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Report (2) 1 Page 1 /1 S r`i of z- oU 19 • C Ste/77 slit] ,frikt te-/i/I1"/y f LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/18/12 08:22:53 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1467 BEAM A STATE: OR CODE: IRC 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 15.500' 10.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3031 6253 2986 0.058 0.081 ALLOWABLE 3938 20246 8035 0.279 0.419 STRESS INDICES 0.770 0.309 0.372 L/1738 L/1243 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 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 191.3 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 8.500 +1 1 *UNIF LIVE FLOOR SIDE 510.0 PLF 0.000 8.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 8.500 * 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 Page 2 r 1 6253 2986 1.00 2 1781 851 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3031 3031 2 863 863 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 863 863 2 863 863 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2168 2168 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 0.058 0.279 L/1738 0.081 0.419 L/1243 2 1 0.000 0.279 0.023 0.419 L/4364 0.023 0.035 **** 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 0.309 0.372 2 0.098 0.118 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 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/18/12 08:29:27 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1467 BEAM B STATE: OR CODE: IRC 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 11.500' 11.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5158 9717 3824 -0.056 -0.087 ALLOWABLE 7875 20246 8035 0.200 0.300 STRESS INDICES 0.655 0.480 0.476 2L/645 2L/415 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 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 RIGHT CANT 10.500' 1.500' TOTAL SPAN: 12.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 172.5 PLF 0.000 10.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 10.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 10.500 +ALL R *UNIF DEAD FLOOR SIDE 172.5 PLF 0.000 1.500 ALL R UNIF DEAD WALL TOP 100.0 PLF 0.000 1.500 ALL R UNIF DEAD ROOF TOP 33.3 PLF 0.000 1.500 +ALL R UNIF WEIGHT BEAM 11.9 PLF 0.000 1.500 +1 1 *UNIF LIVE FLOOR SIDE 345.0 PLF 0.000 10.500 +1 R *UNIF LIVE FLOOR SIDE 345.0 PLF 0.000 1.500 Page 2 1 R UNIF LIVE ROOF TOP 50.0 PLF 0.000 1.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.500 +2 R *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 1.500 2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.500 +3 1 *UNIF LIVE FLOOR SIDE 460.0 PLF 0.000 10.500 +4 R *UNIF LIVE FLOOR SIDE 345.0 PLF 0.000 1.500 4 R UNIF LIVE ROOF TOP 50.0 PLF 0.000 1.500 +5 1 *UNIF LIVE FLOOR SIDE 460.0 PLF 0.000 10.500 +5 R *UNIF LIVE FLOOR SIDE 460.0 PLF 0.000 1.500 +6 1 *UNIF LIVE FLOOR SIDE 460.0 PLF 0.000 10.500 +7 R *UNIF LIVE FLOOR SIDE 460.0 PLF 0.000 1.500 8 R UNIF LIVE ROOF TOP 66.7 PLF 0.000 1.500 9 R UNIF LIVE ROOF TOP 66.7 PLF 0.000 1.500 * 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 7966 3224 1.00 2 3602 1402 0.90 3 9717 3774 1.00 4 3390 1445 1.00 5 9458 3824 1.00 6 9717 3774 1.00 7 3355 1452 1.00 8 3566 1409 1.00 9 3566 1409 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3228 4450 2 1459 2004 3 3874 4419 4 1417 2639 5 3825 5158 6 3874 4419 7 1410 2743 8 1452 2111 9 1452 2111 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1459 2004 2 1459 2004 3 1459 2004 4 1459 2004 5 1459 2004 6 1459 2004 7 1459 2004 8 1459 2004 9 1459 2004 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1769 2446 2 0 0 3 2415 2415 4 -42 635 5 2366 3154 Page 3 6 2415 2415 7 -49 739 8 -7 107 9 -7 107 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.085 0.344 L/1461 0.155 0.516 L/800 1 R -0.037 0.200 2L/964 -0.068 0.300 2L/528 2 1 0.000 0.344 0.070 0.516 L/1770 0.070 0.105 2 R 0.000 0.200 -0.031 0.300 2L/1166 -0.031 -0.046 3 1 0.120 0.344 L/1032 0.190 0.516 L/652 3 R -0.056 0.200 2L/645 -0.087 0.300 2L/415 4 1 -0.005 0.344 L/23076 0.065 0.516 L/1913 4 R 0.004 0.200 2L/8008 -0.026 0.300 2L/1365 5 1 0.114 0.344 L/1087 0.184 0.516 L/674 5 R -0.051 0.200 2L/712 -0.081 0.300 2L/442 6 1 0.120 0.344 L/1032 0.190 0.516 L/652 6 R -0.056 0.200 2L/645 -0.087 0.300 2L/415 7 1 -0.006 0.344 L/19815 0.064 0.516 L/1939 7 R 0.005 