Specifications Project Design Criteria
Design per 2009 International Building Code as revised by the State of Oregon.
Provide vertical and lateral analysis of freestanding indoor cooler/freezer combo 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
Occupancy Category = II
Ss = .936; S1 = .338
Site Class =D
Sds = .71 Sdl = .39
Seismic Design Category =D
Force resisting system= Light framed shearwalls
Base Shear= .109*W
Cs = .109
R= 6.5
Procedure =Equivalent Lateral Force Procedure ASCE-05 Section 12.8
1 L\2r1% 2 t`
� Y 4T
307/s8
IT"
wN1bs 7 }
w,s m W13 4w2
...
vin y
—� COOLER /
�(� Z e f ? FREEZER
w = m
s i
/ ( ,'
vn
r`;' /t / — 22 5/10 —47 00
l� 1� } �• `,, r J \ o.H. Wei WALL
5(;;r-ytc-
✓cL
Project Name St. Anthony Catholic Church 013-CD-58965) Project# 13-148
LTA Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN THOMAS
CONSULTNG.LIC Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 11/8/13 Page 1 of
L tatruc tural®gma il.com
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= 0.936 0.2 sec.
S1 = 0.338 1.0 sec
Determine Site Coefficients: (from Table 11.4-1 and 2)
Fa= 1.1256
F„= 1.724
Sms= SS X Fa = 1.054
Sm1 = S1 x Fv= 0.583
Sps = (2/3) Sm5= 0.71
SD1 = (2/3) Smi 0.39
Site Class: D (Use Site Class D unless Geotech Report available)
Occupancy Category: II (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 = 8.83 x= 0.75 Ta = 0.102
Structure Type(from Table 9.5.5.3.2) C, 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= 0.2SD1/SDs= 0.111 If Ta > To, < T0, Use Sps for design
Ts = SD1/SDs= 0.553
T�= 16.00 per Fig 22-15
Calculate Base Shear: V= Cs W (Eq. 12.8-1)
Response Coef. R = 6.5 (From Table 12.2-1)
Structure Weight W= 1798 lbs
Importance Factor I = 1.0
Cs = Sps/(R/I) = 0.109 (Eq. 12.8-2)
V= Cs W= 0.109 W= 195 lbs \;-3—
2 V�I (Eq. 12.8-1)
V= SD1/T(R/I) = 0.586 W(Max.)= 1054 lbs (Eq. 12.8-3)
V= .01 W= 0.010 W(Min.)= 18 lbs (Eq. 12.8-6)
Uf' ,2 ( r , s ) t ,10 '
Project Name St. Anthony Catholic Church (#13-CD-58965) Project# 13-148
LTC Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN THOMIAS
CONSUL7NG.uc Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
501317-1023 By LMT Date 11/8//13 Page 2_ of
Ltcstruc rural@gmaiLcom
4
( )(1(0 .ro ( —)‘2-) )[cz>(\kk,,z_ c . )(--7 —
• \/V 2 \ yJ kz \—r 11
\<r 2 Z�
Z� � 2r>
4t
1?-11
222 (2_��C (� .�
1 2 �(
2 5� o
rz)c---?
r, _ (4) --4 ( : �c ,ti (C0)( -1 ) (4)(3_ )( 0(-7 )
Project Name St. Anthony Catholic Church (#13-CD-58965) Project# 13-148
LTC Location 9905 SW McKenzie St., Tigard, Oregon
L UREN TMonws
CON501714G,lLc Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 11/8//13 Page 3 of
Licstr uc t u ra l(a�g mail ca m
r
i
(2_ 2, c L\--\`'-'\ - As; 4e
— 7 z(0444--r .e to di__
1(0
- r ,) -2 5,1
0 II ( 'k) L' ' v
v 4 Imo (---F•
1t 22 : It\ O�
31 -7
---C 5e r: tom .
5-.N\0, - 53 L 7 L c 4t, ' ( • .,
If
,--+---
-i, 1l
1 (6c) *-Z `-' '
. )
is i =!
/r
Project Name St. Anthony Catholic Church (#13-CD-58965) Project# 13-148
1 T
LTC Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN 1 NOMAS
CON LING LLC Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 11/8//13 Page4—of
Ltcstructural@gmail.com J
$PT-'5E
0 r,
fitw)
.....„,....
