HomeMy WebLinkAboutAPPROVED, Corrected Plans R21
MBI
36'-0'
FRONT ELEVATION PROPOSED BILLBOARD
SCALE: N.T.S. 1
MBI COMPANIES INC.
299 N. VVEISGARBER RD.
KNOXVILLE, TN 37919
PHONE 865.584.0999
SIGN-ENGINEER.COM
PROJECT:
MILE MARKER 135, 1-95, FORT PIERCE, FL
DRAWING TITLE:
BILLBOARD AND
CONNECTION TO POLE
BY AD GRAPHICS
18" 0 x 0.375" WALL STEEL
TORSION PIPE (50 KSI)
CALCULATIONS INCLUDE THE FOLLOWING CONSIDERATIONS
AS OUTLINED IN THE 2020 FLORIDA BUILDING CODE (7th ED.) :
CHAPTER 16-LOADS AND FORCES
CHAPTER 17-SPECIAL INSPECTIONS
CHAPTER 18- SOILS AND FOUNDATIONS
CHAPTER19-CONCRETE
CHAPTER 20-ALUMINUM
CHAPTER 21-MASONRY
CHAPTER 22-STEEL
CHAPTER 23-WOOD
*ALL SIGNS SHALL BE COMPLIANT WITH CURRENT NEC CODES*
GRADE
--777-
10
AF
18'-6" SQUARE
SPREAD FOUNDATION FRONT VIEW „
SCALE: N.T.S. 2
NOTE:
MAXIMUM WATTAGE (FULL POWER; PURE WHITE)
* 8,971 WATTS AT FULL BRIGHTNESS
* 2,781 AVG RUNNING WATTS
ELECTRICAL POWER REQUIREMENTS
* 81.6A PER LEG @ 120 V SINGLE PHASE
** 3 WIRE - 1 LIVE, 1 GROUND, 1 NEUTRAL
* 40.8A PER LEG @ 120/240 V SPLIT PHASE
** 4 WIRE - 2 LIVE, 1 GROUND, 1 NEUTRAL
* 27.2A PER LEG @ 120/208 V THREE PHASE
** 5 WIRE - 3 LIVE, 1 GROUND, 1 NEUTRAL
10'-6" x 36' DIGITAL BILLBOARD
SPREAD FOUNDATION
REQUIRED REINFORCEMENT
#8 BAR @ 12" O.C. MAX.
EACH WAY T+B
#5 BAR VERT. AS REQ'D TO
HOLD REBAR MATS IN PLACE
DRAWN BY: I CHECKED BY: COMM. NO.
DEW FCM 1 210231.001
CORP. LIC. # F02000002650
BUS. LIC. # AA26000828
ENG. C.O.A. # 29794
NOTES
1.) SEE MANUFACTURERS DRAWINGS FOR
ADDITIONAL DETAILS AND DIMENSIONS.
2.) SIGN CABINET AND CONNECTION
BY AD GRAPHICS.
* CLIENT - AD GRAPHICS
* 2020 FLORIDA BUILDING CODE 7TH ED.
* RISK CATEGORY II
* 160 MPH WIND SPEED, EXP. C
* (1) POLE, (1) FOOTING
THIS ITEM HAS BEEN ELECTRONICALLY
SIGNED AND SEALED BY DARREN S. ANTLE,
P.E. USING A DIGITAL SIGNATURE AND DATE.
PRINTED COPIES OF THIS DOCUMENT ARE
NOT CONSIDERED SIGNED AND SEALED AND
THE SIGNATURE MUST BE VERIFIED ON ANY
ELECTRONIC COPIES.
Darren
S. Antli
DATE:
03/04/21
DRAWING NO
DWG.
REV #
DATE
DRAWN BY
1
08/04/21
DEW
REV #2
08/24/21
DSA
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P.E. LIC # 76813
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CALCULATIONS INCLUDE THE FOLLOWING CONSIDERATIONS
AS OUTLINED IN THE 2020 FLORIDA BUILDING CODE (7th ED.) :
CHAPTER 16-LOADS AND FORCES
CHAPTER 17-SPECIAL INSPECTIONS
CHAPTER 18- SOILS AND FOUNDATIONS
CHAPTER19-CONCRETE
CHAPTER 20-ALUMINUM
CHAPTER 21-MASONRY
CHAPTER 22-STEEL
CHAPTER 23-WOOD
*ALL SIGNS SHALL BE COMPLIANT WITH CURRENT NEC CODES*
TRANSITION PLATE SHOWN
36-0„ FOR ORIENTATION
CATWALK BY
OTHERS, TYP.
