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Date the permit was finaled 14
Number of technical pages 1%
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MECAWind Version 2.0.3.0 per ASCE 7 -05
Developed by MECA Enterprises, Inc. Copyright 2011 www.mecaenterprises.com
Date 4/18/2011 Project No. 11058
Company Name ZENOVIC ASSOCIATES, INC. Designed By SRH
Address 301 EAST 6TH STREET, SUITE 1 Description REMODEL TO ANNOUNCER'S BOOTH
City PORT ANGELES Customer Name PORT ANGELES SENIOR BABE RUTH
State WA Proj Location CIVIC FIELD, PORT ANGELES
File Location: C: \Program Files (x86) \MECAWIND \Default.wnd
User Input Data:
Basic Wind Speed(V) 100.00 mph Structure Type Building
Structural Category II Exposure Category C
Natural Frequency N/A Flexible Structure No
Importance Factor 1.00 Kd Directional Factor 0.85
Alpha 9.50 Zg 900.00 ft
At 0.11 Bt 1.00
Am 0.15 Bm 0.65
Cc 0.20 1 500.00 ft
Epsilon 0.20 Zmin 15.00 ft
Slope of Roof 1.5 12 Slope of Roof(Theta) 7.22 Deg
Ht: Mean Roof Ht 8.07 ft Type of Roof Monoslope
RHt: Ridge Ht 8.83 ft Eht: Eave Height 7.31 ft
OH: Roof Overhang at Eave= .00 ft Roof Area 242.00 ft^
2
Bldg Length Along Ridge 20.00 ft Bldg Width Across Ridge= 12.00 ft
Main Wind Force Resisting System(MWFRS)
Figure 6 -5 Internal Pressure Coefficients for Buildings, GCpi
Enclosed Bldg +GCpi 0.18 Enclosed Bldg GCpi 0.18
Figure 6 -6 External Pressure Coefficients
Cp Loads on Main Wind -Force Resisting Systems(Method 2)
MWFRS -Wall Pressures Perpendicular to Ridge
Wall Cp GCpi(psf) GCpi(psf)
Leeward Walls -0.50 -11.18 -4.53
Side Walls -0.70 -14.32 -7.67
Top Elev Bot Elev Kz Kzt qz Windward Wall- Total Shear Moment
ft ft psf +GCpi -GCpi -GCpi Kip K -ft
8.83 6.83 0.85 1.00 18.47 9.24 15.89 20.41 0.3 0.1
8.00 6.00 0.85 1.00 18.47 9.24 15.89 20.41 1.2 1.6
6.00 4.00 0.85 1.00 18.47 9.24 15.89 20.41 2.0 4.8
4.00 2.00 0.85 1.00 18.47 9.24 15.89 20.41 2.8 9.5
2.00 .00 0.85 1.00 18.47 9.24 15.89 20.41 3.6 15.9
Note: 1) Total Leeward GCPi Windward GCPi
2) Shear and Moment are sum of forces (Leeward+Windard) acting at 'Bot Elev'
Roof Dist from Windward Edge Cp GCpi(psf) GCpi(psf)
0.0 ft to 4.0 ft 0.96 18.41 11.76
4.0 ft to 8.1 ft -0.86 -16.77 -10.12
8.1 ft to 12.0 ft -0.54 -11.86 -5.21
MWFRS -Wall Pressures Parallel to Ridge
Wall Cp GCpi(psf) GCpi(psf)
sit)___
Leeward Walls -0.37 -9.08 -2.43
Side Walls -0.70 -14.32 -7.67
Top Elev Bot Elev Kz Kzt qz Windward Wall- Total Shear Moment
ft ft psf +GCpi -GCpi -GCpi Kip K -ft
8.83 6.83 0.85 1.00 18.47 9.24 15.89 18.32 0.2 0.1
