SGN-19-402 (2)I
PROJECT: MONUMENT SIGN
CLIENT: USA SIGNS
n eased on
INPUT DATA
Exposure category (B, C or D)
Importance factor, 1.0 only, (Table 1.5-2)
Basic wind speed (ASCE 7 26.5.1)
Topographic factor (26.8 8 Table 26.8-1)
Height of top
Vertical dimension (for wall, s = h)
Horizontal dimension
Dimension of return corner
DESIGN SUMMARY
Max horizontal wind pressure
Max total horizontal force at centroid of base
Max bending moment at centroid of base
Max torsion at centroid of base
ANALYSIS
Velocity oressur
PAGE: 1OF1
DESIGN BY: AG
Iw 1.00
V = 175 mph, (281.63 kph) I J
KA = 1 Flat F` o a y won
h = 26 R, (7.92 m) ; 5.0 sw^ I L
s = 16 R, (4.88 m)
B = 8 ft, (2.44 m) i4
L, = 2 ft, (0.61 m)
M
P=
F =
M=
T
92 pst,, (4425 NIM2)
11.83 kips, (53 kN)
212.94 ft-kips, (289 kN-m)
18.93 ft-kips, (26 kN-m)
qh = 0.00256 Kh K:t Kd Ke Vz = 63.17
psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268),
Kh - velocity pressure exposure coefficient evaluated at height, h, (Tab. 26AG-1, pe 268)
Kd = wind directionality factor. (Tab. 26.6-1, page 266)
h = height of top
Wind Force Case A: resultant force though the geometric center (Sec. 29.3.1)
p=ghGC1=
92
psi
F = p A,
= 11.83
kips
M = F (h - 0.5s) for sign, F (0.55h) for wall
212.94
ft-kips
T =
= 0.00
ft-kips
where: G = gust effect factor. (Sec. 26.9)
Cf = net force coefficient. (Fig. 29.3-1, page 323)
As=Bs
Wind Force Case B: resultant force at 0.2 B offset of the geometric
center (Sec.
29.3.1)
p = Case A
= 92
psf
F = Case A
11.83
kips
M = Case A
212.94
ft-kips
T = 0.2 F B
= 18.93
ft-kips
Wind Force Case C: resultant force different at each region
(Sec. 29.4.1)
- GC
s'
�t
K. = 1.00 , (Tab. 26.9-1 page 268)
0.95
0.85
26.00 ft
0.85
1.72
128.0 ft2
p_ gh 1 c.once s s s s
F=Epk 1 1 1 1 _
M = E [ F (h - 0.5s) for sign, F (0.55h) for wall j
T = E T, IIIIIII h,
Distance
C1
PI
A a
Fi
Mi
TI
(ft)
(Fig.29.3.1)
(psf)
(ft)
(kips)
(ft-kips)
(ft-kips)
8.0
2.250
121
128
15.47
278.37
0.00
8.0
1.500
81
0
0.00
0.00
0.00
E
15.47
278.37
0.00
STRUCTURAL r�Y VICW
APPROVED
�.
%
Q:
* : No. 52742
,o STATE OF
c== Case C may not be'e9r( mo, Aztrdtq��f'-ig.-6�20\\�
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PROJECT: MONUMENT SIGN. LOWER POST
CLIENT: USA SIGNS
JOB NO.: DATE : 12)
Sign Design Based on
INPUT DATA 6 DESIGN SUMMARY
COLUMN SECTION (Tube, Pipe, or WF)
HSS14X0.375
Pipe
COLUMN YIELD STRESS
Fy =
42
ksi, (290 MPa)
DIMENSIONS
L =
8
ft, (2.4 m)
HS =
16
ft, (4.9 m)
H C =
10
it, (3.0 m)
SIGN GRAVITY LOAD ( Ibs / ft2)
D =
0.5
psf, ( 24
N/m2)
SIGN LATERAL LOAD ( Ibs / ft2)
W =
55
psf, ( 2634
N/m2), ASD
COLUMN LATERAL LOAD ( plf)
F=
55
pff, (802 N/m), ASD
DIAMETER OF POLE FOOTING
b =
5
ft, (1.5 m)
ALLOW SOIL PRESSURE
Qa =
2
ksf, ( 96
kN/m2)
LATERAL SOIL CAPACITY
PP =
0.5
ksf /ft, ( 78
kN/m3)
RESTRAINED @ GRADE ?(1=yes,0=no)
0
No
Use 5 It dia x 6.43 It deep footing unrestrained @ ground level
THE DESIGN IS ADEQUATE.
