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Report (2) 44STc- ( - Oe)/S---0 Page 1 RECEIVED ✓/ Z'Lt/ LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 08/04/15 16:32:17 WARNING -- _-_- AUG 2 0 2015 *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY CITY OFTIGAWU *** WOOD-IS DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO BUILDING DIVISION 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: 1852 FLOOR BEAM 1 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (I.,) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 10.000' 0.000' SIDE L/360 1/240 ROOF 30 15 34.000' 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 6372 19456 5446 0.217 0.400 ALLOWABLE 18884 27280 11845 0.420 0.630 STRESS INDICES 0.34 0.71 0.46 L/697 L/378 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD :IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 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". I.6d SINKERS (3-1/4") MAY BE USED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 275 PDF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 61" (0.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 13.000' TOTAL SPAN: I3.00 FT LOAD PATTERNS ------------ Page 2 CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 255.0 PLF 0.000 13.000 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 13.000 +ALL 1 *UNIF DEAD FLOOR SIDE 75.0 PLF 0.000 13.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 13.000 ▪1 1 UNIF LIVE ROOF TOP 382.5 PLF 0.000 13.000 +1 1 *UNIF LIVE FLOOR SIDE 150.0 PLF 0.000 13.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLE 0.000 13.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000 +3 1 *UNIF LIVE FLOOR SIDE 200.0 PI.,F 0.000 13.000 +4 1 UNIF LIVE ROOF TOP 510.0 PLF 0.000 13.000 * 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 19456 5446 1.00 2 8888 2470 0.90 3 12857 3730 1.00 4 19009 5179 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 6372 6372 2 2911 2911 3 4211 4211 4 6226 6226 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2911 2911 2 2911 2911 3 2911 2911 4 2.9.11 291.1 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3461 3461 2 0 0 3 1300 1300 4 3315 3315 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.796 4.796 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L7? INSTANT LONG-TERM 1 1 0.217 0.420 L/697 0.400 0.630 L/378 2 1 0.000 0.420 0.183 0.630 1/828 0.183 0.274 3 1 0.082 0.420 T/1855 0.264 0.630 0/573 4 1 0.208 0.420 0/727 0.390 0.630 L/387 '*** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 '*" -"*** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. f Page 3 • **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.71 0.46 2 0.36 0.23 3 0.47 0.31 4 0.70 0.44 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 • r LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 08/04/15 16:43:26 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 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: 1852 FLOOR BEAM 2 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 16.500' 19.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION --- - REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6262 18350 6064 0.375 0.522 ALLOWABLE 12450 18187 7897 0.403 0.605 STRESS INDICES 0.50 1.01 0.77 L/387 L/278 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT .LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 8" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 536 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 24" C.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 12.500' TOTAL SPAN: 12.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 X1 (FT) X2 (FT) Page 2 • • +ALL 1 *UNIF DEAD FLOOR SIDE 270.0 PLF 0.000 12.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.500 +1 1 *UNIF LIVE FLOOR SIDE 720.0 PLF 0.000 12.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.500 * 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 18350 6064 1.00 2 5163 1706 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 6262 6262 2 1762 1762 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1762 1762 2 1762 1762 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 4500 4500 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.74374 9. 43 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LJ? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.375 0.403 L/387 0.522 0.605 L/278 2 1 0.000 0.403 0.147 0.603 L/989 0.147 0.220 **** 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 1.01 0.77 2 0.32 0.24 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 FOP LP ENGINEERED WOOD PRODUCTS. 'S. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSI, OR LPI-JOISTS .IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PA'IFIC CORPORATION. Page 1 . t ' • • LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 08/04/15 19:36:40 WARNING ^ *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2.014.1 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 CHANCING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1852 FLOOR BEAM 3 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 22" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE: TOTAL 40 15 NO 17.500' 6.