8.00 6.00 0.85 1.00 18.47 9.24 15.89 18.32 0.6 0.9
6.00 4.00 0.85 1.00 18.47 9.24 15.89 18.32 1.1 2.6
4.00 2.00 0.85 1.00 18.47 9.24 15.89 18.32 1.5 5.1
2.00 .00 0.85 1.00 18.47 9.24 15.89 18.32 1.9 8.6
Note: 1) Total Leeward GCPi Windward GCPi
2) Shear and Moment are sum of forces (Leeward+Windard) acting at 'Bot Elev'
Roof Dist from Windward Edge Cp GCpi(psf) GCpi(psf)
0.0 ft to 4.0 ft -0.90 -17.46 -10.81
4.0 ft to 8.1 ft -0.90 -17.46 -10.81
8.1 ft to 16.1 ft -0.50 -11.18 -4.53
16.1 ft to 20.0 ft -0.30 -8.04 -1.39
Low Rise Bldg Provisions per Fig. 6 -10: MWFRS Transverse Direction
Building GCpf +GCpi -GCpi qh Min P Max P
Surface psf psf psf
1 0.42 0.18 -0.18 18.47 4.43 11.08
2 -0.69 0.18 -0.18 18.47 -16.07 -9.42
3 -0.39 0.18 -0.18 18.47 -10.53 -3.88
4 -0.31 0.18 -0.18 18.47 -9.05 -2.40
5 -0.45 0.18 -0.18 18.47 -11.64 -4.99
6 -0.45 0.18 -0.18 18.47 -11.64 -4.99
1E 0.64 0.18 -0.18 18.47 8.50 15.15
2E -1.07 0.18 -0.18 18.47 -23.09 -16.44
3E -0.55 0.18 -0.18 18.47 -13.48 -6.83
4E -0.46 0.18 -0.18 18.47 -11.82 -5.17
1T 1.11 2.77
2T -4.02 -2.35
3T -2.63 -0.97
4T -2.26 -0.60
Low Rise Bldg Provisions per Fig. 6 -10: MWFRS Longitudinal Direction
Building GCpf +GCpi -GCpi qh Min P Max P
Surface psf psf psf
1 0.4 0.18 -0.18 18.47 4.06 10.71
2 -0.69 0.18 -0.18 18.47 -16.07 -9.42
3 -0.37 0.18 -0.18 18.47 -10.16 -3.51
4 -0.29 0.18 -0.18 18.47 -8.68 -2.03
5 -0.45 0.18 -0.18 18.47 -11.64 -4.99
6 -0.45 0.18 -0.18 18.47 -11.64 -4.99
1E 0.61 0.18 -0.18 18.47 7.94 14.59
2E -1.07 0.18 -0.18 18.47 -23.09 -16.44
3E -0.53 0.18 -0.18 18.47 -13.11 -6.46
4E -0.43 0.18 -0.18 18.47 -11.27 -4.62
1T 1.02 2.68
2T -4.02 -2.35
3T -2.54 -0.88
4T -2.17 -0.51
Page l of 8
"AL
Anchor Calculations
Anchor Selector (Version 4.3.0.0)
Job Name 11058 BABE RUTH Date/Time 4/20/2011 10:37:34 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 Grade: A307 GR. C Embedment Depth 4 in
Built -up Grout Pads No
Cx1 Cx2
Z
V uay
cy2 C)M
1 ua by2
i V
by1 uax
bx1 b x2
C
1 ANCHOR
'Nue IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION,
INDICATES.CENTER OF THE ANCHOR
Anchor Layout Dimensions
c x1 3 in
c x2 5 in
cy 24 in
C 24 in
b) Base Material
Concrete Normal weight fC 2500.0 psi
Cracked Concrete Yes 1.00
Condition B tension and shear P 1381.3
psi
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Thickness, h 6.5 in
Supplementary edge reinforcement No
Hole Condition Dry Concrete
Inspection Continuous
Temperature Range 1 (Maximum 110 °F short term and 75 °F long term
temp.)
