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easyseal<<_om
'771LE
COPY
DESIGN CALCULATIONS
FOR THEOE PLANS AND ALL ARE SUBJECT O ANY CO POSED WORD
TIONS
REQUIRED BYFIRD INSPEC�pg TA
MAY BE NECPSBAw n, OADm TO
COMPLY W1IN ALL APPLICALE CODES.
MONDO PROPERTIES
FREESTANDING SIGNS
10999 US-1 — Port St Lucie
CONCEALED FASTENERS OR ATTACHMENTS
ARE THE RESPONSIBILITY OF THE
GENERAL NOTES: CONi 0101OFRORD
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) 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 maybe 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 & damages including legal fees & apellate fees resulting from deviation
frnm this elation
ST. LUCIE COUNTY
BUILDING DIVISION
REVIEWED
FOR COMPLIANCE
REVIEWED By �L
MUST BE KEPT O JOB OR
NO INSPECTION W L BE MADE
Index:
Pg 1
Cover
Pg 2
Wind Loads
Pg 3
Footing Design
Pg4
PrimarySupport(s)
valid
No. 673f 2 '�
Christ a�SLtlg�(e�yt ,��P.E # 67382
Easy Seals,,,,,,, Ge Auth # 31124
N Federal Hwy, g200 Easy Seals .[Om Page Bocaoca Raton, FL 33432 e 1
CALCULATIOf OR FREESTANDING SIGNS
"ASCE 7-10 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs
V - 160 mph Basic wind speed
Exposure C
Calculations _
a=9.5 3-sec gust speed power law exponent
zg = 900, Nominal ht. of otmos. boundary layer
G = 0.85
160 mph
-
Exp "C"
Monuments
at grade
W/Ht Ratio = 0.2 to 2.0
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 It
±
37.4 psf
18 ft
±
38.8 psf
20 ft
±
39.7 psf
30 ft
±
43.3 psf
35 ft
+
44.7 psf
40 ft
±
46.0 psf
45 ft
±
47.1 psf
50 ft
±
48.2 psf
55 ft
±
49.1 psf
60 ft
±
50.0 psf
70 ft
+
51.7 psf
80 ft
±
53.2 psf
90 ft
±
54.5 psf
100 ft
±
55.7 psf
110 It
±
56.9 psf
120 ft
±
57.9 psf
130 ft
±
58.9 psf
140 ft
±
59.8 psf
150 ft
±
60.7 psf
175 ft
±
62.7 psf
200 ft
±
64.5 psf
250 ft
±
67.6 psf
Risk Category 1 Structure
ASD Load Combo Coeff: 0.6
Kd = 0.85 Directionality factor
Kzt= 1.0 Topographicfactor
Cf = 1.55 Force Coefficient
...Width /Height ratio >_ 0.5
Y Qz FILE COP
u
0.85 28.4
0.88 29.5
0.90 30.1
0.98 32.8
1.01 33.9
1.04 34.9
1.07 35.8
1.09 36.6
1.12 37.3
1.14 38.0
1.17 39.2
1.21 40.4
1.24 41.4
1.27 42.3
1.29 43.2
1.32 44.0
1.34 44.7
1.36 45.4
1.38 46.1
1.42 47.6
1.46 48.9
1.53 51.3
Page 2
^'° CALCULATIO OR FREESTANDING SIGNS
i '.� 1 . L
�,: ��t+�Seal�
'"Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P =
37.4
psf
Dead Load Combination Coeff (ASD):
❑ =
0.6
... FBc 1605.3.1
Sign area 1:
A1=
27.0
sq ft
... tributary area 1 for each footer (e.g. sign)
Height of applied force above grade:
h1=
2.3
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*h1+A2*h2)
Mn =
2.3
kip-ft
Sq / Rect Footing dimensions:
B=
3
ft
L= 3 ft
Footing depth:
d =
2
ft
Soil cover: ds = 0 ft
Superstructure weight:
Dr=
200
lb
Soil cover weight:
Ds=
0
lb
... = 100pcf*B*L*ds
Footing weight:
Df=
2700
lb
... = 150pcf*B*L*d
Total weight:
D=
2900
lb
... =Dr+Ds+of
Soil Strength ...FBC Tables 1806.2,1819.6
Soil class: 4. Sand, silty sand, silty gravel FILE Y
Vertical bearing strength: Pbrg = 2000 psf
Check Vertical Soil Bearing Pressures
e = 0.78 ft ...= (P-Pi)*(Al*hl+A2*h2) / D
... > B/6
qtoe = 2*D/[3*L*(B/2-e)) ...reaction below Tooter at toe
qtoe = 899 psf qtoe < Pbrg OK
Resisting moment due to Dead Load: My = Q*D*13/2
My = 2.6 kip-ft
Total Resisting Moment: Mtot = MI + My
Mtot= 2.6 kip-ft Mtot>Mn OK
Page 3
Easy Seal CALC.ULATI®f�®R FREESTANDING SIGNS
� m
IV, Hollow Structural Pipe in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel' Buildings
Material Properties
Yield Stress, A53 Grd B Steel: Fy =
35
ksi Safety
Factor = 1.67 Per section a3.4
Modulus of Elasticity: E =
29000
ksi
Member Properties ANSI 3"
Schedule 40 steel pipe
Nominal size: 3" diam -
Sch 40
Outside Diameter d = 3.5
in
Moment of Inertia:
Ix = 3.0 in'
Wall Thickness t = 0.216
in
Section Modulus:
S = 1.72 in
Deflection Limit:
Defl = L / 80
Design wind pressure:
P =
37.4 psf
Sign area 1:
A1=
27.0 sq ft
... tributary area 1 for each post (e.g. sign)
Eccentricity of applied force:
e1=
2.3 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
(1): Yielding Limit State
Mn = Fy*S
Allowable Moment:
Mallow = Mn / 1.67
Mn = 60.3 kip -in
Mallow = 36.1 kip -in
Check Member Bending
Moment in member: Mmax = P*(A1*e1+A2*e2)
Mmax = 27.3 kip -in
Check Member Deflection:
Allowable Deflection: Aaiiow = 0.34 in L/ 30
Deflection in member: Amax = P*(A1*e1A3+A2*e2A3) / (3*E*I)
Amax= 0.08 in
Mmax < Mallow ...
Amax < Aallow ...
OK
OK
Page 4
318" steel bolts & nuts
Stee pole
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of Sir
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SW 6379
`1.5:x1.5"x3116" steel
to pole
tr
GARDENS .
DT A'1 A
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Notes:
ACdArA
10999 —1098182
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Tl ® r
uy
i I o
oU
/".�` �t? �a"S!' d-n n��� ✓' 4 1 lam. spy
General O Design is in accordance with the requirements of the Fla Bldg Code Sth Ed (2014) for use within & outside the High Velocity Hurricane Zone (HVHZ). O This engineering certifies only the structural Integrity of those systems, components, and/or other construction explicitly
Notes: specified herein. O Electrical notes,details,& specifications are provided by and are the sole responsibility ofthe electrical contractor. No electrical review has been performed and no certification ofsuch is lntended. 0 Aluminum extrusions shall be 606346, unless noted otherwise.
RECEIVED
3eals
JAtd 21 2016
Easy
easyseals.com
PERtu71TTING
SCANNED St. Lucie County, FL
BY
St. Lucie Countv
DESIGN CALCULATIONS
FOR
MONDO PROPERTIES
FREESTANDING SIGNS
10999 US-1 — 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
Index:
in accompanying engineering drawings. The existing host structure (if any) must
be capable of supporting the loaded system as verified by building department or
Pg 1 Cover
architect / engineer of record. No warranty, either expressed or implied, is
Pg 2 Wind Loads
contained herein.
Pg3 Footing Design
4.
System components shall be as noted herein. All references to named
Pg 4 Primary Support(s)
components and installation shall conform to manufacturer's or industry
specifications as summarized herein.
5.
Where site conditions deviate from those noted herein, revisions maybe required
TUIUII II IIII
Eng;Ree s siotug 3h.4s al valid
or a separate site -specific engineering evaluation performed.
<fpp a V. ro&g
•.
o` r sF .,•
&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
_ No. 67. $2 _
components in contact with, but not encased in, concrete shall be coated, painted,
or otherwise protected against corrosion.
: q'a ;
S ST TE F Y,41;
7.
Engineer seal axed hereto validates structural design as shown only. Use of this
ffi
'Q • `
?,0* A- J_ 08
specification by contractor, et. Al, indemnifies and saves harmless this engineer for
Chiisf,-kh%,a pfgy' gE1# 67382
all costs & damages including legal fees & apellate fees resulting from deviation
Ea S $e�Is.ouH GeY��t th # 31124
y
frnm Chic d.6.n
Federal #200 Easy Seals .com Page Bocaoca Raton,
ton, FL 334323432 e 1
� �SeaLS ' CALCULATIWf :OR FREESTANDING SIGNS
Seats
/S CE 7-10 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs_
V = 160 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 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
160 mph
-
Exp "C"
Monuments at grade
W/Ht Ratio = 0.2 to 2.0
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 ft
+
37.4 psf
18 ft
+
38.8 psf
20 ft
+
39.7 psf
30 ft
+
43.3 psf
35 ft
+
44.7 psf
40 ft
+
46.0 psf
45 ft
+
47.1 psf
50 ft
+
48.2 psf
55 ft
+
49.1 psf
60 ft
+
50.0 psf
70 ft
+
51.7 psf
80 ft
+
53.2 psf
90 ft
+
54.5 psf
100 ft
+
55.7 psf
110 ft
+
56.9 psf
120 ft
+
57.9 psf
130 ft
+
58.9 psf
140 ft
+
59.8 psf
150 ft
+
60.7 psf
175 ft
+
62.7 psf
200 ft
+
64.5 psf
250 ft
±
67.6 psf
N
u
Y Qz
0.85 28.4
0.88 29.5
0.90 30.1
0.98 32.8
1.01 33.9
1.04 34.9
1.07 35.8
1.09 36.6
1.12 37.3
1.14 38.0
1.17 39.2
1.21 40.4
1.24 41.4
1.27 42.3
1.29 43.2
1.32 44.0
1.34 44.7
1.36 45.4
1.38 46.1
1.42 47.6
1.46 48.9
1.53 51.3
Page 2
J, r1—t1 0SyS2ad5 CALCULATIOI\ "OR FREESTANDING SIGNS
--gym
Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P =
37.4
Dead Load Combination Coeff (ASD):
0 =
0.6
Sign area 1:
A1=
27.0
Height of applied force above grade:
h1=
2.3
Sign area 2:
A2 =
0.0
Height of applied force above grade:
h2 =
0.0
Overturning Moment:
Sq / Rect Footing dimensions: B =
Footing depth: d =
psf
... FBC 1605.3.1
sq ft
... tributary area 1 for each footer (e.g. sign)
ft
... height of area 1 centroid
sq ft
... tributary area 2 for each footer (e.g. post)
ft
... height of area 2 centroid
Mn= P*(A1*h1+A2*h2)
Mn = 2.3 kip-ft
3 ft L=
2 ft Soil cover:
Superstructure weight:
Dr=
200 lb
Soil cover weight:
Ds =
0 lb
Footing weight:
Df=
2700 lb
Total weight:
D =
2900 lb
Soil Strength ...FBC Tables 1806.2, 1819.E
Soil class: 4. Sand, silty sand, silty gravel
Vertical bearing strength: Pbrg = 2000 psf
Check Vertical Soil Bearing Pressures
e = 0.78 ft ... = (P-Pl)71*h1+A2*h2) / D
... = 100pcf*B*L*ds
... = 150pcf*B*L*d
...=Dr+Ds+of
3 ft
ds= 0 ft
... > B/6
gtoe = 2* D/[3*L*(B/2-e)) ...reaction below footer at toe
qtoe = 899 psf gtoe < Pbrg OK
Resisting moment due to Dead Load: My = 0*D*B/2
My = 2.6 kip-ft
Total Resisting Moment: Mtot = MI + My
Mtot= 2.6 kip-ft Mtot>Mn OK
Page 3
VEn-SySealS CALCULATIOP �C)R FREESTANDING SIGNS
r easyseatamm
Hollow Structural Pipe in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress, A53 Gird B Steel: Fy =
35
ksi Safety
Factor = 1.67 Per Section 83.4
Modulus of Elasticity: E =
29000
ksi
Member Properties ANSI 3"
Schedule 40 steel pipe
Nominal size: 3" diam -
Sch 40
Outside Diameter d = 3.5
in
Moment of Inertia:
Ix = 3.0 in
Wall Thickness t = 0.216
in
Section Modulus:
S = 1.72 in
Deflection Limit:
Defl = L / 80
Design wind pressure:
P =
37.4 psf
Sign area 1:
A1=
27.0 sq ft
... tributary area 1 for each post (e.g. sign)
Eccentricity of applied force:
e1=
2.3 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
(1): Yielding Limit State
Mn = Fy*S
Allowable Moment:
Mallow = Mn / 1.67
Mn= 60.3 kip -in
Mallow= 36.1 kip -in
Check Member Bending
Moment in member: Mmax = P*(A1*e1+A2*e2)
Mmax= 27.3 kip -in
Check Member Deflection:
Allowable Deflection: Aaii"w = 0.34 in t/ 80
Deflection in member: Amax= P*(A1*e1A3+A2*e2A3) / (3*E*I)
Amax= 0.08 in
Mmax < Mallow ... OK
Amax < Aallow ... OK
Page 4