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Report (8) Page 1 N:\JOBS Stone Bridge\1854\1854 Beams\1854 BEAM l.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 12:59:589 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY F *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO MAR 16 2015 ALL REGISTERED USERS E IN THE CONTINUIA NG EFFORTTOUMAINTAINPDATED ECOMPLIANCERSION OF HWITHH CHANGING E WOOD-E GBUILDING RCODES, clllrlv OF TIGARD INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. BUILDING DIVISION COMPANY: STONE BRIDGE HOMES NW, LLC QJIlILYYIlIV �Yu JOB ID: 1854 BEAM 1 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-1/2" X 9-1/2" LP LVL 2950Fb-2.OE 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 14344 17077 8265 0.933 1.243 STRESS INDICES 0.112 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 24" 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 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 52.5 PLF 0.000 19.000 Page 2 1854 BEAM l.dsn c. +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 120.0 PLF 0.348 2.848 4 1 UNIF LIVE ROOF TOP 120.0 PLF 16.152 18.651 5 1 UNIF LIVE ROOF TOP 120.0 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 3032 839 1.00 4 3032 839 1.00 5 4120 712 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 3 890 640 4 640 890 5 765 765 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 3 275 25 4 25 275 5 150 150 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 ------- ------- 4.250 4.250 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 0.025 0.933 L/8866 0.299 1.243 L/749 4 1 0.025 0.933 L/8866 0.299 1.243 L/749 5 1 0.108 0.933 L/2070 0.382 1.243 L/585 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** i Page 3 1854 BEAM l.dsn **** 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 0.178 0.102 4 0.178 0.102 5 0.241 0.086 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\1854\1854 Beams\1854 BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 13:31:25 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1854 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' 12.000' 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 7162 12479 5903 -0.050 -0.071 ALLOWABLE 7875 20246 8035 0.200 0.300 STRESS INDICES 0.909 0.616 0.735 2L/1205 2L/850 LOAD CASE 1 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 24" 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 Wl W2 XI (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.500 +ALL 1 *UNIF DEAD FLOOR SIDE 90.0 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 1854 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 90.0 PLF 0.000 2.500 +ALL R UNIF WEIGHT BEAM 11.9 PLF 0.000 2.500 +1 1 *UNIF LIVE FLOOR SIDE 180.0 PLF 0.000 5.500 1 1 CONC LIVE ROOF TOP 4700.0 LBS 3.000 +1 R *UNIF LIVE FLOOR SIDE 180.0 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 180.0 PLF 0.000 5.500 3 1 CONC LIVE ROOF TOP 4700.0 LBS 3.000 +4 R *UNIF LIVE FLOOR SIDE 180.0 PLF 0.000 2.500 4 R UNIF LIVE ROOF TOP 135.0 PLF 0.100 2.500 +5 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 5.500 +5 R *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 2.500 +6 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 5.500 +7 R *UNIF LIVE FLOOR SIDE 240.0 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 10518 5595 1.00 2 4294 2338 0.90 3 11059 5409 1.00 4 3753 2523 1.00 5 4716 3115 1.00 6 5128 2974 1.00 7 3881 2479 1.00 8 12171 5903 1.00 9 12479 5797 1.00 10 3985 2444 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 4266 7162 2 1814 3151 3 4445 6209 4 1635 4104 5 2337 4547 6 2474 3811 7 1677 3887 8 4560 7103 9 4662 6569 10 1712 3685 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1814 3151 2 1814 3151 3 1814 3151 4 1814 3151 Page 3 1854 BEAM A.dsn 5 1814 3151 6 1814 3151 7 1814 3151 8 1814 3151 9 1814 3151 10 1814 3151 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2453 4011 2 0 0 3 2631 3059 4 -179 953 5 524 1396 6 660 660 7 -136 736 8 2746 3952 9 2848 3418 10 -102 534 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 ------- ------- 2.000 3.750 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 3133.3 3.000 3.750 1 LIVE 6266.7 3.000 3.750 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/2462 0.043 0.265 L/1453 1 R -0.032 0.200 2L/1881 -0.053 0.300 2L/1139 2 1 0.000 0.177 0.018 0.265 L/3548 0.018 0.027 2 R 0.000 0.200 -0.021 0.300 2L/2884 -0.021 -0.031 3 1 0.029 0.177 L/2198 0.046 0.265 L/1358 3 R -0.042 0.200 2L/1418 -0.063 0.300 2L/951 4 1 -0.003 0.177 L/20122 0.015 0.265 L/4284 4 R 0.010 0.200 2L/5765 -0.010 0.300 2L/5772 5 1 0.002 0.177 L/30251 0.020 0.265 L/3183 5 R 0.001 0.200 2L/44593 -0.019 0.300 2L/3083 6 1 0.004 0.177 L/14451 0.022 0.265 L/2849 6 R -0.007 0.200 2L/9106 -0.027 0.300 2L/2190 7 1 -0.002 0.177 L/26392 0.015 0.265 L/4083 7 R 0.008 0.200 2L/7562 -0.013 0.300 2L/4662 8 1 0.032 0.177 L/1963 0.050 0.265 L/1264 8 R -0.044 0.200 2L/1368 -0.065 0.300 2L/928 9 1 0.034 0.177 L/1860 0.052 0.265 L/1221 9 R -0.050 0.200 2L/1205 -0.071 0.300 2L/850 10 1 -0.002 0.177 L/35249 0.016 0.265 L/3934 10 R 0.006 0.200 2L/10095 -0.015 0.300 2L/4038 **** 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 1854 BEAM A.dsn STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.520 0. 