Loading...
Report (54) /ir s TaL, X �7�w�,l Page 1 N:\JOBS Stone Bridge\1859\306 Beams\306-BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:35:10 y WARNING * * THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLi - *** WOOD. E DESIGN 2014.1 EXPIRES ON 3131/2016. LP WILL MAKE AVAILABLE. TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 306-BEAM A STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 290OFb-2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PS-.) (PS F) LOAD CARRIP.D CARRIED LOADING LIVE TOTAL 40 15 NO 8.000, 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 9485 40126 7994 0.361 0.652 ALLOWABLE 13781 51954 15960 0.574 0.860 STRESS INDICES 0.69 0.77 0.50 L/572 L/317 LOAD CASE 4 4 4 4 4 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NO' REFLECT THE ABSOLUTE MAXIMUM ACTUALS. "" ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR. TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/211) NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. ***MAXIMUM SIDE LOAD FOR MULTT-FLY CONNECTION DESIGN MAX. LOAD: 220 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQ(JlRED AT 44" O.C. CR LESS. STRUCTURAL GEOMETRY ---------------------- S PAD. 1 17. `)00 T'OTA . SPAN: 1 7.'-0 }:_ LOAD PATTERNS f Page 2 306-BEAM A.dsn ALL 1 UNIF DEAD ROOF TOP 300.0 PLF 0.000 17.500 ALL 1 UNIF DEAD WALL TOP 100.0 PT F0.000 17.500 +ALL 1. *UNIF DEAD FLOOR SIDE 60.0 PLF 0.000 17.500 'ALL 1. UNIF WEIGHT BEAM 24.0 PLF 0.000 17.500 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 17.500 +1 1. *UNIF LIVE FLOOD. SIDE 1220.0 PLF 0.000 17.500 2 = UNIF LIVE ROOF TOP 0.0 PLF 0.000 17.500 +2 _ *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 17.500 +3 1 *UNIF LIVE FLOOR SIDE 160.0 PLF 0.000 17.500 4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 17.500 * 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 39016 7936 1.00 2 17917 3631 0.90 3 23839 5008 1.00 4 40126 7994 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS -------------------------- CASE BRG#1 BRG#2 1 9223 922.3 2 4235 4235 3 5635 5635 4 9485 9485 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 4235 4235 2 4235 4235 3 4235 4235 4 4235 4235 REACTIONS FOR 1,-:.VE LOAD -------------------- CASE BRG#1 BRG#2 1 4988 4987 2 0 0 3 1400 1400 4 5250 5250 MINIMUM BEARING SI7,ES (IN) --------------------------- BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION LEAD LOAD DEFLECTION CAS_ SPAN ACTUAL ALLOW. T,I? ACTUAL ALLOW. /? INSTANT LONG-TERM 1 0.343 0.574 L/602 0.634 0.860 L/326 2 1 0.000 0.574 0.291 0.860 L/709 0.291 0.43'7 1 0.096 0.574 L/211 0.38'i 860 I,/533 4 ?. 30 0.5?4 L;" 7.. 0.652 0.860 Lj317 '* OR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **•* " ' TOTAL LOAD DF FLEC. O`d SiiOW v IS INSTANTA 4EO1 S. **** Page 3 306-BEAM A.dsn **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (271) . STRESS INDICES CASE N,SI VSI ------------ 1 0.75 0.50 2 0.38 0.25 3 0.46 0.31 4 0.77 0.50 SLENDERNESS RATIO = 3.05 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IV 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\1859\306 Beams\306-BEAM B.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:37:38 WARNING *** `PHIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 FXPTRFS ON 3/3"-/2016. LP WILI, MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CON'T'INUING 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: 306-BEAM B STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 290OFb-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 ___e_-- ----- ---- -------- -------- -- --- ------ --- --------- 40 __--- --90 17, NO 9.500' 4.500' SIDE L/36G L,/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 2183 5689 2125 0.096 0.136 ALLOWABLE 9188 19902 7897 0.357 0.535 STRESS INDICES 0.24 0.29 0.27 L/1339 L/945 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 (2 ) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD :IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/411) MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SI_1E LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 261 PLF LDF: 1.00 NOTES *** Ct,-MPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN I 11.000' I'0 1, SPAN: __.00 FT LOAD PATTERNS CASE SPAN SHAPE I`Ypk, SOURCE LOADINj til i°•iG X1 (FT) X2 (FT) Page 2 306-BEAM B.dsn +ALL 1 *UNIF DEAD FLOOR SIDE 105.0 PLF 0.000 11.000 +ALL 1 UNIF 'v:'E1GHT BEAM 11.9 PLF :.000 11.000 .E-1 ]. *UNIF LIVE FLOOR SIDE 280.0 PLF 0.000 11.