0.200 2L/6876 -0.026 0.300 2L/1404 8 1 -0.001 0.344 L/136724 0.069 0.516 L/1792 8 R 0.001 0.200 2L/47448 -0.030 0.300 2L/1196 9 1 -0.001 0.344 L/136724 0.069 0.516 L/1792 9 R 0.001 0.200 2L/47448 -0.030 0.300 2L/1196 **** 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 0.393 0.401 2 0.198 0.194 3 0.480 0.470 4 0.167 0.180 5 0.467 0.476 6 0.480 0.470 7 0.166 0.181 8 0.176 0.175 9 0.176 0.175 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 Hridge\1467\1467 Beams\1467 BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/18/12 08:40:26 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1467 BEAM C STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 16" 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 16.500' 11.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 9095 44760 8876 0.541 0.883 ALLOWABLE 9095 52849 16240 0.660 0.990 STRESS INDICES 1.000 0.847 0.547 L/439 L/269 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 TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 6" 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 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 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 SIDE 210.0 PLF 0.000 20.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 20.000 Page 2 1467 BEAM C.dsn +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 20.000 ALL 1 *CONC DEAD ROOF SIDE 155.0 LBS 6.000 ALL 1 *CONC DEAD ROOF SIDE 155.0 LBS 14.000 +1 1 *UNIF LIVE FLOOR SIDE 420.0 PLF 0.000 20.000 1 1 *CONC LIVE ROOF SIDE 232.5 LBS 6.000 1 1 *CONC LIVE ROOF SIDE 232.5 LBS 14.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 *CONC LIVE ROOF SIDE 0.0 LBS 6.000 2 1 *CONC LIVE ROOF SIDE 0.0 LBS 14.000 +3 1 *UNIF LIVE FLOOR SIDE 560.0 PLF 0.000 20.000 4 1 *CONC LIVE ROOF SIDE 310.0 LBS 6.000 4 1 *CONC LIVE ROOF SIDE 310.0 LBS 14.000 * 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 39270 7722 1.00 2 17298 3330 0.90 3 44760 8876 1.00 4 19127 3640 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 7928 7928 2 3495 3495 3 9095 9095 4 3805 3805 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 3495 3495 2 3495 3495 3 3495 3495 4 3495 3495 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 4433 4433 2 0 0 3 5600 5600 4 310 310 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.310 2.310 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 155.0 6.000 3.000 1 DEAD 155.0 14.000 3.000 1 LIVE 310.0 6.000 3.000 1 LIVE 310.0 14.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.435 0.660 L/547 0.777 0.990 L/306 2 1 0.000 0.660 0.342 0.990 L/695 0.342 0.513 Page 3 1467 BEAM C.dsn A 3 1 0.541 0.660 L/439 0.883 0.990 L/269 4 1 0.038 0.660 L/6226 0.380 0.990 L/625 **** 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 0.743 0.475 2 0.364 0.228 3 0.847 0.547 4 0.362 0.224 SLENDERNESS RATIO = 3.05 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. t t Shipping Client • Rosboro Page of Project Name: Stonebridge 1467 Job#: Quantity 1 Description: BEAM D Rosboro Big Beam 7" X 11.875" 7/20/2011 12:33 PM Designer: .;,, <, , : : . :, ,,,, -, ...-6,,,,, .. -, , -:,3 'i ' ' • " , :' 11 711" 2 SPF 7" =1 1 SPF 1177: Floor Reactions Wind Const Deflection Snow Application: 0 Girder Brg 0 Type: 2293 4201 0 1 350 0 Moisture Condition:Dry iDesignng Modceothde:: ASBID/1 r i c LL: 360 No 2 Load Sharing: BuiId Deflection TL: 240 Deck: Importance: Normal a3n/d4";SluPedF Plywood Nailed 4687Live Dead2189 81 39 Temp<= Temperature.. Vibration: Not Checked 100°F Bearings (67%)D+L L 2-SPF 5.500" 2.250". 5 500" 2.750" 9 8% 2989/4871 7859 L D+0.75(L+S) Moment Bearing InputAnalysis In AnalysisCap. React D/L lb Total Ld.Case DLd+.LComb. Actual Length Location Allowed Capacity Load Comb.Ld.Case 1-SPF 27273 ft-lb 8'2 15/16" 40635 ft-lb 0.671 L 97% 1813/4687 6501 L Shear 6758 lb 1'4" 0166.4235(.0ul3b60) 0.7 60(76%)L 0.406(41%)D+L L LL Defl inch 0.415(U472) 8'6 1/8" .5 TL Defl inch 0.604(U324) 8,5" 0.815(L/240) 0.740(74%)D+L L Design OK. Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Bottom unbraced. Dead Live Snow Wind 0 PSF 0 PSF 12 PSF 40 PSF ID Load Type 0 PSF 0 PSF Locatio_0n (TsrpiboloM)id6-t0h-0 TSoidpe 40 PSF 0 PSF CoopnsstF. Comments Tie-In 0-0-0 to 17-0 12 PSF 0 lb 1 0 lb 0 lb 2643 lb Tie-In 1797 lb 2 2-6-0 to 17-0-0 (Span)13-0-0 TToopp 2-6-0 Point 3 International Wood Products 14421 SE 98th Court,Oregon USA 97015 UZI,r1;F 1:erns 'AVM hTE, a:tie!na,1 Wood PrOdUCtS Powered by 0 iStruct'.12.2.064 >;r4K,URED Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/18/12 09:29:25 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1467 BEAM D1 STATE: OR CODE: IRC 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 5.500' 15.