Specifications •
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STRUCTURAL CALCULATIONS
FOR
Pauly and Rogers Building Revisions
12700 SW 72nd Ave
Tigard Oregon 97223
June 5, 2009
DESIGN PARAMETERS
2007 OSSC
ROOF LIVE LOAD. . 25 psf
FLOOR LIVE LOAD 50 psf / 100 psf corridors
WIND 80 mph, Exp. B
SEISMIC Sds = 333
Note: These, calculations are for the revisions to the South .
wail only. The lateral design was revised due to
modifications in the window openings. In addition
(1) header calculations was provided for a new opneing.
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Page 1 of 8
Anchor Calculations
Anchor Designer for ACI 318 (Version 4.0.0,1)
Job Name : Date/Time : 6/5/2009 8:11:28 AM
1) Input
Calculation Method : ACI 318 Appendix D For Cracked Concrete
Calculation Type : Analysis
a) Layout
Anchor : 1/2" SET -XP Number of Anchors : 1
Steel: A307 GR. C Embedment Depth : 10 in
Built -up Grout Pads : No
Cx1 Cx2
Vuay
Cy2 C j Mi fy
�Nua bye
t by1 uuax
bx1 bx2
cy1
1 ANCHOR
'Nut* I8 POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+ INDICATES CENTER OF The ANCHOR
Anchor Layout Dimensions :
c : 3 in
c x2 : 3in
c : 48 in
c y2 : 48 in
bx1 : 1 in
b : 1.5 in
b
b
b) Base Material
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Page 2 of 8
Concrete : Normal weight f 2500.0 psi
Cracked Concrete : Yes T : 1.20
Condition : A tension and shear F :1381.3
psi
Thickness, h : 24 in
Supplementary edge reinforcement No
Temperature Range 1 (Maximum 110 °F short term and 75 ° F long term
temp.)
Hole Condition : Dry Concrete
Inspection : Continuous
c) Factored Loads
Load factor source : ACI 318 Section 9.2
N : 2279 lb V 0 lb
V uay : 0 lb M 0 lb*ft
M uy • 0 lb *ft
e
e
Moderate /high seismic risk or intermediate/high design category Yes
Sustained Tension : No
Anchors only resist wind and /or seismic loads : Yes
Apply entire shear load at front row for breakout : No
d) Anchor Parameters
From C- SAS -2009:
Anchor Model = SETXP d = 0.5 in
Category = 1 h et = 10 in
hmin -12. in C ac = in
cmin = 1.75 in S min = 3 in
Ductile = Yes
2) Tension Force on Each Individual Anchor
Anchor #1 Nuai 2279.00 lb
Sum of Anchor Tension EN = 2279.00 lb
a =0.00in
a= 0.00 in
e' = 0.00 in
e' Ny = 0.00 in
•
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Page 3 of 8
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 V uai = 0.00 lb ( = 0.00 lb , Vuaiy = 0.00 lb )
Sum of Anchor Shear EV uax = 0.00 lb, EV = 0.00 lb
e'vx = 0.00 in
e' = 0.00 in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
N sa = nASefuta [Eq. D - 3]
Number of anchors acting in tension, n = 1
N = 8235 lb (for a single anchor) [C- SAS -2009]
= 0.75 [D.4.4]
ONsa = 6176.25 lb (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
N cb = ANc/ANco`f'ed,N 'Pc,N`Pcp,NNb [Eq. D-4]
Number of influencing edges = 2
h =10 in
A = 900.00 in [Eq. D -6]
A = 180.00 in
Smallest edge distance, c a,min = 3.00 in
' = 0.7600 [Eq. D -10 or D -11]
Note: Cracking shall be controlled per D.5.2.6
�c N = 1.0000 [Sec. D.5.2.6]
T cp,N = 1.0000 [Eq. D -12 or D -13]
Nb = k J f ' c heft '5 = 26879.36 lb [Eq. D -7]
k = 17 [Sec. D.5.2.6]
N = 4085.66 lb [Eq. D -4]
= 0.75 [D.4.4]
444 = 3064.25 lb (for a single anchor)
6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)]
�k,cr = 1040 psi [C- SAS -2009]
kcr = 17 [C- SAS -2009]
h (unadjusted) = 10 in
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Page 4 of 8
N ao = ti k crn d = 16336.28 lb [Eq. D -16f]
T k,uncr = 2422.00 psi for use in [Eq. D -16d]
S cr,Na = 12.924 in [Eq. D -16d]
c cx Na = 6.462 in [Eq. D -16e]
Na = A Na /A Nao''ed,Na't' p,Na N - ao [Eq. D -16a]
A Nao = 167.03 in [Eq. D -16c]
A = 77.55 in2
Smallest edge distance, ca,min = 3.00 in
` = 0.8393 [Eq. .D -16I or D -16m]
T Na = 1.0000 [Sec. D.5.3.14]
N = 6365.10 lb [Eq. D -16a]
= 0.65 [C -SAS -2009]
4 Na = 4137.31 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 close to an edge,
c < 0.4h Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
V = 4940 lb (for a single anchor)
V eq = V sa a' v.seis [AC308 Eq.. 11 -27]
c `v.seis = 0.71 [C SAS - 2009]
V = 3507.4 lb
= 0.65 [D.4.4]
4) V = 2279.81 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...
