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HORN CONSULTING ENGINEERS LLC
Digitally signed by DAVE
Structural Calculations: HORN
Project: WCL-14-12 DN:cn=DAVE HORN,o,
ou=HORN CONSULTING
Date: 12/4/14 0,y! 11/17-1 ENGINEERS,
Project: House Remodel: email�fave@hornce.com,
14988 Lookout DR. Tigard, OR 97224 c=us
g Date:2014.12.0413:32:46
-08'00'
Subject Sheet Ws
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Lateral Loads L1 -- L4 DEC a 2.014
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Expires: 6-30-15
Ttte following calculations are for lateral mind and seismic engineering and gra%its loading of the beams and columns. All retaining wall designs should he verified
by the geotechnical engineer of record prior to construction. Failure to do so invalidates their design. The design is based on inhumationprovided he ho
the client oho is
sold} responsible fbr its aceurac\ ['he entmecnna represents the finished product. t�iacrepancies from intbrmatiint pros ided by the client inwalidatc this design.
Hartz C onsulting Engineers shall have no liabty(evpressed_or implied).ssnit recpe�t d,rho mr;urs and methods oI�xmstnietion �rl nrtnship or the actual nit teri;ils
used in construction
Horn Consulting Engineers shall hase no obligation of Habit ts.whether arising in contract(including warrants 1. on(including actio c.passive.or imputed negligence
or otherwise.for loss or use.revenue or profit.or lir any other incidental or consequential damage.
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House Remodel: WCL-14-12 14988 Lookout DR. Tigard, OR 97224
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 =31' approximately.
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ØEndZones
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Drection
2a'ICAv'
End Zones
Note:End zone may occw et any corner of the
building.
a=.10*40' =4.0'
or for h= 31'
a= .4(h)=.4(31')=12.4'
a must be larger than .04(31')= 1.2' or 3'
a=4' controls
Therefore:
.2a= 8' see Fig 6-2 ASCE 7, and Figure above.
1302 SW BERTHA 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 O.R.S.0
Sos= .72, R= 6.5, W=weight of structure
V= [1.2Sos/(Rx1.4)]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
Suspended Garage Floor=62 psf
Seismic in Side to Side:
Wr= [.095(50')(15+6+4)] = 118.8pIf < 180plf therefore, wind governs in both directions.
W2=[.095(50')(12+12+8)j + 118.8plf= 270.8plf< 370.3plf therefore, wind governs in both directions.
W1 = [.095(34')(12+12+8)] + [.095(16')(62+12+8)] + 270.8plf=498.8plf<534.4plf therefore, wind governs in
both directions.
Redundancy Factor= 1.0 per ASCE?section 12.3.4.2
1st Floor Diaphragm:
South Wall Line East Wall Line
P = (0.180)(21')+(0.1903)(20.5)+(0.1641)(20.5') P = (0.1507)(26)+(0.1907)(16)+(0.1907)(16)
= 11.1k = 10.0k
V= P/(33)' = 335p1f Type E Wall V= P1(23.75)' =422plf Type E Wall
Mot=42.2kft Mot =40.1 kft
Mr= 13.4kft Mr=30.0kft •
T=2.1k Type 1 HD T= 0.4k No HD Req'd
SSE SarS E t- l*4
rap moor fin.
1302 SW BERTHA BLVD. • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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PHONE: 503.392.57$2 • EMAIL: DAVE-NCE@QWE$TOFFICE.NET
iMPSANAnchor Designer n4 Company' HCE I
Date: 19/23/2014
Horn page: 3/4
Strong-Tae Software Project: 14988 SW Lookout Dr.
Version 2.0.4896.21 Address: 1302 SW Bertha Blvd
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Phone: 503-892-5782
E-mail: dave@homce.com
• 3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nua(lb) Vuax(Ib) Vuay(lb) 4(Vuax)2+(Vaey)2(Ib)
1 3200.0 0.0
0.0 0.0
Sum 3200.0 0.0 0.0 0.0
Maximum concrete compression strain(%):0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(Ib):3200
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'rn(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00
NV
X
4.Steel Strength of Anchor in Tension(Sec.D.5.1)
N.(Ib) tt fin/..(Ib)
13110 0.75 9833
5.Concrete Breakout Strength otAnchor in Tension(Sec,0.5.2)
Nb=k 2'1Peh t'•5(Eq.D-7)
kc 2 Po(psi) het(in) Na(lb)
17.0 1.00 2500 8.000 19233
ONeb=0(ANc/ANoo)Y4d.N4/0/Y'ep.NNb(Sec.D.4.1&Eq.D-4)
Ante(int) ANoo(int) Ped,N Tic.N tPcp,N Nb(lb) # Nei (lb)
192.00 576.00 0.800 1.00 1.000 19233 0.75 3847
6.Adhesive Strength of Anchor in Tens on(AC308 Sec.3.3)
ricer=riterfabomrennKant
Pact(psi) fahort-term Kant riser(psi)
855 1.00 1.00 855
Nao=akcordahat(Eq.D-16f)
Pact(psi) da(In) het(in) Nao(Ib)
855 0.63 8.000 13430
0N1=0 Otte/ANao)'/4d,Na PpNeNao(Sec.0.4.1&Eq.0-16a)
ANa(in2) ANeo(in2) Wed,Ne Viola Nao(Ib) 0 ON.(ib)
119.63 223.60 0.861 1.000 13430 0.55 3401
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
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SIMPSON Anchor Designer TM Company: HCE Date:
Engineer. David Horn
• StroiioT2e SoftwarePage: 19/23/2014
4/4
Version 2A.4$96.21 Project: 14988 SW Lookout Dr.
Address: 1302 SW Bertha Blvd
Phone: 503-892-5782
E-mail: dave@hornce.com
11.Interaction of Tensile and Shear Forces(Sec,0.7)
Tension Factored Load,Nu.(Ib) Design Strength,0N„(Ib) Ratio
tatus
Steel 3200 9833 0.33Pass
Concrete breakout 3200 384Pass
Adhesive 3200 � � 0.83 Pass
0.94 Pass(Governs)
SET-XP w/5/8"0 P1554 Gr.36 meets the selected design criteria.
12.Warnings
-Concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in
shear for SET-XP adhesive anchor is limit to 2,500 psi per ICC-ES ESR-2508 Section 5.3.
-Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per
designer option.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strnngtie.com