696 2 0.236 0.323 3 0.546 0. 673 4 0.185 0.314 5 0.233 0.388 6 0.253 0.370 7 0.192 0.309 8 0.601 0.735 9 0.616 0.721 10 0.197 0.304 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 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 14:08:38 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1854 BEAM B STATE: OR CODE: IRC 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 12.000' 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 6218 19255 4801 -0.170 -0.231 ALLOWABLE 15750 40491 16071 0.200 0.300 STRESS INDICES 0.395 0.476 0.299 2L/353 2L/260 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 Wl W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 UNIF DEAD FLOOR SIDE 90.0 PLF 0.000 17.000 ALL 1 UNIF DEAD FLOOR SIDE 56.2 PLF 0.000 17.000 +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 90.0 PLF 0.000 2.500 +ALL R UNIF WEIGHT BEAM 23.8 PLF 0.000 2.500 +1 1 UNIF LIVE FLOOR SIDE 180.0 PLF 0.000 17.000 1 1 UNIF LIVE FLOOR SIDE 112.4 PLF 0.000 17.000 +l R UNIF LIVE FLOOR SIDE 180.0 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 2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 17.000 2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.500 Page 2 +2 R UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 2.500 +3 1 UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 17.000 3 1 UNIF LIVE FLOOR SIDE 149.8 PLF 0.000 17.000 +4 R UNIF LIVE FLOOR SIDE 180.0 PLF 0.000 2.500 4 R UNIF LIVE ROOF TOP 135.0 PLF 0.000 2.500 +5 1 UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 17.000 5 1 UNIF LIVE FLOOR SIDE 149.8 PLF 0.000 17.000 +5 R UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 2.500 +6 1 UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 17.000 6 1 UNIF LIVE FLOOR SIDE 149.8 PLF 0.000 17.000 +7 R UNIF LIVE FLOOR SIDE 240.0 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 15336 3997 1.00 2 5525 1484 0.90 3 19255 4756 1.00 4 5060 1547 1.00 5 18880 4801 1.00 6 19255 4756 1.00 7 5168 1528 1.00 8 5257 1517 1.00 9 5257 1517 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS II' ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 3816 5590 2 1389 2260 3 4702 5573 4 1331 3105 5 4658 6218 6 4702 5573 7 1345 2904 8 1356 2743 9 1356 2743 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 1389 2260 2 1389 2260 3 1389 2260 4 1389 2260 5 1389 2260 6 1389 2260 7 1389 2260 8 1389 2260 9 1389 2260 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2427 3330 2 0 0 3 3313 3313 4 -58 845 5 3269 3958 6 3313 3313 Page 3 , 7 -44 644 8 -33 483 9 -33 483 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 ------- ------- 2.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.252 0.560 L/798 0.393 0.840 L/512 1 R -0.114 0.200 2L/526 -0.175 0.300 2L/343 2 1 0.000 0.560 0.141 0.840 L/1430 0.141 0.211 2 R 0.000 0.200 -0.061 0.300 2L/982 -0.061 -0.092 3 1 0.357 0.560 L/564 0.498 0.840 L/405 3 R -0.170 0.200 2L/353 -0.231 0.300 2L/260 4 1 -0.016 0.560 L/12795 0.126 0.840 L/1603 4 R 0.014 0.200 2L/4430 -0.048 0.300 2L/1262 5 1 0.345 0.560 L/583 0.486 0.840 L/414 5 R -0.160 0.200 2L/376 -0.221 0.300 2L/272 6 1 0.357 0.560 L/564 0.498 0.840 L/405 6 R -0.170 0.200 2L/353 -0.231 0.300 2L/260 7 1 -0.012 0.560 L/16794 0.129 0.840 L/1559 7 R 0.010 0.200 2L/5814 -0.051 0.300 2L/1182 8 1 -0.009 0.560 L/22391 0.132 0.840 L/1525 8 R 0.008 0.200 2L/7753 -0.053 0.300 2L/1125 9 1 -0.009 0.560 L/22391 0.132 0.840 L/1525 9 R 0.008 0.200 2L/7753 -0.053 0.300 2L/1125 **** 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 0.379 0.249 2 0.152 0.103 3 0.476 0.296 4 0.125 0.096 5 0.466 0.299 6 0.476 0.296 7 0.128 0.095 8 0.130 0.094 9 0.130 0.094 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. Page 1 N:\JOBS Stone Bridge\1854\1854 Beams\1854 BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 14:21:46 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1865 BEAM C STATE: OR CODE: IBC PRODUCT: 1-PLY 7" 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 5822 26163 5833 0.494 0.731 ALLOWABLE 13125 40491 16071 0.628 0.942 STRESS INDICES 0.444 0.646 0.363 L/458 L/309 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 *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. 