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Report (2) S� Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35.-BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 17:20:07 WARNING RECEIVED *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY JUN 8 2015 *** 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 CITY OF TIGAR D THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, BUILDING DIVISION INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1872-SV35-BEAM A 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 ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 4.000' 13.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 7263 8539 3840 0.156 0.218 ALLOWABLE 9188 19902 7897 0.445 0.668 STRESS INDICES 0.79 0.43 0.49 L/1027 L/735 LOAD CASE 1 1 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 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 BOY, NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 358 PLF LDF: 1.00 NOTES I *** PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS. ANCHORAGE DETAIL I TO BE PROVIDED BY PROJECT DESIGNER. *** COMPRESSION EDGE BRACING REQUIRED AT 125" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 SPAN 2 -------- -------- 13.500' 4.000' TOTAL SPAN: 17.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ---------- ---- ------- -rALL 1 *UNIF DEAD FLOOR SIDE 127.5 PLF 0.000 13.500 Page 2 1872-SV35-BEAM A.dsn 7 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 13.000 13.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 13.500 +ALL 2 *UNIF DEAD FLOOR SIDE 127.5 PLF 0.000 4.000 ALL 2 UNIF DEAD WALL TOP 100.0 PLF 0.000 4.000 +ALL 2 UNIF WEIGHT BEAM 11.9 PLF 0.000 4.000 +1 1 *UNIF LIVE FLOOR SIDE 340.0 PLF 0.000 13.500 +1 2 *UNIF LIVE FLOOR SIDE 340.0 PLF 0.000 4.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500 +2 2 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 4 .000 +3 1 *UNIF LIVE FLOOR SIDE 340.0 PLF 0.000 13.500 +4 2 *UNIF LIVE FLOOR SIDE 340.0 PLF 0.000 4.000 * 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 -8539 3840 1.00 2 -2516 1119 0.90 3 -8397 3830 1.00 4 -2657 1707 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 BRG#3 ---- ----- ----- ----- 1 2592 7263 -1016 2 752 2301 -163 3 2604 6533 -1657 4 740 3031 478 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 BRG#3 ---- ----- ----- ----- 1 752 2301 -163 2 752 2301 -163 3 752 2301 -163 4 752 2301 -163 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 BRG#3 ---- ----- ----- ----- 1 1841 4962 -853 2 0 0 0 3 1852 4231 -1494 4 -12 730 641 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 BRG# 3 -------- -------- -------- 3.500 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 0.153 0.445 L/1045 0.215 0.668 L/744 1 2 -0.007 0.128 L/6796 -0.009 0.193 L/5304 2 1 0.000 0.445 0.062 0.668 L/2580 0.062 0.093 2 2 0.000 0.128 -0.002 0.193 L/24005 -0.002 -0.003 3 1 0.156 0.445 L/1027 0.218 0.668 L/735 3 2 -0.010 0.128 L/4665 -0.012 0.193 L/3926 4 1 -0.003 0.445 L/56003 0.059 0.668 L/2695 4 2 0.003 0.128 L/14246 0.002 0.193 L/26085 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **"* TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** i Page 3 1872-SV35-BEAM A.dsn **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.43 0.49 2 0.14 0.16 3 0.42 0.48 4 0.13 0.22 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_ C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM B.dAn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 17:24:12 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: 1872-SV35-BEAM B 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 CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 8.000' 4.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 2308 7456 2258 0.183 0.260 ALLOWABLE 9188 19902 7897 0.440 0.660 STRESS INDICES 0.25 0.37 0.29 L/867 L/609 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 220 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 148" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 13.500' TOTAL SPAN: 13.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 *UNIF DEAD FLOOR SIDE 90.0 PLF 0.000 13.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 13.500 +1 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 13.500 1� Page 2 1872-SV35-BEAM B.dsn +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500 * 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 7456 2258 1.00 2 2222 673 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2308 2308 2 688 688 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 688 688 2 688 688 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1620 1620 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-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.183 0.440 L/867 0.260 0.660 L/609 2 1 0.000 0.440 0.078 0.660 L/2042 0.078 0.116 **** 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 0.37 0.29 2 0.12 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 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 17:27:45 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: 1872-SV35-BEAM C STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSE) LOAD CARRIED 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 1576 3518 1429 0.031 0.065 ALLOWABLE 9188 19902 7897 0.307 0.460 STRESS INDICES 0.17 0.18 0.18 L/3540 L/1707 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 220 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY ------------------- SPAN 1 9.500' TOTAL SPAN: 9.50 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 9.500 +ALL 1 *UNIF DEAD FLOOR SIDE 60.0 PLF 0.000 9.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 9.500 +l 1 *UNIF LIVE FLOOR SIDE 160.0 PLF 0.000 9.500 11 Page 2 1872-SV35-BEAM C.dsn +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.500 * 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 3518 1429 1.00 2 1822 692 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1576 1576 2 816 816 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 816 816 2 816 816 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 760 760 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-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.031 0.307 L/3540 0.065 0.460 L/1707 2 1 0.000 0.307 0.034 0.460 L/3295 0.034 0.050 **** 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 0.18 0.18 2 0.10 0.10 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM D.d.. LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 17:48:28 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: 1872-SV35-BEAM D STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-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' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 3707 15959 3546 0.227 0.390 ALLOWABLE 13781 29854 11845 0.457 0.685 STRESS INDICES 0.27 0.53 0.30 L/725 L/422 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) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/411) 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. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 94" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 14 .000' TOTAL SPAN: 14.00 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- 11 ' Page 2 1872-SV35-BEAM p.dsn ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 14.000 ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 14.000 +ALL 1 UNIF DEAD FLOOR TOP 7.5 PLF 0.000 14.000 ALL 1 *CONC DEAD FLOOR SIDE 706.4 LBS 8.500 ALL 1 *CONC DEAD FLOOR SIDE 630.0 LBS 4 .500 1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 14.000 +1 1 UNIF LIVE FLOOR TOP 15.0 PLF 0.000 14.000 1 1 *CONC LIVE FLOOR SIDE 1412.7 LBS 8.500 1 1 *CONC LIVE FLOOR SIDE 1260.0 LBS 4 .500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 14.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 14.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 8.500 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 4.500 +3 1 UNIF LIVE FLOOR TOP 20.0 PLF 0.000 14.000 3 1 *CONC LIVE FLOOR SIDE 1883.6 LBS 8.500 3 1 *CONC LIVE FLOOR SIDE 1680.0 LBS 4 .500 4 1 UNIF LIVE ROOF TOP 30.0 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 14110 3178 1.00 2 6578 1546 0.90 3 15959 3546 1.00 4 7280 1722 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3360 3139 2 1687 1614 3 3707 3437 4 1897 1824 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1687 1614 2 1687 1614 3 1687 1614 4 1687 1614 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1672 1525 2 0 0 3 2020 1824 4 210 210 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.500 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 706.4 8.500 3.000 1 DEAD 630.0 4.500 3.000 1 LIVE 1883.6 8.500 3.000 1 LIVE 1680.0 4 .500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM Page ,3 1872-SV35-BEAM D.dsn ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.183 0.457 L/897 0.346 0.685 L/475 2 1 0.000 0.457 0.163 0.685 L/1010 0.163 0.244 3 1 0.227 0.457 L/725 0.390 0.685 L/422 4 1 0.018 0.457 L/9358 0.180 0.685 L/911 **** 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 0.47 0.27 2 0.24 0.15 3 0.53 0.30 4 0.24 0.15 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35--BEAM E:dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 20:11:57 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: 1872-SV35-BEAM E 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 CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 0.000' 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 3778 6031 2590 -0.016 -0.029 ALLOWABLE 9187 19902 7897 0.200 0.300 STRESS INDICES 0.41 0.30 0.33 2L/1536 2L/839 LOAD CASE 8 9 3 9 9 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 320 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY ------------------- SPAN 1 RIGHT CANT -------- ---------- 8.500' 1.000' TOTAL SPAN: 9.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPESOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 105.0 PLF 0.000 8.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500 ALL 1 ''UNIF DEAD FLOOR SIDE 87.3 PLF 0.000 3.500 ALL 1 UNIF DEAD ROOF TOP 86.7 PLF 0.000 8.500 Page 2 1872-SV35-BEAM E.dsn ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 3.500 8.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 8.500 ALL R UNIF DEAD ROOF TOP 105.0 PLF 0.000 1.000 ALL R UNIF DEAD WALL TOP 100.0 PLF 0.000 1.000 ALL R UNIF DEAD ROOF TOP 86.7 PLF 0.000 1.000 ALL R UNIF DEAD FLOOR TOP 15.0 PLF 0.000 1.000 +ALL R UNIF WEIGHT BEAM 11.9 PLF 0.000 1.000 1 1 *UNIF LIVE FLOOR SIDE 174.5 PLF 0.000 3.500 1 1 UNIF LIVE ROOF TOP 157.5 PLF 0.000 8.500 1 1 UNIF LIVE ROOF TOP 130.0 PLF 0.000 8.500 1 1 UNIF LIVE FLOOR TOP 30.0 PLF 3.500 8.500 1 R UNIF LIVE ROOF TOP 157.5 PLF 0.000 1.000 1 R UNIF LIVE ROOF TOP 130.0 PLF 0.000 1.000 1 R UNIF LIVE FLOOR TOP 30.0 PLF 0.000 1.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 3.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 3.500 8.500 2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.000 2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.000 2 R UNIF LIVE FLOOR TOP 0.0 PLF 0.000 1.000 3 1 *UNIF LIVE FLOOR SIDE 174.5 PLF 0.000 3.500 3 1 UNIF LIVE ROOF TOP 157.5 PLF 0.000 8.500 3 1 UNIF LIVE ROOF TOP 130.0 PLF 0.000 8.500 3 1 UNIF LIVE FLOOR TOP 30.0 PLF 3.500 8.500 4 R UNIF LIVE ROOF TOP 157.5 PLF 0.000 1.000 4 R UNIF LIVE ROOF TOP 130.0 PLF 0.000 1.000 4 R UNIF LIVE FLOOR TOP 30.0 PLF 0.000 1.000 5 1 *UNIF LIVE FLOOR SIDE 232.7 PLF 0.000 3.500 5 1 UNIF LIVE FLOOR TOP 40.0 PLF 3.500 8.500 5 R UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 6 1 *UNIF LIVE FLOOR SIDE 232.7 PLF 0.000 3.500 6 1 UNIF LIVE FLOOR TOP 40.0 PLF 3.500 8.500 7 R UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 8 1 UNIF LIVE ROOF TOP 210.0 PLF 0.000 8.500 8 1 UNIF LIVE ROOF TOP 173.3 PLF 0.000 8.500 8 R UNIF LIVE ROOF TOP 210.0 PLF 0.000 1.000 8 R UNIF LIVE ROOF TOP 173.3 PLF 0.000 1.000 9 1 UNIF LIVE ROOF TOP 210.0 PLF 0.000 8.500 9 1 UNIF LIVE ROOF TOP 173.3 PLF 0.000 8.500 10 R UNIF LIVE ROOF TOP 210.0 PLF 0.000 1.000 10 R UNIF LIVE ROOF TOP 173.3 PLF 0.000 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 5821 2571 1.00 2 2810 1190 0.90 3 5896 2590 1.00 4 2735 1171 1.00 5 3717 1860 1.00 6 3726 1863 1.00 7 2801 1188 1.00 8 5939 2361 1.00 9 6031 2384 1.00 10 2719 1167 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3268 3533 2 1536 1743 3 3287 3197 4 1517 2079 Page 3 1872-SV35-BEAM•E.dsn 5 2239 2094 6 2242 2052 7 1534 1786 8 3143 3778 9 3165 3372 10 1513 2149 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 1536 1743 2 1536 1743 3 1536 1743 4 1536 1743 5 1536 1743 6 1536 1743 7 1536 1743 8 1536 1743 9 1536 1743 10 1536 1743 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 1 1732 1790 2 0 0 3 1751 1454 4 -19 336 5 703 351 6 706 309 7 -2 42 8 1607 2035 9 1629 1629 10 -23 406 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 0.046 0.274 L/2148 0.089 0.410 L/1111 1 R -0.014 0.200 2L/1735 -0.027 0.300 2L/895 2 1 0.000 0.274 0.043 0.410 L/2303 0.043 0.064 2 R 0.000 0.200 -0.013 0.300 2L/1848 -0.013 -0.019 3 1 0.047 0.274 L/2094 0.090 0.410 L/1097 3 R -0.015 0.200 2L/1631 -0.028 0.300 2L/866 4 1 -0.001 0.274 L/81152 0.042 0.410 L/2368 4 R 0.001 0.200 2L/27281 -0.012 0.300 2L/1982 5 1 0.014 0.274 L/7189 0.056 0.410 L/1747 5 R -0.004 0.200 2L/6179 -0.017 0.300 2L/1422 6 1 0.014 0.274 L/7115 0.057 0.410 L/1743 6 R -0.004 0.200 2L/6007 -0.017 0.300 2L/1413 7 1 -0.000 0.274 L/644146 0.043 0.410 L/2311 7 R 0.000 0.200 2L/216547 -0.013 0.300 2L/1863 8 1 0.048 0.274 L/2068 0.090 0.410 L/1090 8 R -0.015 0.200 2L/1648 -0.028 0.300 2L/871 9 1 0.049 0.274 L/2008 0.092 0.410 L/1073 9 R -0.016 0.200 2L/1536 -0.029 0.300 2L/839 10 1 -0.001 0.274 L/67215 0.041 0.410 L/2382 10 R 0.001 0.200 2L/22596 -0.012 0.300 2L/2012 ** * FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * `* Page 4 1872-SV35-BEAM E.dsn **** 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 0.33 2 0.16 0.17 3 0.30 0.33 4 0.14 0.15 5 0.19 0.24 6 0.19 0.24 7 0.14 0.15 8 0.30 0.30 9 0.30 0.30 10 0.14 0.15 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM F.