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easyseals.com
DESIGN CALCULATIONS
FOR
BURGER KING
DIGITAL MENU BOARD
6598 US Hwy 1— Port St Lucie
GENERAL NOTES:
1. Design is in accordance with the Florida Building Code 6th Edition (2017)
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 2015 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 from this design.
1200 N Federal Hwy, #200 I`
Boca Raton, FL 33432 Easy Seals .com
SCANNED
BY
St. Lucie County
Index:
Pg 1 Cover
Pg 2
Wind Loads
Pg 3
Footing Design
Pg4
PrimarySupport(s)
Pg 5
Cast -In Anchors Bolts
run
valid
No.63812 _
Chrrist aliV K G4, RE # 67382
EasySeAl9nnnrrG Auth#31124
File COPY
Page 1
EasySeats CALCULATIONS FOR FREESTANDING SIGNS
eazyseaismm
'/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 atmos. boundary layer
G = 0.85
150 mph
- Exp "C"
Monuments
at grade
W/Ht Ratio 5 0.5
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
L.Z50 ft
± 59.4 psf
Risk Category 1 Structure
ASD Load Combo Coeff: 0.6
N
Y
n
Y
4:
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 Directionality factor
Kzt = 1.0 Topographic factor
Cf = 1.55 Force Coefficient
Width / Height ratio >_ 0.5
Page 2
Fj twsySeals CALCULATIONS FOR FREESTANDING SIGNS
ls essysa
Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P =
Overturning Safety Factor:
4 =
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
I
1.5
... FBC 1807.2.3
24.3
sq ft
... tributary area 1 for each footer (e.g. sign)
3.4
ft
... height of area 1 centroid
4.9
sq ft
... tributaryarea 2 for each footer (e.g. post)
0.7
ft
... height of area 2 centroid
Mn=
P*(A1*h1+A2*h2)
Mn =
2.8
kip-ft
Sq / Rect Footing dimensions:
B =
3 ft
Footing depth:
d =
2 ft
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, 1819.6
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 = 0.97 ft ... = (P)*(Al*hl+A2*h2) / D
qtoe = 2*D/[3*L*(B/2-e))
qtoe = 1228 psf
Resisting moment due to Dead Load: My = D*B/2
My = 4.4
L= 3 ft
Soil cover: ds= 0 ft
... = 100pcf*B*L*ds
... = 150pcf*B*L*d
...=Dr+Ds+of
...reaction below footer at toe
kip-ft
Total Resisting Moment: Mtot = My / ()
Mtot = 2.9 kip-ft
... > B/6
qtoe < Pbrg OK
Mtot >Mn OK
Page 3
lwsySeals CALCULATIONS FOR FREESTANDING SIGNS
... easyseaL5
'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 B3.4
Modulus of Elasticity: E =
29000
ksi
Member Properties
Flange: b = 4
in
Moment of Inertia:
Ix = 6.5 in
Flange Thickness: tf= 3/16"
= 0.175"
Section Modulus:
S= 3.3 in
Web: d = 4
in
Deflection Limit:
Defl = L/ 80
Web Thickness: tw = 3/16"
= 0.175"
End Supports:
Cantilever
Design wind pressure:
P =
32.9 psf
Sign area:
A1=
29.2 sq ft
... tributary area for each post (e.g. sign+post)
Eccentricity of applied force:
e1 =
3.0 ft
... distance to area centroid (weighted avg hl,h2)
Unbraced Length:
Lc =
3.0 ft
Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table 134.1)
Flanges Webs
b/t = 20.9 = (b-2*t2)/tl d/t = 20.9 = (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*J(E/Fy) = 35.2 Flange Noncompact Limit 5.70*V(E/Fy) = 143.1 Web Noncompact Limit
Flanges are compact Webs are compact
(1): Yielding Limit State
This criteria applies to all members, compact and noncompact
Mn = Fy*5 Mallow = Mn / 1.67
Mn = 150.4 kip -in Mallow = 90.0 kip -in
Check Member Bending
Allowable Moment: Mn = 90.0 kip -in Minimum of Mallow values above
Moment in member: Mmax = P*Al*e1
Mmax= 33.9 kip -in
Check Member Deflection:
Allowable Deflection:
Deflection in member:
Darrow= 0.44 in
Amax= P*(A*e"3)/(3*E*I)
Amax= 0.07 In
L/80
Mmax < Mn ... OK
Amax < Aallow ... OK
Page 4
rdr,51PIN, �fwcTklSemis CALCULATIONS FOR FREESTANDING SIGNS
4 easyseatec,m
' Cast -in -Place Concrete Anchor [colts
ACI 318-11, Appendix "D"
Required Strength:
Wind pressure: W= 32.9
psf
Tributary area:
A=
29.2
sgft
Dead load: D = 0
lb
Load eccentricity:
e =
3.0
ft
ASCE 7-10, 2.3.2: U= (1.2)D + (1.0)W
Mu= 4.71
kip-ft ...
