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€:1~q;i~!lloi'_
TJ.Beam TM v5.45 Serial Number: 7000011752
BEAMUSA 1111 1129/01 1O:49:10AM
Page 1 of 1 Build Code: 124 .
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED
HEADER OVER DOOR GOING INTO LAUNDRY ROOM
2 Pcs of 1.75" X 9.5" 1.9E Microllam@ L VL
b_~
mH[2]
I I
~3'1"~
Product Diagram Is Conceptual.
LOADS:
Analysis for Header Member Supporting FLOOR - RES. Application. Tributary Load Width: 2'
Loads(psf): 40 Live at 100% duration, 12 Dead, 0 Partition, and:
TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT
Point(lbs.) Floor( 1. 00) 4214 2489 8" Ad~ to
SUPPORTS:
1 2x4 Stud Wall
2 2x4 Stud Wall
INPUT
WIDTH
3.50"
3.50"
BEARING
LENGTH
3.804"
2.25"
JUSTIFICATION
Left Face
Right Face
REACTIONS(lbs. )
lIVEI DEADI TOTAL
3571/2088/5659
890/504/1393
DETAIL
Detail A3
Detail A3
OTHER
1.25" LSL Rim
1.25" LSL Rim
- See Trus Joist SPECIFIER'S 1 BUILDER'S GUIDES for detail(s): A3.
- Bearing length requirement exceeds input at support(s) 1. Supplemental hardware is required to satisfy bearing requirements.
DESIGN CONTROLS:
MAXIMUM DESIGN CONTROL CONTROL LOCATION
Shear(lb) 5640 1271 6318 Passed(20%) Rt. end Span 1 under Floor loading
Moment(ft-Ib) 2806 2806 11775 Passed(24%) MID Span 1 under Floor loading
Live Defl.(in) 0.008 0.069 Passed(U999+) MID Span 1 under Floor loading
Total Defl.(in) 0.013 0.137 Passed(U999+) MID Span 1 under Floor loading
- Deflection Criteria: STANDARD(LL: U480, TL:U240).
- Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" ole unless detailed otherwise. Proper attachment and
positioning of lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by
this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate.
- Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability.
- THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL Yl PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
- Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above.
- Note: See Trus Joist SPECIFIER'S 1 BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION
MIKE DAVIS
1715 HUNTERS GLEN
OSHKOSH, WI
OPERATOR INFORMATION:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET, RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
Copyright @2000 by Trus Joist. A Weyerhaeuser Business. TJ-Pro™ and TJ-Beam'" are trademarks of Trus Joist.
Microllam<el is a registered trademark of Trus Joist.
l) ~4il~,~ 2 Pcs of 1.75S~PxPle9m.5e:ta11.RgeEPoMrtl~corrollam@R LV.L
T J-Beam v5.45 Serial Number: 7000011752
BEAMUSA 1111 1129/01 10:49:10 AM
Page 1 of 1
M9mber Information:
HEADER OVER DOOR GOING INTO LAUNDRY ROOM
Project Information:
MIKE DAVIS
1715 HUNTERS GLEN
OSHKOSH, WI
Operator Information:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET , RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
2'- 9.00"
Max. Vertical Reaction Totar(lb)
Live (lb)
Required Bearing Length(in)
Max. Unbraced Length(in)
5659
3571
3.80(W)
1393
890
1.50 (WI
32
Floor loading on all members, LDF
Shear (lb) .
Reacti 6n (lb)
Moment(ft-Ib)
Li ve Defl. (i nJ
Total Defl. (in)
1. 00
5640
5659
-1374
1393
2806
0.008
0.013
Dead load, LOF
Shea r (lb)
Reaction (lb)
Moment (ft-Ib)
0.90
2082 -498
2088 504
1037
.,
Copyright @ 2000 by Trus Joist, A Weyerhaeuser Business.
Microllam@ is a registered trademark of Trus Joist.
TJ-Pro~ and TJ-Beamm are trademarks of Trus Joist.
4... "'f(Pdili!Ln.,;.,_ BEAM RUNNING OVER BACK ENTRY CARRYING FLOOR & ROOF LOAD
TJ-Beam™ v5.45 Serial Number: 7000011752 7" X 11.875" 2.0E Parallam@ PSL
BEAMUSA 1111 1/29/01 10:42:10 AM
Page 10f 1 Build Code: 124
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED
Overall DimensIon = 21'
L
J[4]
I
J
m~
I
1
1
[2]M
I
"
7'
[3]M
I
"
7' "
Product DIagram Is Conceptual.
0----7'
LOADS:
Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary load Width: 3' 6"
Loads(psf): 40 Live at 100% duration, 12 Dead, 0 Partition, and:
TYPE CLASS LIVE DEAD LOCATION APPLICATION
Point(Ibs.) Snow( 1.15) 1365 1121 7' 6" Adds to
Point(lbs.) Snow(1..15) 13651121 13'7.5" Adds to
Uniform(plf) Snow( 1.15) 360 204 0 to 7' 6" Adds to
Uniform(plf) Snow( 1.15) 360 204 13' 9" to 21' Adds to
COMMENT
load from shoulder stud above
load from shoulder above
roof load from second floor
roof load from second floor
SUPPORTS: INPUT BEARING REACTIONS(lbs.)
WIDTH LENGTH JUSTIFICATION lIVEI DEADI TOTAL DETAIL OTHER
1 2x6 Stud Wall 5.50" 4.25" Left Face 1672/838/2509 Detail A3 1.25" LSL Rim
2 2x4 Stud Wall 3.50" 3.5" Centered 4267/2510/6777 Detail B3
3 2x4 Stud Wall 3.50" 3.5" Centered 4214/2489/6703 Detail B3
4 2x6 Stud Wall 5.50" 4.25" Right Face 1672/843/2515 Detail A3 1.25" LSL Rim
- See Trus Joist SPECIFIER'S I BUILDER'S GUIDES for detail(s): A3, B3.
DESIGN CONTROLS:
MAXIMUM DESIGN CONTROL CONTROL
Shear(lb) 3061 2184 18481 Passed(12%)
Moment(ft-Ib) 3300 3300 45776 Passed(7%)
Live Defl.(in) 0.012 0.222 Passed(Ll999+)
Total Defl.(in) 0.017 0.333 Passed(Ll999+)
- Deflection Criteria: STANDARD(Ll: U360, Tl:U240).
- Bracing(lu): All compression edges (top and bottom) must be braced at 2' 8" olc unless detailed otherwise.
positioning of lateral bracing is required to achieve member stability.
- The load conditions considered in this design include alternate and adjacent member skip loading.
LOCATION
Rt. end Span 1 under Snow Roof ADJACENT span loading
MID Span 3 under Snow Roof ALTERNATE span loading
MID Span 1 under Snow Roof ALTERNATE span loading
MID Span 3 under Snow Roof ALTERNATE span loading
Proper attachment and
ADDITIONAL NOTES:
- IMPORT ANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by
this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate.
- Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability.
. THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL Yl PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
. Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above.
PROJECT INFORMATION
MIKE DAVIS
1715 HUNTERS GLEN
OSHKOSH, WI
OPERATOR INFORMATION:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET, RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
Copyright @ 2000 by Trus Joist, A Weyerhaeuser Business. T J.pro'" and T J.Beam'" are trademarks of Trus Joist.
Parallam<e> is a registered trademark of Trus Joist.
