HomeMy WebLinkAbout0103065-Building (sunroom)OSHKOSH
ON THE WATER
Job Address 2310 GRACELAND CT
Designer
Category
111 - Single Family Addition
CITY OF OSHKOSH
BUILDING PERMIT - APPLICATION AND RECORD
Owner ROBERTNCAROL STASZK[EWICZ
Contractor OWNER
Type · Building (~) Sign (~ Canopy (~ Fence (~ Raze
No 103066
Create Date 07/23/2003
Plan
Zoning Class of Const:
Unfinished/Basement 0 Sq. Ft. Rooms 0 Height
Finished/Living 0 Sq. Ft. Bedrooms 0 Stories
Garage 0 Sq. Ft. Baths 0
Foundation · Poured Concrete O Floating Slab (~) Pier (~ Other
(~ Concrete Block O Post O Treated Wood
Occupancy Permit Required Flood Plain
Park Dedication # Dwelling Units 0
0 Ft.
Size 14'x17'
[] Projection
Canopies
Signs
Height Permit
# Structures 0
Use/Nature SFPJ Enclosing the rear deck to create a sunreom. 12" piers will be installed to carry the loads. This room will not be heated and the
of Work patio door will remain between the house and the addition. This permit does not include electrical work. NOTE: Tempered glass will be
required for any window located within 2' of the door. This permit does not include the exit off the patio door.
HVAC Contractor
Electric Contractor
Fees: Valuation
Issued By: ~
HOMEOWNER
$10,000.00 Plan Approval
Plumbing Contractor
$0.00 Permit Fee Paid $65,00 Park Dedication $0.00
Date 07/24/2003 Final/O.P. 00/00/0000
[] Permit Voided
In the performance/~y~.. ¢ ~/°f this work~,~ ('~---/?1 a~ree to p. edorm all work pursuant to rules governing the described construction.
· '" Date
Signature ~,,~,./,~/~ ~'~.'/~'~,:
' ~/' ~) ~ AgentJOwner
Address Oshkosh WI 54901 -0000 Telephone Number
To schedule inspections please call the Inspection Request line at 236-5128 noting the Address, Permit Number, Type of
Inspection (i.e. Footing, Service, Final, etc.), Access into Building if Secure (how do we gain entry), your Name and Phone
Number. Unless specified otherwise, we will assume the project is ready at the time the request is received. Work may
continue if the inspection is not performed within two business days from the time the project is ready.
� : +�T, r
�� �f� /� BEAM AT RIGHT SIDE OF SUNROOM
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TJ-Beam(TM)6.O6SerialNu ber�7�0020037455 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir#2 .
User:1 7/23/200311:58:15 AM
Page1 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
L� �.I
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Product Diagram is Concep#ual.
LOADS:
Analysis is for a Header(Flush Beam)Member. Tributary Load Width:1'4"
Primary Load Group-Residential-Living Areas(ps�:40.0 Live at 100°k duration,12.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(Ibs) Snow(1.15) 309 191 3" - POINT LOAD FROM HEADER ABOVE
Point(Ibs) Snow(1.15) 309 191 6'3" - POINT LOAD FROM HEADER ABOVE
Uniform(pl� Snow(1.15) 315.0 179.0 0 To 3" Adds To ROOF LOAD FROM ABOVE
Uniform(pl� Snow(1.15) 315.0 179.0 6'3"To 6'6" Adds To ROOF LOAD FROM ABOVE
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length LivelDead/UplifflTotal
1 Stud wall 3.50" 3.50" 561 /306/0/867 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
2 Stud wall 3.50" 3.50" 561 /306/0/867 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others-Rim:Rim Board
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 225 -164 1295 Passed(13°k) Rt.end Span 1 under Floor loading
Moment(Ft-Lbs) 358 357 3430 Passed(10°,6) MID Span 1 under Floor loading
Live Load Defl(in) 0.006 0.154 Passed(L/999+) MID Span 1 under Snow loading
Total Load Defl(in) 0.009 0.308 Passed(U999+) MID Span 1 under Snow loading
-Deflection Criteria:STANDARD(LL:U480,TL:U240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o%unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business �
� ` � r BEAM AT RIGHT SIDE OF SUNROOM
�� �� �-
TJ-Beam(fM)6.O6Serial�berL7�002003 55 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
P
User:1 7l23/200311:58:15 AM
Page2 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and
stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials.
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright �O 2003 by Trus Joist, a Weyerhaeuser Business �
� � �T � BEAM AT RIGHT SIDE OF SUNROOM
�� �� � .
TJ-Beam(TM)6.O6Serial�6er 7�0020037455 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
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User:1 7/23l200311:58:15 AM .
Page3 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
^ 6' 2.00" ^
Max. Vertical Reaction Total (lbs) 867 867
Max. Vertical Reaction Live (lbs) 561 561
kequired Bearing Length in 1.50(W) 1.50(W)
Max. Unbraced Length (in) 32
Loading on all spans, LDF = 1.00 , Dead + Floor
Design Shear (lbs) 164 -164
Max Shear (lbs) 225 -225
Member Reaction (lbs) 296 296
Support Reaction (lbs) 479 979 �
Moment (Ft-Lbs) 357
Live Deflection (in) 0.006
Total Deflection (in) 0.009
Loading on all spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (lbs) 164 -169
Max Shear (lbs) 225 -225
Member Reaction (lbs) 272 272
Support Reaction (lbs) 867 867
Moment (Ft-Lbs) 358
Live Deflection (in) 0.006
Total Deflection (in) 0.009
Loading on all spans, LDF = 0.90 , Dead Only
Design Shear (lbs) 97 -47
Max Shear (lbs) 65 -65
Member Reaction (lbs) 82 82
Support Reaction (lbs) 306 306
Moment (Ft-Lbs) 103
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright U 2003 by Trus Joist, a Weyerhaeuser Business '
�� l�j� �� ANGLED BEAM AT RIGHT SIDE OF SUNROOM
�� � � .
TJ-Beam(fM)6.O6Serial�ber 7�0020037455 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
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User:1 7/23/200312:0231 PM
Page1 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN '
CONTROLS FOR THE APPLICATION AND LOADS LISTED
�❑, ,z�
a ���
Product Diagram is Conceptusl.
LOADS: :
Analysis is for a Header(Flush Beam)Member. Tributary Load Width:2'
Primary Load Group-Residential-Living Areas(psfl:40.0 Live at 100%duration, 12.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(Ibs) Snow(1.15) 223 137 6" - POINT LOAD FROM HEADER ABOVE
Point(Ibs) Snow(1.15) 223 137 4'6" - POINT LOAD FROM HEADER ABOVE
Uniform(pl� Snow(1.15) 315.0 179.0 0 To 6" Adds To ROOF LOAD FROM ABOVE
Uniform(pl� Snow(1.15) 315.0 179.0 4'6"To 5' Adds To ROOF LOAD FROM ABOVE
Tapered(pl� Floor(1.00) 130.0 To 200.0 36.0 To 60.0 0 To 5' Adds To FLOOR LOAD FROM DECK
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/Upliftl'Total
1 Stud wall 3.50" 3.50" 962/410/0/1372 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
2 Stud wall 3.50" 3.50" 1024/431 /0/1455 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others-Rim:Rim Board
DESIGN CONTROLS:
Maximum Design Control Control Location .
Shear(Ibs) -1312 -466 1295 Passed(36%) Rt.end Span 1 under Floor loading
Moment(Ft-Lbs) 1026 934 3430 Passed(27%) MID Span 1 under Floor loading
Live Load Defl(in) 0.011 0.117 Passed(L/999+) MID Span 1 under Snow loading
Total Load Defl(in) 0.015 0.233 Passed(U999+) MID Span 1 under Snow loading :
-Deflection Criteria:STANDARD(LL:L/480,TL:U240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o%unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business �
� , • � ANGLED BEAM AT RIGHT SIDE OF SUNROOM
a� ����- .
TJ-Beam(fM)6.O6Serial"N�mb��'�`�z�3�"455 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2 :
P
User:1 7/23/200312:0231 PM
Page2 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this softvvare will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and
stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technicai representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials.
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyrighi O 2003 by Trus Joist, a Weyerhaeuser Business
� !?+ r ANGLED BEAM AT RIGHT SIDE OF SUNROOM
�.� !� �
TJ-Beam(fM)6.06Serial�ber7�0020037455 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
P
User:1 7l23/2003 12:02:31 PM
Page3 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN �
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
^ 9' 8.00" ^
Max. Vertical Reaction Total (lbs) 1372 1455
Max. Vertical Reaction Live (lbs) 962 1024
Required Bearing Length in 1.50(W) 1.50(W)
Max. Unbraced Length (in) 32
Loading on all spans, LDF = 1.00 , Dead + Floor
Design Shear (lbs) 461 -966
Max Shear (lbs) 915 -984
Member Reaction (lbs) 915 984
Support Reaction (lbs) 991 1075
Moment (Ft-Lbs) 934
Live Deflection (in) 0.009
Tutal Deflection (in) 0.013
Loading on all spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (1bs) 961 -466
Max Shear (lbs) 1293 -1312
Member Reaction (lbs) 1243 1312
Support Reaction (lbs) 1372 1455
Moment (Ft-Lbs) 1026
Live Deflection (in) 0.011
Total Deflection (in) 0.015
Loading on all spans, LDF = 0.90 , Dead Only
Design Shear (lbs) 111 -112
Max Shear (lbs) 369 -386
Member Reaction (lbs) 369 386
Support Reaction (lbs) 910 431
Moment (Ft-Lbs) 267
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyrigh� O 2003 by Trus Joist, a Weyerhaeuser Business .
