Document 2788367

Back Rake Top of Pipe 'F' before
Truss installation by using Leveling
Upright-Truss Connection
Nuts at Base Plate.
Splice Connection
Top Truss Chord
Back Truss Chord
Final Upright Position
� Truss &
Initial Upright Position
Back Truss Chord
Bottom Truss Chord
CAMBER DIAGRAM
Truss Web Angles (Typ.)
1.
Design according to FDOT Structures Manual. Alternate Designs are not allowed.
2.
Submit shop drawings for all work. Include:
*'
A'
CANTILEVER SIGN STRUCTURE NOTES
'F' Upright Pipe
a. Field verification of all upright heights.
b. Foundation elevations necessary to insure minimum vertical clearances as per traffic plans.
c. Anchor bolt orientation with respect to centerline of truss and the direction of traffic.
d. Show chord splices a minimum distance of 2 truss panel lengths apart. "SD" Panel from upright is the closest panel in which
a chord splice may be used. See plans for Cantilever Sign Structure Data Table. Upright splices are not allowed.
3.
Shop Fabrication, Assembly, Handling and Shipping:
a. Do not begin fabrication before receiving shop drawing approval.
b. Welding: Conform to American Welding Society Structural Welding Code (Steel) ANSI/AWS D1. 1 (current edition).
c. Shop assemble the entire structure after galvanizing and prior to shipment.
Base Plate Connection
d. If necessary, disassemble and secure components for shipment.
4.
Sign Structure Materials:
Bottom
of Plate
a. Upright and Chords (Steel Pipe): API -5L-X42, 42 ksi yield or ASTM A500, Grade B (min.).
b. Steel Angles: ASTM A 709, Grade 36.
c. Steel Plates: ASTM A 709, Grade 36.
d. Weld Metal: E70XX.
e. Bolts: ASTM A325 Type 1, (install per Specification Section 700) with single, self-locking nuts.
Footing and
f. Anchor Bolts: ASTM F1554, Grade 55 with ASTM A563 Grade A heavy-hex double nuts.
Pedestal
g. Install all nuts per manufacturer's instructions.
h. Bolt hole diameters: equal to the bolt diameter plus
1
16".
i. Anchor bolt hole diameters: equal to the bolt diameter plus
j.
1
2".
Use of split lock washers is not permitted.
5.
Galvanization; Nuts, bolts and washers: ASTM F2329. Other steel items: ASTM A123
6.
Sign Panels: Aluminum. See Elevation drawing for sizes and locations.
7.
Foundation Materials:
a. Reinforcing Steel: ASTM A615, Grade 60.
b. Concrete:
Class IV, minimum 5.5 ksi compressive strength at 28-days for all environmental classifications for Spread Footing.
Class IV (Drilled Shaft), minimum 4.0 ksi compressive strength at 28-days for all environmental classifications for Drilled Shaft.
8.
Construct the Sign Structure foundation in accordance with FDOT Specification Section 455.
9.
Prior to erection, record the as-built anchor locations and provide to the Engineer.
10. After placement of the upright and prior to installation of the truss, adjust the leveling nuts beneath the base plate to achieve
ISOMETRIC VIEW
the back rake shown on the Camber Diagram.
11. Place backfill above the footing prior to installation of the sign panels. Do not remove or reduce in height without prior approval of the Engineer.
12. Install sign panels as shown on the Elevation drawing.
* NOTE: Contractor shall verify these Dimensions
prior to Fabrication of Upright.
2:
15:
10 PM
13. Verify CSL access tubes will not interfere with anchor bolt installation before excavating the shaft. When CSL access tube locations conflict
with anchor bolt locations, move the CSL access tube location ± two inches along the inner circumference of the reinforcing cage. Notify the
Engineer before excavating the shaft if the CSL access tube locations cannot be moved out of conflict with anchor bolt locations.
14. Handhole at pole base is required for DMS Structures. See Index 18300 for details.
LAST
REVISION
07/01/14
REVISIO N
6/24/2014
NOTE: See Plans for Cantilever Sign Structure Data Table.
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
CANTILEVER SIGN STRUCTURE
NO.
11310
SHEET
NO.
1of 5
Directions of Travel
� Bolt Circle
'BB' Equally Spaced
Anchor Bolts
'FA'
#5 Ties
'FJ' Bars @ 1'-0" Top
3" Cover
'BH'
'FG' Bars @ 1'-0" Bottom
Bars
F L'
'
ally Space
u
d
Eq
Between Anchor Bolts
er
v
Co
3"
.
p)
Ty
(
B
B
r
e
v
6"Co
)
.
p
Ty
(
Ƅ" Plate Washer (Typ.)
