Specifications HF l �1Sl X434 A-C
HORN CONSULTING ENGINEERS LLC
Digitally signed by Dave
Har
Structural Calculations: DH:iners,o Horn.
CEIt- a=Horn Consulting
Project: JTS-15-08 t� Emil-da,ou,
email=love@hornce.wm,
Date: 3/8/15 ` °s
Date:3015.03.061 fi 40:3]
Project: New House MAR
3
Lot 4 Ashwood, Tigard, OR 12015
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BUILDING DI VISI p1,
Subject Sheet#'s
Lateral Loads L1 — 1-5
Footings FTG - 1
Framing F1 — F5
D P 01,-
6 � FF `rip
513 E -P y
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Expires: 6-30-15
The following calculations are for the planter retaining walls imly.The retaining wall designs should be seri tied b) the eeoiechnical engineer of record prior to
construction. Failure to do so invalidates their design. The design is based on information provided b) the client who is soleh responsible for its accuracy. The
engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Hom Consulting Fngineers 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 earranp).Ton(including active,passive,or imputed negligence)
Jr otherwise,for loss or use.revenue or profit.or for any other incidental or consequential damage.
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HORN CONSULTING ENGINEERS LLC
New House: Lot 4 Ashwood, Tigard OR
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 C.
The mean roof height of the house
h - 23' approximately.
D
C
ANvFRS \` A
Direction End Zones
2a
c
/� WWWRS
A
Direction
2a5'
End Zones
Note:End zone may occur at any corner of the
building.
a = .10.38' = 3.8'
or for h =23'
a =A(h) = .4(231) = 9.2'
a must be larger than .04(38') = 1.5' or 3'
a = 3.8' controls
Therefore:
2a = 8.0' see Fig 6-2 ASCE 7, and Figure above.
1302 SW BERTHA BLVD. PORTLAND OR 97219
PHONE: 503.892.5782 • EMAIL: DAVE®HORNCE.COM
HE
HORN CONSULTING ENGINEERS LLC
Seismic Loading: D1 seismic design category per O.R.S.0
SDs= .72, R =6.5, W=weight of structure
V = [1.2 SDs/(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(39')(15+6+4)] = 92.6plf < 150.5pif therefore, wind governs in both directions.
W2 = [.095(39')(12+12+8)] + 92.6plf=211.2plf< 324.7plf therefore, wind governs in both directions.
Seismic in Side to Side:
Wr= [.095(38')(15+6+4)] = 90.3p1f
.W2 = [.095(38')(12+12+8)] = 115.5plf
Redundancy Factor= 1.0 per ASCE? section 12.3.4.2
1302 SW BERTHA BLVD. • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVEQHORNCE.COM
V i
HE
HORN CONSULTING ENGINEERS LLC
Roof Diaphragm:
Grid Line A Grid Line 1
P = (0.1505) klf x 19' = 2.9k P = (0.1331) klf x 18.5' = 2.5k
V= P/(34)' = 84pif Type A Wall V = P/ (22)' = 112ptf Type A Wall
Mot = 9.41dt Mot = 2.7kft
Mr= 13.4kft No HD Req'd Mr = 1.3kft
T = 0.5k No HD Req'd
Grid Line B
P = (0.1505) klf x 19' = 2.9k Grid Line 3
V= P/(37)' = 77plf Type A Wall P = (0.1331) klf x 21' = 2.8k
Mot = 19.6kft V = P/ (23.75)' = 118plf Type A Wall
Mr=75.2kft No HD Req'd Mot= 2.6kft
Mr = 1.3kft
T = 0.5k No HD Req'd
2n° Floor Diaphraam:
Grid Line A Grid Line 1
P = (0.1742) klf x 15.5' + 2.9k = 5.6k P = (0.1393)(8.5')+(0.0961)(4') + 2.5k = 4.1 k
V = P/(37)' = 151 ptf Type A Wall V = P/(11)' = 370plf Type B Wall
Mot = 50.4kft Mot = 10.8kft
Mr= 75.2kft No HD Req'd Mr= 1.6kft
T = 2.8k + 0.5k= 3.3k Type 2 HD
Grid Line B Check Sill Plate
P = (0.1742) klf x 22.5' + 2.9k= 6.8k P = (0.0903)(18.5')+(0.1155)(12.5) = 3.1k/ 11'
V= P/ (15.75)' =433plf Type B Wall = 283plf No 3x Sill Req'd
Mot= 29.2kft
Mr= 5.3kft Grid Line 2
T = 3.2k Type 2 HD P = (0.1393) klf x 18.5' = 2.6k
Check Sill Plate V= P/(11.5)' = 224plf Type A Wall
P = (0.0926)(19')+(0.1186)(22.5') =4.4k/ 15.75' Mot = 23.2kft
= 281 plf No 3x Sill Req'd Mr= 16.3kft
T= 0.6k Type 1 HD
Grid Line 3
P = (0.1393) ktf x 11.5' + 2.8k = 4.4k
V = P/ (7.5)' = 587plf Type C Wall
Mot = 7.21dft
Mr= 0.7kft
T = 3.7k+ 0.5k =4.2k Type 2 HD
Check Sill Plate
PS= (0.0903)(21')+(0.1155)(11.5') = 3.2k/ 7.5'
= 430plf 3x Sill Req'd
1302 SW BERTHA BLVD. PORTLAND oR 91219
PHONE: 503,891,5782 • EMAIL: DAVE@HORNCE.COM
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