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2210 4007 2173 0.029 0.040 ALLOWABLE 3938 20246 8035 0.246 0.369 STRESS INDICES 0.561 0.198 0.270 L/3091 L/2202 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 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. *** 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 WI W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 157.5 PLF 0.000 7.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.500 +1 1 *UNIF LIVE FLOOR SIDE 420.0 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. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF Page 2 • 1 4007 2173 1.00 2 1152 625 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2210 2210 2 635 635 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 635 635 2 635 635 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1575 1575 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 0.029 0.246 L/3091 0.040 0.369 L/2202 2 1 0.000 0.246 0.012 0.369 L/7663 0.012 0.017 **** 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 0.198 0.270 2 0.063 0.086 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 • LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/18/12 08:45:13 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1467 GARAGE HDR. STATE: OR CODE: IRC 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 1.500' 16.500' SIDE L/360 L/240 ROOF 30 15 0.000' 4.500' 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 6061 24426 5788 0.405 0.743 ALLOWABLE 6061 27495 9473 0.544 0.815 STRESS INDICES 1.000 0.888 0.611 L/483 L/263 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 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 Xl (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 135.0 PLF 0.000 16.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 16.500 +ALL 1 UNIF DEAD ROOF TOP 33.8 PLF 0.000 16.500 +ALL 1 UNIF WEIGHT BEAM 14.0 PLF 0.000 16.500 ALL 1 CONC DEAD ROOF TOP 420.3 LBS 4.500 Page 2 ALL 1 CONC DEAD ROOF TOP 420.3 LBS 12.500 +1 1 *UNIF LIVE FLOOR SIDE 270.0 PLF 0.000 16.500 +1 1 UNIF LIVE ROOF TOP 50.6 PLF 0.000 16.500 1 1 CONC LIVE ROOF TOP 630.5 LBS 4.500 1 1 CONC LIVE ROOF TOP 630.5 LBS 12.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 16.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 16.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 4.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 12.500 +3 1 *UNIF LIVE FLOOR SIDE 360.0 PLF 0.000 16.500 +4 1 UNIF LIVE ROOF TOP 67.5 PLF 0.000 16.500 4 1 CONC LIVE ROOF TOP 840.7 LBS 4.500 4 1 CONC LIVE ROOF TOP 840.7 LBS 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 24426 5788 1.00 2 11147 2583 0.90 3 23116 5519 1.00 4 16884 3921 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5997 6061 2 2740 2766 3 5710 5736 4 4113 4189 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2740 2766 2 2740 2766 3 2740 2766 4 2740 2766 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3257 3295 2 0 0 3 2970 2970 4 1372 1423 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.285 2.309 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 420.3 4.500 3.000 1 DEAD 420.3 12.500 3.000 1 LIVE 840.7 4.500 3.000 1 LIVE 840.7 12.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.405 0.544 L/483 0.743 0.815 L/263 Page 3 2 1 0.000 0.544 0.339 0.815 L/578 0.339 0.508 3 1 0.358 0.544 L/546 0.697 0.815 L/281 4 1 0.182 0.544 L/1078 0.520 0.815 L/376 **** 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 0.888 0.611 2 0.450 0.303 3 0.841 0.583 4 0.614 0.414 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. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/18/12 09:02:35 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1467 BEAM E 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 5.000' 13.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3847 13624 3816 0.373 0.549 ALLOWABLE 3937 18187 7897 0.479 0.719 STRESS INDICES 0.977 0.749 0.483 L/463 L/314 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 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. *** 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 14.500' TOTAL SPAN: 14.