HomeMy WebLinkAboutDESIGN CALCULATIONSSeats
easyseals.(
1Go5-033�
R
JAN 2 6 2018
ST. Lucie County, Permitting
DESIGN CALCULATIONS
FOR
COASTAL FLOORS
FREESTANDING SIGNS
Port St Lucie, FL
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 &
nnallata foac .c,dflna from dpviatinn frnm Chic dpcian
SCANNED
By
St. Lucie County
Index:
Pg 1 Cover
Pg 2 Wind Loads
Pg 3 Footing Design
Pg4-5 Primary Support(Bot)
Pg 6-7 Primary Support (Top)
fffp1111 �
En i "e�t �tu{3
qq-h seal valid
es
No.673 2 "
Easy
# 67382
# 31124
1200 N Federal Hwy, #200
Bow Raton, FL 33432 Easy Seals.cOm Page 1
Edsy.Se (y 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
Exposure C
Calculations
a = 9.5 3-sec gust speed power law exponent
zg = 900, Nominal ht. of otmos. boundary layer
G = 0.85
150 mph
-
Exp "C"
Monuments at grade
W/Ht Ratios 0.5
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 ft
+
32.9 psf
18 ft
±
34.1 psf
20 ft
±
34.&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
L.250 ft
±
59.4 psf
Risk Category 1 Structure
ASD Load Combo Coeff: 0.6
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
Kd= 0.85 Directionalityfactor
Kzt = 1.0 Topographic factor
Cf = 1.55 Force Coefficient
... Width / Height ratio >_ 0.5
Page 2
CALCULATIONS FOR FREESTANDING SIGNS
Footing Design For Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P =
Overturning Safety Factor:
Q =
Sign area 1:
A1=
Height of applied force above grade:
h1=
Sign area 2:
A2 =
Height of applied force above grade:
h2 =
Overturning Moment:
34.9 psf
1.5
... FBC 1807.2.3
200.0
sq ft
... tributary area for each Tooter (e.g. sign)
10.0
ft
... height of area 1 centroid
0.0
sq ft
... tributary area 2 for each Tooter (e.g. post)
0.0
ft
... height of area 2 centroid
Mn =
P*(A1*h1+A2*h2)
Mn =
69.8
kip-ft
Sq / Rect Footing dimensions:
B =
7.75
ft
Footing depth:
d =
3
ft
Superstructure weight:
Dr=
200
lb
Soil cover weight:
Ds=
0
lb
Footing weight:
Df =
27028
lb
Total weight:
D =
27228
lb
Soil Strength ...FBC Tables 1806.2, 1819.6
Soil class:
Lateral bearing strength:
Vertical bearing strength:
4. Sand, silty sand, silty gravel
Plat = 150 psf/ft
Pbrg = 2000 psf
Check Vertical Soil Bearing Pressures
e = 2.56 ft ... = (P)*(Al*h1+A2*h2) / D
qtoe = 2*D/[3*L*(B/2-e))
qtoe 1786 psf
Resisting moment due to Dead Load: My = D*B/2
My = 105.5
L = 7.75 ft
Soil cover: ds = 0
... = 100pcf*B*L*ds
... = 150pcf*B*L*d
...=Dr+Ds+of
...reaction below footer at toe
kip-ft
Total Resisting Moment: Mtot = My / 0
Mtot = 70.3 kip-ft
ft
... > B/6
qtoe < Pbrg OK
Mtot>Mn OK
Page 3
CALCULATIONS FOR FREESTANDING SIGNS
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 93.4
Modulus of Elasticity: E = 29000 ksi
Member Properties
Flange: b = 8 in
Moment of Inertia:
Ix = 72.7 in'
Flange Thickness: tf= 1/4" =
0.233"
Section Modulus:
S= 18.2 in'
Web: d = 8 in
Deflection Limit:
Defl = L/ 80
Web Thickness: tw = 1/4" =
0.233"
End Supports:
Cantilever
Design wind pressure:
P =
34.9 psf
Sign area:
A1=
100.0 sq ft
... tributary area for each post (e.g. sign+post)
Eccentricity of applied force:
e1=
10.0 ft
... distance to area centroid (weighted avg hl,h2)
Unbraced Length:
Lc =
10.0 ft
Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table 134.1)
Flanges
Webs
b/t = 32.4 = (b-2*t2)/t1
d/t = 32.4 = (d-2*tl)/t2
1.12*V(E/Fy) = 28.1 Flange compact Limit
2.42*V(E/Fy) = 60.8 Web Compact Limit
1.40*V(E/Fy) = 35.2 Flange NonCompact Limit
5.70*V(E/Fy) = 143.1 Web NonCompact Limit
Flanges are noncompact
Webs are compact
(1): Yielding Limit State
This criteria applies to all members, compact and noncompact
Mn = Fy*S
Mn = 836.1 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= 836.1 kip -in
This criteria applies to sections with slender flanges
be = 1.92*tf*V(E/Fy)*[1-0.38/(b/tf)*V(E/Fy))
be = 7.91 in Effective width of compression flange
Seff= 18.0 Ina Effective section modulus (use be)
Mn = Fy*Seff
Mn = 828.7 kip -in
(3): Web Local Buckling Limit State
This criteria applies to sections with noncompact webs
Mallow = Mn / 1.67
Mallow= 500.7 kip -in
Mallow = Mn / 1.67 kip -in
Mallow = 500.7 kip -in
Mallow= N/A
Page 4
0551 CALCULATIONS FOR FREESTANDING SIGNS
.+" .a,s .
` Mn = Mp-(Mp-Fy*S)(0.305*h/tw*d(Fy/E)-0.738)
Mn= 836.1 kip -in
Check Member Bending
Allowable Moment: Mn = 500.7 kip -in
Moment in member: Mmax = P*A1*e1
Mmax = 418.9 kip -in
Check Member Deflection:
Allowable Deflection: Aaiiow= 1.50 in
Deflection in member: Amax = P*(A*eA3) / (3*E*I)
Amax = 0.95 in
Mallow= N/A
Minimum of Mallow values above
L/80
Mmax < Mn ... OK
Amax < Dallow ... OK
Page 5
CALCULATIONS FOR FREESTANDING SIGNS
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 =
Modulus of Elasticity: E = 29000 ksi
Member Properties
Flange: b = 6 in
Flange Thickness: tf= 5/16" = 0.291"
Web: d = 6 in
Web Thickness: tw= 5/16" = 0.291"
1.67 Per Section 133.4
Moment of Inertia:
Ix = 36.2 in'
Section Modulus:
S = 12.1 in
Deflection Limit:
Defl = L / 80
End Supports:
Cantilever
Design wind pressure:
P =
34.9
psf
Sign area:
A1=
40.0
sq ft
Eccentricity of applied force:
el =
4.0
ft
Unbraced Length:
Lc=
4.0
ft
... tributary area for each post (e.g. sign+post)
... distance to area centroid (weighted avg hl,h2)
Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table B4.1)
Flanges
Webs
b/t = 18.6 = (b-2*t2)/tl
d/t = 18.6
1.12*V(E/Fy) = 28.1 Flange Compact Limit
2.42*J(E/Fy) = 60.8
1.40*V(E/Fy) = 35.2 Flange NonCompact Limit
5.70*V(E/Fy) = 143.1
Flanges are compact
Webs are compact
(1): Yielding Limit State
This criteria applies to all members, compact and noncompact
Mn = Fy*S
Mn = 555.1 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*d(Fy/E)-4.0)
Mn= 555.1 kip -in
This criteria applies to sections with slender flanges
be = 1.92*tf*J(E/Fy)*(1-0.38/(b/tf)*d(E/Fy)]
be = 6.00 in Effective width of compression flange
Seff= 12.1 in Effective section modulus (use be)
Mn = Fy*Seff
Mn = 555.1 kip -in
(3): Web Local Buckling Limit State
This criteria applies to sections with noncompact webs
_ (d-2*tl)/t2
Web Compact Limit
Web NonCompact Limit
Mallow= Mn/1.67
Mallow= 332.4 kip -in
Mallow =
Mallow =
N/A
N/A
Page 6
AF-g-AAN X_,-Yc4ZOnic CALCULATIONS FOR FREESTANDING SIGNS
�ysaluom
Mn = Mp-(Mp-Fy*S)(0.305*h/tw*V(Fy/E)-0.738)
Mn= 555.1 kip -in
-Check Member Bending
Allowable Moment: Mn = 332.4 kip -in
Moment in member: Mmax = P*A1*e1
Mmax = 67.0 kip -in
Check Member Deflection:
Allowable Deflection: Aallow= 0.60 in
Deflection in member: Ama. = P*(A*eA3) / (3*E*I)
Amax= 0.05 in
Mallow= N/A
Minimum of Mallow values above
L/80
Mmax < Mn ... OK
Amax < Aallow ... OK
Page 7
Seals
easyseals.com
DESIGN CALCULATIONS
FOR
COASTAL FLOORS
FREESTANDING SIGNS
Port St Lucie, FL
GENERAL NOTES:
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) 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.
S. 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 & damages including legal fees &
anpllatp faac rpadtina from dpviatinn from this dpcian
Ica -aa3q
RECEIVED
JAN 2 6 2018
ST. Lucie county, Permitting
SCANNED
ey
St Ludip §giwy
Index:
Pg 1 Cover
Pg2 Wind Loads
Pg3 Footing Design
Pg 4-5 Primary Support(Bot)
Pg 6-7 Primary Support (Top)
�qn uu pn,
Engineglt �tt�i 5ht� seal valid
41
es*-rrr90
(✓ L
No. 6738
%13% S ATE OF • rZ
an 21
Easy
# 67382
# 31124
Federal Hwy, #200 EasySeals .com Page 1
Bocaoca Raton,
ton, FL 33432
CALCULATIONS FOR FREESTANDING SIGNS
Footing Design For Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure: P =
Overturning Safety Factor: Q =
Sign area 1: A1=
Height of applied force above grade: h1=
Sign area 2: A2 =
Height of applied force above grade: h2 =
Overturning Moment:
Sq / Rect Footing dimensions:
Footing depth:
Superstructure weight:
Soil cover weight:
Footing weight:
Total weight:
Soil Strength ...FBC Tables 1806.2,1819.E
Soil class:
Lateral bearing strength:
Vertical bearing strength:
34.9 psf
1.5
... FBC 1807.2.3
200.0
sq ft
... tributary area 1 for each footer (e.g. sign)
10.0
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*hl+A2*h2)
Mn =
69.8
kip-ft
B =
7.75
ft
d=
3
ft
Dr =
200
lb
Ds=
0
lb
Df =
27028
lb
D =
27228
lb
4. Sand, silty sand, silty gravel
Plat = 150 psf/ft
Pbrg = 2000 psf
Check Vertical Soil Bearing Pressures
e = 2.56 ft ... = (P)*(Al*hl+A2*h2) / D
qtoe = 2*D/[3*L*(B/2-e))
qtoe = 1786 psf
Resisting moment due to Dead Load: My = D*B/2
My = 105.5
Total Resisting Moment:
L = 7.75 ft
Soil cover: ds= 0 ft
... = 100pcf*B*L*ds
... = 150pcf*B*L*d
...=Dr+Ds+of
...reaction below footer at toe
kip-ft
Mtot = My / R
Mtot = 70.3 kip-ft
... > B/6
qtoe < Pbrg OK
Mtot>Min OK
Page 3
CALCULATIONS FOR FREESTANDING SIGNS
Hollow Structural Rectangular Tubing in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress, A500 Gird B Steel: Fy = 46 ksi Safety Factor = 1.67 Per Section B3.4
Modulus of Elasticity: E = 29000 ksi
Member Properties
Flange: b = 8 in
Moment of Inertia:
Ix = 72.7 in
Flange Thickness: tf= 1/4" =
0.233"
Section Modulus:
S= 18.2 in'
Web: d = 8 in
Deflection Limit:
Defl = L / 80
Web Thickness: tw = 1/4" =
0.233"
End Supports:
Cantilever
Design wind pressure:
P =
34.9 psf
Sign area:
A1=
100.0 sq ft
... tributary area for each post (e.g. sign+post)
Eccentricity of applied force:
e1=
10.0 ft
... distance to area centroid (weighted avg h1,h2)
Unbraced Length:
Lc =
10.0 ft
Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table B4.1)
Flanges
Webs
b/t = 32.4 = (b-2*t2)/ti
d/t = 32.4 = (d-2*t1)/t2
1.12*V(E/Fy) = 28.1 Flange Compact Limit
2.42*V(E/Fy) = 60.8 Web Compact Limit
1.40*V(E/Fy) = 35.2 Flange Noncompact Limit
5.70*V(E/Fy) = 143.1 ' Web Noncompact Limit
Flanges are noncompact
Webs are compact
(1): Yielding Limit State
This criteria applies to all members, compact and noncompact
Mn = Fy*S
Mn = 836.1 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*J(Fy/E)-4.0)