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION - - REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 15909 84663 14372 0.448 0.657 ALLOWABLE 15909 85765 21945 0.656 0.984 STRESS INDICES 1.00 0.99 0.65 L/527 L/360 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DIST'RIBUT'E LOAD *** CONCENTRATED SIDE LOADS MUST BE EQUALL'. DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 481 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 Page 2 ' 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD FLOOR TOP 180.0 PLF 0.000 13.000 +ALL 1 *UNIF DEAD FLOOR SIDE 180.0 PLF 0.000 20.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 13.000 +ALL 1 UNIF WEIGHT BEAM 33.0 PLF 0.000 20.000 ALL 1 CONC DEAD FLOOR TOP 1707.8 LBS 13.000 ALL 1 *CONC DEAD FLOOR SIDE 128.5 LBS 15.000 1 1 UNIF LIVE FLOOR TOP 480.0 PLF 0.000 13.000 +1 1 *UNIF LIVE FLOOR SIDE: 480.0 PLF 0.000 20.000 1 1 CONC LIVE FLOOR TOP 4554.2 LBS 13.000 1 1 *CONC LIVE FLOOR SIDE 342.5 LBS 15.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 13.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 13.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 15.000 * 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 84663 14372 1.00 2 26824 4654 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 15909 14565 2 5217 4520 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 5217 4520 2 5217 4520 r REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 10692 10045 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.040 3.699 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN ERG (IN) 1 DEAD 1707.8 13.000 3.000 1 DEAD 128.5 15.000 3.000 1 LIVE 4554.2 13.000 3.000 1 LIVE 342.5 15.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.448 0.656 1.,/527 0.657 0.984 L/36 Page 3 • • • 2 1 0.000 0.656 0.209 0.984 L/1132 0.209 0.313 **** 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 0.99 0.65 2 0.35 0.24 SLENDERNESS RATIO 4.19 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 • ' • LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 08/04/15 20:04:04 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. I.%P 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: 1852 FLOOR BEAM 4 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 6.500' 6.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3860 13809 6809 0.094 0.131 ALLOWABLE 7673 18187 7897 0.254 0.381 STRESS INDICES 0.50 0.76 0.86 L/977 L/698 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR. TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI--PLY CONNECTION DESIGN MAX. LOAD: 179 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 59" U.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.000' TOTAL SPAN: 8.00 FT LOAD PATTERNS Page 2 ' ' ` CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD FLOOR TOP 270.0 PLE 5.500 8.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 5.500 8.000 +ALL 1 *UNIF DEAD FLOOR SIDE 97.5 PLF 0.000 8.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 8.000 ALL 1 CONC DEAD FLOOR TOP 1707.8 LBS 5.500 1 1 UNIF LIVE FLOOR TOP 720.0 PLF 5.500 8.000 +1 1 *UNIF LIVE FLOOR SIDE 260.0 ELF 0.000 8.000 1 1 CONC LIVE FLOOR TOP 4554.2 LBS 5.500 2 ]. UNIF LIVE FLOOR TOP 0.0 PLF 5.500 8.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 ELF 0.000 8.000 2 1 CONC LIVE FLOOR TOP 0.0 LOS 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 (LOS) LDF 1 13809 6809 1.00 2 3934 1955 0.90 UNFACT'ORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BR▪G#2 1 3860 8082 2 1116 2392 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1116 2392 2 1116 2392 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2744 56▪90 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.923 6.140 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) DEAD 1707.8 5.500 3.000 LIVE 4554.2 5.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L%? INSTANT LONG-TERM 1 0.094 0.254 L/971 0.131 0.381 L/698 2 1 0.000 0.2.54 0.038 0.381 1/24.37 0.038 0.056 ***k FOR DEAD OAD 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 CANTI .EVERS (2L) . STRESS INDICES CASE MST VSI Page 3 ° • ' 1 0.76 0.86 2 0.24 0.28 SLENDERNESS RATIO = 3.39 LIMIT = 10.0C 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 , . . LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 08/04/15 20:18:13 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 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: 1852 FLOOR BEAM 5 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 6.500' 6.