= [(1.2)D+(1.0)W]*A*e
Anchor & Concrete Specs:
Concrete:
fc=
2500
psi
Anchor bolt size: 5/8"
da =
0.625 in
nt =
it
threads/in
Anchor material: SAE Grade 2 / A307
futa =
74
ksi
Embedment: hef= 18
in
Edge distance:
ED=
14
in
Qty anchors in group: Q= 2
anchors
Anchor group offset:
a =
8
in
Anchor Strength:
Tension: U <_ 0.75 4) Nn
Steel Strength:
Ase = 7E/4*(da-0.9743/nt)Z
Ase = 0.23 in'
Concrete Breakout:
Anc= [ED+s+1.5*hef]*[ED+1.5*hef]
Anc = 1681 in'
Nb= kc*A*Vfc*hefA1.5
Nb= 91.6 kips
Limit=J6*A*✓fc*hef^(513) = 98.9kips
kc = 24 ...cast -in anchors
X = 1.0 ... normal weight concrete
Concrete breakout strength:
Steel:
Conc, no suppl reinf:
Nsa = Ase*futa
Nsa = 16.7 kips
4)s = 0.75
(�c = 0.70
4)s*Nsa = 12.5 kips
Anco = 9*hefA2
Anco = 2916
in'
Cracked Concrete:
4ic=
1.0
Cast -in anchors:
Wcp =
1.0
Wed=0.7+0.3*ED/(1.5*hef)
Wed=
0.86
No eccentricity between anchors:
Wec =
1.0
Ncb= (Anc/Anco)*Wc*Wcp*Wed*Wec*Nb
Ncb = 45.2 kips dtc*Ncb = 31.6 kips
Concrete Pullout: -
Headed Stud / Bolt: Head diameter: dh = 1 in
Np = 8*Abrg*f'c Abrg = 0.8 in'
Np = 15.7 kips Cracked Concrete: Wc,p = 1.0
Concrete pullout strength: Npn = Wc.p*Np
Npn = 15.7 kips 4)c*Npn = 11.0 kips
Concrete Blowout:
Headed Stud / Bolt: Nsb = 160*ED*dAbrg*X*Vfc
Concrete blowout strength: Nsb = 99.3 kips (bc*Nsb = 69.5 kips
Critical Anchor Strength:
(�Nn= min((�s*Nsa,(�c*Ncb,(�c*Npn,4)c*Nsb) o�Nn= 11.0 kips
(�Mn = Q*4)Nn*a
4)Mn = 14.7 kip-ft Mu < 0.75 (� Mn 4.71 kip-ft < 11.0 kip-ft OK
Page 5
:s
LLasy Seals
a
.� easyseals.com
DESIGN CALCULATIONS
FOR
BURGER ICING
DIGITAL MENU BOARD
6598 US Hwy 1— Port St Lucie
1. Design is in accordance with the Florida Building Code 6th Edition (2017)
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
Index:
specified herein and/or in accompanying engineering drawings. The
Pg 1 Cover
existing host structure (if any) is assumed to be in good condition,
Pg 2 Wind Loads
capable of supporting the loaded system, subject to building department
Pg 3 Footing Design
approval. No warranty, either expressed or implied, is contained herein.
