structures design section - movablebridgeresource.com

49920371; Racine Street Bridge, City Menasha, Folx River Bridge & Apps**
EXCEPT AT EXTERIOR FACES OF EXTERIOR GIRDERS WHERE
PROVIDE 3•" x 3•" x Š" PLATE WASHERS AT ALL LOCATIONS
6" X 4" X ƒ" x 1'-7"
1'-3" 1'-3"
•" PREFORMED FILLER.
**
ALL DIAPHRAGM SUPPORT HARDWARE SHALL BE INCIDENTAL TO
"CONCRETE MASONRY BRIDGES".
ALL DIAPHRAGM SUPPORT HARDWARE INCLUDING BOLTS, NUTS, AND
OR ASTM A449.
STEEL DIAPHRAGM SUPPORT ANGLE TO CONCRETE WEB CONNECTION
S625
ANGLE
TO ` SUBSTRUCTURE UNITS.
EXTERIOR GIRDERS
4 '-
2 •
" (T
EXTERIOR GIRDERS. NO OPTIONAL CONSTRUCTION JOINT
CONC. DIAPH. TO EXTEND BETWEEN INSIDE FACES OF
1'-8"*
BLOCK
PAVING
ANGLE
* 1"
•" x 2‰" LONG SLOTTED
SCHEDULE 40 GALVANIZED PIPE.
FORM HOLES IN WEB WITH 1‚"
CROSS SECTION AT SOUTH ABUTMENT DIAPHRAGM CROSS SECTION AT PIER 2 DIAPHRAGM
` PIER 2
Y P .)
S429 (TYP.)
pier reinf.
6 "
*2'-6"
DIAPH.
ANGLE 1"
‡" dia. HIGH STRENGTH BOLTS.
•" x 2‰" LONG SLOTTED
SCHEDULE 40 GALVANIZED PIPE.
S632
be within 2 weeks from the
if used, deck pour must
1'-2" below top of girder.
optional construction joint
Y P .)
S429 (TYP.)
be within 2 weeks from the
if used, deck pour must
1'-2" below top of girder.
optional construction joint
CROSS SECTION AT PIERS 1&3 DIAPHRAGMS
OF EXT. GIRDERS.
PART TRANSVERSE SECTION AT south abut.
F.F. ABUT. BODY
TOP FLANGE
30° sk
ap w id th
SEE "PIER 4 STRIP SEAL EXPANSION
JOINT DETAILS" SHEET FOR DETAILS
SEE "SOUTH ABUT. STRIP SEAL EXPANSION
OPENING
TYP.
1
135°
LEGEND
ƒ"| THREADED ROD WITH NUT. TACK WELD NUT TO NO. 5.
FABRICATE SUPPORT FROM 3" X •" BAR AS SHOWN OR
EQUIVALENT, ONE PER GIRDER PER SIDE. SHOP OR FIELD WELD TO
NO. 1. IF FIELD WELDED, COVER WELDED AREAS WITH EPOXY-
FOR NO. 4.
ƒ"| X 1•" STAINLESS STEEL SOCKET FLAT HEAD SCREWS WITH
ƒ"| X 4" GALVANIZED HEX HEAD BOLT. BEND 45°.
ƒ"| X 2‚" GALVANIZED THREADED COUPLING.
STUDS †"| X 6…" LONG AT 6" ALTERNATE CENTERS.
•" THICK ANCHOR PLATE WITH †"| ROD (OR ALTERNATE
STRIP SEAL ANCHOR). WELD ROD TO ANCHOR PLATE, WELD
TYP. 1
ANCHOR PLATE TO no. 1 AT 1'-6" CENTERS BETWEEN GIRDERS.
1
2
2A
4
5
7
8
9
10
6
11
BELOW PLATE SURFACE.
PARALLEL TO DIRECTION OF MOVEMENT.
1" x 5" SLOTTED COUNTERSUNK HOLE FOR NO. 7. PLACE SLOT
NO. 7. GALVANIZE PLATE AFTER SLIP-RESISTANT SURFACE IS APPLIED.
SIDEWALK COVER PLATE …" X 2'-0" X LIMITS SHOWN WITH HOLES FOR
4 "
GIRDER. ON ABUTMENT SIDE GROUT THREADED ROD INTO FIELD
GROUT THREADED ROD INTO FIELD DRILLED HOLES ON ` OF
ƒ"| THREADED ROD WITH 2 NUTS AND PLATE WASHERS.
(NORMAL TO JT.)
ANTI-SEIZE LUBRICANT. PLACE IN COUNTERSUNK HOLE. RECESS ˆ"
GALVANIZED PLATE …" X 10" X 2'-2" LONG WITH HOLES FOR NO. 7.
85°
CONSTRUCTION MAY REQUIRE NEOPRENE
A SMALL JOINT OPENING DUE TO A
1‚"
1‚"
NOTES
6 "
SECTION THRU JOINT AT SOUTH ABUTMENT
NORMAL TO ` BRG. SOUTH ABUT.
` OF GIRDER
roadway traffic area between girders 2&6
PAVING BLOCK
B L
O C
K P
girders)
(between
S437
note: symmetrical about ` joint
top of girder
COATING MATERIAL. PROVIDE 1•"| HOLE FOR NO. 3 AND 1"| HOLE
A531 WITH 1'-0" MIN. LAPS (TYP.)
†"
‡"
1‚"
1•"
1ƒ"
2"
2‚"
2†"
2‡"
SHALL BE PAID AT THE UNIT PRICE BID FOR "EXPANSION DEVICE B-70-324", LF.
ALL MATERIAL IN THE EXPANSION JOINT ASSEMBLY, INCLUDING ANCHOR STUDS AND HARDWARE
GALVANIZED IN ACCORDANCE WITH ASTM A153 CLASS C AND D.
ANCHOR SYSTEM No. 8 AND No. 9 SHALL CONFORM TO ASTM A307 AND SHALL BE
THEIR RECOMMENDATIONS TO MAINTAIN THE INTEGRITY OF THIS SURFACE.
SIDEWALK COVER PLATES BY THE MANUFACTURER AND THEN HOT DIPPED GALVANIZED TO
AND EXTRUSIONS SHALL BE HOT DIPPED GALVANIZED. SLIP-RESISTANT SURFACE IS APPLIED TO
SSPC SP. #6 "COMMERCIAL BLAST CLEANING". AFTER BLAST CLEANING, THE PLATES, SUPPORTS
SANDBLAST PLATES, supports AND EXTRUSIONS AFTER FABRICATION IN ACCORDANCE WITH
NEOPRENE GLAND INSTALLATION.
AND SMOOTH DURING SHIPMENT AND PRIOR TO APPLYING LUBRICANT ADHESIVE FOR
FABRICATOR SHALL PROVIDE MEANS OF KEEPING GALVANIZED EXTRUSIONS CLEAN
THAT THEY SHALL BE FREE FROM WARP, TWIST AND SWEEP.
AFTER FABRICATION, BUT BEFORE SHIPMENT, STRAIGHTEN STEEL EXTRUSIONS SUCH
SHALL BE SUBMITTED FOR APPROVAL. NO SPLICING PERMITTED IN NEOPRENE STRIP SEAL.
FOR STAGED CONSTRUCTION, HANDLING OR GALVANIZING REQUIREMENTS. IF USED, DETAILS
ONE FIELD SPLICE PERMITTED IN STEEL EXTRUSIONS, UNLESS MORE ARE REQUIRED
AND LEAVE ROUGH.
AFTER SUPERSTRUCTURE
SEAL EXPANSION
JOINT DETAILS
FROM SIDEWALK
2"5"*
2"5"*
2"
8 •
WITH SLIP-RESISTANT SURFACE
HOLES FOR 7
APPROVED SLIP-RESISTANT APPLIED SURFACES FOR STEEL PLATES
ROSS TECHNOLOGY CORP. 1-800-345-8170
joint opening
a b u t
1'-6" PPT.
2 '- 2 "
1
2
7
8
9
10
6
11
NEOPRENE STRIP SEAL ( 5-INCH) AND STEEL EXTRUSIONS.
IN SHADED AREA ONLY.
6'-5…"
PLATE
BASE
railing
TYP.
1
135°
LEGEND
ƒ"| THREADED ROD WITH NUT. TACK WELD NUT TO NO. 5.
FABRICATE SUPPORT FROM 3" X •" BAR AS SHOWN OR
EQUIVALENT, ONE PER GIRDER PER SIDE. SHOP OR FIELD WELD TO
NO. 1. IF FIELD WELDED, COVER WELDED AREAS WITH EPOXY-
FOR NO. 4.
•" THICK ANCHOR PLATE WITH †"| ROD (OR ALTERNATE
STRIP SEAL ANCHOR). WELD ROD TO ANCHOR PLATE, WELD
TYP. 1
ANCHOR PLATE TO no. 1 AT 1'-6" CENTERS BETWEEN GIRDERS.
1
2
2A
4
5
7
8
9
10
6
11
(NORMAL TO JT.)
85°
CONSTRUCTION MAY REQUIRE NEOPRENE
A SMALL JOINT OPENING DUE TO A
1‚"
1‚"
NOTES
8A
‚"
SECTION THRU JOINT AT pier 4 NORMAL TO ` pier 4
top of girder
1•" ON OVERHANGS
of sLAB)
note: symmetrical about ` joint
f515 bars w/ 1'-0" min. laps
GIRDERS)
(BETWEEN
S438
OPENING
JOINT
COATING MATERIAL. PROVIDE 1•"| HOLE FOR NO. 3 AND 1"| HOLE
reinf.
†" dia. ROD
SHALL BE PAID AT THE UNIT PRICE BID FOR "EXPANSION DEVICE B-70-324", LF.
ALL MATERIAL IN THE EXPANSION JOINT ASSEMBLY, INCLUDING ANCHOR STUDS AND HARDWARE
GALVANIZED IN ACCORDANCE WITH ASTM A153 CLASS C AND D.