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 135.0 PLF 0.000 14.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 14.500 ALL 1 CONC DEAD ROOF TOP 166.7 LBS 3.500 ALL 1 CONC DEAD ROOF TOP 166.7 LBS 11.500 +1 1 *UNIF LIVE FLOOR SIDE 270.0 PLF 0.000 14.500 1 1 CONC LIVE ROOF TOP 250.0 LBS 3.500 Page 2 , 1 1 CONC LIVE ROOF TOP 250.0 LBS 11.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 3.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 11.500 +3 1 *UNIF LIVE FLOOR SIDE 360.0 PLF 0.000 14.500 4 1 CONC LIVE ROOF TOP 333.3 LBS 3.500 4 1 CONC LIVE ROOF TOP 333.3 LBS 11.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 12096 3428 1.00 2 4325 1228 0.90 3 13624 3816 1.00 4 5388 1573 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3425 3453 2 1226 1237 3 3836 3847 4 1548 1582 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1226 1237 2 1226 1237 3 1226 1237 4 1226 1237 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2199 2216 2 0 0 3 2610 2610 4 322 345 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 166.7 3.500 3.000 1 DEAD 166.7 11.500 3.000 1 LIVE 333.3 3.500 3.000 1 LIVE 333.3 11.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.315 0.479 L/547 0.491 0.719 L/351 2 1 0.000 0.479 0.176 0.719 L/980 0.176 0.264 3 1 0.373 0.479 L/463 0.549 0.719 L/314 4 1 0.048 0.479 L/3616 0.224 0.719 L/771 Page 3 **** 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 0.665 0.434 2 0.264 0.173 3 0.749 0.483 4 0.296 0.199 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 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/18/12 09:10:00 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1467 BEAM H STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" 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 0.000' 0.000' SIDE L/360 L/240 ROOF 30 15 10.500' 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 8574 22684 8078 0.276 0.477 ALLOWABLE 12801 30368 12053 0.443 0.664 STRESS INDICES 0.670 0.747 0.670 L/579 L/334 LOAD CASE 4 4 4 4 4 **** 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. *** 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 13.500' TOTAL SPAN: 13.50 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 13.500 +ALL 1 UNIF DEAD ROOF TOP 78.8 PLF 0.000 13.500 ALL 1 UNIF DEAD ROOF TOP 46.7 PLF 0.000 13.500 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 13.500 Page 2 • ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 13.500 ALL 1 CONC DEAD ROOF TOP 2202.0 LBS 3.000 +1 1 UNIF LIVE ROOF TOP 118.1 PLF 0.000 13.500 1 1 UNIF LIVE ROOF TOP 70.0 PLF 0.000 13.500 1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 13.500 1 1 CONC LIVE ROOF TOP 3303.0 LBS 3.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 13.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 3.000 3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 13.500 +4 1 UNIF LIVE ROOF TOP 157.5 PLF 0.000 13.500 4 1 UNIF LIVE ROOF TOP 93.3 PLF 0.000 13.500 4 1 CONC LIVE ROOF TOP 4404.0 LBS 3.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 19870 7029 1.00 2 9287 3205 0.90 3 10113 3431 1.00 4 22684 8078 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 7497 4439 2 3456 2233 3 3726 2503 4 8574 4904 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 3456 2233 2 3456 2233 3 3456 2233 4 3456 2233 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 4041 2206 2 0 0 3 270 270 4 5118 2672 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.251 1.853 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2202.0 3.000 3.251 1 LIVE 4404.0 3.000 3.251 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.221 0.443 L/721 0.422 0.664 L/378 2 1 0.000 0.443 0.201 0.664 L/792 0.201 0.302 Page 3 • 3 1 0.019 0.443 L/8324 0.220 0.664 L/724 4 1 0.276 0.443 L/579 0.477 0.664 L/334 **** 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 0.654 0.583 2 0.340 0.295 3 0.333 0.285 4 0.747 0.670 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 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/18/12 09:18:40 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1467 BEAM F STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" 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 0.000' 5.000' SIDE L/360 L/240 ROOF 30 15 28.000' 7.000' 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 3513 6370 2577 0.036 0.064 ALLOWABLE 3938 20246 8035 0.246 0.369 STRESS INDICES 0.892 0.315 0.321 L/2473 L/1386 LOAD CASE 4 4 4 4 4 **** 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 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 ROOF TOP 262.5 PLF 0.000 7.