'���j��� ANGLED BEAM AT LEFT SIDE OF SUNROOM
TJ-Beam(TM�.06Serial"N�mb�''��`�z o3�"455 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
P
User:1 7/23/200312:03:53 PM
Page1 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ��
CONTROLS FOR THE APPLICATION AND LOADS LISTED
�❑, ,z❑
a �.�
Rraduct Diagram is Concep#usl.
LOADS:
Analysis is for a Header(Flush Beam)Member. Tributary Load Width:2' -
Primary Load Group-Residential-Living Areas(ps�:40.0 Live at 100%duration,12.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(Ibs) Snow(1.15) 223 137 6" - POINT LOAD FROM HEADER ABOVE
Point(Ibs) Snow(1.15) 223 137 4'6" - POINT LOAD FROM HEADER ABOVE
Uniform(plfl Snow(1.15) 315.0 179.0 0 To 6" Adds To ROOF LOAD FROM ABOVE
Uniform(plfl Snow(1.15) 315.0 179.0 4'6"To 5' Adds To ROOF LOAD FROM ABOVE
Tapered(pl� Floor(1.00) 200.0 To 280.0 60.0 To 84.0 0 To 5' Adds To FLOOR LOAD FROM DECK
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/UpIiff/Total
1 Stud wall 3.50" 3.50" 1145/470/0/1615 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
2 Stud wall 3.50" 3.50" 1216/491 /0/1707 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others-Rim:Rim Board
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) -1546 -609 1295 Passed(47°k) Rt.end Span 1 under Floor loading
Moment(Ft-Lbs) 1296 1204 3430 Passed(35°�) MID Span 1 under Floor loading
Live Load Defl(in) 0.014 0.117 Passed(U999+) MID Span 1 under Snow loading
Total Load Defl(in) 0.019 0.233 Passed(U999+) MID Span 1 under Snow loading
-Deflection Criteria:STANDARD(LL:U480,TL:L/240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o%unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis assumes continuous member. Lap joints,splices and finger joints signficantly reduce member performance and have not been considered.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE .
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business
� � ANGLED BEAM AT LEFT SIDE OF SUNROOM :
�� ��,(��-
""'�`p``�"�R°'``"�5 2 pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
TJ-Beam(fM)6.06 Serial Number:7002003745 p
User:1 7/23/200312:03:53 PM
Page2 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and
stated dimensions have been provided by the softw�are user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
; assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials.
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright �O 2003 by Trus Joist, a Weyerhaeuser Business .
�' � ANGLED BEAM AT LEFT SIDE OF SUNROOM
�� �� �- . :
TJ-Beam(fM)6.O6Serial�b�er7002003745 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
P
User:1 7/23200312:03:53 PM
Page3 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN �
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
^ 9' 8.00" ^
Max. Vertical Reaction Total (lbs) 1615 1707
Max. Vertical Reaction Live (lbs) 1145 1216
Required Bearing Length in 1.50(W) 1.50(W)
Max. Unbraced Length (in) 32
Loading on all spans, LDF = 1.00 , Dead + Floor
Design Shear (lbs) 603 -609
Max Shear (lbs) 1143 -1218
Member Reaction (lbs) 1193 1218
Support Reaction (lbs) 1234 1327
Moment (Ft-Lbs) 1204
Live Deflection (in) 0.012
Total Deflection (in) 0.017
Loading on all spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (lbs) 603 -609
Max Shear (lbs) 1971 -1546
Member Reaction (lbs) 1471 1596
�upport Reaction (lbs) 1615 1707
Moment (Ft-Lbs) 1296
Live Deflection (in) 0.014
Total Deflection (in) 0.019
Loading on all spans, LDF = 0.90 , Dead Only
Design Shear (lbs) 195 -147
Max Shear (lbs) 425 -442 :
Member Reaction (lbs) 425 442
Support Reaction (lbs) 470 491
Moment (Ft-Lbs) 332
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business
� � BEAM UNDER LEFT SIDE OF SUNROOM
������- .
