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Page 1 C:\Users\NWUD\Desktop\NWJD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-BEAM A.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 17:25:07
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, RECE
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
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COMPANY: STONE BRIDGE HOMES NW LLCEC132412
JOB ID: 1443-247-BEAM A (�/T,
STATE: OR CODE: IBC /""// 77G
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.0E —vitair TG/4RD
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) 1�C1 (�/o�
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 3783 11385 3567 0.169 0.298
ALLOWABLE 9188 20246 8035 0.407 0.610
STRESS INDICES 0.412 0.562 0.444 L/865 L/492
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
10" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD
*** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE
LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
12.500'
TOTAL SPAN: 12.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
ALL 1 *UNIF DEAD FLOOR SIDE 127.6 PLF 5.500 12.500
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 12.500
ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 12.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.500
ALL 1 *CONC DEAD FLOOR SIDE 391.4 LBS 5.500
I r y
Page 2 1443-247-BEAM A.dsn
1 1 *UNIF LIVE FLOOR SIDE 255.3 PLF 5.500 12.500
1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 12.500
1 1 *CONC LIVE FLOOR SIDE 782.7 LBS 5.500
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 5.500 12.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 12.500
2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 5.500
3 1 *UNIF LIVE FLOOR SIDE 340.4 PLF 5.500 12.500
3 1 *CONC LIVE FLOOR SIDE 1043.6 LBS 5.500
4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 12.500
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 10164 3154 1.00
2 4824 1453 0.90
3 11385 3567 1.00
4 5383 1607 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2342 3380
2 1262 1609
3 2514 3783
4 1450 1796
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1262 1609
2 1262 1609
3 1262 1609
4 1262 1609
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1079 1772
2 0 0
3 1252 2175
4 188 188
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 391.4 5.500 3.500
1 LIVE 1043.6 5.500 3.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.139 0.407 L/1058 0.267 0.610 L/549
2 1 0.000 0.407 0.128 0.610 L/1140 0.128 0.193
3 1 0.169 0.407 L/865 0.298 0.610 L/492
4 1 0.015 0.407 L/9539 0.144 0.610 L/1019
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
T
Page 3 1443-247-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 0.502 0.393
2 0.265 0.201
3 0.562 0.444
4 0.266 0.200
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.
I
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-BEAM B.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 17:30:15
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM B
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 0.000' 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 12840 23331 12781 0.135 0.238
ALLOWABLE 18375 40491 16071 0.390 0.585 .
STRESS INDICES 0.699 0.576 0.795 L/1043 L/590
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
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
12.000'
TOTAL SPAN: 12.00 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 12.000
+ALL 1 UNIF DEAD FLOOR SIDE 45.0 PLF 0.000 12.000
+ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 12.000
ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 12.000
ALL 1 CONC DEAD ROOF TOP 4623.0 LBS 10.000
+1 1 UNIF LIVE FLOOR SIDE 90.0 PLF 0.000 12.000
1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 12.000
1 1 CONC LIVE ROOF TOP 6934.5 LBS 10.000
+2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 12.000
2 1 CONC LIVE ROOF TOP 0.0 LBS 10.000
+3 1 UNIF LIVE FLOOR SIDE 120.0 PLF 0.000 12.000
4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 12.000
4 1 CONC LIVE ROOF TOP 9246.0 LBS 10.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
Page 2 1443-247-BEAM B.dsn
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 20611 11326 1.00
2 8890 4853 0.90
3 10373 5555 1.00
4 23331 12781 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 3704 11409
2 1873 4955
3 2593 5675
4 3594 12840
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1873 4955
2 1873 4955
3 1873 4955
4 1873 4955
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1831 6454
2 0 0
3 720 720
4 1721 7885
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 4623.0 10.000 3.500
1 LIVE 9246.0 10.000 3.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.120 0.390 L/1169 0.224 0.585 L/628
2 1 0.000 0.390 0.103 0.585 L/1359 0.103 0.155
3 1 0.026 0.390 L/5407 0.129 0.585 L/1087
4 1 0.135 0.390 L/1043 0.238 0.585 L/590
**** 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 0.509 0.705
2 0.244 0.336
3 0.256 0.346
4 0.576 0.795
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
Page 3 1443-247-BEAM B.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.
