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HORN CONSULTING ENGINEERS LLC
Digitally signed by Dave
Horn
StrucStructural Calculations. DN:cn=Dave Horn,0—Horn
tural Calculations: I� Consulting Engineers,ou,
Project: JTS-15-17 email--dave@homce.com,
MISDate: 6/17/15 Date:2015.06.1715:41:51
Project: New House:
Lot 11 13363 SW Barnum Drive Tigard, ORRECEIVEP
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2523-3 EL A GR 3 CAR
Subject Sheet Ws
JUN 3 0 2015
CITY OFTIGARD
Lateral Loads L1 — L5 BUILDING DIVISIQT
Footings FTG-1
Framing F1 — F6
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Expires: 6-30-17
fhe following calculations are for lateral wind and seismic engineering and gravity loading ofthe beams and columns. All retaining"all 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 accuraet_ 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 Engincers shalt have no obligation of liability.whether arising in contract(including warranty1.Tort t including active.passiv c.or imputed negligence)
or otherwise.for loss or use,revenue or profit.or for ant other incidental or consequential damage.
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New House: 2623 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.
eMV4FRS Direction ones
'
a
C
A M "`RS
Direction
2a
End Zones
Note:End zone may occur at any corner of the
building.
a = .10*38' =3.8'
orfor h = 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 W BARB UR BLVD.• PORTLAND, OR 97219
PHONE:5 03.892.5 782• E MAIL: DAVE@HORNCE.COM
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Seismic Loading: 131 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)] =92.6pif < 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)] = 132.8p1f
Wr2 = [.095(10.5')(15+6+4)] __24.9pif
Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2
CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. PORTLAND OR 97219
PHONE:5 03.892.5 782• E MAIL: DAVE®HORNCE.CO.VI
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HORN CONSULTING ENGINEERS LLC
Roof Diaphragm:
Grid Line B Grid Line 1
P = (0.1042) klf x 19' = 2.Ok P, _ (0.1072) klf x 18.5' = 2.Ok
V= P/(34)' = 58plf Type A Wall PS = (0.0903) klf x 18.5' = 1.7k
Mot=6.5kft V= P,,,,/(22)' = 90pif 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) klf x 19' = 2.Ok
V= P/(37)' = 54plf Type A Wall Grid Line 3
Mot= 15.8kft P„,_ (0.1072) klf x 21' =2.3k
Mr= 75.2kft No HD Req'd PS = (0.0903) kif x 21' = 1.9k
V= PW/ (23)' = 98plf 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 = (0.1192) kif x 6' = 0.7k PW = (0.1302)(8.5')+(0.0905)(5') +2.Ok =3.6k
V= P/(22)' = 33plf Type A.Wall PS = (0.1328)(8.5')+(0.0249)(5') + 1.7k= 3.Ok
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.Ok=4.8k
V= P/(17)' = 281 plf Type A Wall Grid Line 2
Mot=43.Okft PW= (0.1302) klf x 18.5' =2.4k
Mr.= 18.6kft Pg = (0.1328) klf x 18.5'= 2.5k
T = 1.4k Type 1 HD V= Pj(23)' = 109plf Type A Wall
Mot = 22.5kft
Grid Line C Mr= 35.5kft No HD Req'd
P = (0.133)kif x 22.5' +2.Ok = 5.Ok
V= P/(15.75)' = 318plf Type A Wall
Mot = 21.4kft Grid Line 3
Mr= 5.3kft PW= (0.1302) kif 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 = PW/(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'
=435plf 3x Sill Req'd
CAPITAL PLAZA SUITE 135 9320 SQL/ BARBUR BLVD. • PORTLAND, OR • 97219
,1 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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