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 20:13:44 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: 1872-SV35-BEAM F 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 CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 0.000' 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 3893 8138 3080 -0.024 -0.045 ALLOWABLE 9188 19902 7897 0.200 0.300 STRESS INDICES 0.42 0.41 0.39 2L/1019 2L/537 LOAD CASE 8 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) . 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 320 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY ------------------- SPAN 1 RIGHT CANT -------- ---------- 10.000' 1.000' TOTAL SPAN: 11.00 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 10.000 ALL 1 *UNIF DEAD FLOOR SIDE 87.3 PLF 0.000 5.000 ALL 1 UNIF DEAD ROOF TOP 86.7 PLF 0.000 10.000 ALL 1 UNIF DEAD ROOF TOP 80.0 PLF 0.000 10.000 Page ,,2 1872-SV35-BEAM F.dsn ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 3.500 10.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 10.000 ALL R UNIF DEAD WALL TOP 100.0 PLF 0.000 1.000 ALL R UNIF DEAD ROOF TOP 86.7 PLF 0.000 1.000 ALL R UNIF DEAD ROOF TOP 80.0 PLF 0.000 1.000 ALL R UNIF DEAD FLOOR TOP 15.0 PLF 0.000 1.000 +ALL R UNIF WEIGHT BEAM 11.9 PLF 0.000 1.000 1 1 *UNIF LIVE FLOOR SIDE 174.5 PLF 0.000 5.000 1 1 UNIF LIVE ROOF TOP 130.0 PLF 0.000 10.000 1 1 UNIF LIVE ROOF TOP 120.0 PLF 0.000 10.000 1 1 UNIF LIVE FLOOR TOP 30.0 PLF 3.500 10.000 1 R UNIF LIVE ROOF TOP 130.0 PLF 0.000 1.000 1 R UNIF LIVE ROOF TOP 120.0 PLF 0.000 1.000 1 R UNIF LIVE FLOOR TOP 30.0 PLF 0.000 1.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 5.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 3.500 10.000 2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.000 2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.000 2 R UNIF LIVE FLOOR TOP 0.0 PLF 0.000 1.000 3 1 *UNIF LIVE FLOOR SIDE 174.5 PLF 0.000 5.000 3 1 UNIF LIVE ROOF TOP 130.0 PLF 0.000 10.000 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.000 10.000 3 1 UNIF LIVE FLOOR TOP 30.0 PLF 3.500 10.000 4 R UNIF LIVE ROOF TOP 130.0 PLF 0.000 1.000 4 R UNIF LIVE ROOF TOP 120.0 PLF 0.000 1.000 4 R UNIF LIVE FLOOR TOP 30.0 PLF 0.000 1.000 5 1 *UNIF LIVE FLOOR SIDE 232.7 PLF 0.000 5.000 5 1 UNIF LIVE FLOOR TOP 40.0 PLF 3.500 10.000 5 R UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 6 1 *UNIF LIVE FLOOR SIDE 232.7 PLF 0.000 5.000 6 1 UNIF LIVE FLOOR TOP 40.0 PLF 3.500 10.000 7 R UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 8 1 UNIF LIVE ROOF TOP 173.3 PLF 0.000 10.000 8 1 UNIF LIVE ROOF TOP 160.0 PLF 0.000 10.000 8 R UNIF LIVE ROOF TOP 173.3 PLF 0.000 1.000 8 R UNIF LIVE ROOF TOP 160.0 PLF 0.000 1.000 9 1 UNIF LIVE ROOF TOP 173.3 PLF 0.000 10.000 9 1 UNIF LIVE ROOF TOP 160.0 PLF 0.000 10.000 10 R UNIF LIVE ROOF TOP 173.3 PLF 0.000 1.000 10 R UNIF LIVE ROOF TOP 160.0 PLF 0.000 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 8075 3065 1.00 2 3869 1420 0.90 3 8138 3080 1.00 4 3803 1405 1.00 5 5666 2343 1.00 6 5675 2345 1.00 7 3860 1418 1.00 8 7707 2691 1.00 9 7787 2708 1.00 10 3790 1403 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3691 3770 2 1737 1876 3 3705 3476 4 172.3 2170 Page 3 1872-SV35-BEAM F.dsn 5 2692 2384 6 2694 2342 7 1735 1918 8 3387 3893 9 3404 3543 10 1720 2226 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG41 BRG#2 ---- ----- ----- 1 1737 1876 2 1737 1876 3 1737 1876 4 1737 1876 5 1737 1876 6 1737 1876 7 1737 1876 8 1737 1876 9 1737 1876 10 1737 1876 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1954 1894 2 0 0 3 1968 1600 4 -14 294 5 955 508 6 957 466 7 -2 42 8 1650 2017 9 1667 1667 10 -17 350 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 0.084 0.324 L/1391 0.161 0.485 L/723 1 R -0.023 0.200 2L/1060 -0.044 0.300 2L/548 2 1 0.000 0.324 0.078 0.485 L/1503 0.078 0.116 2 R 0.000 0.200 -0.021 0.300 2L/1133 -0.021 -0.032 3 1 0.085 0.324 L/1367 0.163 0.485 L/716 3 R -0.024 0.200 2L/1019 -0.045 0.300 2L/537 4 1 -0.001 0.324 L/77803 0.076 0.485 L/1532 4 R 0.001 0.200 2L/26695 -0.020 0.300 2L/1183 5 1 0.035 0.324 L/3372 0.112 0.485 L/1041 5 R -0.009 0.200 2L/2733 -0.030 0.300 2L/801 6 1 0.035 0.324 L/3353 0.112 0.485 L/1039 6 R -0.009 0.200 2L/2694 -0.030 0.300 2L/797 7 1 -0.000 0.324 L/544621 0.077 0.485 L/1507 7 R 0.000 0.200 2L/186867 -0.021 0.300 2L/1140 8 1 0.077 0.324 L/1505 0.155 0.485 L/752 8 R -0.021 0.200 2L/1121 -0.043 0.300 2L/563 9 1 0.079 0.324 L/1472 0.157 0.485 L/744 9 R -0.022 0.200 2L/1068 -0.044 0.300 2L/550 10 1 -0.002 0.324 L/65355 0.076 0.485 L/1537 10 R 0.001 0.200 2L/22424 -0.020 0.300 2L/1193 " FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 '*` Page 4 1872-SV35-BEAM F_dsn **** 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 0.41 0.39 2 0.22 0.20 3 0.41 0.39 4 0.19 0.18 5 0.28 0.30 6 0.29 0.30 7 0.19 0.18 8 0.39 0.34 9 0.39 0.34 10 0.19 0.18 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 C:\Users\NWUD\Desktop\NWM OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM G.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 19:13:57 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: 1872-SV35-BEAM G 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 CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 0.000' 8.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 2922 9944 2356 -0.069 -0.097 ALLOWABLE 9188 19902 7897 0.200 0.300 STRESS INDICES 0.32 0.50 0.30 2L/349 2L/247 LOAD CASE 5 6 5 6 6 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 220 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 103" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- LEFT CANT SPAN 1 1.000' 17.000' TOTAL SPAN: 18.00 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL L UNIF DEAD WALL TOP 100.0 PLF 0.000 1.000 ALL L UNIF DEAD ROOF TOP 82.7 PLF 0.000 1.000 +ALL L `UNIF DEAD FLOOR SIDE 60.0 PLF 0.000 1.000 ALL L UNIF DEAD FLOOR TOP 15.0 PLF 0.000 1.000 Page 2 1872-SV35-BEAM G.dsn +ALL L UNIF WEIGHT BEAM 11.9 PLF 0.000 1.000 +ALL 1 *UNIF DEAD FLOOR SIDE 60.0 PLF 0.000 17.000 ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 17.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 17.000 1 L UNIF LIVE ROOF TOP 124.0 PLF 0.000 1.000 +1 L *UNIF LIVE FLOOR SIDE 120.0 PLF 0.000 1.000 1 L UNIF LIVE FLOOR TOP 30.0 PLF 0.000 1.000 +1 1 *UNIF LIVE FLOOR SIDE 120.0 PLF 0.000 17.000 1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 17.000 2 L UNIF LIVE FLOOR TOP 0.0 PLF 0.000 1.000 +2 L *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 1.000 2 L UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 17.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 17.000 +3 1 *UNIF LIVE FLOOR SIDE 160.0 PLF 0.000 17.000 3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 17.000 4 L UNIF LIVE FLOOR TOP 30.0 PLF 0.000 1.000 +4 L *UNIF LIVE FLOOR SIDE 120.0 PLF 0.000 1.000 4 L UNIF LIVE ROOF TOP 124.0 PLF 0.000 1.000 5 L UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 +5 L *UNIF LIVE FLOOR SIDE 160.0 PLF 0.000 1.000 +5 1 *UNIF LIVE FLOOR SIDE 160.0 PLF 0.000 17.000 5 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 17.000 +6 1 *UNIF LIVE FLOOR SIDE 160.0 PLF 0.000 17.000 6 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 17.000 7 L UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 +7 L *UNIF .LIVE FLOOR SIDE 160.0 PLF 0.000 1.000 8 L UNIF LIVE ROOF TOP 165.3 PLF 0.000 1.000 9 L UNIF LIVE ROOF TOP 165.3 PLF 0.000 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 8131 1951 1.00 2 2965 719 0.90 3 9944 2350 1.00 4 2896 727 1.00 5 9894 2356 1.00 6 9944 2350 1.00 7 2915 725 1.00 8 2923 724 1.00 9 2923 724 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 2573 1998 2 1016 731 3 2716 2431 4 1298 723 5 2922 2425 6 2716 2431 7 1222 725 8 1186 726 9 1186 726 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 1016 731 2 1016 731 3 1016 731 4 1016 731 5 1016 731 Page 3 1872-SV35-BEAM G.dsn 6 1016 731 7 1016 731 8 1016 731 9 1016 731 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 1 1557 1267 2 0 0 3 1700 1700 4 282 -8 5 1906 1694 6 1700 1700 7 206 -6 8 170 -5 9 170 -5 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 L -0.050 0.200 2L/479 -0.079 0.300 2L/305 1 1 0.280 0.557 L/717 0.440 0.835 L/456 2 L 0.000 0.200 -0.028 0.300 2L/843 -0.028 -0.043 2 1 0.000 0.557 0.160 0.835 L/1251 0.160 0.240 3 L -0.069 0.200 2L/349 -0.097 0.300 2L/247 3 1 0.379 0.557 L/530 0.539 0.835 L/372 4 L 0.001 0.200 2L/16622 -0.027 0.300 2L/889 4 1 -0.004 0.557 L/46197 0.156 0.835 L/1285 5 L -0.068 0.200 2L/354 -0.096 0.300 2L/250 5 1 0.375 0.557 L/534 0.536 0.835 L/374 6 L -0.069 0.200 2L/349 -0.097 0.300 2L/247 6 1 0.379 0.557 L/530 0.539 0.835 L/372 7 L 0.001 0.200 2L/22772 -0.027 0.300 2L/876 7 1 -0.003 0.557 L/63290 0.157 0.835 L/1275 8 L 0.001 0.200 2L/27547 -0.028 0.300 2L/870 8 1 -0.003 0.557 L/76561 0.158 0.835 L/1271 9 L 0.001 0.200 2L/27547 -0.028 0.300 2L/870 9 1 -0.003 0.557 L/76561 0.158 0.835 L/1271 **** 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 0.41 0.25 2 0.17 0.10 3 0.50 0.30 4 0.15 0.09 5 0.50 0.30 6 0.50 0.30 7 0.15 0.09 8 0.15 0.09 9 0.15 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 INCORRECT INPUT. THIS PROGRAM IS A DESIGN Page 4 1872-SV35-BEAM G.dsn 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM H.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 19:19:16 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: 1872-SV35-BEAM H 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 CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 14.000' 8.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 3547 9687 3457 0.179 0.251 ALLOWABLE 9188 19902 7897 0.374 0.560 STRESS INDICES 0.39 0.49 0.44 L/751 L/535 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOY. NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 385 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 106" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 11.500' TOTAL SPAN: 11.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 165.0 PLF 0.000 11.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 11.500 +1 1 *UNIF LIVE FLOOR SIDE 440.0 PLF 0.000 11.500 Page 2 1872-SV35-BEAM H.dsn +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 11.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 9687 3457 1.00 2 2778 991 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3547 3547 2 1017 1017 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1017 1017 2 1017 1017 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2530 2530 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-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.179 0.374 L/751 0.251 0.560 L/535 2 1 0.000 0.374 0.072 0.560 L/1867 0.072 0.108 **** 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 0.49 0.44 2 0.16 0.14 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 'POOL 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM I.•dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 19:45:46 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: 1872-SV35-BEAM I STATE: OR CODE: IBC PRODUCT: 3-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) (PSE) LOAD CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 0.000' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 3864 13858 3752 0.275 0.391 ALLOWABLE 13781 29854 11845 0.490 0.735 STRESS INDICES 0.28 0.46 0.32 L/643 L/451 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". 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 470 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 113" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 15.000' TOTAL SPAN: 15.00 FT LOAD PATTERNS Page 2 1872-SV35-BEAM I.dsn ------------- CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- ALL 1 *UNIF DEAD FLOOR SIDE 128.2 PLF 4.000 15.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 15.000 +ALL 1 UNIF DEAD FLOOR TOP 7.5 PLF 0.000 15.000 ALL 1 *CONC DEAD FLOOR SIDE 255.0 LBS 4.000 1 1 *UNIF LIVE FLOOR SIDE 341.8 PLF 4.000 15.000 +1 1 UNIF LIVE FLOOR TOP 20.0 PLF 0.000 15.000 1 1 *CONC LIVE FLOOR SIDE 680.0 LBS 4.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 4.000 15.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 15.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 4.000 * 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 13858 3752 1.00 2 4130 1119 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 2921 3864 2 894 1151 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 894 1151 2 894 1151 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2027 2713 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.500 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) Xl (FT) MIN ERG (IN) ---- ---- -------- ------- ------------ 1 DEAD 255.0 4.000 3.000 1 LIVE 680.0 4.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.275 0.490 L/643 0.391 0.735 L/451 2 1 0.000 0.490 0.117 0.735 L/1512 0.117 0.175 **** 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 0.46 0.32 2 0.15 0.10 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 Page 3 1872-SV35-SEAM I.dsn 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM J.d'sn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 20:09:31 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: 1872-SV35-BEAM J STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-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' 14.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 6801 18574 5476 0.179 0.321 ALLOWABLE 13781 29854 11845 0.374 0.560 STRESS INDICES 0.49 0.62 0.46 L/751 L/419 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 77" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 11.500' TOTAL SPAN: 11.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- ALL 1 UNIF DEAD ROOF TOP 300.0 PLF 0.000 11.500 +ALL 1 UNIF DEAD FLOOR TOP 105.0 PLF 0.000 11.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 11.500 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 11.500 1 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 11.500 +1 1 UNIF LIVE FLOOR TOP 210.0 PLF 0.000 11.500 Page 2 1872-SV35-BEAM J.dsn 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 11.