Specifications (77) ? -Qn. ()ON Digitally signed by
v_� Dave Horn
- SVJ . DN:cn=Dave Horn,
)). o=Horn Consulting
9 Engineers,ou,
HCE email=dave@hornce
.com,c=US
Horn Consulting Engineers LLC Date:2016.10.13
14:02:20-07'00'
Structural Calculations:
Project: SD-16-01 Building 1 Durham Square
Date: 10/11/16
Subject Sheet#'s RECEIVED
Lateral Loads L1 — L6 JUN 2 9 2017
Framing Fl CRY ur 17GARD
BUILDING DIVISION
Drifted Snow DS1
Steel Lintels BR1
Stud Walls SW1 & SW2
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Expires: 6-30-17
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 finishedproduct. 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(,AHORNCE.COM
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New Building: SD-16-01 Building*
Code Basis of Design: 2014 O.S.S.C.
Wind Loading: Per ASCE 7-10
Fig 28.6-1
See attached elevations for wind loading
breakdown per level.
120mph 3-sec gust Exp B.
The mean roof height of the house
h = 22' approximately.
I T,
1-0
4 �41\
0000
sy
vii. ,,•�`
Case A \�
Case B
a = .10*50' = 5.0'
or for h = 22'
a = .4(h) = .4(22') = 8.8'
a must be larger than .04(50') = 2.0' or 3'
a = 5' controls
Therefore:
2a = 10' see Fig 28.6-1 ASCE 7-10, and Figure
above.
Seismic in North to South:
Wr= 18.4k/ 140' = 131 plf < 152.3plf therefore,
wind governs.
Seismic in East to West:
Wr= 15.7k/50' = 314p1f > 180.9plf therefore,
seismic governs.
CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. • P ORTLAND, OR • 97219
PHONE: 5 03.892.5 782• E MAIL: DAVE@HORNCE.COM
vduw'° Design Report L Z
muscats Design Maps Summary Report
User-Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes US hazard data available in 2008)
Site Coordinates 45.40323°N, 122.78472°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
','. ':;`�, .r `� ks e �" ,f.,--,,,,,,,t,,,,
a,, �' Ste:. i,F�' am..t, -•; ■4e
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ttl R s r„ ty , t' i ,�
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USGS-Provided Output
SS = 0.955 g SMS = 1.068 g Sps = 0.712 g
S1 = 0.419 g SM1 = 0.662 g Spy = 0.441 g
For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
N10ER Response Spectrum
Design Response Spectrum
1.10 0.72
0.5a 0.64
0.82
0.55
•
0.77
01 0.22
4; 0.66 0, 3
N O.55 I
(I 0.40
0.44
0.33 0.24
0,22 0.16
0.11
009
0.00 0.00
0.00 0.20 0. 0 0.60 0.20 1.00 1.20 1.40 1.60 1.90 2.00 0,00 0.20 0.40 0.80 0.80 1.00 1.20 1.40 1.60 1.20 2.00
Period, T(sec) Period, T(sec)
Although this•information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical •subject matter krewledge•
http://ehp1-earthquake.cr.usgs.gov/designmaps/us/sum mary.php?tem plate=minimal&latitude=45.40322971362208&longitude=-122.78471839902349&siteclass... 1/1
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Width Depth Le Fb FcE Cf Cf Cd Cr Axial Load Moment Fc* FcE FcE/Fc CD F'c F'b fc fb UNITY
Inches Inches Inches PSI PSI I KSI Comp Bend Lbs Ft-Lbs PSI KSI PSI PSI PSI PSI
20'wall 2x8 Stud wall @ 12"O.C. 1.5 7.25 240 900 1350 1600 1 1 1.6 1.2 2100 800 2160 438 0.203 0.19 418 1656 193 731 1.00
18'wall 2x8 Stud wall @ 16"O.C. 1.5 7.25 216 900 1350 1600 1 1 1.6 1.2 2870 682 2160 541 0.250 0.24 509 1656 264 623 1.00
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