(00 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 1.1.000 * INDICATES SIDE LOAD. -) INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR. DEAD '.COAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 5689 2125 1.OG 2 1675 626 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1. BRG#2 1. 2183 2183 2 643 643 REACTIONS FOR DEAD LOAD CASE BRG#I BRG#2 1 643 643 2 643 643 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1540 1540 2 0 0 MINIMUM BEARING SIZES (IN) ------------------ BRG# 1 BRG# 2. 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DAD LOAD DEFLECTION CASE SPAN ACTUAL, ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.096 0.357 L/1339 0.136 0.535 L/945 2 1 0.000 0.357 0.040 0.535 L/3207 0.040 0.060 **** 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 0.29 0.27 2. 0.09 0.09 SLENDERNESS RATIO 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM TNCORRECT INPUT. THIS PROGRAM IS A DESIGN COL 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. :'HIS C'UMPONENT ;ES Gi: IS SPECIFICALLY FOR LP ENGTNE'ERED WOOD PRODUCTS. USE OE THIS PROGRAM: TO DESIGN ANYTHING OTHER THAN LP LVL, LP OR IS STRICTLY PROHIB"TED. LP IS A TRADEVARK OF LOUISIANA-PACIFIC. 'CORPORATION. Page 1 N:\JOBS Stone Bridge\1859\306 Beams\306-BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:39:19 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVR LABLE '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: 306-BEAM C STATE: OR CODE: IHC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 290OFb-2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTOREP. LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (I'SF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 7.500' 1.7.000' SIDE L/360 L/240 SPAN CARRIER IS NO` CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 1714 1900 1614 0.009 0.013 ALLOWABLE 9188 19902 7897 0.157 0.235 STRESS INDICES 0.19 0.10 0.20 L/6067 L/4336 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR 'CANTILEVERS (2L) CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THETWO 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 HALE' MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 468 PT.F LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 5.000' TOTAL, SEAN* 5.0(1 FT LOAD FA'�^ERNi, CASE SPAN rEiAFi. _i.�' S:'�"J R.:.,� .:C'�AL}'tdG W1 W2 X1 i FT) X2 (FT) Page 2 306-BEAM C.dsn +ALL _ *UNIF DEAD FLOOR SIDE 183.8 PLF 0.000 5.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 5.000 +1 1 *UNIF LIVE FLOOR SIDE 490.0 PLF 0.000 5.000 r7.. 1 *UNIF LIVE FLOOR. SIDE 0.0 PLF 0.000 5.000 * 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 1.900 1614 1.00 2 542 461 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 1714 1714 2 489 489 REACTIONS FOR DEAD LOAD ------------------------ CASE BRG#1 BRG#2 1 489 489 2 489 489 REACTIONS FOR LIVE LOAD ------------------------ CASE BRG#1 BRG#2 1 1225 1225 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLEC'T'ION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/4 ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.009 0.157 L/6067 0.013 0.235 L/4336 2 1 0.000 0.157 0.004 0.235 L/15195 0.004 0.006 **** 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 0.10 0.20 2 0.03 0.06 SLENDERNESS RATIO = 3.39 LIMIT = 1-0.00 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 CAR^ THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT THIS COMPONENT DESIGN i.'"' SPE;( IF'ICA'i,LY FOR LP ENGINEERED WOOD PRODUCTS. USE OF TTIIS PROOFkA_.�'I 1-'l ., GN ANY I MING OTHER THAN LP :VL, :,7 OR LPI-,1,^, S P- STRICT ,Y FROY,iBITED. LP S F.ADEPd RK LGUT_SIAhF:-FlAC7FIC: C,'.Ori1' RATIOiI. Page 1 N:\JOBS Stone Bridge\1859\306 Beams\306-BEAM D.