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 11.500 +3 1 UNIF LIVE FLOOR TOP 280.0 PLF 0.000 11.500 4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 11.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 18574 5476 1.00 2 8210 2430 0.90 3 12607 3722 1.00 4 17632 5199 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 6801 6801 2 3006 3006 3 4616 4616 4 6456 6456 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3006 3006 2 3006 3006 3 3006 3006 4 3006 3006 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3795 3795 2 0 0 3 1610 1610 4 3450 3450 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 0.179 0.374 L/751 0.321 0.560 L/419 2 1 0.000 0.374 0.142 0.560 L/948 0.142 0.213 3 1 0.076 0.374 L/1769 0.218 0.560 L/617 4 1 0.163 0.374 L/826 0.305 0.560 L/441 **** 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 0.46 2 0.31 0.23 3 0.42 0.31 4 0.59 0.44 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 Page .3 1872-SV35-BEAM J.dsn 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM K'.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:10:47 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: 1872-SV35-BEAM K STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-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 1.000' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 4675 8520 4647 0.196 0.281 ALLOWABLE 9188 19902 7897 0.474 0.710 STRESS INDICES 0.51 0.43 0.59 L/869 L/606 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 125" 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 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 14.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 14.500 ALL 1 CONC DEAD FLOOR TOP 1325.5 LBS 2.000 +1 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 14.500 Page 2. 1872-SV35-BEAM K.dsn 1 1 CONC LIVE FLOOR TOP 3534.5 LBS 2.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 14.500 2 1 CONC LIVE FLOOR TOP 0.0 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 8520 4647 1.00 2 2435 1329 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 4675 1155 2 1338 378 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1338 378 2 1338 378 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3337 778 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.500 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 1325.5 2.000 3.000 1 LIVE 3534.5 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 0.196 0.474 L/869 0.281 0.710 L/606 2 1 0.000 0.474 0.085 0.710 L/1998 0.085 0.128 **** 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 0.43 0.59 2 0.14 0.19 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM L'dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:15:07 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 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: 1872-SV35-BEAM L STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 5.000' 14.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD -----------------------------------------------------------'---- ACTUAL 6655 13105 6078 0.145 0.208 ALLOWABLE 13781 29854 11845 0.357 0.535 STRESS INDICES 0.48 0.44 0.51 L/888 L/618 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) . 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 8" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 8" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 399 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 122" 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) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- • Page 2. 1872-SV35-BEAM L.dsn +ALL 1 *UNIF DEAD FLOOR SIDE 146.3 PLF 0.000 11.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 2.500 ALL 1 UNIF DEAD ROOF TOP 86.7 PLF 0.000 2.500 ALL 1 UNIF DEAD FLOOR TOP 82.6 PLF 0.000 2.500 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 11.000 ALL 1 CONC DEAD FLOOR TOP 890.5 LBS 2.500 +1 1 *UNIF LIVE FLOOR SIDE 292.5 PLF 0.000 11.000 1 1 UNIF LIVE FLOOR TOP 165.3 PLF 0.000 2.500 1 1 UNIF LIVE ROOF TOP 130.0 PLF 0.000 2.500 1 1 CONC LIVE FLOOR TOP 1780.9 LBS 2.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 11.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 2.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 2.500 +3 1 *UNIF LIVE FLOOR SIDE 390.0 PLF 0.000 11.000 3 1 UNIF LIVE FLOOR TOP 220.4 PLF 0.000 2.500 3 1 CONC LIVE FLOOR TOP 2374.5 LBS 2.500 4 1 UNIF LIVE ROOF TOP 173.3 PLF 0.000 2.500 * 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 11060 5179 1.00 2 3988 1883 0.90 3 13105 6078 1.00 4 4307 2083 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5827 3279 2 2187 1181 3 6655 3929 4 2571 1231 REACTIONS FOR DEAD LOAD ----------=------------ CASE BRG#1 BRG#2 ---- ----- ----- 1 2187 1181 2 2187 1181 3 2187 1181 4 2187 1181 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3639 2097 2 0 0 3 4468 2747 4 384 49 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 3 SOO 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 890.5 2.500 3.000 1 LIVE 2374.5 2.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.112 0.357 L/1149 0.175 0.535 L/735 Page 3 1872-SV35-BEAM L.dsn 2 1 0.000 0.357 0.063 0.535 L/2036 0.063 0.095 3 1 0.145 0.357 L/888 0.208 0.535 L/618 4 1 0.005 0.357 L/28338 0.068 0.535 L/1902 **** 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 0.37 0.44 2 0.15 0.18 3 0.44 0.51 4 0.14 0.18 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. C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM M.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:18:31 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: 1872-SV35-BEAM M 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) (PSE) LOAD CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 1.000' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 4262 7053 3602 0.099 0.140 ALLOWABLE 9188 19902 7897 0.357 0.535 STRESS INDICES 0.46 0.35 0.46 L/1302 L/920 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. 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 TOP 15.0 PLF 0.000 11.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 11.000 ALL 1 CONC DEAD FLOOR TOP 664.1 LBS 10.000 ALL 1 CONC DEAD FLOOR TOP 630.0 LBS 8.000 Page 2 1872-SV35-BEAM M.dsn +1 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 11.000 1 1 CONC LIVE FLOOR TOP 1770.9 LBS 10.000 1 1 CONC LIVE FLOOR TOP 1680.0 LBS 8.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 11.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 10.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 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 7053 3602 1.00 2 2022 1029 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1219 4262 2 380 1210 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 380 1210 2 380 1210 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 839 3052 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.500 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 664.1 10.000 3.000 1 DEAD 630.0 8.000 3.000 1 LIVE 1770.9 10.000 3.000 1 LIVE 1680.0 8.