SEE DETAIL 3
\-- W10x12 UPRIGHT, TYP.
18" 0 x 0.375" WALL STEEL
TORSION PIPE (50 KSI)
LED DISPLAY BY OTHERS
—11
TOP VIEW SECTION i
SCALE: N.T.S.
39"x39"04" THICK
STABILIZER PLATE
W27X84 WRAP BEAM
(41" LONG)
91TAL BILLBOARD GUSSET DETAIL 7, DWG 3
OTHERS I
1 /4"
TYPICAL MOUNTING NP' 1/4"
SHUTTLE BY OTHERS
:LF BRACKET
DETAIL 3, DWG 3
TYPICAL LED DISPLAY SUPPORT DETAIL d
SCALE: N.T.S. _
MBI COMPANIES INC.
299 N. VVEISGARBER RD.
MBI KNOXVILLE, TN 37919
PHONE 865.584.0999
SIGN-ENGINEER.COM
UPPER CATWAL
BY OTHER
SEE DETAIL
W12x26 (30" LO
LOWER CATWAL
BY OTHER
* CLIENT - AD GRAPHICS
* 2020 FLORIDA BUILDING CODE 7TH ED.
* RISK CATEGORY II
* 160 MPH WIND SPEED, EXP. C
* (1) POLE, (1) FOOTING
SEE DETAIL 5, DWG 3
W10x12 UPRIGHT, TYP.
1
SEE DETAIL 4
375" WALL STEEL
I uHtimN PIPE (50 KSI)
TORSION TUBE/CATWALK SECTION „
SCALE: N.T.S.
18" 0 x 0.375" WALL STEEL
TORSION PIPE (50 KSI)
GUSSET DETAIL 6, DWG 3
PLATE TO PIPE 5/16" 5/16"
TRANSITION CONNECTION DETAIL F
SCALE: N.T.S. v
PROJECT:
MILE MARKER 135, 1-95, FORT PIERCE, FL
DRAWING TITLE:
10'-6" x 36' DIGITAL BILLBOARD
GUSSET TO PLATE
GUSSET TO PIPE
z
w
O
PLATE TO PIPE
NOTES
1.) SEE MANUFACTURERS DRAWINGS FOR
ADDITIONAL DETAILS AND DIMENSIONS.
2.) SIGN CABINET AND CONNECTION
BY AD GRAPHICS.
I4X13, TYP.
2" 0 A325 BOLTS
REQ'D. PER CONNECTION, TYP.)
110x12 UPRIGHT, TYP.
LED DISPLAY BY OTHERS
TYPICAL MOUNTING
SHUTTLE BY OTHERS
UPRIGHT CONNECTION DETAIL „
SCALE: N.T.S. v
V 31-011 V
TYPICAL TRANSITION MATCH PLATE (2 REQ'D.)
SCALE: N.T.S. v
DRAWN BY: I CHECKED BY: COMM. NO.
DEW FCM 1 210231.001
CORP. LIC. # F02000002650
BUS. LIC. # AA26000828
ENG. C.O.A. # 29794
DATE:
03/04/21
DRAWING NO
DWG.
^
L
REV #
DATE
DRAWN BY
1
08/04/21
DEW
REV #2
08/24/21
DSA
36"x36"xi " TRANSITION
PLATE (2 REQ'D.)
24" 0 x 0.500" WALL STEEL PIPE
(50 KSI)
TORSION TUBE SHOWN
FOR ORIENTATION
GUSSET DETAIL 6, DWG 3
1 1 /8" 0 HOLE
FOR 1" 0
A325 BOLT
(12 PLCS.)
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P.E. LIC # 76813
5/8"
1
C
C
4 1 /2"x4 1 /2"x3/8"
PLATE
1 /2" 0 A325 BOLTS
(2 REQ'D. PER
CONNECTION, TYP.)
