HomeMy WebLinkAboutPermit File BLD-2021-0231 3007 Meridian CourtTim K,, Garrison, P.E.
:~-ti " engineer
2316 Antone Way
Anacortes, WA 98221
Phone: (360) 708-1865
TimG@TimKGarrison.com
FIE D �``ddendum 1— Addition .of Three Windows.
Structural Analysis: New Home at 3007 Meridian Ct.,
Anacortes, WA
Client: Greg Gesell
Building Design: Jim Sykora
INDEX:
Drawin-rs / Sketches / Details:
Standard Specifications:
Callouts:
Calculations.
Total No. of pages excluding cover sheet:
CCI Job Number: T20019
Date: July 22, 2021
A1SK1
(per original calculations)
(per original calculations)
A1C1, A1C2
3.
R
Notes:
Consultant only takes responsibility for structural items specifically addressed within this report set as
follows:
O This report is an addendum to our original report dated 3/19/20. All requirements, callouts,
specifications, designs, etc. in our original report shall remain valid and in effect unless specifically
superseded by item(s) in this report.
O The scope of this Addendum is limited to the addition of 3 windows at: garage, workshop, and
entry as indicated with asterisk * on A1SK1, attached.
0 No modifications or upgrades to the original lateral resisting system are required.
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Description: up n-s Distribution of Lateral Loads
Total V, unfactored Building:
Wind or Seis control? � r
E]
Total.VOfL6d ed>';'.,- -r/_
r ce age V
Grid
23-25
/0 30%
s' ' . ,72 ;b
Pnl3
26,27
40%
:,:i :b
Pnl4
01 0", , 0 0 Ia
Pnl5 Pnl6 Pnl7 Pnl8
.�
7.5If
3.5If
3.5If
4.5 If
4.
If
2.8If
2.4If
2.5If
15.5If
( Grid 26 modified
with two new windows added. The window added at parlworkshor
Seismic Adjustments per Grid
R ad'ust Grid Rho ad' Grid
t'd multiplier
u 5 Leftover
0 ' , 0 ib 6.'i'O b Sum c:ieck OK
Min.
Pnl 9 Pnl 10 Sum Eh PW use
33
20 5'.f d1 -ifl�
3.0.2 if 83 f.'f
is in a non -shear wall, okay. 7-22-21)
8lL A5 !S
Tim Garrison, P.E. (zr, ri Proseam
i�'J n
v6.0
Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2018 - 2003 IBC. All designs should be checked by a competent professional.
JOb Ln FO �-22-21 Spans and Supports (Note. pitch and fixity. if any. not shown)
Member I.D
Other lnfq� 7%22Y�1 2
u' 0.5 2 2.3a 3.5
ypakmrmp span, fully braced
eft antilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lennth
4.30 ft 4.30 ft
Allowable
Live Only. L/ Code MinimdrfL-Nbfm31: U360 & U240
.........................................................................................,............................................
360 = 0.14 in Total, L/i 240 = 0.22 in N/A = 0.00 in
Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 4.30 ft
Add Self Weight? Yes - Self, -!eight rill be added to applied DL V
............................................
Total, L/N/A 0.00 in
Loads:.
Uniform Loads Over Full Length of Member
Loads from Continuous Member? No Increase Roof DL for pitch? Yes . Roof Pitch 1 10.0 :12
Dead Snow Trib. Width Dead Snow
Uniform Ld. 1 - Roof
20 psf
15 psf 25 psf 16.50 ft 322.2 lb/ft 412.5 lb/ft
Uniform Ld. 2
60 psf
10 psf -
Uniform Ld. 3
40 psf
15 psf
Uniform Ld. 4
55 psf
Uniform Ld. 5
10 psf -
Tot Unif Load 322.2 lb/ft 412:5 lb/ft
Loads
Point k. As arc 1110 scale
1000
500
3.5
mailer (Lumber) Calc'd Member
Using Self Weight of Sawn 2 x :2, 4.3 plf 2 x 12
0 (4) 2 X 5 Moisture Medium Dry - 18% w Douglas Fir -Larch �
x 8 3 x 8 Press Treated? No, Not P.T. v No. 2
x 5 4 x 6 Temp Cond. 100 deg F & less w Fb Pas 1,034 psi
2x1
(2) 2
(3) 2
Fb Neg 1,034 psi
Load Duration Snor:: 1.1s
Repetitive Use? No
Flat Use? No V
Fv 207 psi
Fcp 625 psi
Allow Pos Mom 2,726 ft-lb 177.98 in14
Allow Neg Mom -2,726 ft-ib E 1,600 ksi
Allow Shear 2,329 lb El 284,766 ksi
Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf
For 2 x 12 1.69 in 1.69 in
Results For 2 x 12
% Overdesign
Pos Bending
59.6%
Neg Bending
NA
Shear
46.6%
Span(s) Defl'n
977.0%
Cantilever(s) Defl'n
NA
Calc'd member OK by:
46.6%
Controlling criteria is:
Shear
Cond's Of Use: Load Duration: 1.16-Snow
Reactions
Support 1
Su000 t 2
Support 3
Support 4
Moments
Support 1 Support 2
Max Total
1,589 lb
1,589 lb
-
0 ft-lb 0 ft-Ib
Min Total
702 Ib
702 lb
0 ft-lb 0 ft-lb
Min Load Case
Deflections
Lt Cantivr
Span 1
Span 2
Span 3
Rt Cantivr
Max Up Deft
0.000 in
-
-
Allowed
0.215 in
0.215 in
0.215 in
Max Dn Deff
-0.020 in
-
-
Allowed
0.215 in
0.215 in
0.215 in
ProBeam v7 WC 5-23-19
Support 3 Support 4
0 ft-lb 0 ft-lb
0 ft-lb 0 ft-lb