Plans 4.0002,0e17---.07i/7Y
GROUP
ACKENZIE '
PORTLAND,OR I SEATTLE,WA I VANCOUVER,WA
RiverEast Center 11515 Water Avenue,Suite 100 I Portland,OR 97214
P.O.Box 14310 I Portland,OR 97293
T:503.224.9560 I R 503.228.1285 I www.groupmackenzle.com
STRUCTURAL CALCULATIONS
Oregon Business Park — 10
T.I. — New Openings
Tigard, OR
PROJECT NUMBER 2080421.00
September 9,2009
ot.LICTU
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18,880
•E' 11110
AT 21 ltL; Of
L. SG
exPTE:s7 6/30/
LOADING L 1 - L 5
OUT-OF-PLANE LATERAL OP 1 - OP 4
IN-PLANE LATERAL SW 1 - SW 23
WALL ANCHORAGE A 1 - A 11
(VOLUNTARY)
ENTRY CANOPY C 1 - C 11
Project Name = OBP-10 Openings
Date = Tue Apr 21 15:30:51 PDT 2009
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 97224
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Data are based on a 0.05 deg grid spacing
Period Centroid Sa
(sec) (g)
0.2 0.918 (Ss) Cs = �bs I Q = p l
1.0 0.333 (S1) ItLk
Period Maximum Sa
(sec) (g)
0.2 0.944 (Ss)
1.0 0.338 (S1)
Period Minimum Sa
(sec) (g)
0.2 0.895 (Ss)
1.0 0.330 (S1)
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 97224
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 = FvxS1
Site Class D
Period Centroid Sa
(sec) (g)
0.2 1.040 (SMs, Fa = 1.133)
1.0 0.578 (SM1, Fv = 1.733)
Period Maximum Sa
(sec) (g)
0.2 1.060 (SMs, Fa = 1.122)
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1:= 1•in ' _
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' '= 0.9•ws
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ACI 318-05,21.7.6-Boundary Element Requ e •ents
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_ leg t 1g=5.2�:ft4 = leg•0.9t Ag=2.25ft2
12
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Proof 1.2.1egb P„sli•1 •legb 1.4M0 -0.6.Mre, 1eg•0.9
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•
Page 1 of 7
Anchor Calculations
Anchor Designer for ACI 318 (Version 4.0)
Job Name : ot3P- to WALL MALM.oa-S Date/Time : 8/20/2009 4:22:30 PM
1) Input
Calculation Method : ACI 318 Appendix D For Cracked Concrete
Calculation Type : Design
a) Layout
Anchor : 1/2" Titen HD 3Z"o,C, Number of Anchors : 1
Embedment Depth : 3.75 in
Built-up Grout Pads : No
r � . •1
1
Wm/
Cy2. C M ______
.......]
mux _ iri vuex.
Cy.
1 ANCHOR
'Nutt IS POSITIVE FOR TENPIN AND NEGATIVE FOR
OOMJ RESBtON.
+9f DICATES_CENTER OF THE ANCHOR
Anchor Layout Dimensions :
cx1 : 48 in
cx2 : 48 in
cy1 : 36 in
cy2 : 48 in
bx1 : 2 in
bx2 : 2in
by1 : 2in
bye : 2in
b) Base Material
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Concrete : Normal weight f : 4000.0 psi
Cracked Concrete : Yes To/ : 1.20
Condition : B tension and shear 4 Fp : 2210.0 psi
Thickness, h : 6 in
Supplementary edge reinforcement : No
c) Factored Loads
Load factor source : ACI 318 Section 9.2
Nua : 2302 lb Vuax : 0 lb
Vuay : 0 lb Mux : 0 Ib*ft
Muy : 0 Ib*ft
ex : 0in
ey : 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 C-SAS-2009:
Anchor Model = THD50 do = 0.5 in
Category = 1 hef = 2.78 in
hmin = 5.833 in cac = 4.1875 in
cmin = 1.75 in smin = 3 in
Ductile = No
2) Tension Force on Each Individual Anchor
Anchor#1 Nuai = 2302.00 lb
Sum of Anchor Tension Nua = 2302.00 lb
ax = 0.00 in
a = 0.00 in
eNx = 0.00in
e'Ny = 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor#1 Vuai = 0.00 lb (Vuai x= 0.00 lb , Vua1y = 0.00 lb )
Sum of Anchor Shear XVuax= 0.00 Ib, EVuay = 0.00 lb
e'vx = 0.00in
A-6
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Page 3 of 7
e'Vy = 0.00in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
Nsa = nAsefuta [Eq. D-3]
Number of anchors acting in tension, n = 1
Nsa = 20130 lb (for a single anchor) [C-SAS-2009]
= 0.65 [D.4.4]
ONsa = 13084.50 lb (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
Ncb = ANc/ANco` ed,N c,NWcp,NNb [Eq. D-4]
Number of influencing edges = 0
hef= 2.78 in
ANco = 69.56 in2 [Eq. D-6]
ANc = 69.56 in2
Smallest edge distance, ca min = 36.00 in
fed,N = 1.0000 [Eq. D-10 or D-11]
Note: Cracking shall be controlled per D.5.2.6
`Yc,N = 1.0000 [Sec. D.5.2.61
' cp,N = 1.0000 [Eq. D-12 or D-13]
Nb -- kc-4 f' c hef1.5 = 4983.63 lb [Eq. D-7]
!cc = 17 [Sec. D.5.2.6]
Ncb = 4983.63 lb [Eq. D-4]
= 0.65 [D.4.4]
Ncb = 3239.36 lb (for a single anchor)
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
Pullout does not occur, and is therefore not applicable.