CSL Tube (Typ.)
Center of
Footing Pedestal
and Upright
'
1'
-0" Bottom
C
Anchor Bolts, (Typ.)
F
'
'
FF'Bars @
1'
-0" Top
#5 Ties (closed ties)
'
FH 'Bars @
(Typ.)
'BD' Plates Equally Spaced
(Typ.)
'
FB'
2'-2" Lap
6"
E qual
l
y S
rs
pa
Ba
ce
d
6"
6"
See Section B-B
2 x Bolt
Diameter
'F' OD + 4 Bolt Dia.
2 x Bolt
Diameter
'BG'
PLAN VIEW
'F' OD + 8 Bolt Dia.
on the Tube Wall. (Typ.)
'BD' ℅
See Detail C
Grout Pad
1"
see Spec. 649-7
3
8"
℅ Washer
or Round
Leveling Nut
2 Bolt Dia.
(Typ.)
2 Bolt Dia.
Splice (Typ.)
Concrete Pedestal
7"
See Traffic Plans
Drilled
� Anchor
(
1) Bolt
2'-2" Lap
2
Drain Hole
6" Cover
'
BK'
'FB'-'FD'
'FD' (DIA.)
12" M ax.
2
Spaces @
'FB'-'FD'
Elev. Top of Foundation
Rem aining
#5 Ties
Bars
(Typ.) 412" Sq.
diam eter (
M ax.
)
FOOTING ELEVATION
3"
1
n.
4" M i
'
BE'
(Typ.)
'
BC'
A
4" Cover
1
4"
FE"
Bars
'
FA'
# 5 Tie
#5 Ties @ 'FK'
Weld size +
FD Spaces @
minimum
Amplitude prior to pour.
# 5 Tie
3" Cover
Roughen
1
to 4"
'
FC'
'
FE'
1"
'FC' Bars
Construction Joint allowed.
'BJ'
ƀ " M in.
Gap = Upright thickness + ƃ "
4"
the Stiffner Termination
Grade
#5 Ties 6 Spa. @ 4"
DETAIL C
Wrap Fillet Weld Around
Finished
@
6 Spaces
A
(Typ.)
Bars
3" Cover
1
Typ.
)
4" (
'BF'
2
# 5 Tie
'FD' (DIA.)
2'
-0" M in.
'FA'-'FD'
2
(
Top)
4"
'FA'-'FD'
5"
'FA'
Cover
See Traffic Plans
W eld size +
See Section B-B
Elev. Top of Foundation
PLAN VIEW
(Base Plate)
otherwise in plans
(
Typ.
)
FOOTING PLAN
unless specified
Anchor Bolts, (Typ.)
3" Cover
6"
DRILLED SHAFT
Bolt
Shaft
2'-0" Min.
'BA' Ø Bolts
'FB' Ø
Double
ELEVATION
DRILLED SHAFT
(Alternate Foundation)
1"
Grade
'
FC'
2:
15:
11 PM
'
FE'
Finished
Nuts
(Typ.)
SECTION B-B
LAST
REVISION
07/01/14
REVISIO N
6/24/2014
VIEW A-A
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
CANTILEVER SIGN STRUCTURE
NO.
11310
SHEET
NO.
2 of 5
See Upright Cap Detail
� Upright Pipe
'TG'
� Upright Pipe
1
4"
E
1"
Wrap Fillet Weld Around the Stiffner
Termination on the Tube Wall Typ.).
� Truss Chord
'TJ'
1.5 x 'D' OD
(Typ.)
See Detail H (Typ.)
45°
1"
2 Equal Rows
'TD' ℅
of Bolts
�
�
'TF'
(Typ.)
'TH'
(Typ.)
'SA'
Top Truss Chord
Back Truss
Chord
Truss Web Angles
'
C'(
Truss Depth)
SECTION D-D
G
�
'TH'
(Typ.)
Back Truss
Chord
D
Chord
�
F
'
TD'
F
NOTE: Only 6 Bolts
'SC' Ø Bolts 'SB' Required
G
� Truss
Bottom Truss Chord
shown for clarity
(One Half Each Side of Splice)
�
�
Maximum Gap Between
Pipes is
1
2"
3
1
8"
45°
for 1" Ø Bolts
3" for
7
8"
'TE' ℅
�
Ø Bolts
1"
� Gusset Plates
212" for 34" Ø Bolts
(Typ.)
