Report (17) /t4 s 77-vi
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1453\1453-275-0P12-BEAMS\1453-275-0P12-BE1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/12/13 14:56:53
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY JUL. 2 3 2013
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO CITY( TeGAR®
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN ^�C (a
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, DV (J DI1/'�yq�t
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. V �(Jr1J
COMPANY: STONEBRIDGE HOMES
JOB ID: 1453-275-OP12-BEAM 1
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
30 15 22.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 2661 6549 2087 0.081 0.125
ALLOWABLE 10500 20246 8035 0.508 0.678
STRESS INDICES 0.253 0.323 0.260 L/1502 L/978
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT)
STRUCTURAL GEOMETRY
SPAN 1
10.500'
TOTAL SPAN: 10.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 165.0 PLF 0.000 10.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 10.500
+1 1 UNIF LIVE ROOF TOP 330.0 PLF 0.000 10.500
r
Page 2 1453-275-0P12-BEAM 1.dsn
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.500
3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.333 2.833
4 1 UNIF LIVE ROOF TOP 120.0 PLF 7.667 10.166
5 1 UNIF LIVE ROOF TOP 120.0 PLF 4.000 6.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 6549 2087 1.00
2 2285 736 0.90
3 2503 994 1.00
4 2503 994 1.00
5 2954 886 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2661 2661
2 929 929
3 1183 974
4 974 1183
5 1079 1079
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 929 929
2 929 929
3 929 929
4 929 929
5 929 929
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1733 1733
2 0 0
3 255 45
4 45 255
5 150 150
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
4.000 4.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.081 0.508 L/1502 0.125 0.678 L/978
2 1 0.000 0.508 0.044 0.678 L/2801 0.044 0.065
3 1 0.005 0.508 L/25792 0.048 0.678 L/2532
4 1 0.005 0.508 L/25792 0.048 0.678 L/2532
5 1 0.011 0.508 L/10801 0.055 0.678 L/2224
**** 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 0.323 0.260
Page 3 1453-275-0P12-BEAM 1.dsn
2 0.125 0.102
3 0.124 0.124
4 0.124 0.124
5 0.146 0.110
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 1453\1453-275-0P12-BEAMS\1453-275-0P12-BEJ
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 01:14:08
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-0P12-BEAM A
STATE: OR CODE: IBC
PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 13.500' 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 12843 40711 12516 0.256 0.450
ALLOWABLE 13781 52849 16240 0.490 0.735
STRESS INDICES 0.932 0.770 0.771 L/689 L/392
LOAD CASE 4 4 4 4 4
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH TWO PLIES WITH 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.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
15.000'
TOTAL SPAN: 15.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 Xl (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 341.0 PLF 2.500 15.000
+ALL 1 *UNIF DEAD FLOOR SIDE 101.3 PLF 0.000 15.000
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 15.000
+ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 15.000
ALL 1 CONC DEAD ROOF TOP 1708.0 LBS 2.500
ALL 1 CONC DEAD ROOF TOP 622.0 LBS 2.500
1 1 UNIF LIVE ROOF TOP 511.5 PLF 2.500 15.000
Page 2� 1453-275-OP12-BEAM A.dsn
+1 1 *UNIF LIVE FLOOR SIDE 202.5 PLF 0.000 15.000
1 1 CONC LIVE ROOF TOP 2562.0 LBS 2.500
1 1 CONC LIVE ROOF TOP 933.0 LBS 2.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 2.500 15.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 15.000
2 1 CONC LIVE ROOF TOP 0.0 LBS 2.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 2.500
+3 1 *UNIF LIVE FLOOR SIDE 270.0 PLF 0.000 15.000
4 1 UNIF LIVE ROOF TOP 682.0 PLF 2.500 15.000
4 1 CONC LIVE ROOF TOP 3416.0 LBS 2.500
4 1 CONC LIVE ROOF TOP 1244.0 LBS 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 40352 12173 1.00
2 17595 5188 0.90
3 24878 7173 1.00
4 40711 12516 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 12503 10395
2 5407 4564
3 7432 6589
4 12843 10314
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 5407 4564
2 5407 4564
3 5407 4564
4 5407 4564
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 7095 5831
2 0 0
3 2025 2025
4 7435 5750
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 1708.0 2.500 3.000
1 DEAD 622.0 2.500 3.000
1 LIVE 3416.0 2.500 3.000
1 LIVE 1244.0 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 0.251 0.490 L/702 0.446 0.735 L/396
2 1 0.000 0.490 0.194 0.735 L/909 0.194 0.291
3 1 0.079 0.490 L/2224 0.274 0.735 L/645
#
Page 3 1453-275-0P12-BEAM A.dsn
4 1 0.256 0.490 L/689 0.450 0.735 L/392
**** 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 0.764 0.750
2 0.370 0.355
3 0.471 0.442
4 0.770 0.771
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 1453\1453-275-OP12-BEAMS\1453-275-0P12-BE7
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 01:16:56
