Loading...
Report (36) 4! Pagb 1 ] ; ::: :: L REG D' I ITHE CO ISTERED GN 2p1 .INDUSTRUINGFFEITHE S PROJECT NAMED BE 5g w. s+ . PRACTICES, ORT TO UPDATED ON 3/3 LOW (J JO comPAY: ST S, CODE E 4INTAIN VERSION 1OF 014 LP OB I D) ON S A ID: _ 143 BRIDGE DATED V E COMPLIANCE HE WOODWITH _E L MAKE ONLY P2 RODUCT 2 PLY lOR EI C 1$OSS A LLC REPORTS AND/OR ME H ANG BU SOFTWAAVAILABLRE IN4�Z612 DESIGN CRI /4 , X 9-1/2" S OF ANALYSLDING IS CODES LIVE CRITERIA FOR R LP LVL 2950 4/ (PSF) DEAD ___COF $E '2,pE SP 1gPSF) SPAN 'CPA AMR) (UNFACTORED LOAD AN CARRIED 2'!!!! _ARRIED S) SLOPE '�LLpW�LE IS NOT CONTIZNUpGs p �O_ LOADING AE�EABLE pE ,'-- / WORKING Top i-;;;;9------ -_ `_ FLOITION ACTU� ,,,,,`_``REACTISS DE L/24p _T `AL gT LOWABLE �����'ON MODg�N DAT, L-,;;;(-1--- SPAN /l8 p ''_ KESS 2316-------- ACTUAL SHE LOAD CASE INDICES X802 X53 j,,,,,AR `LIQ _DEFLECTION 0,2g� 132g2 1818 AD TOTAL **** 1 0.116 6428 0.0p6 LOAD ST THE 1 0'x52 0.213 REBS INS FACTION 1 L/91 3 0.008 **** ICES AND MOMENT 1 64 0.283 TW/CE THE ALLOWABLE DEFLE I MAY NOT REFISECT THE TA ABOV L/6010 R NOTES LENGTH FOR CANTILNS ARE R BASED ON ABSOLUTE A BASED ON TH CONN- S (2L) THE DESIGN MAXIMUM ACTUALS MAXIMUM ** -_--- CONNECTION N SPAN LENGTH (L) O * DESIGN R ASSU j0 pON ENT S CARRIED B LLY AP7IEp To TO P E D G E O SUC I. 2 ROWS EACH PACE ITH A F BEA TED M,HTHAT LA5DISTRIBUTED EQUAEACHpLY***ATTACCTHE TWO WIT F 16d (31j2„12. OTAGGERS.IA AN BE DRIVEN FROM ) NLIEORWALF FROM no COMMON B5MUMANK AMETMAYBEUSEpBUTKHALFMU OFNK5EI (S3'BEpRIVE� R M�TFAC1/4„)*** CONCENT� TETIOLFASNSAYBRBQTSSTRBD TO ALL PLIES. E*** COMPRESSION EDGE BRACING SSQUIRED AT EACH END OF COMPONENT. *** HISGER2B5 62SpQPFORT A 300 LBS CONCENTRATED �OADACTINX 2E5FESTRUCTURAL T UCTURALGEOMETRY--SPAN 1 AM EN TOTAL SPAN: LOAD PATTERNS 4 5p FT _ASE SPAN SHApE TypE SOURCE LOADING W1 Wz X1 (FT) X2 (FT) ♦ Page 2 +ALL 1 UNIF DEAD ROOF TOP 48.8 PLF 0.000 4.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 4.500 ALL 1 CONC DEAD ROOF TOP 797.0 LBS 0.800 +1 1 UNIF LIVE ROOF TOP 97.5 PLF 0.000 4.500 1 1 CONC LIVE ROOF TOP 1594.0 LBS 0.800 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 4.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 0.800 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.248 2.747 4 1 UNIF LIVE ROOF TOP 120.0 PLF 1.752 4.252 5 1 UNIF LIVE ROOF TOP 120.0 PLF 0.248 2.747 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 1537 1618 1.00 2 521 553 0.90 3 668 756 1.00 4 615 650 1.00 5 668 756 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2316 776 2 786 273 3 987 373 4 886 473 5 987 373 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 786 273 2 786 273 3 786 273 4 786 273 5 786 273 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1530 503 2 0 0 3 200 100 4 100 200 5 200 100 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.972 2.972 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 797.0 0.800 3.000 1 LIVE 1594.0 0.800 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.006 0.213 L/9164 0.008 0.283 L/6010 • 3age 3 10.0000.2130.003 0.283 L/17461 0.003 0.004 1 0.001 0.213 L/42342 0.004 0.283 L/12375 4 1 0.001 0.213 L/42342 0.004 0.283 L/12429 5 1 0.001 0.213 L/42342 0.004 0.283 L/12375 **** 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 0.116 0.252 2 0.044 0.096 3 0.050 0.118 4 0.046 0.101 5 0.050 0.118 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. USYTHING ER THAN LP LVL, LP L, OR ESTRICTLY PROHIBITED.DLPIIS ANTRADEMARK HS F THIS PROGRAM TO OF LOUISIANA-PACIFIC CORPORATION. IS Pagp 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/25/12 13:39:24 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 WITH LDING CODES, TINUING EFFORT TO MAINTAIN PRACTICES, CODE EVALUATION OREPORTS EAND/OR CMETHODS OFHANGING ANALYSIS. INDUSTRYANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1432 HEADER 2 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.OE DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) ALLOWABLE DEFLECTION LIVE DEAD SPAN (L) SPAN (R) TOTAL (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE 30 15 30.000' 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 4316 10576 3741 0.164 0.247 ALLOWABLE 4316 13282 6428 0.418 0.558 STRESS INDICES 1.000 0.796 0.5822 L/614 1 LOAD CASE **** 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 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 USED, BUTHANK HALFDMUSTTER OF BE DRIVVEN31"FROM6d EACHNKES FACE. (3 1/4") *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. *** 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 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) g Page 2 225.0 PLF 0.000 8.500 +ALL 1 +ALL 1 ALL 1 +1 1 UNIF DEAD ROOF TOP 9.5 PLF 0.000 8.500 UNIF WEIGHT BEAM 797.0 LBS 5.000 CONC DEAD ROOF TOP 450.0 PLF 0.000 8.500 1 UNIF LIVE ROOF TOP 1594.0 LBS 5.000 1 CONC LIVE ROOF TOP 0.0 PLF 0.000 8.500 +2 2 3 4 1 UNIF LIVE ROOF TOP 0.0 LBS 5.000 1 CONC LIVE ROOF TOP 1 UNIF LIVE ROOF TOP 120.0 PLF 120.0 PLF 0.125 2.625 1 UNIF LIVE ROOF TOP 5.863 8.363 5 1 UNIF LIVE ROOF TOP 120.0 PLF 3.638 6.137 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) 1 SHEAR (LBS) LDF 10576 3741 1.00 1273 0.90 2 3580 3747 1383 1.00 3 5 1526 1.00 4 3807 1446 1.00 5 4099 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE 1 2 3 BRG#1 BRG#2 3894 4316 1325 1466 1576 1514 4 1374 1717 5 1452 1638 REACTIONS FOR DEAD LOAD CASE 1 2 3 BRG#1 BRG#2 1325 1466 1325 1466 1325 1466 4 1325 1466 5 1325 1466 REACTIONS FOR LIVE LOAD CASE 1 2 3 BRG#1 BRG#2 2569 2850 0 0 251 49 4 49 251 5 128 173 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.644 CONCENTRATED LOADS SPAN TYPE Wl (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 797.0 5.000 3.000 1 LIVE 1594.0 5.