E
'D' OD + 7"
'C' x Cos 30°
2
3
1 4"
1
2"
1
'C' x Cos 30°
2
2
� Splice
for 1" Ø Bolts
for
7
8"
VIEW E-E
Ø Bolts
114" for 34" Ø Bolts
1
4"
for an odd number of bolts per row
1
2"
for an even number of bolts per row
5
D
3
3
4"
(Typ.)
UPRIGHT-TRUSS CONNECTION DETAIL
SPLICE CONNECTION DETAIL
(Splice not allowed for trusses ≤ 40'
Splice optional for trusses > 40')
(Web Members from back Truss Chord omitted for clarity)
'D' OD + 7"
�
Bottom Truss Chord
1
2"
℅
'TB' or 'TC'
-1
'F' OD + 2" + (1.5 x 'D' OD)
� Upright Pipe
'
F'OD + 2"
1"
'
TD'
1
2"
1
2"
x 3
2
� Chord &
Bottom of ℅
2 Eq. Spa.
� Chord & Gusset ℅
� Bolts
Truss Web
2 Eq. Spa.
2:
15:
12 PM
Angles
'TC' Hex Head Bolts w/Self-Locking Nuts Section F-F
'TB' Hex Head Bolts w/Self-Locking Nuts Section G-G
'TA' Ø Bolts
DETAIL H
SECTION F-F, SECTION G-G SIMILAR
(With Gusset Plate & Angles omitted for clarity)
NOTE:
Abbreviation
LAST
REVISION
07/01/14
REVISIO N
6/24/2014
OD ~ Outside Diameter
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
CANTILEVER SIGN STRUCTURE
NO.
11310
SHEET
NO.
3 of 5
'F' OD
'N' - 1
+ 1"
Panel
Panel
12"
2
2
See Detail M
'D' Back Truss Chord
'
C'
See Plug Detail
Similar to Detail M
See Detail O
'E' Truss Web Angles (Typ.)
Top truss Chord
See Detail Q
VIEW J-J
VIEW K-K Similar
� Upright Pipe
(Out-of-Plane Members not shown for clarity)
Chord Splices not shown
Span Length, comprised of 'N' Equal Panels
7"
See Detail N
See Detail L
I
Similar to Detail P
J
'
C'
�
30°
'E' Truss
'D'
Web Angles
'
C'
Truss
See Plug Detail
K
(Typ.)
'D'
Chords
'E'
J
'D'
� Gusset (Typ.)
30°
�
K
See Detail P
'B' Panel Length
'D' Back Truss Chord
'F' OD
I
+ 1"
2
SECTION I-I
(Typ.)
FRONT OF TRUSS ELEVATION
2:
15:
13 PM
(Back Truss Chord and attached Angles not shown for clarity)
NOTE:
6/24/2014
Abbreviation
LAST
REVISION
07/01/05
REVISIO N
OD ~ Outside Diameter
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
CANTILEVER SIGN STRUCTURE
NO.
11310
SHEET
NO.
4 of 5
See Upright-Truss
� Chord (Typ.)
Truss Chord (Typ.)
E
B
Connection Detail
See Plug Detail
7
8"
A
for 1" Ø Bolts
3" for
E
1
2"
3
Ø Bolts
EA
212" for 34" Ø Bolts
1
4"
'GB' " Ø Hex Head Bolts
for
134"
for 1" Ø Bolts
for
7
8"
Ø Bolts
1
4"
for
3
4"
Ø Bolts
for
5
8"
Ø Bolts
1
6"
Ø Bolts
1
2"
1
w/ Self-Locking Nuts (Typ.)
5
8"
2
1
1 8"
'GA' ℅ 'GD' x 'GC'
EB
'GA' ℅ (Typ.)
'GA' ℅ 'GF' x 'GJ'
EB
'E' Truss Web Angles (Typ.)
DETAIL L
DETAIL M
A
E
DETAIL N
'E' Truss Web Angles (Typ.)
'GA' ℅ 'GH' x 'GG'
B
E
6"
'GB' " Ø Hex Head Bolts
'GK'
w/ Self-Locking Nuts (Typ.)
'GA' ℅ 'GD' X 6"
Wrap Fillet Weld Around Plate
See Upright-Truss
Termination on the Tube Wall (Typ.).
'GA' ℅ 'GF' x 'GE'
EB
Connection Detail
Plate is skewed to
plane of view
DETAIL O
DETAIL P
1
2"
1
Min.