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-OP12-BEAM B
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 14.000' 18.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 4302 9599 4170 0.108 0.150
ALLOWABLE 9188 20246 8035 0.307 0.460
STRESS INDICES 0.468 0.474 0.519 1/1026 L/736
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT
8" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
9.500'
TOTAL SPAN: 9.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 Xl (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 243.8 PLF 0.000 9.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 9.500
+1 1 *UNIF LIVE FLOOR SIDE 650.0 PLF 0.000 9.500
+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 9599 4170 1.00
Page 2 1453-275-OP12-BEAM B.dsn
2 2710 1177 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4302 4302
2 1214 1214
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1214 1214
2 1214 1214
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3088 3088
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 0.108 0.307 L/1026 0.150 0.460 L/736
2 1 0.000 0.307 0.042 0.460 L/2609 0.042 0.064
**** 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 0.474 0.519
2 0.149 0.163
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 1453\1453-275-OP12-BEAMS\1453-275-OP12-BEE
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 01:18:46
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** W00D-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-OP12-BEAM C
STATE: OR CODE: IBC
PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 14.000' 18.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 6423 21553 6289 0.264 0.373
ALLOWABLE 18375 40491 16071 0.457 0.685
STRESS INDICES 0.350 0.532 0.391 L/622 L/441
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
14.000'
TOTAL SPAN: 14.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR SIDE 243.8 PLF 0.000 14.000
+ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 14.000
+1 1 UNIF LIVE FLOOR SIDE 650.0 PLF 0.000 14.000
+2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 21553 6289 1.00
2 6284 1834 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 6423 6423
•
Page 2 1453-275-OP12-BEAM C.dsn
2 1873 1873
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1873 1873
2 1873 1873
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 4550 4550
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 0.264 0.457 L/622 0.373 0.685 L/441
2 1 0.000 0.457 0.109 0.685 L/1511 0.109 0.163
**** 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 0.532 0.391
2 0.172 0.127
SLENDERNESS RATIO = 1.70 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 f C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1453\1453-275-OP12-BEAMS\1453-275-OP12-BE7
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 01:21:41
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-0P12-BEAM D
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 11.500' 14.000' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 4992 16752 4888 0.415 0.580
ALLOWABLE 9188 20246 8035 0.457 0.685
STRESS INDICES 0.543 0.827 0.608 L/396 L/283
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
6" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OP BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
14.000'
TOTAL SPAN: 14.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 191.3 PLF 0.000 14.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 14.000
+1 1 *UNIF LIVE FLOOR SIDE 510.0 PLF 0.000 14.000
+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 16752 4888 1.00
Page 2 1453-275-OP12-BEAM D.dsn
2 4772 1392 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4992 4992
2 1422 1422
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1422 1422
2 1422 1422
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3570 3570
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 0.415 0.457 L/396 0.580 0.685 L/283
2 1 0.000 0.457 0.165 0.685 L/995 0.165 0.248
**** 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 0.827 0.608
2 0.262 0.192
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 1453\1453-275-0P12-BEAMS\1453-275-0P12-BEI
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 01:25:48
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-OP12-BEAM E
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 0.000' 13.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 3238 10056 3051 0.162 0.299
ALLOWABLE 9188 20246 8035 0.424 0.635
STRESS INDICES 0.352 0.497 0.380 L/940 L/509
LOAD CASE 3 3 3 3 3
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
13.000'
TOTAL SPAN: 13.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 101.3 PLF 0.000 13.000
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 13.000
ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 13.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 13.000
+1 1 *UNIF LIVE FLOOR SIDE 202.5 PLF 0.000 13.000
1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 13.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000
+3 1 *UNIF LIVE FLOOR SIDE 270.0 PLF 0.000 13.000
M .