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DNSDTANT OADLONG-TERMON CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/- 1 1 0.164 0.418 L/614 0.247 0.558 L/406 A A Page 3 ' 2 1 0.000 0.418 0.084 0.558 L/1197 0.084 0.126 3 1 0.006 0.418 L/17659 0.089 0.558 L/1122 4 1 0.006 0.418 L/17585 0.090 0.558 L/1122 5 1 0.012 0.418 L/8523 0.096 0.558 L/1050 **** 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 0.796 0.582 2 0.299 0.220 3 0.282 0.215 4 0.287 0.237 5 0.309 0.225 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. USYTHING ER THAN LP LVL, LP L, OR E STRICTLY PROHIBITED.DLPIIS ANTRADEMARK HS F THIS PROGRAM TO OF LOUISIANA-PACIFIC CORPORATION. IS Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/25/12 13:41:43 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 WITH LDING CODES, TINUING EFFORT TO MAINTAIN PRACTICES, CODE EVALUATION OREPORTS EAND/OR CMETHODS OFHANGING ANALYSIS. INDUSTRYANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1432 HEADER 3 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.OE DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) ALLOWABLE DEFLECTION LIVE DEAD SPAN (L) SPAN (R) TOTAL (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE 30 15 6.000' 2.500' 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 3369 3082 3231 0.018 0.027 ALLOWABLE 3938 13282 6428 0.269 0.358 374 STRESS INDICES 0.856 0.232 0.503 L/3608 L/2374 LOAD CASE **** 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 LIED TO *** DESIGN IOSMDISTRIBUTEDRIED ARE EQUALLY TOP TOP EDGE OF BEAM, 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. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. *** 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 5.500' TOTAL SPAN: 5.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) Page 2 + L 1 PLF 0.000 5.500 UNIF DEAD ROOF TOP 63.89. PLF 0.00000 5.500 +AALLL 1 UNIF WEIGHT BEAM 4.500 ALL 1 CONC DEAD ROOF TOP 1147.7 LBS 0.000 5.500 +1 1 UNIF LIVE ROOF TOP 127.5 PLF 4.500 1 1 CONC LIVE ROOF TOP 2295.3 LBS +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.5000.0 LBS 4.500 2 1 CONC LIVE ROOF TOP 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.125 2.625 4 1 UNIF LIVE ROOF TOP 120.0 PLF 2.875 5.375 5 1 UNIF LIVE ROOF TOP 120.0 PLF 2.875 5.375 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 3082 3231 1.00 2 1040 1094 0.90 3 1109 1167 1.00 4 1214 1321 1.00 5 1214 1321 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1178 3369 2 410 1140 3 635 1215 4 485 1365 5 485 1365 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 410 1140 2 410 1140 3 410 1140 4 410 1140 5 410 1140 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 -- 768 2229 2 0 0 3 225 75 4 75 225 5 75 225 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 1147.7 4.500 3.000 1 LIVE 2295.3 4.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.018 0.269 L/3608 0.027 0.358 L/2374 Pag2 3 2 1 0.000 0.269 0.009 0.358 L/6941 0.009 0.014 3 1 0.002 0.269 L/30650 0.011 0.358 L/5694 4 1 0.002 0.269 L/30650 0.011 0.358 L/5659 5 1 0.002 0.269 L/30650 0.011 0.358 L/5659 **** 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 0.232 0.503 2 0.087 0.189 3 0.084 0.182 4 0.091 0.205 5 0.091 0.205 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. ; Pada 1 N:\JOBS Stone Bridge\1432\1432 Beams\1432 ROOF HEADER 8.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/11/12 16:22:42 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: 1432 HEADER 8 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 25.000' 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 2968 1276 1397 0.002 0.002 ALLOWABLE 5906 19924 9643 0.144 0.192 STRESS INDICES 0.503 0.064 0.145 L/21205 L/13969 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 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 EACH END OF COMPONENT. *** 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 3.000' TOTAL SPAN: 3.00 FT LOAD PATTERNS Pace 2 1432 ROOF HEADER 8.dsn , CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 187.5 PLF 0.000 3.000 +ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 3.000 ALL 1 CONC DEAD ROOF TOP 841.3 LBS 0.500 +1 1 UNIF LIVE ROOF TOP 375.0 PLF 0.000 3.000 1 1 CONC LIVE ROOF TOP 1682.7 LBS 0.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 3.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 0.500 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.125 2.625 4 1 UNIF LIVE ROOF TOP 120.0 PLF 0.375 2.875 5 1 UNIF LIVE ROOF TOP 120.0 PLF 0.125 2.625 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 1276 1397 1.00 2 433 479 0.90 3 540 643 1.00 4 538 616 1.00 5 540 643 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2968 1286 2 1004 443 3 1166 580 4 1141 605 5 1166 580 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1004 443 2 1004 443 3 1004 443 4 1004 443 5 1004 443 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1965 843 2 0 0 3 163 138 4 138 163 5 163 138 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 841.3 0.500 3.000 1 LIVE 1682.7 0.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.002 0.144 L/21205 0.002 0.192 L/13969 Page 3 1432 ROOF HEADER 8.dsn 2 1 0.000 0.144 0.001 0.192 L/40941 0.001 0.001 3 1 0.000 0.144 L/144466 0.001 0.192 L/31919 4 1 0.000 0.144 L/144466 0.001 0.192 L/31925 5 1 0.000 0.144 L/144466 0.001 0.192 L/31919 **** 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 0.064 0.145 2 0.024 0.055 3 0.027 0.067 4 0.027 0.064 5 0.027 0.067 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. Paye 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/11/12 16:39:29 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: 1432 HEADER 9 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 17.000' 0.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 8731 18595 7960 0.296 0.483 ALLOWABLE 8731 19924 9643 0.346 0.519 STRESS INDICES 1.000 0.933 0.826 L/419 L/257 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 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 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. *** 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 10.500' TOTAL SPAN: 10.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 270.0 PLF 0.000 10.500 +ALL 1 *UNIF DEAD FLOOR SIDE 127.5 PLF 0.000 10.500 ALL 1 UNIF DEAD ROOF TOP 75.0 PLF 0.000 10.500 +ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 10.500 ALL 1 CONC DEAD ROOF TOP 989.3 LBS 9.000 Page 2 1 1 UNIF LIVE ROOF TOP 405.0 PLF 0.000 10.500 +1 1 *UNIF LIVE FLOOR SIDE 255.0 PLF 0.000 10.500 1 1 UNIF LIVE ROOF TOP 112.5 PLF 0.000 10.500 1 1 CONC LIVE ROOF TOP 1484.0 LBS 9.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 9.000 +3 1 *UNIF LIVE FLOOR SIDE 340.0 PLF 0.000 10.500 4 1 UNIF LIVE ROOF TOP 540.0 PLF 0.000 10.500 4 1 UNIF LIVE ROOF TOP 150.0 PLF 0.000 10.500 4 1 CONC LIVE ROOF TOP 1978.7 LBS 9.000 * 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 18595 7960 1.00 2 7213 3097 0.90 3 11740 4853 1.00 4 17862 7825 1.00 1 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 6964 8731 2 2697 3404 3 4482 5189 4 6602 8722 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2697 3404 2 2697 3404 3 2697 3404 4 2697 3404 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 4268 5328 2 0 0 3 1785 1785 4 3905 5319 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.769 2.217 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 989.3 9.000 3.000 1 LIVE 1978.7 9.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.296 0.346 L/419 0.483 0.519 L/257 2 1 0.000 0.346 0.187 0.519 L/662 0.187 0.281 3 1 0.116 0.346 L/1066 0.304 0.519 L/408 Page 3 4 1 0.278 0.346 L/446 0.465 0.519 L/266 **** 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 0.933 0.826 2 0.402 0.357 3 0.589 0.503 4 0.897 0.812 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. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/25/12 14:45:07 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: 1432 BEAM A 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 16.500' 0.000' SIDE L/360 L/240 ROOF 30 15 4.000' 6.000' 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 9167 28449 8273 0.395 0.707 ALLOWABLE 9167 30368 12053 0.478 0.717 STRESS INDICES 1.000 0.937 0.686 L/436 L/243 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 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 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. *** 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 W1 W2 Xl (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 123.8 PLF 0.000 14.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 14.500 +ALL 1 UNIF DEAD ROOF TOP 75.0 PLF 0.000 14.500 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 14.500 Page 2 ALL 1 CONC DEAD ROOF TOP 1438.7 LBS 9.500 ALL 1 CONC DEAD ROOF TOP 1298.0 LBS 1.000 +1 1 *UNIF LIVE FLOOR SIDE 247.5 PLF 0.000 14.500 +1 1 UNIF LIVE ROOF TOP 112.5 PLF 0.000 14.500 1 1 CONC LIVE ROOF TOP 2158.0 LBS 9.500 1 1 CONC LIVE ROOF TOP 1947.0 LBS 1.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 14.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 9.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.000 +3 1 *UNIF LIVE FLOOR SIDE 330.0 PLF 0.000 14.500 +4 1 UNIF LIVE ROOF TOP 150.0 PLF 0.000 14.500 4 1 CONC LIVE ROOF TOP 2877.3 LBS 9.500 4 1 CONC LIVE ROOF TOP 2596.0 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 28449 8273 1.00 2 12511 3579 0.90 3 20838 5942 1.00 4 25925 7474 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 9167 7485 2 4000 3327 3 6392 5720 4 8496 6479 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4000 3327 2 4000 3327 3 4000 3327 4 4000 3327 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5167 4158 2 0 0 3 2393 2393 4 4497 3152 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.328 1.901 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1438.7 9.500 3.000 1 DEAD 1298.0 1.000 3.000 1 LIVE 2877.3 9.500 3.000 1 LIVE 2596.0 1.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.395 0.478 L/436 0.707 0.717 L/243 r Page 3 2 1 0.000 0.478 0.313 0.717 L/550 0.313 0.469 3 1 0.213 0.478 L/805 0.526 0.717 L/327 4 1 0.313 0.478 L/549 0.626 0.717 L/275 **** 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 0.937 0.686 2 0.458 0.330 3 0.686 0.493 4 0.854 0.620 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 06/25/12 14:49:06 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: 1432 HEADER 4 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 8.000' 2.500' 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 7088 6199 6776 0.022 0.035 ALLOWABLE 10612 19924 9643 0.266 0.355 STRESS INDICES 0.668 0.311 0.703 L/2969 L/1825 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 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. *** 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 5.500' TOTAL SPAN: 5.50 FT LOAD PATTERNS Page 2 CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.500 +ALL 1 UNIF DEAD ROOF TOP 78.8 PLF 0.000 5.500 +ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 5.500 ALL 1 CONC DEAD ROOF TOP 2495.0 LBS 1.000 +1 1 UNIF LIVE ROOF TOP 157.5 PLF 0.000 5.500 1 1 CONC LIVE ROOF TOP 4990.0 LBS 1.