Specifications (28) 'T
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Nava Contractint & EnEincering., Inc. /4-
2833 N.E.Weidler St,Portland,Oregon 97232
Ph:(503)238-0633 ;Fax:(503)238-0533
.
To: Barry Sandhorst Date: 08/20/2010
From: Matthew V. Nava, RE. No. of Pages:
Re: Beam Beam Calculation
See following beam calculation for existing framing with vertical and lateral
loading.
Please call if you have any questions.
Re.
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Lateral Beam
5 1/8" x 9" Glulam (24F -V4 DF)
1-J-Beemle 6 35 serial Number
Usaer 2 8/20/2010 2 56 05 PNI THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
Page 1 &one\lemon 6 35 0
CONTROLS FOR THE APPLICATION AND LOADS LISTED
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LOADS;
Analysis is for a Drop Beam Member. Tributary Load Width:1'4"
Primary Load Group-Residential-Living Areas(psi):40.0 Live at 100%duration, 12,0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(lbs) Floor(1.00) 1339 402 3'
Point(lbs) Floor(1.00) 1339 402 4'
Point(lbs) Wind(1.60) -1626 0 2'
Point(lbs) Wind(1.60) 1626 0 7'
SUPPORTS:
Input Bearing Vertical Reactions(lbs) Detail Other
Width Length liveiDead/Upliftfrotal
1 Stud wall 3.50" 1.50" 2398/798/-928/3197 By Others None
2 Stud wall 3.50" 1,50" 12161 387 /1603 13y others None
-See ileveltt Specifier's/Builder's Guide for detail(s):By Others
DESIGN CONTROLS:
Maximum Design Control Result Location
Shear(lbs) 3183 3113 7380 Passed(42%) LL end Span 1 under Floor loading
Moment(Ft-Lbs) 9869 9869 13837 Passed(71%) MID Span 1 under Floor loading
Live Load Defl(in) 0.399 0,456 Passed(U411) MID Span 1 under Wind loading
Total Load Deft(in) 0.526 0.683 Passed(1312) MID Span 1 under Wind loading
-Deflection Criteria:STANDARD(LL:U360,TL:1/240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 14*o/c 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 iLevelia. iLevele warrants the sizing of its products by this software will
be accomplished in accordance with current 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 an iLevel®Associate.
-Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability,
-PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the iLeve0/0 Distribution product listed above.
-The analysis presented is appropriate for Glulam beams.
-CAUTION:Floor loads were applied simultaneously with Wind loads during analysis.
. PROJECT INFORMATION: OPRATOR INFORMATION:
Client WC&D Matthew Nava
Project: 11765 SW Tigard Addition Nava Contracting&Engineering,Inc
Date: 08f20/2010 2833 NE weidler St
Portland,OR 97232
Phone:(503)238-0633
Fax ;(503)238-0533
navaengr@gmail.com
20‘39 by 11,eye19, Federal Way, WA.
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Lateral Beam 9r/s-----
5 1/8" x 9" Glulam (24F -V4 DF)
TJ-Beamt 6 35 Serial Number
User 2 8,20r2010 2•561:16 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
Par 2 Ertgine Version-6350
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
13' 8.00"
1 Max. Vertical Reaction Total (lbs) 3197 1603
Max. Vertical Reaction Live (lbs) 2398 1216
Required Bearing Length in 1.50(W) 1.50(W)
Max. Unbraced Length (in) 168
Loading on all spans, LDF = 0.90 , 1.0 Dead
Shear at Support (lbs) 770 -358
Max Shear at Support lbs) 794 -382
Shear Within Span (lbs) 744
Member Reaction (lbs) 794 382
Support Reaction (lbs) 798 387
Moment (Ft-Lbs) 2441
Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor
Shear at Support (lbs) 3113 -1329
Max Shear at Support (lbs) 3183 -1400
Shear Within Span (lbs) 3035
Member Reaction (lbs) 3183 1400
Support Reaction (lbs) 3197 1413
Moment (Ft-Lbs) 9869
Live Deflection (in) 0.373
Total Deflection (in) 0.500
Loading on all spans, LDF = 1.60 , 1.0 Dead + 0.75 Wind + 0.75 Floor + 0.75 Roof
Shear at Support (lbs) 2081 -1533
Max Shear at Support (lbs) 2140 -1591
Shear Within Span ((bs) 3236
Member Reaction (lbs) 2140 1591
Support. Reaction (lbs) 2151 1603
Moment (Ft-Lbs) 9305
Live Deflection (in) 0.399
Total Deflection (in) 0.526
Loading on all spans, LDF = 1.60 , 1.0 Dead + 1.0 Wind
Shear at Support (lbs) 175 -953
Max Shear at Support (lbs) 199 -977
Shear Within Span (lbs) 1775
Member Reaction (lbs) 199 977
Support Reaction (lbs) 204 981
Moment (Ft-Lbs) 6040
Live Deflection (in) 0.163
Total Deflection (in) 0.288
PROJECT INFORMATION: OPERATOR INFORMATION:
. Client WC&0 Matthew Nava
Project: 11765 SW Tigard Addition Nava Contracting&Engineering,Inc
Date: 08/20/2010 2833 NE weidler St
Portland,OR 97232
Phone:(503)238-0633
Fax :(503)238-0533
riavaengr@gmail.com
CPYrimhk f, 2(, 9 by iLevel*, Federal leky, WA.
1-ll-Beak, 1m a remistered trademark cf
. •
Lateral Beam
5 1/8" x 9" Glulam (24F -V4 DF)
TJ-6earn19 6.35 Serial Number
User 2 62CV2010 2.56.06 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
Par 3 Engine Version:e350
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Loading on ail spans, LDF - 1.60 , 0.6 Dead i 1.0 Wind (uplift)
Shear at Support (lbs) -946 3
Mx Shear at Support (lbs) -932 -11
Shear Within Span (lbs) -962
Member Reaction (lbs) -932 11
Support Reaction (lbs) -928 15
Moment (Ft-Lbs) -1735
Live Deflection (in) -0.107
Total Deflection (in) -0.032
PROJECT INFORMATION: OPERATOR INFORMATION:
- Client WC&0 Matthew Nava
Project 11765 SW Tigard Addition Nava Contracting&Engineering,Inc
Date: 08/20/2010 2833 NE weidler St
Portland,OR 97232
Phone:(503)238-0633
Fax :(503)238-0533
navaengr@gmailcom
Copyrlght t 2005 by iLeve/1•;, Federal Way, WA.
TJ-Beaml, is a registered trademark Df