Page 2 1453-275-OP12-BEAM E.dsn
4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 13.000
* 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 9148 2743 1.00
2 4606 1336 0.90
3 10056 3051 1.00
4 5211 1497 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2945 2945
2 1483 1483
3 3238 3238
4 1678 1678
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1483 1483
2 1483 1483
3 1483 1483
4 1483 1483
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1463 1463
2 0 0
3 1755 1755
4 195 195
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. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.135 0.424 L/1128 0.272 0.635 L/560
2 1 0.000 0.424 0.137 0.635 L/1112 0.137 0.206
3 1 0.162 0.424 L/940 0.299 0.635 L/509
4 1 0.018 0.424 L/8457 0.155 0.635 L/983
**** 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 0.452 0.341
2 0.253 0.185
3 0.497 0.380
4 0.257 0.186
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
•
Page 3 1453-275-0P12-BEAM E.dsn
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.
•
Page1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1453\1453-275-0P12-BEAMS\1453-275-0P12-BE1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 01:30:18
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-0P12-BEAM F
STATE: OR CODE: IBC
PRODUCT: 1-PLY 7" X 22" LP LVL 2950Fb-2.OE
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 0.000' 17.000' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 13914 100861 13607 0.465 0.797
ALLOWABLE 18375 127300 29773 0.824 1.235
STRESS INDICES 0.757 0.792 0.457 L/636 L/372
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
25.000'
TOTAL SPAN: 25.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR SIDE 127.5 PLF 0.000 25.000
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 10.000
+ALL 1 UNIF WEIGHT BEAM 44.1 PLF 0.000 25.000
ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 10.000
ALL 1 UNIF DEAD FLOOR SIDE 11.5 PLF 10.000 25.000
ALL 1 CONC DEAD ROOF TOP 3041.3 LBS 10.000
ALL 1 CONC DEAD ROOF TOP 1626.7 LBS 8.000
+1 1 UNIF LIVE FLOOR SIDE 255.0 PLF 0.000 25.000
1 1 UNIF LIVE FLOOR SIDE 22.9 PLF 10.000 25.000
1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 10.000
1 1 CONC LIVE ROOF TOP 4562.0 LBS 10.000
1 1 CONC LIVE ROOF TOP 2440.0 LBS 8.000
+2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 25.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000
2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 10.000 25.000
2 1 CONC LIVE ROOF TOP 0.0 LBS 10.000
2 1 CONC LIVE ROOF TOP 0.0 LBS 8.000
•
Page 2 1453-275-0P12-BEAM F.dsn
+3 1 UNIF LIVE FLOOR SIDE 340.0 PLF 0.000 25.000
3 1 UNIF LIVE FLOOR SIDE 30.5 PLF 10.000 25.000
4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 10.000
4 1 CONC LIVE ROOF TOP 6082.7 LBS 10.000
4 1 CONC LIVE ROOF TOP 3253.3 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 100861 13607 1.00
2 42062 5812 0.90
3 68292 10146 1.00
4 94231 11872 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 13914 10310
2 6047 4232
3 10434 8803
4 12149 7766
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 6047 4232
2 6047 4232
3 6047 4232
4 6047 4232
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 7867 6079
2 0 0
3 4387 4571
4 6102 3534
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 3041.3 10.000 3.000
1 DEAD 1626.7 8.000 3.000
1 LIVE 6082.7 10.000 3.000
1 LIVE 3253.3 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 0.465 0.824 L/638 0.797 1.235 L/372
2 1 0.000 0.824 0.332 1.235 L/892 0.332 0.499
3 1 0.243 0.824 L/1220 0.575 1.235 L/516
4 1 0.377 0.824 L/786 0.710 1.235 L/418
**** 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
Page 3 1453-275-0P12-BEAM F.dsn
1 0.792 0.457
2 0.367 0.217
3 0.536 0.341
4 0.740 0.399
SLENDERNESS RATIO = 3.14 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 1453\1453-275-OP12-BEAMS\1453-275-OP12-BEJ
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 11:13:01
