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Digitally signed
6 201P, by Dave Horn
FEB Y) DN:cn=Dave
MON H C E t'IT.,,, Horn,o=Horn
Consulting
a s * " Engineers LLC,
5 fl O�p.wA ou,
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rnce.com,c=US
Date:2017.11.13
Structural Calculations 10:31:02-08'00'
HCE Project#: LEN_16_30
Date: 11/13/17
Project Description: New House: MADELINE HEIGHTS LOT 7
Tigard, Oregon
BAINBRIDGE English 3180E GR
Subiect Sheet#'s
Lateral Loads L1 — L7
Framing F1 — F3
Footing FTG— 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 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.
9320 SW Barbur Blvd,Ste 135 Portland,OR 97229
Phone:503.892.5782 Email:dave@hornce.com
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HORN CONSULTING ENGINEERS LLC
New House: LEN-16-30 BAINBRIDGE 3180E GR
Code Basis of Design: 20151.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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411.,
04,4,4r-
Case A
Case B
a = .10*40' =4.0'
orforh = 24'
a = .4(h) = .4(24')= 9.6'
a must be larger than .04(40') = 1.6' or 3'
a =4.0' controls
Therefore:
2a= 8' see Fig 28.6-1 ASCE 7, and Figure above.
CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• PORTLAND, OR • 97219
PHONE: 5 03.892.5782• E MAIL: DAVE@HORNCE.COM
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Seismic Loading: D1 seismic design category per I.R.C.
SpS= .83, R =6.5, W=weight of structure
V = [1.2 Sos/(R x 1.4)]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 (39')(15+6+4)] = 106.3plf < 108.4plf therefore, wind governs.
W2 = [.109(40')(12+12+8)] + 106.3 = 245.8pIf < 276.7plf therefore, wind governs.
W1 = [.109 (35')(12+12+8)] +245.8 = 367.9plf < 409.5plf therefore, wind governs.
Seismic in side to side:
Wr= [.109 (40')(15+6+4)] = 109plf < 137.3plf therefore, wind governs.
W2 = [.109 (40')(12+12+8)] + 109 = 248.5plf < 298.8plf therefore, wind governs.
W1 = [.109 (40')(12+12+8)] + 248.5 = 388.0plf < 416.1 plf therefore, wind governs.
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
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HORN CONSULTING ENGINEERS LLC
Roof Diaphragm:
Right Wall Line Back Wall Line @ Bump Out
P = (0.1084) klf x 20' = 2.2k P = (0.1373) klf x 2.5' =0.3k
V= P/ (27.5)' =79p1f Type A Wall V = P/(11)' = 31 plf Type A Wall
Mot = 8.2kft Mot = 1.4kft
Mr= 11.8kft No HD Req'd Mr= 3.1kft No HD Req'd
Left Wall Line Back Wall Line
P = (0.1084) klf x 20' = 2.2k P = (0.1373) klf x 21.5' = 3.0k
V = P/(33.75)' =64p1f Type A Wall V= P/(6.75)' =437plf Type B Wall
Mot = 2.8kft Mot = 23.6kft
Mr= 3.3kft No HD Req'd Mr=6.8kft
T=2.5k Type8HD
Front Wall Line
P = (0.1373) klf x 20.5' = 2.8k
V = P/(20)' = 141 plf Type A Wall
Mot =4.5kft
Mr=2.0kft
T= 0.6k Type 7 HD
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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HORN CONSULTING ENGINEERS LLC
2nd Floor Diaphragm:
Right Wall Line Back Wall Line @ Bump Out
P = (0.1683)(20')+2.2k= 5.6k P = (0.1615) klf x 2.5' +0.3k= 0.7k
V= P/ (56)' = 99p1f Type A Wall V= P/ (3)' = 235pff Type A Wall
Mot =50.1kft • Mot = 6.3kft
Mr= 163.6kft No HD Req'd Mr= 1.3kft
T= 1.7k Type 8 HD Above
Left Wall Line Type 1 HD Below
P = (0.1683) kif x 20' +2.2k= 5.6k
V= P/(33.5)' = 166p1f Type A Wall Back Wall Line
Mot = 23.9kft P = (0.1615) klf x 19.25' + 3.0k= 6.1k
Mr= 21.2kft V= P/(9.75)' =627p1f Type J Wall
T = 0.2k No HD Req'd Note: No 3x Sill Req'd w/DBL A.B.'s
Mot= 25.4kft
Mr= 2.7kft
T = 5.0k Type 9 HD Above
Type 3 HD Below
Wall Line @ Back of Garage
P = (0.1615)(22.25')+(0.1335)(8.5) + 2.8k= 7.5k
V = P/(19.25)' = 391 plf Type B Wall
Mot = 33.4kft
Mr= 10.3kft
T= 2.4k+ 0.6k= 3.0k Type 8 HD Above
Type 1 HD Below
Check Sill Plate
P = (0.109)(20.5')+(0.1395)(30.75')
= 6.5k/ 19.25' = 339p1f No 3x Sill Req'd
Front Wall Line
P = (0.1335) klf x 11.5' = 1.5k
V = P/(14.5)' = 106plf Type A Wall
Mot = 1.7kft
Mr= 0.9kft
T= 0.3k Type 1 HD
CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219
PHONE:5 03.892.5782• E MAIL: DAVE@HORNCE.COM HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
Main Floor Diaphragm:
Right Wall Line Back Wall Line @ Bump Out
P = (0.1328)(20')+5.6k = 8.3k P = (0.11 73) klf x 2.5' +0.7k= 1.0k
V= P/ (56)' = 147plf Type A Wall V= P/(16)' = 62p1f Type A Wall
Mot =8.4kft Mot =4.0kft
Mr= 14.8kft No HD Req'd Mr= 12.2kft
Left Wall Line Back Wall Line
P = (0.1328) klf x 20' + 5.6k= 8.3k P = (0.1173) klf x 15' + 6.1k= 7.9k
V = P/(63)' = 131 plf Type A Wall V = P/(24)' = 328p1f Type A Wall
Mot = 24.8kft Mot = 31.4kft
Mr= 118.9kft No HD Req'd Mr= 23.8kft
T = 0.3k No HD 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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