ANCHOR SYSTEM No. 8 AND No. 9 SHALL CONFORM TO ASTM A307 AND SHALL BE
THEIR RECOMMENDATIONS TO MAINTAIN THE INTEGRITY OF THIS SURFACE.
SIDEWALK COVER PLATES BY THE MANUFACTURER AND THEN HOT DIPPED GALVANIZED TO
AND EXTRUSIONS SHALL BE HOT DIPPED GALVANIZED. SLIP-RESISTANT SURFACE IS APPLIED TO
SSPC SP. #6 "COMMERCIAL BLAST CLEANING". AFTER BLAST CLEANING, THE PLATES, SUPPORTS
SANDBLAST PLATES, supports AND EXTRUSIONS AFTER FABRICATION IN ACCORDANCE WITH
NEOPRENE GLAND INSTALLATION.
AND SMOOTH DURING SHIPMENT AND PRIOR TO APPLYING LUBRICANT ADHESIVE FOR
FABRICATOR SHALL PROVIDE MEANS OF KEEPING GALVANIZED EXTRUSIONS CLEAN
THAT THEY SHALL BE FREE FROM WARP, TWIST AND SWEEP.
AFTER FABRICATION, BUT BEFORE SHIPMENT, STRAIGHTEN STEEL EXTRUSIONS SUCH
SHALL BE SUBMITTED FOR APPROVAL. NO SPLICING PERMITTED IN NEOPRENE STRIP SEAL.
FOR STAGED CONSTRUCTION, HANDLING OR GALVANIZING REQUIREMENTS. IF USED, DETAILS
ONE FIELD SPLICE PERMITTED IN STEEL EXTRUSIONS, UNLESS MORE ARE REQUIRED
ƒ"
1"
1‚"
1•"
1ƒ"
2"
2‚"
2•"
2ƒ"
GIRDER. ON SLAB SIDE GROUT THREADED ROD INTO FIELD
GROUT THREADED ROD INTO FIELD DRILLED HOLES ON ` OF
ƒ"| THREADED ROD WITH 2 NUTS AND PLATE WASHERS.
BOLT AT CONTRACTOR'S OPTION.
ADHESIVE ANCHORS MAY BE USED IN LIEU OF BENT HEX HEAD
ON SLAB SIDE OF SIDEWALK COVER PLATE. POST-INSTALLED
STRUCTURE
SEAL EXPANSION
JOINT DETAILS
BLOCK OUT CONCRETE 2" EACH SIDE OF JOINT OPENING.SECTION C-C
2"
2'-0"
2"
5" 2"
WITH SLIP-RESISTANT SURFACE
HOLES FOR 7
APPROVED SLIP-RESISTANT APPLIED SURFACES FOR STEEL PLATES
ROSS TECHNOLOGY CORP. 1-800-345-8170
e s l a b s id
e
PLACE SLIP-RESISTANT SURFACE ON TOP
LEGEND
1
2
7
8
9
10
6
11
NEOPRENE STRIP SEAL (5-INCH) AND STEEL EXTRUSIONS.
2 "
BEGINS
TAPER
SIDEWALK
BASE
railing
BOLT AT CONTRACTOR'S OPTION.
ADHESIVE ANCHORS MAY BE USED IN LIEU OF BENT HEX HEAD
ON SLAB SIDE OF SIDEWALK COVER PLATE. POST-INSTALLED
OF BENT HEX HEAD BOLT AT CONTRACTOR'S OPTION.
POST-INSTALLED ADHESIVE ANCHORS MAY BE USED IN LIEU
STRUCTURE
PLATE DETAILS
4 9 '-
0 " - e d g e t o e d g e o f d e c k
157'-6" - span 3157'-6" - span 2
corbel
LAPS (TYP.)
1'-8" MIN.
` floor drain 1
AT east flow line
BOT. TRANSVERSE bars
s533 @ 8"
s533 @ 8"
laps (typ.)
R-70-161
bars under parapets
s503 top TRANSVERSE
38 spa. @ 8•" = 26'-11" -
- s502 top trans. bars
37 spa. @ 8•" = 26'-2•"
157'-6" - span 24'-0•"
( TYP.)30° SKEW
8•" (typ.)
BLOCK pa
vi ng1'-
8•" (typ.)
873 spa. @ 8•" = 618'-4•" - s504 top trans. bars (under parapet)
842 spa. @ 8•" = 596'-5" - s503 bot. trans. bars & s405 bot. trans. HOOK bars (TYP. SPA. AT BOTH EDGES OF DECK)
8"\ 848 spa. @ 8•" = 600'-8" - s504 top trans. bars (under parapet)
1' - 6 " e a s t p p t .
7'-3"\
1
ABS
9 0 °
4 9 '-
0 " - e d g e t o e d g e o f d e c k
6•"\
s409
s417
1'-8" MIN. LAPS (TYP.)
laps (typ.)
1'-8" min.
laps (typ.)
s533 @ 8"
s533 @ 8"
see details below.
@ sta. 11'RNB'+78.30
@ sta. 11'RNB'+78.30
3'-6"7'-11"
3'-2‚"4'-8ƒ"
2 •
UPSTATION
9 "
9"
9"
haunch
overhang
9"
4•"
overhang notes
FORM OVERHANG WITH •" CAMBER AT OUTSIDE
UNTIL CONCRETE IS FULLY CURED.
OVERHANG TO BE FULLY SUPPORTED
CONFLICT WITH TRAFFIC GATE BASE ANCHORAGE.
POSITION OVERHANG SLAB STEEL TO AVOID
same slope
8•" (typ.)8•" (typ.)
4'-0•" (typ.)
2'-8…" (typ.)
1'-4„" (typ.)
842 spa. @ 8•" = 596'-5" - s503 bot. trans. bars & s405 bot. trans. HOOK bars (TYP. SPA. AT BOTH EDGES OF DECK)
4"\ @ top848 spa. @ 8•" = 600'-8" - s504 top trans. bars (under parapet)
873 spa. @ 8•" = 618'-4•" - s504 top trans. bars (under parapet)
843 spa. @ 8•" = 597'-1•" - s503 top trans. bars
p p t .
used for bar weight calculations. see bar series table for
length shown for bar is an average length and should only be
S502 38 24'-11"X DECK-TOP-HORIZ.-TRANS.-SOUTH END
S503 1687 48'-8"X
S504 5'-0" X
s406 30 43'-3"x
s407 28 44'-4"x
s408 952 44'-0"x
s409 68 18'-11"x
s410 195 40'-4"x
s911 130 25'-3"x
s912 195 60'-0"x
s913 64 49'-6"x
s414 130 33'-4"x
s915 130 18'-9"x
s916 64 39'-0"x
s417 130 37'-1"x
s918 130 21'-6"x
s919 64 39'-6"x
s420 130 40'-0"x
s421 65 19'-10"x
s625 30 7'-1" x
s430 36 5'-11"x x
s632 30 6'-1" x
s535 66 58'-2"x
s536 66 56'-4"x
bar series table
OF 39 BARS
reqUIRED
nUMBER
1 SERIES
length
DECK-bot.-vert.-TRANS.-both edges-end to end
4'-10" to 33'-0"
DECK-TOP-HORIZ.-LONGIT.-at span 1
DECK-TOP-HORIZ.-LONGIT.-OVER PIERS 1,2&3
DECK-TOP-HORIZ.-LONGIT.-OVER PIER 2
DECK-TOP-HORIZ.-LONGIT.-OVER PIER 3
south abutment diaphragm/deck-vert.-under gir. flanges
s424
SOUTH abutment diaphragm-bot.-horiz.-btwn. girs.
pier 4 diaphragm-bot.-horiz.-btwn. girs.
s526 36 14'-4"x x
s527 36 16'-4"x x
s527
s526
deck/parapets-vert.-trans.-end to end
parapets-vert.-trans.-end to end
DECK-TOP-horizontal-TRANS.-under parapets-end to end1723
s437 12 7'-5" x
s438 12 6'-5" x
s539 20 2'-4" x parapets-vert.-trans.-inside face-2 PER junction box ONLY
s542
6 0 °
note:
s541 44 7'-2" x gate overhangs-top & bot.-horiz.-longit.
s542 42 15'-1"x x gate overhangs/deck-top-vert.-trans.
S543 1 5'-7" X x DECK-TOP-HORIZ.-SOUThwest corner
STRUCTURE
9 0 °
4 9 '-
0 " - e d g e t o e d g e o f s l a b
8" (Typ.)
1' - 6 " E
SEE bascule PLANS
LAP (TYP.) 1'-8" MIN.
the slab and sidewalk will be poured. bridge seat protection
all vertical and horizontal surfaces of the notch into which
seat protection per 502.3.12 of the standard specifications to
any filler and pouring slab span, apply a mopping of bridge
deep and hold ‚" below surface of concrete). prior to setting
filler with non-staining, gray, non-bituminous joint sealer (1"
•" filler. seal all exposed horizontal & vertical faces of
136'-9" - SPAN 4
bars)
longit.
(bot.
F1001
VERIFY CAMBER. TAKE ELEVATIONS ALONG GUTTER LINES AND CROWN POINT.
AT THE ` OF ABUTMENTS, THE ` OF PIERS AND AT 5/10 PTS. TO
PRIOR TO RELEASING SLAB FALSEWORK, TAKE TOP OF SLAB ELEVATIONS
SETTLEMENT.
FUTURE CREEP. CAMBER DOES NOT INCLUDE ALLOWANCE FOR FORM
CAMBER SPANS AS SHOWN TO PROVIDE FOR DEAD LOAD DEFLECTION AND
BE POURED AFTER FALSEWORK HAS BEEN RELEASED.
PARAPETS AND SIDEWALKS PLACED ON TOP OF THE SLAB SHALL
NECESSARY TO CORRECT CONSTRUCTION DISCREPANCIES ARE TO BE PLUS (+).
