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HORN CONSULTING ENGINEERS LLC Date:2 17.12.05142235-0e00
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Structural Calculations: 13 )Au S4Q '(\The'(iC\i t--- .
Project: LEN_17_I80
Date: 12/05/17
Project: New House:
Oakwood American 2567A GL Madeline Heights Lot 12
Subiect Sheet#'s
Lateral Loads L1 —L6
Framing Fl —F2
Deck Framing DF1 — DF2
Guardrail GR— 1
Footing FIG— 1 :.
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Expires: 6-30-19 _
The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. The design is based on information provided by
the client who is solely responsible for its accuracy. The engineering represents the fmished 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.
CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
New House: LEN-17-180 OAKWOOD 2567A GL Lot 12
Code Basis of Design: 2015 I.B.C. and 2015 I.R.C.with State Amendments
Wind Loading: Per ASCE 7
Fig 28.6-1
See attached elevations for wind loading breakdown per level.
135mph 3-sec gust Exp B.
The mean roof height of the house
h =24'approximately.
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Case B
a = .10'`34' =3.4'
or for h =24'
a = .4(h)= .4(24')= 9.6'
a must be larger than .04(40')= 1.6' or 3'
a =3.4' controls
Therefore:
2a =7' see Fig 28.6-1 ASCE 7, and Figure above.
CAFIJAL PLAZA SUITE 135 9320 SW BARBCR BLVD. • PORTLAND, OR • 97219
PIIONE: 503.892.5752 • EMAIL DAVE@1IORNCE.COM
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HORN CONSULTING ENGINEERS LLC
Seismic Loading: D1 seismic design category per I.R.C.
SDS= .83, R=6.5, W=weight of structure
V= [1.2SDs/(Rx1.4)]W
V= .109W
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= [.109 (46')(15+6+4)] = 125.4plf > 113.5plf therefore, seismic governs.
W2= [.109(46')(12+12+8)] + 125.4 = 285.80 > 245.9plf therefore, seismic governs.
W1 =[.109(23')(12+12+8)] +285.8 = 366plf > 350.5plf therefore, seismic governs.
Seismic in side to side:
Wr= [.109 (34')(15+6+4)] = 92.7pIf < 128.7plf therefore, wind governs.
W2 =[.109(34')(12+12+8)] + 92.7 = 211.20 < 293.8plf therefore,wind governs.
W1 =[.109(34')(12+12+8)] + 211.2= 329.8plf < 536.7ptf therefore, wind governs.
Redundancy Factor=1.0 per ASCE? section 12.3.4.2
CAPI"I'Al. PLAZA SUITE 135 9320 SW BARDUR BLVD. • PORTLAND, OR • 97219
PHONP: 503 892 5782 • F.NIAtI: DAVE O IIORNCF..COM
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HORN CONSULTING ENGINEERS LLC
Roof Diaphragm:
Left Wall Line Back Wall Line
P = (0.1254) klf x 17' = 2.1k P = (0.1287) klf x 23' = 3.0k
V= P/(31)' =69plf Type A Wall V= P/(10.5)' =282p1f Type A Wall
Mot = 8.3kft Mot= 11.3kft
Mr=28.2kft No HD Req'd Mr= 2.7kft
T= 1.7k Type 8 HD
Right Wall Line
P= (0.1254) ktf x 17' =2.1k Front Wall Line
V= P/(25.25)' =84plf Type A Wall P = (0.1287) klf x 23' = 3.0k
Mot=2.7kft V= P/(14.75)' =201 plf Type A Wall
Mr= 2.9kft No HD Req'd Mot = 11.6kft
Mr=4.6kft
T= 1.0k Type 8 HD
2n4 Floor Diaphragm:
Left Wall Line Back Wall Line
P = (0.1604) klf x 17' +2.1k=4.8k P = (0.1651) klf x 11' + 3.0k=4.8k
V= P/(36)' = 134p1f Type A Wall V= P/(15)' = 321 plf Type A Wall
Mot=43.4kft Mot= 20.2kft
Mr=71.5kft No HD Req'd Mr= 5.6kft
T=2.1k+ 1.7k= 3.8k Type 9 HD Above
Right Wall Line Type 2 HD Below
P = (0.1604) klf x 17' + 2.1k=4.8k
V= P/(38)' = 127p1f Type A Wall Wall Line @ Back of Garage
Mot= 8.6kft P= (0.1651) klf x 23' = 3.8k
Mr=4.9kft V= P/(20)' = 190plf Type A Wall
T=0.49k No HD Req'd Mot = 34.2kft
Mr=40.6kft No HD Req'd
Front Wall Line
P = (0.1651)(12)+(0.1369)(5)+3.0k= 5.7k
V= P/(5)' = 1133p1f Type F Wall
3x Sill Req'd
Mot = 19.8kft
Mr= 1.0kft
T= 7.5k Type4HD
CAPITAL PLAZA SUITE 135 9320 SW BARRUR BLVD. • PORTLAND, OR • 97219
PHONI?: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
Main Floor Diaphragm:
Left Wall Line Back Wall Line
P= (0.0802) klf x 17' +4.8k=6.2k P = (0.1142) klf x 11' +4.8k= 6.1k
V= P/(46)' = 134p1f Type A Wall V= P/(34)' = 178p1f Type A Wall
Mot= 8.8kft Mot = 24.2kft
Mr= 18.8kft No HD Req'd Mr=43.5kft No HD Req'd
Right Wall Line
P = (0.0802) klf x 17' +4.8k=6.2k
V= P/(51)' = 122p1f Type A Wall
Mot= 18.6kft
Mr=80.9kft No HD Req'd
CAP:IAI. PLAZA SUITP. 135 9320 SW HARBOR BLVD. • PORTLAND, OR • 97219
PHONE: 503 892 5782 • EMAIL: DAVL HORNCB.COM
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9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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PHONE: 503.892.5782 • EMAIL: DAVE®HORNCE.COM
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PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM