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Digitally signed by Dave
Horn
• Structural Calculations: Dr1:cn=Dave Horn,
Project: JTS-15-17 � I _ o=
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SIM Engineers,o ,
Date: 6/15/15 email=dave@homce.com,
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Date:2015.06.17 15:43:19
Project: New House: -07'00'
Lot 3 9727 SW Ashwood Street Tigard, OR
2523_EL_B_GL_2 CAR RECEIVED
Subject Sheet#'s JUN 3 0 2015
Lateral Loads L1 — L5 CITY OFTIGARD
Framing Fl — F5 BUILDING DIVISION
Footings FTG-1
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Expires: 6-30-17
The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. All retaining wall designs should be verified
by the geotechnical engineer of record prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is
solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design.
Horn Consulting Engineers shall have no liability(expressed,or implied),with respect to the means and methods of construction workmanship or the actual materials
used in construction.
Horn Consulting Engineers shall have no obligation of liability,whether arising in contract(including warranty).Tort(including active.passive.or imputed negligence)
or otherwise,for loss or use,revenue or profit,or for any other incidental or consequential damage.
(.ori1 \i PI.\ SUI rr: 135 9320 SW B\RHCR 151.51). • P01511 '.`.1), OR • 97219
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New House: 2523 Elevation B
Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C.
Wind Loading: Per ASCE 7
Fig 6-2
See attached elevations for wind loading breakdown per level.
120mph 3-sec gust Exp B.
The mean roof height of the house
h = 23' approximately.
YYr
lltity�„
";:-:& ....,-4;,,-.•"---
MFRS
Direction 1111111
l End Zones \
.-40, VIIIP'''''',
4o10 f h
Direction
2a '
End Zones
Note:End zone may occur at any corner of the
building.
a = .10*38' =3.8'
orforh = 23'
a = .4(h) = .4(23') = 9.2'
a must be larger than .04(38') = 1.5' or 3'
a = 3.8' controls
Therefore:
2a = 8.0' see Fig 6-2 ASCE 7, and Figure above.
CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD.• P ORTLAND, OR • 97219
PHONE: 5 03.892.5782• E MAIL: DAVE@HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
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Seismic Loading: D1 seismic design category per O.R.S.0
Sps= .72, R = 6.5, W=weight of structure
V= [1.2 Sos/(R x 1.4)]W
V= .095W
Roof Dead load = 15 psf
Exterior Wall Dead load = 12 psf
Interior Wall Dead load = 8 psf
• Floor Dead load = 12 psf
Seismic in Front to Back:
Wr= [.095(39')(15+6+4)] = 92.6plf < 114.8plf therefore, wind governs.
W2 = [.095(39')(12+12+8)J + 92.6plf= 211.2plf< 247p1f therefore, wind governs.
Seismic in Side to Side:
Wr= [.095(38')(15+6+4)] = 90.3plf
W2 = [.095(39')(12+12+8)] = 118.6plf
Wr2 = [.095(10.5')(15+6+4)] = 24.9plf
Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2
CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219
PHONE: 5 03.892.5782• E MAIL: DAVE@HORNCE.COM
II :
HORN CONSULTING ENGINEERS LLC
- Roof Diaphragm:
Grid Line A Grid Line 1
P = (0.1148) klf x 19' = 2.2k PW= (0.1016) klf x 18.5' = 1.9k
V= P/ (34)' = 64plf Type A Wall PS = (0.0903) klf x 18.5' = 1.7k
Mot = 7.2kft V= P,/(22)' = 85p1f Type A Wall
Mr = 13.4kft No HD Req'd Mot=2.1 kft
Mr= 1.3kft
Grid Line B T= 0.3k No HD Req'd
P = (0.1148) klf x 19' = 2.2k
V= P/(37)' = 59p1f Type A Wall Grid Line 3
Mot = 17.5kft P,,_ (0.1016) klf x 21' = 2.1 k
Mr= 75.2kft No HD Req'd Ps= (0.0903) klf x 21' = 1.9k
V= PW/(23)' = 93p1f Type A Wall
Mot=2.0kft
Mr= 1.2kft
• T = 0.3k No HD Req'd
2"d Floor Diaphragm:
Grid Line A Grid Line 1
P = (0.133) klf x 15.5' +2.2k= 4.3k PW=(0.1063)(8.5')+(0.0733)(5') + 1.9k =3.2k
V = P/(37)' = 115plf Type A Wall PS = (0.1186)(8.5')+(0.0249)(5') + 1.7k= 2.8k
Mot = 38.4kft V= P/(11.25)' = 282p1f Type A Wall
Mr= 75.2kft No HD Req'd Mot= 8.2kft
Mr= 1.6kft
Grid Line B T = 2.0k + 0.3k=2.3k Type 1 HD
P = (0.133) klf x 22.5' +2.2k = 5.2k
V= P/(15.75)' = 330p1f Type A Wall Grid Line 2
Mot = 22.3kft P,N= (0.1063) klf x 18.5' = 2.0k
Mr= 5.3kft PS = (0.1186) klf x 18.5' = 2.2k
T= 2.3k Type 1 HD V = PB/(11.5)' = 191ptf Type A Wall
Mot = 19.8kft
Mr= 16.3kft
T= 0.3k No HD Req'd
Grid Line 3
PW= (0.1063) klf x 11.5' + 2.1k = 3.3k
Ps = (0.1186) klf x 11.5' + 1.9k = 3.3k
V= 13,/(7.5)' =443p1f Type B Wall
Mot =4.0kft
Mr= 0.7kft
T =2.2k Type 1 HD
Check Sill Plate
Ps = (0.0903)(21')+(0.1186)(11.5') = 3.3k/7.5'
= 435plf 3x Sill Req'd
CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219
PHONE: 5 03.892.5782• E MAIL: DAVE@HORNCE.COM
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