/1875 0.052 0.265 L/1232 9 R -0.050 0.200 2L/1204 -0.071 0.300 2L/849 10 1 -0.002 0.177 L/35519 0.016 0.265 L/3980 10 R 0.006 0.200 2L/10095 -0.015 0.300 2L/4026 **** 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) . Page 4 1856 BEAM A.t dsn STRESS INDICES CASE MSI VSI 1 0.518 0.687 2 0.235 0.320 3 0.543 0.665 4 0.186 0.310 5 0.231 0.377 6 0.249 0.361 7 0.193 0.304 8 0.600 0.732 9 0.616 0.718 10 0.196 0.301 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\1856\1856 Beams\1856 BEAM B.dsn 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:18:25 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM OE> STATE: OR CODE: IBC PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2950Fb-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 17809 4473 -0.157 -0.213 ALLOWABLE 15750 40491 16071 0.200 0.300 STRESS INDICES 0.372 0.440 0.278 2L/383 2L/282 LOAD CASE 5 3 5 3 3 **** 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 W1 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 165.0 PLF 0.000 17.000 1 1 UNIF LIVE FLOOR SIDE 114.5 PLF 14.500 17.000 1 1 UNIF LIVE FLOOR SIDE 106.4 PLF 0.000 14.500 +1 R UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 2.500 1 R UNIF LIVE ROOF TOP 135.0 PLF 0.000 2.500 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 17.000 Page 2 1856 BEAM B.dsn o 2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 14.500 17.000 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 1 UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 17.000 3 1 UNIF LIVE FLOOR SIDE 152.7 PLF 14.500 17.000 3 1 UNIF LIVE FLOOR SIDE 141.8 PLF 0.000 14.500 +4 R UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 2.500 4 R UNIF LIVE ROOF TOP 135.0 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 +5 R UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 2.500 +6 1 UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 17.000 6 1 UNIF LIVE FLOOR SIDE 152.7 PLF 14.500 17.000 6 1 UNIF LIVE FLOOR SIDE 141.8 PLF 0.000 14.500 +7 R UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 2.500 8 R UNIF LIVE ROOF TOP 180.0 PLF 0.000 2.500 9 R UNIF LIVE ROOF TOP 180.0 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 1 14179 3728 1.00 2 5136 1394 0.90 3 17809 4431 1.00 4 4696 1491 1.00 5 17466 4473 1.00 6 17809 4431 1.00 7 4810 1435 1.00 8 4869 1427 1.00 9 4869 1427 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3555 5291 2 1302 2160 3 4379 5261 4 1247 2965 5 4339 5851 6 4379 5261 7 1261 2751 8 1269 2643 9 1269 2643 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 9 1302 2160 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 Page 3 1856 BEAM B.dsn i 1 2253 3131 2 0 0 3 3077 3101 4 -55 805 5 3037 3691 6 3077 3101 7 -40 590 8 -33 483 9 -33 483 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 0.231 0.558 L/868 0.362 0.838 L/556 1 R -0.105 0.200 2L/574 -0.161 0.300 2L/373 2 1 0.000 0.558 0.130 0.838 L/1544 0.130 0.195 2 R 0.000 0.200 -0.056 0.300 2L/1066 -0.056 -0.084 3 1 0.328 0.558 L/613 0.458 0.838 L/439 3 R -0.157 0.200 2L/383 -0.213 0.300 2L/282 4 1 -0.015 0.558 L/13468 0.116 0.838 L/1736 4 R 0.013 0.200 2L/4662 -0.043 0.300 2L/1382 5 1 0.317 0.558 L/633 0.448 0.838 L/449 5 R -0.147 0.200 2L/408 -0.203 0.300 2L/295 6 1 0.328 0.558 L/613 0.458 0.838 L/439 6 R -0.157 0.200 2L/383 -0.213 0.300 2L/282 7 1 -0.011 0.558 L/18366 0.120 0.838 L/1681 7 R 0.009 0.200 2L/6357 -0.047 0.300 2L/1281 8 1 -0.009 0.558 L/22447 0.121 0.838 L/1655 8 R 0.008 0.200 2L/7770 -0.049 0.300 2L/1235 9 1 -0.009 0.558 L/22447 0.121 0.838 L/1655 9 R 0.008 0.200 2L/7770 -0.049 0.300 2L/1235 **** 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 0.350 0.232 2 0.141 0.096 3 0.440 0.276 4 0.116 0.093 5 0.431 0.278 6 0.440 0.276 7 0.119 0.089 8 0.120 0.089 9 0.120 0.089 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 Page 4 1856 BEAM B.dsn 1 IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1856\1856 Beams\1856 BEAM C.dsn I LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:18:37 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM C STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.OE 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 0.558 0.827 ALLOWABLE 5906 30368 12053 0.629 0.944 STRESS INDICES 0.867 0.721 0.425 L/406 L/274 LOAD CASE 1 3 1 3 3 **** 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 CONNECTION ***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 *** 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. *** COMPRESSION EDGE BRACING REQUIRED AT 64" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 19.000' 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 Page 2 1856 BEAM C.dsn 1 +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 60.0 PLF 0.000 19.000 1 1 *CONC LIVE FLOOR SIDE 1939.1 LBS 11.500 1 1 *CONC LIVE ROOF SIDE 1480.0 LBS 18.000 +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 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 19.000 3 1 *CONC LIVE FLOOR SIDE 2585.5 LBS 11.500 4 1 *CONC LIVE ROOF SIDE 1973.3 LBS 18.000 * 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 1 18978 5124 1.00 2 6927 1977 0.90 3 21884 4298 1.00 4 8037 3852 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2302 5122 2 889 1976 3 2670 4301 4 993 3845 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 1413 3146 2 0 0 3 1781 2325 4 104 1869 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 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. L/? INSTANT LONG-TERM 1 1 0.455 0.629 L/497 0.724 0.944 L/313 Page 3 1856 BEAM c.dsn , 2 1 0.000 0.629 0.269 0.944 L/844 0.269 0.403 3 1 0.558 0.629 L/406 0.827 0.944 L/274 4 1 0.050 0.629 L/4555 0.318 0.944 L/713 **** 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 0.625 0.425 2 0.253 0.182 3 0.721 0.357 4 0.265 0.320 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 St9ne Bridge\1856\1856 Beams\1856 BEAM D.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:18:49 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM D STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.OE 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' 5.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3303 11769 3176 0.246 0.448 ALLOWABLE 3938 20246 8035 0.479 0.719 STRESS INDICES 0.839 0.581 0.395 L/701 L/385 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) . NOTES CONNECTION ***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. *** COMPRESSION EDGE BRACING REQUIRED AT 84" 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 93.8 PLF 0.000 14.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 14.500 +1 1 *UNIF LIVE FLOOR SIDE 250.0 PLF 0.000 14.500 +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. Page 2 1856 BEAM D.dsn . ' SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 11769 3176 1.00 2 5312 1379 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3303 3303 2 1491 1491 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1491 1491 2 1491 1491 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1813 1813 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 0.246 0.479 L/701 0.448 0.719 L/385 2 1 0.000 0.479 0.202 0.719 L/852 0.202 0.304 **** 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 0.581 0.395 2 0.292 0.191 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\1856\1856 Beams\1856 BEAM E.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:19:02 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM E STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.OE 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 0.087 0.229 ALLOWABLE 3938 20246 8035 0.479 0.719 STRESS INDICES 0.510 0.294 0.235 L/1991 L/753 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) . NOTES CONNECTION ***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. *** 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 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 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 Page 2 1856 BEAM E.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 1 5953 1890 1.00 2 3721 1028 0.90 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 0.087 0.479 L/1991 0.229 0.719 L/753 2 1 0.000 0.479 0.143 0.719 L/1210 0.143 0.214 **** 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 0.294 0.235 2 0.204 0.142 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\1856\1856 Beams\1856 BEAM F.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:19:15 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM F STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 20" LP LVL 2950Fb-2.OE 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 0.400 0.595 ALLOWABLE 15715 79986 20300 0.606 0.908 STRESS INDICES 1.000 0.876 0.687 L/545 L/366 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) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 4 ROWS OF 16d (3-1/2") NAILS AT 8" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 ROWS OF 16d (3-1/2") NAILS AT 8" 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. *** COMPRESSION EDGE BRACING REQUIRED AT 28" 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 Xl (FT) X2 (FT) +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 Page 2 1856 BEAM F.dsn 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 1 70087 13956 1.00 2 23016 4544 0.90 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 0.400 0.606 L/545 0.595 0.908 L/366 2 1 0.000 0.606 0.195 0.908 L/1115 0.195 0.293 **** 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 0.876 0.687 2 0.320 0.249 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 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\1856\1856 Beams\1856 BEAM G.