• e S
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-BEAM C.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 17:19:32
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM C
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' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 1435 5557 1402 0.190 0.283
ALLOWABLE 9188 20246 8035 0.557 0.835
STRESS INDICES 0.156 0.274 0.174 L/1054 L/709
LOAD CASE 1 .1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
17.000'
TOTAL SPAN: 17.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
ALL 1 *UNIF DEAD FLOOR SIDE 45.0 PLF 6.500 17.000
ALL 1 *UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 6.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 17.000
1 1 *UNIF LIVE FLOOR SIDE 120.0 PLF 6.500 17.000
1 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 6.500
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 6.500 17.000
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.500
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
r
Page 2 1443-247-BEAM C.dsn
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 5557 1402 1.00
2 1816 455 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1214 1435
2 405 465
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 405 465
2 405 465
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 810 970
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 0.190 0.557 L/1054 0.283 0.835 L/709
2 1 0.000 0.557 0.093 0.835 L/2163 0.093 0.139
**** 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 0.274 0.174
2 0.100 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.
V y [ I R
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-BEAM D.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 17:38:21
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: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM D
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 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 13441 11549 9772 0.133 0.237
ALLOWABLE 18375 40491 16071 0.574 0.860
STRESS INDICES 0.731 0.285 0.608 L/1558 L/871
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
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
17.500'
TOTAL SPAN: 17.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 17.500
+ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 17.500
ALL 1 CONC DEAD ROOF TOP 4632.0 LBS 16.500
+1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 17.500
1 1 CONC LIVE ROOF TOP 6948.0 LBS 16.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 17.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 16.500
+3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 17.500
4 1 CONC LIVE ROOF TOP 9264.0 LBS 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 9880 8425 1.00
2 4095 3470 0.90
3 5230 3774 1.00
Page 2 1443-247-BEAM D.dsn
4 11549 9772 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1264 11520
2 604 4707
3 954 5057
4 1133 13441
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 604 4707
2 604 4707
3 604 4707
4 604 4707
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 660 6813
2 0 0
3 350 350
4 529 8735
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 4632.0 16.500 3.500
1 LIVE 9264.0 16.500 3.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.129 0.574 L/1600 0.234 0.860 L/883
2 1 0.000 0.574 0.105 0.860 L/1970 0.105 0.157
3 1 0.040 0.574 L/5109 0.145 0.860 L/1425
4 1 0.133 0.574 L/1558 0.237 0.860 L/871
**** 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 0.244 0.524
2 0.112 0.240
3 0.129 0.235
4 0.285 0.608
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.
0 0 1
Page 3 1443-247-BEAM D.dsn
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.
k 1 t
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-BEAM E.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 17:50:54
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM E
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 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 6043 25653 5929 0.479 0.681
ALLOWABLE 18375 40491 16071 0.565 0.848
STRESS INDICES 0.329 0.634 0.369 L/425 L/299
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
17.250'
TOTAL SPAN: 17.25 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD FLOOR SIDE 127.6 PLF 4.000 17.250
ALL 1 UNIF DEAD FLOOR SIDE 52.6 PLF 4.000 17.250
+ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 17.250
ALL 1 CONC DEAD FLOOR SIDE 331.1 LBS 4.000
ALL 1 CONC DEAD FLOOR SIDE 189.8 LBS 4.000
1 1 UNIF LIVE FLOOR SIDE 340.4 PLF 4.000 17.250
1 1 UNIF LIVE FLOOR SIDE 140.4 PLF 4.000 17.250
1 1 CONC LIVE FLOOR SIDE 882.9 LBS 4.000
1 1 CONC LIVE FLOOR SIDE 506.2 LBS 4.000
2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 4.000 17.250
2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 4.000 17.250
2 1 CONC LIVE FLOOR SIDE 0.0 LBS 4.000
2 1 CONC LIVE FLOOR SIDE 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 25653 5929 1.00
Page 2 1443-247-BEAM E.dsn
2 7618 1764 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 5036 6043
2 1523 1797
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1523 1797
2 1523 1797
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3513 4245
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 331.1 4.000 3.500
1 DEAD 189.8 4.000 3.500
1 LIVE 882.9 4.000 3.500
1 LIVE 506.2 4.000 3.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.479 0.565 L/425 0.681 0.848 L/299
2 1 0.000 0.565 0.202 0.848 L/1007 0.202 0.303
**** 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 0.634 0.369
2 0.209 0.122
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 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-BEAM F.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 17:55:47
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM F
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' 17.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 2669 5623 2484 0.046 0.079
ALLOWABLE 9188 20246 8035 0.290 0.435
STRESS INDICES 0.291 0.278 0.309 L/2253 L/1329
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
10" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
9.000'
TOTAL SPAN: 9.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 131.3 PLF 0.000 9.000
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 9.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 9.000
+1 1 *UNIF LIVE FLOOR SIDE 350.0 PLF 0.000 9.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
•
a
Page 2 1443-247-BEAM F.dsn
1 5623 2484 1.00
2 2305 960 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2669 2669
2 1094 1094
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1094 1094
2 1094 1094
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1575 1575
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 0.046 0.290 L/2253 0.079 0.435 L/1329
2 1 0.000 0.290 0.032 0.435 L/3243 0.032 0.048
**** 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 0.278 0.309
2 0.126 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.
