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DESIGN CALCULATIONS
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FOR St. LU.Be Count,
GRACE EMMANUEL CHURCH
FREESTANDING SIGNS
707 Kitterman Rd - Port St Lucie
GENERAL NOTES:
1. Design is in accordance with the Florida Building Code 5th Edition (2014)
for use within and outside the High Velocity Hurricane Zone (HVHZ).
2. Wind loads have been calculated per the requirements of ASCE 7-10 as
shown herein, except where noted otherwise.
3. These engineering calculations pertain only to the structural integrity of
those systems, components, and/or other construction explicitly
specified herein and/or in accompanying engineering drawings. The
existing host structure (if any) is assumed to be in good condition,
capable of supporting the loaded system, subject to building department
approval. No warranty, either expressed or implied, is contained herein.
4. System components shall be as noted herein. All references to named
components and installation shall conform to manufacturer's or industry
specifications as summarized herein.
5. Where site conditions deviate from those noted herein, revisions may be
required or a separate site -specific engineering evaluation performed.
6. Aluminum components in contact with steel or embedded in concrete
shall be protected as prescribed in the 2010 Aluminum Design Manual,
Part 1-A. Steel components in contact with, but not encased in, concrete
shall be coated, painted, or otherwise protected against corrosion.
7. Engineer seal affixed hereto validates structural design as shown only.
Use of this specification by contractor, et. AI, indemnifies and saves
harmless this engineer for all costs & damages including legal fees &
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N Federal Hwy, (i200 Easy Seals .com
Boca
Raton, FL 33432 1
Index:
Pg 1
Pg 2
Pg 3
Pg 4
Pg 5
Easy
Cover
Wind Loads
Footing Design
Primary Support(s)
Anchors at New Cabinet
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Page 1
E Seals CALCULATIOI' ''"OR FREESTANDING SIGNS
A►SCE 7-10 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs
V = 150 mph Basic wind speed Risk Category 1 Structure
Exposure C ASD Load Combo Coeff: 0.6
Calculations
a=9.5 3-sec gust speed power law exponent Kd= 0.85 Directionalityfactor
zg = 900' Nominal ht. of atmos. boundary layer Kzt = 1.0 Topographic factor
G = 0.85
Cf= 1.55 Force Coefficient
...Width/Height ratio z0.5
150 mph
-
UP "C"
Monuments at grade
W/Ht Ratio < 0.5
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 ft
1
32.9 psf
18 ft
+
34.1 psf
20 ft
1
34.9 psf
30 ft
1
38.0 psf
35 ft
1
39.3 psf
40 ft
1
40.4 psf
45 ft
1
41.4 psf
50 ft
1
42.3 psf
55 ft
+
43.2 psf
60 ft
1
44.0 psf
70 ft
1
45.4 psf
80 ft
1
46.7 psf
90 ft
1
47.9 psf
100 ft
1
49.0 psf
110 ft
1
50.0 psf
120 ft
1
50.9 psf
130 ft
+
51.8 psf
140 ft
+
52.6 psf
150 ft
1
53.3 psf
175 It
+
55.1 psf
200 ft
1
56.7 psf
L.250 ft
1
59.4 psf
N
Y
u
L
Y
9:
0.85
24.9
0.88
25.9
0.90
26.5
0.98
28.9
1.01
29.8
1.04
30.7
1.07
31.4
1.09
32.1
1.12
32.8
1.14
33.4
1.17
34.5
1.21
35.5