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-OP12-BEAM G
STATE: OR CODE: IBC
PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.OE
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 7.500' 6.000' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 2918 10522 2861 0.194 0.280
ALLOWABLE 13781 30368 12053 0.490 0.735
STRESS INDICES 0.212 0.346 0.237 L/909 L/631
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 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.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
15.000'
TOTAL SPAN: 15.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 101.3 PLF 0.000 15.000
+ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 15.000
+1 1 *UNIF LIVE FLOOR SIDE 270.0 PLF 0.000 15.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 15.000
* 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
. I
Page 2 1453-275-OP12-BEAM G.dsn
1 10522 2861 1.00
2 3220 876 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2918 2918
2 893 893
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 893 893
2 893 893
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 2025 2025
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. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.194 0.490 L/909 0.280 0.735 L/631
2 1 0.000 0.490 0.086 0.735 L/2061 0.086 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 0.346 0.237
2 0.118 0.081
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 1453\1453-275-OP12-BEAMS\1453-275-0P12-BEI
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 11:15:34
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-OP12-BEAM H
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 9.000' 18.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 1728 1700 1616 0.004 0.006
ALLOWABLE 9188 20246 8035 0.140 0.210
STRESS INDICES 0.188 0.084 0.201 L/12703 L/9096
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
6" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
4.500'
TOTAL SPAN: 4.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 206.3 PLF 0.000 4.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 4.500
+1 1 *UNIF LIVE FLOOR SIDE 550.0 PLF 0.000 4.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 4.500
* 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 1700 1616 1.00
Page 2 1453-275-OP12-BEAM H.dsn
2 483 459 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1728 1728
2 491 491
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 491 491
2 491 491
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1238 1238
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 0.004 0.140 L/12703 0.006 0.210 L/9096
2 1 0.000 0.140 0.002 0.210 L/32028 0.002 0.002
**** 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 0.084 0.201
2 0.027 0.063
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 1453\1453-275-0P12-BEAMS\1453-275-0P12-HDI
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/12/13 14:59:38
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONEBRIDGE HOMES
JOB ID: 1453-275-0P12-HDR HI
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 5124 7286 4168 0.051 0.077
ALLOWABLE 10500 13282 6428 0.308 0.411
STRESS INDICES 0.488 0.549 0.648 L/1444 L/955
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT)
STRUCTURAL GEOMETRY
SPAN 1
6.500'
TOTAL SPAN: 6.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 XI (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 337.7 PLF 4.500 6.500
Page 2 1453-275-0P12-HDR Hl.dsn
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500
ALL 1 CONC DEAD ROOF TOP 1626.7 LBS 4.500
1 1 UNIF LIVE ROOF TOP 675.3 PLF 4.500 6.500
1 1 CONC LIVE ROOF TOP 3253.3 LBS 4.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 4.500 6.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 4.500
3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.333 2.833
4 1 UNIF LIVE ROOF TOP 120.0 PLF 3.667 6.166
