Plans 06- 21 -'06 07:36 FROM -Alpha Community 5034891843 T -456 P003/012 F -710
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06- 21 -'06 07:36 FROM -Alpha Community 5034891843 T -456 P004/012 F -710
MNF ROOF JOIST 4
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06- 21 -'06 07:36 FROM -Alpha Community 5034891843 T -456 P005/012 F -710
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WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Plan 3162 rev.wwa WoodWorks® Slier 2002 JunO 20, 2006 15:26:08
Concept Mode: Beam View Floor 2: 9'
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06-21-'06 07:37 FROM-Alpha Community 5034891843 T-456 P006/012 F-710
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06- 21 -'06 07:37 FROM -Alpha Community 5034891843 T -456 P007/012 F -710
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Plan 3182 rov,wwa WoodWorkaOb Sizer 2002 June 20, 2006 15:25:73
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06- 21 -'06 07:37 FROM -Alpha Community 5034891843 T -456 P008/012 F -710
I j WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
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06- 21 -'06 07;37 FROM -Alpha Community 5034891843 T -456 P009/012 F -710
COMPANY PROJECT
Alpha Community Development Plan 3182
i I. I WoodWorks® 91300 SW Oak 5t., Suite 230 JLS Custom Homes
Portland. Ore gon 97223 Job #: 0782 -065
3UFTW RswRWoop artrcv (7) 503-452-8003 Designer. JAS
Design Check Calculation Sheet
Sizer 2002
LOADS: (Ibs, psf, or plf )
Load Type Distribution Magnitude Location (ft] Pattern
Start End Start End Load?
1_00 bead Point 1219 2.50 No
2_c80 Snow Point 1523 3.50 No
3_w84 Dead Partial UAL 365.6 365.0 2.50 4.00 No
4 Snow Partial UDL 468.8 468.8 2.50 4.00 No
5_j84 Dead Partial UDL 107.3 107.3 0.00 2.00 No
6_j84 Live Partial UDL 330.0 330.0 0.00 2.00 No
7_j85 Dead Partial UDL 107.3 107.3 2.00 4.00 No
8 185 Live Partial UDL 330.0 330.0 2.00 4.00 do
MAXIMUM REA . , - - ►. c c • r •
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Dead 793 1440
Live 1022 1638
Total 1815 3098
Bearing: ,
Leng 1.0 i s .
Lumber -soft, D.Fir -L, No.2, 4x12"
Self Weight of 9.36 pH automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and In) _
Criterion Anal , ie Value Peai. Value Anal.eie /Deaf•
S -ar fv dd _ 79 ",' - 109 `v /FV' = 0.72
Sending(t) fb = 553 Fb' = 1138 fb /Pb' = 0.49
Live Def1'n 0.01'= 4L/999 0.13 = L /300 0.05
Total Defl'n 0.02 = =L/999 0.20 = L/240 0.08
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CS CV CELL Cr LC#
Fb't= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.00 3
PIP = 95 1.15 1.00 1.00 4
Fop'-. 625 1.00 1.00 -
8' = 1.6 million 1.00 1.00 3
Bending( +): LC# 3 = p +.75(L +S), M 3400 lbs -ft
Shear i LC4 4 = D+8, V = 2945, Vt3d . 2071 lbs
Deflection: LC# 3 - Dt.75(L +9) EI. 664.44e06 lb - in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(P -dead L =live S.snow W =wind I=impact C= construction CLd= concentrated)
(All LC'a are lieted in the Analysis output)
DESIGN NOTES:
1. Please verity that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
F- rGORe. 7
- alpha
COMMUNITY DEVELOPMENT
July 12, 2006
Steve Yurecko
Windridge Homes
11401 NW Skyline Blvd.
Portland, Oregon 97231
Re: Tigard Plan Review MST2006 -00102
/ 3 V ,5 W ?2 rd.
Dear Mr. Yurecko:
We have reviewed the letter from the city of Tigard regarding the plan
check comments by Dan Nelson dated June 5, 2006 with the additional
review comments faxed to our office on July 10, 2006. We respond as
follows:
Item 2: We have reviewed our drawings and calculations and
determined adequate bearing to the foundation has been
provided to transfer loads from the girder truss onto the
foundation. At the garage wall side, a 3' -6" square footing
aligns with the girder truss post, the other end of the girder truss
posts down onto a garage beam.