0 I p ?
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-BEAM G.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 17:46:24
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE 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: 1443-247-BEAM G
STATE: OR CODE: IBC
PRODUCT: 1-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.OE
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 4.000' 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 696 1987 679 0.069 0.100
ALLOWABLE 4594 10123 4018 0.390 0.585
STRESS INDICES 0.151 0.196 0.169 L/2028 L/1399
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
12.000'
TOTAL SPAN: 12.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 12.000
+ALL 1 UNIF WEIGHT BEAM 5.9 PLF 0.000 12.000
+1 1 UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 12.000
+2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 1987 679 1.00
2 616 210 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 696 696
r I a
Page 2 1443-247-BEAM G.dsn
2 216 216
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 216 216
2 216 216
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 480 480
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 0.069 0.390 L/2028 0.100 0.585 L/1399
2 1 0.000 0.390 0.031 0.585 L/4513 0.031 0.047
**** 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 0.196 0.169
2 0.068 0.058
SLENDERNESS RATIO = 6.79 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
•
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-BEAM H.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 17:59:05
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM H
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 5.500' 6.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 1026 1393 976 0.006 0.008
ALLOWABLE 9187 20246 8035 0.190 0.285
STRESS INDICES 0.112 0.069 0.121 L/11664 L/8188
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
6.000'
TOTAL SPAN: 6.00 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 6.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.000
+1 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 6.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 1393 976 1.00
•
Page 2 1443-247-BEAM H.dsn
2 415 291 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1026 1026
2 306 306
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 306 306
2 306 306
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 720 720
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 0.006 0.190 L/11664 0.008 0.285 L/8188
2 1 0.000 0.190 0.002 0.285 L/27475 0.002 0.004
**** 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 0.069 0.121
2 0.023 0.040
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 1443\1443-247-BEAMS\1443-247-BEAM I.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 18:04:29
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM I
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 10.000' 5.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 1314 1785 1251 0.008 0.011
ALLOWABLE 9188 20246 8035 0.190 0.285
STRESS INDICES 0.143 0.088 0.156 L/9030 L/6389
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
10" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
6.000'
TOTAL SPAN: 6.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 116.3 PLF 0.000 6.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.000
+1 1 *UNIF LIVE FLOOR SIDE 310.0 PLF 0.000 6.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 1785 1251 1.00
Page 2 1443-247-BEAM I.dsn
2 522 366 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1314 1314
2 384 384
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 384 384
2 384 384
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 930 930
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 0.008 0.190 L/9030 0.011 0.285 L/6389
2 1 0.000 0.190 0.003 0.285 L/21846 0.003 0.005
**** 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 0.088 0.156
2 0.029 0.051
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 1443\1443-247-BEAMS\1443-247-BEAM J.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 18:06:34
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM J
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 3.500' 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 3022 7498 2938 0.103 0.144
ALLOWABLE 9187 20246 8035 0.340 0.510
STRESS INDICES 0.329 0.370 0.366 L/1194 L/850
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
8" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
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 FLOOR SIDE 153.8 PLF 0.000 10.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 10.500
+1 1 *UNIF LIVE FLOOR SIDE 410.0 PLF 0.000 10.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.500
