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Easy Seals
easyseals.com
SCANNED
BY
St. LucieCounty
DESIGN CALCULATIONS
FOR
Midway Dental
7'-5" x 8'-2" MONUMENT
Midway Rd — Ft Pierce
1. Design is in accordance with the Florida Building Code Sth 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) must
be capable of supporting the loaded system as verified by building department or
architect / engineer of record. 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. Al, indemnifies and saves harmless this engineer for
all costs Be damages including legal fees & apellate fees resulting from deviation
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BLDG:
DATE:
ELEC: _
DATE: _
PLUMB:
DATE: _
DATE:
Index:
Pg 1
Cover
Pg 2
Wind Loads
Pg 3
Footing Design
Pg4-5
Primary Support(s)
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Boca Ratanon,,FLFL33432 Ea•'sJ
�^ 19-,r77CSeals CALCULATIONS FOR FREESTANDING SIGNS
/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
r
a = 9.5 3-sec gust speed power law exponent Kd = 0.85 Directionality factor
zg = 900' Nominal ht. of atmos. boundary layer Kzt = 1.0 Topographic factor
G = 0.85
Cf = 1.55 Force Coefficient
...Width /Height ratio >_ 0.5
150 mph
-
Exp "C"
Monuments at grade
W/Ht Ratio = 0.2 to 2.0
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 ft
±
32.9 psf
18 ft
±
34.1 psf
20 ft
±
34.9 psf
30 ft
±
38.0 psf
35 ft
±
39.3 psf
40 ft
±
40.4 psf
45 ft
±
41.4 psf
50 ft
±
42.3 psf
55 ft
±
43.2 psf
60 ft
±
44.0 psf
70 ft
±
45.4 psf
80 ft
±
46.7 psf
90 ft
±
47.9 psf
100 ft
±
49.0 psf
110 ft
±
50.0 psf
120 ft
±
50.9 psf
130 ft
±
51.8 psf
140 ft
±
52.6 psf
150 ft
±
53.3 psf
175 ft
+
55.1 psf
200 ft
+
56.7 psf
250 ft
#
59.4 psf
N
Y
i
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
CALCULATIONS FOR FREESTANDING SIGNS
Footing Design For Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P =
32.9
psf
Dead Load Combination Coeff (ASD):
4 =
0.6
... FBc 1605.3.1
Sign area 1:
Al =
24.1
sq ft
... tributary area 1 for each footer (e.g. sign)
Height of applied force above grade:
hl =
4.8
ft
... height of area 1 centroid
Sign area 2:
A2 =
0.0
sq ft
... tributary area 2 for each footer (e.g. post)
Height of applied force above grade:
h2 =
0.0
ft
... height of area 2 centroid
overturning Moment:
Mn =
P*(A1*hl+A2*h2)
Mn =
3.8
kip-ft
Round Footing Diameter:
B =
2.5
ft
Footing depth:
d =
3.92
ft
Soil cover: ds = 0.67 ft
Superstructure weight:
Dr=
200
lb
Soil cover weight:
Ds =
329
lb
...=100pcf*n*BA2/4*ds
Footing weight:
Df=
2886
lb
... =15opcf*n*BA2/4*d
Total weight:
D=
3415
lb
... =Dr+DS+Df
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 Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 18o7.3.2.1
Unconstrained (No rigid floor or pavement at ground surface) g
Allowable lateral soil bearing pressure at 1/3 depth:
Si = 2*Plat* (d+ds)/3
S1= 459 psf
d G" �t /j f{-
Wind load to be resisted by lateral soil pressure: �G�
P = 32.9 psf
As = 2.34*P*A1 / (S1*L) Ap = 2.34*P*A2 / (S1*L)
As= 1.6 ft Ap= 0.0 ft
dreq = As/2 * [ 1 + V(1+4.36*hl/As) ] + Ap/2 * [ 1 +V(1+4.36*h2/Ap) ]
dreq = 3.8 ft dreq < d for pressure reduction P1 OK
Page 3
ems;; (Ewe Sea(S CALCULATIONS FOR FREESTANDING SIGNS
= y m
Hollow Structural Rectangular Tubing in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress, A500 Grd B Steel: Fy = 46
ksi Safety Factor = 1.67 Per section 133.4
Modulus of Elasticity: E = 29000
ksi
Member Properties
Flange: b = 5 in
Moment of Inertia:
Ix = 9.0 in'
Flange Thickness: tf = 0.116 in
Section Modulus:
S = 3.6 in
Web: d = 5 in
Deflection Limit:
Defl = L / 80
Web Thickness: tw= 0.116 in
Member support type:
Cantilever
Design wind pressure: P =
32.9 psf
Sign area 1: A1=
24.1 sq ft ...
tributary area 1 for each post (e.g. sign)
Eccentricity of applied force: e1=
4.8 ft ...
distance to area 1 centroid
Sign area 2: A2 =
0.0 sq ft ...
tributary area 2 for each post (e.g. post)
Eccentricity of applied force: e2 =
0.0 ft ...
distance to area 2 centroid
Unbraced Length: Lc=
4.8 ft
Check for Limiting Width -Thickness Ratios
(Compact/Noncompact, per
Table B4.1)
Flanges
Webs
b/t = 41.0 = (b-2*t2)/t1
d/t =
41.0 = (d-2*t1)A2
1.12*V(E/Fy) = 28.1 Flange Compact Limit
2.42*V(E/Fy) =
60.8 Web Compact Limit
1.40*d(E/Fy) = 35.2 Flange NonCompact Limit 5.70*J(E/Fy) =
143.1 Web NonCompact Limit
Flanges are slender
Webs are compact
(1): Yielding Limit State
This criteria applies to all members, compact and noncompact
r Mn = Fy*S Mallow = Mn / 1.67
Mn= 166.2 kip -in Mallow= 99.5 kip -in
(2): Flange Local Buckling Limit State
This criteria applies to sections with noncompact flanges
Mn = Mp-(Mp-Fy*S)(3.57*b/tf*V(Fy/E)-4.0)
Mn= 166.2 kip -in Mallow = N/A
This criteria applies to sections with slender flanges a
be= 1.92*tf*J(E/Fy)*[1-0.38/(b/tf)*V(E/Fy)] i i 8
b Si, •� t
be = 4.30 in Effective width of compression flange
Seff= 3.2 in' Effective section modulus (use be)
Mn= Fy*Sell
Mn= 148.3 kip -in
Mallow = Mn / 1.67 kip -in
Mallow= 88.8 kip -in
Page 4
IT"Rc"R Seas CALCULATIONS FOR FREESTANDING SIGNS
(3): Web Local Buckling Limit State
This criteria applies to sections with noncompact webs
Mn = Mp-(Mp-Fy*S)(0.305*h/tw*V(Fy/E)-0.738)
Mn= 166.2 kip -in'
Check Member Bending
Allowable Moment: Mn = 88.8 kip -in
Moment in member: Mmax = P*(Al*el+A2*e2)
Mmax= 45.1 kip -in
Check Member Deflection:
Allowable Deflection: Aaiiow = 0.71 in
Deflection in member:
L
Mallow= N/A
Minimum of Mallow values above
Amax= P*(A1*e1A3+A2*e2A3) / (3*E*I)
Amax= 0.19 In
Mmax < Mn ... OK
Amax <Aallow ... OK
Page 5