HomeMy WebLinkAboutT-26907DH
PJ_P�
W
,1^
V/
Q
$PAN
LENGTH
POST BASE Qa'
BOLTED SPLICE I1
L1 TO L2 AND M TO L3
STANDARD MONOTUM 510N
13ROGE5
"5"
"DM
LEGTH
'19'
POSTS
Q
BEAM A Q
"52'
BEAM B Q
"54"
"T4"
BEAM C Q
'S1"
"H"
"A"
"5'
'rP
"TS
1/T
"C"
"TT
"L2'
"B"
'C"
7T
'LS"
"B'
"C°
'T2'
CAMBER
60'-tl' TO
6
1'6"
2' -3"
1/2'
+6,W2
3/4"
2' -0"
3/0"
9' -O" TO
T
2,,,
2' -0'
3/5'
30'-' 0
2'3'
2' -O"
S /S'
3314'
95'-0'
OR LES6
9 LES
I.C.
351-9
$PAN
LENGTH
POST BASE Qa'
BOLTED SPLICE I1
L1 TO L2 AND M TO L3
BOLTED SPLICE 02
L2 TO LB
MAXIMUM
SIGN AREA
"5"
"DM
'S9'
'19'
"i3"
"T6"
"SM
"52'
"53"
"54"
"T4"
'T5"
'S1"
"5T
.11,
"54'
'T4"
"TS
1/T
60' -O TO
95• -0•
1 3/4"
4
4
2 1/4"
3 /y'
6
-
5
-
EP
5/B'
6
-
5
2 1/4"
3/4"
600 $0. FT.
Q DENOTES MAIN LOAD CARRYING TENSILE MEMBERS OR TENSION COMPONENTS OF FLEXURAL MEMBERS
STANDARD MONOTUM CANTILEVER 51GN 6MICTURE5
LENGTH
POSTS Q
BEAM A Q
BEAM S Q
•S•
nH•
•A•
•0"
71•
•LY
•B•
••C
"T21
Y2•
S.
•C•
20110" TO
30' -0
0
20' -0" TO
30'-0'
1' -6"
2' -0'
1/T
6' -0'
2' -0'
2'. O'
3 /B"
14' -0' TO
2' -0'
2'-0'
a
30' -G'
OR LE55
24, -0„
SPAN
LENGTH
POST BASE •
BOLTED SPLICE II
O TO L2 ANO L110 L3
MAXIMUM
SIGN AREA
11
"DY•
••S5•
••56•
"TS"
"Tb"
'S1"
-Sr
"55•
•S4•
•T4•
"T9'
ALL SHAFT CONCRETE SHALL BE CLASS 4000 P
20110" TO
30' -0
0
4
4
2'
3/4'
5
S
5
3
21/0
We
252 5Q. FT.
Q DENOTES MAIN LOAD CARRYING TENSILE MEMBERS OR TENSION COMPONENTS OF FLEXURAL MEMBERS
- FOR BARRIER MOUNTED MONOTUBE SIGN STRUCTURES. $EE BASE PLATE DETAILS ON SHEET M513A
LEGEND
IDENTIFIES SECTION, VIEW OR DETAIL
15 TAKEN OR SHOWN ON SHEET 15
B
TAKEN OR SHOWN ON THE SAME SHEET
C -7296 I I
GENERAL NOTE5
1. ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE
WITH THE REQUIREMENTS OF THE WASHINGTON STATE
DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS
FOR ROAD. BRIDGE AND MUNICIPAL CONSTRUCTION (ENGLISH)
DATED 2006 AND AMENDMENTS.
2. ALL BUTT JOINT WELDS SHALL BE FULL PENETRATION GROOVE
WELDS WITH BACK - -UP PLATES OF W' MIN. THICKNESS.
3. THE BALK -UP PLATES FOR ALL FULL PENETRATION WELDS
SHALL BE WELDED CONTINUOUSLY TO THE JOINED PIECES. THIS
CAN BE DONE BY EITHER A CONTINUOUS FILLET WELD ON THE
BACK 01OE OF THE PIECE, OR BY A CONTINUOUS WELD IN THE
ROOT OF THE FULL PENETRATION WELD.