PAGE: 1OF1
DESIGN BY: AG
REVIEW BY: AR
L
r
W
AF
s
ANALYSIS
CHECK COMBINED COMPRESSION AND BENDING CAPACITY OF COLUMN (AISC 360 H1)
P`+8 +Mrvfor P'z0.2
Pc 9(�Lr,
Mcx Mcy Pc
= 1.23 < 4/3 [Satisfactory]
P' 4m, +Mry for P' <0.2
2PcMcx Mcy Pc
Where P, = 0.26
kips
M,,, = 129.47
ft-kips, at bottom of column
My = 38.841
ft-kips,
30% M,,, used
Pc = Pn / dlc =
225
/ 1.67 = 134.72 kips, (AISC 360 Chapter E)
> P, (Satisfactory]
Mc = Mn / ab =
227.85
/ 1.67 = 136.44 ft-kips, (AISC 360 Chapter F)
> 3/4 M,x [Satisfactory]
Mcy = Mn / 12b =
227.85
/ 1.67 - 136.44 ft-kips, (AISC 360 Chapter F)
> 314 Mry [Satisfactory]
DESIGN POLE FOOTING (IBC/CBC 1807.3)
By trials, use pole depth, d = 6,435 ft
Lateral bearing @ bottom, S3 = 2 Pp Mind, 12') = 6.43
Lateral bearing@ d/3,S, =2Pp Min(d13, 12')= 2.14
Require Depth is given by I
2 C1 + 1+ 4. A h for nonconstrained
d= _
4.25Ph
for constrained
bS3
Where P= Vn x = 7.59 kips
A= 2.34P/(bS1)= 1.65
h = Mmax / V max = 17.06 ft
CHECK VERTICAL SOIL BEARING CAPACITY (ACI 318 13.3.1.1)
ksf
ksf
b14 —
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`���:•�,y� E N S E' •• ���
��• No, 52742
S7 T OF
Ptop
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6.435 ft [Satisfactory]
9soij = (D HS L + col wt) / (ir b214) = 0.01 ksf, (net weight of pole footing included.)
< Qa [Satisfactory]
9
PROJECT: MONUMENT SIGN. TOP POST (ONLY FOR PIPE CALCULATIONS)
CLIENT : USA SIGNS
on
DATA & DESIGN SUMMARY
IN SECTION (Tube, Pipe, or WF)
IN YIELD STRESS
GRAVITY LOAD ( Ibs / fe )
LATERAL LOAD ( Ibs / ft2 )
MN LATERAL LOAD (pif )
=TER OF POLE FOOTING
N SOIL PRESSURE
3AL SOIL CAPACITY
RAINED @ GRADE ?(1=yes,0=no)
PAGE: 1 OF 1
DESIGN BY: AG
REVIEW BY: AR
L
HSS6X0.250
Pipe
Fy -
42
ksi, (290 MPa)
L -
8
ft (2.4 m)
HS -
8
R, (2.4 m)
W
HC -
0
ft, (0.0 m)
_
D =
0.5
psf, ( 24
N/m 2)
W =
55
psf, ( 2634
Wm 2), ASD
F=
0
pH, (0 NI m), ASD
b =
3
ft, (0.9 m)
F
U
Qe =
2
ksf, ( 96
kWm2)
_
PP -
0.266
ksf/ft, ( 42
kN/m3)
0
No
Use 3 ft dia x 5.31 ft deep footing unrestrained @ ground level
THE DESIGN IS ADEQUATE.
YSIS
K COMBINED COMPRESSION AND BENDING CAPACITY OF COLUMN (AISC 360 111)
Pr+8 Prz+M ry for P►>_0.2
8
Pc 9 M cx M cy Pc = 1.13 < 4/3 [Satisfactory]
Pr + ` ,+M for Pr <0.2
2P� MCx MCy PC
Where Pr = 0.05
kips
Mrx - 14.08
ft-kips, at bottom of column
Mry - 4.224
ft4dps,
301/o
Mx used
Pc = Pn / nc =
103
/ 1.67 -
61.67 kips, (AISC 360 Chapter E)
> Pr [Satisfactory]
Mcx = Mn / Slb =
27.125
/ 1.67 -
16.243 ft-kips, (AISC 360 Chapter F)
> 3/4 Mrx [Satisfactory]
Mcy - Mn / !lb -
27.125
/ 1.67 -
16.243 ft-kips, (AISC 360 Chapter F)
> 314 Mry [Satisfactory]
DESIGN POLE FOOTING (IBC/CBC 1807.3)
By trials, use pole depth, d = 5.308 ft
Lateral bearing @ bottom, S3 -2 Pp Min(d, 12') = 2.82 ksf
Lateral bearing @ d / 3, S I = 2 P p Min d / 3, 12') = 0.94 ksf
Require Depth is given by l
2 1
1+ 1+4.3 hl for nonconstrained
d = = 5.308 ft
4.25Ph for constrained
bS3
Where P- V"" = 3.52 kips
A= 2.34PI(bS1)- 2.91
h = Mmax / V max = 4.00 ft
120%j
`��ttu I l l l r rrttt���
•�``��OR� RA
.•\E'EN
�'� • No. 52742
STATE OF
[Satisfactory]
VERTICAL SOIL BEARING CAPACITY (ACI 318 13.3.1.1)
gsou - (D Hs L + col wt) /(z b2/4) - 0.01 ksf, (net weight of pole footing included.)