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:40:32 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *"* WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE 'IC ALL REGISTERED USERS AN UPDATED VERSION OF THE 'WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDTNG CODES, INDTTSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 306-BEAM D STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRTF:D CARRIED LOADING LIVE TOTAL 40 15 NO 7.000' 7.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 1437 2310 1377 0.018 0.026 ALLOWABLE 9188 19902 7897 0.224 0.335 STRESS INDICES 0.16 0.12 0.17 L/4458 L/3149 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 ('.,) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF l6d (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 NATLS WITH A -INIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***M.AXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 206 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQU"RED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY --------------------- S PAID 1 .'OTA-_l SPAN: 7.0D Fi i3OAD PATTERN CASE SPAN SHAPETYPE SO"iRCE LOADING wl W2 X?_ (F T', X2 (FT) Page 2 306-BEAM D.dsn BALL *UNIF DEAD FLOOR SIDE 108.8 PLF 0.000 7.000 AI,I, 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.000 +1 1 *UNIF LIVE. FLOOR SIDE 290.0 PLF 0.000 7.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 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 -------------- _» ---- 1377 1.00 2 679 405 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ------------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#l. BRG#2 1 1437 1437 2 422_ 422 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 422 422 2 422 422 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 1 1015 1015 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLF.C'TION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW, L/? INSTANT LONG-TERM 1--- 1--- 0.018v 0.224 L/4458 0.026 0.335 L/3149 2 1 0.000 0.224 0.008 0.335 L/10717 0.008 0.07.1. **** 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 ------------- I 0.12 0.17 2 0.04 0.06 SLENDERNESS RATTO 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 ':GOADS ARE ACCURATE IN ;MAGNITUDE AND LOCATION. IE' YOJ HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COM"ONEN`I' DESIGN IS SPECIFICALLY FOR .P ENGINEERED WOOD PRODUCTS. vE OF THIS PROGRJPA TO DIES-GN AN'_`"H`NG OTHER THAN LIP LV- LP LSL, OR L -JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA.-PACIFIC CCR'�ORAIION. Page 1 N:\JOBS Stone Bridge\1859\306 Beams\306-BEAM E.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:41:49 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 201.4.1 EXPIRES ON 3/31/2016. L,F WILL MAKE AVAILABLE TO ALL REGIS'T'ERED 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: 306-BEAM E STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2900Fb-2.0E DZSIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAI; CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 9.500' 9.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 6012 32194 5932 0.561 0.807 ALLOWABLE 13781 51954 15960 0.724 1.085 STRESS INDICES 0.44 0.62 0.37 L/465 L/323 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 (2.L) CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NATLF..D SIDE OF THE FIRST TWO PLTF.S. STAGGER ROWS. NAILS MAY BE COMION OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1%4") MAY BE USED. ***MAXIMUM SIDE LOAD FOR MULTI--PLY CONNECTION DESIGN MAX. LOAD: 261 PLE LDF: 1.00 NC-_E3 **" COMPRESSION EDGE BRACING REQUIRED AT 59" O.C. OR 'LESS. STRUCTURAL GEOM_�,,I'Ry S FA14 22.JDu' TOTAL 'PAN: 22.H ?T LOA-_i FAT",ERNS CASE SPA, S APE TYPE SOJUR,,7E I-CAPING W1 W , x! (- X2 ;FT) Page 2 306-BEAM E.dsn +ALL 1 *UNIF DEAD FLOOR SIDE 142.5 PLF 0.000 22.000 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 2.2.000 +1 1 *UNIF LIVE FLOOR SIDE 380.0 PLF 0.000 22.