Item 4: Please refer to calc pages G3, G5 & G9 for beam numbers. As
requested we have included calculations for all beams &
headers except for members with negligible loading.
Item 5: As discussed previously, point loads applied to the foundation
will conservatively spread out over 4 ft in -plane with the
foundation wall, assuming an overall continuous foundation
height of 2 ft. Therefore a 4700 lb point load will result in 940
psf bearing pressure. The allowable bearing pressure is 1500
psf. It is our conclusion an additional spread footing is not
required at the location in question for the above stated load.
Item 6: The nook has been deleted from the structural calculations
and drawings. See revised sheets S2 & S3.
Item 7: As requested we have reviewed the joist manufacturer's
cp beam layout. The beam sizes indicated on the stamped
structural drawing set are the minimum sizes required to meet
code level strength and serviceability requirements. If you
prefer to substitute a comparable or better beam we take no
exception. Please note, because this plan is a 3 -car and not a
5 -car plan, the 3.5 x 11.875 LVL beams along the exterior
garage wall are no longer required and may be omitted from
501 NE Hood Avenue, Suite 310, Gresham, Oregon 97030
[T] 503- 489 - 1803 [F] 503 -489 -1843
the joist manufacturer's drawings. The structural drawings
have been revised accordingly. Further, we have revised the
3.125 x 12 GLB garage beam to a 3.5 x 11.875 LVL flush beam
(see revised structural drawing sheet S3). The "big beam"
specified on the joist manufacturer's drawings is an
acceptable alternate, however may be exchanged for the 3.5
LVL specified on revised sheet S3.
Item 8: We have reviewed the shear wall layout. No interior walls
intersect any of the shear wall in such a way as to interrupt the
sheathing. Perpendicular walls that intersect shear walls on
the non - sheathed side may be framed as per standard
practices.
In regard to the additional concerns listed on the plan review comment
sheet:
We have prepared and included 3 new calculation packets. The
original calculation packets should be discarded and replaced with the
enclosed packets dated July 12, 2006. The calculations have been
revised to include a lateral analysis of the 3 -car version of plan 3182.
Additional beam calculations have also been included as per Item 4
above. We have also provided 3 sets of revised structural drawing sheets
S2, S3 and S5. These sheets have been revised to reflect the change
from a 5 -car garage plan to a 3 -car garage plan. The nook has also
been deleted from the calculations and drawings.
Sincerely,
ALPHA COMMUNITY DEVELOPMENT
Steven J. Entenman, PE, SE SIRUCTU��
Structural Engineer ,5c,D PR OFFs
I
OREGON ,�
N G <y15 . 193 _t•�
�FH J. EN
I EXPIRES: ty /01
06- 21 -'06 07:36 FROM -Alpha Community 5034891843 T -456 P002/012 F -710
alpha
COMMUNITY DEVELOPMENT
June 20, 2006
Steve Yurecko
Windridge Homes
11401 NW Skyline Blvd.
Portland, Oregon 97231
Re: 3182 Truss Layout •
Dear Mr. Yurecko:
As requested we have reviewed the truss layout plan you faxed to our office
on June 19, 2006. Upon review, it has come to our attention that the two
girder trusses spanning from front to back of the residence were postioned
approximately 6 ft from the exterior walls per the truss manufacturer's plan
instead of 8 ft as shown on the stamped structural drawing set. The result of
which applies additional load on 4 different headers not originally intended
to support these girder trusses.
Please find attached figures 1 through 10. Figures 1 and 2 show the revised
column and header sizes to accommodate the revised girder truss location.
Figures 3 through 10 are supporting calculations for the revised headers.
In response to your original question regarding bearing for the T09 girder
truss; we have reviewed our drawings and calculations and determined
adequate bearing to the foundation has been provided to transfer loads
from the girder truss onto the foundation. However, the truss manufacturer
should verify sufficient bearing length and /or mechanical attachment is
provided to transfer loads from the girder truss to the double top plate.
Please call if you have any questions or concerns.
Sincerely,
ln
ALPHA COMMUNITY DEVELOPMENT ���0 PR���
4 6 4
ro
Ca-
at;,4,„,
OREGON
ro
N.4P16 'tf
Steven J. Entenman, PE, SE
Structural Engineer NJ. EN'T*-
1 EXPlFES: if? u /o7
501 NE Hood Avenue, Suite 310, Gresham, Oregon 87030
IT1 503488.1803 IF) 503-480-1843