""``�"T'�''��`R°""'�5 2 pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
TJ-Beam(fM)6.06 Serial Number:7002003745 p
User:1 7/23/200312:1033 PM
Page1 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN -
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Overell Uimen$ion:70'6"
� 11 ll
9❑; 2❑ 3❑
b ,�.3.. b 5.�..�
Rroduct Disgram is ConceptuaL
LOADS:
Analysis is for a Header(Flush Beam)Member. Tributary Load Width:1'4"
Primary Load Group-Residential-Living Areas(psfl:40.0 Live at 100°�duration,12.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(Ibs) Snow(1.15) 98 64 4" - POINT LOAD FROM HEADER ABOVE
Point(Ibs) Snow(1.15) 98 64 3'4" - POINT LOAD FROM HEADER ABOVE
Point(Ibs) Snow(1.15) 309 191 3'11" - POINT LOAD FROM HEADER ABOVE
Point(Ibs) Snow(1.15) 309 191 9'11" - POINT LOAD FROM HEADER ABOVE
Uniform(pl� Snow(1.15) 180.0 102.0 0 To 4" Adds To ROOF LOAD FROM ABOVE
Uniform(plfl Snow(1.15) 315.0 179.0 3'4"To 3'11" Adds To ROOF LOAD FROM ABOVE
Uniform(pl� Snow(1.15) 315.0 179.0 9'11"To 10'6" Adds To ROOF LOAD FROM ABOVE
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detall Other
Width Length LivelDead/UpliitlTotal
1 Timberstrand LSL Beam 3.50" Hanger 414/217/0/631 Custom Detail Custom Accessory
2 Wood column 3.50" 3.50" 894/476/0/1370 By Others None
3 Wood column 3.50" 3.50" 556/286/0/842 By Others None
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others
-User specified custom detail for support:1.
DESIGN CONTROLS:
Maximum Design Control Control Location :
Shear(Ibs) -990 -921 1489 Passed(62°�) Rt.end Span 1 under Snow loading
Moment(Ft-Lbs) 735 735 3944 Passed(19°k) MID Span 1 under Snow ALTERNATE span loading
Live Load Defl(in) 0.007 0.124 Passed(U999+) MID Span 1 under Snow ALTERNATE span loading
Total Load Defl(in) 0.010 0.248 Passed(U999+) MID Span 1 under Snow ALTERNATE span loading
-Deflection Criteria:STANDARD(LL:U480,TL:L/240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis assumes continuous member. Lap joints,splices and fingerjoints significantly reduce member performance and have not been considered.
-The load conditions considered in this design analysis include alternate member pattern loading.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901 :
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright U 2003 by Trus Joist, a Weyerhaeuser Business
TimberStrand8 is a registered trademark of Trus Joist.
�• �� � BEAM UNDER LEFT SIDE OF SUNROOM
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TJ-Beam(TM)6.O6Serial"N�b r'�`���3 55 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
P
User:1 7/23/200312:10:33 PM
Page2 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this softw�are will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and
stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials. :
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business �
TimberStrand8 is a registered trademark of Trus Joist. _
Jf� • � BEAM UNDER LEFT SIDE OF SUNROOM
�.� �' �
TJ-Beam(fM)6.O6Senai�ber7A002003 55 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2 ��
P
User:1 7/23/200312:10:33 PM
Page3 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
^ 9' 11.50" ^ 5' 1.00" ^
Max. Vertical Reaction Total (lbs) 631 1370 892
Max. Vertical Reaction Live (lbs) 414 894 556
Required Bearing Length in 1.50(W) 1.50(S) 1.50(S)
Max. Unbraced Length (in) 32 32 32
Loading on all spans, LDF = 1.00 , Dead + Floor
Design Shear (lbs) 154 -951 223 -23
Max Shear (lbs) 280 -520 291 -355
Member Reaction (lbs) 280 811 355
Support Reaction (lbs) 331 811 396
Moment (Ft-Lbs) 301 -417 149
Live Deflection (in) 0.001 0.001
Total Deflection (in) 0.009 0.001
ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor
Design Shear (lbs) 171 -933 119 98
Max Shear (lbs) 297 -502 139 -23�
Member Reaction (lbs) 297 691 237
Support Reaction (lbs) 399 691 269
Moment (Ft-Lbs) 353 -330 81
Live Deflection (in) 0.002 -0.001
Total Deflection (in) 0.005 -0.002
ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor
Design Shear (lbs) 79 -351 207 -38
Max Shear (lbs) 169 -371 275 -371
Member Reaction (lbs) 164 696 371
Support Reaction (lbs) 198 696 914
Moment (Ft-Lbs) 193 -336 170
Live Deflection (in) -0.001 0.002
Total Deflection (in) 0.002 0.002
Loading on all spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (lbs) 274 -921 312 67
Max Shear (lbs) 506 -990 380 -706
Member Reaction (lbs) 506 1370 706
Support Reaction (lbs) 610 1370 801
Moment (Ft-Lbs) 670 -715 295
Live Deflection (in) 0.006 -0.001
Totai Ueflection (in) 0.009 -0.002
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business
Timber5trandB is a registered trademark of Trus Joist. .