5 1 UNIF LIVE ROOF TOP 120.0 PLF 3.300 5.800
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 7286 4168 1.00
2 2454 1409 0.90
3 2581 1478 1.00
4 2711 1640 1.00
5 2744 1622 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1844 5124
2 635 1729
3 862 1802
4 708 1955
5 725 1939
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 635 1729
2 635 1729
3 635 1729
4 635 1729
5 635 1729
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1209 3395
2 0 0
3 227 73
4 73 227
5 90 210
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
4.000 4.000
CONCENTRATED LOADS
SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN)
1 DEAD 1626.7 4.500 4.000
1 LIVE 3253.3 4.500 4.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.051 0.308 L/1444 0.077 0.411 L/955
2 1 0.000 0.308 0.026 0.411 L/2820 0.026 0.039
3 1 0.003 0.308 L/23937 0.029 0.411 L/2535
Page 3 1453-275-0P12-HDR H1.dsn
4 1 0.003 0.308 L/23937 0.029 0.411 L/2523
5 1 0.004 0.308 L/20039 0.030 0.411 L/2472
**** 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 0.549 0.648
2 0.205 0.244
3 0.194 0.230
4 0.204 0.255
5 0.207 0.252
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 1453\1453-275-OP12-BEAMS\1453-275-OP12-HDI
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 06/12/13 15:01:21
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONEBRIDGE HOMES
JOB ID: 1453-275-0P12-HDR H2
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.OE
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 5599 12600 4744 0.167 0.252
ALLOWABLE 10500 13282 6428 0.408 0.544
STRESS INDICES 0.533 0.949 0.738 L/588 L/389
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT)
STRUCTURAL GEOMETRY
SPAN 1
8.500'
TOTAL SPAN: 8.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 330.0 PLF 0.000 3.500
Page 2 1453-275-0P12-HDR H2.dsn
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.500
ALL 1 CONC DEAD ROOF TOP 1590.7 LBS 3.500
1 1 UNIF LIVE ROOF TOP 660.0 PLF 0.000 3.500
1 1 CONC LIVE ROOF TOP 3181.3 LBS 3.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 3.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 3.500
3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.333 2.833
4 1 UNIF LIVE ROOF TOP 120.0 PLF 5.667 8.166
5 1 UNIF LIVE ROOF TOP 120.0 PLF 2.150 4.650
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 12600 4744 1.00
2 4251 1607 0.90
3 4506 1855 1.00
4 4421 1659 1.00
5 4744 1788 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 5599 2719
2 1893 933
3 2137 989
4 1949 1177
5 2073 1053
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1893 933
2 1893 933
3 1893 933
4 1893 933
5 1893 933
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3706 1786
2 0 0
3 244 56
4 56 244
5 180 120
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
4.000 4.000
CONCENTRATED LOADS
SPAN TYPE Wl (LBS) X1 (FT) MIN BRG (IN)
1 DEAD 1590.7 3.500 4.000
1 LIVE 3181.3 3.500 4.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.167 0.408 L/588 0.252 0.544 L/389
2 1 0.000 0.408 0.085 0.544 L/1149 0.085 0.128
3 1 0.006 0.408 L/16943 0.091 0.544 L/1077
•
Page 3 1453-275-0P12-HDR H3.dsn
STRESS INDICES CASE MSI VSI
1 0.174 0.259
2 0.084 0.125
3 0.126 0.178
4 0.160 0.243
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 3 1453-275-0P12-HDR H4.dsn
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 MOOD 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 1453\1453-275-0P12-BEAMS\1453-275-OP12-HDI
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 09:29:43
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-OP12-HDR H3
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 16.000' 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 2081 2317 1666 0.008 0.014
ALLOWABLE 9188 13282 6428 0.140 0.210
STRESS INDICES 0.226 0.174 0.259 L/6706 L/3732
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
4.500'
TOTAL SPAN: 4.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR TOP 120.0 PLF 0.000 4.500