3
16"
1
2"
� Upright Pipe
S
1
4"
Plate (Cap)
'
F'OD +
S
9
16"
DETAIL Q
1
8"
1
8"
Ø Hole; Tack Weld 12" Hex Nut
Thick Neoprene
Gasket (Glued to Cap)
(Chase Threads after Galvanizing)
'D' OD
2
� 112" x 112" x 14"
SECTION R-R
1
4"
Bar
SECTION S-S
PLUG DETAIL
1
2"
Plate (Cap)
1
4"
(Showing Cap plate only)
1
4"
R
1
2"
R
Hex Head Bolt
2:
15:
13 PM
w/ Rubber Washer (Top)
UPRIGHT CAP DETAIL
NOTE:
6/24/2014
Abbreviation
LAST
REVISION
07/01/14
REVISIO N
OD ~ Outside Diameter
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
CANTILEVER SIGN STRUCTURE
NO.
11310
SHEET
NO.
5 of 5
Face Of Arm Base Plate At ¡ Arm
'FA' + 'FE' - Splice
'FO'
'SA' + 'SE' - Splice
'SO'
¡ Pole
'FE'
'SE'
'FA'
'SA'
Pole Cap (See Pole Top
Pole Connection See Sheet 3 (Single
Details Sheet 5)
Arm) Or Sheet 4 (Double Arm)
Mast Arm Splice (if necessary)
Or Sheet 4 (Double Arm)
Mast Arm
Extension
Vented Mast Arm Cap With (3)
Stainless Steel Set Screws
Mast Arm
M in.
3'
-0"
See Sheet 3 (Single Arm)
.
p
y
,T
r
e
p
a
tT
f
/
n
4i
1
.
0
Street Name
¡ Mast Arm
Provide
1
2"
Dia. Weep Hole
located At bottom Of Arm,
1'-0" From Arm Base Plate.
Pole
Aluminum Identification Tag Not To Exceed 2" x 4". Secure To Pole
By 0.125" Stainless Steel Rivets Or Screws. Fabricators To Provide
Details For Approval. Identification Tag Located On Inside Of Pole
Visible From Handhole, Or On Outside Of Pole Inside Terminal
Compartment. Tag To Be Stamped With The Following Information:
Standard Design
Special Design
Financial Project ID
Financial Project ID
Pole Type
Manufacturer's Name
Arm Type
Pole Base (F
y of Steel)
Manufacturer's Name
Arm (F
y of Steel)
Pole Base (F
y of Steel)
Pole Wall Thickness (in.)
Arm (F
y of Steel)
Arm Wall Thickness (in.)
'
UA'(
See Index 17743)
(See Index 17748)
**'
UB'(
See Plans)
Illuminated Street Sign
0.
14 in/ft Taper,
Typ.
Free-Swinging, Internally
Top of Finished Grade
Bottom of Plate
GENERAL NOTES
1)
Signal Structure Materials shall be as follows:
8)
Sign Panels and Signals attached to the Mast Arm shall be
centered in elevation on the arm. Wire access holes shall not
Poles & Mast Arms
->
& Backing Rings
ASTM A1011 Grade 50, 55, 60 or 65 (less than ¼") or ASTM A572
3)
4)
1
1
2"
0" with Sidewalk
6" Otherwise
in diameter.
Base Plate Connection
Grade 50, 55, 60 or 65 (¼" and over) or ASTM A595 Grade A (55 ksi
yield) or Grade B (60 ksi yield)
2)
exceed
and Handhole, See Sheet 2
9)
Mast Arms and Poles shall be tapered with the diameter
changing at a rate of 0.14 inch per foot.
Steel Plates
->
ASTM A36
Weld Metal
->
E70XX
Bolts (except Anchor Bolts)
->
ASTM A325 Type 1
Anchor Bolts
->
ASTM F1554 Grade 55 ksi
Nuts for Anchor Bolts
->
ASTM A563 Grade A Heavy Hex
Handhole Frame
->
ASTM A709 Grade 36 ksi or ASTM A36
Handhole Cover
->
ASTM A1011 Grade 50, 55, 60 or 65 ksi
Caps
->
ASTM A1011 Grade 50, 55, 60 or 65 ksi or ASTM B209
Nut Covers
->
ASTM B26 (319-F)
Stainless Steel Screws
->
AISI Type 316
Threaded Bars/Studs
->
ASTM A36 or ASTM A307
10)
The Pole shall be installed vertically. Camber shall be
Drilled Shaft
accounted for in the Mast Arm connection as detailed.
ELEVATION VIEW
11)
If a Mast Arm damping device is required by the Engineer, it
shall be installed within eight feet of the Mast Arm tip.
(Single Arm Shown, Double Arm Similar)
(Luminaire Arm Not Shown)
12)
Design according to FDOT Structures Manual. Alternate
Designs for Special Mast Arm Assemblies are not allowed.