ALL SLAB THICKNESS DIMENSIONS ARE MINIMUM. ANY TOLERANCES
BAR CHAIRS AT APPROXIMATELY 4'-0" CENTERS.
BOTTOM LONGITUDINAL BARS SHALL BE SUPPORTED BY CONTINUOUS
INDIVIDUAL BAR CHAIRS AT APPROXIMATELY 3'-0" CENTERS EACH WAY.
TOP TRANSVERSE BARS IN SLAB SHALL BE SUPPORTED BY
(TYP. BTWN. PPTS.)
` brg. slab
4•"\ 4•"\
WWF 6 X 6 X D5 X D5 (COATED)
SINGLE MAT OF
STRUCTURE
24'-6"24'-6"
1• " c l .
(t y p .)
p a r a p e t s o n l y )
in s id
(t h ic
w e e n
8'-6"32'-0" clear between parapets8'-6"
6'-0" - sidewalkrail 1'-0"
2•" 2•"9•"47 SPA. @ 1'-0" = 47'-0" - F405 TOP longit. bars9•"
116 SPA. @ 5" = 48'-4" - f1001 BOT. longit. bars
3" 3"
bid item.
ƒ " f il l e r
5" 5"
SPLICES ALLOWED AS NEEDED, 8" MIN.
SINGLE MAT OF WWF 6 X 6 X D5 X D5 (COATED)
20'-11" LONG x 6'-8" wide AT SOUTH END ONLY -
` racine st.
2% 1.5%
for details
TYPICAL CROSS SECTION THRU BRIDGE AT SLAB SPAN looking north
2 •
` racine st.
CROSS SECTION THRU BRIDGE AT piers looking north (slab reinforcement not shown)
pier 4 section detail south bascule pier section detail
•" filler
pier)
bascule
(by
pier
bascule
6 "
pier
bascule
ƒ" continuous drip v-groove required:
2"
2"
(typ.)
2 •
" C
L .
(TYP.) 1'-0" SPA.
f515 bars w/ 1'-0" min. laps (TYP.)
1.5%
@ 8"
f510
details
sheetS for details (TYP.)
sheet for details
SURFACE TREATMENT DETAIL
1'-0"
2 '-
1"
pier
bascule
south
brg.
1• " C
9" (TYP.)
•"
16 SPA. @ 1'-0" = 16'-0" - F413 (typ. at both sidewalks) 3"
T H IC
34'-1" - thickness of sidewalk concrete tapers from 2" to 7•"
bid item.
F502
F504
unless the SIDEWALK is poured within 45 days of completing
required as per 509.3.9.2 of the standard specifications
removed prior to SIDEWALK placement. neat cement is
water or air, ensuring all free-standing water is
location prior to SIDEWALK placement using high pressure
clean all loose material on the SLAB at the SIDEWALK
note:
sidewalk
exposed SLAB. do not apply protective
rough float surface or same finish as
girder
2" x 4"
2'-0"
f515 bars w/ 1'-0" min. laps
41 SPA. @ 9" = 30'-9" - F502
SS501
20'-11" LONG x 6'-8" wide -
8"\ 8"\
t h ic
c o n c r e t e
2 "
ABS
TOP OF slab ELEVATION AT FINAL GRADE
TOP OF SLAB FALSEWORK ELEVATION.
CAMBER
deflection and future creep. camber does not
camber spans as shown to provide for dead load
CAMBER shown IS BASED ON 3 TIMES DEAD LOAD DEFLECTIONS.
5/10 pt.
survey top of slab elevations
FORM SETTLEMENT/DEFLECTION DUE TO PLACEMENT OF SLAB CONCRETE (TO BE COMPUTED BY THE CONTRACTOR)
TO DETERMINE FALSEWORK ELEVATION AT EDGE OF SLAB, CROWN OR reference LINE FOLLOW THIS PROCEDURE:
t y p .
shall be poured after falsework has been released, except for
parapets, sidewalks and medians placed on top of the slab
18 IN .
`
less (-)
plus (+)
plus (+)
equals =
f508 35 5'-10"x x
f512 12 35'-9"x
16 IN .
BELOW SIDEWALK and crown point. record the elevations in the above table for the "as built" plans.
and at 5/10 pts. TO VERIFY CAMBER. take elevations along gutter lines, EDGES OF SLAB
PRIOR TO RELEASING SLAB FALSEWORK, TAKE top of SLAB ELEVATIONS at the ` of BRGS.
EDGE OF SLAB
note:
1'- 2 "
parapets-horiz.-longit.-both faces
sidewalks-top-horiz.-trans.-bot. layer-north end
sidewalks-top-horiz.-longit.-top layer-north end
WWF 6 X 6 X D5 X D5 detail (reinforcEment at south end of sidewalks)
FOR TOP OF SLAB ELEVATIONS
SEE 'DECK POURING SEQUENCE' SHEET
NOTE:
pier 4 joint/slab-horiz.-trans.-top-out to out of slab
1. 3 5 IN .
1. 2 9 IN .
"BAR STEEL REINFORCEMENT HS COATED STRUCTURES"
WWF QUANTITY IS INCLUDED IN BID ITEM:
20'-11" - length
LEGEND
1•"
2 "
PLAN VIEW OF deck pour sequence - spans 1-5
9/10 pt.8/10 pt.7/10 pt.6/10 pt.5/10 pt.4/10 pt.3/10 pt.2/10 pt.1/10 pt. basc. pier
` brg.
9/10 pt.8/10 pt.7/10 pt.6/10 pt.5/10 pt.4/10 pt.3/10 pt.2/10 pt.1/10 pt.
s. Abut.
`
`
top of deck elevations - spans 1-4
pier 4 s.
transverse construction joint
ELEVATIONS
764.74 764.67 764.59 764.51 764.43 764.35 764.27 764.19 764.11 764.02 763.94
764.85 764.77 764.69 764.62 764.54 764.46 764.38 764.29 764.21 764.13 764.04
765.01 764.94 764.86 764.78 764.71 764.63 764.54 764.46 764.38 764.29 764.21
765.33 765.26 765.18 765.10 765.03 764.95 764.86 764.78 764.70 764.61 764.53
765.01 764.94 764.86 764.78 764.71 764.63 764.54 764.46 764.38 764.29 764.21
764.85 764.77 764.69 764.62 764.54 764.46 764.38 764.29 764.21 764.13 764.04
764.74 764.67 764.59 764.51 764.43 764.35 764.27 764.19 764.11 764.02 763.94
764.91 764.88 764.85 764.82 764.78 764.75 764.71 764.68 764.64 764.60 764.56
765.01 764.98 764.95 764.92 764.89 764.85 764.82 764.78 764.74 764.71 764.67
765.01 764.98 764.95 764.92 764.89 764.85 764.82 764.78 764.74 764.71 764.67
764.91 764.88 764.85 764.82 764.78 764.75 764.71 764.68 764.64 764.60 764.56
W. EOD
G7
766.58
766.65
766.72
766.73
766.79
766.97
767.14
767.04
766.94
766.90
766.91
766.88
766.84
764.96
765.01
765.07
765.07
765.11
765.25
765.39
765.25
765.11
765.07
765.07
765.01
764.96
758.20 758.78 759.38 759.98 760.57 761.14 761.68 762.20 762.69 763.16 763.60 764.01 764.40 764.76 765.10 765.41 765.69 765.95 766.19 766.40
758.33 758.91 759.51 760.11 760.70 761.27 761.80 762.32 762.81 763.27 763.71 764.12 764.50 764.86 765.19 765.50 765.78 766.04 766.27 766.47
758.45 759.04 759.64 760.24 760.83 761.39 761.92 762.44 762.92 763.38 763.81 764.22 764.60 764.96 765.29 765.59 765.87 766.12 766.35 766.55
758.48 759.07 759.67 760.27 760.86 761.42 761.95 762.46 762.95 763.40 763.83 764.24 764.62 764.98 765.30 765.61 765.88 766.13 766.36 766.56
758.57 759.16 759.76 760.36 760.94 761.50 762.03 762.54 763.02 763.48 763.91 764.31 764.69 765.04 765.37 765.67 765.94 766.19 766.42 766.61
758.86 759.45 760.05 760.65 761.23 761.78 762.30 762.80 763.28 763.73 764.15 764.55 764.92 765.27 765.59 765.88 766.15 766.39 766.61 766.80
759.15 759.75 760.34 760.94 761.51 762.06 762.58 763.07 763.54 763.98 764.40 764.79 765.15 765.49 765.80 766.09 766.35 766.59 766.80 766.98
759.16 759.76 760.36 760.95 761.51 762.05 762.56 763.05 763.51 763.95 764.36 764.74 765.10 765.43 765.74 766.02 766.28 766.51 766.71 766.89
759.17 759.77 760.37 760.95 761.51 762.05 762.55 763.03 763.49 763.92 764.32 764.70 765.05 765.38 765.68 765.95 766.20 766.42 766.62 766.79
759.18 759.78 760.37 760.96 761.51 762.04 762.55 763.03 763.48 763.91 764.31 764.68 765.03 765.36 765.66 765.93 766.18 766.40 766.59 766.76
759.21 759.81 760.41 760.99 761.54 762.07 762.57 763.05 763.50 763.93 764.33 764.70 765.05 765.38 765.67 765.94 766.19 766.41 766.60 766.77
759.24 759.83 760.43 761.01 761.56 762.09 762.59 763.06 763.51 763.93 764.33 764.70 765.04 765.36 765.66 765.92 766.17 766.38 766.57 766.74
759.26 759.86 760.45 761.03 761.58 762.10 762.59 763.07 763.51 763.93 764.32 764.69 765.03 765.35 765.64 765.90 766.14 766.36 766.54 766.70
766.58 766.73 766.86 766.97 767.05 767.10 767.13 767.13 767.10 767.05 766.98 766.88 766.76 766.62 766.45 766.26 766.05 765.81 765.55 765.27
766.65 766.80 766.93 767.03 767.11 767.16 767.18 767.18 767.15 767.10 767.02 766.92 766.80 766.66 766.49 766.30 766.09 765.85 765.60 765.32
766.72 766.87 767.00 767.10 767.17 767.21 767.23 767.23 767.20 767.14 767.06 766.96 766.84 766.69 766.53 766.34 766.13 765.90 765.64 765.37
766.73 766.88 767.00 767.10 767.17 767.22 767.24 767.23 767.20 767.14 767.05 766.95 766.83 766.69 766.52 766.33 766.12 765.89 765.64 765.36
766.79 766.93 767.05 767.15 767.22 767.26 767.28 767.27 767.23 767.17 767.09 766.99 766.86 766.72 766.55 766.37 766.16 765.93 765.67 765.40
766.97 767.10 767.22 767.31 767.37 767.41 767.42 767.40 767.36 767.29 767.20 767.10 766.97 766.83 766.66 766.48 766.27 766.05 765.80 765.53
767.14 767.28 767.38 767.47 767.52 767.55 767.55 767.53 767.49 767.41 767.31 767.21 767.08 766.94 766.77 766.59 766.39 766.17 765.92 765.67
767.04 767.17 767.27 767.34 767.39 767.41 767.41 767.38 767.33 767.25 767.14 767.03 766.91 766.76 766.60 766.42 766.22 766.00 765.77 765.52
766.94 767.05 767.15 767.22 767.26 767.28 767.27 767.23 767.17 767.08 766.97 766.86 766.73 766.59 766.43 766.25 766.06 765.84 765.62 765.37
766.90 767.02 767.11 767.18 767.22 767.24 767.22 767.19 767.13 767.04 766.92 766.81 766.68 766.54 766.38 766.20 766.01 765.80 765.57 765.33
766.91 767.03 767.12 767.18 767.22 767.24 767.22 767.19 767.12 767.03 766.92 766.80 766.68 766.53 766.37 766.20 766.00 765.79 765.57 765.32
766.88 766.99 767.08 767.14 767.17 767.18 767.17 767.13 767.06 766.97 766.85 766.73 766.61 766.46 766.30 766.13 765.94 765.73 765.51 765.27
766.84 766.95 767.03 767.09 767.12 767.13 767.11 767.07 767.00 766.90 766.78 766.66 766.54 766.39 766.24 766.06 765.87 765.67 765.45 765.21
BASC. - BASCULE
SDWK - SIDEWALK
THE CONTRACTOR MAY SUBMIT AN ALTERNATE POURING SEQUENCE SUBJECT
PREVIOUS POUR.