< Qe [Satisfactory]
LL AN
SCOPE OF WORK: REMOVE EXISTING & INSTALL NEW D/S ILLUMINATED DETACHED SIGN
-u0As
REGULAR
IIIIII'�
Cl II i I�
PLUS i� . o i
PREMIUM H i i+
IIIi�I
i_I. [I ❑
-uGAi _
REGULAR
II_I
0.uu
PREMIUM
1.0ii
1 I
9111111111111111111
v
URBIETA OIL (U GAS) CONTRACT 402 12186 7230 N'VV 46th St.. Miami, FL 33166
8700 BISCAYNE BLVD TYPE OF SIGN: DIS ILLUMINATED DETACHED SIGN SIGNAT LITE LIC. # ER13015158 -# 15E000431
MIAMI SHORES, FL 33138 DATE: 12.03.2018 c u
DESIGN FABRICATION ON L LOCAL
'
ACCORDING TO ALL LOCAL I
STATES N-ONAL
CODE REOU—MENTS.
— —,i A NEC 1.11
USA 7230 NW 461h St., Miami. FL 33166
SIGNS., PH. 305A70.2333 t. 305.470.2320
A Sy o44 NK_
�s++Estcu vwrn•1 cwsaNi �.-„c,.«,...._ •...,••..• w,.•..••.
NORTH & SOUTH ELEVATION
EI OUTDOOR SIGNS
SIGN PLAN #02 12188
SIDE
FRONT
OVER 2112"x2112"x1!4"
STEEL ANGLE FRAMING
(PLACE ONE ANGLE IN THE MIDDLE OF
THE CANTILEVER JOINING BOTH ANGLES).
1/4" WELDED CABINET
TO POLE (TOP & MIDDLE)
PAN FACE AL. 3/16" W/VINYL GRAPHICS
100W/60HZ LED POWER SUPPLY
06" x 1/4" STEEL TOP POLE
LED MODULES - 12V SECONDARY
1 1/2" x 1 1/2" x 1/8" STEEL
ANGLE @ MAX 22"
FLAT FACE AL. 3/16" WI VINYL GRAPHICS
TOP CABINET
FLAT FACE AL. 3/16" W/ VINYL GRAPHICS
DAKTRONICS FL-3000-24-R-D1
1/2'. STEEL PLATE
_ ` '
LED PETROLEUM PRICE DISPLAY
WELDED TO BOTH PIPES
(SPECS: ATTACHED)
1/4" WELDED CABINET
FLAT FACE AL. 3/16" W/ VINYL GRAPHICS
TO POLE (MIDDLE & BOTTOM)
q
2'-0"MIN. INSERTION
LOWER CABINET
1 1/2" ALUMINUM T-BARS
#10 x 1" SELF SCREW
TO SECURE
lo ,
DAKTRONICS: FL-3000-24-R-D1
LED PETROLEUM PRICE DISPLAY
(SPECS: ATTACHED)
1/4" WELDED CABINET
TO POLE ue, i�,, , : _.. = _ ----
1 1/2" x 1 1/2" x 1/8" ALUMINUM
RETAINERS TO SECURE FACES
014" x 3/8" STEEL LOWER POLE
GROUND
- Minimum soil bearing
capacity: 2000 psf
- Minimum strength of
concrete: 3000 psi
014" x 3/8" STEEL LOWER POLE (PAINT COLOR: RED)
DISCONNECT SWITCH INSIDE
4"x2"WEATHERPROOF
ELECTRICAL BOX
GROUND
TO PRIMARY LINE
(BY OTHERS)
New footing
DESIGN CALCULATION:
Checking vertical angles: frontal wind:
Wind load=8'x8'x55 psf = 3 520 lb
Bending moment:
B.= 3 520 lb / 2 x 96"/8 = 21 120 in lb
Sx needed = 21 120 in lb / 18 000 In/in2
Sx needed = 1.17 in3
Sx for angle 1'/zx1'/2x'/4" = 0.13 in3 « 1.17 in3 NO
Checking vertical angles working together:
Bending moment:
Wind load=3.42'x5.83'x43 psf = 857 lb
Bm= 3 520 lb / 2 x 96"/8 = 21 120 in lb
Sx needed = 21 120 in lb / 12 000 In/in2