** NOTE: Contractor shall verify
this Dimension prior to
13)
fabrication of Pole.
Provide "J", or "C"-Hook at top of pole for signal cable
support.
14)
First and Second Arm Camber Angle = 2°.
15)
Details for Signal and Sign Locations, Signal Head attachment,
Reinforcing Steel shall be ASTM A615 Grade 60 ksi.
Concrete shall be Class IV (Drilled Shaft) with a minimum 28-day compressive strength
Sign Attachment, Pedestrian Head Attachment, and Foundation
of 4,000 psi for all environmental classifications.
Conduit are not shown for clarity.
Perform all welding in accordance with the American Welding Society Structural
16)
Use of split lock washer is not permitted.
17)
This Design Standard is considered fully detailed and no shop
Welding Code (Steel) ANSI/AWS D1.1 (current edition). For additional welding
requirements see AASHTO Standard Specification for Structural Supports for Highway
Signs, Luminaires and Traffic Signals, Section 5.15, Welded Connections.
drawings are necessary. Submit shop drawings for minor
11:
14:
48 AM
modifications not detailed in the plans.
5)
All steel items shall be galvanized as follows:
All Nuts, Bolts, Washers and Threaded Bars/Studs
->
All other steel items (including Pole & Mast Arm)
-> ASTM A123
F2329
18)
Verify CSL access tubes will not interfere with anchor bolt
installation before excavating the shaft. When CSL access
tube locations conflict with anchor bolt locations, move the
6)
Locate handhole 180° from arm on single arm poles or 180° from first arm of double
CSL access tube location +/- two inches along the inner
arm poles or see special instructions on Mast Arm Tabulation Sheet.
circumference of the reinforcing cage. Notify the Engineer
Except for Anchor Bolts, all bolt hole diameters shall be equal to the bolt diameter
cannot be moved out of conflict with anchor bolt locations.
plus 116", prior to galvanizing. Hole diameters for Anchor Bolts shall not exceed the
bolt diameter
LAST
REVISION
07/01/14
REVISIO N
6/30/2014
before excavating the shaft if the CSL access tube locations
7)
1
plus 2".
TYPICAL ELEVATION AND NOTES
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
MAST ARM ASSEMBLIES
NO.
17745
SHEET
NO.
1of 5
� 'BC' Dia.
Anchor Bolt
Double Nuts, Top Nut May Be
1
2
1
4"
Min.
Height 'Jam' Nut. Provide Individual
See Joint
Nut Cover (Not Shown) For Each Bolt
Weld Detail
'DB'
� Drilled Shaft
5"
4" Cover (Top)
'BB'
Drain Hole
Grout Pad
4"
(1) Bolt
Diameter (Max)
@
6 Spaces
see Spec. 649-7
3
8"
Plate Washer
Leveling Nut
Drilled Shaft
RD"
Center of Drilled Shaft,
'
DA'
#5 Tie Bars
SECTION C-C
'BA'
@
RC Spaces
2x'BC'
Base Plate, and Pole
'BA'
'BA'-4x'BC'
'BA'-4x'BC'
Center of Drilled Shaft,
Base Plate, and Pole
Edge of
Base Plate
12" M ax.
Spaces@
Rem aining
C
C
C
C
'BC' Ø Anchor Bolts
Equally Spaced
Edge of
Base Plate
'BC' Ø Anchor Bolts
Equally Spaced
� Mast Arm 1, Anchor
� Mast Arm 1, Anchor
Bolt and Handhole
Bolt and Handhole
3
4"
5
6" Cover
See Index No. 17743 and the
(6 Anchor Bolts)
(Typ.)
Handhole Cover
SECTION B-B
Alternate Detail
plans for actual quantity of bolts.
1034"
7"
11 Gage
NOTE:
SECTION B-B
(8 Anchor Bolts)
'RB' # 'RA'
'DB'
Bars Equally Spaced
('DB'-'BA')/2
'BA'
7 8"
('DB'-'BA')/2
1
2"
7" Min. - 8
SECTION A-A
2
R=
Partial Penetration Weld
Max.
11 ga. Terminal
Compartment cover.
1
4"
Bolt to frame with 4-14"
stainless steel screws.
5
16"
1
4"
Thick Terminal Compartment
Frame (Height 2'-0" Min. to 2'-6"
Max.) Align Bottom Of Terminal
Pole Wall
HANDHOLE COVER
Compartment 1" Min. Below Bottom
Of Handhole Frame.
4"
1'
-6"
Center of Handhole
See Handhole Details
'DB'
Note:
1
4"
1"
Terminal Compartment is provided.