THE NEXT DECK POUR CAN BE MADE NO LESS THAN 72 HOURS AFTER THE
37'-10"
PPT. o.F. slab edge of sdwk
edge of slab
` PIER 4
length slab pour 36'-1" -
w id t h
2
a v o id
PARAPET
"
l o c a t e h o l e s t o
6 "
m in .
1• "
3 ‡
E D s t r a n d s
pour
•" dia. STAINLESS STEEL HEX
HOLES DRILLED & TAPPED FOR
attach grates to frame for shipment
‚"
S522, 5'-0" LONG PLACED
REINFORCEMENT TO BE CUT A MAXIMUM OF 1"
TRANSVERSE & LONGITUDINAL DECK BAR
THERMOSETTING RESIN PIPE (RTRP).
ALL MATERIAL FOR DOWNSPOUTS, DOWNSPOUT
IN THE BID ITEM "FLOOR DRAINS TYPE WF".
ALL MATERIAL FOR FLOOR DRAINS TO BE INCLUDED
ALTERNATE BRACKETS ARE NOT ALLOWED.
ASTM A36.
ASTM A48, CLASS 30.
CONNECTION PIPE, EXCLUDING GRATE HOLD DOWN
ALL MATERIAL FOR TYPE "WF" CASTING AND 8" DIA.
SEE 'SUPERSTRUCTURE PLAN' SHEETS.
FOR FLOOR DRAIN LOCATIONS.
STRUCTURE
` RAIL POST (TYP.)
` RAIL POST (TYP.)
1' - 0 " (T
(T Y
plan (spans 1-2)
plan (spans 2-3)
298'-0" TYPICAL "WINDOWS"
17 spa. @ 8'-3" = 140'-3"
` RAIL POST (TYP.)
(T Y
` RAIL POST (TYP.)
6'-9"
3'-6"
10'-0"
"window"
10'-0"
"window"
10'-0"
"window"
10'-0"
10'-0"
"window"
10'-0"
"window"
10'-0"
"window"
10'-0"
"window"
10'-0"
"window"
10'-0"
"window"
3'-6"
10'-6"
"window"
7Œ" 7Œ"5•"
BOTH EDGES OF DECK
AT SPANS 2,3&4/
8•"
gate overhang
adjacent to
11 sp. @ 5Œ"=5'-1‰"
6‚"
3 '-
11 "
7 "
4 "
at wing 1
east EDGE OF DECK
top of deck
top of wing
top of sidewalk
14 spa. @ 5Œ" = 6'-5‡"
SEE "PEDESTRIAN RAILING DETAILS" SHEET
NOTE:
CANTILEVER SHALL NOT PROTRUDE
3'-4"
8'-4•"
panel type "a" panel type "b" panel type "c" panel type "d" panel type "e"
panel type "h"
panel type "l"
g
10'-0"
B
C
F
p a v in
8•"\
D
D
F
E
E
3"\
6 " \
3 " \
diaphragm concrete
d e c k
p a v in
all bid items on this sheet
2%
1' - 6 " - p a r a p e t
JOINT WITH A ƒ" 'V' GROOVE. OF 80'-0". DEFINE CONSTRUCTION A MIN. OF 1'-9". MIN. JOINT SPACING THE JOINT. LAP THE LONGIT. BARS RUN BAR REINFORCEMENT THRU IN THE PARAPETS MAY BE USED. OPTIONAL CONSTRUCTION JOINTS
op en in g
face roadway inside
construction joint of parapet with no around exterior sides ƒ" v-groove:
& f o o t in
g p a r a p e t
1' - 6 "
W506
W505
w507
6•"18 SPA. @ 1'-0" = 18'-0" - W401
13 spa. @ 8" = 8'-8" - w506, w510
at outside face of parapet only 8'-0" - length of "window" inset
W401 20 8'-0" X
X
W403 16 11'-5"X
W507 8 12'-1"X
bar mark signifies the bar size
the first or first two digits of the
note:
REQUIRED
NUMBER
PARAPET-VERT.-TRANS.-AT S. END
with no const. jT. sides of parapet around exterior ƒ" v-groove:
actual lengths.
be used for bar weight calculations. see bar series table for
length shown for bar is an average length and should only
A16
120°
TOP OF FOOTING @ B.F. ABUT. END TO 6" DOWN @ END OF FTG.
FOOTING CONCRETE AT INSIDE FACE. LOCATE 3" DOWN FROM
W404 BARS SPACED @ 1'-0" CENTERS. EMBED 1'-0" INTO
THE DECK PARAPET S-BARS. OF BARS AND BAR DETAILS FOR AT SPANS 1-4" SHEET FOR THE BILL SEE "SUPERSTRUCTURE BAR DETAILS
of parapet only at outside face "window" insets
opening joint
sheetS for details.
thru parapet and footing.
el. 757.62
(typ.)
laps
min.
1'-9"
8"
A16
7•"\
(BOTH FACES) cover plate
PARAPET 32SS &
FOOTING DETAILS
g
p a v in
D
D
F
3 " \
2 '-
d e c k
all bid items on this sheet
laps (typ.) 2'-4" min.
3•" JOINT WITH A ƒ" 'V' GROOVE. OF 80'-0". DEFINE CONSTRUCTION A MIN. OF 1'-9". MIN. JOINT SPACING THE JOINT. LAP THE LONGIT. BARS RUN BAR REINFORCEMENT THRU IN THE PARAPETS MAY BE USED. OPTIONAL CONSTRUCTION JOINTS
op en in g
g p a r a p e t
1' - 6 "
with no const. jT. sides of parapet around exterior ƒ" v-groove:
1' - 6 " - p a r a p e t
5 "
B
B
p a v in
1.5%
A16
TOP OF FOOTING @ B.F. ABUT. END TO 6" DOWN @ END OF FTG.
FOOTING CONCRETE AT INSIDE FACE. LOCATE 3" DOWN FROM
E404 BARS SPACED @ 1'-0" CENTERS. EMBED 1'-0" INTO
DECK of top
opening joint
6•"31 SPA. @ 1'-0" = 31'-0" - e401
e510
E511
2• "\
4 SPA. @ 8" = 2'-8" - e510
construction joint of parapet with no around exterior sides ƒ" v-groove:
6 0 °
- e506, e510 18 spa. @ 8" = 12'-0"
BAR DETAILS FOR THE PARAPET AND FOOTING E-BARS. SEE NEXT SHEET FOR THE BILL OF BARS AND
THE DECK PARAPET S-BARS. OF BARS AND BAR DETAILS FOR AT SPANS 1-4" SHEET FOR THE BILL SEE "SUPERSTRUCTURE BAR DETAILS
2'-0"
9 "
1'-0"\
east parapet only at inside face of name plate:
diaphragm concrete
FOR ENTIRE DETAILS) & 'RAIL post' SHEETS (SEE 'parapet window'
(BOTH FACES) cover plate
E505, E506
6•" = 1'-1"
2 spa. @
5†"5†"
e510 e506,
PARAPET 32SS &
FOOTING DETAILS
typ. E505
E403 16 18'-0"X
E507 6 18'-7"X
bar mark signifies the bar size
the first or first two digits of the
note:
FOOTING-VERTICAL-TRANSVERSE-STIRRUP
actual lengths.
be used for bar weight calculations. see bar series table for
length shown for bar is an average length and should only
bar series table
E511 OF 24 BARS
bill of bars at east parapet and footing
"window" inset length varies - 10'-0" (typ.)