Sx needed = 1.76 in3
Sx for angle 1'/2x1'/2x'/4" = 0.13 in3 « 1.76 in3
Area for angle 1'/2x1'/Zx'/<" = 0.68 in2
Sx for combined angles = 2x0.13in3 + 0.68 (in2)x23"
Sx equiv. = 15.9 in3 > 1.76 in3 OK
Maximum separation distance between union profiles:
L= 0.44"x50 = 22"
Checking vertical angles: lateral wind:
Wind load=8'x2'x55 psf = 880 lb
Bending moment:
Bm= 880 lb / 2 x 96"/8 = 5 280 in lb
Sx needed = 5 280 in lb ! 18 000 In/in2
Sx needed = 0.293 in3
Sx for angle 2'/zx2'/2x'/4" = 0.39 in3 > 0.293 in3 OK
Checking Al. face. Max. height :
Wind load=l'x3.5'x55 psf = 193 lb
Bending moment:
Bm= 193 lb x 42"/8 = 1 011 in lb
Sx needed = 1 010 in -lb / 18 000 In/in2
Sx needed = 0.056 in3
Sx for Al sheet 3/16" = 0.069 in3 > 0.056 in3 OK
Checking horizontal structure:
Bending moment:
Wind load=4'x(3.3'/2 + 2.6'/2)'x55 psf = 649 lb
B.= 649 lb x 472 = 1 298 ft-lb = 15 576 in -lb
Sx needed = 15 576 in -lb / 12 000 In/in2
Sx needed = 1.298 in3
Sx for angle 2x2xl/8" = 0.13 in3 < 1.3 in3
Area for angle 1'/zx1'/zx'/4" = 0.48 in2
Sx for combined angles = 2x0.13in3 + 0.48 in2x11"
Sx equiv. = 5.54 in3 > 1.3 in3 OK
Maximum separation distance between union profiles:
L= 0.62"x50 = 31"
Use: 24" (place in the middle of the cantilever)
ELECTRICAL INFORMATION
ALL ELECTRICAL WIRING AND INSTALLATION
SHALL COMPLY WITH CURRENT FBC 2017 & NEC 2014
ALL COMPONENTS APPROVED BY NRTL
(SEE DATA SHEET ATTACHED)
SIGN GROUNDED & BONDING ACCORDING TO NEC 250.4
GENERAL GROUNDING & BONDING
(02) U.L. POWER SUPPLY 100 W112V
120V W #12 THWN WIRE CONNECTION TO POWER
GFCI PROTECTION REQUIRED FOR SECONDARY
AS PER NEC 600.23 (B)
ALL METAL PAINTED - NON CORROSIVE FINISH
(01) 20 AMP DISCONNECT SWITCH - NEC 600.5 (A)(1)(2)
(01) COMBINATION OF PHOTOCELL AND TIMER
OR ASTRONOMICAL TIMER FBC 2017 (BY OTHERS)
(01) 20 AMPS CIRCUIT WIBREAKER #6 - EXISTING (CABINET)
FOR WIND LOAD SEE PAG 1
FOR LOWER POSTAND FOOTING SEE PAG 2
FOR TOP POST SEE PAG 3 Engineer:
ALEJANDRO RAMIREZ PE
10464 SW 114 ch Terrace
MIAMI. FL.33176
Ph: 786 768 6307
LICENSE No:52742
X120v
- 277 v
Scope of work: GENERAL STRUCTURAL NOTES:
1. Design is based on 175 mph 3 seconds gust design wind speed per
Installation of new FBC 2017 6th Edition. Exposure C.
illuminated
sign in new footing.
gn�in ed monument 2 Reference Specifications, Codes and Standcrs: FBC 2017 6th Edition
si
/ ASCE 318-1 1 / AISC 360-10/16 / ACI - 318 - 11 / NEC 2014.