Specifications 6(1,010[5'---( / 7e
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LTC
10372 SW Bonanza Way
Tigard, OR 97224
LAUREN THOMAS J '' I 503-317-1023
CONSULTING,LLC ' 1' ; Ltcstructural@gmail.com
QCD Freezer Addition (WAISO-194)
7139 SW Kable Lane #500
Tigard, Oregon
Client: ISO-QUIP Corp
LTC#: 15-78
Date: 6/10/15
By: Lauren Thomas, P.E.
THESE CALCULATIONS ARE VOID IF SEAL
PReffste,
AND SIGNA .1' r. A14 ill ORIGINAL
EXPIRES: 6 30/�"�'
No. of Calculation pages included: 15 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 responsible for 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 2012 International Building Code as revised by the State of Oregon
- Provide lateral analysis of indoor freezer box structure constructed using a panelized system.
Concrete foundation to be designed by others for loads designated on drawings.
a) Floor live load: N/A
b) Roof Live Load: 10 psf
c) Roof Snow Load: N/A
d) Wind Design: N/A
e) Earthquake Design: Ie= 1.0
Risk Category= II
Ss= .967 S1 = .420
Site Class=D
Sds= .718 Sd1 = .442
Seismic Design Category=D
Force resisting system= Light framed shearwalls
Base Shear= .361*W
Cs= .361
R=2.0
Procedure= Equivalent Lateral Force Procedure ASCE-10 Section 12.8
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Project Name QCD Freezer Addition(WAISO-194) Project# 15-78
LTC Location 7319 SW Kable Lane#500, Tigard, Oregon
L UNNN THOMAS
CoNwur{n11C Client ISO-QUIP Corp.
10372 SW Bonanza Way
Tfprd,OR 97220
Som
503-317-1023
By LMT Date 5/13/15 Page 1 of
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1 IIJS Design Maps Summary Report
User-Specified Input
Report Title 15-78
Fri May 15,2015 16:05:46 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
- Site Coordinates 45.40804°N, 122.74943°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category 1/II/III
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USGS-Provided Output
Ss = 0.967 g SMS = 1.077 g SDs = 0.718 g
S1 = 0.420 g SMi = 0.663 g SD1 = 0.442 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
1.10 0.72
0.99 0.64
0.1113 0.56
0.77
,,� 0.4R
w D.66
I D.55 , (A 0.4D r
0.32
0.44
0.33 0.24
0.22 D.16
0.11 0.02
0.00 0.00
0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00
Period. T(sec) Period. T(sec)
For PGA,,,, T„ CRS, and CR1 values, please view the detailed report. i()' \
Calculation for Seismic Forces, using Analysis per ASCE 7
(For Buildings, per section 12.8, "Equivalent Lateral Force procedure")
Spectral Response Accelerations: (from maps)
SS= 0.967 0.2 sec.
Si = 0.42 1.0 sec
Determine Site Coefficients: (from Table 11.4-1 and 2)
Fa= 1.1132
F„= 1.58
STs=Ss X Fa= 1.076
Smi =S1xFv= 0.664
SpS =(2/3)Sms= 0.72
SDI =(2/3)Smi_ 0.44
Site Class: D (Use Site Class D unless Geotech Report available)
Occupancy Category:r. H (From Table IBC table 1604.5)
Seismic Design Category(SDC): 0 (From Tables 11.6-1 and 2)
Compute Approximate Fundamental Period:
For Buildings: Ta=(Ce)(hn)x
Ci= 0.02 hn= 21.33 x= 0.75 Ta = 0.199
Structure Type(from Table 9.5.5.3.2) C t 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 =0.2Sp1/SDS= 0.123 If Ta>To, < Ts, Use Sps for design
Ts = SpI/SDS = 0.616
TL = 16.00 per Fig 22-15
Calculate Base Shear: V= Cs W (Eq. 12.8-1)
Response Coef. R= 2.0 (From Table 12.2-1)
Structure Weight W = 22966 lbs
Importance Factor I = 1.0
CB= SDS/(R/I) = 0.361 (Eq. 12.8-2)
V= Cs W = 0.361 W= 8282 lbs( i )2 (Eq. 12.8-1)
V= SD1/T(R/I)= 1.120 W(Max.)= 25720 lbs -Mor (Eq. 12.8-3)
V= .01 W = 0.010 W(Min.)= 230 lbs (Eq. 12.8-6)
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Project Name QCD Freezer Addition(WAISO-194) Project# 15-78
LTC Location 7319 SW Kable Lane#500, Tigard, Oregon
LAUREN THOMAS
CoNatRTNquc Client ISO-QUIP Corp.