Pg 4 Primary Support(s)
4. System components shall be as noted herein. All references to named
Pg 5 Cast -in Anchors Bolts
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 tur'
Y Engi�,et: si�r�t��r (�+p�hc�sealvalid
required or a separate site -specific engineering evaluation performed. ..`. Y ag'd.{ t .
6. Aluminum components in contact with steel or embedded in concrete ` �` F l�
`:
shall be protected as prescribed in the 2015 Aluminum Design Manual, N®. 67 82
Part 1-A. Steel components in contact with, but not encased in, concrete -0c
shall be coated, painted, or otherwise protected against corrosion. =
7. Engineer seal affixed hereto validates structural design as shown only. '. o azz
CTAT%E*
V29 8' .
� �
Use of this specification by contractor, et. Al, indemnifies and saves Chi?Sia 4: 67382
harmless this engineer for all costs & damages including legal fees & 1•., L ,,,
apeliate fees resulting from deviation from this design. Easy Sea19.i,ittoaYt Auth #31124
N Federal Hwy, #200 Easy Seals .com Page i
Bacaoca Raton, FL 33432
„� Easyseals CALCULATIONS FOR FREESTANDING SIGNS
eazysealsmm
ASCE 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 atmos. boundary layer
G = 0.85
1S0 mph
-
Exp "C"
Monuments at grade
W/Ht Ratio 5 0.5
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
Risk Category 1 Structure
ASD Load Combo Coeff: 0.6
N
Y
u
Y q=
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 Directionolityfactor
Kzt = 1.0 Topographic factor
Cf = 1.55 Force Coefficient
...Width/Height ratio >_0.5
Page 2
-Edsyr.Sea(S CALCULATIONS FOR FREESTANDING SIGNS
anyuvl
Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P =
Overturning Safety Factor:
4 =
Sign area 1:
Al =
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
24.3
sq ft
... tributary area 1 for each footer (e.g. sign)
3.4
ft
... height of area 1 centroid
4.9
sq ft
... tributaryarea 2 for each footer (e.g. post)
0.7
ft
... height of area 2 centroid
Mn =
P*(A1*hl+A2*h2)
Mn =
2.8
kip-ft
Sq / Rect Footing dimensions:
B =
3
ft
L =
Footing depth:
d =
2
ft
Soil cover:
Superstructure weight:
Dr =
200
lb
Soil cover weight:
Ds =
0
lb
...= 1oopcf*B*L*ds
Footing weight:
Df=
2700
lb
... = 150pcf*B*L*d
Total weight:
D=
2900
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 Vertical Soil Bearing Pressures
e = 0.97 ft ... = (P)*(A1*h1+A2*h2) / D
gtoe= 2*D/[3*L*(B/2-e)) ... reaction belowfooter attoe
qtoe = 1228 psf
Resisting moment due to Dead Load: My = D*B/2
My = 4.4 kip-ft
Total Resisting Moment: Mtot = My / 4
Mot = 2.9 kip-ft
3 ft
ds = 0 ft
... > B/6
qtoe < Pbrg OK
Mtot>Mn OK
Page 3
ter'EasySea1s CALCULATIONS FOR FREESTANDING SIGNS
auysa�lsmm
*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 e3.4
Modulus of Elasticity: E =
29000
ksi
Member Properties
Flange: b = 4 in
Moment of Inertia:
Ix = 6.5 in"
Flange Thickness: tf= 3/16" =
0.175"
Section Modulus:
S = 3.3 in'
Web: d = 4 in
Deflection Limit:
Defl = L / 80
Web Thickness: tw = 3/16" =
0.175"
End Supports:
Cantilever
Design wind pressure:
P =
32.9 psf
Sign area:
A1=
29.2 sq ft
... tributary area for each post (e.g. sign+post)
Eccentricity of applied force:
e1 =
3.0 ft
... distance to area centroid (weighted avg hl,h2)
Unbraced Length:
Lc =
3.0 ft
Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table 134.1)
Flanges Webs
b/t = 20.9 = (b-2*t2)/tl d/t = 20.9 = (d-2*tl)/t2
1.12*J(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 compact Webs are compact
(1): Yielding Limit State
This criteria applies to all members, compact and noncompact
Mn= Fy*S Mallow= Mn/1.67
Mn= 150.4 kip -in Mallow = 90.0 kip -in
Check Member Bending
Allowable Moment: MIn = 90.0 kip -in Minimum of Mallow values above
Moment in member: Mmax = P*A1*e1
Mmax = 33.9 kip -in
Check Member Deflection:
Allowable Deflection: Aaliow= 0.44 in L/so
Deflection in member: Ama.= P*(A*eA3)/(3*E*I)
Omax = 0.07 in
Mmax < Mn ... OK
Amax <Aallow ... OK
Page 4
'r(� . Eas Seals
y.� � c sysrzis.wm
CALCULATIONS FOR FREESTANDING SIGNS
' Cast -in -Place Concrete Anchor Bolts
ACI 318-11, Appendix "D"
Required Strength:
Wind pressure: W = 32.9 psf
Tributary area:
A =
29.2
sqft
Dead load: D = 0 lb
Load eccentricity:
e =
3.0
ft
ASCE 7-10, 2.3.2: U = (1.2)D + (1.0)W
Mu = 4.71
kip-ft ...
_ [(1.2)D+(1.0)W]*A*e
Anchor & Concrete Specs:
Concrete:
fc=
2500
psi
Anchor bolt size: 5/8" da =
0.625 in
nt =
11
threads/in
Anchor material: SAE Grade 2 / A307
futa =
74
ksi
Embedment: hef = 18 in
Edge distance:
ED =
14
in
Qty anchors in group: Q= 2 anchors
Anchor group offset:
a =
8
in
Anchor Strength:
Tension: U < 0.75 (� Nn
Steel Strength:
Ase = ri/4*(da-0.9743/nt)1
Ase = 0.23 in'
Concrete Breakout:
Anc= [ED+s+1.5*hef]*[ED+1.5*hef)
Anc = 1681 in'
Nb = kc*X*Jfc*hefA1.5
Nb = 91.6 kips
Limit=16*A*i/fc*nef^(513) = 98.9kips
kc = 24 ...cast -in anchors
X = 1.0 ... normal weight concrete
Concrete breakout strength:
Steel:
Conc, no suppl reinf:
Nsa = Ase*futa
Nsa = 16.7 kips
(�s = 0.75
# = 0.70
cl�s*Nsa = 12.5 kips
Anco = 9*hefA2
Anco = 2916 in'
Cracked Concrete:
We =
1.0
Cast -in anchors:
Wcp =
1.0
4jed=0.7+0.3*ED/(1.5*hef)
Wed=
0.86
No eccentricity between anchors:
Wec =
1.0
Ncb= (Anc/Anco)*Wc*Wcp*Wed*Wec*Nb
Ncb = 45.2 kips 4)c*Ncb = 31.6 kips
Concrete Pullout:
Headed Stud / Bolt: Head diameter: dh =
Np = 8*Abrg*f'c Abrg =
Np = 15.7 kips Cracked Concrete: Wc,p =
Concrete pullout strength: Non = Wc.p*Np
Npn = 15.7
Concrete Blowout:
Headed Stud / Bolt: Nsb = 160*ED*dAbrg*X*Vfc
Concrete blowout strength: Nsb = 99.3 kips
Critical Anchor Strength:
4)Nn= min(4)s*Nsa4c*Ncb,4)c*Npn,�c*Nsb) cl�Nn=
1 in
0.8 in
1.0
kips 4)c*Npn = 11.0 kips
4)c*Nsb = 69.5 kips
11.0 kips
(�Mn = Q*(�Nn*a
4)Mn = 14.7 kip-ft Mu 5 0.75 (� Mn 4.71 kip-ft < 11.0 kip-ft OK
Page 5