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 +ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 19.000 ALL 1 CONC DEAD FLOOR SIDE 1268.7 LBS 12.000 ALL 1 CONC DEAD ROOF SIDE 986.7 LBS 18.000 +l 1 UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 19.000 1 1 CONC LIVE FLOOR SIDE 2537.5 LBS 12.000 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 FLOOR SIDE 0.0 LBS 12.000 2 1 CONC LIVE ROOF SIDE 0.0 LBS 18.000 +3 1 UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 19.000 3 1 CONC LIVE FLOOR SIDE 3383.3 LBS 12.000 4 1 CONC LIVE ROOF SIDE 1973.3 LBS 18.000 Page 2 1854 BEAM C.dsn + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 22515 5833 1.00 2 8256 2250 0.90 3 26163 5148 1.00 4 9361 4130 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2613 5822 2 1030 2247 3 3037 5144 4 1134 4116 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1030 2247 2 1030 2247 3 1030 2247 4 1030 2247 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1583 3575 2 0 0 3 2006 2897 4 104 1869 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 ------- ------- 1.500 2.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 1268.7 12.000 2.500 1 DEAD 986.7 18.000 2.500 1 LIVE 3383.3 12.000 2.500 1 LIVE 1973.3 18.000 2.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.397 0.628 L/570 0.634 0.942 L/357 2 1 0.000 0.628 0.237 0.942 L/953 0.237 0.356 3 1 0.494 0.628 L/458 0.731 0.942 L/309 4 1 0.035 0. 628 L/6369 0.272 0.942 L/830 **** 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 0.556 0.363 2 0.227 0. 156 Page 3 1854 BEAM C.dsn 3 0.646 0.320 4 0.231 0.257 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. Page 1 N:\JOSS Stone Bridge\1854\1854 Beams\1854 BEAM D.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 14:42:32 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1865 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 24" 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 PSE. Page 2 1854 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. **** kk*'* 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\1854\1854 Beams\1854 BEAM Hl.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 14:47:55 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1854 BEAM H1 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 295OFb-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 4964 11160 4897 0.143 0.201 ALLOWABLE 5250 13282 6428 0.262 0.393 STRESS INDICES 0.945 0.840 0.762 L/661 L/468 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 24" 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 1695.8 LBS 5.500 +1 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 8.000 Page 2 1854 BEAM Hl.dsn 1 1 CONC LIVE FLOOR TOP 4522.2 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 11160 4897 1.00 2 3227 1454 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2460 4964 2 727 1535 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 727 1535 2 727 1535 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1733 3429 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 ------- ------- 1.500 2.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 1695.8 5.500 2.500 1 LIVE 4522.2 5.500 2.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.143 0.262 L/659 0.201 0.393 L/467 2 1 0.000 0.262 0.059 0.393 L/1602 0.059 0.088 **** 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 0.840 0.762 2 0.270 0.251 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 1854 BEAM Hl.dsn' 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\1854\1854 Beams\1854 BEAM H2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 14:53:07 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1854 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 4594 13282 6428 0.179 0.269 STRESS INDICES 0.879 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 24" O.C. OR LESS. 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 1854 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 BRG42 ---- ----- ----- 1 1715 2351 2 0 0 3 619 1467 4 1668 1668 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 ------- ------- 1.500 2.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 699.5 4.000 2.500 1 LIVE 1865.5 4.000 2.500 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/2162 0.051 0.269 L/1247 2 1 0.000 0.179 0.022 0.269 L/2945 0.022 0.033 3 1 0.017 0.179 L/3804 0.039 0.269 L/1662 4 1 0.023 0.179 L/2811 0.044 0.269 L/1439 Page 3 1854 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\1854\1854 Beams\1854 BEAM E.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 15:36:40 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1854 BEAM E STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 295OFb-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 24" 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 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 +l 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 1854 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\1654\1854 Beams\1854 BEAM F.