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023
Ltntructunl@QmalLcom By LMT Date 5/13/15 Page 5 of
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Project Name QCD Freezer Addition(WAISO-194) Project# 15-78
LTC Location 7319 SW Kable Lane#500, Tigard, Oregon
LAUREN MOWS
c°H,u1,r°LL° Client ISO-QUIP Corp.
1°371 SW Bonanza Way
Tigard,OR 97224
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Project Name QCD Freezer Addition(WAISO-194) Project# 15-78
L77C Location 7319 SW Kable Lane#500, Tigard, Oregon
laun3NTMaua
c0N41L7TIt:uc Client ISO-QUIP Corp.
10372 SW Bonana Way
79503-3OR 97224
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Project Name QCD Freezer Addition(WAISO-194) Project# 15-78
LTC Location 7319 SW Kable Lane#500, Tigard, Oregon
LAURENTHays
cGNSULTNt:u� Client ISO-QUIP Corp.
10372 SW Bonanza Way
Tigard,OR 97224
5034174023 By LMT Date 5/13/15 Page 't'o of 10
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Project Name QCD Freezer Addition(WAISO-194) Project# 15-78
IF Location 7319 SW Kable Lane#500, Tigard, Oregon
LAUREN THOMAS
CDNWLmTIquc Client ISO-QUIP Corp.
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 5/13/15 Page"1 of,
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Project Name QCD Freezer Addition(WAISO-194) Project# 15-78
LW Location 7319 SW Kable Lane#500, Tigard, Oregon
LAIRIEN MHCIW
COPSULTNq U.0 Client ISO-QUIP Corp.
10372 SW Bonanza Way
Tigard,OR 97224
S03-317-1023 By LMT Date 5/13/15 Page Q� of \-(c
LtaOractural@gmalLcom V
•
SIMPSON Anchor Designer Desi TM Company: Lauren Thomas Consulting,LL Date: 5/18/2015
g Engineer: Lauren Thomas Page: 3/3
Strong-Ti•e Software Project: QCD Freezer Addition(WAISO-194)
Version 2.3.5555.363 Address: 10372 SW Bonanza Way,Tigard,OR
9
Phone: 503-317-1023
E-mail: LTCstructural@gmail.com
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nue(Ib) Vu.x(Pb) Vu.y(Ib) 1(Vu.x)2+(Vuey)2(Ib)
1 1461.3 0.0 0.0 0.0
2 1461.3 0.0 0.0 0.0
3 1461.3 0.0 0.0 0.0
Sum 4384.0 0.0 0.0 0.0
Maximum concrete compression strain(%e):0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(lb):4384
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'w(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00
01 03
4.Steel Strength of Anchor in Tension(Sec.D.5.1)
Nse(Ib) 0 4N..(Ib)
20130 0.65 13085
5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2)
Nb=kcA.a11fcher'5(Eq.D-6)
kc as fc(psi) her(in) Nb(Ib)
17.0 1.00 3000 2.780 4316
0.750Ncbg=0.750(ANo/ANco)%ov l'ed,N'Yc,NWcp,NNb(Sec.D.4.1 &Eq.D-4)
ANc(in2) ANco(in2) Y'ec,N Ped,N Yc,N Y'cp,N Nb(lb) 0 0.750Nwe(Pb)
152.96 69.56 1.000 1.000 1.00 1.000 4316 0.65 4627
11.Results
Interaction of Tensile and Shear Forces(Sec.0.7)
Tension Factored Load,Nu.(Ib) Design Strength,eN.(Pb) Ratio Status
Steel 1461 13085 0.11 Pass
Concrete breakout 4384 4627 0.95 Pass(Governs)
112"0 Titen HD,hnom:3.75"(95mm)meets the selected design criteria.