7) Side Face Blowout of Anchor in Tension [Sec. D.5.4]
Concrete side-face blowout strength is only calculated for headed anchors close to an edge,
cal < 0.4hef. Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
Veq = 4790.00 lb (for a single anchor) [C-SAS-2009]
= 0.60 [D.4.4]
Veq = 2874.00 lb (for a single anchor)
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Page 4 of 7
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/Avcox•Ped,VLPc,VVbx [Eq. 0-21]
cat = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 504.00 in2
Avcox = 4608.00 in2 [Eq. D-23]
iPed,V = 0.9250 [Eq. D-27 or D-281
'1'c v = 1.2000 [Sec. D.6.2.7]
Vbx = 70e/d0)0.2 4 do4 f c(cat)1.5 [Eq. D-24]
le = 2.78 in
Vbx = 79864.35 lb
Vcbx = 9696.03 lb [Eq. D-22]
= 0.70
$Vcbx = 6787.22 lb (for a single anchor)
In y-direction...
Vcby = Avcy/AvcoyPed,V'Pc,VVby [Eq. D-21]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 576.00 in2
Away = 4608.00 in2 [Eq. D-23]
`Ped,V = 1.0000 [Eq. D-27 or D-28]
c,V = 1.2000 [Sec. D.6.2.7]
Vby = 7(le/do)0.2,\I do f c(ca1)1.5 [Eq. 0-24]
le = 2.78 in
Vby = 79864.35 lb
Vcby = 11979.65 lb [Eq. D-21]
= 0.70
4)Vcby = 8385.76 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 cxt edge
Vcbx= Avcx/Avcoxl'ed,V`Pc,VVbx [Eq. D-21]
AO
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Page 5 of 7
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 504.00 in2
Avcox = 4608.00 in2 [Eq. D-23]
LPed,V = 1.0000 [Sec. D.6.2.1(c)]
To/ = 1.2000 [Sec. 0.6.2.7]
Vbx = 70e/do)0.2 do f c(Ca1)1.5 [Eq. D-24]
le = 2.78 in
Vbx = 79864.35 lb
Vcbx = 10482.20 lb [Eq. D-22]
Vcby = 2 * Vcbx [Sec. D.6.2.1(c)]
Vcby= 20964.39 lb
= 0.70
Vcby = 14675.07 lb (for a single anchor)
Check anchors at cy1 edge
Vcby = Avcy/Avcoy'Ped,VIPc,VVby [Eq. D-21]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 576.00 in2
Avcoy = 4608.00 in2 [Eq. D-23]
T ed,V = 1.0000 [Sec. D.6.2.1(c)]
Tc,v = 1.2000 [Sec. D.6.2.71
Vby = 7(le/do)0.2,1 do fc(ca1)1.5 [Eq. D-24]
le = 2.78 in
Vby = 79864.35 lb
Vcby = 11979.65 lb [Eq. D-21]
Vcbx = 2 * Vcby [Sec. D.6.2.1(c)]
Vcbx = 23959.31 lb
= 0.70
4Vcbx = 16771.51 lb (for a single anchor)
Check anchors at cx2 edge
Vcbx = Avcx/Avcox`Ped,VkPc,VVbx [Eq. D-21]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Aq
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Page 6 of 7
Avcx = 504.00 in2
Avcox = 4608.00 in2 [Eq. D-23]
`t'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. 0.6.2.1(c)]
'c,v = 1.2000 [Sec. D.6.2.7]
Vbx = 70,010)0.2 do.," fc(ca1)1.5 [Eq. D-24]
le = 2.78 in
Vbx = 79864.35 lb
Vcbx = 10482.20 lb [Eq. D-22]
Vcby = 2 * Vcbx [Sec. 0.6.2.1(c)]
Vcby = 20964.39 lb
= 0.70
4Vcby = 14675.07 lb (for a single anchor)
Check anchors at cy2 edge
Vcby = Avcy/Avcoy9ed,V4ic,vVby [Eq. D-21]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 576.00 in2
Avcoy = 4608.00 in2 [Eq. D-23]
'ed,V = 1.0000 [Sec. D.6.2.1(c)]
Tot = 1.2000 [Sec. D.6.2.7]
Vby = 7(le/do)0.2 \1 do fc(ca1)1.5 [Eq. D-24]
1e = 2.78 in
Vby = 79864.35 lb
Vcby = 11979.65 lb [Eq. D-21]
Vcbx = 2 * Von [Sec. D.6.2.1(c)]
Vcbx = 23959.31 lb
4> = 0.70
Vcbx = 16771.51 lb (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3]
Vcp = kcpNcb [Eq. D-29]
kcp = 2 [Sec. D.6.3.1]
Ncb = 4983.63 lb (from Section (5) of calculations)
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Page 7 of 7
VIP = 9967.27 lb
= 0.70 [D.4.4]
OVep = 6977.09 lb (for a single anchor)
11) Check Demand/Capacity Ratios [Sec. D.7]
An additional 0.75 factor will be applied automatically to all design strengths related to
concrete failure modes per Sec. D.3.3,3 of ACl 318 Appendix D.
Tension
- Steel : 0.1759
- Breakout : 0.9475
- Pullout : N/A
- Sideface Blowout : N/A
Shear
- Steel : 0.0000
- Breakout (case 1) : 0.0000
- Breakout (case 2) : N/A
- Breakout (case 3) : 0.0000
- Pryout : 0.0000
V.Max(0) <= 0.2 and T.Max(0.95) <= 1.0 [Sec D.7.1]
Interaction check: PASS
Use 1/2" diameter Titen HD anchor(s) with 3.75 in. embedment
BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC
Section 1908.1.16, anchors shall be governed by a ductile steel element in structures
assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength
of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the
structure shall undergo ductile yielding at a load level less than the design strength of the
anchor(s). Designer must exercise own judgement to determine if this design is suitable.
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