c) Factored Loads
Load factor source ACI 318 Section 9.2
N 2200 Ib V uax 0 Ib
V uay 0 Ib Mux 0 Ib *ft
M 0 Ib *ft
e 0 in
ey 0 in
Moderate /high seismic risk or intermediate /high design category No
Anchor w/ sustained tension No
Anchors only resist wind and /or seismic loads No
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 ef 4 in
h min =6.5 c agy 12 in
c min 1.75 in s min 3 in
Ductile Yes
2) Tension Force on Each Individual Anchor
Anchor #1 Nuai 2200.00 Ib
Sum of Anchor Tension EN 2200.00 Ib
e' 0.00 in
e' 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 V uai 0.00 Ib 0.00 Ib V ua1y 0.00 Ib
Sum of Anchor Shear EV uax 0.00 Ib, EV 0.00 Ib
e' 0.00
e' 0.00 in
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iz
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
N nAsefuta [Eq. D -3]
Number of anchors acting in tension, n 1
N 8235 Ib (for a single anchor) [C- SAS -2009]
0.75 [D.4.4]
4Nsa 6176.25 Ib (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
N cb ANc'ANcolYed,NLYc,NTcp,NNb [Eq. D -4]
Number of influencing edges 2
h 4 in
A Nco 144.00 in [Eq. D -6]
A 96.00 in
Smallest edge distance, c a,min 3.00 in
0.8500 [Eq. D -10 or D -11]
Note: Cracking shall be controlled per D.5.2.6
IY c,N 1.0000 [Sec. D.5.2.6]
LY cp,N 1.0000 [Eq. D -12 or D -13]
N k c y f c hef1.5 6800.00 Ib [Eq. D -7]
k 17 [Sec. D.5.2.6]
N 3853.33 Ib [Eq. D -4]
0.65 [D.4.4]
4N 2504.67 Ib (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]
k 17 [C- SAS -2009]
h (unadjusted) 4 in
N ao t k,cr n d o h ef 6534.51 Ib [Eq. D -16f]
k,uncr 2422.00 psi for use in [Eq. D -16d]
S cr,Na min[20do (ik,uncr/1450) 3h 12.000 in [Eq. D -16d]
c cr,Na S cr,Na /2 6.000 in [Eq. D -16e]
N a ANa /ANaoLYed,NaPYp,NaNao [Eq. D -16a]
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��I z
A Nao 144.00 in [Eq. D -16c]
A 96.00 in
Smallest edge distance, ca,min 3.00 in
min[0.7 +0.3c a,min /c cr,Na 1.0] 0.8500 [Eq. D -16m]
T p,Na 1.0000 [Sec. D.5.3.14]
N 3702.89 Ib [Eq. D -16a]
0.65 [C- SAS -2009]
4 N 2406.88 Ib (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, c 0.4h Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
V n0.6Asefuta [Eq. D -20]
V 4940.00 Ib (for a single anchor) [C- SAS -2009]
0.65 [D.4.4]
V 3211.00 Ib (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 A vcx vcox'I'ed ,V�'c,VVbx [Eq. D -21
c 5.00 in
A vcx 97.50 in
A vcox 112.50 in [Eq. D -23]
1 ed,V 1.0000 [Eq. D -27 or D -28]
1.0000 [Sec. D.6.2.7]
V 7(le /do)o.2 \J do fc(ca1)1.5 [Eq. D 24]
l 4.00 in
V 4193.98 Ib
V cbx 3634.78 Ib [Eq. D-21]
0.70
I )V cbx 2544.35 Ib (for a single anchor)
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In y- direction...
