Specifications (77) 4
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RECEIVED
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OCT 24 2017
HCECITYCr . iG,ARU �wD.,kw� BUILDING DiViS!ON
i Digitally signed by Dave Horn
`l DN:cn=Dave Horn,o=Horn
Consulting Engineers LLC,ou,
email=dave@hornce.com,c=US
Structural Calculations Date:2017.10.20 09:28:10-07'00'
HCE Project#: LEN_16_30 V r `37 `7— OQ I,e
Date: 10/20/17
1 275 1/\
Project Description: New House: MADELINE HEIGHTS LOT 3
Tigard, Oregon
BAINBRIDGE American 3180A GR
Subject Sheen#'s
Lateral Loads L1 — L7
Framing F1 — F3
Footing FTG — 1
1I ,,,R,0 PRO.
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51319P •
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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 972.19
Phone:503.892.5782 Email:dave@hornce.com
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HORN CONSULTING ENGINEERS LLC
New House: LEN-16-30 BAINBRIDGE 3180A GR
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.
00
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ar .�� 4 •444 1* #
X40
41 ../
Case A ',►, i
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*/ Case B
a= .10*40' =4.0'
or for h = 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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HORN CONSULTING ENGINEERS LLC
Seismic Loading: D1 seismic design category per I.R.C.
SDS= .83, R =6.5, W=weight of structure
V =[1.2 Sps/(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 (40')(15+6+4)] = 109plf < 148.9plf therefore, wind governs.
W2 = [.109 (40')(12+12+8)] + [.109 (20')(15+6+4)] + 109 = 303p1f < 317.2plf therefore, wind governs.
W1 = [.109 (35')(12+12+8)] + 303 = 425.1 plf < 450plf therefore, wind governs.
Seismic in side to side:
Wr= [.109 (40')(15+6+4)] = 109plf < 149.8plf therefore, wind governs.
W2 =[.109 (40')(12+12+8)] + 109 = 248.5plf < 323.5pIf therefore, wind governs. ,
W1 = [.109 (40')(12+12+8)] +248.5 = 388.0plf < 446.2plf therefore, wind governs.
Redundancy Factor= 1.0 per ASCE?section 12.3.4.2
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CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD_• P ORTLAND, OR • 97219
PHONE: 5 03.892.5782• E MAIL: DAV ECR HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
Roof Diaphragm:
Right Wall Line Back Wall Line @ Bump Out
P = (0.1489) klf x 20' = 3.0k P = (0.1498) klf x 2.5' = 0.4k
V= P/(27.5)' = 108p1f Type A Wall V= P/(11)' = 34p1f Type A Wall
Mot= 11.3kft Mot= 1.5kft
Mr= 11.8kft No HD Req'd Mr=3.1kft No HD Req'd
Left Wall Line Back Wall Line
P = (0.1489) klf x 20' = 3.0k P = (0.1498) klf x 21.5' = 3.2k
V= P/(33.75)' = 88p1f Type A Wall V= P/(6.75)' =477plf Type B Wall
Mot =4.lkft Mot = 25.8kft
Mr= 3.3kft Mr= 6.8kft
T= 0.1k NoHDReq'd T=2.8k Type8HD
Front Wall Line
P = (0.1498) klf x 20.5' = 3.1k
V= P/(20)' = 154plf Type A Wall
Mot=4.9kft
Mr=2.0kft
T = 0.7k Type7HD
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
2"d Floor Diaphragm:
Right Wall Line Back Wall Line @ Bump Out
P = (0.1683)(20')+3.0k= 6.4k P = (0.1737) klf x 2.5' + 0.4k= 0.8k
V= P/(56)' = 114plf Type A Wall V= P/(3)' = 278p1f Type A Wall
Mot = 57.3kft Mot = 7.5kft
Mr= 163.6kft No HD,Req'd Mr= 1.3kft
T= 2.1k Type 8 HD Above
Left Wall Line Type 1 HD Below
P= (0.1683) klf x 20' + 3.0k= 6.4k
V= P/(33.5)' = 190plf Type A Wall Back Wall Line
Mot = 27.4kft P = (0.1737) klf x 19.25' + 3.2k = 6.6k
Mr= 21.2kft V= P/(9.75)' = 671 plf Type J Wall
T = 0.4k No HD Req'd Note: No 3x Sill Req'd w/DBf..A.B.'s
Mot= 27.2kft
Mr= 2.7kft
T= 5.4k Type 9 HD Above
Type 3 HD Below
Wall Line @ Back of Garage
P = (0.1737)(22.25)+(0.157)(8.5) + 3.1k= 8.3k
V= P/ (19.25)' =431plf Type BWall
Mot = 35.9kft
Mr= 10.3kft
T= 2.8k+ 0.7k= 3.5k Type 8 HD Above
Type 1 HD Below
Check Sill Plate
P = (0.109)(20.5)+(0.1395)(30.75')
• = 6.5k/ 19.25' = 339plf No 3x Sill Req'd
Front Wall Line
P = (0.157) klf x 11.5' = 1.8k
V= P/(14.5)' = 125p1f Type A Wall
Mot = 2.Okft
Mr= 0.9kft
T = 0.5k Type 1 HD
CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. • P ORTLA ND, OR • 97219
PHONE: 5 03.892.5782• E MAIL: DAVE@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)+6.4k= 9.1k P = (0.1227) klf x 2.5' +0.8k= 1.1k
V= P/(56)' = 162plf Type A Wall V= P/ (16)' = 69p1f Type A Wall
Mot=9.2kft Mot = 4.4kft
Mr= 14.8kft No HD Req'd Mr= 12.2kft
•
Left Wall Line Back Wall Line
P = (0.1328) klf x 20' + 6.4k= 9.1k P = (0.1227) klf x 15'+ 6.6k= 8.4k
V= P/(63)' = 144p1f Type A Wall V= P/(24)' = 352plf Type A Wall
Mot= 27.2kft Mot = 33.8kft
Mr= 118.9kft No HD Req'd Mr=23.8kft
T= 0.4k No HD Req'd
CAPITAL PLAZA SUITE 135 9 320 S W BARHUR BLVD.• P ORTLAND, OR • 97219
PHONE: 5 03.892.5782• E MAIL: DAVE@HORNCE.COM
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