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.000 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.225 2.724 4 1 UNIF LIVE ROOF TOP 120.0 PLF 2.875 5.375 5 1 UNIF LIVE ROOF TOP 120.0 PLF 0.225 2.724 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 6199 6776 1.00 2 2222 2409 0.90 3 2393 2632 1.00 4 2291 2483 1.00 5 2393 2632 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 7088 2325 2 2572 984 3 2792 1065 4 2647 1209 5 2792 1065 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2572 984 2 2572 984 3 2572 984 4 2572 984 5 2572 984 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 4516 1340 2 0 0 3 220 80 4 75 225 5 220 80 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.695 1.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2495.0 1.000 3.000 1 LIVE 4990.0 1.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM Page 3 1 1 0.022 0.266 L/2969 0.035 0.355 L/1825 2 1 0.000 0.266 0.013 0.355 L/4738 0.013 0.020 3 1 0.001 0.266 L/45237 0.015 0.355 L/4289 4 1 0.001 0.266 L/46574 0.015 0.355 L/4316 5 1 0.001 0.266 L/45237 0.015 0.355 L/4289 **** 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 0.311 0.703 2 0.124 0.278 3 0.120 0.273 4 0.115 0.258 5 0.120 0.273 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. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/25/12 14:56:15 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: 1432 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 7.500' 16.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5017 15909 4857 0.301 0.484 ALLOWABLE 5017 20246 8035 0.429 0.644 STRESS INDICES 1.000 0.786 0.604 L/512 L/319 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 13.000' TOTAL SPAN: 13.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 180.0 PLF 0.000 13.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 13.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 13.000 +1 1 *UNIF LIVE FLOOR SIDE 480.0 PLF 0.000 13.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. Page 2 SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 15909 4857 1.00 2 6016 1775 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5017 5017 2 1897 1897 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1897 1897 2 1897 1897 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3120 3120 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.911 1.911 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.301 0.429 L/512 0.484 0.644 L/319 2 1 0.000 0.429 0.183 0.644 L/843 0.183 0.274 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.786 0.604 2 0.330 0.245 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 06/25/12 14:58:38 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: 1432 BEAM C 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 0.000' 16.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2263 4385 2128 0.029 0.050 ALLOWABLE 3938 20246 8035 0.262 0.394 STRESS INDICES 0.575 0.217 0.265 L/3231 L/1885 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 10" 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 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 FLOOR SIDE 123.8 PLF 0.000 8.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 8.000 +1 1 *UNIF LIVE FLOOR SIDE 330.0 PLF 0.000 8.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 8.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. Page 2 SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 4385 2128 1.00 2 1827 829 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2263 2263 2 943 943 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 943 943 2 943 943 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1320 1320 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 0.262 L/3231 0.050 0.394 L/1885 2 1 0.000 0.262 0.021 0.394 L/4525 0.021 0.031 **** 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 0.217 0.265 2 0.100 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 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/25/12 15:01:47 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: 1432 BEAM D STATE: OR CODE: IRC PRODUCT: 1-PLY 7" 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 4.000' 16.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5434 24116 5397 0.101 0.149 ALLOWABLE 7875 106649 27067 0.596 0.894 STRESS INDICES 0.690 0.226 0.199 L/2125 L/1443 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 *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 18.000' TOTAL SPAN: 18.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR SIDE 153.8 PLF 0.000 18.000 +ALL 1 UNIF WEIGHT BEAM 40.1 PLF 0.000 18.000 +1 1 UNIF LIVE FLOOR SIDE 410.0 PLF 0.000 18.000 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 18.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 24116 5397 1.00 2 7740 1732 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 Page 2 1 5434 5434 2 1744 1744 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1744 1744 2 1744 1744 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3690 3690 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 0.101 0.596 L/2125 0.149 0.894 L/1443 2 1 0.000 0.596 0.048 0.894 L/4495 0.048 0.072 **** 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 0.226 0.199 2 0.081 0.071 SLENDERNESS RATIO = 2.86 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 06/25/12 15:04:13 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: 1432 HEADER 5 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 9-1/2" 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 2.500' 8.000' 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 3496 3184 3371 0.004 0.005 ALLOWABLE 3938 13282 6428 0.079 0.119 STRESS INDICES 0.888 0.240 0.524 L/7930 L/5469 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 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 2.500' TOTAL SPAN: 2.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 2.500 +ALL 1 UNIF DEAD ROOF TOP 78.8 PLF 0.000 2.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 2.500 ALL 1 CONC DEAD FLOOR TOP 1482.0 LBS 1.000 +1 1 UNIF LIVE ROOF TOP 118.1 PLF 0.000 2.500 Page 2 1 1 CONC LIVE FLOOR TOP 2964.0 LBS 1.