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 7498 2938 1.00
' l 1
Page 2 1443-247-BEAM J.dsn
2 2158 845 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 3022 3022
2 870 870
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 870 870
2 870 870
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 2153 2153
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. LI? INSTANT LONG-TERM
1 1 0.103 0.340 L/1194 0.144 0.510 L/850
2 1 0.000 0.340 0.041 0.510 L/2955 0.041 0.062
**** 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 0.370 0.366
2 0.118 0.117
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 1443\1443-247-BEAMS\1443-247-BEAM K.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 18:08:19
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM K
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 12.500' 3.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 2372 5886 2307 0.080 0.113
ALLOWABLE 9188 20246 8035 0.340 0.510
STRESS INDICES 0.258 0.291 0.287 L/1530 L/1083
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
10" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
10.500'
TOTAL SPAN: 10.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 120.0 PLF 0.000 10.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 10.500
+1 1 *UNIF LIVE FLOOR SIDE 320.0 PLF 0.000 10.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.500
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 5886 2307 1.00
•
Page 2 1443-247-BEAM EC.dsn
2 1718 673 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2372 2372
2 692 692
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 692 692
2 692 692
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1680 1680
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 0.080 0.340 L/1530 0.113 0.510 L/1083
2 1 0.000 0.340 0.033 0.510 L/3711 0.033 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 0.291 0.287
2 0.094 0.093
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 1443\1443-247-BEAMS\1443-247-BEAM L.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 19:07:50
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM L
STATE: OR CODE: IBC
PRODUCT: 3-PLY 1-3/4" X 18" 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 9.000' 12.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 7447 37700 7361 0.420 0.602
ALLOWABLE 13781 65772 18270 0.707 1.060
STRESS INDICES 0.540 0.573 0.403 L/606 L/423
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
CONNECTION
***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 8" OC.
FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD
PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 8" OC. TO THE UN-NAILED
SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX
NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4")
MAY BE USED.
*** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD
*** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE
LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
21.500'
TOTAL SPAN: 21.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 161.3 PLF 0.000 21.500
+ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 21.500
ALL 1 *CONC DEAD FLOOR SIDE 293.5 LBS 5.500
+1 1 *UNIF LIVE FLOOR SIDE 430.0 PLF 0.000 21.500
o
Page 2 1443-247-BEAM L.dsn
1 1 *CONC LIVE FLOOR SIDE 782.5 LBS 5.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 21.500
2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 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 37700 7361 1.00
2 11385 2216 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 7447 6922
2 2242 2099
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2242 2099
2 2242 2099
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 5205 4823
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 293.5 5.500 3.500
1 LIVE 782.5 5.500 3.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.420 0.707 L/606 0.602 1.060 L/423
2 1 0.000 0.707 0.182 1.060 L/1400 0.182 0.273
**** 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 0.573 0.403
2 0.192 0.135
SLENDERNESS RATIO = 3.43 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
•
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-SEAM M.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 18:57:40
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM M
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 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 8881 6061 5994 -0.041 -0.061
ALLOWABLE 9188 20246 8035 0.200 0.300
STRESS INDICES 0.967 0.299 0.746 2L/1177 2L/782
LOAD CASE 8 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) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD
*** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE
LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1 RIGHT CANT
9.000' 2.000'
TOTAL SPAN: 11.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 120.0 PLF 8.000 9.000
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 8.000 9.000
+ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 9.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 9.000
ALL 1 CONC DEAD ROOF TOP 2516.0 LBS 8.000
,
Page 2 1443-247-BEAM M.dsn
ALL 1 *CONC DEAD FLOOR SIDE 600.8 LBS 8.000
ALL R UNIF DEAD ROOF TOP 120.0 PLF 0.000 2.000
ALL R UNIF DEAD WALL TOP 100.0 PLF 0.000 2.000
+ALL R UNIF DEAD FLOOR TOP 15.0 PLF 0.000 2.000
+ALL R UNIF WEIGHT BEAM 11.9 PLF 0.000 2.000
1 1 UNIF LIVE ROOF TOP 180.0 PLF 8.000 9.000
+1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 9.000
1 1 CONC LIVE ROOF TOP 3774.0 LBS 8.000
1 1 *CONC LIVE FLOOR SIDE 1201.6 LBS 8.000
1 R UNIF LIVE ROOF TOP 180.0 PLF 0.000 2.000
+1 R UNIF LIVE FLOOR TOP 30.0 PLF 0.000 2.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 8.000 9.000
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 9.000
2 1 CONC LIVE ROOF TOP 0.0 LBS 8.000
2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 8.000
2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.000
+2 R UNIF LIVE FLOOR TOP 0.0 PLF 0.000 2.000
3 1 UNIF LIVE ROOF TOP 180.0 PLF 8.000 9.000
+3 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 9.000
3 1 CONC LIVE ROOF TOP 3774.0 LBS 8.000
3 1 *CONC LIVE FLOOR SIDE 1201.6 LBS 8.000
4 R UNIF LIVE ROOF TOP 180.0 PLF 0.000 2.000
+4 R UNIF LIVE FLOOR TOP 30.0 PLF 0.000 2.000
+5 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 9.000
5 1 *CONC LIVE FLOOR SIDE 1602.2 LBS 8.000
+5 R UNIF LIVE FLOOR TOP 40.0 PLF 0.000 2.000
+6 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 9.000
6 1 *CONC LIVE FLOOR SIDE 1602.2 LBS 8.000
+7 R UNIF LIVE FLOOR TOP 40.0 PLF 0.000 2.000
8 1 UNIF LIVE ROOF TOP 240.0 PLF 8.000 9.000
8 1 CONC LIVE ROOF TOP 5032.0 LBS 8.000
8 R UNIF LIVE ROOF TOP 240.0 PLF 0.000 2.000
9 1 UNIF LIVE ROOF TOP 240.0 PLF 8.000 9.000
9 1 CONC LIVE ROOF TOP 5032.0 LBS 8.000
10 R UNIF LIVE ROOF TOP 240.0 PLF 0.000 2.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 5683 5994 1.00
2 2093 2325 0.90
3 6061 5946 1.00
4 1715 2373 1.00
5 3389 3914 1.00
6 3461 3905 1.00
7 2021 2334 1.00
8 5584 5629 1.00
9 6016 5574 1.00
10 1661 2380 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1076 8842
2 425 3648
3 1123 8376
4 378 4115
5 774 5341
6 783 5252
7 416 3737
8 944 8881
9 997 8347
10 371 4181
Page 3 1443-247-BEAM M.dsn
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 425 3648
2 425 3648
3 425 3648
4 425 3648
5 425 3648
6 425 3648
7 425 3648
8 425 3648
9 425 3648
10 425 3648
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 651 5194
2 0 0
3 698 4728
4 -47 467
5 349 1693
6 358 1604
7 -9 89
8 519 5233
9 572 4700
10 -53 533
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 2516.0 8.000 3.500
1 DEAD 600.8 8.000 3.500
1 LIVE 5032.0 8.000 3.500
1 LIVE 1602.2 8.000 3.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.037 0.290 L/2846 0.059 0.435 L/1771
1 R -0.036 0.200 2L/1344 -0.056 0.300 2L/852
2 1 0.000 0.290 0.022 0.435 L/4687 0.022 0.033
2 R 0.000 0.200 -0.021 0.300 2L/2326 -0.021 -0.031
3 1 0.040 0.290 L/2591 0.063 0.435 L/1669
3 R -0.041 0.200 2L/1177 -0.061 0.300 2L/782
4 1 -0.004 0.290 L/28912 0.019 0.435 L/5591
4 R 0.005 0.200 2L/9493 -0.016 0.300 2L/3081
5 1 0.016 0.290 L/6476 0.038 0.435 L/2719
5 R -0.015 0.200 2L/3204 -0.036 0.300 2L/1348
6 1 0.017 0.290 L/6212 0.039 0.435 L/2671
6 R -0.016 0.200 2L/3011 -0.037 0.300 2L/1312
7 1 -0.001 0.290 L/151790 0.022 0.435 L/4836
7 R 0.001 0.200 2L/49838 -0.020 0.300 2L/2440
8 1 0.033 0.290 L/3179 0.055 0.435 L/1894
8 R -0.033 0.200 2L/1471 -0.053 0.300 2L/901
9 1 0.037 0.290 L/2824 0.059 0.435 L/1763
9 R -0.038 0.200 2L/1250 -0.059 0.300 2L/813
10 1 -0.004 0.290 L/25298 0.018 0.435 L/5749
10 R 0.006 0.200 2L/8306 -0.015 0.300 2L/3231
Page 4 1443-247-BEAM M.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 0.281 0.746
2 0.115 0.321
3 0.299 0.740
4 0.085 0.295
5 0.167 0.487
6 0.171 0.486
7 0.100 0.290
8 0.276 0.701
9 0.297 0.694
10 0.082 0.296
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 1443\1443-247-BEAMS\1443-247-BEAM N.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 18:19:52
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-BEAM N
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' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 7710 4223 2881 0.011 0.017
ALLOWABLE 9188 20246 8035 0.195 0.293
STRESS INDICES 0.839 0.209 0.359 L/6115 L/4237
LOAD CASE 8 8 8 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) .
NOTES
CONNECTION
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1 SPAN 2
6.000' 5.500'
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 307.7 PLF 0.000 6.000
ALL 1 *UNIF DEAD WALL SIDE 100.0 PLF 0.000 6.000
ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 0.000 6.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.000
ALL 2 UNIF DEAD ROOF TOP 307.7 PLF 0.000 5.500
ALL 2 *UNIF DEAD WALL SIDE 100.0 PLF 0.000 5.500
ALL 2 *UNIF DEAD FLOOR SIDE 60.0 PLF 0.000 5.500
+ALL 2 UNIF WEIGHT BEAM 11.9 PLF 0.000 5.500
1 1 UNIF LIVE ROOF TOP 461.5 PLF 0.000 6.000
1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 0.000 6.000
1 2 UNIF LIVE ROOF TOP 461.5 PLF 0.000 5.500
I. , • 0 ,
Page 2 1443-247-BEAM N.dsn
1 2 *UNIF LIVE FLOOR SIDE 120.0 PLF 0.000 5.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.000
2 2 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.500
2 2 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 5.500
3 1 UNIF LIVE ROOF TOP 461.5 PLF 0.000 6.000
3 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 0.000 6.000
4 2 UNIF LIVE ROOF TOP 461.5 PLF 0.000 5.500
4 2 *UNIF LIVE FLOOR SIDE 120.0 PLF 0.000 5.500
5 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 6.000
5 2 *UNIF LIVE FLOOR SIDE 160.0 PLF 0.000 5.500
6 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 6.000
7 2 *UNIF LIVE FLOOR SIDE 160.0 PLF 0.000 5.500
8 1 UNIF LIVE ROOF TOP 615.3 PLF 0.000 6.000
8 2 UNIF LIVE ROOF TOP 615.3 PLF 0.000 5.500
9 1 UNIF LIVE ROOF TOP 615.3 PLF 0.000 6.000
10 2 UNIF LIVE ROOF TOP 615.3 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 -3888 2806 1.00
2 -1793 1314 0.90
3 -2893 2444 1.00
4 -2789 2600 1.00
5 -2157 1810 1.00
6 -1883 1406 1.00
7 -2067 1794 1.00
8 -4223 2881 1.00
9 -3170 2701 1.00
10 -2847 2549 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2 BRG#3
1 2096 7122 2174
2 989 3280 976
3 2271 5157 766
4 814 5246 2384
5 1045 3974 1346
6 1093 3433 959
7 941 3821 1363
8 2409 7710 2203
9 2594 5630 713
10 804 5360 2465
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2 BRG#3
1 989 3280 976
2 989 3280 976
3 989 3280 976
4 989 3280 976
5 989 3280 976
6 989 3280 976
7 989 3280 976
8 989 3280 976
9 989 3280 976
10 989 3280 976
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2 BRG#3
Page 3 1443-247-BEAM N.dsn
1 1107 3842 1198
2 0 0 0
3 1282 1877 -210
4 -175 1966 1408
5 56 694 370
6 104 153 -17
7 -48 541 387
8 1420 4429 1227
9 1605 2349 -263
10 -185 2080 1490
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 0.006 0.195 L/12604 0.011 0.293 L/6559
1 2 0.005 0.178 L/14121 0.008 0.268 L/7922
2 1 0.000 0.195 0.005 0.293 L/13678 0.005 0.008
2 2 0.000 0.178 0.004 0.268 L/18048 0.004 0.005
3 1 0.009 0.195 L/7656 0.014 0.293 L/4921
3 2 -0.004 0.178 L/17959 -0.002 0.268 L/38995
4 1 -0.004 0.195 L/18147 0.002 0.293 L/37399
4 2 0.008 0.178 L/8148 0.011 0.268 L/5638
5 1 -0.000 0.195 L/161756 0.005 0.293 L/14304
5 2 0.002 0.178 L/33965 0.005 0.268 L/11813
6 1 0.001 0.195 L/94068 0.006 0.293 L/11958
6 2 -0.000 0.178 L/220675 0.003 0.268 L/19455
7 1 -0.001 0.195 L/65954 0.004 0.293 L/16792
7 2 0.002 0.178 L/29613 0.006 0.268 L/11267
8 1 0.008 0.195 L/9175 0.013 0.293 L/5491
8 2 0.004 0.178 L/15309 0.008 0.268 L/8287
9 1 0.011 0.195 L/6115 0.017 0.293 L/4237
9 2 -0.004 0.178 L/14345 -0.002 0.268 L/27444
10 1 -0.004 0.195 L/17149 0.002 0.293 L/41028
10 2 0.008 0.178 L/7700 0.012 0.268 L/5420
**** 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 0.192 0.349
2 0.098 0.182
3 0.143 0.304
4 0.138 0.324
5 0.107 0.225
6 0.093 0.175
7 0.102 0.223
8 0.209 0.359
9 0.157 0.336
10 0.141 0.317
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.
Page 4 1443-247-BEAM N.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 1443\1443-247-BEAMS\1443-247-HDR H1.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 19:14:17
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-HDR H1
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.OE
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 17.000' 0.000' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 2516 4986 1969 0.069 0.121
ALLOWABLE 9188 13282 6428 0.274 0.410
STRESS INDICES 0.274 0.375 0.306 L/1418 L/814
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
*** 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
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 127.5 PLF 0.000 8.500
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500
ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 8.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.500
+1 1 UNIF LIVE FLOOR TOP 255.0 PLF 0.000 8.500
1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 8.500
Page 2 1443-247-HDR Hl.dsn
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500
+3 1 UNIF LIVE FLOOR TOP 340.0 PLF 0.000 8.500
4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 8.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 4460 1762 1.00
2 2122 842 0.90
3 4986 1969 1.00
4 2375 942 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2250 2250
2 1071 1071
3 2516 2516
4 1199 1199
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1071 1071
2 1071 1071
3 1071 1071
4 1071 1071
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1179 1179
2 0 0
3 1445 1445
4 128 128
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 0.057 0.274 L/1737 0.108 0.410 L/910
2 1 0.000 0.274 0.051 0.410 L/1913 0.051 0.077
3 1 0.069 0.274 L/1418 0.121 0.410 L/814
4 1 0.006 0.274 L/16069 0.058 0.410 L/1709
**** 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 0.336 0.274
2 0.178 0.146
3 0.375 0.306
4 0.179 0.147
SLENDERNESS RATIO = 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
Page 3 1443-247-HDR H1.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 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 1443\1443-247-BEAMS\1443-247-HDR H2.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 19:17:41
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-HDR H2
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.OE
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 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 866 522 505 0.001 0.001
ALLOWABLE 9188 13282 6428 0.090 0.135
STRESS INDICES 0.094 0.039 0.079 L/41957 L/29876
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
3.000'
TOTAL SPAN: 3.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 3.000
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 3.000
ALL 1 CONC DEAD FLOOR TOP 279.8 LBS 0.750
+1 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 3.000
Page 2 1443-247-HDR H2.dsn
1 1 CONC LIVE FLOOR TOP 746.2 LBS 0.750
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 3.000
2 1 CONC LIVE FLOOR TOP 0.0 LBS 0.750
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 522 505 1.00
2 147 147 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 866 353
2 247 107
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 247 107
2 247 107
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 620 247
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 279.8 0.750 3.000
1 LIVE 746.2 0.750 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.001 0.090 L/41957 0.001 0.135 L/29876
2 1 0.000 0.090 0.000 0.135 L/103755 0.000 0.000
**** 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 0.039 0.079
2 0.012 0.025
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.