.. ~41~,,~,.. 7" x 11.S8u7P5P:~m2e.OntaEI pReaProartllfaOmr@PSL
T J.Beam v5.45 Serial Number: 7000011752
BEAMUSA 1111 1129/01 10:42:10 AM
Page 1 of2
Member Information:
B8AM RUNNING OVER BACK 8NTRY CARRYING FLOOR & ROOF LOAD
Project Information,
MIKE DAVIS
1715 HUNTERS GLEN
OSHKOSH, WI
Operator Information:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STRE8T , RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(nO) 235-3080.
(920) 2353061
6'- 8.00" 7'- 0.00" 6'- 8.00"
Max. Vertical Reaction Total (lb) 2509 6777 6703 2515
Live(lb) 1672 4267 4214 1672
Required Bearing Length(in) 1. 50 (W) 2.28 (W) 2.25 (W) 1. 50 (W)
Max. Unbraced Length(in) 32 32 32 32 32
Snow Roof loading
Shear (lb)
Reaction (lb)
Moment (ft-lb)
Live Defl. (in>
Total Defl. (in)
on all members, LDF ~ 1.15
2142
2399
2971
0.010
0.015
-3005 3456
6461
-2876
-1967
-0.003
-0.004
-3395 2992
6387
-2791
-2155
2412
3007
0.010
0.015
Snow Roof ALTERNATE span loading on
Shear (lb)
Reaction(lb)
Moment (ft-lb)
Live Defl. (in>
Total Defl. (in)
odd H members, LOF - 1.15
2252 -2895 1444
2509 4339
3284 -2144
0.012
0.017
-1759
-0.007
-0.009
-1428 2890
4317
-2107
-2257
2515
3300
0.012
0.017
Snow Roof ALTERNATE
Shear (lb)
Reaction (lb)
Moment (ft-lb)
Live Defl. [in)
Total Defl. (in)
span loading on even # members, LDF ~ 1.15
637 -1176 3456 -3395 1164 -650
728 4633 4559
746 -1797 -888 -1713 776
-0.002 0.004 -0.002
0.003 0.003 0.003
741
Snow Roof ADJACENT
Shear(lb)
Reaction (lb)
Moment{ft-lb)
Live Defl. (in)
Total Defl. (in)
span loading over support H 2, LDF ~ 1.15
2086 -3061 3716 -3135 110B -706
2344 6777 4243
2B19 -3248 -1486 -1341 915
0.009 0.001 -0.001
0.014 -0.002 0.004
796
Snow Roof ADJAC8NT span loading over
Shear(lb)
Reaction (1b)
Moment (ft-1b)
Live Defl.(in)
Total Defl. (in)
support H 3, LDF ~ 1.15
693 -1121 3196
4317
-1426
7B4
BB2
-0.001
0.004
-2273
0.002
-0.003
-3655 3048
6703
-3163
-2099
2356
2853
0.009
0.014
Floor loading on all members, LOr
Shear(lb)
Reaction (lb)
Moment (ft-lb)
J,ive Defl. (in)
Total Defl. (in)
1. 00
1116
1253
1511
0.002
0.007
-1631 1934
3565
-1717
-1214
0.001
-0.001
-191B 1625
3543
-16BO
-1121
1259
1526
0.002
0.007
n oor ALTERNATE
Shear (lb)
Reaction (lb)
Moment (ft-1b)
Live Defl.(in)
Total Defl. (in)
span loading on odd # members,
1168
1306
1656
0.003
O.OOB
LDF ~ 1.00
-1579 1444
3022
-1367
-9B2
-0.002
-0.003
-1428 1573
3001
-13.31
-1174
1311
1672
0.003
O.OOB
.,
Copyright @ 2000 by Trus Joist, A Weyerhaeuser Business.
Paral]am~ is a registered trademark of Trus Joist.
TJ-Pro" and TJ-Beam" are trademarks of Trus Joist.
l--:l ~"4ili!1t.,Ilai."'" Supplemental Report for
TJ.Beam v5.45 Serial Number: 7000011752 7" X 11.875" 2.0E Parallam@ PSL
BEAM USA 1111 1/29101 10:42: 10 AM
Page 2 of2
Member Information:
BEAM RUNNING OVER BACK ENTRY CARRYING ~LOOR & ROO~ LOAD
Project Information:
MIKE DAVIS
1715 HUNTERS GLEN
OSHKOSH, WI
Operator Information:
NO~~KE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET , RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
Floor ALTERNATE
Shearl1b)
Reaction (lb)
Momen t (ft-1b)
Live Defl. (in)
Total Defl. (in'
span loading on even' members, LDF ~ 1.00
694 -1119 1934 -1918 1113 -700
785 3053 3031
887 -1415 -912 -1378 901
-0.001 0.003 -0.001
0.004 0.001 0.004
791
Floor ADJACENT
Shear (lb)
Reaction (lb)
Moment (ft-1b)
Li ve Defl. (i n)
Total Defl. (in)
span loading over support # 2, LDF = 1.00
1100 -1647 2006 -1845 1098 -716
1238 3653 2943
1469 -1821 -869 -1274 941
0.002 0.002 -0.001
0.007 -0.001 0.004
806
t'loor ADJACE.NT
Shear (lb)
Reaction (lb)
Moment Ift-1b)
Live Oefl.(in)
Totai Defl. (in)
span loading over support # 3,
710
927
-0.001
0.004
LD~ = 1.00
-1103 1861
2964
-1311
-1300
0.002
-0.001
-1990 1641
3632
-1784
-11 06
1243
801
1484
0.002
0.007
Dead load, LD~
Shear (lb)
Reaction (lb)
t~oment (ft-lb)
= 0.90
838
747 -1067 1444
2510
1026 -1065
-1428 1061
2489
-680 -1029
-752
843
1041
Copyright @ 2000 by Trus Joist, A Weyerhaeuser Business.
Parallam@ is a registered trademark of Trus Joist.
TJ-Pro" and TJ-Beam'" are trademarks of Trus Joist.
..) ~4il~lloiJ_ HEADER OVER OPENING AT MASTER BEDROOM
TJ.Beam"" v5.45 SerialNumber:7ooo011752 1.75" x 11.87511 1.9E Microllam@ LVL
BEAMUSA 1111 9/14/00 2:46:18PM
Page 1 of 1 Build Code: 124
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED
-'
ml
I
L
J[2]
I
~5'4"~
Product Diagram Is Conceptual.
LOADS:
Analysis for Header Member Supporting FLOOR - RES. Application. Tributary Load Width: 8'
Loads(psf): 40 Live at 100% duration, 12 Dead, 0 Partition, and:
TYPE CLASS LIVE DEAD LOCATION APPLICATION
Uniform(plf) Snow(1.15) 420 238 0 to 5' 4" Adds to
Uniform(plf) Floor(1.00) 80 24 0 to 5' 4" Adds to
COMMENT
ROOF LOAD
WAll LOAD
SUPPORTS:
1
2
INPUT BEARING REACTIONS(lbs.)
WIDTH LENGTH JUSTIFICATION L1VEI DEADI TOTAL
2x4StudWall 3.50" 4.112" Left Face 2118/940/3058
2x6 Stud Wall 5.50" 4.377" Right Face 2255/1000/3255
- See Trus Joist SPECIFIER'S I BUILDER'S GUIDES for detail(s): A3.
- Bearing.length requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements.
DETAil
Detail A3
Detail A3
OTHER
1.25" LSL Rim
1.25" LSL Rim
DESIGN CONTROLS:
MAXIMUM DESIGN CONTROL CONTROL
Shear(lb) 2861 1541 4541 Passed(34%)
Moment(ft-fb) 3457 3457 10263 Passed(34%)
Live Defl.(in) 0.036 0.121 Passed(U999+)
Total Defl.(in) 0.051 0.242 Passed(U999+)
- Deflection Criteria: STANDARD(Ll: U480, TL:U240).
- Sracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" ole unless detailed otherwise.
positioning of lateral bracing is required to achieve member stability;
lOCATION
Lt. end Span 1 under Snow Roof loading
MID Span 1 under Snow Roof loading
MID Span 1 under Snow Roof loading
MID Span 1 under Snow Roof loading
Proper attachment and
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by
this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate.
- Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability.
- THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS..
- Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above.
PROJECT INFORMATION
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEN 2 STORY
OPERATOR INFORMATION:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET, RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
Copyright @ 2000 by Trus Joist. A Weyerhaeuser Business. T J.Pro'" and T J.Beam"" are trademarks of Trus Joist.
Microllam<el is a registered trademark of Trus Joist.
t;)~41~t,lloi'_
TJ.Beam v5.45 Serial Number: 7000011752
BEAMUSA 1111 9/14/00 2:46:18 PM
Page 1 of 1
Member Information,
HEADER OVER OPENING AT MASTER BEDROOM
Project Information,
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEN 2 STORY
Max. Vertic~l Reaction Tota1(lb)
Live(lb)
Requ ired Be.u i ng Length (i n)
Max. Unbraced Lengthlin)
Snow Roof loading
Shear (lb)
Reaction (lb)
Moment (ft-Ib)
Live Defl. (in)
Total Defl. (in)
3058
2118
4. 11 (W)
Supplemental Report for
1.75" X 11.875" 1.9E Microllam@ L VL
4'-10.00"
3255
2255
4. 38 (W)
32
on all members, LDF = 1.15
2861
3058
floor loadi ng on all members, LDF
Shear (lb)
Reaction lib)
Moment Ift-Ib)
Live Defl. I in)
Total Defl. (Inl
Dead load, LDF
Shear (I bl
Reaction lIb)
Momentlft-Ib)
0.90
-2861
3255
3457
0.036
0.051
1. 00
1846
1973
-1846
2100
2230
0.017
0.033
879 -879
940 1000
1062
Copyright @ 2000 by Trus Joist, A Weyerhaeuser Business.
Microllam~ is a registered trademark of Trus Joist.
TJ-Pro~ and TJ-Beam~ are trademarks of Trus Joist.
Operator Information,
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET , RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
.,
~~4il~,"..,_
T J-Beam '" v5.45 Serial Number: 7000011752
BEAMUSA 1111 9/14/00 3:25:00 PM
Page 1 of 2 Build Code: 124
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED
MAIN BEAM IN BASEMENT
3 Pes of 1.75" x 9.25" 1.9E Mierollam@ LVL
~ -l-
It---
[1}
I
<>.----g' g"
I
-l- -l--l-
Overall Dimension = 48'
9'6"
[4]~
4
[5]~
g' 6" 4 g' g"
Product Diagram Is Conceptual.
L
11[8]
I
b
[2)] [3]]
,; -9'6" ,;
LOADS:
Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 2' 8"
loads(psf): 40 Live at 100% duration, 12 Dead, 0 Partition, and:
TYPE CLASS LIVE DEAD LOCATION
Uniform(plf) Floor(1.00) 480 144 0 to 36'
Uniform(plf) Floor(1.00) 560 168 36' to 48'
Point(Ibs.) Floor(1.00) 1140 260 5.5"
Point(Ibs.) Floor(1.00) 3339 1046 4' 9"
Point(Ibs.) Floor(1.00) 3344 1017 12'
Point(Ibs.) Floor(1,00) 2353 575 16'9"
Point(Ibs.) Floor(1.00) 895 213 20'
Uniform(plf) Floor(1.00) 480 144 20' to 26' 5.5"
APPLICATION
Adds to
Adds to
Adds to
Adds to
Adds to
Adds to
Adds to
Adds to
COMMENT
FIRST FLOOR DECK LOAD
FIRST FLOOR DECK LOAD
PNT LOAD FROM BEAM ABOVE
PNT LOAD FROM BEAM ABOVE
PNT lOAD FROM BEAM ABOVE
PNT lOAD FROM BEAM ABOVE
PNT LOAD FROM BEAM ABOVE
SECOND FLOOR DECK lOAD
SUPPORTS:
INPUT BEARING REACTIONS(lbs.)
WIDTH lENGTH JUSTIFICATION lIVEI DEADI TOTAL
1 Pocket, Conc.lBlock 3.50" 2.25" Left Face 5177 11366 16543
2 Column 3.50" 4.177" Centered 12730/3716/16446
3 Column 3.50" 3.969" Centered 12440/3189/15629
4 Column 3.50" 3.5" Centered 8256/2105/10361
5 Column 3.50" 3.5" Centered 7621/2184/9804
6 Pocket, Conc.lBlock 3.50" 2.25" Right Face 3010/861/3871
- See Trus Joist SPECIFIER'S I BUILDER'S GUIDES for detail(s): A3, B3.
- Bearing length requirement exceeds input at support(s) 2, 3. Supplemental hardware is required to satisfy bearing requirements.
DETAil
Detail A3
Detail B3
Detail B3
Detail B3
Detail B3
Detail A3
1.25" LSL Rim
OTHER
1.25" lSlRim
DESIGN CONTROLS:
MAXIMUM DESIGN CONTROL CONTROL
Shear(lb) 8883 8171 9227 Passed(89%)
Moment(ft-lb) 16338 16338 16806 Passed(97%)
Live Defl.(in) 0.282 0.319 Passed(U407)
Total Defl.(in) 0.343 0.479 Passed(U336)
- Deflection Criteria: STANDARD(lL: U360, Tl:Ll240).
- Bracing(Lu): All compression edges (top and bottom) must be braced at l' olc unless detailed otherwise.
positioning of lateral bracing is required to achieve member stability.
- The load conditions considered in this design include alternate and adjacent member skip loading.
lOCATION
It. end Span 2 under Floor ADJACENT span loading
Rt. end Span 1 under Floor ADJACENT span loading
MID Span 1 under Floor ALTERNATE span loading
MID Span 1 under Floor ALTERNATE span loading
Proper attachment and
PROJECT INFORMATION
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEN 2 STORY
OPERATOR INFORMATION:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET, RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920)2353061
Copyright @ 2000 by Trus Joist, A Weyerhaeuser Business. T J-Pro'" and T J-Beam '" are trademarks of Trus Joist.
Microllam<e> is a registered trademark of Trus Joist.
":)~4Z~_.~ MAIN BEAM IN BASEMENT
TJ-8eam'" v5.45 Serial Number: 7000011752 3 Pcs of 1.75" X 9.25" 1.9E Microllam@ L VL
BEAM USA 1111 9/14/00 3:25:00 PM
Page 2 of 2 Build Code: 124
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 Trus Joist warrants the sizing of its products by
this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate.
- Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability.
- THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
- Allowable Stress Design methodology was used for Code UBC analyzing the TrusJoist Residential product listed above.
- Note: See Trus Joist SPECIFIER'S I BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEN 2 STORY
OPERATOR INFORMATION:
NOFFKE lUMBER INC
RUSS HINTZE
1601 BOWEN STREET. RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
Copyright @2000byTrus Joist. A Weyerhaeuser Business. TJ.Pro'" and TJ.Beam..... are trademarks of Trus Joist.