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 22.000 * 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 32194 5932 1.00 2 9810 1808 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ----------------- CASE BRG#1 BRG#2 1 6012 6012 2 1632 1832 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 1832 1832 2 1832 1832. REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 4180 4180 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE. SPAN ACTUAL, ALLOW. L/: ACTUAL ALLOW. L/? INSTANT LONG-`PERM 1 1 0.561 0.724 L/465 0.807 1.085 L/323 2 1 0.000 0.724 0.246 1.085 L/1060 0.246 0.369 **** FOR LEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 0.62 0.37 2 0.21 0.13 SLENDERNESS RATIO = 3.05 LIMIT = 10.00 VERIFY YOUR. INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESUL_"ING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN 'POOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED I.,OADS 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 ANY'T'HING OTHER THAN LP I,VL, Lr ISL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC C'ORPGlATICN. Page 1 N:\JOBS Stone Bridge\1859\306 Beams\306-SEAM F.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:46:20 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *" WOOD-E DESIGN 2019.1 EXPIRES ON 3%.31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD--E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUT-,DING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 306-BEAM F STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 20" LP LVL 2900Fb-2.OE DESIGN CRITERIA FOR FLOOR BEAM (JNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 9.:100' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ------ REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 11801 48525 10197 0.404 0.692 ALLOWABLE 13781 78631 19950 0.724 1.085 STRESS INDICES 0.86 0.62 0.51 L/645 L/376 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 CANTILEV"QRS (21,) . CONNECTION *** DESTGN ASSUMES ALL "TOP" LOADS ARE APP IED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***F_T'TACH TWO PLIES WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 ROWS OF :.6d (3-1%2") NAILS AT 12" OC. TO THE UN-NAILED SIDE. OE' THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/411) MAY BE USED. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD EOR MULTI-FLY CONNECTIOt DESIGN MAX. LOAD: 316 PL- LDF: I.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 49" O.C. OR LESS.. STRUCTURAL., GEOMETRY SPAN 22.'J CO' TOTAL SPAN: 22.00 FT Page 2 306-BEAM F.dsn LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE. SOURCE LOADING Wi W2 X1 (FT) X2 (FT) ALL _ UNIF DEAD ROOF TOP 300.0 PLF 17.000 22.000 ALL _ UNIF DEAD ROOF TOP 300.0 PLF 0.000 5.000 ALL _ UNIF DEAD WALL TOP 100.0 PLF 0.000 5.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 17.000 22.000 +ALL 1 *UNIF DEAD FLOOR SIDE 71.3 PLF 0.000 22.000 +ALL _ UNIF WEIGHT BEAM 30.0 PLF 0.000 22.000 ALL _ *UNIF DEADOGR. SIDE 15.0 PLF 5.000 17.000 ALL 1 CONC DEAD ROOF TOP 1839.7 LBS 5.000 ALL 1 CONC DEAD ROOF TOP 1839.7 LBS 17.000 I UNIF LIVE ROOF TOP 450.0 PLF 17.000 22.000 1 UNIF LIVE ROOF TOP 450.0 PL•F 0.000 5.000 +1 1 *UNIF LIVE FLOOR SIDE 142.5 PLF 0.000 22.000 1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 5.000 17.000 i. 1 CONC LIVE ROOF TOP 2759.5 LBS 5.000 1 1 CONC LIVE ROOF TOP 2759.5 LBS 17.000 2 1 UNTF LIVE ROOF TOP 0.0 PLF 17.000 22.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 22.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 5.000 17.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.000 2 1 CONC LIVE ROOF' TOP 0.0 LBS 17.000 t:? 