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CDigitally signed by Dave Horn
E DN:cn=Dave Horn,o-Horn
Consulting Engineer,ou,
mall=dave@homce.com,c=US
HORN CONSULTING ENGINEERS LLC ` 20 15635
Revised Structural Calculations:
Project: MHNW-17-23
Date: 7/05/17 # ._
Project: New House: = r
MM Lot#6 3145B Garage Right
SEP 14 2017
Subject Sheet#'s CITY OF TIGARD
Lateral Loads L1 — L5 13'U11'PIN K , )-CR ®il
Framing Fl — F4
Footings 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. All retaining wall 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 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.
CAPITA1 i'I. 135 9320 S11 B.IRBUR 131%D. • PORI'1..1ND, OR • 97219
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New House: MHNW-17-23
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 = 26' approximately.
-...,4, lib"
I%
D
!MFRS - c
Direction 11110 End Zones N"
look
iv.Ito
RS
Direction
2a
End Zones
Note:End zone may occur at any corner of the
building.
a = .10*40' = 4.0'
or for h = 26'
a = .4(h) = .4(26') = 10.4'
a must be larger than .04(40') = 1.6' or 3'
a = 4.0' controls
Therefore:
2a = 8.0' see Fig 6-2 ASCE 7, and Figure above.
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Seismic Loading: D1 seismic design category per O.R.S.0
Sips= .72, R =6.5, W=weight of structure
V= [1.2 Sos/(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(47')(15+6+4)] = 111.6plf < 160.4plf therefore, wind governs.
W2 = [.095(50')(12+12+8)] + 111.6plf= 263.6plf< 307plf therefore, wind governs.
Seismic in Side to Side:
Wr= [.095(40')(15+6+4)] = 95p1f < 159.9plf therefore, wind governs.
W2 = [.095(40')(12+12+8)] + 95plf= 216.6plf< 302.6plf therefore, wind governs.
Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2
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Roof Diaphragm:
Left Wall Line Back Wall Line
P = (0.1604) klf x 20' = 3.2k P = (0.1599) klf x 22.25' = 3.6k
V= P/(28.75)' = 112pIf Type A Wall V= P/(15.75)' = 226plf Type A Wall
Mot= 13.8kft Mot = 12.2kft
Mr= 13.7kft Mr= 3.9kft
T = 0.0k No HD Req'd T = 1.4k Type 8 HD
Right Wall Line Front Wall Line
P = (0.1604) klf x 20' = 3.2k P = (0.1599) klf x 28.25' = 4.5k
V= P/(36)' = 89p1f Type A Wall V= P/ (20)' = 226plf Type A Wall
Mot= 8.4kft Mot = 5.6kft
Mr= 8.7kft No HD Req'd Mr= 1.2kft
T = 1.6k Type 8 HD
2nd Floor Diaphragm:
Left Wall Line Back Wall Line
P = (0.1466) klf x 20' + 3.2k= 6.1k P = (0.1427)(14.5')+(0.0386)(9')+3.6k =6.0k
V= P/(30)' = 204p1f Type A Wall V= P/(20)' = 301 plf Type A Wall
Mot= 28.1 kft Mot = 12.0kft
Mr= 13.7kft Mr= 2.4kft
T = 1.1k Type 1 HD T= 2.4k + 1.4k= 3.8k Type 2 HD
Right Wall Line Wall Line @ Back of Garage
P = (0.1466) klf x 20' + 3.2k= 6.1k P = (0.1427) klf x 22.25' = 3.2k
V= P/(28)' = 219plf Type A Wall V= P/(25.5)' = 125p1f Type A Wall
Mot= 23.0kft Mot= 31.8kft
Mr= 8.7kft Mr= 54.5kft No HD Req'd
T = 1.4k Type 1 HD
Front Wall Line
P = (0.1427) klf x 13.25' + 4.5k = 6.4k
V= P/(10.75)' = 595p1f Type C Wall
Mot = 8.3kft
Mr= 1.4kft
T= 3.5k + 1.6k= 5.1k Type HD
Check Sill Plate
P = (0.095)(28.25')+(0.1216)(13.25')
= 4.3k/ 10.75' =400plf 3x Sill Req'd
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