Microllam<e> is a registered trademark of Trus Joist
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_ ___________n
~~4il~!lloi"~
TJ-Beam'" v5.45 Serial Number: 7000011752
BEAMUSA 1111 9/14/00 3:17:13PM
Page 1 of 1 Build Code: 124
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED
Overall Dimension = 20'
L
J[5]
I
BEAM IN SECOND FLOOR DECK OVER BATH CLOSET & HALLWAY
2 Pes of 1.75" x 11.875" 1.9E Microllam@ LVL
J
m~
.1
[2]M
I
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7'3"
[3]M
I
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[4]M
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~4'9"
4'9"-~3'3"--0
Product Diagram Is Conceptual.
LOADS:
Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary load Width: 12'
Loads(psf): 40 Live at 100% duration, 12 Dead, 0 Partition
SUPPORTS: INPUT BEARING REACTIONS(Ibs.)
WIDTH LENGTH JUSTIFICATION L1VEI DEADI TOTAL DETAIL OTHER
1 2x6 Stud Wall 5.50" 4.25" Left Face 1140/260/1399 Detail A3 1.25" lSL Rim
2 2x4 Stud Wall 3.50" 3.5" Centered 3339/1046/4384 Detail B3
3 2x4 Stud Wall 3.50" 3.5" Centered 3344/1017 14361 Detail B3
4 2x4 Stud Wall 3.50" 3.5" Centered 2353 I 575 12928 Detail B3
5 2x4 Stud Wall 3.50" 2.25" Right Face 895/213/1107 Detail A3 1.25" LSl Rim
- See Trus Joist SPECIFIER'S I BUilDER'S GUIDES for detail(s): A3, B3.
DESIGN CONTFtOLS:
MAXIMUM DESIGN CONTROL CONTROL
Shear(lb) 2395 1674 7897 Passed(21%)
Moment(ft-Ib) 2585 2585 17848 Passed(14%)
Live DefL(in) 0.019 0.242 Passed(U999+)
Total Defl.(in) 0.023 0.363 Passed(U999+)
- Deflection Criteria: STANDARD(Ll: U360, TL:Ll240).
- Sracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" olc unless detailed otherwise.
positioning of lateral bracing is required to achieve member stability.
- The load conditions considered in this design include alternate and adjacent member skip loading.
LOCATION
Lt. end Span 2 under Floor ADJACENT span loading
Rt. end Span 1 under Floor ADJACENT span loading
MID Span 2 under Floor ALTERNATE span loading
MID Span 2 under Floor ALTERNATE span loading
Proper attachment and
ADDITIONAL NOTES:
- IMPORT ANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by
this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate.
- Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability.
- THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
- Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above.
- Note: See Trus Joist SPECIFIER'S I BUilDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEN 2 STORY
OPERATOR INFORMATION:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET, RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
,
.,
Copyright@2000by Trus Joist, A Weyerhaeuser Business. TJ-Pro'" and TJ-Beam'" are trademarks of Trus Joist.
Microllam<e> is a registered trademark of Trus Joist.
~ ~PNili:i!lloi'_ Supplemental Report for
TJ.Beam v5.45 SeriaINumber:700oo11752 2 Pcs of 1.75" X 11.875" 1.9E Microllam@ LVL
BEAMUSA 1111 9/14/00 3:17:13PM
Page 1 of 1
Member Information:
BEN~ IN SECOND FLOOR DECK OVER BATH CLOSET & HALLWAY
Project Information:
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEH 2 STORY
Operator Information:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET , RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
4 '- 5.00" 7'- 3.00" 4 '- 9.00" 3'- 1.00"
Max. Vertical Reaction Tota1(lb) 1399 4384 4361 2928 1107
Live(lb) 1140 3339 3344 2353 895
Required Rearing Length (in) 1. 50 (W) 2.95 (W) 2.93(W) 1. 97 (W) 1. 50 (W)
Max. Unbrac8d Length(in) 32 32 32 32 32 32 32
Floor loading on all members, LDF
Shear (lb)
Reaction (lb)
Moment (ft-lb)
Live Den. (in)
Tota 1 Defl. (i n)
1. 00
849 -1958 2316 -2292 1865 -1153 1196 -763
1061 4273 4157 2350 869
567 -2448 1771 -2360 378 -668 458
0.002 0.014' -0.003 0.001
0.002 0.018 -0.004 0.002
noor ALTERllATE span loading on odd II members, LDF = 1.00
Shear (lb) 1187 -1619 577 -551 1501 -1517 531 52
Reaction (lb) 1399 2196 2052 2048 -26
t~oment (ft-lb) 1109 -954 115 -861 913 -899 0
Live Defl. lin) 0.007 -0.005 0.006 -0.002
Total Defl. (i n) 0.007 -0.002 0.006 -0.002
Floor IILTER1JATE span loading on even members, LDF = 1.00
Shear (lb) -130 -817 2306 -2301 821 82 958 -1001
Reaction (lb) -79 3123 3122 876 1107
Moment 1ft-I!>) 0 -2093 2090 -2077 0 67 789
Live Defl.lin) -0.006 0.019 -0.006 0.003
Total Defl.(in) -0.006 0.023 -0.006 0.004
Floor ADJACF.;NT span loading over support II 2, LDF = 1. 00
Shear lIb) 818 -1989 2395 -2212 777 39 974 -986
Reaction (lb) 1030 4384 2989 935 1092
Moment (ft-lo) 527 -2585 1930 -1919 0 19 765
Live Defl.lin) -0.003 0.016 -0.005 0.003
Total Defl.(in) -0.004 0.021 -0.006 0.004
Floor lIDJACf:NT span loading over support II 3, LDF = 1. 00
Shear(lb) -96 -782 2216 -2391 1971 -1048 363 -116
Reaction lIb) -44 2999 4361 1411 142
Moment 1ft-I!>) 0 -1939 1926 -2571 484 -380 44
Live Defl.(in) -0.005 0.016 -0.003 -0.001
Total Defl. (i n) -0.006 0.021 -0.004 -0.001
floor ADJACF.;NT span loading over support II 4, LDF = 1. 00
Shear (ib) 1184 -1623 586 -541 1440 -1579 1349 -610
React ion lIb) 1395 2209 1981 2928 716
Moment 1ft-I!>) 1102 -970 134 -808 823 -1139 293
Live Den. (in) 0.006 -0.005 0.005 -0.001
Total Defl. (in) 0.007 -0.002 0.005 0.001
Dead load, LDF
Shear I Ib)
Reaction (lb)
Moment (ft-lb)
0.90
208 -479 567
260 1046
139 -599
-561 456
1017
433 -577
-282 293
575
92 -164
-187
213
112
,
.,
Copyright ~ 2000 by Trus Joist, A Weyerhaeuser Business.
Microlla~ is a registered trademark of Trus Joist.
TJ-Pro" and TJ-Beam" are trademarks of Trus Joist.
t;)~il~t~_
TJ-Beam'" v545 Serial Number: 7000011752
BEAMUSA 1111 9/14/00 3:56:56 PM
Page 1 of 2 Build Code: 124
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED
BEAM NEAR BACK ENTRY BY GARAGE
3 Pes of 1.75" x 9.2511 1.9E Mierollam@ LVL
[2]@
6'11.75" a
[3]8
6'11.5" a
Overall Dimension = 21'
L
tlf41
1
7' .75" a
Product Diagram Is Conceptual.
J
mlr
I
'"
J,.
J,.