_ Ai-
I e
--- -r . .
\,......_ ---- _ .... - 7 7 . ,
/.7/,,./..,
-
, pt_i- cur- l 0 ic
ikNr ) F-70\.--e\--- 0 --
cv)- (... ( C
...,
1 u C:5)
-' — '' •
. t' '''\.•
,.
(\
Project Name St. Anthony Catholic Church (#13-CD-58965) Project# 13-148
LTC Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN THORNS
CONSULTING LIG Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023
Ltcstructural@gmail.com By LMT Date 11/8//13 Page 5' of
Anchor Calculations
Anchor Selector (Version 4.12.0.0)
• Job Name : St, Anthony Catholic Church Date/Time : 11/8/2013 3:48:27 PM
1) Input
Calculation Method : ACI 318 Appendix D For Cracked Concrete
Code : ACI 318-05
Calculation Type : Analysis
Code Report : ICC-ES ESR-2713
a) Layout
Anchor : 3/8" Titen HD Number of Anchors : 1
Embedment Depth : 2.5 in
Built-up Grout Pads : No
cx1 ext
t Vuay
Cyt (—)MuY
b
� by Wuax
bx
cy1
1 ANCHOR
*Nue IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions :
cxl : 6in
ext : 60 in
cy1 : 6in
Project Name St. Anthony Catholic Church(#13-CD-58965) Project# 13-148
LTC Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN THOMAS
CONSULTING tic Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
Ltcstructara @gmaitcom By LMT Date 11/8//13 Page of
cy2 : 6 in
bx� : 1.5in
bx2 : 1.5 in
by1 : 1.5 in
bye : 1.5 in
b) Base Material
Concrete :Normal weight f : 2500.0 psi
Cracked Concrete : Yes To, : 1.00
Condition : B tension and shear 4 Fp : 1381.3 psi
Thickness, ha : 4.25 in
Supplementary edge reinforcement :No
c) Factored Loads
Load factor source : ACI 318 Appendix C
Nua : 0 lb Vaax : 0 lb
Vuay : 150 lb Mux : 0 lb*ft
May : 0 lb*ft
ex : 0in
e : 0in
Moderate/high seismic risk or intermediate/high design category : Yes
Apply entire shear load at front row for breakout : No
d) Anchor Parameters
From ICC-ES ESR-2713
•
Anchor Model = THD37 do=0.375 in
Category= 1 hef= 1.77 in
hm;n =4.25 in cac =2.6875 in
Cm111 = 1.75 in sum,= 3 in
Ductile=No
2) Tension Force on Each Individual Anchor
Project Name St. Anthony Catholic Church (#13-CD-58965) Project# 13-148
LTC Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN THCMAS
ComuiTMfluc Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
S03-317-1023 By LMT Date 11/8//13 Page 7 of
L tc s l r u c l u ra l@g m a i 1.c o m
Anchor#1 N ual = 0.00 lb
Sum of Anchor Tension ENua= 0.00 lb
aX = 0.00in
ay= 0.00 in
e'NX= 0.00 in
e'Ny = 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 V ual = 150.00 lb (V uaix= 0.00 lb , V ualy= 150.00 lb )
Sum of Anchor Shear EVuaX=0.00 lb, EVuay= 150.00 lb
e'vX= 0.00 in
e'vy= 0.00 in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
Nsa=nA se futa [Eq. D-3]
Number of anchors acting in tension,n=0
Nsa= 10890 lb (for a single anchor) [ ICC-ES ESR-2713 ]
= 0.70 [D.4.5]
ONsa= 7623.00 lb (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
Ncb=ANc/ANco'Ped,N'Fc,Nfcp,NNb [Eq. D-4]
Number of influencing edges = 0
hef= 1.77 in
ANco= 28.20 in2 [Eq. D-6]
ANc = 28.20 in2
Smallest edge distance, ca,m;fl= 6.00 in
`I'ed,N = 1.0000 [Eq. D-10 or D-11]
Note: Cracking shall be controlled per D.5.2.6
Tc,N = 1.0000 [Sec. D.5.2.6]
LI'cp,N = 1.0000 [Eq. D-12 or D-13]
Project Name St. Anthony Catholic Church 0113-CD-58965) Project # 13-148
LTC Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN Toorroa
co1TMe, « Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 11/8//13 Page of
L tcstr uc t u ra IQg mail.com
•
Nb = f' c hef''s = 2001.61 lb [Eq. D-7]
kc = 17 [Sec. D.5.2.6]
Ncb = 2001.61 lb [Eq. D-4]
( = 0.75 [D.4.5]
4)seis = 0.75
ONcb = 1125.90 lb (for a single anchor)
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
Neq = 12351b (fe/2,500 psi)0'5 = 1235.00 lb
= 0.75
4)seis = 0.75
4)Neq = 694.69 lb (for a single anchor)
7) Side Face Blowout of Anchor in Tension [Sec. D.5.4]
Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal <
0.4hef.Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
Veq = 2855.00 lb (for a single anchor) [ ICC-ES ESR-2713 ]
= 0.65 [D.4.5]
Veq = 1855.75 lb (for a single anchor)
9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2]
Case 1: Anchor checked against total shear load
In x-direction...