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.099 0.357 L/1302 0.140 0.535 L/920 2 1 0.000 0.357 0.041 0.535 L/3136 0.041 0.061 **** 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 0.35 0.46 2 0.11 0.14 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 14AGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. ' Page a 1872-SV35-BEAM M.dsn 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM N.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:23:23 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: 1872-SV35-BEAM N STATE: OR CODE: IBC PRODUCT: 3-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 CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 15.000' 11.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 5130 17214 5023 0.305 0.429 ALLOWABLE 13781 29854 11845 0.457 0.685 STRESS INDICES 0.37 0.58 0.42 L/540 L/383 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 J 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 8" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 8" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX I 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: 413 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 84" O.C. OR LESS. 0 STRUCTURAL GEOMETRY ------------------- SPAN 1 14 .000' TOTAL SPAN: 14.00 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 *UNIF DEAD FLOOR SIDE 195.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 14.000 +1 1 *UNIF LIVE FLOOR SIDE 520.0 PLF 0.000 14.000 Page 2 1872-SV35-BEAM N.dsn +2 1 *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 17214 5023 1.00 2 5000 1459 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5130 5130 2 1490 1490 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1490 1490 2 1490 1490 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3640 3640 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-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.305 0.457 L/540 0.429 0.685 L/383 2 1 0.000 0.457 0.125 0.685 L/1319 0.125 0.187 **** 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 0.58 0.42 2 0.19 0.14 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35=BEAM O.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:27:08 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: 1872-SV35-BEAM O STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 16" 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 CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 0.000' 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 9811 32922 8220 0.187 0.356 ALLOWABLE 13781 51954 15960 0.457 0.685 STRESS INDICES 0.71 0.63 0.52 L/881 L/462 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 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 413 PLF LDF: 1.00 NOTES ** COMPRESSION EDGE BRACING REQUIRED AT 58" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 14.000' TOTAL SPAN: 14 .00 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- ALL 1 UNIF DEAD ROOF TOP 300.0 PLF 0.000 14.000 +ALL 1 *UNIF DEAD FLOOR SIDE 112.5 PLF 0.000 14.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 14.000 Page 2' 1672-SV35-BEAM O.dsn ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 14.000 ALL 1 UNIF DEAD FLOOR TOP 30.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 14.000 1 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 14.000 +1 1 *UNIF LIVE FLOOR SIDE 225.0 PLF 0.000 14.000 1 1 UNIF LIVE FLOOR TOP 60.0 PLF 0.000 14.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 14.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 14.000 +3 1 *UNIF LIVE FLOOR SIDE 300.0 PLF 0.000 14.000 3 1 UNIF LIVE FLOOR TOP 80.0 PLF 0.000 14.000 4 1 UNIF LIVE ROOF TOP 600.0 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 32922 8220 1.00 2 15657 3862 0.90 3 24583 6360 1.00 4 29751 7174 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 9811 9811 2 4666 4666 3 7326 7326 4 8866 8866 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 4666 4666 2 4666 4666 3 4666 4666 4 4666 4666 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5145 5145 2 0 0 3 2660 2660 4 4200 4200 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 0.187 0.457 L/881 0.356 0.685 L/462 2 1 0.000 0.457 0.169 0.685 L/972 0.169 0.254 3 1 0.097 0.457 L/1704 0.266 0.685 L/619 4 1 0.152 0.457 L/1079 0.322 0.685 L/511 **** 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 1872-SV35-BEAM O.dsn STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.63 0.52 2 0.33 0.27 3 0.47 0.40 4 0.57 0.45 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' C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM P.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:31:07 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 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: 1872-SV35-BEAM P 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 ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 0.000' 10.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 1507 1859 1131 0.007 0.014 ALLOWABLE 9187 19902 7897 0.174 0.260 STRESS INDICES 0.16 0.09 0.14 L/8545 L/4326 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 289 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY ------------------- SPAN 1 5.500' TOTAL SPAN: 5.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 Xl (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.500 ALL 1 UNIF DEAD ROOF TOP 80.0 PLF 0.000 5.500 +ALL 1 *UNIF DEAD FLOOR SIDE 78.8 PLF 0.000 5.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 5.500 Page 2 1872-SV35-BEAM P.dsn +1 1 *UNIF LIVE FLOOR SIDE 157.5 PLF 0.000 5.500 1 1 UNIF LIVE ROOF TOP 120.0 PLF 0.000 5.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 5.500 +3 1 *UNIF LIVE FLOOR SIDE 210.0 PLF 0.000 5.500 4 1 UNIF LIVE ROOF TOP 160.0 PLF 0.000 5.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 1859 1131 1.00 2 918 527 0.90 3 1630 1074 1.00 4 1460 785 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1507 1507 2 744 744 3 1322 1322 4 1184 1184 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 744 744 2 744 744 3 744 744 4 744 744 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 763 763 2 0 0 3 578 577 4 440 440 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 0.007 0.174 L/8545 0.014 0.260 L/4326 2 1 0.000 0.174 0.007 0.260 L/8762 0.007 0.011 3 1 0.006 0.174 L/11292 0.013 0.260 L/4934 4 1 0.004 0.174 L/14821 0.011 0.260 L/5506 **** 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 0.09 0.14 2 0.05 0.07 3 0.08 0.14 4 0.07 0.10 'Page 3• 1672-SV35-BEAM P.dsn 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35=BEAM Q.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:34:48 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: 1872-SV35-BEAM Q 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) (PSE) LOAD CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 1.000' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 8445 5547 6867 -0.031 -0.045 ALLOWABLE 9188 19902 7897 0.200 0.300 STRESS INDICES 0.92 0.28 0.87 2L/780 2L/537 LOAD CASE 1 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 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 *** APPLIED LOAD OF 6800 LBS AT BEARING 1 EXCEEDS CAPACITY OF 2655 LBS. FULL-DEPTH BLOCKING, SQUASH BLOCKS OR OTHER DEVICE MUST BE DESIGNED AND INSTALLED TO TRANSFER 4145 LBS. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY ------------------- LEFT CANT SPAN 1 --------- -------- 1.000' 14.500' TOTAL SPAN: 15.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) Page 2 1872-SV35-BEAM Q.dsn +ALL L UNIF DEAD FLOOR TOP 15.0 PLF 0.000 1.000 +ALL L UNIF WEIGHT BEAM 11.9 PLF 0.000 1.000 ALL L CONC DEAD FLOOR TOP 1854.5 LBS 1.000 +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 14.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 14.500 ALL 1 CONC DEAD FLOOR TOP 411.0 LBS 4.000 +1 L UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 1 L CONC LIVE FLOOR TOP 4945.5 LBS 1.000 +1 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 14.500 1 1 CONC LIVE FLOOR TOP 1096.0 LBS 4.000 2 L CONC LIVE FLOOR TOP 0.0 LBS 1.000 +2 L UNIF LIVE FLOOR TOP 0.0 PLF 0.000 1.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 14.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 4.000 1-3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 14.500 3 1 CONC LIVE FLOOR TOP 1096.0 LBS 4.000 4 L CONC LIVE FLOOR TOP 4945.5 LBS 1.000 +4 L UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 5533 6867 1.00 2 1680 1881 0.90 3 5547 1881 1.00 4 1665 6867 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 8445 898 2 2375 307 3 3459 900 4 7362 306 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2375 307 2 2375 307 3 2375 307 4 2375 307 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 6070 591 2 0 0 3 1084 592 4 4987 -1 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.500 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE Wl (LBS) Y,1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ L DEAD 1854.5 1.000 3.000 1 DEAD 411.0 4 .000 3.000 L LIVE 4945.5 1.000 3.000 1 LIVE 1096.0 4.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ Page 3 1872-SV35-BEAM.Q_dsn 1 L -0.031 0.200 2L/785 -0.045 0.300 2L/539 1 1 0.132 0.474 L/1290 0.193 0.710 L/881 2 L 0.000 0.200 -0.014 0.300 2L/1723 -0.014 -0.021 2 1 0.000 0.474 0.061 0.710 L/2782 0.061 0.092 3 L -0.031 0.200 2L/780 -0.045 0.300 2L/537 3 1 0.133 0.474 L/1285 0.194 0.710 L/879 4 L 0.000 0.200 2L/125739 -0.014 0.300 2L/1747 4 1 -0.000 0.474 L/372131 0.061 0.710 L/2802 **** 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 0.28 0.87 2 0.09 0.26 3 0.28 0.24 4 0.08 0.87 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, C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-BEAM R.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:40:06 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: 1872-SV35-BEAM R 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 CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 1.000' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 7354 1681 6867 -0.008 -0.014 ALLOWABLE 9188 19902 7897 0.200 0.300 STRESS INDICES 0.80 0.08 0.87 2L/2838 2L/1712 LOAD CASE 1 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 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 BOY, 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 *** APPLIED LOAD OF 6800 LBS AT BEARING 1 EXCEEDS CAPACITY OF 2655 LBS. FULL-DEPTH BLOCKING, SQUASH BLOCKS OR OTHER DEVICE MUST BE DESIGNED AND INSTALLED TO TRANSFER 4145 LBS. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY ------------------- LEFT CANT SPAN 1 --------- -------- 1.000' 14.500' TOTAL SPAN: 15.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- Page 2 1872-SV35-BEAM R.dsn +ALL L UNIF DEAD FLOOR TOP 15.0 PLF 0.000 1.000 +ALL L UNIF WEIGHT BEAM 11.9 PLF 0.000 1.000 ALL L CONC DEAD FLOOR TOP 1854.5 LBS 1.000 +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 14.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 14.500 +1 L UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 1 L CONC LIVE FLOOR TOP 4945.5 LBS 1.000 +1 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 14.500 2 L CONC LIVE FLOOR TOP 0.0 LBS 1.000 +2 L UNIF LIVE FLOOR TOP 0.0 PLF 0.000 1.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 14.500 +3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 14.500 4 L CONC LIVE FLOOR TOP 4945.5 LBS 1.000 +4 L UNIF LIVE FLOOR TOP 40.0 PLF 0.000 1.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 1671 6867 1.00 2 672 1881 0.90 3 1681 1881 1.00 4 662 6867 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 7354 483 2 2077 194 3 2367 484 4 7064 193 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2077 194 2 2077 194 3 2077 194 4 2077 194 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5277 289 2 0 0 3 290 290 4 4987 -1 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.500 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ L DEAD 1854.5 1.000 3.000 L LIVE 4945.5 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 L -0.008 0.200 2L/2903 -0.014 0.300 2L/1736 1 1 0.040 0.474 L/4271 0.067 0.710 L/2554 2 L 0.000 0.200 -0.006 0.300 2L/4317 -0.006 -0.008 2 1 0.000 0.474 0.027 0.710 L/6353 0.027 0.040 Page 3' 1872-SV35-BEAM R.dsn 3 L -0.008 0.200 2L/2838 -0.014 0.300 2L/1712 3 1 0.040 0.474 L/4224 0.067 0.710 L/2537 4 L 0.000 0.200 2L/125739 -0.005 0.300 2L/4470 4 1 -0.000 0.474 L/372131 0.026 0.710 L/6461 **** 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 0.08 0.87 2 0.04 0.26 3 0.08 0.24 4 0.03 0.87 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 C:\Users\NWUD\Desktop\NWM OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35=BEAM S.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:44:05 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: 1872-SV35-BEAM S STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 20" 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 CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 15.000' 11.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 17210 63006 17144 0.517 0.727 ALLOWABLE 17210 78631 19950 0.656 0.984 STRESS INDICES 1.00 0.80 0.86 L/456 L/325 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/411) 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 413 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 34" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS Page 2 1872-SV35-BEAM S.dsn ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 *UNIF DEAD FLOOR SIDE 195.0 PLF 0.000 20.000 +ALL 1 UNIF WEIGHT BEAM 30.0 PLF 0.000 20.000 ALL 1 CONC DEAD FLOOR TOP 2567.7 LBS 3.000 ALL 1 CONC DEAD FLOOR TOP 968.2 LBS 14.000 ALL 1 *CONC DEAD FLOOR SIDE 242.7 LBS 14.000 ALL 1 *CONC DEAD FLOOR SIDE 136.4 LBS 3.000 +l 1 *UNIF LIVE FLOOR SIDE 520.0 PLF 0.000 20.000 1 1 CONC LIVE FLOOR TOP 6847.3 LBS 3.000 1 1 CONC LIVE FLOOR TOP 2581.8 LBS 14.000 1 1 *CONC LIVE FLOOR SIDE 647.3 LBS 14.000 1 1 *CONC LIVE FLOOR SIDE 363.6 LBS 3.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 3.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 14.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 14.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 3.