Specifications (17) 4� � - {` sid kJ � \ \--- galIIysigne
by Dave Horn
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NOV 21 2017 emailnce.com,ve@h
Date:2017.11.15
16:04:04-08'00'
Horn Consulting Engineers LLC C. {'OF TIGARD
BUILDING DIVISION
Structural Calculations
HCE Project#: LEN 17 160
Date: 11/15/17
Project Description: New House: MADELINE HEIGHTS LOT 16
Tigard, Oregon
Redwood American 2857A GL
Subject Sheet
Lateral Loads L1 — L7
Framing F1 — F15
Deck Framing DB1 — DB2
Guard Rail GR— 1
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 97219
Phone:503.892.5782 Email:dave@hornce.com
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HORN CONSULTING ENGINEERS LLC
New House: LEN-17-160 Redwood 2857A GL
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 =29' approximately.
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r1'/' Case B
a = .10*34' =3.4'
or for h = 29'
a= .4(h)= .4(29')= 11.6'
a must be larger than .04(34')= 1.4' or 3'
a= 3.4' controls
Therefore:
2a =7' see Fig 28.6-1 ASCE 7-10, and Figure above.
CAPITAL PLAZA SUITE 135 9320 SW BAREUR BLVD. • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
Seismic Loading: D1 seismic design category per I.R.C.
Sos= .83, R=6.5, W=weight of structure
V= [1.2 SDs/(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(52')(15+6+4)] = 141.7plf > 113.5plf therefore, seismic governs.
W2=[.109(52')(12+12+8)] + 141.7= 323.1pIf > 245.9plf therefore, seismic governs.
W1 =[.109 (27')(12+10+6)] + 323.1 = 405.5plf > 364.4plf therefore, seismic governs.
Seismic in side to side:
Wr=[.109 (34')(15+6+4)] = 92.7plf < 124.3plf therefore, wind governs.
W2=[.109 (34')(12+12+8)] +92.7 = 211.2plf < 285.3pIf therefore, wind governs.
W1 = [.109 (34')(12+10+6)] +211.2 = 329.8plf < 405.2plf therefore, wind governs.
@ 15' Depth
Wr=[.109(15')(15+6+4)] = 40.90
@ 15' Depth
W2 =[.109 (15')(12+12+8)] = 52.3pIf
Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2
CAPITAL PLAZA SUITE 135 9320 SW BARBUR HLVD. • PORT]-AND, OR • 97219
PHONE: 503.892.5782 • PMMAll DAVI@IIORNC0.000
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HORN CONSULTING ENGINEERS LLC
Roof Diaphragm:
Left Wall Line Back Wall Line
P = (0.1417) klf x 17' = 2.4k P = (0.1243) klf x 25' = 3.1k
V= P/(31.75)' =76p1f Type A Wall V= P/(17.75)' = 175p1f Type A Wall
5'Wall 17.75'Wall
Mot = 3.0kft Mot= 24.9kft
Mr=4.1kft No HD Req'd Mr= 20.1kft
T=0.3k No HD Req'd
Right Wall Line
P = (0.1417) klf x 17' = 2.4k Front Wall Line
V= P/(28.5)' =85p1f Type A Wall P = (0.1243) klf x 30' = 3.7k
10.5'Wall V= P/ (15.75)' =2370 Type A Wall
Mot= 7.1 kft 5.25'Wall
Mr= 14.8kft No HD Req'd Mot= 9.9kft
Mr= 2.9kft
T= 1.3k Type 8 HD
CAPITAL PLAZA SUITE 135 93211 SW BAR RLE BLVD. • PORTLAND, OR • 97219
PRONE: 503 892 5782 • F.m AIL: I)AVL@HORNCF..COM
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HORN CONSULTING ENGINEERS LLC
2nd Floor Diaphragm:
Left Wall Line Back Wall Line
P = (0.1814) klf x 10.25' + 2.4k =4.3k P = (0.161) klf x 13.5' + 3.1k=5.3k
V= P1(45.5)' =94plf Type A Wall V= P/(8.5)' =620/[(1.25-0.125(9/4.25)
12.5'Wall =629plf Type J Wall
Mot= 10.5kft Mot=23.7kft
Mr= 14.4kft No HD Req'd Mr= 2.1 kft
T= 5.1k+ 0.3k + 0.4k =5.8k Type 9 HD Above
Interior Wall Line Type 4 HD Below
P = (0.1814)(17') = 3.1k Check Sill Plate
V= P/(16.5)' = 187plf Type A Wall P = (0.0927)(25)+(0.1185)(13.5)
16.5'Wall = 3.9k/8.5' =461plf
Mot = 27.8kft Note: No 3x Sill Req'd w/DBL A.B.'s
Mr=23.6kft No HD Req'd
T=0.3k Wall Line @ Back of Garage
P = (0.161) klf x 25' =4.0k
Right Wall Line V= P/(20)' =201 plf Type A Wall
P = (0.1814) klf x 6.75' +2.4k = 3.6k Mot = 36.2kft
V= P/(34.75)' = 104plf Type A Wall Mr= 27.6kft
6'Wall T=0.4k No HD Req'd
Mot = 5.6kft
Mr=3.7kft Front Wall Line
T= 0.3k No HD Req'd P = (0.161) klf x 16.5' +3.7k=6.4k
21'Wall V= P/(8)' = 800plf Type D Wall
Mot= (0.085)(18')(18')+(0.104)(21)(9) Mot= 11.2kft
=47.2kft Mr=0.8kft
Mr=30.5+20.6= 51.1 kft No HD Req'd T=5.2k Type 3 HD
Check Sill Plate
P= (0.0927)(26')+(0.0409)(4)+(0.1185)(11.25')
+(0.0523)(5) =4.17k/8'
= 521 /[(1.25-0.125(7/2)] =641 plf
3x Sill Req'd (@ Garage Only)
Note: No 3x Sill Req'd w/DBL A.B.'s
@ House Wall
CAPITAL PLAZA SUITE 135 9320 SW $ARIIUR D. • PORTLAND, OR • 97219
PHO\IE: 5113.892.5782 • £ntAtl.: DAVE[@IIORNCE.COAL
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HORN CONSULTING ENGINEERS LLC
Main Floor Diaphragm:
Left Wall Line Back Wall Line
P = (0.0824) klf x 17' +4.3k= 5.8k P = (0.1199) klf x 18' + 5.3k=7.5k
V= P/(50)' = 116plf Type A Wall V= P/(34)' = 219p1f Type B Wall
27'Wall 21'Wall
Mot =9.4kft Mot= 27.6kft
Mr=26.5kft Mr= 22.2kft
T=0.3k
Right Wall Line
P = (0.0824) klf x 17' + 2.4k= 3.8k
V= P/(46)' = 83p1f Type A Wall
46'Wall
Mot= 11.4kft
Mr=67.1kft
CAPIlA1. PLAZA SUITE 135 9320 SW BARBER BLVD. • PORTLAND, OR • 97219
PHONE: 503.892.5782 • FM1A11.: DAVl HORNCE.COM
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9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR •97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM