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Misc.
Structural Calculations
For
Lyn Parrott Residence Remodel
Tigard, oregon
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THESE CALCULATIONS ARE VOID IF SEAL & SIGNATURE
ARE NOT ORIGINAL
* * * LIMITATIONS * *
ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT.
DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY
RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR
LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER
FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
10/29/2004
Job Number — 04 -T212
•
FROELICH
CONSULTING
ENGINEERS
t.
MAIN OFFICE € CENTRAL OREGON €
6969 S W Hampton Street 1183 NW WALL ST, SUITE C
Tigard, Oregon 97223 Bend, Oregon 97701
503.624 -7005 503.383 -1828
O 6969 SW Hampton Street CLIENT L7 1 °`cr3t- PAGE ' /3
Tigard, Oregon 97223
• ,��� -+ FAX 50'3.624.9770
PROJECT R ESI0ei_tsJ 1°�Moo
503.624.7005
a :� FRS El'`ICH PROJECT NUMBER c> I
231 SW Scalehouse Loop • Suite 101 -
'^ ;:CONSUETING Bend, Oregon 97702 II 1
r ENGINEERSINC FAX 541 1828 696 DATE IO /27 /O4
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COMPANY PROJECT
Froelich Consulting Engineers New header for a tub addition
� 1 t� 1 ood Wo r k Oct. 28, 2004 16:08:34 Qual Hollow end unit
V J Beam1
SOr7N'AR[ FOR WOOD DISMN
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft) Pattern
Start End Start End Load?
1 Dead Full UDL 130.0 No
2 Live Full UDL 130.0 No
3 Wind Point 2000 3.00 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
_.. -.
0' 5' -6"
Dead 374 374
Live 950 1086
Total 1324 1460
Bearing:
Length 1.0 1.0
Lumber n -ply, D.Fir -L, No.2, 2x6 ", 3 -Plys
Self Weight of 5.88 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in )
Criterion Analysis Value Design Value Analysis /Design
Shear fv @d = 81 Fv' = 152 fv /Fv' = 0.54
Bending( +) fb = 1609 Fb' = 2153 fb /Fb' = 0.75
Live Defl'n 0.11 = L /605 0.18 = L/360 0.59
Total Defl'n 0.15 = L/436 0.37 = L /180 0.41
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb' += 900 1.60 1.00 1.00 1.000 1.30 1.000 1.00 1.15 4
Fv' = 95 1.60 1.00 1.00 3
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 3
Bending( +): LC# 4 = .6D +W, M = 3041 lbs -ft
Shear : LC# 3 = D +.75(L +W), V = 1444, V @d = 1342 lbs
Deflection: LC# 3 = D +.75(L +W) EI= 33.27e06 lb -in2 /ply
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely
at intervals not exceeding 4 times the depth and that
each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required.
�" fAX 503
F 624
v r' AAI Hampton Street CLIENT: PAGE 3 /
i ) �.� $ a Tigard, Oregon 97223 3
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� a^ �'# . ❑ 6969 SW Ha
" - 9770
PROJECT:
� ,•-� � , ?� �� 503.624
S FROE. H
PROJECT NUMBER:
s t ❑ 231 SW Oregon 97702 2 Loop •Suite 101
, O
�OI SULTING Bendregon 9770
"1' IGINEERSINC
FAX 696 DATE
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