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 63006 17144 1.00 2 18240 4891 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 17210 12046 2 4912 3504 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 4912 3504 2 4912 3504 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 1 12298 8542 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 4.371 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE Wl (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 2567.7 3.000 3.000 1 DEAD 968.2 14.000 3.000 1 DEAD 242.7 14.000 3.000 1 DEAD 136.4 3.000 3.000 1 LIVE 6847.3 3.000 3.000 1 LIVE 2581.8 14.000 3.000 1 LIVE 647.3 14.000 3.000 1 LIVE 363.6 3.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.517 0.656 L/456 0.727 0.984 L/325 2 1 0.000 0.656 0.210 0.984 L/1124 0.210 0.315 Page 3 1872-SV35-SEAM S.dsn **** 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 0.80 0.86 2 0.26 0.27 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 LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1' C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-HDR Hl.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 20:52:48 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: 1872-SV35-HDR Hl STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LSL 1.55E 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' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 4856 4194 4462 0.021 0.029 ALLOWABLE 10719 10705 9088 0.090 0.135 STRESS INDICES 0.45 0.39 0.49 L/1548 L/1123 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. 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 WEIGHT BEAM 10.6 PLF 0.000 3.000 ALL 1 CONC DEAD FLOOR TOP 1980.0 LBS 2.000 1 1 CONC LIVE FLOOR TOP 5280.0 LBS 2.000 Page 2 1872-SV35-HDR Hl.dsn 2 1 CONC LIVE FLOOR TOP 0.0 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 4194 4462 1.00 2 1150 1227 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2436 4856 2 676 1336 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 676 1336 2 676 1336 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 1 1760 3520 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.500 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE Wl (LBS) Xl (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 1980.0 2.000 3.000 1 LIVE 5280.0 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 0.021 0.090 L/1548 0.029 0.135 L/1123 2 1 0.000 0.090 0.008 0.135 L/4093 0.008 0.012 **** 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 0.39 0.49 2 0.12 0.15 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' C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-HDR H2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/17/15 21:00:36 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: 1872-SV35-HDR H2 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-1/4" LP LSL 1.55E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSE) LOAD CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 1.000' 17.000' TOP L/360 L/240 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 10630 21065 7938 0.229 0.318 ALLOWABLE 16078 21981 16144 0.274 0.410 STRESS INDICES 0.66 0.96 0.49 L/429 L/310 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 UNIF DEAD FLOOR TOP 677.0 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 18.9 PLF 0.000 8.500 +1 1 UNIF LIVE FLOOR TOP 1805.3 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. Page 2 1872-SV35-HDR H2.dsn SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 21065 7938 1.00 2 5861 2221 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 10630 10630 2 2957 2957 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2957 2957 2 2957 2957 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 7672 7673 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-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.229 0.274 L/429 0.318 0.410 L/310 2 1 0.000 0.274 0.088 0.410 L/1114 0.088 0.133 **** 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 0.96 0.49 2 0.30 0.15 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. Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1872\1872-SV35-BEAMS\1872-SV35-HDR H3.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/18/15 00:51:29 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: 1872-SV35-HDR H3 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 16" 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 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 15540 37853 12968 0.410 0.579 ALLOWABLE 17211 51954 15960 0.539 0.809 STRESS INDICES 0.90 0.73 0.81 L/473 L/335 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) . 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 48" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 16.500' TOTAL SPAN: 16.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- ALL 1 UNIF DEAD ROOF TOP 300.0 PLF 0.000 1.500 ALL 1 UNIF DEAD WALL TOP 200.0 PLF 0.000 1.500 ALL 1 UNIF DEAD FLOOR TOP 145.9 PLF 1.500 13.000 Page 2 1872-SV35-HDR H3.dsn +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 16.500 ALL 1 CONC DEAD FLOOR TOP 2303.2 LBS 13.000 ALL 1 CONC DEAD FLOOR TOP 2005.9 LBS 1.500 ALL 1 CONC DEAD FLOOR TOP 796.4 LBS 1.250 1 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 1.500 1 1 UNIF LIVE FLOOR TOP 291.8 PLF 1.500 13.000 1 1 CONC LIVE FLOOR TOP 4606.4 LBS 13.000 1 1 CONC LIVE FLOOR TOP 4011.8 LBS 1.500 1 1 CONC LIVE FLOOR TOP 1592.7 LBS 1.250 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 1.500 13.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 13.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 1.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 1.250 3 1 UNIF LIVE FLOOR TOP 389.1 PLF 1.500 13.000 3 1 CONC LIVE FLOOR TOP 6141.8 LBS 13.000 3 1 CONC LIVE FLOOR TOP 5349.1 LBS 1.500 3 1 CONC LIVE FLOOR TOP 2123.6 LBS 1.250 4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 1.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 31310 10646 1.00 2 11016 3678 0.90 3 37853 12968 1.00 4 11243 3678 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 13525 8647 2 4903 3027 3 15540 10479 4 5762 3068 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 4903 3027 2 4903 3027 3 4903 3027 4 4903 3027 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 8622 5620 2 0 0 3 10637 7452 4 859 41 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 4.371 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE Wl (LBS) X1 (FT) MIN ERG (IN) ---- ---- -------- ------- ------------ 1 DEAD 2303.2 13.000 3.000 1 DEAD 2005.9 1.500 3.000 1 DEAD 796.4 1.250 3.000 1 LIVE 6141.8 13.000 3.000 1 LIVE 5349.1 1.500 3.000 1 LIVE 2123.6 1.250 3.000 Page 3 1872-SV35-HDR H3.dsn LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.311 0.539 L/624 0.480 0.809 L/405 2 , 1 0.000 0.539 0.169 0.809 L/1149 0.169 0.253 3 1 0.410 0.539 L/473 0.579 0.809 L/335 4 1 0.005 0.539 L/42060 0.173 0.809 L/1120 **** 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 0.60 0.67 2 0.24 0.26 3 0.73 0.81 4 0.22 0.23 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.