2 '-
10•"ƒ" ƒ"
typical partial outside face of parapet showing "window" details on deck (spans 1-4)
ƒ "
ƒ "
ƒ"
3'-4•"ƒ" ƒ"
w "
6 "
6 "
partial outside face of parapet showing "window" details around junction boxes on deck (spans 1-4)
3'-6"
1'-9"1'-9"
showing "window" details
"window" inset length varies - see 'rail post' sheets for entire details
parapet ON deck
2'-0" - level
1' - 4 "
outside face of parapet showing "window" details on slab (span 5)
ƒ"
6 "
" w in
d o
6 "
6 "
f a c e o f
a t in s id
e
top of slab at inside face of parapet bottom of parapet/
2 '-
8 " d e c k
36'-1" - end to end of slab parapet
AND LEAVE ROUGH
1'-0"of parapet only at outside face "window" insets
6 " 6 "
s id
2 "
s id
2 "
t h ic
s id
7 •
(typ.) top of sidewalk line parallel to
SECTION thru parapet ON slab (span 5)
THE SLAB PARAPET F-BARS. OF BARS AND BAR DETAILS FOR AT SPAN 5" SHEET FOR THE BILL SEE "SUPERSTRUCTURE DATA & BAR DETAILS
1'-6"
2 '-
1'-6" - level
d o
s id
7 •
parapet bascule
1'-8", TYP.
5'-4"
FLAT WASHERS, TYP.
SEE "A" SHEETS FOR FURTHER DETAILS ON
anchorages.
camera poles. precast cap is to be cast
pedestals with anchorages for light and
details and dimensions shown are for
SYSTEM THICKNESS OF ƒ".
K508, typ.
K501, typ.
K508, typ.
K501, typ.
PLACED AFTER DECK POUR. SEE NEXT SHEET
SHOWING PEDESTAL REINFORCEMENT TO BE
FOR ADDITIONAL REINFORCEMENT AND DETAILS.
PLACED PRIOR TO DECK POUR. SEE NEXT SHEET
FOR ADDITIONAL REINFORCEMENT AND DETAILS.
PLACED PRIOR TO DECK POUR. SEE NEXT SHEET
CONCRETE
STRUCTURAL
1" DIA. THREADED ANCHOR RODS PER STANDARD
(A36 STEEL)
•" THICK PL.
ƒ" brick facing SYSTEM, typ. ƒ" brick facing SYSTEM, typ.
ƒ" brick facing SYSTEM, typ.
4 "
struct. conc.
installation
precast cap installation
epoxy grout after installation.
2 '-
10 "
4 '-
10 "
4 '-
0 "
4"
2'-2ƒ"
1'-10ƒ"
5 spa. @ 8•" = 3'-6•"
l o n g it . d e c k b a r s
` pier, typ.
1•" dia. pvc conduit
drain at low point in each run or at other
stub to project 1" below bottom of deck. locate
standard plumbing tee & galvanized pipe stub.
1'-8"
COLUMN OF THE ESTIMATED QUANTITIES.
BAR STEEL SHOWN IN THIS TABLE IS INCLUDED IN THE SUPERSTRUCTURE
the first or first two digits of the bar mark signifies the bar size.
note:
STRUCTURE
7 spa. @ 8•" = 4'-11•"
thickness
pier 3 & Gate overhangs
46'-8…" 90'-5‡" 46'-2•"
3'-0" min. on each side of joint openings unless noted otherwise.
use 2" dia. rigid metallic (rmc) conduit at fittings. provide rmc for
rmc conduit
pvc conduit
pvc conduit
PEDESTAL #6
32'-11‚" 315'-0"
157'-6" 26'-10‡"
see "junction box details" and "electrical
rmc = RIGID METALLIC CONDUIT
low point
low point
DETAIL AT NE CORNER
and 8" expansion fitting
BOX TO PEDESTAL #9
108642 10
CONSTRUCTION JOINT, STRIKE OFF AS SHOWN.
LOCATION OF CONDUIT IS MEASURED FROM OUTSIDE EDGE OF JUNCTION BOX.
= POLYVINYL CHLORIDE (RIGID NONMETALLIC) CONDUIT
FOR DRAINAGE.
CUT OUT \ 1" OF GASKET AT BOTTOM OF JUNCTION BOX COVER TO ALLOW
RMC = RIGID METALLIC CONDUIT
NONMETALLIC CONDUIT TO METALLIC CONDUIT ADAPTER FITTING (UL OR NRTL
JOINTS" sheet.
2" dia. pvc conduit
conduit
junction boxes 7 & 8
junction box id
` brg. s. abut.
pier
2" dia. pvc conduit
1•" dia. pvc conduit
` junction box
` junction box
S534 (DISPLACED)
STRUCTURE
SEE "electrical details at JOINTS" and "conduit plan" sheets FOR
PROVIDE JUNCTION BOXES FROM THE APPROVED PRODUCTS LIST.
TO CONDUIT WORK.
USE 2" DIA. RIGID NONMETALLIC CONDUIT (PVC) UNLESS NOTED OTHERWISE.
CONDUIT SHALL BE EMBEDDED 2" CLEAR.
INSIDE ELEVATION AT JUNCTION BOX SECTION E-E
NOTES
LEGEND
INSIDE ELEVATION AT gate overhang junction box
plan
1
2
3
4
5
6
7
8
9
10
1
ABS
GIRDER
TOP OF PARAPET
g
FOOTING
PARAPET
FITTING
EXPANSION
3 '-
0 "
plan AT BASCULE PIER
BOND JUMPER NOT SHOWN FOR CLARITY
AND UP TO 30 DEGREES OF ANGULAR MISALIGNMENT IN ANY DIRECTION.
THIS DETAIL ACCOMMODATES A MAXIMUM OF ƒ" TOTAL MOVEMENT
OPENING
CONDUIT
RMC
OPENING
joint
CONDUIT
RMC
FITTING
EXPANSION
DEFLECTION/
angular misalignment in any direction with bonding jumper
up to ƒ" conduit contraction or expansion and up to 30° of
deflection/expansion fitting requirements:
expansion fitting requirements:
2'-0" MIN. CONDUIT COVER UNDER ROADWAYS, 1'-6" OTHERWISE. CONDUIT
exactly parallel to bridge movement.
deck below it. take care to install expansion fitting and conduit
(expansion/contraction) as the expansion device set in place in the
it will have the same allowance for movement
position movable end of conduit inside expansion fitting, such that
metallic 2-inch".
or as shown. sponge rubber wrap incidental to "conduit rigid
minimum thickness. provide wrap for the entire length of the fitting
sponge rubber wrap to be aashto m153, type 1 or equivalent - ‚"
NRTL listed for electrical use shall be used).
nonmetallic conduit to metallic conduit adapter fitting (UL or
3'-0" min. on each side of joint openings unless noted otherwise.
use 2" dia. rigid metallic (rmc) conduit at fittings. provide rmc for
TOP OF FOOTING
FITTING
BOND JUMPER NOT SHOWN FOR CLARITY
AND UP TO 30 DEGREES OF ANGULAR MISALIGNMENT IN ANY DIRECTION.
THIS DETAIL ACCOMMODATES A MAXIMUM OF 8" TOTAL MOVEMENT
TO JCT. BOX
FITTINGS INCIDENTAL TO CONDUIT WORK. CONDUIT FITTINGS, CONDUIT BENDS, AND ADAPTER
UNLESS NOTED OTHERWISE. USE 2" DIA. RIGID NONMETALLIC CONDUIT (PVC)
CONDUIT SHALL BE EMBEDDED 2" CLEAR.
east parapet footing shown. west similar.
east parapet footing shown. west similar.
box
junction
box
junction
box
min. invert = 749.20. attach rodent
0.5% min. to suitable drainage.
pipe underdrain wrapped (6 inch). slope
be determined by the contractor.
Structures. Limits of excavation shall
shall be incidental to Excavation for
Backfill beyond backfill pay limits
& b.f. of R-70-161 segment a footing.
abutment footing, b.f. of wing 1 footing,
constant offset from the b.f. of
Backfill pay limits. limits are a
3' -0
el. 749.20
2' -6 " be rm
2 '-
0 "
40'-0"
f o x r iv e r
c h a n n e l
f o x r iv e r
c h a n n e l
rip rap heavy
used for dewatering. approximate
assumed limits of cofferdam
masonry seal".
south abutment". concrete seal is paid under the bid item "concrete
under the bid item "substructure temporary dewatering system
dewatering system is to be designed by the contractor and paid
used to dewater the south abutment and segment a of R-70-161.
abutment sheets. cofferdam shown is illustrative of what may be
level at or below el. 747.0 and the bedrock elevation shown on the
concrete seal for dewatering. concrete seal is sized for water
South abutment is designed for use of a traditional cofferdam with
of rip rap limits.
based on limits shown on this sheet. engineer to determine extent
limits of rip rap shown are approximate. estimated quantities are
typical section thru abutment
waterline
e r y r o o
m f l o o r b e a
m s
2'-6"
5 '-
0 "
4 '-
9 "
6'-0"1'-6"16'-0"
19'-0"
1'-6"16'-0"
1'-6"16'-0"
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 1 -
F r a
S e c t i o n s .d
g n
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
M S _ P r i n t i n g \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
U s e r s \ t o n y .c
a s t l e \
D e s k t o p \
A E _
T _ S t r u c t u r e _
C O
L O
R .t
b l
STRUCTURE B-70-324
14 3 2 0 a b c
a
b
c
d
e
f
g
aa
b r id
CONNECTION ANGLES, AND CONNECTION
LATERAL BRACING WITHIN 5'-0" OF BASCULE
BASCULE GIRDER, ENDS OF FLOOR BEAMS AND
BRACKETS BETWEEN EXTERIOR STRINGER AND
FASCIA STRINGERS, INTERMEDIATE SIDEWALK
lIMITS OF GALVANIZATION. GALVANIZE
e a s t b a s c u l e g ir
d e r
w e s t b a s c u l e g ir
d e r
sym about
•" pl top flange
•" pl bott. flange
2" web plweb pl1‚" web plƒ" web plŒ" web pl•"
2'-0" 6'-9"17'-7"17'-7"17'-7"
MOMENT DIAGRAMS - BASCULE GIRDER
SHEAR DIAGRAMS - BASCULE GIRDER
CBAO1234
2 1 034 ` SPAN
DL
DL
S H
E A
R IN
K IP
S u n f a c t o r e d
M O
M E
F T .-
K IP
S u n f a c t o r e d
notes for stringer and floor beam stress chart
stress, & bascule girder load charts, except as noted.