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 7.500 +ALL 1 *UNIF DEAD FLOOR SIDE 37.5 PLF 0.000 7.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.500 +1 1 UNIF LIVE ROOF TOP 393.8 PLF 0.000 7.500 +1 1 *UNIF LIVE FLOOR SIDE 75.0 PLF 0.000 7.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.500 Page 2 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.500 +3 1 *UNIF LIVE FLOOR SIDE 100.0 PLF 0.000 7.500 +4 1 UNIF LIVE ROOF TOP 525.0 PLF 0.000 7.500 * 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 5987 2499 1.00 2 2800 1160 0.90 3 3480 1529 1.00 4 6370 2577 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3302 3302 2 1545 1545 3 1920 1920 4 3513 3513 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1545 1545 2 1545 1545 3 1545 1545 4 1545 1545 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1758 1758 2 0 0 3 375 375 4 1969 1969 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 0.032 0.246 L/2769 0.060 0.369 L/1474 2 1 0.000 0.246 0.028 0.369 L/3152 0.028 0.042 3 1 0.007 0.246 L/12981 0.035 0.369 L/2536 4 1 0.036 0.246 L/2473 0.064 0.369 L/1386 **** 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 0.296 0.311 2 0.154 0.160 3 0.172 0.190 4 0.315 0.321 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 Page 3 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 2012.1 07/18/12 09:35:44 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1467 HEADER 1 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 9-1/2" 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 16.000' 0.000' SIDE L/360 L/240 ROOF 30 15 0.000' 1.000' 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 4995 11314 4449 0.056 0.096 ALLOWABLE 7469 19924 9643 0.212 0.317 STRESS INDICES 0.669 0.568 0.461 L/1356 L/796 LOAD CASE 1 4 1 4 4 **** 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 8" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 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. *** 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 6.500' TOTAL SPAN: 6.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 200.0 PLF 3.000 6.500 +ALL 1 *UNIF DEAD FLOOR SIDE 120.0 PLF 0.000 6.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500 ALL 1 UNIF DEAD ROOF TOP 53.3 PLF 0.000 3.000 Page 2 • +ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 6.500 +ALL 1 UNIF DEAD ROOF TOP 7.5 PLF 0.000 6.500 ALL 1 CONC DEAD ROOF TOP 1751.7 LBS 3.000 1 1 UNIF LIVE ROOF TOP 300.0 PLF 3.000 6.500 +1 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 6.500 1 1 UNIF LIVE ROOF TOP 80.0 PLF 0.000 3.000 +1 1 UNIF LIVE ROOF TOP 11.3 PLF 0.000 6.500 1 1 CONC LIVE ROOF TOP 2627.5 LBS 3.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 3.000 6.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 3.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 3.000 +3 1 *UNIF LIVE FLOOR SIDE 320.0 PLF 0.000 6.500 4 1 UNIF LIVE ROOF TOP 400.0 PLF 3.000 6.500 4 1 UNIF LIVE ROOF TOP 106.7 PLF 0.000 3.000 +4 1 UNIF LIVE ROOF TOP 15.0 PLF 0.000 6.500 4 1 CONC LIVE ROOF TOP 3503.3 LBS 3.000 * 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 10829 4449 1.00 2 4555 1873 0.90 3 6162 2889 1.00 4 11314 4292 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4739 4995 2 2040 2143 3 3080 3183 4 4599 4905 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2040 2143 2 2040 2143 3 2040 2143 4 2040 2143 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2699 2852 2 0 0 3 1040 1040 4 2558 2763 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.800 1.897 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1751.7 3.000 3.000 1 LIVE 3503.3 3.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM Page 3 • 1 1 0.054 0.212 L/1415 0.093 0.317 L/816 2 1 0.000 0.212 0.039 0.317 L/1928 0.039 0.059 3 1 0.016 0.212 L/4890 0.055 0.317 L/1383 4 1 0.056 0.212 L/1356 0.096 0.317 L/796 **** 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 0.544 0.461 2 0.254 0.216 3 0.309 0.300 4 0.568 0.445 SLENDERNESS RATIO = 1.81 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.