�: � BEAM AT FRONT OF SUNROOM
�����. �
'"`�'=`�"�`R"`'""S 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir#2
TJ-Beam(fM)6.06 S�rial Number:7002003745
User:1 7/23/200312:16:16 PM
Page1 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Overoll Dimension:70'
7❑ 2❑ 3❑
6 5• d 3• y
Product Uiagram is ConceptuaL
LOADS:
Analysis is for a Header(Flush Beam)Member. Tributary Load Width:1'
Primary Load Group-Residential-Living Areas(ps�:40.0 Live at 100°k duration,12.0 Dead
Vertical Loads
Type Class Live Dead Location Application Comment
Point(Ibs) Snow(1.15) 78 43 6" - POINT LOAD FROM HEADER ABOVE
Point(Ibs) Snow(1.15) 78 43 4'6" -
Point(Ibs) Snow(1.15) 78 43 5'6" -
Point(Ibs) Snow(1.15) 78 43 9'6" -
Uniform(plfl Snow(1.15) 60.0 34.0 0 To 6" Adds To GABLE END LOAD
Uniform(pl� Snow(1.15) 60.0 34.0 4'6"To 5'6" Adds To GABLE END LOAD
Uniform(pl� Snow(1.15) 60.0 34.0 9'6"To 10' Adds To GABLE END LOAD
Uniform(pl� Floor(1.00) 200.0 60.0 0 To 5'6" Adds To FLOOR LOAD
Uniform(pl� Floor(1.00) 280.0 84.0 5'6"To 10' Adds To FLOOR LOAD
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length LivelDeadlUpliftlTotal
1 Wood column 3.50" 3.50" 651 /202/0/853 By Others None
2 Wood column 3.50" 3.50" 1883/658/0/2541 By Others None
3 Wood column 3.50" 3.50" 832/264/0/1096 By Others None
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others
DESIGN CONTROLS:
Maximum Design Control Control Locatlon :
Shear(Ibs) 1372 861 1295 Passed(67°�) Lt.end Span 2 under Floor loading
Moment(Ft-Lbs) -1158 -1104 3430 Passed(32°k) MID Span 2 under Floor loading
Live Load Defl(in) 0.010 0.121 Passed(U999+) MID Span 2 under Snow ALTERNATE span loading
Total Load Defl(in) 0.012 0.242 Passed(U999+) MID Span 2 under Snow ALTERNATE span loading
-Deflection Criteria:STANDARD(LL:L/480,TL:L/240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o%unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered.
-The load conditions considered in this design analysis include alternate member pattern loading.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business
� � . j�� • �y BEAM AT FRONT OF SUNROOM '
�� �� �- .
TJ-Beam(TM)6.O6Serial�ber 70020037 55 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
P
User:1 7/23f2003 12:16:16 PM .
Page2 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and
stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials.
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for muftiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business .
� ' , r BEAM AT FRONT OF SUNROOM
�� �� � .
TJ-Beam(TM)6.O6Serial�b r7�002003746 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
P
User:1 7/23/200312:16:16 PM
Page3 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN �
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
^ 9' 10.00" ^ 9' 10.00" ^
Max. Vertical Reaction Total (lbs) 853 2541 1096
Max. Vertical Reaction Live (lbs) 651 1883 832
Required Bearing Length in 1.50(S) 1.99(S) 1.50(S)
Max. Unbraced Length (in) 32 32 32
Loading on all spans, LDF = 1.00 , Dead + Floor
Design Shear (lbs) 257 -703 661 -912
Max Shear (lbs) 596 -1054 1256 -899
Member Reaction (lbs) 596 2310 B99
Support Reaction (lbs) 659 2310 920
Moment (Ft-Lbs) 477 -1104 756
Live Deflection (in) 0.003 0.007
Total Deflection (in) 0.005 0.009 '
ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor
Design Shear (lbs) 352 -607 289 -23
Max Shear (lbs) 691 -958 925 -169
Member Reaction (lbs) 691 1383 169
Support Reaction (lbs) 750 1383 190 �.
Moment (Ft-Lbs) 655 -691 81
Live Deflection (in) 0.007 -0.003
Total Deflection (in) 0.009 -0.002
ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor
Design Shear (lbs) -36 -270 789 -985
Max :hear (lbs) 88 -401 1183 -917
Merr�e� Reaction (lbs) 88 1585 917
Support Reaction (lbs) 106 1585 993
Moment (Ft-Lbs) 24 -753 898
Live Deflection (in) -0.009 0.010
Total Deflection (in) -0.003 0.012
Loading on all spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (lbs) 299 -711 869 -404
Max Shear (lbs) 6B6 -1170 1372 -939
Member Reaction (lbs) 686 2541 939
Support Reaction (lbs) 759 2541 1020
Moment (Ft-Lbs) 499 -1158 771
Live Deflection (in) 0.009 0.007
Total Deflection (in) 0.005 0.009
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business .
