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Digitally signed by Dave Horn
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Consulting Engineers LLC,ou,
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Structural Calculations D t G(li Date:2017.11.131028:05-08'00'
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HCE Project#: LEN_17_03 TituoiNGinvisioN •
Date: 11/13/17
Project Description: New House: MADELINE HEIGHTS LOT 5
Tigard, Oregon
Marquam American 2892A GR
Subject Sheet Ws
Lateral Loads L1 — L7
Framing F1 — F2
Deck Framing DF1
Guardrail GR— 1
Footing FTG — 1
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4, 5131 PE '' 2
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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 97219
Phone:503.892.5782 Email:dave@hornce.com
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HORN CONSULTING ENGINEERS LLC
New House: LEN-17-03 MARQUAM 2892A 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.
3-sec
135mph
Exp p gust B.
The mean roof height of the house
h = 23' approximately.
r,
t S4+1 iii_ oto
poproa4 ril4S ...° s, i ---- ...400,„.. .-.-----.... it filo 0
-.4441100.
v a.??----.:::,kit ' ,,/--prr °or-
CaseIIIPPFP-
A ,. .
Case B
a = .10*40' =4.0'
or for h =23'
a = .4(h)= .4(23') = 9.2'
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.• P ORTLAND, 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 LR.C.
SDs= .83, R =6.5, W=weight of structure
V= [1.2SDs/(Rx1.4)1W
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:
@ 56' Depth
Wr= [.109 (56')(15+6+4)] = 152.6pif
@ 26' Depth
Wr= [.109 (26')(15+6+4)] = 70.9pIf
@52' Depth
W2 =[.109 (52')(12+12+8)] = 181.4plf
W1 =[.109 (26')(12+12+8)] = 90.7plf
Seismic in side to side:
@ 40' Depth
Wr= [.109 (40')(15+6+4)] = 109plf
@ 20' Depth
Wr= [.109 (20')(15+6+4)] = 54.5plf
@ 40' Depth
W2 = [.109 (40')(12+12+8)] = 139.5plf
W1 = [.109 (40')(12+12+8)] = 139.5plf
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
PW= (0.1331) klf x 10.25' = 1.4k PW= (0.1152) klf x 13' = 1.5k
Ps = (0.0709) klf x 10.25'= 0.7k PS = (0.109) klf x 13' = 1.4k
V= PW/ (15)' = 91p1f Type A Wall V= PW/(13.5)' = 111plf Type A Wall
Mot = 10.9kft Mot =4.4kft
Mr= 15.0kft No HD Req'd Mr= 3.7kft
Center Wall Line
T= 0:2k No HD Req'd
Pw= (0.1331) klf x 20' =2.7k Center Wall Line
PS = (0.0709)(10.25')+(0.1526)(9.75') = 2.2k PW = (0.1152) klf x 28' = 3.2k
V= PW/(1815)' = 142p1f Type A Wall PS = (0.109)(13')+(0.0545)(15') =2.2k
Mot = 6.2kft V= P,N/(20)' = 161 plf Type A Wall
Mr = 3.9kft Mot= 25.8kft
T= 0.4k No HD Req'd Mr=40.9kft No HD Req'd
Left Wall Line Front Wall Line
PH,= (0.1331) klf x 9.75' = 1.3k PW= (0.1152) klf x 15' = 1.7k
Ps = (0.1526) klf x 9.75'= 1.5k Ps = (0.0545) klf x 15' =0.8k
V= Ps/(37.25)' = 40plf Type A Wall V= P,,,,/(8)' = 216plf Type A Wall
Mot=2.9kft Mot = 6.9kft
Mr= 8.7kft No HD Req'd Mr= 2.0kft
T= 1.2k 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
Pw= (0.1683)(10.25')+1.4k= 3.1k Pw= (0.1625) klf x 4.5' + 1.5k= 2.2k
PS = (0.1814)(10.25')+0.7k= 2.6k PS= (0.1395) klf x 4.5' + 1.4k=2.0k
V= Pw/ (40)' = 78p1f Type A Wall V= Pw/(9)' = 248plf Type A Wall
Mot= 28.1 kft Mot= 7.8kft
Mr= 86.9kft No HD Req'd Mr= 1.7kft
T= 1.8k Type 8 HD Above
Interior Wall Line Type 1 HD Below
Pw= (0.1683) klf x20' + 2.7k= 6.1k
PS = (0.1814) klf x 20' +2.2k = 5.8k Interior Wall Line
V= Pw/(18)' = 337plf Type A Wall Pw = (0.1625) klf x 13' =2.1k
Mot = 54.6kft PS= (0.1395) klf x 13' = 1.8k
Mr= 29.3kft V= Pw/(10.25)' = 206plf Type A Wall
T= 1.4k Type 1 HD Mot = 7.4kft
Mr= 2.2kft
Left Wall Line T= 1.3k Type 8 HD Above
Pw= (0.1683) klf x 9.75' + 1.3k = 2.9k Type 1 HD Below
Ps = (0.1814) klf x 9.75' + 1.5k = 3.3k
V= Ps/(45)' = 73p1f Type A Wall Wall Line @ Back of Garage
Mot=29.4kft Pw= (0.1625)(20.5') + 3.2k = 6.5k
Mr= 108.3kft No HD Req'd P5 = (0.1395)(20.5')+2.2k= 5.1k
V= Pw/ (20)' = 327plf Type A Wall
Mot= 58.8kft
Mr= 37.7kft
T= 1.1k Type HD
Front Wall Line
Pw= (0.1625) klf x 18.25' + 1.7k =4.7k
PS = (0.1395) klf x 18.25' + 0.8k= 3.4k
V= Pw/(12)' = 389plf Type B Wall •
Mot= 14.0kft
Mr= 2.0kft-
T= 3.0k+ 1.2k= 4.2k Type2HD
Check Sill Plate
P = 3.4k/ 12' =283p1f No 3x Sill Req'd
CAPITAL PLAZA SUITE 135 9 320 S W BARI3UR BLVD. • P ORTLAND, OR • 97219
PHONE:5 93.892.5782• E MAIL: DAVE@HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
Main Floor Diaphragm:
Right Wall Line Back Wall Line
P„;, = (0.1328)(20)+3.1k = 5.8k P, = (0.1183) klf x 4.5' +2.2k= 2.7k
Ps = (0.0907)(20')+2.6k=4.4k PS = (0.1395) klf x 4.5' +2.0k= 2.6k
V= PW/(40)' = 144p1f Type A Wall V= Pw/ (19.5)' = 140plf Type A Wall
Mot =6.9kft Mot = 10.9kft
Mr= 11.3kft Mr= 16.8kft
Left Wall Line Interior Wall Line
PW = (0.1328) klf x 20' +2.9k= 5.6k PW = (0.1183) klf x 13' +2.1k = 3.6k
P5 = (0.0907) klf x 20' +3.3k = 5.1k PS = (0.1395) klf x 13' + 1.8k= 3.6k
V= PJ(56)' = 99plf Type A Wall V= P,N/(20.5)' = 176p1f Type A Wall
Mot= 16.7kft Mot = 14.5kft
Mr= 95.8kft Mr = 18.3kft
CAPITAL PLAZA SUITE 135 9 320 S N BARBUR BLVD. • P ORTLAND, OR • 97219
PHONE:5 03.892.5782• E MAIL: DAVE@HORNCE.COM
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