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 15:47:37 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1854 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 16434 73178 14521 0.398 0.620 ALLOWABLE 16734 79986 20300 0.606 0.908 STRESS INDICES 0.982 0.915 0.715 L/547 L/351 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 (3-1/411) MAY BE USED. *** 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) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- ALL 1 UNIF DEAD FLOOR TOP 213.8 PLF 0.000 18.500 +ALL 1 *UNIF DEAD FLOOR SIDE 213.8 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 TOP 570.0 PLF 0.000 18.500 +1 1 *UNIF LIVE FLOOR SIDE 570.0 PLF 0.000 18.500 Page 2 1854 BEAM F.dsn 2 1 UNIF LIVE FLOOR TOP 0.0 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 * 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 73178 14521 1.00 2 26222 5124 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ------------------------------------------ ---------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 16434 16434 2 5889 5889 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5889 5889 2 5889 5889 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG42 1 10545 10545 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 ------- ------- 4.250 4.250 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.398 0.606 L/547 0.620 0.908 L/351 2 1 0.000 0.606 0.222 0.908 L/980 0.222 0.333 **** 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. 915 0.715 2 0.364 0.280 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\1854\1854 Beams\1854 BEAM G.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 15:52:50 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1854 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 3937 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 24" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 7.500' TOTAL SPAN: 7.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (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 1854 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\1854\1854 Beams\1854 BEAM H.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 15:55:33 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1854 BEAM H 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 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 Wl 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 1 1 Page 2 1854 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 ------- ------- 2.500 1.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 814.1 1.000 2.500 1 LIVE 2170.9 1.000 2.500 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/2719 0.066 0.519 L/1883 2 1 0.000 0.346 0.020 0.519 L/6120 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 1854 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 Brid4e\1854\1854 Beams\1854 BEAM H3.dsn 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2011.1 02/19/15 16:00:40 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2011.1 EXPIRES ON 3/31/2016. 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: 1854 BEAM H3 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 14" 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 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 6550 26144 6281 0.414 0.796 ALLOWABLE 6563 27495 9473 0.544 0.816 STRESS INDICES 0.998 0.951 0.663 L/473 L/246 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 24" 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 1854 BEAM H3.dsn' " ALL 1 CONC DEAD FLOOR TOP 1353.8 LBS 12.000 ALL 1 CONC DEAD FLOOR TOP 670.9 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 2707.6 LBS 12.000 1 1 CONC LIVE FLOOR TOP 1341.8 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 3610.2 LBS 12.000 3 1 CONC LIVE FLOOR TOP 1789.1 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 23396 5592 1.00 2 12508 2890 0.90 3 26144 6281 1.00 4 13472 3098 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5079 5888 2 2891 3160 3 5561 6550 4 3138 3408 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2891 3160 2 2891 3160 3 2891 3160 4 2891 3160 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2188 2728 2 0 0 3 2670 3389 4 248 248 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 ------- ------- 2.500 2.500 CONCENTRATED LOADS ------------------ SPAN TYPE Wl (LBS) Xl (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 1353.8 12.000 2.500 1 DEAD 670.9 4.000 2.500 1 LIVE 3610.2 12.000 2.500 1 LIVE 1789.1 4.000 2.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM Page 3 1854 BEAM H3.dsn 1 1 0.334 0.544 L/586 0.717 0.816 L/273 2 1 0.000 0.544 0.384 0.816 L/509 0.384 0.576 3 1 0.414 0.544 L/473 0.796 0.816 L/246 4 1 0.030 0.544 L/6552 0.413 0.816 L/474 **** 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 0.851 0.590 2 0.505 0.339 3 0.951 0.663 4 0.490 0.327 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.