unfactored loads used on shear & moment diagrams,4.
impact factor for floor beam 4 = 66%3.
impact factor for floor beams 2 and 3 = 33%2.
impact factor for roadway stringers = 33%1.
note:
camber permanency within the tolerance specified
heating is to be used, if necessary, to insure
ordinates as shown on the camber diagram.
the bascule girders are to be cambered with
UPLIFT
DL PED. DL PED. RDWY LL+I TOTAL
WEB †", 2 FLG'S PL 14"x1ƒ"
WEB †", 2 FLG'S PL 14"x1•"
WEB †", 2 FLG'S PL 14"x1•"
TRUSS SEE DETAILS
PEDESTRIAN LOAD 94 157 3
LIVE LOAD + IMPACT DEFLECTION AT MID-SPAN BASCULE GIRDER
ALLOWABLE LIVE LOAD + IMPACT DEFLECTION AT MID-SPAN BASCULE GIRDER
l/800 = 0.57"
ALLOWABLE LIVE LOAD + IMPACT DEFLECTION AT MID-SPAN FLOOR BEAM 4
LIVE LOAD + IMPACT DEFLECTION AT MID-SPAN FLOOR BEAM 4
P L
O T
D A
T E :
P L
O T
T IM
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 2 -
S p a n
S t r e s s S h e e t .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
2 '-
6 "
9"
3'-0"2'-3"9'-3"4'-6"9'-0"5'-0"
2 '-
6 "
9"
4'-6"6'-6"6'-6"6'-9"
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 3 -
D i a g r a
m a t
g n
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
CBA01
el. 755.08
4„ "
9"
9"
4„ "
2"
2"
3„"
6"
3„"
6"
1'-6„"
1'-1„"
2'-5ƒ"
2'-5ƒ"
3'-6"
3'-6"
6'-9"6'-6"6'-6"4'-6"
4'-6"6'-6"6'-6"6'-9"
8'-4"
1'-0…"
1'-5†"
8'-4"
3'-0"2'-3"9'-3"4'-6"9'-0"5'-0"
2 '-
6 "
2 '-
6 "
9"
9"
4 „ "
4 … "
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 4 -
D i a g r a
m a t
C e n t e r l i n e
R o a d
w a y .d
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
CBA01
ceb
S04
bridge
P L
O T
D A
T E :
P L
O T
T IM
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 5 -
D i a g r a
m a t
B a r r i e r .d
g n
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 5 -
D i a g r a
m a t
B a r r i e r .d
g n
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
el. 762.61
point 'o'
14'-7‚" to
el. 761.14
point 'o'
14'-10" to
el. 761.14
el. 761.93
looking at the roadway side of the west traffic
COUNTERWEIGHT UNDER BARRER NOT SHOWN FOR CLARITY.COUNTERWEIGHT UNDER BARRER NOT SHOWN FOR CLARITY.
operator house.
proportioned such that the mating position
the mating target shall be oriented and 4.
as-built condition in the field.
size of the mating target zone based on the
a guide. provide an accurate location and
the details of mating target shown is only 3.
north leaf.
the mating target is required only at 2.
in the price of "concrete masonry bridges".
the cost of mating target work is included 1.
notes:
el. 758.08 ` roll
traffic barrier top of concrete trajectory of
span barrier on movable steel traffic
south bascule pier clearance diagram north bascule abutment clearance diagram
span barrier on movable steel traffic
span barrier on movable concrete traffic
abutment barrier on bascule concrete traffic
barrier concrete traffic trajectory of top of
el. 755.08 ` roll
mating target at mating window mating target at closed position
on movable span paint black stripes
on movable span paint reflective yellow
on bascule abutment concrete traffic barrier
insert (typ.) screw in concrete •" dia. countersunk
(paint black) traffic barrier attached to concrete ‚" thick fiberglass plate
on movable span concrete traffic barrier
top of roadway
traffic barrier (paint black) attached to concrete ‚" thick fiberglass plate
detail 1
1'-6"
4'-7ƒ"
3 '-
3 "
2 "
5 ‚
@ 3 ƒ
6 •
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 6 -
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
8 (s
7 5 5 .0
`
ON PLATFORM
PIPE RAILING
OF ROLL
` fIRST POSITION
` REAR LOCKELEVATION
NE RACK FRAME SHOWN, NW RACK FRAME SIMILAR
(LOOKING WEST
OF ROLL
` last POSITION
rack column
3 (s
e l . 7 4 7 .3
3 (n
PL SEE NOTE 4.
6 spa.
a n g l e s a t t a c h e d
c o l u
m
m n
1…"| HOLES IN
s07 for details
framing see sht.
pl for uplift
m
o f a n c h o r b o l t
r e f e r e n c e e l . 7 2 7 .5
0 (s
o u t h l e a f )
r e f e r e n c e e l . 7 3 5 .0
0 (n
e l . 7 3 8 .5
0
e l . 7 4 1. 5 4
holes (typ.)
std. 1‰"|
SHIM PACK
COLUMN
GIRDER
` OF
7. final adjustment of rack must be completed prior to pouring slab.
transition at the machined surface to have a smooth radius.
6. finishing to extend 2" beyond rack casting end at last position of roll.
flange as a template.
ream at assembly with rack for ‡"| turned bolts using bottom
5. sub drill ‡"| holes in rack girder bottom flange. drill and
flange & col. cap pl).
theoretical position.
3. locations of w14 posts must be within ˆ" of
shims for 1„"| a325 hsb with hardened washers.
2. provide 1‹"| holes in girder flange, cap plate and
a325 slip-critical, unless noted.
1. all bolts on this sheet to be 1„"| high strength
concrete
(LOOKING NORTH
(LOOKING SOUTH
1'-5†"
6 '-
6 "
3 "
2 •
0 "
2 "
2 •
SECTION A-A SECTION B-B (CAP PLATE NOT SHOWN FOR CLARITY)
A
A
B
B
C
C
GIRDER
` BASCULE
GIRDER
` BASCULE
‡"|x8" STUDS
END PL FOR RACK FRAMING
SECTION C-C
(TYP.)
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 7 -
U p l i f t S u p p o r t
D e t a i l s .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
6"
8"
15'-2•"
3" 3"
3
` LAST POSITION
OF ROLL
` TRACK GIRDER
` LAST POSITION
OF ROLL
` TRACK GIRDER
` FIRST POSITION
OF ROLL
2" NOMINAL EPOXY
2. PRIOR TO GROUTING, INSTALL TRACK SUCH THAT THE TOP SURFACE IS LEVEL
WITHIN 0.002" PER FOOT IN ALL DIRECTIONS. THE FOUR CORNERS AT TWO ENDS
OF TRACK SHALL BE LEVEL WITHIN 0.015". ALL LEVELING SCREWS SHALL BE IN
CONTACT WITH PIER AND ANCHOR NUTS ON EACH SIDE OF LEVELING SCREWS
LIGHTLY TIGHT (35 LB-FT) (USE STEEL PLATE UNDER EACH LEVELING SCREW).
REMOVE LEVELING SCREWS AFTER GROUT IS CURED, FILL HOLES WITH GROUT.
1. 1ƒ" CORED HOLES IN CONCRETE FOR ANCHOR RODS. ANCHOR ROD LENGTH = 2'-3‚". USE HILTI BRAND
HIT RE 500 EPOXY ADHESIVE OR APPROVED EQUAL PER MANUFACTURER'S INSTRUCTIONS FOR ANCHOR RODS.
REAR LOCK GRILLAGE
F1554, GR. 105 - NUTS & WASHER
1•" ANCHOR RODS (20 PER TRACK) ASTM
STIFFENER
OF ROLL
` FIRST POSITION
OF ROLL
PRIOR TO BLAST CLEANING TO PROVIDE A
3 MIL MINIMUM FINAL SURFACE PROFILE
PL 1"x1'-4•"x1'-6"
(TOP AND BOT.)
PL 1"x1'-4•"x1'-6"
8. MACHINE TOP FLANGE WITH FLATNESS OF 0.001" PER FOOT, 0.010" OVERALL.
FORGING AND DETAILS".
LEVELING. INSTALL TRACK GIRDER WITH TRACK PLATE ATTACHED PER SHEET "TRACK
7. PROVIDE FOUR 1"| LEVELING SCREWS WITH UNF THREADS FOR FIELD ADJUSTMENT AND
6. STRESS RELIEVE WELDMENT PRIOR TO MACHINING TOP SURFACE.
5. BOLT HOLES IN TOP FLANGE SHALL BE LOCATED USING THE TRACK PLATE AS A TEMPLATE.
4. MILL TOP AND BOTTOM OF WEB AND STIFFENERS TO BEAR PRIOR TO ASSEMBLY.
3. PAINT NON-CONTACT SURFACES PER THE STRUCTURAL STEEL SPECIFICATIONS.
P L
O T
D A
T E :
P L
O T
T IM
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 8 -
G i r d e r a n d
G r i l l a g e s .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
9 "
2 •
" 2 •
TREAD PLAN - DEVELOPED BOTTOM VIEW
COUNTERBORE 3•"|X1„" DEEP (TYP.)