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 1.000 3 1 CONC LIVE FLOOR TOP 3952.0 LBS 1.000 +4 1 UNIF LIVE ROOF TOP 157.5 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 2708 2820 1.00 2 961 979 0.90 3 3184 3371 1.00 4 1068 1041 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3051 2161 2 1125 828 3 3496 2409 4 1321 1025 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1125 828 2 1125 828 3 1125 828 4 1125 828 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1926 1333 2 0 0 3 2371 1581 4 197 197 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 1482.0 1.000 3.000 1 LIVE 3952.0 1.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.003 0.079 L/9950 0.004 0.119 L/6360 2 1 0.000 0.079 0.002 0.119 L/17630 0.002 0.002 3 1 0.004 0.079 L/7930 0.005 0.119 L/5469 4 1 0.000 0.079 L/126357 0.002 0.119 L/15477 **** 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 3 STRESS INDICES CASE MSI VSI 1 0.204 0.439 2 0.080 0.169 3 0.240 0.524 4 0.080 0.162 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 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/25/12 15:13:34 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: 1432 BEAM E STATE: OR CODE: IRC 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' 7.500' SIDE L/360 L/240 ROOF 30 15 6.000' 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 3976 12807 3744 0.186 0.361 ALLOWABLE 3976 20246 8035 0.413 0.619 STRESS INDICES 1.000 0.633 0.466 L/796 L/411 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 12.500' TOTAL SPAN: 12.50 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 12.500 +ALL 1 *UNIF DEAD FLOOR SIDE 56.3 PLF 0.000 12.500 +ALL 1 UNIF DEAD ROOF TOP 45.0 PLF 0.000 12.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.500 ALL 1 CONC DEAD ROOF TOP 772.0 LBS 4.000 , Page 2 ALL 1 CONC DEAD ROOF TOP 258.7 LBS 8.500 +1 1 *UNIF LIVE FLOOR SIDE 112.5 PLF 0.000 12.500 +1 1 UNIF LIVE ROOF TOP 67.5 PLF 0.000 12.500 1 1 CONC LIVE ROOF TOP 1158.0 LBS 4.000 1 1 CONC LIVE ROOF TOP 388.0 LBS 8.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 12.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 4.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 8.500 +3 1 *UNIF LIVE FLOOR SIDE 150.0 PLF 0.000 12.500 +4 1 UNIF LIVE ROOF TOP 90.0 PLF 0.000 12.500 4 1 CONC LIVE ROOF TOP 1544.0 LBS 4.000 4 1 CONC LIVE ROOF TOP 517.3 LBS 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 12807 3744 1.00 2 6169 1784 0.90 3 9013 2712 1.00 4 12284 3469 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3976 3514 2 1940 1755 3 2877 2693 4 3718 3163 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1940 1755 2 1940 1755 3 1940 1755 4 1940 1755 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2037 1759 2 0 0 3 938 938 4 1778 1408 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.515 1.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 772.0 4.000 3.000 1 DEAD 258.7 8.500 3.000 1 LIVE 1544.0 4.000 3.000 1 LIVE 517.3 8.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.186 0.413 L/796 0.361 0.619 L/411 r Pagla 3 2 1 0.000 0.413 0.175 0.619 L/850 0.175 0.262 3 1 0.081 0.413 L/1832 0.256 0.619 L/581 4 1 0.168 0.413 L/885 0.342 0.619 L/434 **** 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 0.633 0.466 2 0.339 0.247 3 0.445 0.338 4 0.607 0.432 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. • Pa4e 1 N:\JOBS Stone Bridge\1432\1432 Beams\1432 BEAM F.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/11/12 16:34:19 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: 1432 BEAM F 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 0.000' 0.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5607 3193 4274 0.018 0.030 ALLOWABLE 11162 20246 8035 0.237 0.355 STRESS INDICES 0.502 0.158 0.532 L/4748 L/2886 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 7.500' TOTAL SPAN: 7.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 93.3 PLF 0.000 7.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.500 ALL 1 *CONC DEAD FLOOR SIDE 1084.4 LBS 6.800 Page 2 1432 BEAM F.dsn ALL 1 CONC DEAD ROOF TOP 766.7 LBS 6.800 1 1 UNIF LIVE ROOF TOP 140.0 PLF 0.000 7.500 1 1 *CONC LIVE FLOOR SIDE 2168.7 LBS 6.800 1 1 CONC LIVE ROOF TOP 1150.0 LBS 6.800 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.500 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 6.800 2 1 CONC LIVE ROOF TOP 0.0 LBS 6.800 3 1 *CONC LIVE FLOOR SIDE 2891.6 LBS 6.800 4 1 UNIF LIVE ROOF TOP 186.7 PLF 0.000 7.500 4 1 CONC LIVE ROOF TOP 1533.3 LBS 6.800 * 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 3193 4274 1.00 2 1236 1534 0.90 3 2478 4213 1.00 4 2832 2509 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1402 5607 2 567 2073 3 837 4695 4 1410 4163 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 567 2073 2 567 2073 3 567 2073 4 567 2073 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 835 3534 2 0 0 3 270 2622 4 843 2090 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 5.253 4.252 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1084.4 6.800 3.000 1 DEAD 766.7 6.800 3.000 1 LIVE 2891.6 6.800 3.000 1 LIVE 1533.3 6.800 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.018 0.237 L/4748 0.030 0.355 L/2886 2 1 0.000 0.237 0.012 0.355 L/7351 0.012 0.017 3 1 0.009 0.237 L/9918 0.020 0.355 L/4229 Page 3 1432 BEAM F.dsn 4 1 0.015 0.237 L/5525 0.027 0.355 L/3154 **** 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 0.158 0.532 2 0.068 0.212 3 0.122 0.524 4 0.140 0.312 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 06/25/12 15:20:02 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: 1432 BEAM G 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 9.000' 0.000' SIDE L/360 L/240 ROOF 30 15 4.000' 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 1460 2647 1307 0.012 0.027 ALLOWABLE 3938 20246 8035 0.246 0.369 STRESS INDICES 0.371 0.131 0.163 L/7212 L/3334 LOAD CASE 1 1 3 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 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 WALL TOP 100.0 PLF 0.000 7.500 +ALL 1 *UNIF DEAD FLOOR SIDE 67.5 PLF 0.000 7.500 +ALL 1 UNIF DEAD ROOF TOP 30.0 PLF 0.000 7.