C-C
W10x12 UPRIGHT, TYP
LOWER CATWALK SUPPORT DETAIL 1
SCALE: N.T.S.
CALCULATIONS INCLUDE THE FOLLOWING CONSIDERATIONS
AS OUTLINED IN THE 2020 FLORIDA BUILDING CODE (7th ED.) :
CHAPTER 16-LOADS AND FORCES
CHAPTER 17-SPECIAL INSPECTIONS
CHAPTER 18- SOILS AND FOUNDATIONS
CHAPTER19-CONCRETE
CHAPTER 20-ALUMINUM
CHAPTER 21-MASONRY
CHAPTER 22-STEEL
CHAPTER 23-WOOD
*ALL SIGNS SHALL BE COMPLIANT WITH CURRENT NEC CODES*
ao
LO
W10x12 UPRIGHT, TYP.
- 1 /4"
1 /4"
11109
W12x26, TYP.
3/8" PLATE
C-C
3"x3"x1/2"x5" LONG
STEEL ANGLE
3/8" PLATE
W10x12 UPRIGHT, TYP
W12x26, TYP.
1/2" 0 A325 BOLTS
(4 REQ'D. PER CONNECTION, TYP.)
HORIZONTAL BEAM CONNECTION DETAIL
SCALE: N.T.S.
W 12x26
1/2" THICK WEB
STIFFENING PLATE, TYP.
LOWER BEAM CONNECTION DETAIL (SIDE VIEW) ,,
SCALE: N.T.S. \.Toj
MBI
MBI COMPANIES INC.
299 N. VVEISGARBER RD.
KNOXVILLE, TN 37919
PHONE 865.584.0999
SIGN-ENGINEER.COM
NOTE:
CUT HOLE IN SADDLE BEAM,
SLEEVE TORSION TUBE THROUGH
AND WELD ALL AROUND
3111 V-8"
r- LO
8 1 /8"
1'-1 "
�i�
NOTES
1.) SEE MANUFACTURERS DRAWINGS FOR
ADDITIONAL DETAILS AND DIMENSIONS.
2.) SIGN CABINET AND CONNECTION
BY AD GRAPHICS.
5/8" THICK STEEL * CLIENT - AD GRAPHICS
PLATE, TYP. * 2020 FLORIDA BUILDING CODE 7TH ED.
* RISK CATEGORY II
* 160 MPH WIND SPEED, EXP. C
* (1) POLE, (1) FOOTING
4 1/2"
TYR 5/8" THICK STEEL
PLATE, TYP.
O O
9/16" 0 HOLE
'— `O FOR 1/2" 0
A325 BOLT
Q (4 PLCS.)
3/16"
TYPICAL SHELF BRACKET DETAIL
SCALE: N.T.S. v
3/4"0 A325 BOLTS
(8 REQ'D. PER CONNECTION, TYP.)
TYP.
1/4" + � W12X26 (30" LONG)
114" 18" 0 x 0.375" WALL STEEL
TORSION PIPE (42 KSI)
SADDLE CONNECTION DETAIL
SCALE: N.T.S. v
PROJECT:
MILE MARKER 135, 1-95, FORT PIERCE, FL
DRAWING TITLE:
10'-6" x 36' DIGITAL BILLBOARD
3/8" CHAMFEI
GUSSET DETAIL
SCALE: N.T.S. v
DRAWN BY: I CHECKED BY: COMM. NO.
DEW FCM 1 210231.001
CORP. LIC. # F02000002650
BUS. LIC. # AA26000828
ENG. C.O.A. # 29794
GUSSET
25 7/16"x4"x3/4"
SET
3/8"A "
1 1/2" CHAMP
GUSSET DETAIL
SCALE: N.T.S.
DATE:
03/04/21
DRAWING NO
DWG.
3
REV #
DATE
DRAWN BY
1
08/04/21
DEW
REV #2
08/24/21
DSA
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P.E. LIC # 76813
GPI IC.P Nlr)TF.q-
1. THIS SPLICE CONNECTION IS A CRITICAL
COMPONENT OF THE STRUCTURE. CARE SHOULD
BE TAKEN IN FIT UP, WELDING, AND INSTALLATION
2. WELD = COLUMN WALL THICKNESS (U.N.O.)
MINIMUM WELD SIZE IS DEPENDENT UPON THE
THICKER OF THE TWO PARTS JOINED, EXCEPT
THAT THE WELD SIZE NEED NOT EXCEED THE
THICKNESS OF THE THINNER PART. FOR THIS
EXCEPTION, PARTICULAR CARE SHALL BE
TAKEN TO PROVIDE SUFFICIENT PREHEAT FOR
SOUNDNESS OF THE WELD.
3. WELDING DESIGN, WORKMANSHIP, PROCEDURE
AND TECHNIQUE SHALL CONFORM TO ALL
APPLICABLE PROVISIONS OF THE AMERICAN
WELDING SOCIETY STRUCTURE WELDING CODE
STEEL, AWS D1.1. WELDERS SHALL BE QUALIFIED
FOR THE PROCESS USED. TYPE AND SIZE OF WELD
MUST BE INSTALLED AS SHOWN ON THE DRAWING.
CONTRACTOR MUST SUPPLY, WHEN REQUESTED,
CERTIFICATION OF PROCEDURE, QUALIFICATION
OF WELDER AND DOCUMENT OF WELDING
PROCEDURE. BOTH SHOP & FIELD WELDERS
MUST PUNCH THEIR INITIAL & DATE ON CAP
PLATE FOR IDENTIFICATION.
4. ALL SHOP WELDS SMAW OR GMAW (EXCEPT
ELECTRODES OF 70,000 PSI TENSILE
STRENGTH RATED AND APPROPRIATE WIRE
DIAMETER SHALL BE USED FOR WELDING IN ALL
POSITIONS. ALL FIELD WELDING SHALL BE SMAW
WELDED USING ELECTRODES W/70,000
PSI TENSILE STRENGTH RATED FOR WELDING IN
ALL POSITIONS. AWS A5.1 OR A5.5 E7018-132 OR
APPROVED EQUAL.
5. COLUMN SURFACE NEAR WELDING AREA SHOULD
BE CLEAN & DRY WHEN WELDING. SCRATCH IS
NOT ALLOWABLE ON THE COLUMN SURFACE.
GUSSET TO PIPE
GUSSET TO PLATE
NO WELD ON TOP 5/16"
OF GUSSET
GUSSETS
(SEE SPLICE
DETAIL TABLE)
1/2"-
Al
0
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= J
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z
T
INNER POLE J
BOTTOM ONLY
SEE CHART FOR T S
WELD SIZE
SPLICE DETAIL
SCALE: N.T.S
�7
NO WELD ON TOP OF PLATE.
JOINT SHALL BE FREE OF
GREASE AND OILS. PRIME AREA
WITH SONNEBORN 733 PRIMER
AND CAULK WITH NP1 ONE PART
POLYURETHANE CAULK. FOLLOW
MANUFACTURERS DIRECTIONS.
1" MIN.
OUTER POLE
5/16 BOTTOM ONLY
STEEL RING PLATES
(SEE SPLICE DETAIL
TABLE)
3-6 TYP.
1/4" V 3-6 EACH RING
GUSSET DETAIL
SCALE: N.T.S. T
211
TYP.
