Plans (41) • A/ S7)-0(1 --0079y,
RECEIVF.
AUG 12 2011
CITY OF TIG \
BUILDING DIVISION /
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Garage
Expansion
(380 sq.ft)
Roof Line T 1
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I Existing
Garage /1°Z I
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Existing
Residence
11360 SW 92nd Ave. I''".
I'
LDriveway —
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95.0' \
S.W. 92nd Ave.
Site Plan
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RECEIVED
AUG 12
2011
HORN CONSULTING ENGINEERpIrT ,,vlsoN
Structural Calculations:
Project: JSA-11-01
Date: 8/12/11
Project: Garage Addition: 11360 SW 92nd Ave Tigard, OR
Subject Sheet#'s
Lateral Loads L1 — L4
Framing Fl
Design Summary:
Scope of work involves adding a new addition to an existing detached garage. The entire
footprint of the new / existing garage will have a new taller roof.
1, lQ PROS
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HORN CONSULTING ENGINEERS LLC
Garage Expansion: 11360 SW 92nd Ave Tigard, OR
Code Basis of Design: 2010 O.S.S.C. and 2008 O.R.S.C.
Wind Loading: Per ASCE 7
Fig 6-2
See attached elevations for wind loading breakdown per level
95mph 3-sec gust Exp B.
The mean roof height of the house
h = 18' approximately.
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Ilk
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t''''' ,u. •1',„ 116_4116„.'" C
MFRS
Direction p End Zones .
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Direction
2a*Cs
End Zones
Note End zone may occur at any corner of the
building
a = .10*20 = 2.0'
or for h = 18'
a = .4(h) = .4(18') = 7.2'
a must be larger than .04(20') = 0.8' or 3'
a = 3' controls
Therefore:
2a = 6' see Fig 6-2 ASCE 7, and Figure above.
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HORN CONSULTING ENGINEERS LLC
Seismic Loading: D1 seismic design category per O.R.S.0
SDs= 72, R = 6.5, W = weight of structure
V = [1.2 Sus/(R x 1.4)) W
V = .095 W
Roof Dead load = 15 psf
Exterior Wall Dead load = 12 psf
Weight
W = (0.015ksf)(43')(20') + (0 012ksf)(126')(14') = 34k
V = (0.095)34k = 3.2k
Seismic in East to West:
Wr = 3.2k / 20' = 162p1f < 126.6plf therefore, seismic governs.
Seismic in North to South,
Wr = 3.2k/43' = 74p1f< 123.6plf therefore, wind governs.
Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2
Roof Diaphragm:
North Wall Line East Wall Line
P = (0 162) klf x 10 + (0.0519) x 4' = 1,8k P = (0.1236) klf x 21,5' = 2.7k
V = P/ (181 = 102plf Type A Wall V = P1 (4)' = 664p1f Type C Wall
Mot = 25.6kft Mot = 37.2kft
Mr = 34,0kft No HD Req'd Mr = 2 6kft
T = 8.7k Type 5 HD
South Wall Line
P = (0162) klf x 10' = 1.6k West Wall Line
V = P1(18)' = 90plf Type A Wall P = (0.1236) klf X 21.5' = 2.7k
Mot = 22.7kft Two iSB 24x14 Shear Braces
Mr = 34.0kft No HD Req'd
T = k
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