LOADS:
Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary load Width: 2'
Loads(psf): 40 live at 100% duration, 12 Dead, 0 Partition, and:
TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT
(1) Point(lbs.) Floor(1.00) 6504 2517 6' 11.75" Adds to POINT LOAD FROM BEAM ABOVE
(1) Point(lbs.) Floor(1.00) 6510 524 13'11.25" Adds to POINT LOAD FROM BEAM ABOVE
Uniform(plf) Floor(1.00) 240 72 0 to 6' 8" Adds to FIRST FLOOR DECK LOAD
Uniform(plf) Floor(1.00) 252 86 6' 8" to 14' 3" Adds to FIRST FLOOR DECK LOAD
Uniform(plf) Floor(1.00) 240 72 14' 3" to 21' Adds to FIRST FLOOR DECK LOAD
(1) Analysis assumes loads are passed through to support: Sufficient strength full depth blocking, rim, or squash blocks are required
at dropped supports. The accessories shown, at the diagram above, have NOT been checked for capadty~ Downward acting point
loads are included in the reported SUPPORTS reactions. These are the reactions associated with the highest coefficient of
duration and may not be the most CRITICAL case when designing the supporting member below.
SUPPORTS: INPUT BEARING REACTIONS(lbs. )
WIDTH LENGTH JUSTIFICATION lIVEI DEADI TOTAL DETAIL OTHER.
1 Pocket, Conc.lBlock 3.50" 2.25" Left Face 1037/310/1347 Detail A3 1.25" LSL Rim
2 Column 3.50" 3.5" Centered 9193/3402/12596 Detail B3
3 Column 3.50" 3.5" Centered 9217/1418/10634 Detail B3
4 Pocket, Conc.lBlock 3.50" 2.25" Right Face 1046/314/1360 Detail A3 1.25" lSL Rim
- See Trus Joist SPECIFIER'S I BUILDER'S GUIDES for detail(s): A3, B3.
DESIGN CONTROLS:
MAXIMUM DESIGN CONTROL CONTROL
Shear(lb) 1833 1432 9227 Passed(16%)
Moment(ft-Ib) 2378 2378 16806 Passed(14%)
Live Defl.(in) 0.023 0.230 Passed(U999+)
Total Defl.(in) 0.028 0.345 Passed(U999+)
- Deflection Criteria: STANDARD(lL: U360, TL:U240).
- Sracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" olc unless detailed otherwise.
positioning of lateral bracing is required to achieve member stability.
- The load conditions considered in this design include alternate and adjacent member skip loading.
LOCATION
lt. end Span 3 under Floor ADJACENT span loading
Rt. end Span 2 under Floor ADJACENT span loading
MID Span 3 under Floor ALTERNATE span loading
MID Span 3 under Floor ALTERNATE span loading
Proper attachment and
PROJECT INFORMATION
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEN 2 $TORY
OPERATOR INFORMATION:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET, RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
Copyright@ 2000 byTrus Joist, A Weyerhaeuser Business. TJ-Pro'" and lJ-Beam..... are trademarks of Trus Joist.
Microllam<el is a registered trademark of Trus Joist.
t::l~47~f
- . ~~I:!tU'<<::3aSJ~
TJ.Beam™ v5.45 Serial Number: 7000011752
BEAMUSA 11119/14/00 3:56:56 PM
Page 2 of 2 Build Code: 124
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED
BEAM NEAR BACK ENTRY BY GARAGE
3 Pes of 1.75" x 9.25" 1.9E Mierollam@ LVL
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by
this softWare will be accomplished in accordance with Trus Joist 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 Trus Joist Associate.
- Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability.
- THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. .
- Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above.
- Note: See Trus Joist SPECIFIER'S I BUILDER'S GUIDES for multiple ply connection.
,
.,
PROJECT INFORMATION
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEN 2 STORY
OPERATOR INFORMATION:
NOFFKE lUMBER INC
RUSS HINTZE
1601 BOWEN STREET, RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
Copyright @ 2000 by Trus Joist, A Weyerhaeuser Business. T J-Pro '" and T J-8eam '" are trademarks of Trus Joist.
Microllam<el is a registered trademark of Trus Joist.
t;) ~4ilf!!Boi'~
TJ-Beam v5.45 Serial Number: 7000011752
BEAMUSA 1111 9/14/00 3:56:56PM
Page 1 of 1
Member Information:
B~AM N~AR BACK ~NTRY BY GARAG~
Supplemental Report for
3 Pcs of 1.75" X 9.25" 1.9E Microllam@ LVL
Project Information,
MIKE DAVIS CUSTOM HOMES
HUNT~RS GLEN 2 STORY
operator Information:
NOFFK~ LUMB~R INC
RUSS HINTZE
1601 BOWEN STREET , RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
6'- 9.75" 6'-11.50" 6'-10.75"
Max. Vertica 1 Reaction Total (lb) 1347 12596 10634 1360
Live(lb) 1037 9193 9217 1046
Required Bearing Length(in) 1. 50 IS) 3.20(S) 2.70 (S) 1. 50 (S)
Max. Unbraced Length(in) 32 3Z 32 32 32
Floor loading on all members, LDF
Shear (lb)
Reaction (lbl
Moment (ft-Ib)
Live Defl. (i n 1
Total Defl. (in)
1. 00
1156
1228
1557
0.015
0.020
-10798 1578
12376
-2087
647
0.003
0.005
-8625 1798
10422
-2131
-1172
1243
1599
0.016
0.021
Floor ALTERNATE
Shear (lb)
Reaction (lb)
Moment (ft-Ib)
Live Defl. (in)
Total Defl. (in)
span loading on odd
members, LDF =.1.00
1276 -10679
1347 11101
1895 -1275
0.022
0.027
422
-554
-0.014
-0.012
-961 1681
2641
-1326
-1288
1360
1933
0.023
0.028
Floor ALTERNATE
Shear (lb)
Reaction (lb)
Moment (ft-Ib)
Live Defl. (in)
Total Den. (in)
span loading on even # members, LOF = 1.00
173 -3094 1584 -8619
191 4678 9199
-1188 -1362 1392 -1366
-0.008 0.017
-0.005 0.018
Floor ADJACeNT span loading over
Shear (lb)
Reaction (lb)
Moment (ft-Ib)
Live Den. (in)
Total Den. (in>
support # 2, LDF ~ 1.00
1119 -10836 1760
1191 12596
-1798 -2343
0.013
0.018
1059
0.010
0.012
-8443
8987
-1120
580 -179
197
-1191
-0.008
-0.005
544 -215
233
-956
-0.005
-0.003
Floor ADJACENT
Shear (lb)
Reaction (lb)
Moment(ft-Ib)
Live Den. fin)
Total Den. (i nl
span loading over support # 3, LDF = 1.00
210 -3056 1402
4458
-11 06
229
-944 .
-0.005
-0.003
1051
0.010
0.012
-8801 1833
10634
-2378
-1136
1208
-1827
0.014
0.019
Dead load, LDF
Shear (lb)
Reaction (lb)
Moment (ft-Ib)
0.90
292 -2975 428
310 3402
-413 -550
-955
1418
191 -561
463 -296
314
-422
Copyright @ 2000 by Trus Joist, A Weyerhaeuser Business.
Microllam<!;> is a registered trademark of Trus J6ist.
TJ-Pro" and TJ-Beam.... are trademarks of Trus Joist.
~~~ ~1 '01 i~:~i fR GEbR~iA-PACIFIC
303 706 8554 TO 919202353061
P.02/05
1 Feb 2001 9:30 am
en
S"acing (In.): 0.0
b 3.5", 425 psi
-0 3.5",625 psi
-J 3.5", 425 psi
~
3' 0"
7' 6"
LOADS "'projQOf De$lgn Loads: i"Joor. L1vf=40 PSi. "JjeBd'" 10 pd.'