V cby Avcy/Avcoy'l'ed,VLI'c,VVby [Eq. D-21]
c 4.33 in (adjusted for edges per D.6.2.4)
A vcy 52.00 in
A vcoy 84.50 in [Eq. D -23]
0.8385 [Eq. D -27 or D -28]
ll 'c,v 1.0000 [Sec. D.6.2.7]
V 7(I /d j d o f c(ca1)1.5 [Eq. D -24]
l 4.00 in
V 3383.80 Ib
V cby 1745.96 Ib [Eq. D -21]
0.70
4Vcby 1222.17 Ib (fora 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 c edge
V cbx Avcx/AvcoxPed,Vll'c,VVbx [Eq. D -21]
c 3.00 in
A vcx 40.50 in
Avcox 40.50 in [Eq. D -23]
ed,V 1.0000 [Sec. D.6.2.1(c)]
1.0000 [Sec. D.6.2.7]
Vbx 7(le /do)o.2 ,J d o f c(ca1 [Eq. D -24]
I 4.00 in
V bx 1949.18 Ib
V cbx 1949.18 Ib [Eq. D -21]
V cby 2 Vcbx [Sec. D.6.2.1(c)]
V cby 3898.37 Ib
0.70
Vcby 2728.86 Ib (for a single anchor)
Check anchors at c edge
V cby Avcy/AvcoyTed,VLl'c,VVby [Eq. D-21]
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c 4.33 in (adjusted for edges per D.6.2.4) 11//2..„
A vcy 52.00 in
A vcoy 84.50 in [Eq. D -23]
`P ed,V 1.0000 [Sec. D.6.2.1(c)]
T o/ 1.0000 [Sec. D.6.2.7]
V 7(1e /do)(12.\/ d .1 fc(ca1)1.5 [Eq. D -24]
l 4.00 in
V 3383.80 Ib
V cby 2082.34 Ib [Eq. D-21]
V cbx 2 V cby [Sec. D.6.2.1(c)]
V cbx 4164.67 Ib
0.70
4V cbx 2915.27 Ib (for a single anchor)
Check anchors at c edge
V cbx Avcx/Avcox1Ped,VIPc,VVbx [Eq. D -21]
c 5.00 in
A vcx 97.50 in
A vcox 112.50 in [Eq. D -23]
ed,V 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)]
T 1.0000 [Sec. D.6.2.7]
V 7(le /do)0.2 -1 d ,y+ f'c(ca1)1.5 E q. D -24]
l 4.00 in �l
V 4193.98 Ib
V cbx 3634.78 Ib [Eq. D -21]
V cby 2 Vcbx [Sec. D.6.2.1(c)]
V cby 7269.56 Ib
0.70
4Vcby 5088.69 Ib (for a single anchor)
Check anchors at c y2 edge
V cby Avcy/Avcoy`l'ed,V`Pc,VVby [Eq. D-21]
c 4.33 in (adjusted for edges per D.6.2.4)
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l
A vcy 52.00 in
Avicey 84.50 in [Eq. D -23]
ki 'ed,V 1.0000 [Sec. D.6.2.1(c)]
`P c,v 1.0000 [Sec. D.6.2.7]
V 70e/d0,) 0.2,41 d0 f c(ca1)1.5 [Eq. D 24]
1 =4.00 in
V 3383.80 Ib
V cby 2082.34 Ib [Eq. D -21]
V cbx 2 V cby [Sec. D.6.2.1(c)]
V cbx 4164.67 Ib
0.70
4V cbx 2915.27 Ib (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3]
V min[k [Eq. D -30a]
k 2 [Sec. D.6.3.2]
N 3702.89 Ib (from Section (6) of calculations)
N 3853.33 Ib (from Section (5) of calculations)
V 7405.78 Ib
0.70 [D.4.4]
(V 5184.05 Ib (for a single anchor)
11) Check Demand /Capacity Ratios [Sec. D.7]
Tension
Steel 0.3562
Breakout 0.8784
Adhesive 0.9140
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(0.91) 1.0 [Sec D.7.1]
Interaction check: PASS
Use 1/2" diameter A307 GR. C SET -XP anchor(s) with 4 in. embedment
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�Z v 2 a 1 CLIENT: ENOV I C 1 E. 6TH STREET, SUITE 1
c�� �y�'\�o V v 5�4 ERVING JACO @S ROAD ASSOCIATES BABE RUTH PHONE c ANGELES, 417A 0501 98362
PORT ANGELES, WA 98362 FAX: (moo) 417 -0514
INCORPORATED EMAIL: ZENOVICOZENOVIC.NET
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