1 *UNIF LIVE FLOOR SIDE 190.0 PLF 0.000 22.000 3 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 5.000 17.000 4 1 UNIF LIVE ROOF TOP 600.0 PLF 17.000 .2.2..000 4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 5.000 4 1 CONC LIVE ROOF TOP 3679.3 LBS 5.000 4 1 CONC LIVE ROOF TOP 3679.3 LBS 17.000 * 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 48525 10197 1.00 2 2017'7 4291 0.90 3 33254 6594 1.00 4 44897 9864 1.00 UNFACTORED SUPPORT REACTIONS ;LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 11801 11801 2 5044 5044 3 73747374 4 11723 11723 REACTIONS FOR DEAD LOAD ----------------- CASE BRG#1 BRG#2 - 5044 5044 2 5044 5044 3 5044 5044 4 5044 5044 REACTIONS FOR LIVE LOAD ------------------------ CASE BR;1#1 BRG#2 1 6757 6757 2 0 0 3 2331: 2330 667-9 667 Page 3 306-BEAM F.dsn MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG4 2 3.500 3.500 CONCENTRATED LOADS ------------------- SPAN TYPE Wl (LBS) Xl (FT) MIN BRG (IN) DEAD 1839.7 5.000 3.000 i DEAD 1839.7 17.000 3.000 1 LIVE 3679.3 5.000 3.000 1 LIVE 3679.3 17.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.404 0.724 L/645 0.692 1.085 L/376 2 1 0.000 0.724 0.288 1.085 L/903 0.288 0.433 3 1 0.172 0.724 L/1515 0.460 1.085 L/566 4 1 0.366 0.724 L/711 0.655 1.085 L/398 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** AL,LOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L; . STRESS INDICES CASE MSI VSI 1 0.62 0.51 2 0.29 0.24 3 0.42 0.33 4 0.57 0.49 SLENDERNESS RATIO - 3.81 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LFI-JOISTS IS STRICT Y PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOSS Stone Bridge\1859\306 Beams\306-HDR Hl.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:09:12 WARNING *** TIiIS DESIGN IS VALID F{'.R. THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL, MAKE AVAILABLE `I'O ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOL`-E DESIGN SOFTWARE IN THE CONTINUING EFFORT 'TO MAINTAIN COMPL'IANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONEBRIDGE HOMES JOB ID: 306-HDR H1 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/21, LP LVL 2650Fb-1.9E DESIGN CRI`T'ERIA FOR ROOF BEAM (UNFACTORED LOADS) ------------------------------- LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (pSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 0.000, 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 4554 3768 3747 0.012 0.018 ALLOWABLE 10500 11932 6318 0.208 0.278 STRESS INDICES 0.43 0.32 0.59 L/4190 L/2773 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NO": REFLECT THE• ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THIS; 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. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. **' THIS LVL BEAM, HAS BEEN DE„_GIME '140 SJPPORT A 3.00 :�EIS CONC N T RATED LOAD ACTING OVER. 2.5 X 2.5 FI `6.25 SQ.FT) S`T'RUCTURAL GEOMETRY SPAN ]. .500 TOTAL SPAN: 4.5';, FT L CLAD .-ATTERNS Page 2 306-HDR Hl.dsn ------------- CASE' SPAN SHAPE TYPE SOURCE LOADING G71 692 X1 (FT) X2 (FT) - ___ A ^ __ . ALL1UNIFDEADROOF TOP900 PLF 0.000 1.000 +ALL 1 UNIF WEIGHT BEAD'] 9.5 PLF 0.000 4.500 ALL 1 CONC DEAD ROOF TOP 1839.7 LBS 1.000 1 1 UNIF LIVE <<.00F TOP 1.80.0 PLF 0.000 1.000 1 1 CONC LIVE ROOF TOP 3619.3 LBS 1.000 2 1. UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.000 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.333 2.833 4 1. UNIF LIVE ROOF TOP 48.0 PLF 1.667 4.166 5 1 UNIF LIVE ROOF TOP 48.0 PLF 0.333 2.833 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- (. 3768 3747 1.00 2 1265 1262 0.90 3 1320 1341 1.00 4 1299 1303 1.00 5 1320 1_341 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ------------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS CASE BR.G#1 BRG#2 1 4554 1278 2 1532 440 3 161.0 482 4 1574 518 5 1610 482 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1532 440 2. 1532 440 3 1.532 440 4 1532 440 5 1532 440 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 1 3022 838 2 0 0 3 78 42 4 42 78 5 'i8 92 MINIMUM BEARING SIZES (IN) ------------------- BRG# :I BRG# 2 4.000 4.000 CONCENTRATED LOADS -------------------- SPAN >"YPF, ?91. (jBS) Xl F`_') MTN DRG (1,N) 1 DEAD 1839.; 1.000 3.000 1. I,IVE 3679.3 1.000 3.000 II' ?;T VN: IaiAL DEP'LEC P N T' "AI; 10AD DEFLECTION DEAD [.,(:}AD CL 'LECTION Page 3 306-HDR Hl.dsn CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.012 0.208 L/4190 0.018 0.278 L/2773 2 1 0.000 0.208 0.006 0.278 L/8198 0.006 0.009 3 1 0.000 0.208 L/102223 0.007 0.278 L/7595 4 1 0.000 0.208 L/102223 0.007 0.278 L/7606 5 1 0.000 0.2.08 L/102223 0.007 0.278 L/7595 *** 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 0.32 0.59 2 0.12 0.22 3 0.11 0.21. 