Partial Penetration Weld
B
B
(Min.)
3
8"
1
4"
Terminal
1
4"
Handhole Frame
Stainless Steel
Hex Head Screws, Typ.
A
Tack Welded
Drilled Shaft
Equally Spaced
3
8"
Handhole
11 gage Waterproof
Frame Made
Terminal Compartment
Continuous With A
11 Gage Handhole
Cover. Cover Shall
Full Penetration Weld
Cover (Optional)
Have Waterproof Gasket.
Cover Clip Typ.
1"
Full Penetration
(Thru Handhole & Terminal Compartment)
BASE PLATE AND ANCHORAGE ELEVATION
(Reinforcement Not Shown)
6/30/2014
D
4" x
SECTION D-D
CSL Tube (Typ.)
FOUNDATION PLAN
Cover Clip, Typ.
R
=
11:
14:
49 AM
'RB' #'RA' Bars
r
ve
Co
6"
)
p.
(Ty
#5 Tie Bars
Tack Welded
10"
Compartment Frame*
see Spec. 649-7
Double Nuts (Typ)
D
5"
2"
'
BF'
'
DB'
A
1
4"
Grout Pad
1"
Dia. Stainless Steel
Hex Head Screws, Typ.
Opening
21
Drilled Shaft
Handhole Cover may be omitted when
Stainless Steel
Hex Head Screws, Typ.
3"
2'-2" Lap
Center of
Hole, Typ.
Tack Welded Cover Clip Typ.
*
Terminal Compartment is optional.
See Mast Arm Tabulation to see
if required and for locations.
Weld
HANDHOLE FRAME
(w/Terminal Compartment Omitted)
LAST
REVISION
07/01/14
REVISIO N
TYPICAL FOUNDATION AND BASE PLATE DETAILS
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
MAST ARM ASSEMBLIES
NO.
17745
SHEET
NO.
2 of 5
'FB', 'FF', 'UC' - Tip Diameters
'FC', 'FG', 'UD' - Base Diameters
measured flat to flat.
� 'FP' Dia. Connection Bolt
� Pole Connection Plate
The 'Slip Joint' splice shall be a
'FA'
tight fit with no change in the
Mast Arm slope due to the splice.
1"
Dia. Threaded
Splice = 2'-0"
Bar/Stud with Self Locking Nut
(nominal)
H
Center of
Inside Radius
Seam Weld (Typ.)
meas. center
(See welding note sheet 1)
to flat.
0.6 x Wall Thickness
1"
H ole
'FD', 'FH', 'UE'
W iring
4" Dia.
Wall Thickness
'
FF'
'
FJ'
� Mast Arm
Arm or Pole
Center of Pole
'
FC'
'FL'
� Mast Arm
3
4"
H
'FE'
Break Radius Typical
Min. Break Radius
Typ.
= 0.25 x (Inside
'FN'
Arm Splice Detail
Radius)
See DETAIL 'J'
SECTION F-F
SECTION H-H
Arm/Pole
Silicone Caulk
Ɓ"
3" x Ɓ" Backing Ring
x Wall Thk.
at � Arm
Pole Connection Plate
Edge of Mast Arm
45°
(Wall Thk. +Ɗ")
Face of Arm Base Plate
� 'FP' Dia. Connection Bolt
1" Min.
Arm/Pole
'FO'
� Pole Connection Plate
Bottom Conn. Plate
M in
� of Pole
'FA'+'FE'-Splice
(Top Conn. Plate similar)
Base Plate
'
FL'
Opening
'FN'
� 'FP' Dia.
2x'
FP'
Ɓ"
Wall Thk. +Ɗ"
G
Arm Base Plate
Connection Bolt
'FT'
'
FK' '
FR'
Typ. Top and
'FL'
F
Bottom Plates
JOINT WELD DETAIL
F
'FT'
DETAIL 'I'
� Mast Arm
'
H T'
'FJ'
1"
Six 'FP' dia. Connection Bolts
1"
2x'
FP'
m in
'
FL'
See Joint Weld Detail
Provide Ultrasonic Testing
for Lamellar Tearing in
M in
2x'
FP'
2x'FP'
(Single Arm Connection)
11:
14:
50 AM
Side Conn. Plate
Backing Ring
Edge of Mast Arm
ELEVATION
'FT'
'FK'
NOTE:
'FR'
� Pole
Pole Connection Plate
Details shown on this sheet are for 12 sided pole sections. However, sections with
wall thickness are not reduced.