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.500 +1 1 *UNIF LIVE FLOOR SIDE 135.0 PLF 0.000 7.500 +1 1 UNIF LIVE ROOF TOP 45.0 PLF 0.000 7.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.500 Page 2 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.500 +3 1 *UNIF LIVE FLOOR SIDE 180.0 PLF 0.000 7.500 +4 1 UNIF LIVE ROOF TOP 60.0 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 2647 1263 1.00 2 1424 643 0.90 3 2647 1307 1.00 4 1832 805 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1460 1460 2 785 785 3 1460 1460 4 1010 1010 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 785 785 2 785 785 3 785 785 4 785 785 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 675 675 2 0 0 3 675 675 4 225 225 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 0.012 0.246 L/7212 0.027 0.369 L/3334 2 1 0.000 0.246 0.014 0.369 L/6199 0.014 0.021 3 1 0.012 0.246 L/7212 0.027 0.369 L/3334 4 1 0.004 0.246 L/21635 0.018 0.369 L/4819 **** 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 0.131 0.157 2 0.078 0.089 3 0.131 0.163 4 0.090 0.100 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 N:\JOBS Stone Bridge\1432\1432 Beams\1432 BEAM H.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 07/11/12 16:30:44 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: 1432 BEAM H STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 18" 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' 14.500' 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 7058 40934 6938 0.270 0.479 ALLOWABLE 9281 65772 18270 0.627 0.941 STRESS INDICES 0.761 0.622 0.380 L/835 L/471 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 3 ROWS OF 16d (3-1/2") NAILS AT 8" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 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. *** 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 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 108.8 PLF 0.000 19.000 , Page 2 1432 BEAM H.dsn ALL 1 UNIF DEAD WALL TOP 100.0 PLF 7.500 19.000 ALL 1 *UNIF DEAD ROOF SIDE 53.3 PLF 7.500 19.000 +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 19.000 ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 8.000 ALL 1 CONC DEAD ROOF TOP 1558.3 LBS 7.500 ALL 1 *CONC DEAD FLOOR SIDE 136.4 LBS 7.500 +1 1 *UNIF LIVE FLOOR SIDE 217.5 PLF 0.000 19.000 1 1 *UNIF LIVE ROOF SIDE 80.0 PLF 7.500 19.000 1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 8.000 1 1 CONC LIVE ROOF TOP 2337.5 LBS 7.500 1 1 *CONC LIVE FLOOR SIDE 272.7 LBS 7.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 19.000 2 1 *UNIF LIVE ROOF SIDE 0.0 PLF 7.500 19.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 7.500 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 7.500 +3 1 *UNIF LIVE FLOOR SIDE 290.0 PLF 0.000 19.000 3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 8.000 3 1 *CONC LIVE FLOOR SIDE 363.6 LBS 7.500 4 1 *UNIF LIVE ROOF SIDE 106.7 PLF 7.500 19.000 4 1 CONC LIVE ROOF TOP 3116.7 LBS 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 40934 6938 1.00 2 17505 3037 0.90 3 32315 6033 1.00 4 34069 5146 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 7058 7003 2 2944 3214 3 6172 6180 4 5202 5300 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2944 3214 2 2944 3214 3 2944 3214 4 2944 3214 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 4114 3789 2 0 0 3 3228 2966 4 2258 2086 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.357 2.147 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1558.3 7.500 3.000 1 DEAD 136.4 7.500 3.000 Page 3 1432 BEAM H.dsn 1 LIVE 3116.7 7.500 3.000 1 LIVE 363.6 7.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.270 0.627 L/835 0.479 0.941 L/471 2 1 0.000 0.627 0.209 0.941 L/1083 0.209 0.313 3 1 0.184 0.627 L/1224 0.393 0.941 L/574 4 1 0.176 0.627 L/1280 0.385 0.941 L/587 **** 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 0.622 0.380 2 0.296 0.185 3 0.491 0.330 4 0.518 0.282 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. 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 CORPORATIOU / WOOD-E DESIGN_2012.1_06/25-112--15:47:30 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: 1432 BEAM I STATE: OR CODE: IRC PRODUCT: 3-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' 15.000' 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 6882 23663 6819 0.177 0.304 ALLOWABLE 6882 30368 12053 0.362 0.543 STRESS INDICES 1.000 0.779 0.566 L/737 L/429 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 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 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. *** 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 11.000' TOTAL SPAN: 11.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 112.5 PLF 0.000 11.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 7.000 ALL 1 *UNIF DEAD ROOF SIDE 53.3 PLF 0.000 7.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 11.000 Page 2 ALL I UNIF DEAD FLOOR TOP 15.0 PLF 7.000 11.000 ALL 1 CONC DEAD ROOF TOP 2514.7 LBS 7.000 ALL 1 CONC DEAD FLOOR TOP 136.4 LBS 7.000 +1 1 *UNIF LIVE FLOOR SIDE 225.0 PLF 0.000 11.000 1 1 *UNIF LIVE ROOF SIDE 80.0 PLF 0.000 7.000 1 1 UNIF LIVE FLOOR TOP 30.0 PLF 7.000 11.000 1 1 CONC LIVE ROOF TOP 3772.0 LBS 7.000 1 1 CONC LIVE FLOOR TOP 272.7 LBS 7.