Vcbx =Avcx/AvcoxVed,V'Pc,V Vbx [Eq. D-21]
cal = 4.00 in (adjusted for edges per D.6.2.4)
Avcx = 51.00 in2
Avcox = 72.00 in2 [Eq. D-23]
'fay = 1.0000 [Eq. D-27 or D-28]
Project Name St. Anthony Catholic Church (#13-CD-58965) Project# 13-148
•
LTC Location 9905 SW McKenzie St., Tigard, Oregon
Uu0.EN THO'S
con�LTMG,uc Client Imperial Brown
10372 SW Booaoza Way
Tigard,OR 97224
503-317-1023 By LMT Date 11/8//13 Page 9 of
L tcstru ct u ral(a�gmaiL com
Tey = 1.0000 [Sec. D.6.2.7]
Vbx = 7(le/do )°.2.4 dok fc(cai)' 5 [Eq. D-24]
le= 1.77 in
Vbx = 2338.63 lb
Vcbx= 1656.53 lb [Eq. D-21]
= 0.75
4)seis = 0.75
Vcbx = 931.80 lb (for a single anchor)
In y-direction...
Vcby=Avcy/Avcoy'Ped,vTc,v Vby [Eq. D-21]
cal = 6.00 in
Agcy= 63.75 in2
Aveoy= 162.00 in2 [Eq. D-23]
'I`ea,v = 0.9000 [Eq. D-27 or D-281
= 1.0000 [Sec. D.6.2.7]
Vby = 7(le/do )°2'N/ dok f c(cai)t.5 [Eq. D-24]
le= 1.77 in
Vby=4296.34 lb
Vcby= 1521.62 lb [Eq. D-21]
= 0.75
Oseis = 0.75
4)Vcby= 855.91 lb (for a single anchor)
Case 2: This case does not apply to single anchor layout
Case 3: Anchor checked for parallel to edge condition
Check anchors at cxi edge
Vcbx=Avcx/Avcox'Ped,VPc,V Vbx [Eq. D-21]
Cal =4.00 in (adjusted for edges per D.6.2.4)
Ave),= 51.00 in2
Avcox = 72.00 in2 [Eq. D-23]
1.0000 [Sec. D.6.2.1(c)]
Project Name St. Anthony Catholic Church (#13-CD-58965) Project # 13-148
11 LTC Location 9905 SW McKenzie St., Tigard, Oregon
L,UR=THOMAS
CONSUL rivc LLc Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 11/8//13 Page p of
Ltcstr u<l u ra I@gmai I.com
`Pc,v = 1.0000 [Sec. D.6.2.7]
Vbx = 7(le/do )0.2 doh f c(cat)l.s [Eq. D-24]
le = 1.77 in
V = 2338.63lb
Vbx
Vox = 1656.53 lb [Eq. D-21]
Vcby= 2 * Vcbx [Sec. D.6.2.1(c)]
Veby= 3313.06 lb
= 0.75
Oseis — 0.75
Veby = 1863.60 lb (for a single anchor)
Check anchors at cyj edge
Vcby=Avcy/AvcoyTed,v'I'c,v Vby [Eq. D-21]
cal = 6.00 in
Ave), = 63.75 in2
Ave.), = 162.00 in2 [Eq. D-23]
`Ped,V = 1.0000 [Sec. D.6.2.1(c)]
Tc,v = 1.0000 [Sec. D.6.2.7]
Vby = 7(le/do )0.2 d0 q fc(Cal)l.s [Eq. D-24]
le= 1.77 in
Vby=4296.34 lb
Veby= 1690.69 lb [Eq. D-21]
Vcbx= 2 * Vby [Sec. D.6.2.1(c)]
Vox= 3381.38 lb
= 0.75
4seis = 0.75
4Vebx = 1902.03 lb (for a single anchor)
Check anchors at cx2 edge
Vox =Avcx/Avcox Ped,VPc,V Vbx [Eq. D-21]