2.
exceeds 1"
Arm Base Plate
4" Dia. Wiring Hole
1.
Connection Plate when 'FR'
� 'FP' Dia. Connection Bolt
Center of Mast Arm and
more than 12 sides and round sections are permitted provided outside diameter and
SECTION G-G
DETAIL 'J'
Mast Arm and Connection Plates shall be match marked to ensure proper assembly.
TYPICAL SINGLE ARM CONNECTION DETAILS
LAST
REVISION
07/01/13
REVISIO N
6/30/2014
Edge of Top Plate
Opening
'
FL'
'
FS'
'
FS'
G
2x'
FP'
m in
See DETAIL 'I'
'FT'
'
H T'
H
'
FL'
H
Pole and Conn. Plate
'
FL'
Camber Angle
4" Dia. W iring H ole Typ.
(may vary for Special Design)
First Arm
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
MAST ARM ASSEMBLIES
NO.
17745
SHEET
NO.
3 of 5
Provide Ultrasonic Testing for
4" Dia. Wiring Hole
Lamellar Tearing in connection
Offset to avoid Side
'ST'
Plate when 'SR' exceeds 1"
Connection Plates (Typ.)
'SL'
� 'SP' Dia. Connection Bolt
Side Connection. Plate
1" Min. Typ.
Pole Connection Plate
Edge of Mast Arm
� 'SP' Dia.
Pole Connection Plate
Edge of Top Plate
� First
Center of Pole
Mast Arm
(Top Connection. Plate similar)
'
SR'
Backing Ring
'SK'
'ST'
Arm Base Plate
Bottom Plates
� Connection
Bolt 'SP'
e
gl
An
'SR'
"*
Arm Base Plate
Typ. Top and
Edge of Mast Arm
See DETAIL 'P'
tw
Be
2x'SP'
See Joint Weld Detail
'SL' Plates (Typ.)
2" Min.
n
ee
Typ. *
See DETAIL 'O'
m
r
A
DETAIL 'O'
s
DETAIL 'N'
4" Dia. Wiring Hole
2
UF'
'
Opening
'
SL'
Typ.
'SN'
'
SK'
Bottom Connection. Plate
M in
2x'
SP'
Connection Bolt
NOTE:
'UF' measured counter
clockwise from First Arm
'SA'
The 'Slip Joint' splice
3
4"
Splice = 2'-0"
Dia. Threaded Bar/Stud
(nominal)
with Self Locking Nut
shall be a tight fit with
� Second
no change in the Mast
Mast Arm
Arm slope due to the
splice.
SECTION K-K
'SL'
Typ.
Full Penetration
'
SC'
'
SF'
Weld (Typ.)
*
Adjust width of top and bottom Connection
'
FL'
Plates to maintain minimum clearance shown
'SE'
Arm Splice Detail
Typ.
� Mast Arm
DETAIL 'P'
� Pole
Face of Arm Base
Plate at � Arm
� Pole
'SB', 'SF' - Tip Diameters
'SC', 'SG' - Base Diameters
'SO'
measured flat to flat
'SA'+'SE'-Splice
'SJ'
Six 'SP' Dia. Connection Bolts
2x'SP'
(may vary for Special Design)
Min
� Second
M
K
K
M
Break Radius Typical
Min. Break Radius
= 0.25 x (Inside
11:
14:
51 AM
'
SS'
Radius)
L
See DETAIL 'N'
Center of First Mast Arm
SECTION M-M
Center of Second Mast Arm
SECTION L-L
ELEVATION
NOTE:
(Double Arm Connection)
1. Details shown on this sheet are for 12 sided pole sections. However, sections with more than 12 sides
and round sections are permitted provided outside diameter and wall thickness are not reduced.
TYPICAL DOUBLE ARM CONNECTION DETAILS
2. Mast Arm and Connection Plates shall be match marked to ensure proper assembly.
LAST
REVISION
01/01/12
REVISIO N
6/30/2014
M in
0.6 x Wall Thickness
2x'
SP'
(See welding note sheet 1)
to flat
Center of Arm
Se
con
d Ar
Ca
m
mb
er
Angle
Seam Weld (Typ.)
meas. center
'SD', 'SH'
'
H T'
'
SS'
Mast Arm
Inside Radius
Wall Thickness
M in
� 'SP' Dia. Connection Bolt
2x'
SP'
L
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
MAST ARM ASSEMBLIES
NO.
17745
SHEET
NO.
4 of 5
Ƅ" Ø min. Bolt
'LB" (15'-0" max.)
3"
'LB'/2
'LB'/2
1"
Pipe Handhole Frame
Pole Wall
¼" Ø Stainless Steel
Hex Head Screws, Typ.