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 11.000 2 1 *UNIF LIVE ROOF SIDE 0.0 PLF 0.000 7.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 7.000 11.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 7.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 7.000 +3 1 *UNIF LIVE FLOOR SIDE 300.0 PLF 0.000 11.000 3 1 UNIF LIVE FLOOR TOP 40.0 PLF 7.000 11.000 3 1 CONC LIVE FLOOR TOP 363.6 LBS 7.000 4 1 *UNIF LIVE ROOF SIDE 106.7 PLF 0.000 7.000 4 1 CONC LIVE ROOF TOP 5029.3 LBS 7.000 * 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 23663 6819 1.00 2 9762 2769 0.90 3 14991 4721 1.00 4 23068 6217 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5536 6882 2 2424 2794 3 4235 4807 4 4762 6233 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2424 2794 2 2424 2794 3 2424 2794 4 2424 2794 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3112 4088 2 0 0 3 1811 2012 4 2338 3438 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.748 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2514.7 7.000 3.000 1 DEAD 136.4 7.000 3.000 1 LIVE 5029.3 7.000 3.000 1 LIVE 363.6 7.000 3.000 Page 3 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.177 0.362 L/737 0.304 0.543 L/429 2 1 0.000 0.362 0.127 0.543 L/1024 0.127 0.191 3 1 0.077 0.362 L/1696 0.204 0.543 L/639 4 1 0.159 0.362 L/820 0.286 0.543 L/455 **** 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 0.779 0.566 2 0.357 0.255 3 0.494 0.392 4 0.760 0.516 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. Pagh 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/25/12 16:04:10 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: 1432 HEADER 6 STATE: OR CODE: IRC PRODUCT: 2-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 17.000' 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 4126 4341 4029 0.037 0.067 ALLOWABLE 4126 13282 6428 0.212 0.319 STRESS INDICES 1.000 0.327 0.627 L/2063 L/1146 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 10" 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 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 FLOOR SIDE 127.5 PLF 0.000 6.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500 ALL 1 CONC DEAD ROOF TOP 1123.0 LBS 5.500 ALL 1 CONC DEAD ROOF TOP 392.7 LBS 1.000 Page 2 +1 1 *UNIF LIVE FLOOR SIDE 255.0 ELF 0.000 6.500 1 1 CONC LIVE ROOF TOP 1684.5 LBS 5.500 1 1 CONC LIVE ROOF TOP 589.0 LBS 1.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.000 +3 1 *UNIF LIVE FLOOR SIDE 340.0 PLF 0.000 6.500 4 1 CONC LIVE ROOF TOP 2246.0 LBS 5.500 4 1 CONC LIVE ROOF TOP 785.3 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 4341 4029 1.00 2 1936 1692 0.90 3 3647 2775 1.00 4 3546 3724 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2862 4126 2 1275 1781 3 2380 2886 4 2285 3802 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1275 1781 2 1275 1781 3 1275 1781 4 1275 1781 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1586 2345 2 0 0 3 1105 1105 4 1010 2021 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.572 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1123.0 5.500 3.000 1 DEAD 392.7 1.000 3.000 1 LIVE 2246.0 5.500 3.000 1 LIVE 785.3 1.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.037 0.212 L/2063 0.067 0.319 L/1146 2 1 0.000 0.212 0.030 0.319 L/2577 0.030 0.045 3 1 0.025 0.212 L/3031 0.055 0.319 L/1393 • Page 3 4 1 0.024 0.212 L/3150 0.054 0.319 L/1417 **** 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 0.327 0.627 2 0.162 0.292 3 0.275 0.432 4 0.267 0.579 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. y 4 Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/26/12 09:25:03 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: 1432 BEAM K 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 15.000' 17.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 9619 5758 4155 0.031 0.043 ALLOWABLE 9619 20246 8035 0.212 0.319 STRESS INDICES 1.000 0.284 0.517 L/2429 L/1749 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 *** APPLIED LOAD OF 5848 LBS AT BEARING 2 EXCEEDS CAPACITY OF 2701 LBS. RIM BOARD, FULL-DEPTH BLOCKING, SQUASH BLOCKS OR OTHER DEVICE MUST BE DESIGNED AND INSTALLED TO TRANSFER 3147 LBS. CONNECTION ***ATTACH THE TWO PLIES WITH 3 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 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 FLOOR SIDE 240.0 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.500 Page 2 ALL 1 CONC DEAD FLOOR TOP 1368.3 LBS 6.000 ALL 1 CONC DEAD FLOOR TOP 617.2 LBS 6.000 +1 1 *UNIF LIVE FLOOR SIDE 640.0 PLF 0.000 6.500 1 1 CONC LIVE FLOOR TOP 3648.7 LBS 6.000 1 1 CONC LIVE FLOOR TOP 1645.8 LBS 6.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 6.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 6.000 * 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 5758 4155 1.00 2 1612 1160 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3459 9619 2 971 2651 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 971 2651 2 971 2651 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2487 6967 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 3.664 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1368.3 6.000 3.000 1 DEAD 617.2 6.000 3.000 1 LIVE 3648.7 6.000 3.000 1 LIVE 1645.8 6.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.031 0.212 L/2429 0.043 0.319 L/1749 2 1 0.000 0.212 0.012 0.319 L/6247 0.012 0.018 **** 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 0.284 0.517 2 0.088 0.160 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 Page 3 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MTSTAKES. 