cal = 4.00 in (adjusted for edges per D.6.2.4)
Aver = 51.00 in2
Avcox = 72.00 in2 [Eq. D-23]
Project Name St. Anthony Catholic Church (#13-CD-58965) Project# 13-148
LTC Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN Trwws
CONSUL-G.LLC Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 11/8//13 Page R of
LfatractanlQgmail.cam g
`I'ed,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)]
= 1.0000 [Sec. D.6.2.7]
Vbx = 7(le/do)O.2\J doX,1 f c(Cal)1.5 [Eq. D-24]
le = 1.77 in
Vbx = 2338.63 lb
Vcbx= 1656.53 lb [Eq. D-21]
Vcby = 2 * Vox [Sec. D.6.2.1(c)]
Vcby= 3313.06 lb
= 0.75
(Oseis = 0.75
4)Vcby= 1863.60 lb (for a single anchor)
Check anchors at cy2 edge
Vcby= Avcy/Avcoy'Ped,v`I'c,v Vby [Eq. D-21]
Cal = 6.00 in
Ave),= 63.75 in2
A,,coy= 162.00 in2 [Eq. D-23]
'1'ed,v = 1.0000 [Sec. D.6.2.1(c)]
`I'c,v = 1.0000 [Sec. D.6.2.7]
' Vby = 7(le/do )0.24 doa. / fc(ca>i)".5 [Eq. D-24]
le= 1.77 in
Vby = 4296.34 lb
Vcby = 1690.69 lb [Eq. D-21]
Vcbx = 2 * Vcby [Sec. D.6.2.1(c)]
Vebx = 3381.38 lb
= 0.75
�seis = 0.75
4)Vcbx = 1902.03 lb (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3]
Vcp =kcpNcb [Eq. D-29]
kelp = 1 [Sec. D.6.3.1]
Ncb = 2001.61 lb (from Section (5)of calculations)
Project Name St.Anthony Catholic Church (#13-CD-58965) Project# 13-148
LTC Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN TNows
Co JLTM°_ tClient Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224 I
503-317-1023 By LMT Date 11/8//13 Page \7 of
Ltcstruc tunlQgmail.com
•
Vep =2001.61 lb
= 0.75 [D.4.5]
•seis = 0.75
•Vcp= 1125.90 lb (for a single anchor)
11) Check Demand/Capacity Ratios [Sec. D.7]
Note: Ratios have been divided by 0.4 factor for brittle failure.
Tension
- Steel : 0.0000
- Breakout : 0.0000
- Pullout : 0.0000
- Sideface Blowout : N/A
Shear
- Steel : 0.2021
- Breakout(case 1) : 0.4381
- Breakout (case 2) : N/A
- Breakout (case 3) : 0.2012
- Pryout : 0.3331
T.Max(0) <= 0.2 and V.Max(0.44) <= 1.0 [Sec D.7.2]
Interaction check: PASS
Use 3/8" diameter Titen HD anchor(s)with 2.5 in. embedment
•
Project Name St. Anthony Catholic Church(#13-CD-58965) Project# 13-148
LTC Location 9905 SW McKenzie St., Tigard, Oregon
LAUREN THOMAS
CONSRTNG LIC Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 11/8//13 Page B of
L to st r u z t o ra I Qg ma i I.ro m