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Report (22) SLo S- OO.ZLJ i5-7 1 5w ✓ �i% 1� vrS sclv Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/02/15 14:16:13sy-eV F 1 ; WARNING ATI ti,', i *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY' 4 C ?V� *** WOOD—E DESIGN 2_014,:1 EXPIRES ON 3/31/2016. LP WELL MAKE ?AVAILABLE TO D -C i Y" ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD—E DESIGN SOFTWARE IN �;�;v i' i, .L'-i.. THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, �„1t, `; j < Itc' INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. Il COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1871 FLOOR BEAM 1 STATE: OR CODE: IRC PRODUCT: 1-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVETOTAL 30 15 17.000' 15.000' 0.00 SIDE L/240 L/180 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3085 6257 3014 0.111 0.167 ALLOWABLE 3085 9093 3948 0.415 0.554 STRESS INDICES 1.00 0.69 0.76 L/900 L/595 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 RASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES ** COMPRESSION EDGE BRACING REQUIRED AT 68" 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 GEOH E''R.Y SPAtJ 8.500, TOTAL SPAN: 8.50 FT LOAD PATTERN; ------------- CASE SPAN SHAPE TYPE SOURCE LOADING i',-(_;--.);-- WI W2 X1 ____ _ (FT)t X2 (FT) +ALL 1 U JIB' i.E� i',-(_;--.);-- SIDE-Po- ----21;T-0:--E-11; ------------ '(;7)T,;(-)-- 87;6T)-- + +AL1: 1 UNIF WEIGHT BEAM 5.9 ELF 0.000 8.500 +1 1 UNIF LIVE ROOF SIDE 480.0 ELF 0.000 8.500 +2 1 UNIF LIVE ROOF SIDE 0.0 PLF 0.000 8.500 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.196 2.695 4 I UN.I E LIVE ROOF TOP 48.0 ELF ...804 8.304 5 1 UNIF LIVE Ry�Ov TOP 48 0 -LF 3.000 .1.500 - + INDCATES LOAD S BASE ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD ?SF. Page 2 SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 6257 3014 1.00 2 2120 1021 0.90 3 2201. 1122 1.00 4 2201 1122 1.00 5 2332 1081 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1'. BRG#2 1 3085 3085 2 1045 1045 3 1145 1066 4 1066 1145 5 1105 1105 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1045 1045 2 1045 1045 3 1045 1045 4 1045 1045 5 1045 1045 REACTIONS FOR LIVE LOAD CASE' 3RG#1 BRG##2 1 2040 2040E 2 0 0 3 100 20 4 20 100 5 60 60 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.351 2.351 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.111 0.415 L/900 0.167 0.554 L/595 2 1 0.000 0.415 0.057 0.554 L/1756 0.057 0.085 3 1 0.002 0.415 L/40329 0.059 0.554 L/1684 4 1 0.002 0.415 L/40329 0.059 0.554 L/1684 5 1 0.005 0.415 L/19497 0,062 0.554 L/1611 **** 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 0.69 0.76 2 0.26 0,29 3 0.24 0.28 4 0.24 0.28 5 0.26 0.27 Page 3 SLENDERNESS RATIO = 6.79 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP, THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/02/15 14:28:54 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: 1871 FLOOR BEAM 2 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION PS ') (PS?) LOAD CARRIED CARRIED LOADING LIVE TOTAL ____- -__-- ---- -------- -------- --___-- _-_------- --------- 40 , 15 NO 17.000' 15.000SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS, ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD *..*--------------..-----------------------------__________ ACTUAL 6285 21379 6196 0.376 0.527 ALLOWABLE 9363 27280 11845 0.460 0.690 STRESS INDICES 0.67 0.78 0.52 L/441 L/314 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF .16d (3-1/2") NAILS AT 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", I6d SINKERS (3-1/4") MAY BE USED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 468 PLF LDE: 1 .00 NOTES ----- *** COMPRESSION EDGE BRACING REQUIRED AT 56" 0.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 14.000' TOTAL SPAN: 14.00 FT LOAD PATTERNS - - CASE SPAN SHAPE TYPE SOURCE LOADING W1 52 51 FT; X2 (FT) Page 2 +ALL 1 *UNIF DEAD FLOOR SIDE 240.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 14.000 +1. 1 *UNIF LIVE FLOOR SIDE 640.0 PLF 0.000 14.000 +2 _ *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 21379 6196 1.00 2 6139 1779 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 6285 6285 2 1805 1805 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1805 1805 2 1805 1805 REACTIONS FOR LIVE LOAD CASE BRG#' BRA#2 1 4480 4480 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 2.378 2.378 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW, L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.376 0.460 L/441 0.527 0.690 L1314 2 1 0.000 0.460 0.151 0.690 L/1095 0.151 0.227 **** 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 0.78 0.52 2 0.25 0.17 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FCR ERRORS RESULTINNG FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/02/15 16:39:17 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 W000-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: 1871 FLOOR BEAM 3 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 17.000' 7.