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:19:28 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM G STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.OE 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 19.000' 9.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2984 5409 2934 0.039 0.054 ALLOWABLE 3938 20246 8035 0.246 0.369 STRESS INDICES 0.758 0.267 0.365 L/2277 L/1632 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) . NOTES CONNECTION ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" 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. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 7.500' TOTAL SPAN: 7.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 213.8 PLF 0.000 7.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.500 +1 1 *UNIF LIVE FLOOR SIDE 570.0 PLF 0.000 7.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. Page 2 1856 BEAM G.dsn SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 5409 2934 1.00 2 1534 832 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2984 2984 2 846 846 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 846 846 2 846 846 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2138 2138 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 0.039 0.246 L/2277 0.054 0.369 L/1632 2 1 0.000 0.246 0.015 0.369 L/5753 0.015 0.023 **** 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 0.267 0.365 2 0.084 0.115 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\1856\1856 Beams\1856 BEAM H.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:19:41 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM H STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.0E 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 3341 3337 3348 0.046 0.066 ALLOWABLE 3938 20246 8035 0.346 0.519 STRESS INDICES 0.848 0.165 0.417 L/2730 L/1891 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) . NOTES CONNECTION ***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. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD *** 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. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 10.500' TOTAL SPAN: 10.50 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 10.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 10.500 Page 2 1856 BEAM H.dsn ALL 1 *CONC DEAD FLOOR SIDE 814.1 LBS 1.000 +1 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 10.500 1 1 *CONC LIVE FLOOR SIDE 2170.9 LBS 1.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.500 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 1.000 * 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 1 3337 3348 1.00 2 1010 958 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3341 924 2 956 297 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 956 297 2 956 297 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2384 627 2 0 0 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 814.1 1.000 3.000 1 LIVE 2170.9 1.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.046 0.346 L/2730 0.066 0.519 L/1891 2 1 0.000 0.346 0.020 0.519 L/6145 0.020 0.030 **** 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 0.165 0.417 2 0.055 0.132 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 • Page 3 1856 BEAM H.dsn 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\1856\1856 Beams\1856 BEAM H1.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:19:54 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM H1 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.OE 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 9683 4252 0.124 0.176 ALLOWABLE 4326 13282 6428 0.262 0.393 STRESS INDICES 1.000 0.729 0.661 L/761 L/537 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) . NOTES CONNECTION ***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. *** COMPRESSION EDGE BRACING REQUIRED AT 80" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.000' TOTAL SPAN: 8.00 FT LOAD PATTERNS 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 Page 2 1856 BEAM H1.dsn 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 1 9683 4252 1.00 2 2825 1278 0.90 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 0.124 0.262 L/761 0.176 0.393 L/537 2 1 0.000 0.262 0.052 0.393 L/1825 0.052 0.078 **** 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 0.729 0.661 2 0.236 0.221 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. Page 3 1856 BEAM H1.dsn. 1 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\1856\1856 Beams\1856 BEAM H2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:20:06 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM H2 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E 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' 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 4037 4972 3311 0.030 0.051 ALLOWABLE 4037 13282 6428 0.179 0.269 STRESS INDICES 1.000 0.374 0.515 L/2178 L/1256 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) . NOTES CONNECTION ***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. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 5.500' TOTAL SPAN: 5.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 303.3 PLF 0.000 5.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.500 +ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 0.000 5.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 5.500 ALL 1 CONC DEAD FLOOR TOP 699.5 LBS 4.000 Page 2 1856 BEAM H2.dsn 1 1 UNIF LIVE ROOF TOP 455.0 PLF 0.000 5.500 +1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 0.000 5.500 1 1 CONC LIVE FLOOR TOP 1399.1 LBS 4.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 5.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 4.000 +3 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 5.500 3 1 CONC LIVE FLOOR TOP 1865.5 LBS 4.000 4 1 UNIF LIVE ROOF TOP 606.7 PLF 0.000 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 1 4972 3311 1.00 2 2087 1343 0.90 3 4017 2817 1.00 4 4252 2492 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3083 4037 2 1367 1685 3 1986 3152 4 3036 3354 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1367 1685 2 1367 1685 3 1367 1685 4 1367 1685 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1715 2351 2 0 0 3 619 1467 4 1668 1668 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.538 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 699.5 4.000 3.000 1 LIVE 1865.5 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 0.030 0.179 L/2178 0.051 0.269 L/1256 2 1 0.000 0.179 0.022 0.269 L/2967 0.022 0.033 3 1 0.017 0.179 L/3832 0.039 0.269 L/1675 4 1 0.023 0.179 L/2832 0.044 0.269 L/1449 • Page 3 1856 BEAM H2.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 0.374 0.515 2 0.175 0.232 3 0.302 0.438 4 0.320 0.388 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 1 N:\JOBS Stone Bridge\1856\1856 Beams\1856 BEAM H3.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/16/15 16:20:18 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 1856 BEAM H3 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 14" LP LVL 2950Fb-2.0E 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 5167 23965 5746 0.368 0.734 ALLOWABLE 5167 27495 9473 0.544 0.816 STRESS INDICES 1.000 0.872 0.607 L/532 L/267 LOAD CASE 3 3 3 3 3 **** 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 CONNECTION ***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. *** COMPRESSION EDGE BRACING REQUIRED AT 38" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 16.500' TOTAL SPAN: 16.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD WALL TOP 200.0 PLF 0.000 16.500 +ALL 1 UNIF DEAD ROOF 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 Page 2 1856 BEAM H3.dsn 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 30.0 PLF 0.000 16.500 +1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 16.500 1 1 CONC LIVE FLOOR TOP 2359.1 LBS 12.000 1 1 CONC LIVE FLOOR TOP 1183.6 LBS 4.000 +2 1 UNIF LIVE ROOF 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 FLOOR SIDE 40.0 PLF 0.000 16.500 3 1 CONC LIVE FLOOR TOP 3145.5 LBS 12.000 3 1 CONC LIVE FLOOR TOP 1578.2 LBS 4.000 +4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 16.500 * 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 1 21614 5153 1.00 2 11946 2744 0.90 3 23965 5746 1.00 4 12935 2954 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4756 5450 2 2783 3014 3 5167 6015 4 3031 3262 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 1973 2436 2 0 0 3 2383 3000 4 247 248 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.968 2.291 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 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 Page 3 1856 BEAM H3.dsn , 1 1 0.298 0.544 L/656 0.665 0.816 L/295 2 1 0.000 0.544 0.366 0.816 L/535 0.366 0.550 3 1 0.368 0.544 L/532 0.734 0.816 L/267 4 1 0.030 0.544 L/6540 0.396 0.816 L/494 **** 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 0.786 0.544 2 0.483 0.322 3 0.872 0.607 4 0.470 0.312 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.