4 0."_1 0.21 5 0.11 0.21 SLENDERNESS RATIO = 2.71 LIMIT = 1.0.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RES1LTING 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\1859\306 Beams\306-HDR H2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:48:38 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1. EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS ANC/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 306-HDR H2 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2900Fb-2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOADS CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 16.500, 0.000, TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 3385 4173 2238 0.031 0.055 ALLOWABLE 9188 13057 6318 0.174 0.260 STRESS INDICES 0.37 0.32 0.35 L/1997 L/1132 LOAD CASE 1 1 1 1 1 **** THE REACTTON, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM S'T'RESS 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 f2Li . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***A-TACH THE TWO PLIES T,tITH 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 MTNTMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED A1' EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1. 5.500, TOTAL SPAN: 5.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING wi W112 X_ (FT) X2 (FT) ALL _ ,NT17 FjFAD ROOF 300.., PLF 0.000 5.500: AL _ -N I F Gi':A:: LOOR123.8 PLF 1.000 5,5 00 ALL F Di;.'::D WALL, Or 100.., .PLF 0.000 5.50 Page 2 306-HDR H2.dsn F +ALL 1 :7NI_ WEIGHT BEAM 9.5 PLF 0.000 5.500 1 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 5.500 +1 1 UNIF LIVE FLOOR TOP 247.5 PLF 0.000 5.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 5.500 +3 1 UNIF LIVE FLOOR TOP 330.0 PLF 0.000 5.500 4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 5.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1. 4173 2238 1.00 2 1808 974 0.90 3 2927 1572 1.00 4 3843 2062 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ------------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 3385 3385 2 1466 1466 3 2374 2374 4 3116 31.16 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 1466 1466 2 1466 1466 3 1466 1466 4 1466 1466 REACTIONS FOR LIVE LOAD ------------------------ CASE BRG41 BRG#2 1 1918 1918 2 0 0 3 908 907 4 1650 1650 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTJAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.031 0.174 L/1997 0.055 C.260 L/1132 2 0.000 0.174 0.024 0.260 L/2612 0.024 0.036 30.01.5 0.174 Li4221 039 f .260 L"614 4 _ 0.027 0.174 L/2322 0.051 0.260 L/1229 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECT?ON SHOWN IS _NSTANTANEOUS. **** ";** ALLOWABLE DEFI.,ECTIONS ARE BASED ON THE -DESIGN SPAN LENGTH (L; O TWICE THE LENGTH FOR CANTILEVERS 2L) . STRESS INDICES CASE MSI VS" Page 3 306-HDR H2.den 1 0.32 0.35 2 0.15 0.17 3 0.22 0.25 4 0.29 0.33 SLENDERNESS RATIO = 2.71 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1859\306 Beams\306-HDR H3.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:51:50 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E-- DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 306-HDR H3 STATE OR CODE: IHC PRODUCT: 3-PLY 1-3/4" X 9-1/2" LP LVL 2900Fb-2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED .,OARS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSE) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 17.0001 8.000' TOP L/360 L/240 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 4148 8220 3244 0.109 0.152 ALLOWABLE 13781 19586 9476 0.274 0.410 STRESS INDICES 0.30 0.42 0.34 L/905 L/648 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 DEFT EcTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAN, SUCH THAT LOAD 1S DIS='RIBUTED 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. NOTES *** COMPRESS'ON EDGE BRACING REQUIRED AT EACH JND OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 8.500, TOTAL SPAN: 8.50 FT LOAD PATTERNS -------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2. X_ ,_i i X2 (FT) +ALL, 1 'd:i:?? .sAD FLOOR. TOP 262. 