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 8528 41005 8475 0.536 0.757 ALLOWABLE 8528 47475 15960 0.628 0.941 STRESS INDICES 1.00 0.86 0.53 L/422 L/299 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION ---------- *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 3 ROWS OF I6d (3-1/2") NAILS AT 10" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 10" OC. TO THE JN-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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN. MAX. LOAD: 468 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 35" O.C. OR LESS, STRUCTURAL GEOMETRY ------------------- SPAN I -------- 19.000' TOTAL SPAN: 19.00 FT Page 2 LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (F) +ALL 1 *UNIF DEAD FLOOR SIDE 180.0 PLF 0.000 19.000 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 19.000 ALL 1 CONC DEAD FLOOR TOP 841.4 LBS 12.500 +1 1 *UNIF LIVE FLOOR SIDE 480.0 PLF 0.000 19.000 1 1 CONC LIVE FLOOR TOP 2243.6 LBS 12.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 19.000 2 1 CONC LIVE FLOOR TOP 0'-'.0 LBS 12.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 4100x; 8475 1.00 2 11940 2476 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------- „ REACTIONS FOR TOTAL LOADS - CASE BRG#1 BRG#2 1 7554 8528 2 2226 2492 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2226 2492 2 2226 2492 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 5328 6036 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.918 2.166 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1. (FT) MIN BRG (IN) 1 DEAD 841.4 12.500 3.000 - - 1 LIVE 2243.6 12.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/2 INSTANT LONG-TERM 1 1 0.536 0.628 L/422 0.757 0.941 L/299 2 1 0.000 0.628 0.221 0.941 L/1023 3.221 0.331 *** 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 CANTTLEVERS (2L) . STRESS INDICES CASE MSI VSI 1 _____________- 0.86 0.33 2 0.28 0.17 Page 3 SLENDERNESS RATIO = 3.05 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/02/15 18:02:57 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: 1871 FLOOR BEAM 4 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR :FLOOR BEAM (UNFACTORED LOADS; LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LI` E TOTAL 40 1.5 NO 17.000' 7.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 11394 20674 11408 0.219 0.305 ALLOWABLE 11394 27280 11845 0.361 0.541 STRESS INDICES 1.00 0.76 0.96 L/593 L/425 LOAD CASE 1 1 1 1 1 ***A THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS'. FLIP BEAM AND ATTACH THE THIRD PLY WITH ROWS OF 16d (3-_./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 0.132". 16d SINKERS (3-1/4") MAY BE USED. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 468 PLF LE_: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 60" O.C. OR LESS, STRUCTURAL GEOMETRY SPAN 1 11.300' TOTAL SPAN: 11.00 FT Page 2 LOAD .PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 XI (FT) X2 (FT) +ALL 1 *UNIT DEAD FLOOR SIDE 180.0 PLF 0.000 11.000 +ALL 1 UNIF WEIGHT BEAM 17,8 PLF 0.000 11.000 ALL 1 CONC DEAD FLOOR TOP 1714.1 LBS 2.000 ALL 1 CONC DEAD FLOOR TOP 841.4 LBS 2.000 +1 1 *UNIF LIVE FLOOR SIDE 480,0 PLF 0.000 11.000 1 1 CONC LIVE FLOOR TOP 4570.9 LBS 2.000 1 1 CONC LIVE FLOOR TOP 2243.6 LBS 2.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 11.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 2.000 2 1. CONC LIVE FLOOR TOP 0.0 LBS 2.000 * 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) EDF 1 20674 11408 1.00 2 5792 31.81. 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 11394 5432 2 3179 1553 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 3179 1553 2 3179 1553 REACTIONS FOR LIVE LOAD CASE BRG#1 BRC,#2 1 8216 3879 2 0 0 MINIMUM BEARING SIZES (1N) BRG# 1 BRG# 2.894 1.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN' BRG (IN) 1 DEAD 1714.1 2.000 3.000 1 DEAD 841.4 2.000 3.000 1 LIVE 4570.9 2.000 3.000 1 LIVE 2243.6 2.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.219 0.361 L/593... 0.305,... 0.541 L1425. 2 1 0.000 0.361 0.086 0.541 L/1508 0.086 0.129 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN TS 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 -------------- 0.96 2 0.24 0.30 SLENDERNESS RATIO = 2.26 0.76 0.96 = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED, LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/02/15 18:08:48 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: 1871 FLOOR BEAM 5 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSY) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL -------- -------- ------- ---------- --------- 40 15 NO 7.500' 15.