Llve+Dead Ldm Live Ld(L) LDF Location.
, Shape. @start ~nd @/Start@End $pan# Starts Ends Additlonallnfo
1 ConcenUaleU{IIlS) 5659. 357'1 100% 0 2' 6".. pt load from header over launUry
2 Conc:entrated(lbs) 1394 890 100% 0 6' 7" pt lOad from header over 1\'II1Indry
Uniform(plf} 11 0 0 0 10' 6" Self Weight
. +Dimon$1On8 measured from left find when span' Is 0, othetwiae, from left ttnd of the specified span.
I:C:SXn FA TTERNS (" = span loaded) ... ~ .
1 2
.. '"
1
2
3
SUPPORT$(lbS)
..
Mal'liR'n
Max 100%
Min R'"
Mln 100%
DLR'n
Min Brg(in.)
B~ S~i!
D SIG
V(lbs)
t'tt~?~)
RtRn(lbs)
IntRn(lbs)
llDefifin.)
TLDeflln.)
UDeflln.)
TLo.tI(in.~
..
1 2 3
593 6543 329
4~ 4090 208
-114 2453 68
-246 927 -53
131 2453 121
1.50 3.00 1.50
425 625 425
Value Span X
1187 2 l' 2"
1836 1 3'0"
593 0 0'0"
329 0 10'6-
6543 0 3'0"
0.00 1 l' 6"
0.01 1 l' 6~
0.01 :2 3'9"
0.02 2 3'9~
(Based on bearIng stmsl: beloW]
Group
21
21
22
23
21
22
22
23
23
Allow
7896
19560
5206
5206
7656
0.08
0.15
0.19
0.38
LDF
100%
100%
100%
100%
100%
Ratio
0,15
0.09
0.11
0.06
O.SS
L/9793
U6632
lJ871 &
U5827
See Note ff4
See Note IN
See Note #4
USE:
GPLAM 2.0E 1.1Sx11.eatt 2 Plies
I:-), CA.~ 1m GeorgIa-pacifiC Corp.
Grade. Depth, PffBS selected by User
NOTES:
1. Dtlt;lgned In .ccomnce with National De~gn Specifications for Wood Construction and IIpplicable Approvals or ResHl'eh R.pom.
2. ProVide lattlral support at thtt bfmring loe:ttlon na:JfO$1 tlaoh ond of the member. Continuous lateral support requIred for compre$Slon
edge.
3. Design valid for dry uso only.
4. This IVsctlon i$ ba$td On the combination of loads & duration facto~ thst prOduees the highest stress ratio and may be less than
maximum react/on. Therefore, Wl'Jen reaction values are required, use M~ R'n from 'Supports'sect/on above.
5. Bearing lengtb ba$ed on deSign material; support material eyaclty shall be verified (by others).
6. When raqulrod by the "UI/dlng Code, a registered design profOBslenal or building OffiCi" should verify the Input 'tHJth and prodcn;t
aln'lioafiot'l.
7. This englne.rod lumoer product has been sized for resldentlBl UStl. A coneentrattd ItHJd cheek. per the building cede. mu.$f be perfOrmed
for commercial uses.
S. Provide approved upllff reslstanc& at "(lp'''OI't$ with negative ref1ctJons.
9. Verify thttt load is applied CIt (Qp or eqlRilfy from both sldu.
10. Naft plies togethtll" with 1fd nMI$ @} 12~ QIc along fop and bottom edgu. N.il frQm a/temate faces, 2" from edges,
11. MexIM;n ructions are bestt<;l on tJje app/lesb/e load comblnMJons oufflnod In thq nofe$. $ummaffon ofmfDt1mln reactJeM fQr ..,.rlOUlS
DOl. may not match total ma1fl'min I'Hction. I
12. Company, product or brand names l'Idoroneed are trademarlts or registered tnrdfHl'larks of theIr IV$pectlve owners. '
13. Load Comb/oat/OM: 10" D, 20" D.. 100%, 30" D + 116%. 40.. D + 121S%. 50 '" D + 133",60" D + 100" + 115%, 70= D + 1Wh + 1.2~
, 80.. D + 1()()" . 133%. .90" D + 100% + 111S% + 133%/2 , 100.. D + 100" + 11SY..12 + 133%, 110. D ... Commercial Ld (100'h)
14. Group .. t~l!d Combil1af1017 Number + Load Pattern number. te..or simple span. Load pattern .. 1 for LL. 0 for Did.
P:Jge 1 of 1
FeE ~1 '01 10:21 ~R GEORGIA-PACIFIC
303 706 8554 to 919202353061
P.03/05
1 Feb 2001 9:2S am
en
Spacing (In.): 0.0
Slope: 0112
d 3.5", 425 psi
b 3.5", 425 psi
8' 0"
LOADS Project DesIgn LoadS: Roof: 1.1'(6=30 pM, Dead=17 psf;.............'
LIve+Dead Ld(T) Live Ld(L) LOF Location.
Start End ~Start~End ._~an# Starts Ends AddltionallnfQ
600 115%- o'.~n pt load from h$;lCler ;loove
600 115% 0 G' O. pt load mm header abov$
240 11 &% 0 O' 0" l' 2" roofload from above
240 1 f 5% 0 6' 0" 6' 0" roof load from above
Unlform{prt) 104 80 115% I) 0'0" S' 0" WQ. n load
Uniform{plf) 11 0 0 0 S' on Self WeIght
"Dimensions mSBsuF9d from left fmcl when span" is 0, othetwi~ from left end of the specified sl'81l.
SUPPORTSllbs)
~R'n
Max 1159,4
MlnR'n
Min 115%
DLR'n
Mln B~ln~)
B~ S 'I~
D SI
V(Ib$) .
M{ft.lbs)
LtRn{lbs)
~~~.)
TlDefl(ln.)
1 Z
21e~ 2130
1302 1298
867 832
1302 1298
867 832
1.50 1.50
425 425
Value Span
1614: 1
3279 1
2169 0
2130 0
0.03 1
0.05 1
[Based on bearing stress below]
x
l' 2"
6'0"
0'0"
8'0.
4'0"
4'0"
Group
a1
31
31
31
31
31
Allow
9OS0
22494
5206
5206
0.40
0,53
LDP
115%
'15%
100%
100%
Ratio
0.18
0.15
O.4~
0.41
U3314
Ll2000
$.. Note #4
Sir. Nota #4
USE:
GPLAM 2.01: 1.75x11.88" 2 Plies
G-P LAM tm Georgla-paclflc COrp.
Grade, tJepth, Plle~ nl8cfed by U$9r
NOTES:
1. Designed in 4ccotdance with National Desi(1n Specmcaticm$ for WOod Comst1'uction and DPplicable Approvals or ResHreh Reports.
2. ProVide lateral $UPport at the bearing locatfon nearest each end of the member. Continuous lateral support required for compression
edge.
3. Dfl$/gn valid for dry U$e only.
4. This reection is based on the combination of loads & duration factors that produces the hIghest stress ratfo and may be leu than
maximum reaction. Therefore, when fHctJon values are required, use Max R'n from 'Supports' section above.
5. Bearing length based on design material; supporl material capacity shall be verified (by others).
6. Roof ffUge: In5mll with minimum 1/4:12 slope fo,. adequrrte dra;n8ge.
7, K11en requlrvxJ by the building code, a regi$fereddfJ$lgn profess/ona' or buffdlng officIal should verify the Input loads and product
aPJ'lica6on.