NO WELD ON TOP
BOTTOM WELD TO
HAVE 2" GAPS BETWEEN
WELDS
� 1
SEE SLOT WELD CALCULATIONS INCLUDE THE FOLLOWING CONSIDERATIONS
AS OUTLINED IN THE 2020 FLORIDA BUILDING CODE (7th ED.) :
DETAIL CHAPTER 16-LOADS AND FORCES \
CHAPTER 17-SPECIAL INSPECTIONS
CHAPTER 18- SOILS AND FOUNDATIONS
CHAPTER 19-CONCRETE
CHAPTER 20-ALUMINUM
SEE SPLICE DETAIL CHAPTER 21-MASONRY
H L TABLE CHAPTER 22-STEEL
60o CHAPTER 23-WOOD
ALL SIGNS SHALL BE COMPLIANT WITH CURRENT NEC CODES*
i PLAN VIEW
SPLICE DETAIL TABLE
UPPER STEEL
SECTION
MAX. WALL
THICKNESS
CAP PLATE
THICKNESS
RING PLATE
THICKNESS
MIN. RING PLATE
SPACING
NO. OF
GUSSETS
SIZE OF
GUSSETS
NO. OF SLOT
WELDS/ PLT
SIZE OF SLOT WELDS
T
S *
H
L
<1 0"
3/8"
3/4"
3/4"
1811
4
3/8"
4
1/4"
5-6
5/8"
1 3/4"
12" - 18"
1 /2"
3/4"
ill
27"
6
3/8"
6
5/16"
5-6
7/8"
2"
20" - 24"
1 /2"
ill
ill
36"
6
1 /2"
6
5/16"
11-12
7/8"
2 1 /4"
26" - 30"
3/4"
ill
1 1/4"
45"
8
1 /2"
8
5/16"
11-12
ill
2 1 /2"
32" - 42"
3/4"
1 1 /2"
1 1/4"
63"
8
3/4"
8
5/16"
11-12
ill
3"
48" - 54"
3/4"
1 1 /2"
1 1/4"
84"
10
3/4"
10
3/8"
11-12
ill
3 1 /2"
60" - 66"
3/4"
2"
1 1/4"
102"
12
ill
12
3/8"
11-12
1 "
4"
72" - 96"
ill
2"
1 1/4"
1 144"
1 16
1 ill
16
3/8"
11-12
1 1 /8"
4"
MBI
MBI COMPANIES INC.
299 N. WEISGARBER RD.
KNOXVILLE, TN 37919
PHONE 865.584.0999
SIGN-ENGINEER.COM
* 2" GAP BETWEEN WELDS REQUIRED
PROJECT:
MILE MARKER 135, 1-95, FORT PIERCE, FL
DRAWING TITLE:
10'-6" x 36' DIGITAL BILLBOARD
SCALE: N.T.S.
1 /8" MAX
CLEARANCE
RING PLATE
w
0
STEEL SECTION
NOTES
1.) SEE MANUFACTURERS DRAWINGS FOR
ADDITIONAL DETAILS AND DIMENSIONS.
2.) SIGN CABINET AND CONNECTION
BY AD GRAPHICS.
* CLIENT - AD GRAPHICS
* 2020 FLORIDA BUILDING CODE 7TH ED.
* RISK CATEGORY II
* 160 MPH WIND SPEED, EXP. C
* (1) POLE, (1) FOOTING
ii
EQ.
TYP.
CAP PLATE
(SEE TABLE)
UPPER STEEL SECTION
GUSSETS SIZE, QTY.
(SEE SPLICE DETAIL TABLE)
LOWER STEEL
SECTION
L
RING PLATE
SLOT WELD DETAIL 3
SCALE: N.T.S.
DRAWN BY: I CHECKED BY: I COMM. NO.
DEW FCM 210231.001
CORP. LIC. # F02000002650
BUS. LIC. # AA26000828
ENG. C.O.A. # 29794
DATE:
03/04/21
DRAWING NO
DWG.
REV #
DATE
DRAWN BY
1
08/04/21
DEW
REV #2
08/24/21
DSA
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P.E. LIC # 76813
GROUND SIGN DESIGN SPECIFICATIONS:
1. REFER TO SIGN COMPANY'S DRAWINGS FOR MORE DETAILS. ALL DESIGNS,
DETAILING FABRICATION AND CONSTRUCTION SHALL CONFORM TO:
2020 FLORIDA BUILDING CODE 7TH ED.
ACI
AISC
AMERICAN WELDING SOCIETY
LOCAL BUILDING CODES & ORDINANCES
2. CONCRETE: 2500 PSI @ 28 DAYS
3. STD. STEEL PIPE SECTION: ASTM A53 GRADE B (Fy=35 KSI), U.N.O.
4. STEEL PIPE SECTION (> 20" 0): ASTM A252 GRADE 3 (Fy=42 KSI MIN.) U.N.O.
5. HSS ROUND SECTION: ASTM A500 GRADE B (Fy=42 KSI) U.N.O.
6. HSS SQUARE/RECTANGULAR SECTION: ASTM A500 GRADE B (Fy=46 KSI)
7. W SHAPES: ASTM A992 (Fy = 50 KSI)
8. ANCHOR BOLTS: ASTM F1554 GRADE 36 U.N.O. (ALTERNATES GRADE 55 & 105)
9. CONNECTION BOLTS: ASTM A325
10. THREADED RODS: ASTM A193 GRADE B7
11. STEEL ANGLES, CHANNELS, STRUCTURAL SHAPES & PLATES ASTM A36
12. REINFORCING: GRADE 60 ASTM A615
13. PROVIDE A MINIMUM OF THREE INCHES OF CONCRETE COVER OVER
EMBEDDED STEEL.
14. THE CONTRACTOR (INSTALLER) IS RESPONSIBLE FOR THE MEANS & METHODS
OF CONSTRUCTION IN REGARDS TO JOBSITE SAFETY.
15. NO FIELD HEATING FOR BENDING OR CUTTING OF STEEL SHALL BE ALLOWED
WITHOUT THE ENGINEER'S APPROVAL.
16. WELDING ELECTRODES: E70XX
17. ALLOWABLE SOIL BEARING PRESSURE ASSUMED: 2000 PSF
18. ASSUMED HORIZONTAL (PASSIVE PRESSURE) ASSUMED AT 150 PSF/FT OF
DEPTH. ISOLATED LATERAL BEARING FOUNDATIONS FOR SIGNS NOT
ADVERSELY AFFECTED A 1/2" MOTION AT THE GROUND SURFACE DUE TO
SHORT TERM LATERAL LOADS SHALL BE PERMITTED TO BE DESIGNED USING
TWO TIMES THE TABULATED CODE VALUES.
19. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED RESIDUAL SOIL AND/OR
ENGINEERED EARTH.
20. FILL COMPACTED TO 98% OF ITS MAXIMUM DRY DENSITY AS PER ASTM D
698-70 (STANDARD PROCTOR) UNLESS NOTED OTHERWISE. THE SOIL
BEARING CAPACITY IS TO BE VERIFIED BY A GEOTECHNICAL ENGINEER PRIOR
TO CONSTRUCTION. IF ALLOWABLE BEARING AND/OR LATERAL PRESSURE IS
LESS THAN THE ABOVE ASSUMED AND/OR CALCULATED PRESSURES, THE
ENGINEER SHOULD BE CONTACTED FOR RE-EVALUATION.
21. EXCAVATION SHALL BE FREE OF LOOSE SOIL BEFORE POURING CONCRETE.
22. WELDERS SHALL BE CERTIFIED FOR THE TYPE OF WELDING.
23. ADEQUATELY BRACE POLE(S) UNTIL CONCRETE HAS SET UP FOR 14 DAYS.
24. GROUT UNDER BASE PLATES WITH NON -SHRINK GROUT.
25. THIS ENGINEER DOES NOT WARRANT THE ACCURACY OF DIMENSIONS
FURNISHED BY OTHERS.
26. ALL EXPOSED STEEL SHALL BE PAINTED WITH AN ENAMEL PAINT TO INHIBIT
CORROSION.
27. THIS DESIGN IS FOR THE INDICATED ADDRESS ONLY, AND SHOULD NOT BE
USED AT OTHER LOCATIONS WITHOUT WRITTEN PERMISSION OF THE
ENGINEER.
28. DESIGN OF DETAILS AND STRUCTURAL MEMBERS NOT SHOWN, BY OTHERS.
MBI
MBI COMPANIES INC.
299 N. WEISGARBER RD.
KNOXVILLE, TN 37919
PHONE 865.584.0999
SIGN-ENGINEER.COM
1
C
WIND DATA
Building Code 2020 Florida Buildir Importance Factor, I
Wind Load Criteria
ASCE 7-16
Directionality Factor, Kd I2I
Wind Speed,V
160 mph
Topography Factor, K„
Exposure Category
C
Base Pressure, y(q,/K,
Wind Pressure Override per
0 psf
Jurisdiction Requirement
GEOMETRY INPUT i'I
Monument:
No
No. of Poles 1
No. of Footings
1
DEFLECTION ANALYSIS
1.0 Damping Ratio, (i 0.005 Deflection Limit H/60
0.85 Natural Frequency, n, 1.61 Hz IDef
lection at 0.7*W 4.05 in
1.0 Gust Effect Factor, G 0.85 Deflection Ratio H/148
33.4 psf ASD Wind Load Factor, (3) 0.6
Notes: (1) Loading values in chart below are based upon average K, values for each segment. Actual values are
calculated on hidden sheet using derived V-M equations. Chart is provided for information purposes only.
