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Structural Calculations:
Project: JTS-15-17 °”"'"P"ned
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Date: 6/16/15 w. a„�,s„=o-,,..,�
Project: New House: CITY UFTiGARll
Lot 913408 SW Barnum Drive Tigard, OR BUILDING DIVISION
2523-3_EL_A_GL_3 CAR
Subject Sheet#'s
Lateral Loads L1 — L5
Footings FTG-1
Framing Fl — F6
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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 Hall designs should he verified
by the geotechnical engineer of record prior to construction. Failure to do so invalidates their design. The design is based on infimnation 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)
IL, or otherwise,for loss or use,revenue or profit,or for any other incidental or consequential damage_
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New House: 2523 Elevation A 3 Car Garage
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.
ik
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MFRS 4%
Direction 1 1 •�,EEnd Zones Q
e.....,,,.------'NI I I k. oIIIIIIIIIII
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Direction
■ 2a
End Zones
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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.
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CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD. • PORTLAND, OR • 97219
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Seismic Loading: D1 seismic design category per O.R.S.0
SDs= .72, R =6.5, W=weight of structure
V= [1.2 SDs/(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)] =92.6pff < 104.2plf therefore, wind governs.
W2 = [.095(39')(12+12+8)] + 92.6plf= 211.2plf<237.2plf therefore, wind governs.
Wr2 = [.095(22')(15+6+4)] = 52.3plf < 119.2plf therefore, wind governs.
Seismic in Side to Side:
Wr= [.095(38')(15+6+4)] = 90.3plf
. W2 = [.095(39')(12+12+8)] + [.095(6')(15+6+4)] = 132.8pff
Wr2 = [.095(10.5')(15+6+4)] =24.9plf
Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2
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CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. • P ORTLAND, OR • 97219
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Roof Diaphragm:
Grid Line B Grid Line 1
P = (0.1042) klf x 19' = 2.0k PW= (0.1072) klf x 18.5' = 2.0k
V= P/(34)' = 58p1f Type A Wall PS = (0.0903) klf x 18.5' = 1.7k
Mot= 6.5kft V= PW/(22)' = 90plf Type A Wall
Mr= 13.4kft No HD Req'd Mot = 2.2kft
Mr= 1.3kft
Grid Line C T= 0.3k No HD Req'd
P = (0.1042) klfx19' = 2.0k
V= P/(37)' = 54p1f Type A Wall Grid Line 3
Mot= 15.8kft PW= (0.1072) klf x 21' =2.3k
Mr= 75.2kft No HD Req'd Pg = (0.0903) klf x 21' = 1.9k
V= P,N/(23)' = 98p1f Type A Wall
Mot= 2.2kft
Mr= 1.2kft
T= 0.4k No HD Req'd
2"d Floor Diaphragm:
Grid Line A . Grid Line 1
P = (0.1 192) klf x 6' = 0.7k P,N= (0.1302)(8.5')+(0.0905)(5') +2.0k = 3.6k
a V= P/(22)' = 33p1f Type A Wall P5 = (0.1328)(8.5)+(0.0249)(5') + 1.7k = 3.0k
Mot = 6.4kft V= PW/(11.25)' = 316plf Type A Wall
Mr= 35.4kft No HD Req'd Mot= 9.3kft
Mr= 1.6kft
Grid Line B T=2.4k + 0.3k= 2.7k Type 1 HD
P = (0.1192)(6')+(0.133)(15.5') + 2.0k=4.8k
V= P/(17)' = 281 plf Type A Wall Grid Line 2
Mot=43.0kft P,,,= (0.1302) klf x 18.5' = 2.4k
Mr= 18.6kft Ps = (0.1328) klf x 18.5' = 2.5k
T= 1.4k Type 1 HD V= Ps/(23)' = 109plf Type A Wall •
Mot = 22.5kft
Grid Line C Mr= 35.5kft No HD Req'd
P = (0.133) klf x 22.5' +2.0k = 5.0k
V = P/(15.75)' = 318p1f Type A Wall
Mot = 21.4kft Grid Line 3
Mr= 5.3kft PW= (0.1302) klf x 11.5' + 2.3k = 3.8k
T= 2.2k Type 1 HD PS = (0.1328) klf x 11.5' + 1.9k = 3.4k
V= P,,/(7.5)' = 506plf Type B Wall.
Mot = 4.6kft
Mr= 0.7kft
T=2.6k Type 1 HD
Check Sill Plate
Ps = (0.0903)(21')+(0.1186)(11.5) = 3.4k/7.5'
=435p1f 3x Sill Req'd
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CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219
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