8. Thl$ t1I1glneflr<<! lumber prodvC't h:J$ bQen s'~fJd for fMldfJntlal U$e. A conce~ted 10:ld check, per the bvl/(IIng oode, mu$f ~ performed
far commercial US".
9. VeritY th.,o~ Is applied ., top or equa/ly ft'om both $ldN. . .
10. Naif plla togethor with 16<1 nails @ 12" Qlc along top and bottom odges. Nail from alternate facH, 2" ft'om edges.
11. MaxlMfn ,"ctlons.,.e based on tti. IIpplfoab/e/oH oomblnatlons oufllned;n the note., Summiltlon of max/mln /'ell. otions for various
DOL may not match total mtl:dmln reaction.
12. Company, product or bl'l!nd names referenced are trademarks or reg1sfered trademarks 0' their respective ownel'$,
U Load Combln:nJons: 10"" D, .2C "" D... 1fJD%, 30"" D + 115%, 4(J." D . 125%, 5tJ "" D... 133%, 60 = D... 100% + 115%, 70= D ... 100" + 125%
,110 = 0 + fOrm + 133%, 90 =D. 100%. 115% · 133M, 100= 0+ 100% '" 11$UIZ + 133%, 110 = D +Commen:iaf Ld(100%)
14. (J;1'QUP = Load Combination Numbt!lr + Load P:lttam numlull'. (For tdmplfJ $p:m, L~ pattam = 1 for LL, 0 for DL).
,
.1
Page 1 of 1
FEB 131 '~1 113:22 FR GEORGIA-PACIFIC
3133 7136 8554 TO 9192132353061
P.04/05
1 Feb 2001 8:34 am
Spacing (in.): 0.0
6 35", 425 psi
d 3.5", 425 psi
11' 0"
LOADS Project DeSTgn r~8aS : 'Floor: Uve'!!!.40 pst, Dead'!!!. 12 psf;
I..Ive+Dea<f ldm UV9 LCI{L). LDF . Location-
# Shape @Start @End @St~rt @End Spent Sterts Ends Additional Info
lSpan (;ain'ed(psf) 62 40 100% 0 0'0" 11' O. ae< 0" $.0, _
Unlform~lf) 13 0 0 0 11' 0" SalfWolgh~
. "Dlmen$ion$ measUfect ftom left end when $1131'1# is 0, otherwise, from left. end of the ~l8d span.
SUPPORTS(lbS) .
MOll( ~'n
Max 100%
Mln~'n
Min 100%
DLR'n
. Min Brg(ln.)
B~ Sti~l)
'0 SIG
V(Ib$)
MtfMbs)
URn(lbs)
RtRn(lbs)
LLDefJ(ln.)
TLDeft(ln.~
1 2
3789 3789
2860 2860
929 929
2Seo 2SeO
929 929
1.70 1.70 [Based on bearing stress betowJ
425 425
....r.1Io..
Value Span X Group Allow LDF RatIo
3144 1 10' '" 21 9477 100% 0.33
10421 1 5'6" 21 19248 100% 0.54
3789 0 0'0. 21 7809 100% 0.49 See Note #4
3789 0 i1' 0" 21 7809 100% 0.49 See Note #4
0.24 1 5'6" 21 0.28 lJ552
0.32 1 S'6" 21 0.55 U416
USE:
G~ce, Oepth. PRes selected by User
Page 1 of 1
FEB 01 '01 10:22 -FR ~EORdfA-'pAcIF[C
303 706 8554 TO 919202353061
P.05/05
GEORGIA-PACIFIC CORPORA nON Ron Gardner
360 Inverness Drive South Englewood CO, 60112- (303l70G-8063
FASTBea~ Engineering AnaIY$i$ @ i996-2000 Geo!JIla.PaciTic Corporation
Project: RB<f'I112.FBDlnrormatfon : Noffke um er. s os
Mark # : beam over dinette bumpout Desc :
Usage: Beam{Floor) Repetitive:. No
Max Den: LL = L/360 TL = U240 Composite Action: No
6 5.5",625 psi
1 Feb 2001 9:1hm
Spacing (In.): 12.0
d 5.5", 525 psi
10' 6"
rOADS pl'O/ect De$/gn LOBds : Floor: 11Ve=40 psf, Dead"" 12 psi; Roof: Ulle""40psf, Deacr-15 pst.
Live+Dead Ld(T) Uve Ld(L) lDF Locatlon* .
t Shape . ,Start @End @Star1 @End Spantl Starts Ends Additional Info
Sp~ Sen Ul'Ilform(ps 52 W 100% 0 0' 0" 10' 6" 1~ro:nase Unifo!l'T1load (SpaCing Sensitive)
1 Partial(plf) 416 320 100% 0 0' 0" T 6" 2nd floor deel<lo~d
. 2 Unlform(plf) 658 420 115% 0 O'O~ 10' 6" roof load from above
3 Uniform(plf) 141 90 115% 0 0'0" 10'6" roof toad from dinette bump out
Unlform(plf) 13 0 0 0 10' 6" $elfWelght
*DimenSlons measured from left end when $PI!lnl is 0, othfllWise, from left end of the specified span.
SUPPORTS(lbsj
Max R'n
Max 100".
Max 115"10
M1n R'n
M1n 100%
Mln 115% .
DL R'n
Min Brg(in,)
~~s~'t8r!
V(lbs)
M(ft-Ibs)
LtRn(lbs)
RtRn(lbs}
LLDefl(ln.).
TLDefl('n.)
1 2
6542 S6S0
1753 lOG1
2678 ~67a
Z111 1905
1753 1067
2~78 2678
2111 1906
1.99 1.72 {Bl!Ised on bearing $tress below]
625 625
Value Span X Group Allow LDF Ratio
5235 1 " 0" 61 10699 115% 0.48
16704 1 5'3" 61 22135 1H5% 0.75
6542 0 0'0" 61 16047 1QO% 0.36 See Note If4
6650 0 10' 6" 61 18047 100% 0.31 See Note 1M
0.31 1 5' 3" 61 0,35 U404
0.46 1 5' 3" 61 0.52 U272
USE:
GPLAM 2.0e 1.75x '.50" 3 Plias
G-P LXlGl tm Georgla..paClflc Corp.
Grade, Depth, Piles selected by User
NOTES:
1. Designed In accordance with NaUonal De$ign SpecH1t:aflons for Wood ConstftlCtlon :md ::lpplleab/e Approvals or Research Reports.
2. Provldo l::ltor.J1 support at the bearing location noarnt nch end of the member. Contfnuous lateral supporl fef/u;red for compi'esslon
edge. .
3. Design valId for dry "$$ tJnly.
4. This reaction ;s based on the combination of loads" durat/on factors that produces the hlgh.t $frosg ratIo and may be le$$ than
maximum ".efJon.Therefore, when reactIon valu" al'O requl,.,td, use Max R'n from 'Supporls'section above.
5. Searlnf1/enrBh bued on de:l;gTl material: support material capacity $hall be verified (by t1thersJ.
8. When requlied by the building cod_, :t rogls:forod design profes$/on~1 or buildIng official $houfd verify the Input loads and product
appllc:Jtfon.
7. This engineered lumber product has been sized for l'eSldtmtl;tllJ$tJ. A concentr3ted load check, per the buHding code, must be performf!d
for commerr:lal uses.