� ' . �
�� �jl��� BEAM AT FRONT OF SUNROOM
•-A`C�r�haeuserRusm.:ss n n
TJ-Beam(fM)6.OGSerialNumber:7002003745 2 Pes of 1 1/2 x 9 1/4 1.4E Solid Sawn Spruce Pine Fir#2
User:1 7/23/200312:16:16 PM
Page4 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN '
CONTROLS FOR THE APPLICATION AND LOADS LISTED
ALTERNATE span loading on odd # spans, LDF = L 15 , Dead + Floor + Snow
Design Shear (lbs) 347 -612 290 -17
Max Shear (lbs) 784 -1071 485 -211
Member Reaction (lbs) 789 1557 211
Support Reaction (lbs) 653 1557 238
Moment (Ft-Lbs) 674 -682 88
Live Deflection (in) 0.008 -0.003
Total Deflection (in) 0.009 -0.002
ALTERNATE span loading on even # spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (lbs) -43 -277 794 -980
Max Shear (lbs) 130 -962 1296 -1010
Member Reaction (lbs) 130 1758 1010
Support Reaction (lbs) 153 1758 1096
Moment (Ft-Lbs) 36 -799 917
Live Deflection (in) -0.004 0.010
Total Deflection (in) -0.003 0.012
Loading on all spans, LDF = 0.90 , Dead Only
Design Shear (lbs) 60 -175 211 -96
Max Shear (lbs) 189 -306 352 -291
Member Reaction (lbs) 184 658 291
Support Reaction (lbs) 202 658 269
Moment (Ft-Lbs) 124 -291 188
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business �
� ` • � 6'WINDOW HEADER ON RIGHT SIDE OF SUNROOM
�� ����
TJ-Beam(TM)6.06Serial"N�`b�'�`�2��5 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
P
User 1 7Y23/2003 11:52:01 AM
Page1 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope:OM2 Roof Slope6M2
7❑� ,2❑
a s.s.. i :
All dimensions are horizorrtal. Product Diagram is Canceptual.
LOADS:
Analysis is for a Header(Flush Beam)Member. Tributary Load Width:9'6"
Primary Load Group-Snow(ps�:10.0 Live at 115°k duration,5.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/UpIifflTotal
1 Stud wall 3.50" 3.50" 309/191 /0/500 By Others-Rim:Rim Board 1 Ply 1 3/4"x 9 1/4"1.9E Microllam�LVL
2 Stud wall 3.50" 3.50" 309/191 /0/500 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others-Rim:Rim Board
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 474 -336 1489 Passed(23°k) Rt.end Span 1 under Snow loading
Moment(Ft-Lbs) 731 731 3944 Passed(19°k) MID Span 1 under Snow loading
Live Load Defl(in) 0.011 0.308 Passed(L/999+) MID Span 1 under Snow loading
Total Load Defl(in) 0.018 0.411 Passed(L/999+) MID Span 1 under Snow loading
-Deflection Criteria:STANDARD(LL:U240,TL:U180).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis.
-Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered.
-Design assumes adequate continuous lateral support of the compression edge.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and
stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials.
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser B�siness �
� ` • � 6'WINDOW HEADER ON RIGHT SIDE OF SUNROOM
�� ��(�� .
""'`�,"�'�"�R°"`"�5 2 pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
TJ-Beam(TM)6.06 Serial Number 7002003745 P
User 1 7/23l200311:52:02 AM
Page2 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN :
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
^ 6' 2.00" ^
Max. Vertical Reaction Total (lbs) 500 500
Max. Vertical Reaction Live (lbs) 309 309
kequired Bearing Length in 1.50(W) 1.50(W)
Max. Unbraced Length (in) 32
Loading on all spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (lbs) 336 -336
Max Shear (lbs) 474 -979
Member Reaction (lbs) 479 979
Support Reactio❑ (lbs) 500 500
Moment (Ft-Lbs) 731
Live Deflection (in) 0.011
Total Deflection (in) 0.018
Loading on all spans, LDF = 0.90 , Dead Only
Design Shear (lbs) 128 -128
Max Shear (lbs) 181 -181
Member Reaction (lbs) 181 1B1
Support Reaction (lbs) 191 191
Moment (Ft-Lbs) 279
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright c7 2003 by Trus Joist, a Weyerhaeuser Business
� � J� � 3'WINDOW HEADER FOR RIGHT SIDE OF SUNROOM
�� � �
TJ-Beam(TM)6.O6Serial�ber 7W2003745 2 Pcs of 1 1/2° x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
P
User:1 7l231200311:53:12 AM
Paget EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slape:OM2 Roof Slope6M2
�o. ,a
�3'3"—,�
All dimensions are horizorrtal. Product Diagram is Conceptual.