Mn= 836.1 kip -in
This criteria applies to sections with slender flanges
be= 1.92*tf*J(E/Fy)*[1-0.38/(b/tf)*J(E/Fy))
be = 7.91 in Effective width of compression flange
Seff= 18.0 in Effective section modulus (use be)
Mn = Fy*Seff
Mn = 828.7 kip -in
(3): Web Local Buckling Limit State
This criteria applies to sections with noncompact webs
Mallow = Mn / 1.67
Mallow= 500.7 kip -in
Mallow = Mn / 1.67 kip -in
Mallow= 500.7 kip -in
Mallow= N/A
Page 4
`czze7le CALCULATIONS FOR FREESTANDING SIGNS
Mn = Mp-(Mp-Fy*5)(0.305*h/tw*V(Fy/E)-0.738)
Mn= 836.1 kip -in
Check Member Bending
Allowable Moment: Mn = 500.7 kip -in
Moment in member: Mmax = P*Al*e1
Mmax = 418.9 kip -in
Check Member Deflection:
Allowable Deflection: Aallow= 1.50 in
Deflection in member: Amax= P*(A*eA3) / (3*E*I)
Amax= 0.95 In
Mallow= N/A
Minimum of Mallow values above
L/80
Mmax < Mn ... OK
Amax <Aallow ... OK
Page 5
CALCULATIONS FOR FREESTANDING SIGNS
Hollow Structural Rectangular Tubing in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress, A500 Gird B Steel: Fy = 46 ksi Safety Factor =
Modulus of Elasticity: E = 29000 ksi
Member Properties
Flange: b = 6 in
Flange Thickness: tf = 5/16" = 0.291"
Web: d = 6 in
Web Thickness: tw = 5/16" = 0.291"
1.67 Per Section 133.4
Moment of Inertia: Ix = 36.2 in'
Section Modulus: S= 12.1 in
Deflection Limit: Defl = L/ 80
End Supports: Cantilever
Design wind pressure:
P =
34.9
psf
Sign area:
A1=
40.0
sq ft
Eccentricity of applied force:
el =
4.0
ft
Unbraced Length:
Lc=
4.0
ft
... tributary area for each post (e.g. sign+post)
... distance to area centroid (weighted avg hl,h2)
Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table B4.1)
Flanges
Webs
b/t = 18.6 = (b-2*t2)/t1
d/t = 18.6
1.12*V(E/Fy) = 28.1 Flange Compact Limit
2.42*V(E/Fy) = 60.8
1.40*d(E/Fy) = 35.2 Flange Noncompact Limit
5.70*J(E/Fy) = 143.1
Flanges are compact
Webs are compact
(1): Yielding Limit State
This criteria applies to all members, compact and noncompact
Mn = Fy*S
Mn = 555.1 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= 555.1 kip -in
This criteria applies to sections with slender flanges
be = 1.92*tf*J(E/Fy)*[1-0.38/(b/tf)*V(E/Fy)]
be = 6.00 in Effective width of compression flange
Seff= 12.1 in' Effective section modulus (use be)
Mn = Fy*Seff
Mn = 555.1 kip -in
(3): Web Local Buckling Limit State
This criteria applies to sections with noncompact webs
_ (d-2*tl)/t2
Web Compact Limit
Web NonCompact Limit
Mallow= Mn/1.67
Mallow= 332.4 kip -in
Z rf". 1E
Mallow =
N/A
N/A
Page 6
.�w�����(S CALCULATIONS FOR FREESTANDING SIGNS
emyi 1..
Mn = Mp-(Mp-Fy*S)(0.305*h/tw*V(Fy/E)-0.738)
Mn= 555.1 kip -in Mallow = N/A
.Check Member Bending
Allowable Moment: Mn = 332.4. kip -in
Moment in member: Mmax = P*Al*e1
Mmax = 67.0 kip -in
Check Member Deflection:
Allowable Deflection: Aaiiow= 0.60 in
Deflection in member: Amax= P*(A*eA3) / (3*E*I)
Amax' 0.05 in
Minimum of Mallow values above
L/8o
Mmax < Mn ... OK
Amax <Aallow ... OK
Page 7