3 PLF 0.000 8.`00 +ALL 1 UNIF tiET"::HT BEAM _4. _ i'..._ 0.000 0. 00 Page 2 306-HDR H3.dsn +1 1 UNF LIVE FLOOR TOP 699.4 PLF 0.000 8.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND 'INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 8220 3244 1.00 2 2329 927 0.90 UNFACTOR.ED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS -------------------------- CASE BRG#1. BRG#2 1 4148 4148 2 1175 1175 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 11.75 1175 2 1175 1175 REACTIONS FOR LIVE LOAD CASE BRG#1 BR;;#2 1 2973 2973 2 0 1) MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW, L/? INSTANT LONG-TERM 1 1 0.109 0.274 L/905 0.152 0.410 L/648 2 1 0.000 0.274 :.043 0.4.1-0 L/2288 0.043 0.065 **** 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 0.42 0.34 2 0.13 0.11. 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 CARL THAT IPF'CiT JNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE. CONTACT LP. THIS COMPONENT DESIGN IS SPECIE'ICALLY FO'R. LP ENGI JEERED WOOD PR.OD'JCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRA EMARK 'OF LCUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1859\306 Seams\306-HDR H4.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/16/15 19:53:07 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF TME 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: 306-HDR H4 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2900Fb-2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRTFD LOADING LIVE TOTAL 40 15 NO 0.000` 15.000' TOP L/.360 L/240 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 2148 3989 1652 0.055 0.099 ALLOWABLE 9188 13057 6318 0.257 0.385 STRESS INDICES 0.23 0.31 0.26 L/1670 L/933 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 ABSOI.,un MAXIMUM ACTUALS. **** ALLOWABLE DEc'LECTIONS ARE PASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH ='OR CANTILEVERS (2L) . CONNECTION , *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF .6d (: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 (3-1/411) MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH ENP, OF COMPONENT, STRUCTURAL GEOMETRY SPAN 1 8.000, TOTAL SPAN: 8.00 FT LOAD PATTERNS CASE SPAN SH-iPE TYPE SOJR_E; .C3'._..,NG nil W2 X1 ;FTrig ;i T) NIFu.. _OOP. C!P 12.5 PLF 0.000 . .000 Fa ,L, 1. `MTF' a .•rALL "n 00.0 PLF 0.000 000 A_,:., AiTF r_Al) ROOF " 1^.0 P_ 000 P.000 Page 2 306-HDR H4.dan -FALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.000 +1 1 UNIF LIVE FLOOR TOP 225.0 PLF 0.000 8.000 1 1 UNIF LIVE ROOF' TOP 22.5 PLF 0.000 8.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.000 +3 1 UNIF LIVE FLOOR TOP 300.0 PLF 0.000 8.000 4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 8.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- --- --- ,___----- --- -------- _- 1 3599 1491 1.00 2 1760 733 0.90 3 3989 1652 1.00 4 1983 825 1.00 UNFACTORED SUPPORT REACTIONS ;LBS) USE THESE VALUE'S WHEN DESIGNING CONNECTORS ------------------------------------------------------------------------------ REACTIONS FOR TO'T'AL LOADS ------------------------- CASE BRG#1 BRG42 1 1938 1938 2 948 948 3 2148 2148 4 1068 1.068 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 948 948 2 948 948 3 948 948 4 948 948 REACTIONS FOR LIVE LOAD CASE BRG#1 BR- G#2 1 990 990 2 0 3 1200 1200 4 '_20 120 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1- _- 0.046 0.25 L/2024 0.089 0.385 L/1034 7 - - -� ----- _- 2 _ 0.000 0.257 0.044 0.385 L/2114 0.044 0.066 3 _ 0.055 0.257 1./1670 0.099 0.385 1/933 4 _ 0.006 0.257 L/16699 0.049 0.385 'L/1876 '*** FOR DEA'- LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECT IONS ARE HASFD ON THE DESIGN SPAN LENGTH , OR TWICE THE LrNGTH FOR CANTILEVERS 21A . STRESS INDICES CASE MSI VSI Page 3 306-HDR H4.dsn 1 0.28 0.24 2 0.1i5 0.13 0.31 0.26 4 0.15 0.13 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-JGIST^ IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.