1.24
36.4
1.27
37.2
1.29
37.9
1.32
38.6
1.34
39.3
1.36
39.9
1.38
40.5
1.42
41.8
1.46
43.0
1.53
45.1
Page 2
-EasySeals CALCULATIOP "OR FREESTANDING SIGNS
Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P =
Overturning Safety Factor:
O =
Sign area 1:
A1=
Height of applied force above grade:
h1=
Sign area 2:
A2 =
Height of applied force above grade:
h2 =
Overturning Moment:
32.9 psf
1.5
... FBC 1807.2.3
45.0
sq ft
... tributary area 1 for each footer (e.g. sign)
4.5
ft
... height of area 1 centroid
0.0
sq ft
... tributary area 2 for each footer (e.g. post)
0.0
ft
... height of area 2 centroid
Mn =
P*(A1*h1+A2*h2)
Mn =
6.7
kip-ft
Sq / Rect Footing dimensions:
B =
4 ft
Footing depth:
d =
1.5 ft
Superstructure weight:
Dr =,
200 lb
Soil cover weight:
Ds =
3200 lb
Footing weight:
Df=
3600 lb
Total weight:
D =
7000 lb
Soil Strength ...FBC Tables 1806.2, 1819.6
Soil class: 4. Sand, silty sand, silty gravel
Lateral bearing strength: Plat = 150 psf/ft
Vertical bearing strength: Pbrg = 2000 psf
Check Vertical Soil Bearing Pressures
e = 0.95 ft ...= (P)*(Al*hl+A2*h2) / D
qtoe = 2*D/[3*L*(B/2-e))
qtoe = 1112 psf
Resisting moment due to Dead Load: My = D* B/2
My = 14.0
L=
Soil cover:
... = 100pcf*B*L*ds
...=150pcf*B*L*d
...=Dr+Ds+Df
...reaction below footer at toe
kip-ft
Total Resisting Moment: Mtot = My / 0
Mtot= 9.3 kip-ft
4 ft
ds= 2 ft
... > B/6
qtoe < Pbrg OK
Mtot>Mn OK
Page 3
Q EasySeaLS CALCULATIOV `FOR FREESTANDING SIGNS
Reinforced Masonry Wall
Allowable Stress Design per ACI 530-11 Bldg Code Requirements for Masonry Structures
Material Specifications HollowCMU:
Fully grouted masonry blocks: Em =
1000 ksi
fm=
1500 psi
Fb=
0.33*fm
Fb =
500 psi
Reinforcement
Layers of block: 2
Masonry wall depth: d = 11.45 in (to center of rebar)
Nominal Rebar Size: #5 bars
Rebar Quantity: n = 2
p = As / (s*d)
p = 0.0034
k = d[ 2pn + (pq)21 pri
k = 0.354
Loading
Design wind pressure:
P =
32.9
psf
Load eccentricity above grade:
h =
4.5
ft
Tributary area per column:
A ='
45.0
'sq ft
Column width:
w =
16.0
in
Steel Rebar:
Es =
29000 ksi
Fy =
60 ksi
Fs =
0.4 * Fy
Fs =
24 ksi
As = 0.31 in
pri = 0.097
j= 1-k/3
j = 0.882
Applied Moment: M = P*A*h
M = 79.8 kip -in (per length of wall = "s")
Comp stress in masonry: fb = 2*M/Q*k*w*d2)
fb = 243.9 psi
Tensile stress in steel: fs = M/(j*n*d*As)
fs = 12.9 ksi
... height of area 1 centroid
r) = Es/Ern
q = 29
fb < Fb OK
fS < FS OK
Page 4
0-EcasySeaLs
Sign Anchor Design
Structure Dimensions & Loading
Design wind pressure:
CALCULATIOP '--,-OR FREESTANDING SIGNS
P = 32.9 psf
Sign type: Cabinet
Sign size: A = 23.2 sgft (entire cabinet)
Wall material: Masonry (ASTM C90, 1,500 psi min)
Anchor type/size: 1/4"Tapcon
Ref: ITW Tapcon, NOA 07-1126.10
Min Embedment: 1.25"
Min edge dist: 2.5" Min Spacing: 3"
Anchor shear capacity: Vcap = 264.0 lb (per anchor)
Check Anchors for Pullout
Total Reaction: Rt = 763 lb ... = P•A (entire cabinet)
No. of anchors req'd: n = 2.9 total anchors ... = Rt/cap
Total anchors required: 3 total anchors balanced over cabinet
OK, use min (3) anchors each side to existing masonry columns.
Page 5