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 4.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 4.500
ALL 1 CONC DEAD ROOF TOP 614.7 LBS 3.000
Page 2 1453-275-0P12-HDR H3.dsn
+1 1 UNIF LIVE FLOOR TOP 240.0 PLF 0.000 4.500
1 1 CONC LIVE ROOF TOP 922.0 LBS 3.000
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 4.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 3.000
+3 1 UNIF LIVE FLOOR TOP 320.0 PLF 0.000 4.500
4 1 CONC LIVE ROOF TOP 1229.3 LBS 3.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 2317 1666 1.00
2 1008 726 0.90
3 1668 1146 1.00
4 2131 1559 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1569 2081
2 721 926
3 1441 1646
4 1131 1746
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 721 926
2 721 926
3 721 926
4 721 926
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 847 1155
2 0 0
3 720 720
4 410 820
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
3.500 3.500
CONCENTRATED LOADS
SPAN TYPE Wl (LBS) X1 (FT) MIN BRG (IN)
1 DEAD 614.7 3.000 3.000
1 LIVE 1229.3 3.000 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.008 0.140 L/6706 0.014 0.210 L/3732
2 1 0.000 0.140 0.006 0.210 L/8418 0.006 0.009
3 1 0.005 0.140 L/11179 0.011 0.210 L/4808
4 1 0.006 0.140 L/9099 0.012 0.210 L/4378
**** 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 1453-275-0P12-HDR H2.dsn
4 1 0.006 0.408 L/16943 0.091 0.544 L/1079
5 1 0.011 0.408 L/9201 0.096 0.544 L/1022
**** 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 0.949 0.738
2 0.356 0.278
3 0.339 0.289
4 0.333 0.258
5 0.357 0.278
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 1453\1453-275-OP12-BEAMS\1453-275-0P12-HDI
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 09:32:28
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-0P12-HDR H4
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 18.500' 0.000' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 4479 6640 3195 0.053 0.092
ALLOWABLE 9188 13282 6428 0.207 0.310
STRESS INDICES 0.488 0.500 0.497 L/1412 L/808
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
6.500'
TOTAL SPAN: 6.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 341.0 PLF 0.000 6.500
+ALL 1 UNIF DEAD FLOOR TOP 138.8 PLF 0.000 6.500
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500
1 1 UNIF LIVE ROOF TOP 511.5 PLF 0.000 6.500
+1 1 UNIF LIVE FLOOR TOP 277.5 PLF 0.000 6.500
M
Page 2 1453-275-0P12-HDR H4.dsn
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500
+3 1 UNIF LIVE FLOOR TOP 370.0 PLF 0.000 6.500
4 1 UNIF LIVE ROOF TOP 682.0 PLF 0.000 6.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 6640 3195 1.00
2 2839 1370 0.90
3 4622 2226 1.00
4 6125 2947 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4479 4479
2 1915 1915
3 3118 3118
4 4132 4132
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1915 1915
2 1915 1915
3 1915 1915
4 1915 1915
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 2564 2564
2 0 0
3 1203 1203
4 2217 2217
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. LI? INSTANT LONG-TERM
1 1 0.053 0.207 L/1412 0.092 0.310 L/808
2 1 0.000 0.207 0.039 0.310 L/1891 0.039 0.059
3 1 0.025 0.207 L/3011 0.064 0.310 L/1161
4 1 0.046 0.207 L/1634 0.085 0.310 L/876
**** 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 0.500 0.497
2 0.237 0.237
3 0.348 0.346
4 0.461 0.458
SLENDERNESS RATIO = 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
Page 3 1453-275-0P12-HDR H5.dsn
STRESS INDICES CASE MSI VSI
1 0.535 0.617
2 0.247 0.287
3 0.311 0.362
4 0.553 0.632
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 1453\1453-275-0P12-BEAMS\1453-275-0P12-HDE
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 09:37:14
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-OP12-HDR H5
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 18.500' 0.000' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 4415 7339 4063 0.035 0.060