LOADS:
Analysis is for a Header(Flush Beam)Member. Tnbutary Load Width:6'
Primary Load Group-Snow(ps�:10.0 Live at 115%duration,5.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions pbs) Detail Other
Width Length Live/Dead/UpliftlTotal
1 Stud wall 3.50" 3.50" 98/64/0/161 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
2 Stud wall 3.50" 3.50" 98/64/0/161 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others-Rim:Rim Board
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 145 -56 1489 Passed(4°k) Rt.end Span 1 under Snow loading
Moment(Ft-Lbs) 105 105 3944 Passed(3%) MID Span 1 under Snow loading
Live Load Defl(in) 0.000 0.146 Passed(U999+) MID Span 1 under Snow loading
Total Load Defl(in) 0.001 0.194 Passed(U999+) MID Span 1 under Snow loading
-Deflection Criteria:STANDARD(LL:L/240,TL:U180).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. .
-Analysis assumes continuous member. Lap joints,sp�ices and finger joints sign�cantly reduce member performance and have not been considered.
-Design assumes adequate continuous lateral support of the compression edge.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and
stated dimensions have been provided by the softvvare user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability. :
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials.
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business
� � 3'WINDOW HEADER FOR RIGHT SIDE OF SUNROOM
�� ���� .
""`�'`�°�`R"'�"�5 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
TJ-Beam(fM)6.06 Serial Number:7002003745 p
User:1 7/23Y200311:53:13 AM
Page2 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
^ 2' 11.00" ^
Max. '✓ertical Reaction Total (lbs) 161 161
Max. Vertical Reaction Live (lbs) 98 98
kequired Bearing Length in 1.50(W) L 50(W)
Max. Unbraced Length (in) 32
Loading on all spans, LDF = 1.15 , Dead + Floor + Snow
Desigr Shear (lbs) 56 -56
Max �hear (lbs) 145 -195
Member Reaction (lbs) 195 195
Support Reaction (lbs) 161 161
Moment (Ft-Lbs) 105
Live Deflection (in) 0.000
Total Deflection (in) 0.001
Loading on all spans, LDF = 0.90 , Dead Only
Design Shear (lbs) 22 -22
Max Shear (lbs) 57 -57
Member Reaction (lbs) 57 57
Support Reaction (lbs) 69 69
Moment (Ft-Lbs) 42
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright �O 2003 by Trus Joist, a Weyerhaeuser Business
� ,!� � 4'WINDOW HEADER ON FRONT GABLE
�� ���� .
""'�r`�"�R°"°':�5 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2
TJ-Beam(TM)6.06 Serial Number 7002003745 p
User:1 7/23/200311:54:00 AM
� Page1 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope:OM2 Roof Slope6M2
�, �2❑
�—q•3••—b
All dimensions are horizorrtal. Rroduct Diagram is Conceptual.
LOADS:
Analysis is for a Header(Flush Beam)Member. Tributary Load Width:2'
Primary Load Group-Snow(ps�:10.0 Live at 115°k duration,5.0 Dead .
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/UpliftlTotal
1 Stud wall 3.50" 3.50" 43/36/0/78 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
2 Stud wall 3.50" 3.50" 43/36/0/78 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others-Rim:Rim Board
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 72 -39 1489 Passed(3°�) Rt.end Span 1 under Snow loading
Moment(Ft-Lbs) 71 71 3944 Passed(2%) MID Span 1 under Snow loading
Live Load Defl(in) 0.000 0.196 Passed(U999+) MID Span 1 under Snow loading
Total Load Defl(in) 0.001 0.261 Passed(L/999+) MID Span 1 under Snow loading
-Deflection Criteria:STANDARD(LL:L/240,TL:U180).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o%unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis.
-Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered.
-Design assumes adequate continuous lateral support of the compression edge.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and
stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials.
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. ;
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901 '
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business
�' �r � 4'WINDOW HEADER ON ANGLED WALLS
�� �� �
TJ-Beam M 6.O6Serial�b r 7�002003745 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn S ruce Pine Fir#2 .
R � P
User:1 7/23l200311:54:56 AM
Page1 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN .
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope:0J72 Roaf Slope6M2
o, ,a
��.3..�
All dimensions are horizorrtal. Product Uiagram is ConceptueL
LOADS:
Analysis is for a Header(Flush Beam)Member. Tributary Load Width:10'6"
Primary Load Group-Snow(ps�: 10.0 Live at 115°k duration,5.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/DeadlUpliitlTotal
1 Stud wall 3.50" 3.50" 223/137/0/360 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
2 Stud wall 3.50" 3.50" 223/137/0/360 By Others-Rim:Rim Board 1 Ply 1 3/4"x 91/4"1.9E Microllam�LVL
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others-Rim:Rim Board
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 332 -180 1489 Passed(12°k) Rt.end Span 1 under Snow loading
Moment(Ft-Lbs) 325 325 3944 Passed(8°k) MID Span 1 under Snow loading
Live Load Defl(in) 0.002 0.196 Passed(L/999+) MID Span 1 under Snow loading
Total Load Defl(in) 0.003 0.261 Passed(L/999+) MID Span 1 under Snow loading
-Deflection Criteria:STANDARD(LL:U240,TL:U180).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis.
