Report M
MISC. NEW WINDOW DESIGN
FOR
LOT 25 @ WALNUT CREEK
FOR
LEGEND HOMES
•cUC i utL, 111;&T-24:9i- ! (G0
� ' o PRopp-1 City of Tigard
::::).524:70;/ : A�roved Plans gy Date Sizzle i,.�RZ DEPT REVISION
[EXPIRES: 4x2/=31 ,;110/.
OFFICE COPY
* * * 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.
MAY 2,2013
Joe#: 12-T241
,rr
FROELICH
E N G I N E E R S ;
MAIN OFFICE CENTRAL OREGON
6969 SW HAMPTON STREET 745 NW MT.WASHINGTON DR, SUITE 205
PORTLAND,OREGON 97223 BEND,OREGON 97701
503.624-7005/503.624-9770 FAX 541.383-1828/541.383.7696
4
•
4
? 3 ,, ED 0
\ '17.Ln1•InC I r---
�. Li ge,
I••: 1 i ft
f MOTS.10I0.0+L• 1 I �1
• ^
'�T T LE •. - .ii
•
• II• ..•
fe
�1
_: ri l J
it
----L n [I. A On g)1:-.1ffillogr
_ a _ JUN
—11104'1 D y _ _ .i
1aaa)naivxoa :la
waoniwmxao•+so ggi E
7
2 /3
6969 SW Hampton St. CLIENT:
Portland.Oregon 97223
503-624-7005 PROJECT:
NUMBER:
745 NW Mt.Washington Dr.*205
Bend.Oregon 97701 DATE:
F R O E L I C H 541-383-1828
E N G I N E E R S I wwwfroelich-engineers.com BY:
NE(-
14DR DESIG1#v: ( 2 FH 3)
I DLs 175(/S) * `j0 t (l .5 )( 12) r `12.5P (All . .-._._—Q
CL :
s (6.5) ( cto ) s 2,60 P-' (7'
sL1 ( 17 ) ( zS ) 4 u25PLr
P( Fe0 Gc1ROCk i iCu5s
W2 , A,Bove, RG( l)
PL
EN-1- (z5( 15) -f- got ( 6.S) ( i2) S Zc)c) DL f IZoatr
/ '_=,L: I gar,
LL r (6.5')(LI°) r ZE?o PLF
SL'r (Z ) (2.5) s 5o F`/
3/3
a
COMPANY PROJECT
i I WoodWorks®
.SORNARf FOR WOOD n(sIf.N
Dec.5,2012 09:40 2FH3.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS (Ibs,psf,or plf}
Load Type Distribution Magnitude Location [ft] Pat-
Start End Start End tern
Loadl Dead Partial UDL 425.0 425.0 0.00 2.00 No
Load2 Live Full UDL 260.0 No
Load3 Snow Partial UDL 425.0 425.0 0.00 2.00 No
Load4 Dead Partial UDL 200.0 200.0 2.00 6.00 No
Loads Snow Partial UDL 50.0 50.0 2.00 6.00 No
Load6 Dead Point 1200 2.00 No
Load7 Snow Point 1900 2.00 No
MAXIMUM REACTIONS(Ibs) and BEARING LENGTHS(in) :
Dead 1793 1093
Live 2116 1266
Total 3909 2359
Bearing:
LC number 3 3
Length 1.72 1.04
Glulam-Unbal.,West Species,24F-1.8E WS,3-112x7-112"
Self Weight of 6.04 plf automatically included in loads;
Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC;
Analysis vs.Allowable Stress(psi) and Deflection(In)using NDS 2001 :
Criterion Analysis Value Design Value Analysis/Design
Shear fv = 191 Fv' = 276 fv/Fv' = 0.69
Bending(+) fb = 2179 Fb' = 2717 fb/Fb' = 0.80
Live Defl'n 0.08 = L/874 0.20 = L/360 0.41
Total Defl'n 0.15 = L/471 0.30 = L/240 0.51
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC#
Fb'+ 2400 1.15 1.00 1.00 0.985 1.000 1.00 1.00 1.00 1.00 - 4
Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3
Bending(+): LC# 4 = D+S, M = 5958 lbs-ft
Shear : LC# 3 = D+.75(L+S), V = 3909, V design = 3335 lbs
Deflection: LC# 3 = D+.75(L+S) EI= 221e06 lb-in2
Total Deflection = 1.00(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.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992
3.GLULAM:bxd=actual breadth x actual depth.
4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n).