4. ALL BOLTS. RODS AND RELATED HARDWARE SHALL BE GALVANIZEO
AFTER FABRICATION PER AASHTO M 232.
5. STEEL SURFACES SHALL BE GALVANIZED AFTER FABRICATION IN
ACCORDANCE WITH AASHTO M 111. ALL EXTERIOR STEEL
SURFACES SHALL BE PAINTED IN ACCORDANCE WITH THE SPECIAL
PROVISIONS.
6. SIGN PANELS AS SHOWN IN THE CONTRACT PLANS SHALL BE
INSTALLED WITH THE SIGN STRUCTURE OR IMMEDIATELY AFTER
THE SIGN STRUCTURE 15 ERECTED.
2. FABRICATE BEAM TO PROVIDE SMOOTH PARABOLIC CAMBER CURVE
FOR SIGN BRIDGES, STRAIGHT LINE FOR CANTILEVER SIGN STRUCTURES.
SEE CAMBER DIAGRAM. DO NOT SHIM AT BOLTED SPLICES.
6. FABRICATE POSTS STRAIGHT.
9. MATERIALS SPECIFICATIONS:
ALL STRUCTURAL 5TEEL. EXCEPT
ASTM M12 OR. 50 OR
AS OTHERWISE NOTED
ASTM A 58B
ANCHOR RODS
ASTM F 1554 OR. 105
HANDHOLE COVER SCREWS
ASTM F 593 GR.1
SPLICE BOLTS
AASHTO M 164
SIGN BRACKET BOLTS
ASTM A SOP
MOUNTING BEAM BOLTS
AASHTO M 164
COVER PLATES
ASTM AM
ALL SHAFT CONCRETE SHALL BE CLASS 4000 P
EXCEPT 4000 W WHERE NOTED.
ALL OTHER CAST IN PLACE CONCRETE SHALL BE
CLASS 4000.
10. BASE ELEVATIONS AND POST HEIGHTS SHOWN ARE DETERMINED FROM
ROADWAY GEOMETRY. THE DE51GNIOUILVER SHALL VERIFY ELEVATIONS
AND ALL STEEL STRUCTURE DIMENSIONS PRIOR TO COMPLETION
OF THE FABRICATION OF THE STRUCTURAL STEEL AND DOCUMENT
ANY CHANGES,
11, SEE OTHER PLANS FOR CONDUIT PENETRATIONS AND HAND
HOLES. REFER TO ELECTRICAL PLANS FOR INTERNAL ROUTING
OF CONDUCTOR5. CONDUIT CONDUCTORS SHALL NOT BE
ATTACHED TO THE OUTSIDE OF THE SIGN STRUCTURE.
12. POSTS, BASE PLATES, BEAM5 AND SPLICE PLATES ARE MAIN LOAD
CARRYING TENSILE MEMBERS OR TENSION COMPONENTS OF
FLEXURAL MEMBERS AMP SHALL MEET THE LONGITUDINAL
CHARPY V -NOTCH TE5T5 A5 DESCRIBED IN SECTION 6'03.2 FOR
AA5HTO M 270 MATERIAL. NON- DESTRUCTIVE TE5T ACCEPTANCE
CRITERIA SHALL CONFORM TO TENSILE MEMBERS WITH CYCLIC LOAD.
DESIGN CRITERIA
1. THE SIGN STRUCTURE DESIGN AND ANALYSIS HAS BEEN DONE IN
ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR STRUCTURAL
SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES AMP TRAFFIC SIGNALS -
FOURTH EDITION - DATED 2001 AND INTERIMS, USING 90 MPH BASIC WIND
SPEED AND 50 YEAR DESIGN LIFE, THE FATIGUE DESIGN OF THE
STRUCTURE CONFORMS TO FATIGUE CATEGORY 1 OF THE AASHTO
STANDAR05 SPECIFICATIONS.
2. THE MAXIMUM SIGN AREA ON A STRUCTURE SHALL BE AS NOTED.
1 -405
1 -5 TO SR169 MS3A
14%
STAGE 1 -WIDENING
inBEacEa ° '
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'�}•"�' /- ' ',....<....., MONOTUBE SIGN STRUCTURES