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION -^-^w---- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 8462 23182 7062 0.263 0.394 ALLOWABLE 25172 27280 11845 0.382 0.573 STRESS INDICES 0.34 0.85 0.60 L/523 L/349 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 179 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 48" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 12.000' TOTAL SPAN: 12.u0 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 '42 X . (FT) X2 (FT) • Page 2 . ' • , ' • ALL 1 UNIF DEAD FLOOR TOP 255.0 PLF 0.000 12.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 12.000 +ALL 1 *UNIF DEAD FLOOR SIDE 97.3 PLF 0.000 12.000 +A.LL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 12.000 1 1 UNIF LIVE FLOOR TOP 680.0 PLF 0.000 12.000 +1 1 *UNIF LIVE FLOOR SIDE 260.0 PLF 0.000 12.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 12.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.000 * 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 23182 7062 1.00 2 7731 2345 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 8462 8462 2 2822 2822 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 2822 2822 2 2822 2822 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5640 5640 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 6.393 6.393 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.263 0.382 L/523 0.394 0.573 L/349 2 1 0.000 0.382 0.132 0.573 1:/1046 0.132 0.197 **** 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 0.85 0.60 2 0.31 0.22 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. Page 3 • THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR SPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. • • • Page 1 . ' ' , ' ' LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 08/04/15 20:35:54 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID> ONLY *** WOOD-N DESIGN 2014.1 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: 1852 GARAGE HEADER H1 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 18" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 17.500' TOP L/360 L/240 ROOF 30 15 0.000' 34.000' 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 13912 58361 14271 0.331 0.563 ALLOWABLE 20707 59083 17955 0.534 0.800 STRESS INDICES 0.67 0.99 0.79 L/580 L/341 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" CC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 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". L6d SINKERS (3-1/4") MAY BE USED. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES, ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS, STRUCTURAL GEOMETRY SPAN 16.500' TOTAL SPAN: 1.6.50 FT LOAD PATTERNS Page 2 . ' ' CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 255.0 PLF 0.000 16.500 ALL 1 UNIF DEAD FLOOR TOP 131.5 PLF 0.000 16.500 +ALL 1 UNIF DEAD FLOOR TOP 131.3 PLF 0.000 16.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 16.500 ALL 1 UNIF DEAD FLOOR TOP 60.0 PLF 13.000 16.500 +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 16.500 ALL 1 CONC DEAD ROOF TOP 1952.7 LBS 13.000 +1 1 UNIF LIVE ROOF TOP 382.5 PLF 0.000 16.500 1 UNIF LIVE FLOOR TOP 262.9 PLF 0.000 16.500 +1 1 UNIF LIVE FLOOR TOP 262.5 PLF 0.000 16.500 1 UNIF LIVE FLOOR TOP 120.0 PLF 13.000 16.500 1 CONC LIVE ROOF TOP 2929.0 LBS 13.000 F2. 1 UNIF LIVE ROOF TOP 0.0 ELF 0.000 16.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 16.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 16.500 2 1 UNIF LIVE FLOOR TOP 0.0 ELF 13.000 16.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 13.000 3 1 UNIF LIVE FLOOR TOP 350.5 PI.,F 0.000 16.500 +3 1 UNIF LIVE FLOOR TOP 350.0 PLF 0.000 16.500 3 1 UNIF LIVE FLOOR TOP 160.0 PLF 13.000 16.500 +4 1 UNIF LIVE ROOF TOP 510.0 PLF 0.000 16.500 4 1 CONC LIVE ROOF TOP 3905.3 LBS 13.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LES) LDF 1 58361 14271 1.00 2 24066 5871 0.90 3 46824 10635 1.00 4 47193 12306 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS -^- - -- CASE BRG#1 BRG#2 1 13912 17219 2 5756 7045 3 11594 13325 4 10792 14330 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 5756 7045 2 5756 7045 3 5756 7045 4 5756 7045 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 8156 10173 2 0 0 3 5839 6280 4 5036 7284 MINIMUM BEARING SIZES (IN) RRG# 1. BRG# 2 5.259 6.519 CONCENTRATED LOAD • Page 3 • SPAN TYPE W1 (LES) X1 (FT) MIN BRG (IN) 1 DEAD 1952.7 13.000 3.000 1 LIVE 3905.3 13.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L%? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 �- - 0.331 0.534 L/580 0.563 0.800 1:/34;. 2 1. 0.000 0.534 0.232 0.800 L/827 0.232 0.348 3 1 0.218 0.534 L/882 0.450 0.800 L/427 4 1 0.224 0.534 L/857 0.456 0.800 L/421 **** 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 0.99 0.79 2 0.45 0.36 3 0.79 0.59 4 0.80 0.69 SLENDERNESS RATIO = 3.43 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. FOR PRODUCTS. COMPONENT DESIGN IS SPECIFICALLY LP ENGINEERED WOOD 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.