8. Verily that load ;$ applied at top or equally from both sides.
9. Nail plies together wIth 16d nails @ 12" ole along top and bottom edges. Nail from alternate faces, 2" from edgeS.
10. Comprmy. Produot or bntnd names f'ttference<l.re trademarlfs or rogJ$fO~ trademar1<$ of their rnspGctf1ItJ ownOJ'$.
11. LoaCl Coml)/n:ltlons: 10", D, 20", D... 100%,30'" D.,. 11S%, 40 '" D t 125%.50'" D + 133", 60.. D + 100% .. 116%, 70" D + 100""" + 125%
. 80'" D + 100% .,. 133%, 90" D .. 100% + 115% + 133%12, 100:: D" 10()% .. 115%12 + 133Yo, 11(1 = D" Commorclal Ld (100%)
12. Group = Load CombfnatiOP Number + Load Pattern numb~or:.~!!f!p'/e span. Load pa~m '" 1 for LL!.!! for DL).
Pa9~ 1 of 1
** TOTAL PflGE,05 **
... .tfiP;r4ili:!t__ BASEMENT BEAM UNDER MASTER BEDROOM AREA
TJ.Beam™ v5.45 SerialNumber:7ooo011752 3 Pcs of 1.75" X 9.5" 1.9E Microllam@ LVL
BEAMUSA 1111 9/14/00 3:08:48 PM
Page 1 of 1 Build Code: 124
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR tHE APPLICATION AND LOADS LISTED
1
Overall Dimension = is'
I
J
J~
,
G
7'6"
l2Jffi
4
~
t~
,
7' 6"
b
Product Diagram Is Conceptual.
LOADS:
Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 18'
Loads(psf): 40 live at 100% duration, 12 Dead, 0 Partition, and:
TYPE CLASS LIVE DEAD LOCATION APPLICATION
Point(lbs.) Floor(1.00) 2118 940 9' 8" Adds to
Point(lbs.) Floor(1.00) 2255 1000 14' 8" Adds to
- Uniform(plf) Snow( 1.15) 420 238 0 to 9' 8" Adds to
Uniform(plf) Floor(1.00) 360 108 0 to 9' 8" Adds to
COMMENT
POIN lOAD FROM SHOLDERS STUDS ABOVE
PNT LOAD FROM HEADER ABOVE
ROOF LOAD FROM ABOVE
SECOND FLOOR DECK LOAD
SUPPORTS: INPUT BEARING REACTIONS(lbs. )
WIDTH lENGTH JUSTIFICATION lIVEI DEADI TOTAL DETAIL OTHER
1 Pocket, Conc.lBlock 3.50" 2.25" Left Face 5062/1709/6771 Detail A3 1.25" LSL Rim
2 Column 3.50" 4.829" Centered 13742/5275 /19016 Detail B3
3 Pocket, Oonc.lBlock 3.50" 2.25" Right Face 5218/1748/6966 Detail A3 1.25" LSL Rim
- See Trus Joist SPEciFIER'S I BUILDER'S GUIDES for detail(s): A3, B3.
- Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements.
DESIGN CONTROLS:
MAXIMUM DESIGN CONTROL CONTROL
Shear(lb) 9598 7028 9476 Passed(74%)
Moment(ft-fb) 13254 13254 20312 Passed(65%)
live Defl.(in) 0.115 0.244 Passed(lI766)
Total Deft.(in) 0.143 0.367 Passed(U614)
- Deflection Criteria: STANDARD(Ll: U360, Tl:U240).
- Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" olc unless detailed otherwise.
positioning of lateral bracing is required to achieve member stability.
. The load conditions considered in this design include Alternate member loading.
LOCATION
Lt. end Span 2 under Floor loading
Rt. end Span 1 under Snow Roof loading
MID Span 1 under Snow Roof ALTERNATE span loading
MID Span 1 under Snow Roof ALTERNATE span loading
Proper attachment and
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by
this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate.
- Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability.
- THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. '
- Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above.
- Note: See Trus Joist SPECIFIER'S I BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEN 2 STORY
OPERATOR INFORMATION:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET, RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
.
.,
Copyright <C> 2000 by Trus Joist. A Weyerhaeuser Business. T J.Pro'" and T J.8eam'" are trademarks of Trus Joist.
Microllam<el is a registered trademark of Trus Joist.
t-1 "fiii;r41!1!1lo4'''' Supplemental Report for
TJ-Beam v5.45 Serial Number: 7000011752 3 Pes of 1.75" x 9.5ft 1.9E Microllam@ L VL
BEAMUSA 1111 9/14/00 3:08:48PM
Page 1 of 1
Member Information:
BASEMENT BEAM UNDER MASTER BEDROOM AREA
Project Information:
MIKE DAVIS CUSTOM HOMES
HUNTERS GLEN 2 STORY
Operator Information:
NOFFKE LUMBER INC
RUSS HINTZE
1601 BOWEN STREET , RUSS HINTZE
OSHKOSH, WISCONSIN 54901
(920) 235-3080
(920) 2353061
7'- 4.00" 7'- 4.00"
Max. Vertical Reaction Total (lb) 6771 19016 6966
Live(lb) 5062 13742 5218
Required Bearing Length(in) 1. 72 (S) 4.83 (S) 1. 77 (S)
Max. Un braced Length(in) 32 32 32
Snow Roof loading
Shear (lb)
React ion (Ib)
Moment (ft-Ib)
Live Den. (in)
Total Den. (i nJ
on all members, LDF ~ 1.15
5804
6150
-9419 9598
19016
-13254
8II4
0.075
0.104
Snow Roof ALTERNATE span loading on
Shear (Ib)
Reaction (lb)
r.loment (ft-IbJ
Live Defl.. (in)
Total Defl. (i nl
odd g members, LOF = 1.15
6425 -8797 . 3352
6771 12150
9944 -8697
O. II5
0.143
Snow Roof ALTERNATE
Shear (Ib)
Reaction (Ib)
Moment (ft-Ib)
Live Defl.(in)
Total Defl. (i n)
span loading on even. members, LOF 1.15
991 -3231 8910
12141
-8212
1087
853
-0.044
-0.028
Floor loading on all members, LOF
Shear (Ib)
Reaction (Ib)
Moment (ft-Ib)
Live Den.(in)
Total Defl. (in)
1. 00
4505
4781
-7637 8581
16218
-11484
6129
0.046
0.075
Floor ALTERNATE
Sl)ear (Ib)
Reaction (Ib)
Moment(ft-Ibl
Live Defl. (in)
Total Defl. {in}
span loading on odd . members,
5078
5354
LDF = 1.00
-7065 3160
10225
-7286
7786
0.083
O. III
Floor ALTERNATE
Shear (Ib)
Reaction (lb)
Moment (ft-Ib)
Live Defl.(in)
Tota I Oefl. (i n)
span loading on even . members,
1040
II36
LOF = 1.00
-3182 8086
II268
-7854
940
-0.041
-0.026
Dead load, LDr 0.90
Shear(lb)
Reaction (Ib)
Moment (ft-Ib)
-6120
6278
4864
0.047
0.064
-1022
1061
-2785
-0.049
-0.037
-6808
6966
7187
0.093
0.110
-6227
6385
5192
0.055
0.071
-1215
1253
-1791
-0.035
-0.024
-6722
6880
6870
0.088
0.104
1613 -2610 2665 -1710
1709 5275 1748
2258 -3656 1263
Copyright @ 2000 by Trus Joist, A Weyerhaeuser Business.
Microllam@ is a registered trademark of Trus Joist.
TJ-Pro.. and T,T-Beam.' are trademarks of Trus Joist.