Specifications 44,57D-0i(1.;
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LAURENTHOMAS
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CONSULuc 503-317-1023
Ltcstructural@gmail.com
Nook Remodel
10417 SW Bonanza Way
Tigard, Oregon
Client: Tina and Tony Ahlbrecht
LTC#: 13-169
Date: 12/31/13
By: Lauren Thomas, P.E.
THESE CALCULATIONS ARE VOID IF SEAL
41 :°°:
,
AND SIGNAL f ani •T ORIGINAL
EXPIRES: 6W3OJ
No. of Calculation pages included: 10 pages
Engineer has been retained in a limited capacity
for this project. The design of this project is based
upon information provided by the Client who is
solely responsiblefor the accuracy. No
responsibility and/or liability is assumed by, or is
to be assigned to the Engineer for items beyond
that indicated on these sheets. Not valid without
original signature in blue ink.
Project Design Criteria
Design per 2009 International Building Code as revised by the State of Oregon.
Provide vertical and lateral analysis of new nook addition.
a) Floor live load: N/A
b) Roof Live Load: N/A
c) Roof Snow Load: 25 psf
d) Wind Design: 85mph,Exp. B-enclosed,not on a hill or escarpment
e) Earthquake Design: Ie= 1.0
Occupancy Category=II
Ss=.919 S1 = .333
Site Class=13
Sds=.70 Shc =.39
Seismic Design Category=D
Force resisting system=Light framed shearwalls
Base Shear=.107*W
Cs=.107
R=6.5
Procedure=Equivalent Lateral Force Procedure ASCE-05 Section 12.8
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Project Name Nook Remodel Project# 13-169
LTC Location 10417 SW Bonanza Way, Tigard, Oregon
LAUREN Item%
Co,eJLTM°°` Client Tina and Tony Ahlbrect
10372 SW Bomar Way
Tigard,OR 57224
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"`242 By LMT Date 12/26/13
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. Calculation for Seismic Forces,using Analysis per ASCE 7-05
(For Buildings, per section 12.8,"Equivalent Lateral Force procedure")
Spectral Response Accelerations: (from maps)
Ss= 0.919 0.2 sec.
Si = 0.333 1.0 sec
Determine Site Coefficients: (from Table 11.4-1 and 2)
Fa= 1.1324
Ft,= 1.734
S„.= SsxFa= 1.041
Sm1 =S1 x Fv= 0.577
Sips= (2/3)Sma= 0.70
Sipa =(2/3)Sm1= 0.39
Site Class: D (Use Site Class D unless Geotech Report available)
Occupancy Category: H (From Table IBC table 1604.5)
Seismic Design Category(SDC): D (From Tables 11.6-1 and 2)
Compute Approximate Fundamental Period:
For Buildings: Ta= (CO (h„)x
Ct= 0,02 hn= 9 x= 0.75 Ta= 0.104
Structure Type(from Table 9.5.5.3.2) C
r x
Steel Moment-resisting Frame 0.028 0.8
Reinf.Conc.Moment-resisting Frame 0.016 0.9
Eccent.Braced Steel Frame 0.03 0.75
All other structural systems 0.02 0.75
To=0.2S61/Sips= 0.111 If Ta>To, <T8, Use Sips for design
Ts= SD1/Sos= 0.555
TL= 16.00 per Fig 22-15
Calculate Base Shear:V= C6 W (Eq. 12.8-1)
Response Coef. R= 6.5 (From Table 12.2-1)
Structure Weight W= 3520 lbs
Importance Factor I= 1.0
Ca= Sips/(R/I)= 0.107 (Eq. 12.8-2)
V= C8 W= 0.107 W= 378 lbs (Eq.12.8-1)
V= S01/T(R/I)= 0.573 W(Max.)= 2016 lbs (Eq. 12.8-3)
V= .01 W= 0.010 W(Min.)= 35 lbs (Eq. 12.8-6)
Project Name Nook Remodel Project# 13-169
Ad'77C Location 10417 SW Bonanza Way, Tigard, Oregon
I-AuREN TlicelAS
c°"°"TMBtC Client Tina and Tony Ahlbrect
10372 SW Nam.way
Tigard,OR 97224
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Project Name Nook Remodel
Project# 13-169
Location 10417 SW Bonanza Way, Tigard, OregonCoim ti
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Client Tina and Tony Ahlbrect
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Project Name Nook Remodel
471:77 Location 1041Project# 13-169
7 SW Bonanza Way, Tigard, Oregon
10,171SW Bomaasa Way Client Tina and Tony Ahlbrect
Tigard,OR 97124
503-317-1023
LianutarakiDimaiLeom By LMT Date 12/26/13 Page pr of (0