-Analysis assumes continuous member. Lap joints,splices and finger joints sign�cantly reduce member performance and have not been considered.
-Design assumes adequate continuous lateral support of the compression edge.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and :
stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability. ,
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials.
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business .
�. - � �
�� �jl��� 4'WINDOW HEADER ON ANGLED WALLS
'"``�`�`�R°``°'�5 2 Pcs of 1 1/2" x 9 1/4" 1.4E olid awn ruce Pine Fir#2
TJ-Beam(TM)6.06 Serial Numbec 7002003745 S S Sp
User:1 7/23f200311:54:57 AM
Page2 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN �.
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
^ 3' 11.00" ^
Max. Vertical Reaction Total (lbs) 360 360
Max. Vertical Reaction Live (lbs) 223 223
Required Bearing Length in 1.50(W) 1.50(W)
Ma�. Unbraced Length (in) 32
Loading on all spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (lbs) 180 -180 :
Max Shear (lbs) 332 -332
Member Reaction (lbs) 332 332
Support Reaction (lbs) 360 360
Moment (Ft-Lbs) 325
Live Deflection (in) 0.002
Total Deflection (in) 0.003
Loading on all spans, LDF = 0.90 , Dead Only
Design Shear (lbs) 68 -68
Max Shear (lbs) 126 -126
Member Reaction (lbs) 126 126
Support Reaction (lbs) 137 137
Moment (Ft-Lbs) 123
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Soist, a Weyerhaeuser Business �.
�• v � 4'WINDOW HEADER ON FRONT GABLE
�� ���� .
""'�;"'�°��"'"ns 2 Pcs of 1 " "
TJ-Beam(fM)6.06SerialNumber:7002003745 1/2 x 9 1/4 1.4E Solid Sawn Spruce Pine Fir#2
User:1 7/23/2003 11:54:00 AM
Page2 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN �.
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
^ 3' 11.00" ^
Max. Vertical Reaction Total (lbs) 7B 76
Max. Vertical Reaction Live (lbs) 43 93
Required Bearing Length in 1.50(W) 1.50(W)
Max. Unbraced Length (in) 32
Loading on all spans, LDF = 1.15 , Dead + Floor + Snow
Uesign Shear (lbs) 39 -39
Max. Shear (lbs) 72 -72
Member Reaction (lbs) 72 72
Support Reaction (lbs) 76 78
Moment (Ft-Lbs) 71
Live Deflection (in) 0.000
Total Deflection (in) 0.001
Loading on all spans, LDF = 0.90 , Dead Only
Desiyn Shear (lbs) 18 -18
Max Shear (lbs) 33 -33
Member Reaction (lbs) 33 33
Support Reaction (lbs) 36 36
Moment (Ft-Lbs) 32
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3067
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business
� �� � �
�� f � BEAM UNDER LEFT SIDE OF SUNROOM
i"
TJ-Beam(fM)6.O6SerialNum6�`�z�3�"55 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir#2 .:
User:1 7/23/2003 12:10:33 PM
Page4 EngineVersion:1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN �
CONTROLS FOR THE APPLICATION AND LOADS LISTED
ALTERNATE span loading on odd # spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (lbs) 296 -900 169 118
Max Shear (lbs) 527 -968 209 -387
Member Reaction (lbs) 527 1177 387
Support Reaction (lbs) 631 1177 496
Moment (Ft-Lbs) 735 -608 130
Live Deflection (in) 0.007 -0.003
Totai Deflection (in) 0.010 -0.004
ALTERNATE span loading on even # spans, LDF = 1.15 , Dead + Floor + Snow
Design Shear (lbs) 135 -590 270 25
Max Shear (lbs) 273 -610 339 -748
Member Reaction (lbs) 273 999 748
Support Reaction (lbs) 333 999 842
Moment (Ft-Lbs) 366 -505 263
Live Deflection (in) 0.001 0.002
Total Deflection (in) 0.005 0.002
Loading on all spans, LDF = 0.90 , Dead Only
Uesign Shear (lbs) 96 -334 103 32
Max Shear (lbs) 1B1 -353 123 -253
Merr�er Reaction (lbs) 181 476 253
Support Reaction (lbs) 21� 476 286
Moment (Ft-Lbs) 297 -249 B8
PROJECT INFORMATION: OPERATOR INFORMATION:
WAYNE GAYHART RUSSELL HINTZE
2310 GRACELAND COURT NOFFKE LUMBER INC.OSHKOSH,WI 54901
OSHKOSH,WI 1601 BOWEN STREET
OSHKOSH,WI 54901
Phone:(920)235-3080
Fax :(920) 235-3061
NONE
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business �
TimberStrand� is a registered trademark of Trus Joist.