V cbx = Avcx/A,rcoxgjed,Vgjc,VVbx [Eq. D - 21]
C = 3.00 in
A vcx = 40.50 in2
A vooX = 40.50 in [Eq. D -23]
` t ' ed,V = 1.0000 [Eq. 0-27 or D -28]
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Page 5 of 8
T = 1.2000 [Sec. D.6.2.7] •
Vbx = 7(l d , f ) 1-5 [Eq. D -24]
1 4.00 in
V = 1949.18 lb
V cbx = 2339.02 lb [Eq. D -22]
4, = 0:75
V cbx = 1754.27 lb (for a single anchor)
In y- direction...
V cby = A ycy /A coy (Eq. D-21]
cal = 16.00 in (adjusted for edges per D.6.2.4)
A vcy = 144.00 in
Avcoy = 1152.00 in [Eq. D -23]
Ted,V = 0.7375 [Eq. D -27 or D -28]
`t'c,v = 1.2000 [Sec. D.6.2.71
V = 7(le /do)o.211 d J fc(cai)1,5 [Eq. D -241
l 4.00 in
V = 24007.73 lb
V cby = 2655.85 lb [Eq. D-21]
= 0.75
Vcby = 1991.89 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 cx1 edge
V cbx = ' vcx/AvcoxTed,V''c, [Eq. D-21]
c = 3.00 in
Avcx = 40.50 in
Avcox = 40.50 in [Eq. D-23]
ea,V = 1.0000 [Sec. D.6.2.1(c)]
Tc,V = 1.2000 [Sec. D.6.2.7]
V = 7(!e /do) °.2 ,' d o J f c(ca1)1:5 [Eq. 0-24]
l = 4.00 in
V = 1949.18 lb
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Page 6 of 8
V cbx = 2339.02 lb [Eq. D -22]
Vcby = 2 *Vcbx [Sec. D.6.2.1(c)]
V cby = 4678.04 lb
=0.75 •
= '3508.53 (for a single anchor)
¢V
Check anchors at c edge
Vcby Avcy/AvcoyPed,Ojc v [Eq. D -21]
c = 16.00 in (adjusted for edges per D.6.2.4)
A vcy = 144.00 in
A vcoy = 1152.00 in [Eq. D -23]
` = 1.0000 [Sec. D.6.2.1(c)]
`P c,V = 1.2000 [Sec. D.6.2.7]
V = 7(l /d do-4 fc(ca1)1`5 [Eq. D -24]
l = 4.00 in
V = 24007.73 lb
V cby = 3601.16 lb [Eq. D -21]
V cbx = 2 * V cby [Sec. D.6.2.1(c)]
V cbx = 7202.32 lb
= 0.75
4Vcbx 5401.74 lb (for a single anchor)
Check anchors at c edge
V cbx = A vcx / vcox [Eq• D - 21]
c al = 3.00 in
A vcx. = 40.50 in2
Ncox = 40.50 in [Eq. D -23]
'1 ed V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)]
LY = 1.2000 [Sec. D.6.2.7]
V = 7(l /d doJ fc(ca1)1.5 [Eq. D -24]
1 =4.00 in
V = 1949.18 lb
V cbx = 2339.02 lb [Eq. D -22]
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Page 7 of 8
V cby = 2 * V [Sec. D :6.2.1(c)]
V cby = 4678.04 lb
= 0.75
c)V = 3508.53 lb (for a single anchor)
Check anchors at c edge
V cby = Avcy/Arrcoy 'Ped,V 'Pc,VVby [Eq. D
C = 16.00 in (adjusted for edges per D.6.2.4)
A vcy = 144.00 in
A vcoy = 115200 in2 [Eq. D -23]
` ed,v = 1.0000 [Sec. D.6.2.1(c)]
= 1.2000 [Sec. D.6.2.7]
V = 7(l do q fc(ca1)1.5 [Eq. D -24]
l = 4.00 in
V by = 24007.73 lb
V = 3601.16 lb [Eq. D -21]
V cbx = 2 * V cby [Sec. D.6.2.1(c)]
Vcbx = 7202.32 lb
= 0.75
4)Vcbx = 5401.74 lb (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec: D.6.3]
Vcp = min[kcpNakcpNcb] [Eq. D -30a]
k = 2 [Sec. D.6.3.2]
N = 6365.10 lb (from Section (6) of calculations)
N = 4085.66 lb (from Section (5) of calculations)
Vcp = 8171.33 lb
= 0.70 [D.4.4]
Vbp = 5719,93 lb (for a single anchor)
11) Check DernandlCapacity 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 ACI 318 Appendix D.
Tension
- Steel : 0.3690
- Breakout : 0.9917
9
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Page 8 of 8
- Adhesive : 0.7345
- 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(0.99) <= 1.0 [Sec D.7.1]
Interaction check: PASS
Use 1/2" diameter A307 GR. C SET -XP anchor(s) with 10 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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BASE SCALE , .BUILD. :, DATE: 6-8-2009 I CENTREX CONSTRUCTION INC
DRAWING NAME: SOUTH SHEAR WALL MODIFI
RELEASE LEVEL: FEET - INCHES' „ ' ...DRAWN BY S. LEASURE PROJECT: TION: PAULY AND ROGERS OFFICE ADD .!
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_ LOCA 12700 72ND AVE TIGARD OR - ,
DRAWING #..PR6809-1 __
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DIMENSIONS: fCHECKED BY D. HAYDEN CUSTOMER:
. _1 _ .. SHEET NUMBER: 1
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