` BASCULE GIRDER & TREAD
DETAIL 1
3 MIL MINIMUM FINAL SURFACE PROFILE.
*
*
*
*
*
OF TANGENT SURFACES
NUT PER ASTM A 563 AND TWO HARDENED FLAT WASHERS PER ASTM F 436.
GIRDER FLANGES USING 1-1/2 INCH DIAMETER A 49 BOLTS WITH ONE HEAVY HEX
3. ATTACH TREAD FORGINGS TO GIRDER FLANGES AND TREAD FORGINGS TO TRACK
PROFILE OF 3.0 MILS.
SSPC-SP10/NACE NO. 2, "NEAR WHITE BLAST CLEANING" AND PROVIDE A MINIMUM SURFACE
OF THE TRACK GIRDER. BLAST CLEAN THIS FAYING SURFACE IN ACCORDANCE WITH
SURFACE WHICH MATES TO THE BOTTOM FLANGE OF THE BASCULE GIRDER AND TOP FLANGE
1. AFTER FINAL MACHINING OF EACH TREAD AND TRACK FORGING, BLAST CLEAN ITS FAYING
9'-10 "
A
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 0 9 -
F o r g i n g a n d
D e t a i l s .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
2"2"
6 "
2 "
7"
5"
5 ‚
AND A MINIMUM ELONGATION OF 20%.
HAVING A MINIMUM YIELD STRENGTH OF 65 KSI. A MINIMUM TENSILE STRENGTH OF 90 KSI
1. PROVIDE STEEL FORGINGS FOR TREADS AND TRACKS CONFORMING TO ASTM A668 CLASS J
ENGINEER.
FROM FORGING ONLY AFTER TEST REPORTS HAVE BEEN RECEIVED AND APPROVED BY THE
WITNESSING OF REMOVAL AND TESTING OF SPECIMENS. TRANSPORT TREADS AND TRACKS
ENGINEER. PROVIDE THE ENGINEER A MINIMUM OF TWO WEEKS' NOTICE TO ALLOW FOR
TREATMENT PROCESSES HAVE BEEN COMPLETED AND ONLY IN THE PRESENCE OF THE
FOR TESTING. REMOVE MATERIAL FOR TEST SPECIMENS ONLY AFTER ALL HEAT
5. PROVIDE ADEQUATE PROLONGATIONS WITHIN EACH FORGING FOR REMOVAL OF SPECIMENS
ACCORDANCE WITH SECTION 517 OF THE STANDARD SPECIFICATIONS WITH A THREE COAT SYSTEM.
SURFACES OF TREADS, PAINT ALL OTHER SURFACES OF TREAD AND TRACK FORGINGS IN
8. EXCEPT FOR THE ROLLING SURFACES OF TREADS AND TRACKS AND THE CONNECTING FAYING
(TYP.)
CENTER PUNCH
TRACK PLAN
GENERAL NOTES FOR TREAD & TRACK FORGINGS:
9. PROVIDE PUNCH MARKS OF THE FIRST AND LAST POSITIONS OF ROLL ON TRACKS AND TREADS.
10. PROVIDE SCRIBE LINES THROUGH THE PUNCH LINES AT RIGHT ANGLES TO THE CENTERLINES THAT
EXTEND FULLY TO EACH FACE AND THAT CONTINUE FOR A MINIMUM OF ONE INCH ONTO EACH
* *
* *
OF TANGENT SURFACES
APPLICATION OF COATING.
ASSURE ALL SCRIBE LINES AND PUNCH MARKS REMAIN VISIBLE FOR FIELD ERECTION AFTER
PLACEMENT OF ALL ALIGNMENT SCRIBE LINE AND BEFORE PLACING OUTSIDE OR TRANSPORTING.
THE TRACKS WITH A CLEAR LACQUER COATING AFTER COMPLETION OF ALL MACHINING AND
7. PROVIDE THE MACHINED ROLLING SURFACES OF THE TREADS AND THE MATING SURFACE OF
125
125
FINAL MACHINED FAYING SURFACE OF THE BASCULE GIRDER BOTTOM FLANGE.
PROVIDE THIS SAME BLAST CLEANING AND 3 MIL MINIMUM SURFACE PROFILE ON THE MATING
ENGINEER A MINIMUM OF TWO WEEKS NOTICE TO ALLOW FOR WITNESSING THIS MEASUREMENT.
OF ACHIEVING THIS SURFACE PROFILE, INCLUDING THE REPLICA TAPES USED. PROVIDE THE
SURFACES USING A REPLICA TAPE" IN THE PRESENCE OF THE ENGINEER. PROVIDE DOCUMENTATION
RPO287-87 "FIELD MEASUREMENT OF SURFACE PROFILE OF ABRASIVE BLAST CLEANED STEEL
(2.) MEASURE AND DOCUMENT THIS SURFACE PROFILE IN ACCORDANCE WITH NACE STANDARD
* THIS IS THE MACHINED FINISH REQUIRED
3 MIL MINIMUM FINAL SURFACE PROFILE
NUT PER ASTM A 563 AND TWO HARDENED FLAT WASHERS PER ASTM F 436.
GIRDER FLANGES USING 1-1/2 INCH DIAMETER A 490 BOLTS WITH ONE HEAVY HEX
4. ATTACH TREAD FORGINGS TO GIRDER FLANGES AND TREAD FORGINGS TO TRACK
(TYP.)
SCRIBE LINE
4 LEVELING SCREWS
EACH BASCULE GIRDER
FIRST LUG ON OUTBOARD SIDE OF
FAYING SURFACES BEFORE MOUNTING AND FINAL BOLTING OF FORGINGS TO GIRDER FLANGES.
GIRDER TOP FLANGES. ASSURE NO CORROSION DEVELEOPS ON THE FINAL BLAST CLEANED
FORGINGS AND MATING GIRDER BOTTOM FLANGE AND THE TRACK FORGINGS AND MATING
3. DO NOT PRIME PAINT THE FINAL BLAST-CLEANED FAYING SURFACES OF THE TREAD
AND PROVIDE A MINIMUM SURFACE PROFILE OF 3.0 MILS.
FAYING SURFACE IN ACCORDANCE WITH SSPC-SP10/NACE NO. 2, "NEAR WHITE BLAST CLEANING"
OF THE TRACK GIRDER AS WELL AS THE MATING GIRDER FLANGE SURFACES. BLAST CLEAN THIS
SURFACE WHICH MATES TO THE BOTTOM FLANGE OF THE BASCULE GIRDER AND TOP FLANGE
2. AFTER FINAL MACHINING OF EACH TREAD AND TRACK FORGING, BLAST CLEAN ITS FAYING
11. INSTALL AND FULLY SNUG TIGHTEN ALL BOLTS BETWEEN TREAD FORGING AND THE BASCULE
GIRDER FLANGE AND BETWEEN TRACK FORGING AND TRACK GIRDER BEFORE FINAL TENSIONING OF
BOLTS. FINAL TENSION BOLTS ONLY IN THE PRESENCE OF THE ENGINEER. PROVIDE A MINIMUM
OF 2 WEEKS NOTICE TO THE ENGINEER TO ALLOW WITNESSING SNUG TIGHT CONDITION AND FINAL
TENSIONING. FINAL TENSION BOLTS INACCORDANCE WITH THE REQUIREMENTS OF SECTION 506.3 OF
THE STANDARD SPECIFICATIONS. PROVIDE 23 TURN OF NUT ROTATION FROM THE FULLY SNUG
CONDITION. ASSURE THE MINIMUM BOLT TENSION OF 148,000 POUNDS SPECIFIED IN TABLE 506-1
OF THE STANDARD SPECIFICATIONS IS ACHIEVED FOR ALL BOLTS AFTER THEY HAVE BEEN FINAL
TIGHTENED. PROVIDE ADEQUATE SIZE AND TYPE OF EQUIPMENT TO FULLY ACHIEVE BOLT
TENSIONING REQUIREMENT.
BRIDGE".
ON TRACKS AND TREADS AS SPECIFIED IN SPECIAL PROVISION "STRUCTURAL STEEL
ESTABLISHING LOCATION OF CENTERLINE AND FIRST AND LAST POSITIONS OF ROLL
6. FOLLOW REQUIREMENTS OF MANDATORY NUMERICAL ROLL-THROUGH PROCEDURE FOR
P L
O T
D A
T E :
P L
O T
T IM
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 0 -
F o r g i n g a n d
D e t a i l s .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
g
10 "
10 "
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 1 -
G i r d e r
E l e v a t i o n - 1 .d
g n
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
bent pl 1"X20" (fcm)
c1 0 a b
2 - s t if f . p l 11 " x 1"
2 - s t if f . p l 11 " x 1"
l 8 x 8 x •
l 8 x 8 x •
l 8 x 8 x •
l 8 x 8 x •
stiff. pl ƒ"x8" (f.s.)
Š
Š
6 '-9
•
•
l 6x6 (skewed)pl 10"x1"
h in
70 .7 35
ng le o f ro t a t io n
…" fill pl
w e b
(typ.) (typ.)
r 1'-3"
l 4x4
counterweight sheets for details
"a" housing, bearing must be located
30" dia. bore with rc6 fit with bearing
note A:
standard specifications.
elevation - 2".
for sections a-a, b-b, c-c and d-d
bascule girder welds".
notes:
note d:
counterbore 3:1.
note c:
bolts equally spacing using bearing
field drill holes for 10-1ƒ" turned
note b:
11 "
2"
4'-3"
8"0•"
1'-10ˆ"
5 '-
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 2 -
G i r d e r
g n
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
2 - l 6 x 6 x •
l 6 x 6 x •
2 - l 6 x 6 x •
1ƒ"X18" (fcm)
(typ.) (typ.)
m a t c h l in
e - s e e s h e e t s 17 f o r c o n t in
u a t io
e - s e e s h t . s 11 f
o r c o n t in
u a t io
` bascule girder
… NOTE 1
section a-a
` bascule girder
h in
INCLUDED IN THE PRICE OF BID ITEM "CLOSURES AND SEALS")
(THE COST OF STAINLESS STEEL FLASHING IS
‚
10 "
9 "
2'-6"
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 3 - S
G i r d e r
g n
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
- 3'-11"
bent pl 1"X20" (fcm) stiff. pl 1•"x11" (f.s.)