12.Warnings
-Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not
be satisfied-designer to verify.
-Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination.Therefore the ductility requirements of D.3.3.5.3 for shear need not be
satisfied-designer to verify.
-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.strongtie.com
,
4" 300 Series 26/26 - 42"
Wind Load Analysis KINGSPAN
..
Allowable Load for Panel
Span Single Span Double Span Triple Span
Load Governing Load Governing Load Governing
Ft-In PSF Factor PSF Factor PSF Factor
5'-0" 54.00 End Connection 58.31 End Connection 60.16 End Connection
5'-6" 49.09 End Connection 53.60 End Connection 55.27 End Connection
6'-0" 45.00 End Connection 49.68 End Connection 51.15 End Connection
6'-6" 41.54 End Connection 46.34 End Connection 47.63 End Connection
7'-0" 38.57 End Connection 4347 End Connection 44.57 End Connection
7'-6" 36.00 End Connection 40.97 End Connection 41.88 End Connection
8'-0" 33.75 End Connection 38.77 End Connection 39.51 End Connection
8'-6" 31.76 End Connection 36.81 End Connection 37.39 End Connection
9'-0" 30.00 End Connection 35.05 End Connection 35.48 End Connection
9'-6" 28.42 End Connection 33.46 End Connection 33.76 End Connection
10'-0" 27.00 End Connection 32.01 End Connection 32.20 End Connection
10'-6" 25.71 End Connection 30.69 End Connection 30.77 End Connection 1
11'-0" 24.55 End Connection 29.48 End Connection 29.47 End Connection
11'-6" 23.48 End Connection 28.37 End Connection 28.27 End Connection
12'-0" 22.50 End Connection 27.33 End Connection 27.16 End Connection
12'-6" 21.80 End Connection 26.37 End Connection 26.13 End Connection
' 13'-0" 20.77 End Connection 25.48 End Connection 25.18 End Connection
13'-6" 20.00 End Connection 24.64 End Connection 24.30 End Connection
14'-0"' °I End Connection r 23.86 End Connection 23.47 End Connection
14'-6" .. End Connection 23.12 End Connection 22.70 End Connection
15'-0" 18.00 End Connection 22.43 End Connection 21.97 End Connection
NOTES: `S e _
1) Section properties,ultimate values and safety factors used to generate this table:
ic= 1.8821 In4/Ft Sbq=0.9377 1n3/Ft Su =0.9445 Ing/Ft
A c=47.54 Int/Ft G c=408 psi E=29,500,000 psi
Fp=22223 psi w/Safety Factor=2.50 F„ =21.55 psi w/Safety Factor=3.00
End Connection=945 Lb w/Safety Factor=2.00 Int Connection=3286 Lb w/Safety Factor=2.00
End Supt. P.O.=4818 Lb w/Safety Factor=3.00 Interior Supt.P.O.=4818 Lb w/Safety Factor=3.00
2) An allowable deflection of L/180 was used to generate this table.
3) Deflections are based on positive(Inward)forces only.
4) This table assumes 2 Hidden Screws with Clip Only.
5) This table assumes 1 Interior clip with 2 fastener(s)and 1 end clip with 2 fastener(s).
6) The calculated dead weight of the panel is 2.53 psf and has not been considered in the tabulated loads shown above.
7) Panels must be checked independently for thermal stress and manufacturing and shipping considerations.
8) This analysis was prepared on May 1,2015 using SpanPro Release 3,Beta 12.