� Luminaire
1
4"
Connection
Luminaire
R =
'
LF'
¼"
Luminaire Arm 'LD'
Wall Thickness 'LC'
Luminaire Base
Stainless Steel
Pole Cap Plate
Tack Welded
Hex Head Screws, Typ.
E
Cover Clip, Typ.
3
16"
R
=
Slope 'LE'
Tack Welded
11 Gage
4½" OD x ¼"
Cover Clip Typ.
Pipe Handhole Cover
Wall Thk. Std. Pipe
Rise/Run
Diameter 0.14 in/ft
Flat Washer
E
Partial Penetration Weld
thick
2
"
Handhole Frame
Taper to 238" O.D.
See Luminaire
SECTION E-E
Connection Elevation
2"
PIPE HANDHOLE FRAME
(thru Pipe Handhole)
for Details, 6" min
'
LA'
Pole Dia. at
Luminaire Connection
3
16"
Upright Pipe (Pole)
for dimensions See Sheet 2
for Base Handhole Details.
1
4"
'LH' Luminaire
Base Plate Thickness
Partial Penetration
Ø
Weld Typ. for Ø < 60°
3
16"
MC 10x33.6
¼" x 2" Lifting Bar
Center of Pole
� Mast Arm
with (bolt size + Ƈ")
TOP VIEW
Taper 'LD' Wall
Thickness
� 'LG' Bolts Typ.
LUMINAIRE ELEVATION
1"
1"
Min.
R
=
2
¼
"
1" Typ.
Grout Pad see Spec. 649-7
underside of bar
4"
6" m in
Shaft 0.14 in/ft
Handhole
tack welded to
20" m ax
Handhole Cover
� Round Luminaire
hole and matching nut
¼"
11 Gage Pipe
� Mast Arm and
� Mast Arm Handhole See Details
Ɖ" Hole,Typ.
ƈ"
SECTION A-A
PIPE HANDHOLE COVER
POLE TOP CUT-AWAY
'J' Hook for wiring, ½"
(Option 'a')
hot rolled bar welded
Ø commercial grade
to inside of pole.
1
2"
7
1"
2"
Typ. for Ø ≥ 60°
'
UG'
Pipe Handhole, see Details
1
2"
1"
5
B
'LH' Luminaire Base Plate Thickness
'LK'
1
2"
1
2"
1
� Pole
(10" < Pole Dia.
Cast Aluminum Pole
(6" < Pole Dia. ≤ 10")
top cap ¼" min. thick
held in place with 3
� Round Luminaire Shaft
'
LL
'
Plate Wiring Hole
1"
A
A
3"
10"
Center of Round
'LD' Wall Thickness
� Luminaire Connection
1"
Min.
1"
1¼"
� Pole
2½" Ø Conn.
(
Typ.
)
712"
1"
512"
0.14 in/ft Taper
MC 10x33.6
stainless steel screws
� First Mast Arm
1"
� 'LG' Bolts Typ.
5"
1"
'LJ'
� 'LG' Bolts Typ.
� Luminaire Arm
MC 10x33.6
Luminaire Shaft
ƈ"
� Second Mast Arm
B
'C' Hook for
wiring and
lifting, ½" Ø
'LK'
SECTION B-B
LUMINAIRE CONNECTION ELEVATION
LUMINAIRE ORIENTATION
POLE TOP CUT-AWAY
(Option 'b')
11:
14:
51 AM
NOTE:
NOTE:
NOTE:
The Fabricator may substitute
The Pole shown on this sheet is a 12 sided section.
'LL' measured counter
a ½" thick bent plate with
However, sections with more than 12 sides and
clockwise from First Arm.
the same flange width, height,
round sections are permitted provided outside
and length as the MC 10x33.6
diameter and wall thickness are not reduced
grade hot rolled
bar welded to
inside of pole.
Channel section.
POLE TOP DETAILS
NOTE:
NOTES:
Any combination of the above two options may be used,
provided both lifting and wiring is accommodated.
1.
Luminaire type and Luminaire to Arm Connection Details can be found elsewhere.
2.
Align Luminaire Arm with single Mast Arm or first Arm of Double Mast Arm unless indicated otherwise in plans.
LAST
REVISION
07/01/14
REVISIO N
6/30/2014
commercial
TYPICAL LUMINAIRE ARM AND CONNECTION DETAILS
DESCRIPTION:
INDEX
2015
DESIGN STANDARDS
MAST ARM ASSEMBLIES
NO.
17745
SHEET
NO.
5 of 5