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. Passe 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/26/12 09:28:33 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: 1432 HEADER 7 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 11-1/4" LP LVL 2950Fb-2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 0.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6602 5924 5618 0.005 0.008 ALLOWABLE 6602 18280 7613 0.094 0.142 STRESS INDICES 1.000 0.324 0.738 L/6472 L/4199 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. *** 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 3.000' TOTAL SPAN: 3.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 3.000 ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 3.000 +ALL 1 UNIF WEIGHT BEAM 11.3 PLF 0.000 3.000 ALL 1 CONC DEAD ROOF TOP 3206.3 LBS 2.000 1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 3.000 1 1 CONC LIVE ROOF TOP 4809.5 LBS 2.000 Page 2 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 3.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 2.000 3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 3.000 4 1 CONC LIVE ROOF TOP 6412.7 LBS 2.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 4981 4708 1.00 2 2049 1920 0.90 3 2084 1939 1.00 4 5924 5618 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2906 5578 2 1258 2327 3 1318 2387 4 3396 6602 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1258 2327 2 1258 2327 3 1258 2327 4 1258 2327 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1648 3251 2 0 0 3 60 60 4 2138 4275 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 2.515 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 3206.3 2.000 3.000 1 LIVE 6412.7 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 0.004 0.094 L/8517 0.007 0.142 L/4973 2 1 0.000 0.094 0.003 0.142 L/11953 0.003 0.004 3 1 0.000 0.094 L/486928 0.003 0.142 L/11670 4 1 0.005 0.094 L/6472 0.008 0.142 L/4199 **** 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) . f Page 3 STRESS INDICES CASE MSI --- VSI 1 0.273 0.618 2 0.125 0.280 3 0.114 0.255 4 0.324 0.738 SLENDERNESS RATIO = 3.21 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 2a12.1 06/-2-6-/-12 09:31:33 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: 1432 BEAM L 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 4.000' 17.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3684 11282 3647 0.227 0.319 ALLOWABLE 3937 20246 8035 0.413 0.619 STRESS INDICES 0.936 0.557 0.454 L/654 L/466 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 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 12.500' TOTAL SPAN: 12.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 157.5 PLF 0.000 12.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.500 +1 1 *UNIF LIVE FLOOR SIDE 420.0 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 Page 2 1 11282 3647 1.00 2 3243 1048 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3684 3684 2 1059 1059 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1059 1059 2 1059 1059 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2625 2625 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 0.227 0.413 L/654 0.319 0.619 L/466 2 1 0.000 0.413 0.092 0.619 L/1622 0.092 0.137 **** 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 0.557 0.454 2 0.178 0.145 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 / wOUu-E DESIGN 2012.131112 16:49:3-3- WARNING 6:49:33WARNING *** 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: 1432 HEADER 10 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 11-1/4" 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 17.000' 0.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 11784 27376 10636 0.261 0.408 ALLOWABLE 17616 27420 11419 0.339 0.508 STRESS INDICES 0.669 0.998 0.931 L/468 L/299 LOAD CASE 1 1 3 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 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 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. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. *** NO WALL LOAD WAS USED. STRUCTURAL GEOMETRY SPAN 1 10.500' TOTAL SPAN: 10.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 270.0 PLF 0.000 10.500 ALL 1 UNIF DEAD FLOOR TOP 128.2 PLF 0.000 10.500 +ALL 1 *UNIF DEAD FLOOR SIDE 127.5 PLF 0.000 10.500 Page 2 +ALL 1 UNIF WEIGHT BEAM- 9 PLF _ D nn0 10 500 ALL 1 CONC DEAD FLOOR TOP 1899.3 LBS 2.900 1 1 UNIF LIVE ROOF TOP 405.0 PLF 0.000 10.500 1 1 UNIF LIVE FLOOR TOP 256.4 PLF 0.000 10.500 +1 1 *UNIF LIVE FLOOR SIDE 255.0 PLF 0.000 10.500 1 1 CONC LIVE FLOOR TOP 3798.5 LBS 2.900 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 10.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 2.900 3 1 UNIF LIVE FLOOR TOP 341.8 PLF 0.000 10.500 +3 1 *UNIF LIVE FLOOR SIDE 340.0 PLF 0.000 10.500 3 1 CONC LIVE FLOOR TOP 5064.7 LBS 2.900 4 1 UNIF LIVE ROOF TOP 540.0 PLF 0.000 10.500 * 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 27376 10601 1.00 2 9823 3777 0.90 3 26682 10636 1.00 4 16684 6016 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 11784 9233 2 4223 3373 3 11469 8351 4 7058 6208 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4223 3373 2 4223 3373 3 4223 3373 4 4223 3373 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 7560 5860 2 0 0 3 7245 4978 4 2835 2835 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.474 3.503 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1899.3 2.900 4.474 1 LIVE 5064.7 2.900 4.474 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.261 0.339 L/468 0.408 0.508 L/299 2 1 0.000 0.339 0.147 0.508 L/832 0.147 0.220 Page 3 + a. 3 1 0.244 0.339 L/500 0.391 0.508 L/312 4 1 0.104 0.339 L/1170 0.251 0.508 L/486 **** 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 0.998 0.928 2 0.398 0.368 3 0.973 0.931 4 0.608 0.527 SLENDERNESS RATIO = 2.14 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.