ALLOWABLE 9188 13282 6428 0.174 0.260
STRESS INDICES 0.481 0.553 0.632 L/1806 L/1045
LOAD CASE 1 4 4 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
5.500'
TOTAL SPAN: 5.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR TOP 138.8 PLF 0.000 5.500
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 5.500
ALL 1 CONC DEAD ROOF TOP 1866.3 LBS 2.000
Page 2 1453-275-0P12-HDR H5.dsn
+1 1 UNIF LIVE FLOOR TOP 277.5 PLF 0.000 5.500
1 1 CONC LIVE ROOF TOP 2799.5 LBS 2.000
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 5.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 2.000
+3 1 UNIF LIVE FLOOR TOP 370.0 PLF 0.000 5.500
4 1 CONC LIVE ROOF TOP 3732.7 LBS 2.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 7100 3965 1.00
2 2957 1659 0.90
3 4128 2330 1.00
4 7339 4063 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4415 3143
2 1870 1361
3 2888 2379
4 4246 2719
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1870 1361
2 1870 1361
3 1870 1361
4 1870 1361
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 2545 1781
2 0 0
3 1018 1018
4 2375 1357
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 1866.3 2.000 3.000
1 LIVE 3732.7 2.000 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.035 0.174 L/1806 0.060 0.260 L/1045
2 1 0.000 0.174 0.025 0.260 L/2483 0.025 0.038
3 1 0.012 0.174 L/5100 0.037 0.260 L/1672
4 1 0.034 0.174 L/1841 0.059 0.260 L/1057
**** 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 1453-275-0P12-HDR H7.dsn
STRESS INDICES CASE MSI VSI
1 0.301 0.157
2 0.135 0.073
3 0.246 0.120
4 0.242 0.133
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.
f 1
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1453\1453-275-OP12-BEAMS\1453-275-0P12-HD}
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 09:40:45
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-OP12-HDR H6
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 18.500' 0.000' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 3277 5069 2812 0.037 0.066
ALLOWABLE 9188 13282 6428 0.207 0.310
STRESS INDICES 0.357 0.382 0.437 L/2004 L/1126
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
6.500'
TOTAL SPAN: 6.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR TOP 138.8 PLF 0.000 6.500
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500
ALL 1 CONC DEAD ROOF TOP 906.3 LBS 4.500
Page 2 1453-275-0P12-HDR H6.dsn
+1 1 UNIF LIVE FLOOR TOP 277.5 PLF 0.000 6.500
1 1 CONC LIVE ROOF TOP 1359.5 LBS 4.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 4.500
+3 1 UNIF LIVE FLOOR TOP 370.0 PLF 0.000 6.500
4 1 CONC LIVE ROOF TOP 1812.7 LBS 4.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 5069 2812 1.00
2 2184 1217 0.90
3 3878 2073 1.00
4 4534 2489 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2406 3277
2 1086 1434
3 2288 2637
4 1643 2689
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1086 1434
2 1086 1434
3 1086 1434
4 1086 1434
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1320 1843
2 0 0
3 1203 1203
4 558 1255
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 906.3 4.500 3.000
1 LIVE 1812.7 4.500 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.037 0.207 L/2004 0.066 0.310 L/1126
2 1 0.000 0.207 0.029 0.310 L/2569 0.029 0.043
3 1 0.025 0.207 L/3011 0.054 0.310 L/1388
4 1 0.025 0.207 L/2982 0.054 0.310 L/1382
**** 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 1453-275-OP12-HDR H8.dsn
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
T � ,
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1453\1453-275-OP12-BEAMS\1453-275-OP12-HDI
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 09:47:04
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-0P12-HDR H7
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.OE
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 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 1367 6094 1260 0.162 0.278