• r
•
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1443\1443-247-BEAMS\1443-247-HDR H3.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 19:36:14
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-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 13.500' 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 1566 2104 1196 0.014 0.020
ALLOWABLE 9188 13282 6428 0.174 0.260
STRESS INDICES 0.170 0.158 0.186 L/4408 L/3155
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
5.500'
TOTAL SPAN: 5.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR TOP 108.8 PLF 0.000 5.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 5.500
ALL 1 CONC DEAD FLOOR TOP 189.8 LBS 3.500
+1 1 UNIF LIVE FLOOR TOP 290.0 PLF 0.000 5.500
Page 2 1443-247-HDR H3.dsn
1 1 CONC LIVE FLOOR TOP 506.2 LBS 3.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 5.500
2 1 CONC LIVE FLOOR TOP 0.0 LBS 3.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 2104 1196 1.00
2 596 344 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1376 1566
2 394 446
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 394 446
2 394 446
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 982 1120
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 189.8 3.500 3.500
1 LIVE 506.2 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 0.014 0.174 L/4408 0.020 0.260 L/3155
2 1 0.000 0.174 0.006 0.260 L/11099 0.006 0.008
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
1 0.158 0.186
2 0.050 0.059
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 1443\1443-247-BEAMS\1443-247-HDR H4.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 19:43:53
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-HDR H4
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.OE
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 0.000' 13.500' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 1983 3682 1526 0.043 0.079
ALLOWABLE 9188 13282 6428 0.257 0.385
STRESS INDICES 0.216 0.277 0.237 L/2156 L/1174
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
*** 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
8.000'
TOTAL SPAN: 8.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR TOP 101.3 PLF 0.000 8.000
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.000
ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 8.000
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.000
+1 1 UNIF LIVE FLOOR TOP 202.5 PLF 0.000 8.000
1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 8.000
w Y
Page 2 1443-247-HDR H4.dsn
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.000
+3 1 UNIF LIVE FLOOR TOP 270.0 PLF 0.000 8.000
4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 8.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 3348 1388 1.00
2 1677 699 0.90
3 3682 1526 1.00
4 1900 791 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 1803 1803
2 903 903
3 1983 1983
4 1023 1023
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 903 903
2 903 903
3 903 903
4 903 903
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 900 900
2 0 0
3 1080 1080
4 120 120
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
3.500 3.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.036 0.257 L/2587 0.072 0.385 L/1291
2 1 0.000 0.257 0.036 0.385 L/2578 0.036 0.054
3 1 0.043 0.257 L/2156 0.079 0.385 L/1174
4 1 0.005 0.257 L/19403 0.041 0.385 L/2276
**** 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 0.252 0.216
2 0.140 0.121
3 0.277 0.237
4 0.143 0.123
SLENDERNESS RATIO = 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
• 7 r
Page 3 1443-247-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 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 1443\1443-247-BEAMS\1443-247-HDR H5.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 12/02/12 19:48:36
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW LLC
JOB ID: 1443-247-HDR H5
STATE: OR CODE: IBC
PRODUCT: 3-PLY 1-3/4" X 14" LP LVL 2950Fb-2.0E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
40 15 NO 0.000' 0.000' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 9506 27559 9485 0.374 0.528
ALLOWABLE 13781 41242 14210 0.540 0.810
STRESS INDICES 0.690 0.668 0.667 L/519 L/368
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 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
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 FLOOR TOP 103.6 PLF 3.000 16.500
+ALL 1 UNIF WEIGHT BEAM 21.0 PLF 0.000 16.500
ALL 1 CONC DEAD FLOOR TOP 2411.5 LBS 3.000
't ,.
Page 2 1443-247-HDR H5.dsn
1 1 UNIF LIVE FLOOR TOP 276.4 PLF 3.000 16.500
1 1 CONC LIVE FLOOR TOP 6430.5 LBS 3.000
2 1 UNIF LIVE FLOOR TOP 0.0 PLF 3.000 16.500
2 1 CONC LIVE FLOOR TOP 0.0 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 27559 9485 1.00
2 7930 2711 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 9506 4812
2 2719 1439
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2719 1439
2 2719 1439
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 6788 3374
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 2411.5 3.000 3.500
1 LIVE 6430.5 3.000 3.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.374 0.540 L/519 0.528 0.810 L/368
2 1 0.000 0.540 0.154 0.810 L/1263 0.154 0.231
**** 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 0.668 0.667
2 0.214 0.212
SLENDERNESS RATIO = 2.67 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.