2 - s t if f . p l 11 " x 1"
2 - s t if f . p l 11 " x 1"
l 8 x 8 x •
l 8 x 8 x •
l 8 x 8 x •
l 8 x 8 x •
stiff. pl ƒ"x8" (f.s.)
Š
Š
l 4x4x• (typ.)
l 4x4x• (typ.)
•
•
see detail 1
h in
w.p.
t a t io n top of track el. 751.33
…" fill pl
…" closure pl
w e b
(typ .) (typ
counterweight sheets for details
bascule girder welds".
elevation - 2".
for sections a-a, b-b, c-c and d-d
- 1".
for notes a, b, c and d, see sheet
notes:
5 '-
10 "
5 '-
g
3 '-
0 "
6"
9 '-
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 4 - S
G i r d e r
g n
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
2 - l 6 x 6 x •
(fcm)
2 - l 6 x 6 x •
1ƒ"X24" (fcm)
flange pl
r 15
m a t c h l in
e - s e e s h e e t s 17 f o r c o n t in
u a t io
m a t c h l in
e - s e e s h t . s 13 f o r c o n t in
u a t io
9 "
10 "
6"3'-9"
6"3'-9"
8'-9•"
4 '-
3 "
3…"
1… "
1•"
5 ‚
3…"
1… "
1•"
5 ‚
6 "
0 "
3 "
3 "
1‚"
1‚"
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 5 -
G i r d e r
D e t a i l s .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
(t y p .)
(fcm)
fill pl ‚"x9"x8'-9"
fill pl ‚"x9"x8'-3"
(FCM)
2•
G
G
2•
(Not to scale)
1 2 3 4
9 †
" 5 '-
6 "
5 '-
6 "
2 '-
6 "
3 '-
0 "
6‡"
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 6 -
A c c e s s
D o o r .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
1
…" latch bar
L3X3X… (TYP.)
floor pl
4 "
8 "
1'-9"
4 '-
7" 6" 3" 2ƒ"
pl •x4 (FCM)
ALL WELDS ON JAW AND DIAPHRAGM
CJP
2. 12‡" x 2'-1•" SHIM PACK REQUIRED.
1- ", 1-•", 1-ˆ", 1-„" AND 1-‚"
1. 12‡" x 10" SHIM PACK REQUIRED.
PLATES ARE TO BE SHIPPED AS A UNIT.
DIAPHRAGM INCLUDING TOP & BOTTOM CONNECTION
IN THE SHOP. THE CENTER LOCK CASTING AND
DRILLED AND REAMED TO SIZE WHILE ASSEMBLED
AND DIAPHRAGM TO BE SUB-PUNCHED OR SUB-
HOLES IN CENTER LOCK CASTING
+1/32"-
countersunk bolts. bolt head
` span
countersunk bolts. bolt head
\ •
"
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 7 -
G i r d e r a t
C e n t e r l o c k .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
g
rad. = 2"
shim pack
bolts. 2 washers spotface
holes for ‡" dia. h.s.
CENTERLOCK".
FOR SUBDRILLING HOLES AND SHOP ASSEMBLY.
MATERIALS FOR BID ITEM "STEEL TREADS, TRACKS & CENTERLOCKS":
CASTINGS - ASTM 148, GRADE 90/60
WITH CHARPY V - NOTCH VALUE OF
15 FT.-LBS. AT -50°F.
FINISH DESIGNATION SHOWN REFERS TO ANSI STANDARD B46.1.
H.S. BOLTS ARE INCIDENTAL TO BID ITEM "STRUCTURAL STEEL BRIDGE."
P L
O T
D A
T E :
P L
O T
T IM
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 8 -
L o c k
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
3 '-
1"
6"
P L
O T
D A
T E :
P L
O T
T IM
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 1 9 -
M a c h i n e r y
R o o
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
REAR BREAK IN SIDEWALK
COUNTERWEIGHT OUTLINE
POUR A
POUR B
A
2 2 -
D
"SIDEWALK BREAK SECTIONS
3 8 -
@ 6 •
" C
A
@ 6 •
" C
FOR SECTION VIEW A-A SEE "DECK
ajc/ceb
6" = 1'-0"
1' - 8 "
M IN .
L A
5•"
C L
5'-1" 5'-1" 5'-1" 9" 3'-0" VARIES 1'-1ƒ"
1'-0"
•"
•"
@ 9" ALT. SPACING GALV.
ƒ"| x 6" STUDS
@ 8" SPACING
& Š" CONTINUOUS PLATE WASHER
1'-4" @ BACK WALL
W/ LA0404A
LA0409A LAP
W/ LA0603A
LA0610A LAP
TO 1'-2•"
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 2 0 -
D e c k
D e t a i l s o v e r
M a c h i n e r y
R o o
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
@ 9" ALT. SPACING GALV.
ƒ"| x 6" STUDS
@ 8" SPACING
& Š" CONTINUOUS PLATE WASHER
1'-4" @ BACK WALL
(LOOKING FROM ROADWAY)
0b
working point working point
(T Y
NORTH BASCULE ABUTMENT
the cost of the neoprene seal is included
note:
15 '-
L E
T )
52'-5‚" (HORIZONTAL) END-TO-END OF HALF-FILLED STEEL GRID WITH 2" OVERFILL (LIMITS OF PROTECTIVE SURFACE TREATMENT)
A A F
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 2 1 - S t e e l
G r i d
D e c k -
O v e r f i l l e d
P l a n .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
PLAN HALF FILLED STEEL GRID WITH 2" OVERFILL
NOTES
UNDER BID ITEM "STEEL GRID FLOOR CONCRETE FILLED (5-INCH)".
THE COST OF THE …" CONNECTION PLATES ATTACHED TO THE GRID IS INCLUDED
CONNECTION PLATE AS A TEMPLATE.
FLANGE OF STRINGERS IN THE FIELD USING THE SHOP DRILLED HOLES IN GRID
SHOP DRILL …" CONNECTION PLATE ATTACHED TO THE GRID. DRILL HOLES IN TOP
CONNECTION PLATES AND FASTENERS) SHALL BE HOT DIP GALVANIZED.
ALL PARTS OF THE STEEL FLOOR GRID (GRID, TRIM BARS, JOINT BARS, EDGE BARS,
OVER FLOOR BEAMS.
PROVIDE REMOVABLE FORM PANELS TO ALLOW ACCESS TO BOLT-DOWN PLATES
FOR SECTION VIEWS SEE SHEET "STEEL GRID DECK - OVERFILLED DETAILS."
‚" CLR.
1'-6"
10"
1'-0"
2"
2"
4 "
1"
SHOP FASTEN PIPE TO MAIN BAR
‡" H.S. BOLT
STEEL TRAFFIC BARRIER
BAR AT CROWN
…" BOLT DOWN PLATE
BOTTOM OF GRID
ƒ" | A325 BOLTS
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 2 2 - S t e e l
G r i d
D e c k -
O v e r f i l l e d
D e t a i l s .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
FOR LOCATIONS OF SECTION VIEWS SEE SHEET
FILL BAR DETAIL
3"3" 7"
2'-10•"1'-1"1'-1"6'-7•"1'-1"1'-1"6'-7•"1'-1"1'-1"6'-7•"1'-1"1'-1"6'-7•"1'-1"1'-1"
2'-8"5'-0•"
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 2 3 - S t e e l T r a f f i c
B a r r i e r .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
sections b-b and f-f for threaded rod connection
details
EQUALLY SPACED FIELD CUT
CLAMPS (4 PER HANDHOLE)
bird screens is included in the pay item
"structural steel bridge".
galvanized and painted.
typical at barrier splice locations typical at intermediate
sidewalk brackets
tight fit
A
slab
sidewalk
bascule
internal diaphragm
3" 6"
29 SPACES @ 6" = 14'-6"6"
15 SPACES @ 1'-0" = 15'-0"
6 SPACES @ 2'-6•" = 15'-3"7…"
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 2 4 -
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
a s t l e \
D e s k t o p \
A E _
C O
L O
R .t
b l
STRUCTURE B-70-324
C
B
O
1ˆ"| HOLES FOR ‡"| HIGH STRENGTH BOLTS IN REAR BREAK, FILLS & SHIMS.
•"| x 1•" SLOTS IN SUPPORTS WITH …" THICK WASHERS (TYP.)
(BASCULE SPAN
STRINGER SPACINGS)
L 6x4x•
L 3x3x…
BAR •"x1"
POINT B
ƒ"|x8" STUDS (TYP.)
concrete traffic barrier
dimensions vary according to the key
below:
See sheet "south bascule pier plan at
abutment.
see sheet "north bascule abutment plan at
all steel in rear break shall be galvanized.
notes:
2'-8•"
5 "
2 "
B A
T C
H P
R IN
m - n a - p
o m :A
D o c u
m e n t s \ 6 0 5 4 2 5 8 1 -
R a c i n e
S t r e e t
B r i d g e \ 9 0 0 -
C A
D
G I S \ 9 2 0 _ S t r u c t u r e s \
B - 7 0 - 3 2 4 \
S h e e t s \
S 2 5 -
D e t a i l s .D
G N
F IL
L i b r a r i e s \
W I S
S t a t i o n \
R e s o u r c e s \
P r i n t e r _
D r i v e r s \
A E _ P
D F _ 1 1 x 1 7 .p l t
C :\
U s e r s \ t

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