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 10324 43175 10284 0.503 0.708 ALLOWABLE 10324 47475 15960 0.594 0.891 STRESS INDICES 1.00 0.91 0.64 L/425 L/302 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS, **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16a (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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 413 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 29" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN I -------- 18.000' TOTAL SPAN: 18.00 FT Page 2 LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE --ss168.8 ?LF 0.000 18.000 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 18.000 ALL 1 CONC DEAD FLOOR TOP 1714.1 LBS 5.000 }'11 *UNIF LIVE FLOOR SIDE 450.0 PLF 0.000 18.000 1 1 CONC LIVE FLOOR TOP 4570.9 LBS 5.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 18.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 5.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (%B--FT) SHEAR (LBS) LDF 43175 10289.��.__�... ..._...6.. 1.00 2 12406 2960 0.90 UNFACTORED SUPPORT REACTIONS (LES) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 10324 7531 2 2973 2211 REACTIONS FOR DEAD LOAD - CASE BRG#1 BRG#2 1 2973 2211 2 2973 2211 REACTIONS FOR LIVE LOAD CASE BRG##1 BRG#2 1 7351 5320 2 0 0 MINIMUM BEARING SIZES (IN) M BRG# 1 BRG# 2 2.622 1.913 CONCENTRATED LOADS SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (TN) 1 DEAD 1714.1 5.000 3.000 1 LIVE 4570.9 5.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. Li? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.503 0.594 L/425 0.708 0.891 1/302 2 1 0.000 0.594 0.205 0.891 1{1045 0.205 0.307 **** 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 MST VSI 1 0.91 0.64 2 0.29 0.21 Page 3 SLENDERNESS RATIO = 3.05 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/02/15 18:21:02 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 ANALYSTS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1871 GARAGE DOOR HEADER H1 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 16" LP LVI 2650Th-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) --------------------------------------------------- :: RR VE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL _ ----- ----- ---- -------- -------- ------- ---------- --------- FLOOR 15 NO 2.000' 17.000' TOP 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 9538 38857 10971 0.323 0.541 ALLOWABLE 14155 47475 15960 0.538 0.807 STRESS INDICES 0.67 0.82 0.69 L/599 L/358 LOAD CASE 3 3 1 3 3 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . 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-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. NOTES ----- *** COMPRESSION EDGE BRACING REQUIRED AT 40" O.C. OR LESS, STRUCTURAL GEOMETRY ------------------- SPAN 1 -------- 16500' TOTAL SPAN: 16.50 FT LOAD PATTERNS Page 2 CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 240.0 PLY 14.000 16.500 +ALL 1 UNIF DEAD FLOOR TOP 142.5 PLF 0.000 16.500 ALL 1 UNIF DEAD FLOOR TOP 127.6 PLY 0.000 16.500 +ALL 1 UNIF DEAD WALL TOP 100.0 .PLY 0.000 16.500 +ALL 1 UNIF WEIGHT BEAM 24.0 PLY 0.000 16.500 ALL 1 CONC DEAD ROOF TOP 1962.7 LBS 14.000 1 1 UNIF LIVE ROOF TOP 360.0 PLE 14.000 16.500 +1 1 UNIF LIVE FLOOR TOP 285.0 PLY 0.000 16.500 1 1 UNIF LIVE FLOOR TOP 255.3 PLY 0.000 16.500 1 1 CONC LIVE ROOF TOP 2944.0 LBS 14.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 14.000 16.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLY 0.000 16.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 16.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 14.000 +3 1 UNIF LIVE FLOOR TOP 380.0 PLF 0.000 16.500 3 1 UNIF LIVE FLOOR TOP 340.4 PLF 0.000 16.500 4 1 UNIF LIVE ROOF TOP 480.0 PLF 14.000 16.500 4 1 CONC LIVE ROOF TOP 3925.3 LBS 14.000 INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 37068 10971 1.00 2 15485 4545 0.90 3 38857 9398 1.00 4 21523 8259 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 8566 13259 2 3595 5472 3 9538 11415 4 4280 9911 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 3595 5472 2 3595 5472 3 3595 5472 4 3595 5472 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 � 1 4971 7787 2 0 0 3 5943 5943 4 686 4440 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.595 5.013 CONCENTRATED LOADS SPAN TYPE W1 (LBS) XI (FT) MIN BRG (IN) 1 DEAD 1962.7 14.000 3.000 1 LIVE 3925.3 14.000 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 0.304 0.538 L/638 0.521 0.807 L/372 2 1 0.000 0.538 0.218 0.807 L/890 0.218 0.326 3 1 0.323 0.538 L/599 0.541 0.807 L/358 4 1 0.083 0.538 L/2327 0.300 0.807 L/646 **** 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 0.78 0.69 2 0.36 0.32 3 0,82 0.59 4 0.45 0.52 SLENDERNESS RATIO = 3.05 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/02/15 18:32:31 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: 1871 GARAGE DOOR HEADER H2 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (A) ALLOWABLE DEFLECTION (PSF) (PSE) LOAD CARRIED CARRIED LOADING LIVE TOTAL ------- ----- FLOOR 40 15 NO 2 000' 17.000TOP L/360 L/240 ROOF 30 15 0.000' 34.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 6629 13398 4933 0.106 0.179 ALLOWABLE 6629 18187 7897 0.276 0.414 STRESS INDICES 1.00 0.74 0.62 L/941 L/557 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT ANI SHEAR DATA ABOVE ARE BASED ON T.IE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS, **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE. LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 160 (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" 160 SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 62" C.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W' Ig"; Xi (FT) X2 (FT) ------ IALL 1 UNIF DEAD ROOF TOP 255.0 PIE 0.000 8.500 +ALL 1 UNIF DEAD FLOOR TOP :42.5 ULF 0.000 8.500 Page 2 ALL 1 UNIF DEAD FLOOR TOP 127.6 PLF 0.000 8.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 8.500 -,-1. 1 UNIF LIVE ROOF TOP 382.5 PLF 0.000 8.500 +1 1 UNIF LIVE FLOOR TOP 285.0 PLF 0.000 8.500 1 1 UNIF LIVE FLOOR TOP 255.3 PLF 0.000 8.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500 '2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500 +.3 1 UNIF LIVE FLOOR TOP 380.0 PLF 0.000 8.500 3 1 UNIF LIVE FLOOR TOP 340.4 PLF 0.000 8.500 +4 1 UNIF LIVE ROOF TOP 510.0 PLF 0.000 8.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSI. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF --------------- -- - 1 13398 4933 1.00 2 5472 2022 0.90 3 11659 4295 1.00 4 9852 3631 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS -------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS -----_------------------ CASE BEGS 1 BRG#2 ---- ----- ----- 1 6629 6629 2 2707 2707 3 5769 5769 4 4875 4875 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2707 2707 2 2707 2707 3 2707 2707 4 2707 2707 REACTIONS FOR LIVE LOAD ----------------------- CASE DRG#1 BRO#2 ---- ----- ----- 1 3922 3922 2 0 0 3 3062 3062 4 2168 2167 MINIMUM BEARING SIZES (IN) ERGS 1 BEGS 2 -------- -- 2.525 2.525 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. Id? INSTANT LONG-TERM 1 1 0.106 0.276 L/941 0.179 0.414 L/557 2 1 0.000 0.276 0.073 0.414 L/1363 0.073 0.109 3 1 0.083 0.276 L/1206 0.155 0.41.4 L/640 4 1 0.058 0.276 L/1703 0.131 0.414 L/757 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** Page 3 **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.74 0.62 2 0.33 0.28 3 0.64 0.54 4 0.54 0.46 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, USF OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICT:,Y PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/02/15 18:42:20 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: 1871 ENTRY DOOR HEADER H3 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAN (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' TOP L/360 L/240 ROOF 30 15 5.000' 13.000' 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 5578 7362 5182 0.062 0.102 ALLOWABLE 5578 11932 6318 0.212 0.317 STRESS INDICES 1.00 0.62 0.82 L/1225 L/750 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 THI.. ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION ---------- *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT, STRUCTURAL GEOMETRY SPAN 1 6.500' TOTAL SPAN: 6.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE : Yp5 SOURCE LOADING WI W2 X1 (FT) X2 (ET) Page 2 +ALL 1 UNIF DEAD ROOF TOP 135.0 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 1692.3 LBS 5.000 +1 1 UNIF LIVE ROOF TOP 270.0 PLF 0.000 6.500 1 1 CONC LIVE SNOW TOP 3384.7 LBS 5.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 7362 5182 1.00 2 2716 1906 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 2844 5578 2 1185 2096 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1185 2096 2 1185 2096 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1659 3481 2 0 0 MINIMUM BEARING SIZES (IN) ----------_— _-_-------- BRG# 1 BRG4 2 -------- -------- 1.500 2.125 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1692.3 5.000 3.000 1 LIVE 3384.7 5.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 I 0.062 0.212 L/1225 0.102 0.317 L/750 2 1 0.000 0.212 0.039 0.317 L/1931 0.039 0.059 **A* 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 0,62 0.82 2 0.25 0.34 SLENDERNESS RATIO - 2.71 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.