(2) Wind directionality (K d) factor is 0.95 for Single Pole (Round) segments instead of 0.85. The C f value
from Fig. 6-21 has been increased by 0.9510.85 to account for this variation.
(3) Wind pressures listed below have already been multiplied by the ASD Wind Load Factor, V.
Section
Location
Type
j
Height
Width
Horiz.
Offset
Area
TopI
Elev.
Centroid
K,
G
Wind
Press.
Support Pole Loads
Footing Loads
Trib.
Factor
Shear
Moment
Trib.
Factor
Shear
Moment
s
s
kips
k-
ki s
k-
1
Base
Singe Poe(Round)
35.00
4.00
140.0
35.0
17.5
1.01
0.78
22.6
1.0
3.2
55.3
1.0
3.2
55.3
2
Single Pole (Round)
4.50
3.00
13.5
39.5
37.3
1.04
0.78
23.1
1.0
0.3
11.6
1.0
0.3
11.6
3
Single Pole w/ Cabinet
10.50
36.00
378.0
50.0
44.8
1.09
1.81
56.3
1.0
21.3
953.0
1.0
21.3
953.0
4
None
0.0
50.0
50.0
1.09
1.46
45.4
0.0
0.0
0.0
0.0
0.0
0.0
5
None
0.0
50.0
50.0
1.09
1.46
45.4
0.0
0.0
0.0
0.0
0.0
0.0
6
None
0.0
50.0
50.0
1.09
1.46
45.4
0.0
0.0
0.0
0.0
0.0
0.0
7
None
0.0
50.0
50.0
1.09
1.46
45.4
0.0
0.0
0.0
0.0
0.0
0.0
8
None
0.0
50.0
50.0
1.09
1.46
45.4
0.0
0.0
0.0
0.0
0.0
0.0
9
None
0.0
50.0
50.0
1.09
1.46
45.4
0.0
0.0
0.01
0.0
10
Too
None
0.0
50.0
50.0
1.09
1.46
45.4
0.0
0.0
0.0
1 0.0
0.0
1 0.0
Overall Height: 50.00 ft Summation based upon averages above: 24.8 1019.9 24.8 1019.9
Actual base reactions based upon V-M equations: 23.9 994.4 23.9 994.4
SUPPORT POLE DESIGN SUMMARY MATERIAL = STEEI
Base Elev
Section
Axis
Required Strength
Values (ASD)
Allowable Strength
Values (ASD)
Unity Ratios
Interaction Ratios
Status
V,
Mr T
T,
I P,
I V,
I M,
I T,
P�
VJV,
MdmM
Tr/T�
Pr/P�
P-M
P-M-V-T
kips
I kip-
kip-kip-ft
I kips
I kips
I ki -
kip-kip-ft
Iki s
0.00
36 x0.5 Wall
Strong
23.9
994.4
152.3
11.7
436.1
1132.9
1159.8
653.6
5.5%
87.8%
13.1%
1.8%
89.6%
0.0%
35.00
24 m x 0.5 Wall
Strong
21.1
204.5
150.0
5.5
288.8
532.7
508.7
812.3
7.3%
38.4%
29.5%
0.7%
39.1%
52.6%
�✓/
0.00
None
Strong
23.9
994.4
152.3
11.7
0.0
0.0
0.0
0.0
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
�✓/
0.00
None
Strong
23.9
994.4
152.3
11.7
0.0
0.0
0.0
0.0
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.00
None
Strong
23.9
994.4
152.3
11.7
0.0
0.0
0.0
0.0
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
�✓/
0.00
None
Strong
23.9
994.4
152.3
11.7
0.0
0.0
0.0
0.0
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.00
None
Strong
23.9
994.4
152.3
11.7
0.0
0.0
0.0
0.0
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
�✓/
0.00
None
Strong
23.9
994.4
152.3
11.1
0.0
0.0
0.0
0.0
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
�✓/
0.00
None
Strong
23.9
994.4
152.3
11.7
0.0
0.0
0.0
0.0
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
�✓/
0.00
None
Strong
23.9
994.4
152.3
11.7
1 0.0
0.0
0.0
0.0
0.0%
0.0%
0.0%
0.0%
1 0.0%
0.0%
d/
ELEMENT DESIGN LOCATIONS, LOADS AND DISPLACEMENTS
Element
Elev.
Type
V,
M,
Tr
P,
0.7*0
0.7*b
Element
Elev.
Type
M,
T,
Pr
0.7*6
0.7*6
ki s
ki -
ki -
ki s
radians
in
kV,,'.,
ki -
kip-kip-ft
I kips
I radians
in
1
0.00
Base Plate
1 23.9
994.4
1 152.3
1 11.7
1 0.0
1 0.0
1 3
1 0.00
1 Match Plate 2
1 23.9
1 994.4
1 152.3
1 11.7
1 0.000
1 0.00
2
43.00
Match Plate 1
1 14.0
i 49.2
1 100.7
1 3.3
1 0.0
1 3.2
1 4
1 0.00
1 Torsion Tube
1 23.9
1 994.4
1 152.3
1 11.7
1 0.000
1 0.00
PLATE DESIGN SUMMARY
Type
Plate Dimensions
Bolts
Weld
Status
N
B
D
t
Number
d^
NJedge
Bedge
Circle
Diamete
Material
Embed in Caisson
/ Vertical Slab
I Embed
in
Size
k
Gussets
in
in
in
in
in
in
in
in
in
I in
in
Rectangular Base Plate
Circular Base Plate
J Match Plate 1 (Lower)
36
36
--
1
8
1
2.5
2.5
--
A325
--
--
0.313
Yes
OK
J Match Plate 1 (Upper)
36
36
--
1
8
1
2.5
2.5
--
A325
--
--
0.313
No
OK
Match Plate 2 (Lower)
Match Plate 2 (Upper)
FOUNDATION DESIGN SUMMARY
Type
Diamete
Width
hicknes
Length
Depth
VoLum a
Reinforcing
Status
Caisson
Vertical Slab
J SpreadA
--
I 18.50
--
18.50
5.50
69.72
#8 at 12 in o.c. E.W. T&B
OK
PROJECT:
MILE MARKER 135, 1-95, FORT PIERCE, FL
DRAWING TITLE:
10'-6" x 36' DIGITAL BILLBOARD
DRAWN BY: I CHECKED BY: I COMM. NO.
DEW I FCM 1 210231.001
CORP. LIC. # F02000002650
BUS. LIC. # AA26000828
ENG. C.O.A. # 29794
DATE:
03/04/21
REV # DATE DRAWN BY
1 08/04/21 DEW
REV #2 08/24/21 DSA
NOTES
1.) SEE MANUFACTURERS DRAWINGS FOR
ADDITIONAL DETAILS AND DIMENSIONS.
2.) SIGN CABINET AND CONNECTION
BY AD GRAPHICS.
* CLIENT - AD GRAPHICS
* 2020 FLORIDA BUILDING CODE 7TH ED.
* RISK CATEGORY II
* 160 MPH WIND SPEED, EXP. C
* (1) POLE, (1) FOOTING
CALCULATIONS INCLUDE THE FOLLOWING CONSIDERATIONS
AS OUTLINED IN THE 2020 FLORIDA BUILDING CODE (7th ED.) :
CHAPTER 16-LOADS AND FORCES
CHAPTER 17-SPECIAL INSPECTIONS
CHAPTER 18- SOILS AND FOUNDATIONS
CHAPTER19-CONCRETE
CHAPTER 20-ALUMINUM
CHAPTER 21-MASONRY
CHAPTER 22-STEEL
CHAPTER 23-WOOD
*ALL SIGNS SHALL BE COMPLIANT WITH CURRENT NEC CODES*
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