ALLOWABLE 9188 20246 6035 0.540 0.810
STRESS INDICES 0.149 0.301 0.157 L/1197 L/701
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
*** NO WALL LOAD WAS USED.
STRUCTURAL GEOMETRY
SPAN 1
16.500'
TOTAL SPAN: 16.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 37.7 PLF 0.000 16.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 16.500
Page 2 1453-275-0P12-HDR H7.dsn
ALL 1 CONC DEAD FLOOR TOP 257.7 LBS 6.000
1 1 UNIF LIVE ROOF TOP 56.5 PLF 0.000 16.500
1 1 CONC LIVE FLOOR TOP 515.5 LBS 6.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 16.500
2 1 CONC LIVE FLOOR TOP 0.0 LBS 6.000
3 1 CONC LIVE FLOOR TOP 687.3 LBS 6.000
4 1 UNIF LIVE ROOF TOP 75.3 PLF 0.000 16.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 6094 1260 1.00
2 2469 529 0.90
3 4983 968 1.00
4 4890 1065 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1367 1156
2 573 503
3 1010 752
4 1194 1124
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 573 503
2 573 503
3 573 503
4 573 503
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 794 654
2 0 0
3 437 250
4 621 621
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
3.500 3.500
CONCENTRATED LOADS
SPAN TYPE WI (LBS) X1 (FT) MIN BRG (IN)
1 DEAD 257.7 6.000 3.000
1 LIVE 687.3 6.000 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.162 0.540 L/1197 0.278 0.810 L/701
2 1 0.000 0.540 0.115 0.810 L/1691 0.115 0.173
3 1 0.097 0.540 L/2001 0.212 0.810 L/916
4 1 0.120 0.540 L/1623 0.235 0.810 L/828
**** 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 1453-275-0P12-HDR H6.dsn
STRESS INDICES CASE MSI VSI
1 0.382 0.437
2 0.183 0.210
3 0.292 0.322
4 0.341 0.387
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.
al
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1453\1453-275-0P12-BEAMS\1453-275-0P12-HD1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 06/14/13 11:05:44
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1453-275-0P12-HDR H8
STATE: OR CODE: IBC
PRODUCT: 3-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 18.500' 0.000' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 5955 14843 5401 0.150 0.222
ALLOWABLE 13781 19924 9643 0.274 0.410
STRESS INDICES 0.432 0.745 0.560 L/657 L/444
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC.
FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD
PLY WITH 2 ROWS OF l6d (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 REQUIRED.
*** 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 Wl W2 Xl (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR TOP 138.8 PLF 0.000 8.500
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500
+ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 8.500
•
.4 I
Page 2 1453-275-0P12-HDR H8.dsn
ALL 1 CONC DEAD FLOOR TOP 857.2 LBS 3.000
ALL 1 CONC DEAD FLOOR TOP 656.2 LBS 4.000
+1 1 UNIF LIVE FLOOR TOP 370.0 PLF 0.000 8.500
1 1 CONC LIVE FLOOR TOP 2285.8 LBS 3.000
1 1 CONC LIVE FLOOR TOP 1749.8 LBS 4.000
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500
2 1 CONC LIVE FLOOR TOP 0.0 LBS 3.000
2 1 CONC LIVE FLOOR TOP 0.0 LBS 4.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 14843 5401 1.00
2 4741 1757 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 5955 4889
2 1977 1687
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1977 1687
2 1977 1687
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3978 3203
2 0 0
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 857.2 3.000 3.000
1 DEAD 656.2 4.000 3.000
1 LIVE 2285.8 3.000 3.000
1 LIVE 1749.8 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 0.150 0.274 L/657 0.222 0.410 L/444
2 1 0.000 0.274 0.072 0.410 L/1373 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 0.745 0.560
2 0.264 0.202
SLENDERNESS RATIO = 1.81 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED