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RECRE T N-,.. EPARTMENT
PARKS 10
Coty of College Statimon
Post Offmice Box 9960
College �-,Statimon,Texas 77842
OL
TATION
BRAZOS VALLEY
VETERANS MEMORIAL
18" DRAIN PIPE /CONCRETE
DOWEL INTO EXISTING WALK
WITH #3 SMOOTH:`' • 1
CURB/SIDEWALK
WHERE APPLICABLE
MARK LOCATION WITH
GALVANIZED CARRIAGE INSTALL BOLT IN WALK
BOLT 3/8-X2-
4 d
d
4" SCH 40 PVC PIPE
12" BELOW TOP OF GRADE TYP.
EXTEND END 12" BEYOND
CONCRETE AND TAPE
BOTH ENDS
SLEEVE SECTION
16' ELEVATED WALKWAY
,RE:DETAILS
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m EXISTING SIDEWALKS
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2 6" DRAINPIPES /CONCRETE
12" DRAINPIPE /CONCRETE RE:DETAIL DOWEL INTO EXISTING WALK 48' ELEVATED WALKWAY
\DETA1 WIT #3 SMOOTH EBARS,16" O.C. E:DETAILS
Sod this area
between concrete walk and sloped Select fill
12 Min. Sidewalk Sod this area
between walk and sloped
48' (Typ.) concret
4 to
SIZE AS NOTED ON PLAN 0 RCP FLOW
" DRAINPIPES
.M17-rA 11
EXISTING SIDEW
IV
210
EXISTING -SI
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Sloped End Treatment (Typ.)
,�ee detail, this page.
�,-..�-..-rA
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disturbed soil 6" reinforced concrete with
#3 bars @ 12" O.C.E.W.
SECTION OF SLOPED PIPE
15" 10"
50 0 50 100 150
NORTH Scale 1 " = 50'
24" RC
RCP
6" reinforced concrete with
#3 bars ® 12" O.C.E.W.
ut RCP to
411 match slope
V -s"
SLOPED END SECTION
8-
61'
Sloped End
Treatment
M
\266
STALL 7 47DIAM.
24" DRAIN PIPE
256 80' BRIDGE
RE:DETAIL,l
C
X20' ELEVATED WAL K
E: DETAI LS
W
1•
'
1' Min. E E E E— E— E
-.-4'r /E ..----M.".""_M- .—M—M—M_M_M-•_•_M_
E
NOTE:CLEAR OUT A MIN.OF 12' WIDTH SPACE
IN WOODED AREAS
DOW LIN T0 XISTING WALK INSTALL CONCRETE WALKS,6' WIDE
WITH #3 SMOOTH REBARS,16" O.C. RE:DETAILS
I
INSTALL FLUSH WITH EXISTING GRADE
EXCAVATE 4" PRIOR TO CONCRETE POURS
EXPANSION JOINTS 30' O.C.,SCORE JOINTS 6' i' .0
INSTALL 12 METAL BENCHES,CR-196 BLACK COLOR MEET WITH PARKS PLANNER AT SITE TO WALK' STEEL CONST.,VICTOR STANLEY' O
LOCATE CENTER LINE OF WALK
WITH BACKS
EXACT LOCATIONS TO BE DETERMINED ON
SITE BY PARK PLANNER
General Notes:
1. Place proposed RCP in existing channel flow line.
2. Slope channel to proposed inlet.
3. Fill material shall be select fill, free of lumps, rocks,
clods, or debris, and shall be compacted to 98
maximum density as determined by standard
proctor (ASTM D698) at 0
moisture. % to --I•-4% optimum
4. Hydromulch all disturbed areas. Place sod on all
sloped areas around drain pipes
5. All concrete shall be 3,000 psi concrete. All exposed
-lers shall be chamfered 3/4".
tractor shall maintain constant low elevation
Ilway" 10' minimum across, centered over proposed
SOD SIDES OF CONC.
SLOPED END PLAN VIEW
in
NOTES:SECURE G SEAL TO THE XPANS JOIN
W/ NAILS,SCREWS OR STAPLES " O.C.
G SEAL PROVIDES A FINISHED INT,DO OT TOOL
I,
G SEAL # 624 MOOT DO ;EL BAR
3 X 18" L NG,12" O.C.
• . , • ,0000 .
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Al -
1/2"
1/2" FIBER EXPANSION BOARD
I
EXPANSIONUOINT
D
MEDIUM BROOM FINISH
/_1 /2" RADIUS
L;
4. e
SIDEWALK SEC'
FLUSH WITH EXISTING GRADE
18" O.C. B.W.
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PETER VAN EK
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4'-0"INSIDE H.R. POST
TYP. HANDRAIL CAP
1-2x6 AS SHOWN 2'-8" CL PIER
20'-6" FACE OF CONC. �
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INSTALL PER STRICT DIMENSIONAL TOLERANCE '
TO COMPLY WITH SURFACE AND GAP
TOLERANCES REQUIRED BY THE ADA & TDLR.
INSTALL WITH CROWN UP.
STRUCTURE #2 - 20FT. ELEVATED TIMBER WALKWAY PLAN VIEW SCALE 1/4" = 1'-0"
STRUCTURE #2 - 20FT. ELEVATED TIMBER WALKWAY - ELEVATION VIEW SCALE 1/4" =1'-0"
CL HANDRAIL POST16'-0" L HANDRAIL POST
TYP. HANDRAIL
tSKIUUt UrLAI U, LXX 5, I TrIUML.
INSTALL PER STRICT DIMENSIONAL TOLERANCE
TO COMPLY WITH SURFACE AND GAP
TOLERANCES REQUIRED BY THE ADA & TDLR.
INSTALL WITH CROWN UP.
TYPICAL. (SIMPSON W210 HANGERS)
STRUCTURE #4 - 16FT. ELEVATED TIMBER WALKWAY - PLAN VIEW SCALE 1/4" = 1'-0-
16'-0" I,
4'-0" 4'-0" 4'-0" 4'-0" I
TYPICAL HANDRAIL, REF. 8/S-2
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PLACE BEAM SEATS
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3-#6 BARS
STRUCTURE #4 - 16FT. ELEVATED TIMBER WALKWAY - ELEVATION VIEW SCALE 1/4- =1'-0"
TYP. HANDRAIL POST
46's AT 4'-0" O.C.
TYP. HANDRAILS
6-2x4's AS SHOWN
CL 6x12
I_ 1'-3"
6x12 TIMBER
STRINGER, TYP.
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12
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4'-0"INSIDE H.R. POST
2'-8" CL PIER
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2 - 1 /2"DIA.xB"
° LAG SCREWS
4'-0"INSIDE H.R. POST
TYP. HANDRAIL CAP 1-2x6 AS SHOWN.
ATTACH TO H.R. POSTS W/ 2-#14x3" CONTERSUNK
DECK SCREWS.
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TYP. HANDRAIL POST
46's AT 4'-0" O.C.
TYP. HANDRAILS
6-2x4's AS SHOWN
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TYPICAL 2x6 BRIDGE DECKING. FASTEN W/ 2 COUP
602 BEAM. INSTALL LUMBER BY MFG. AND PER
TO COMPLY WITH FINISHED SURFACE CHANGES IN I
PER ACCESSIBILITY REQUIREMENTS OF THE ADA &
602, TYPICAL
H.R. POST
- ATTACH W/ 2 -#14x3 -
SCREWS. MITRE/SCARF
-S AT POSTS, ONLY. —
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SI NAL TOLERANCES REQUIRED
1%4'� A D GAP SPACES (MAX. 1/2")
_ DECK LUMBER CROWN UP.
12 PER HANDRAIL POST 1'-3" '-3"
4 CL 6x12 CL 6 12
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GALVANIZED HEAVY ANGLE CONNECTOR (SIMPSON HL35)
ATTACH TO 6x12 BEAM W/ 2 - 5/8"x4" LAG SCREWS
ATTACH TO CONCRETE W/ 2 - 5/8"x3 1/2" EMBE
GALVANIZED EXPANSION ANCHORS.
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PLAN - ABUTMENT
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NOTE: ALL SURFACE CHANGES IN LEVEL
5 1/2" 01 MUST COMPLY WITH TEXAS ACCESSIBILITY STND.S
NO VERTICAL RISE GREATER THAN 1/4-, 7
I NO HORIZONTAL GAP GREATER THAN 1/2-.
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602 TIMBER
1/2- EXPANSION JOINT MATERIAL
AND SURFACE SEALANT
REFER TO LANDSCAPE
DRAWINGS FOR SIDEWALKS
$
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SECTION -Tyrie WALKWAY
2 - 1 /2"DIA.x8"
LAG SCREWS —
PER HANDRAIL POST
TYP. HANDRAIL - ATTACH W/ 2-#14x3"2X4 H DRAIL - ATTACH W/ 2-#14x3"
COUNTERSUNK DECK SCREWS. MITRE/SCARF C NTERSU DESK SCREWS. CHAMFER RAIL
JOINT RAILS ONLY AT POSTS jE S AT PO TS j
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602 TIMBER STRINGER
6x12 UMBER BENT
1/2- GAP (MAX.) � F'
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6x12 TIMBER STRINGER ATTACH W/ 3/4"x4" LAG SCREWS
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-7 SECTION - ABUTMENT
1 -6
8"
SECTION - ABU) IENTl TURNDOWN
I I �
ELEVATED WALKWAY WOOD FRAMING NOTES AND SPECIFICATIONS
1. All wood shall consist of No. 2 KD15 Southern Pine virgin wood material
All individual wood pieces shall be finished smooth on all sides.
2. All wood shall be treated in accordance with the standards of the Ame can
Wood Preservers Association, AWPA C2, latest edition. Preservative to be
chromated copper arsenate (CCA) with a minimum retention of .60 po ds
per cubic foot minimum, suitable for freshwater or soil contact.
3. All connections for wood members shall be made with the applicable
galvanized metal framing anchors as called out on the plans. Nails sh
be galvanized - wood screws shall be stainless steel. Toe -nailing
is not an acceptable method of attachment.
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TOOLED CONTROL JOINT
(TO 1/2" DEPTH)
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STRUCTURE #1 - 80FT. PREFABRICATED STEEL BRIDGE - PLAN VIEW
0
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80'-0" NOMINAL SPAN
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— —
BRIDGE FABRICATOR TO PROVIDE GALVANIZED STEEL HANDRAILS
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STRUCTURE #3 - 48FT. ELEVATED TIMBER WALKWAY - PLAN VIEW SCALE 1/4" =1'-0"
BOTTOM DF PIERS
STRUCTURE #3 - 48FT. ELEVATED TIMBER WALKWAY - ELEVATION VIEW SCALE 1/4" =1'-0"
CAMBERED BOTTOM
TRUSS CHORD —\
ARCHED BOWSTRING
TRUSS TOP CHORD
ACCESSIBLE HANDRAIL
_ REF. OWNER'S CODE
REQUIREMENTS
ARCHED BOWSTRING
TRUSS DIAGONAL CHORD
3x12 TREATED TIMBER BRIDGE DECK
ANCHORED TO STRINGERS
LIFE SAFETY GUARD RAIL
COMPONENTS, REF. OWNER'S
CODE REQUIREMENTS
PL1 /4"x6"xCONT.
TOE PLATE
CAMBERED FLOOR
BEAMS
FLOOR BEAM TYPICAL AT ENT
TRUSS VERTICAL MEMBERS DWi
\--HORIZONTAL DIAGONAL BRACING PER
BRIDGE MFG.'S DESIGN
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SECTION - PREFAB STEEL BRIDGE
MONOLITHIC POUR
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STRUCTURE #3 - 48FT. ELEVATED TIMBER WALKWAY - ELEVATION VIEW SCALE 1/4" =1'-0"
CAMBERED BOTTOM
TRUSS CHORD —\
ARCHED BOWSTRING
TRUSS TOP CHORD
ACCESSIBLE HANDRAIL
_ REF. OWNER'S CODE
REQUIREMENTS
ARCHED BOWSTRING
TRUSS DIAGONAL CHORD
3x12 TREATED TIMBER BRIDGE DECK
ANCHORED TO STRINGERS
LIFE SAFETY GUARD RAIL
COMPONENTS, REF. OWNER'S
CODE REQUIREMENTS
PL1 /4"x6"xCONT.
TOE PLATE
CAMBERED FLOOR
BEAMS
FLOOR BEAM TYPICAL AT ENT
TRUSS VERTICAL MEMBERS DWi
\--HORIZONTAL DIAGONAL BRACING PER
BRIDGE MFG.'S DESIGN
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SECTION - PREFAB STEEL BRIDGE
CAP END BEAM WITH PLATE
NOTE REQUIREMENT TO CLOSE/CAP ENDS OF
ALL TRUSS MEMBERS
UTS REF. MFG.'S
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BRIDGE FABRICATOR TO PROVIDE GALVANIZED STEEL HANDRAILS
IN COMPLIANCE WITH OWNER'S SPECIFIED LIFE SAFETY CODE REQUIREMENTS—
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-
CAP END BEAM WITH PLATE
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ALL TRUSS MEMBERS
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® 12" O.C.
\ I COMPACTED
I SELECT
FILL
5" SLAB WITH #3 BARS
AT 12" O.C.E.W.
(TURN DOWN INTO
ABUTMENT AND EDGES)
1/2" EXPANSION JOINT MATERIAL
AND SURFACE SEALANT
REFER TO LANDSCAPE
DRAWINGS FOR SIDEWALKS
1/2" DIA. x 1'-0"
SMOOTH DOWELS AT 12" O.C.
#3 TIES ® 12" O.C. ;'I
ANCHOR BOLTS SUPPLIED BY BRIDGE MANUFACTURER (DIAMETER &LENGTH BY BRIDGE MFG.)
GENERAL CONTRACTOR TO INSTALL ANCHOR BOLTS PER BRIDGE MFG. PLANS & SPECIFICATIONS
3-#6 BARS
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2'-0"
CL 18" D
1'-0"1,PIERS
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DIMENSIONS SHOWN WITH AN " * " ARE DEPENDENT UPON
THE FINAL BRIDGE DIMENSIONS AND CONFIGURATION.
THE EXACT LOCATION AND ELEVATION OF THE BRIDGE
PIERS AND ABUTMENT BEAMS WILL BE BASED UPON THE
FINAL APPROVED BRIDGE SHOP DRAWINGS. THE ENGINEER
WILL PROVIDE FINAL COORDINATED FOUNDATION PLANS
FOR THE PIERS AND ABUTMENT BEAMS BEFORE THE
CONTRACTOR MAY BEGIN WORK ON THOSE ITEMS.
6 - #7 BARS x 20'-0"
WITH #3 ROUND TIES ® 12" O.C.
SECTION - ABUTMENT
-----------------
-� - -
20" DIA. x 16' -6 -
STRAIGHT SHAFT PIER,
TYPICAL
* I I
ANCHOR BOLTS SUPPLIED BY BRIDGE MANUFACTURER (DIAMETER & LENGTH BY BRIDGE MFG.)
GENERAL CONTRACTOR TO INSTALL ANCHOR BOLTS PER BRIDGE MFG. PLANS & SPECIFICATIONS
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(� 2' WIDE x 4' EEP
BRIDGE SUPPO T BEAM
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- - 1/2"DIA.x6" LAG SCREWS
AT 48" FOR CURB ATTACHMENT
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\\-A8" WIDE ABUTMENT
TURNDOWN EDGES
PLAN -ABUTMENT
ENGINEERED BRIDGE SPECIFICATIONS
General
1. These specifications are for a fully engineered clear span bridge of
welded steel construction and shall be regarded as minimum standards for
design and construction. The following bridge manufacturers are considered
qualified to design and fabricate the desired bridge:
a. Excel Bridge Mfg, 12001 Shoemaker Ave. Santa Fe Springs CA 90670
b. Pioneer Bridges, 119 40th Street NE, Fort Payne, AL 35967
2. The bridge manufacturer shall have been in the business of design and
fabrication of bridges for a minimum of five years and provide a list of five
successful bridge projects, of similar construction, each of which has been in
service at least three years.
3. The specific type of bridge required will be a bowstring truss design with a
clear span from abutment to abutment. No intermediate structure supports
are allowed.
4. The bridge shall be custom designed to fit the dimensions and
conditions depicted or reasonably inferred from the drawings.
1. Width: Inside clear width of bridge shall be 8 feet 0 inches.
2. Span: Center to center of bearing of bridge shall be 80 feet 0 inches.
3. Camber: Bridge shall be cambered 2% of the total span. All vertical truss
members shall be perpendicular to the horizon (true horizontal) after the
bridge is erected and the dead loads are applied.
Design
1. Open truss bridges shall be designed by a professional engineer
experienced in pony truss bridge design and top chord stability criteria
utilizing elastic lateral restraints. All design shall be accomplished by
a registered professional engineer licensed to practice in the
State of Texas.
2. The designer/fabricator shall produce plans and specifications
for the complete fabrication and erection of the bridge. The
documents shall bear the seal of the registered professional
engineer responsible for the bridge design.
3. In addition to actual dead loads, the bridge shall be designed for the following
loads:
a. Uniform Live Load: The bridge shall be designed for an evenly .distributed
live load of 85 pounds per square foot using AASHTO live load
pedestrian bridge guidelines
b. Vehicle Load: Bridges will also be designed to support a moving
concentrated load equal to 1000 pounds per foot of width (up to 10,000
pounds) plus 30% for impact loading. This concentrated load is, in addition
to a 20 pounds per square foot evenly distributed live load. The vehicle load
shall be distributed such that 80% of the load is on .the rear axle (per
AASHTO).
c. Wind Load: All bridges shall be designed for a minimum wind load of 35
pounds per square foot. The wind is' calculated on
the entire vertical surface .of` the bridge as if fully enclosed.
d. Design Criteria: The design of the bridge shall be in accordance with the
"American Institute of Steel Construction"; "Allowable Stress Design"; 13th
Edition, 2005. Tubular members and their connections shall be
designed per the AISC " Hollow Structural Sections Connections Manual"
latest edition.
e. Seismic: All bridges shall be designed for seismic loads of the intensity
required by the international Building Code 2006 for the bridge location.
f. Temperature: Bridge shall be designed to accommodate a temperature
differential of 120 degrees Fahrenheit. Slip pads of UHMW polyethylene
shall be placed between the smooth surface of this setting plate and the
smooth bearing plate of the bridge. At least 1" clearance shall be provided
between the bridge and concrete abutments.
g. Deflection: The vertical deflection of the bridge due to pedestrian live load
shall not exceed 1/400 of the span length. The maximum deflection due to
vehicular loads shall not exceed 1/800 of the span length.
For pedestrian comfort, the minimum load used for the deflection check
shall be a minimum of 500 pounds per lineal foot of bridge.
The horizontal deflection due to lateral wind load shall not exceed 1/500 of
the span length
3'-10 1/2" INSIDE CRB
3'-10 1/2" INSIDE CRB
6x6 CONTINUOUS TIMBER CURB,
TYPICAL. 1" CHAMFER ALL EDGES
TYPICAL 2x6 BRIDGE DECKING. FASTEN W/ 2 OUNTERSUNK DECK SCREWS #143" @ EA.
602 BEAM. INSTALL LUMBER BY MFG. AND IPER STRICT DIMENSIONAL TOLERANCES REQUIRED
TO COMPLY WITH FINISHED SURFACE CHANGES
S IN LEVEL (MAX. 1/4") AND GAP SPACES (MAX. 1/2")
PER ACCESSIBILITY REQUIREMENTS OF THE Z & TDLR. INSTALL DECK LUMBER CROWN UP.
6x12, TYPICAL
CL 6x12 CL 602
4'-0" 1 4'-0"
SECTION - TIMBER WALKWAY
ENGINEERED BRIDGE SPECIFICATIONS (CONT'D)
Materials
1. All structural members shall have a minimum thickness of material of at least
3/16".
2. Unpainted Weathering Steel bridges shall be fabricated from ASTM A242
or ASTM A588 steel for plates and structural shapes and ASTM A606 or
ASTM A847 for tubular sections. Minimum yield (Fy) shall be greater than
50,000 psi.
3. Wood Decking shall be No. 1 grade West coast Douglas fir. Wood
decking shall be treated to a minimum of .40 pounds of preservative per
cubic foot of wood. The wood deck shall be designed for a 85 psf local
loading condition. Floor planks shall be attached with at least two
plated fasteners where planks cross supporting members.
Planks shall be nominal 3" x 12" continuous members.
**** Install decking with crown of grain pointing up ****
4. Field splices shall be bolted with High Strength ASTM A 325 bolts; type 3
bolts are required for weathering steel bridges.
5. Welding materials shall be in strict accordance with the American Welding
Society (AWS). Structural welding code, DIA Filler metal as specified in 1.
shall be used for the particular welding process required. Welders will be
certified in accordance with AWS D1.1.
Fabrication
1. Bridge fabricator shall be certified by the American Institute of Steel
Construction to have the personnel, organization, experience, capability, and
commitment to produce fabricated structural steel for Conventional Steel
Structures and Simple Steel Bridge Structures with Sophisticated Paint
Endorsement as set forth in the AISC Certification Program.
2. Workmanship, fabrication, and shop connections shall be in accordance with
American Association of State Highway and Transportation Officials
Specifications (AASHTO).
3. Welding operators shall be properly accredited experienced operators, each
of whom shall submit satisfactory evidence of experience and skill in welding
structural steel with the kind of welding to be used in the work, and have
demonstrated the ability to make uniform good welds meeting the size and
type of weld required.
4. All welding shall utilize E70 or E80 series electrodes. The weld process
used shall be Flux Core Arc Welding (FCAW) or Shielded Manual Arc
Welding (SMAW).
5. The connection of bridge end post to top chord should be a mitered joint
with the exposed welds ground smooth.
6. All hollow sections shall be closed off at exposed ends. Provide a Y4"
diameter drain hole at the lowest point of all hollow member assemblies.
Railings and Accessories
1. All hand railings shall have a smooth outside surface with no protrusions or
depressions. All ends of tubes shall be closed and ground
smooth. Railings shall meet all requirements of the American Disabilities Act.
2. Safety Rails: Continuous rails shall be located on the outside of trusses. Provide
horizontal safety rails with a maximum clear opening such that a
4 inch diameter sphere can not pass through the gap between horizontal railings.
3. Toe Plate: A 6" steel flat bar shall be located 2" above the floor deck.
Finishes
1. All boldly exposed surfaces of weathering steel bridges shall be sand
blasted in accordance with the Steel Structures Painting Council (SSPC)
Surface Preparation Specification No. 6 "Commercial Blast Cleaning".
2. All handrails shall have a smooth galvanized finished.
Delivery and Erection
1. Bridges must be erected by a contractor experienced in all
aspects of bridge handling, storage, lifting, setting and
connecting.
2. Follow manufacturer/designer/fabricator plans and specifications in all
aspects of erection and construction. Provide additional support or
bracing as required to keep the bridge straight and plumb, and
to assure adequate structural stability and strength during
construction.
3. Do not apply construction loads to the bridge until it has
been properly anchored and braced. Do not subject bridge
to full design loads until all permanent decking and bracing
is installed.
4. Bridges shall be delivered by truck to a location nearest to the site accessible
by roads. Hauling permits and freight charges are the responsibility of the
manufacturer.
5. The manufacturer will advise the steel erector of the actual lifting weights,
attachment points and all necessary information to install the bridge.
Unloading, splicing, bolting, -and proper lifting equipment is the responsibility
of the steel erector and general contractor.
6. The general contractor shall install the anchor bolts in accordance with
the manufacturer's anchor bolt spacing dimensions.
Warranty
1. The bridge manufacturer shall provide a ten year warranty against defects
in material and workmanship in its manufacture for the use and
stated capacity shown in these documents.
General
, root
1.
i
Coordinate all structures
wit:
root
and engineer as to the'
xai
walkways connecting t)'!
finish elevations.
be free of organic matErials
a
between 8 and 18. Fill i
i lateria
2.
All elevated wood walk II
s s
95 pei
cross section and profit
.
3.
Concrete walkways tonne
tin;
a des
structures must be bu
to
4.
The foundations and sup'
ort
i
pedestrian bridge may not
1
drilling equipment meet
shop drawings are comr.ete
Shafts shall be drilled t
the
coordinated by the engipeer
ms, an
1. Remove surface vegeta ti "`
, root
depth of 6" and dispose .
Coni
underbrush to remove I
root
2. Use select fill to build
finis
walkways connecting t)'!
he sti
be free of organic matErials
a
between 8 and 18. Fill i
i lateria
8 inch lifts, moistened
o
+3%, and compacted t
95 pei
by ASTM D698.
3. Abutment beams, slabs a
ad wal
the ground as long as
a des
finish concrete can be
thieve
fills can not achieve this,
thea
must be formed.
i
4. Drilled footings shall be
constn
drilling equipment meet
ag the
Shafts shall be drilled t
the
depths shown on the pl
ms, an
tolerance of 1" in 10'.
1 exc
loose material and debr
s, and
engineer before the P
merit
No excavations for dr* Ad
foot:
incomplete of concrete
nd i rej
the construction operat°
ns fol
drilled.
ed wit:
Reinforcing
Steel
1.
All concrete work shall
1.
All reinforcing steel sh�al
be n
Reinfc
conforming to ASTM A6
5, Gra
slab
bent (such as stirrups
ties, c
ate)
reinforcing shall be cl
and
2.
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Detailing and fabricatio
of rej
accordance with the IuI
nal e
t pei
Unless shown otherwise
lap c
envir
at splices, 15 inches_ inimirriun
air per ACI recommeni
itions.
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No horizontal joints will
3.
Reinforcing bars may 4
be -o
gs.';...;
structural engineer.
Formwork design is the
4.
Provide necessary ties E
ad bar
t]
Manual of Standard PrE
ctice,
m we:
rock, or masonry bloc
are
U)
and bolsters for applic
tion d
to se
or felts shall be equipy
ed wit:
5.
Concrete coverage for t,1
e rein
ed s
the 2002 ACI Code, exc
lw
gs ar
stated
stated otherwise.
steel building plans.
6.
All expansion joints sh
be fi
be E
polyethylene foam joh
filler,
and 1
ete s:
shown otherwise. All
osed
with paving joint seal
Cast in Place Concrete
i
has t
1.
All concrete work shall
a in
mph
Code Requirements foi
Reinfc
2.
All pier, grade beam ahi.
slab
ortanc4
(sand and gravel aggr
ate)
following live loads:
strength of 3,000 psi.
oncr
psf un
pounds of cement per
Handrails and Guardrails
or 465 pounds of ce e
t pei
any di
exposed to the exterior
envir
pressure of 4000 psf for
air per ACI recommeni
itions.
3.
No horizontal joints will
be pE
U)
rn
as shown on the drawn
gs.';...;
4.
Formwork design is the
espo:
J
shall not be removed Uatil
t]
or 200 lb
strength to carry its ol
m we:
ection
loads.
U)
5.
Templates shall be used
to se
0
accurately. Contractor Atiall
c
Sustained loads, and
forms until pre -engine
ed s
U
plan is approved. Foot"
gs ar
>_
steel building plans.
6.
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Concrete placement shat
be E
the mixer truck, crane'
point of deposit. Conc
and 1
ete s:
than 5 feet.
1. The foundation and framit
has t
to the requirements of th
Inter
Design Wind Speed =
mph
Importance Factor 1.0, E
osure
Earthquake Seismic Cons
ants -
Seismic Use Group I, Im
ortanc4
2. The foundation and fri
ig has
following live loads:
Elevated Walkways = 100
psf un
concentrated load on 2i
sq.in.
Handrails and Guardrails
= 50 ]
concentrated - eithern
any di
3. Footing design is based
on an
pressure of 4000 psf for
dead 1
6000 psf for total loads.',
designed for the
ndscape architect
on, start, end and
sited so as to be flat in
bridge and walkway
DA and TDLR standards.
for the manufacturer designed
until the approved bridge
ae foundation has been
i organic materials to a
excavating at trees and
ems.
5ubgrade below concrete
res. Select fill soil shall
ave a plasticity index
all be placed in maximum
mum moisture content to
of maximum as determined
ry be cast directly on
size and shape of the
natural soils or select
sides of the concrete
utilizing machine
ect specifications.
i sions and
filled vertically to a
Dns shall be cleaned of
ive the approval of the
einforcing and concrete.
will be allowed to remain
:ing at the conclusion of
day in which they are
Llet deformed bars
1, except #3 bars which are
vels) may be Grade 40. All
of mill scale and rust.
ing bars shall be in
adard Practice, ACI 315.
sous bars 40 bar diameters
without approval of the
>orts as required by the
L5. Brick,
cceptable supports. Chairs
y over earth, poly sheets,
tom bearing plates.
Lg steel shall comply with
i closed cell
specifically noted or
ion joints shall be sealed
3o 'dance with the Building
:d 'Concrete, ACI 318-2002.
)nerete shall be normal weight
h a minimum 28 day compressive
mix shall contain a minimum 372
rd plus a pozzolan (fly ash),
ubic yard and no pozzolan. Concrete
m nt must contain 3% to 5% entrained
At ed in concrete work except
bility of the contractor and
concrete has gained sufficient
t plus applied construction
inc�hor bolts securely and
1 no footings nor erect any
1 building anchor bolt setting
forms must match pre-engineered
omplished by direct chute from
:ket, or by pumping to its final
1 not be drug by hand more
W
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:en
designed according
LL
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TATION
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BRAZ S VALLEY
vIErERnivs MEMoxini.
MINNIMMM
:Iks andbri i i:',Ievated walkways
fmicatmions
3
c�
18" DRAIN PIPE./CONCRETE
RE:DPTA L
DOWEL INTO EXISTI.N.G.-WALK
WITH. #3 SMOOTH- RE-BARS,1.2"
MARK LOCATION. WITH.
GALVANIZED CARRIAGE
BOLT 3/8"X2"
INSTALL BOLT IN WALK
CH 40 PVC PIPE'
12"SBELOW TOP OF GRADE TYP. I
EXTEND END 12" BEYOND '
CONCRETE AND TAPE
BOTH ENDS
SLEEVE SECTION
NORTH
4 ti
e
2 6" DRAIN PIPES /CONCRE-TE
1. DRAI-N-P-I-PE /CONCRETE RE:DETAIL DOWEL INTO EXISTING WALK
�� 48' ELEVATED WALKWAY
16' ELEVATED WALKWAY :DETA WIT #3 SMOOTH EBARS,16 O.C. E:-DETAI LS ELEVATION. OF LOWEST CHORD OF BRIDGE
RE: D ETAI LS AT AN ELEVA_ T ON OF 270 5LOWEST CHORD OF E TO BE TO BE 268.5
T.
--- --- ,-�
Sod this area
between walk and sloped
concreteBermuda sod)
ILI
?se
m`
= 1
m
m
m
m _
-m
— EXISTING SIDEWALKS
rn
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'n
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Select fill
SECTIO
50 0 50 100 150
Scale 1 " = 50'
' Q*.A---11, Cnri +Hic nran
DRAI.N.PI.PES. /
-M=1-A 11
EXISTING SIDEW
_flULVER=
LOWEST CHORD OF BRIDGE TO
BEAT 258.5 MIKELEVATION
1' Min. E- E--" E-"'_ E. E. E_ - E._._-- E
M--M.—M---M--M---._M
M.
NOTE:CLEAR OUT A MIN.OF 12' WIDTH SPACE F
IN WOODED AREAS
/
DSWNTO XISTING WALK INSTALL CONCRETE WALKS,6' WIDE
F WITH #3 SMOOTH REBARS,12" O.C. RE:DETAILS
�INSTALL FLUSH WITH EXISTING GRADE
Sloped End Treatment (Typ.)
Kee detail, this page.
#3 bars ® 12" O.C.E.W.
Sloped End
Treatment
4" 0 RCP
SCP
6" reinforced concrete with
D.E.W.
P to
slope
INST LL 12 METAL BENCHES,BLACK COLOR EXCAVATE 4" PRIOR TO CONCRETE POURS
STEEL CONST.,VICTOR STANLEY CR -196 EXPANSION JOINTS 30' O.C.,SCORE JOINTS 6'0 C
WITH BACKS MEET WITH PARKS PLANNER AT SITE TO WALK t
EXACT LOCATIONS TO BE DETERMINED ON LOCATE CENTER LINE OF WALK
t®
m '
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SITE BY PARK PLANNER
General Notes: i
1.
Place proposed RCP in existing channel flow line.
IUKIPANSAOIN
E
E
2.
Slope channel to proposed inlet.
NOTES:SECURE G SEAL TO THE
W/ NAILS,SCREWS OR STAPLES,
" O.C.
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3.
Fill material shall be select fill, free of lumps, rocks,
G SEAL PROVIDES A FINISHED JO
T,Do
OT,
TOOL
clods, or debris, and shall be compacted to 98ff
E
MOOTH
DO
EL BAR
maximum density as determined by standard
c SEAL # 624
X 18
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L
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NG,12 O.C.
E
E
proctor (ASTM D698) at 0% to -I-4 % optimum
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4.
H dromulch all disturbed areas. Place sod on all
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sloped areas around drain pipes
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5.
All concrete shall be 3,000 psi concrete. All exposed
1/2" FIBER EXPANSION BOARD E
ANSIO
JOI
TS TO BE 30' O.C.
corners shall be chamfered 3/4 .
EXPANSION
0I1�JT
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i
6
Contractor shall maintain constant low elevation
"spillway" 10' minimum across, centered over proposed
RCP.
SOD SIDES OF CONC.
METAL T -POST
AS REQ'D. TO MAINTAIN.
SPACED 6' APART
SILT FENCE AND/OR
HAY BALES TO BE
USED IN AREAS OF
DRAINAGE FLOW.
NATURAL GROUND -7
C
4"X4" MIN. TRENCH -
2"X4" WIRE MESH
FASTENED TO T=POST
SEDIMENT CONTROL FABRIC
FASTENED SECURELY TO
T -POST & WIRE MESH
8" OF FILTER FABRIC TO EXTEND
INTO A TRENCH AND BE ANCHORED
WITH COMPACTED BACK FILL
ALLOW 2.5' TO 5' AT TOE OF
SLOPE FOR SEDIMENT TO
ACCUMULATE. ALIGN FENCE
ALONG SLOPE CONTOURS.
pIRECTIpN OF FLOW
4"
20"
SILT FENCE ASSEMBLY
8
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MEDIUM BROOM FINISH I i
1 /2" RADIUS j
1 % MIN.SLOPE i
A21
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#3 R
SIDEWALK SE TI
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JOINTS,1 " DEEP TO
6' O.C.
a
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%OMPLIANC
FEB a 32009
FLUSH WITH
12" O.C. B.W.
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20'-6" FACE OF CONC.
REINFORCED CONCRETE- 11
ABUTMENT, REF. 6/S-2 —� S-4 S-2
11
S-2 2x12 SOLID BLOCKING, TYPICAL
BRIDGE DECKING, 26's, TYPICAL AT 5 EQ. SPACES (SIMPSON W210 HANGERS) REINFORCED CONCRETE
INSTALL PER STRICT DIMENSIONAL TOLERANCE ABUTMENT, REF. 6/S-2
TO COMPLY WITH SURFACE AND GAP
TOLERANCES REQUIRED BY THE ADA & TDLR.
INSTALL WITH CROWN UP.
STRUCTURE #2 - 20FT. ELEVATED TIMBER WALKWAY - PLAN VIEW SCALE 1/4" = 1'-0"
4'-0"INSIDE H.R. POST
TYP. HANDRAIL CAP
1-26 AS SHOWN 2'-8" CL PIER
lo
01
STRUCTURE #2 - 20FT. ELEVATED TIMBER . WALKWAY - ELEVATION VIEW SCALE 1/4" = 1'-0"
CL HANDRAIL POST 16'-O° L HANDRAIL POST
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per cubic foot minimum, suitable for freshwater or soil contact.
V-6- SECTION - ABUTMENT 3. All connections for wood members shall be made with the applicable
7 galvanized metal framing anchors as called out on the plans. Nails shall
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3-#6 BARS !'
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per cubic foot minimum, suitable for freshwater or soil contact.
V-6- SECTION - ABUTMENT 3. All connections for wood members shall be made with the applicable
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CAMBERED BOTTOM
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48FT. ELEVATED TIMBER
WALKWAY PLAN VIEW
16'-0" 16' -On
16'-0"
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ISTRUCTURE #1
80FT. PREFABRICATED
STEEL BRIDGE PLAN VIEW
80'-0" NOMINAL SPAN
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IN COMPLIANCE WITH OWNER'S SPECIFIED LIFE SAFETY CODE REQUIREMENTS
BRIDGE FABRICATOR TO PROVIDE GALVANIZED STEEL HANDRAILS
IN COMPLIANCE WITH OWNER'S SPECIFIED ADA/TAS REQUIREMENTS
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SMOOTH DOWELS AT 12" O.C.
_ ANCHOR BOLTS SUPPLIED BY BRIDGE MANUFACTURER (DIAMETER Sc LENGTH BY BRIDGE MFG.)
GENERAL CONTRACTOR TO INSTALL ANCHOR BOLTS PER BRIDGE MFG. PLANS & SPECIFICATIONS
3-#6 BARS
TOP & BOTTOM
=1 I i -
=.1I1=
I -I I
CL 20" DRILLED PIERS
6 - #7 BARS x 20'-0"
WITH #3 ROUND TIES ® 12" O.C.
cf=rTlnnl - ARIITMFNT
BRIDGE MANUFACTURER (DIAMETER & LENGTH BY BRIDGE MFG.)
STALL ANCHOR BOLTS PER BRIDGE MFG. PLANS & SPECIFICATIONS
1 /2"DIA.x6" LAG SCREWS ----
AT 48" FOR CURB ATTACHMENT
ENGINEERED BRIDGE SPECIFICATIONS
ENGINEERED BRIDGE SPECIFICATIONS (CONT'D)
1.
Materials
General
the lands
1. These specifications are for a fully engineered clear span bridge of
1. All structural members shall have a minimum thickness of material of at least
welded steel construction and shall be regarded as minimum standards for
3/16".
design and construction. The following bridge manufacturers are considered
2. Unpainted Weathering Steel bridges shall be fabricated from ASTM A242
qualified to design and fabricate the desired bridge:
or ASTM A588 steel for plates and structural shapes and ASTM A606 or
a. Excel Bridge Mfg, 12001 Shoemaker Ave. Santa Fe Springs CA 90670
ASTM A847 for tubular sections. Minimum yield (Fy) shall be greater than
b. Pioneer Bridges, 119 40th Street NE, Fort Payne, AL 35967
50,000 psi.
2. The bridge manufacturer shall have been in the business of design and
3. Wood Decking shall be No. 1 grade West coast Douglas fir. Wood
to of of preservative per
fabrication of bridges for a minimum of five years and provide a list of five
successful bridge projects, of sinvlar construction, each of which has been in
decking shall be treated a minimum .40 pounds
cubic foot of wood. The wood deck shall be designed for a 85 psf local
service at least three years.
loading condition. Floor planks shall be attached with at least two
cross supporting members.
3. Concrete walkways connecti4
plated fasteners where planks
bridge
Planks shall be nominal 3 x 12 continuous members.
3. The specific type of bridge required will be a bowstring truss design with a
++++ Install decking with crown of grain pointing up ++++
clear span from abutment to abutment. No intermediate structure supports
and TDLR standards.
are allowed.
4. Field splices shall be bolted with High Strength ASTM A 325 bolts; type 3
for
bolts are required for weathering steel bridges.
4. The bridge shall be custom designed to fit the dimensions and
5. Welding materials shall be in strict accordance with the American Welding
conditions depicted or reasonably inferred from the drawings.
Society (AWS). Structural welding code, D1.1 Filler metal as specified in 1.
shop drawings are complee
shall be used for the particular welding process required. Welders will be
he
.certified in accordance with AWS D1.1.
Dimensions
loads.
Fabrication
1. Width: Inside clear width of bridge shall be 8 feet 0 inches.
set
Imo-
U
1. Bridge fabricator shall be certified by the American Institute of Steel
2. Span: Center to center of bearing of bridge shall be 80 feet 0 inches.
Construction to have the personnel, organization, experience, capability, and
to fabricated structural steel for Conventional Steel
organic
commitment produce
Structures and Simple Steel Bridge Structures with Sophisticated Paint
3. Camber: Bridge shall be cambered 2% of the total span. All vertical truss
Endorsement as set forth in the AISC Certification Program.
members shall be perpendicular to the horizon (true horizontal) after the
2. Workmanship, fabrication, and shop connections shall be in accordance with
bridge is erected and the dead loads are applied.
American Association of State Highway and Transportation Officials
terns.
Specifications (AASHTO).
Design
3. Welding operators shall be properly accredited experienced operators, each
in welding
subgrade
of whom shall submit satisfactory evidence of experience and skill
walkways connecting tote
structural steel with the kind of welding to be used in the work, and have
1. Open truss bridges shall be designed by a professional engineer
demonstrated the ability to make uniform good welds meeting the size and
experienced in pony truss bridge design and top chord stability criteria
type of weld required.
utilizing elastic lateral restraints. All design shall be accomplished by
ding shall utilize E70 or E80 series electrodes. The weld process
4. .All weld
a registered professional engineer licensed to practice in the
used shall be Flux Core Arc Welding (FCAW) or Shielded Manual Are
State of Texas.
Welding (SMAW).
8 inch lifts, moistened to
5. The connection of bridge end post to top chord should be a mitered joint
2. The designer/fabricator shall reduce laps and specifications
P P P
with the exposed welds ground smooth.
for the complete fabrication and erection of the bridge. The
percent
documents shall bear the seal of the registered professional
6. All hollow sections shall be closed off at exposed ends. Provide a X"
engineer responsible for the bridge design.
diameter drain hole at the lowest point of all hollow member assemblies.
3. In addition to actual dead loads, the bridge shall be designed for the following
nts -
loads:
Railings and Accessories
a. Uniform Live Load: The bridge shall be designed for an evenly distributed
1. All hand railings shall have a smooth outside surface with no protrusions or
live load of 85 pounds per square foot using AASHTO live load
depressions. All ends of tubes shall be closed and ground
smooth. Railings shall meet all requirements of the American Disabilities Act.
pedestrian bridge guidelines
and shape of the
b. Vehicle Load: Bridges will also be designed to support a moving
concentrated load equal to 1000 pounds per foot of width (up to 10,000
2, Safety Rails: Continuous rails shall be located on the outside of trusses. Provide
pounds) plus 30% for impact loading. This concentrated load is in addition
horizontal safety rails with a maximum clear opening such that a
to a 20 pounds per square foot evenly distributed live load. The vehicle load
(per
4 inch diameter sphere can not pass through the gap between horizontal railings.
shall be distributed such that 80% of the load is on the rear axle
of the concrete
AASHTO).
3. Toe Plate: A 6" steel flat bar shall be located 2" above the floor deck.
e. Wind Load: All bridges shall be designed for a minimum wind load of 35
concentrated - either inany',
1
pounds per square foot. The wind is calculated on
treat
the entire vertical surface of the bridge as if fully enclosed.
zing machine
d. <Design Criteria: The design of the -bridge shall be in accordance with the
Finishes
"American Institute of Steel Construction"; "Allowable Stress Design"; 13th
1. All boldly exposed surfaces of weathering steel bridges shall be sand
Edition, 2005. Tubular ...members and their connections shall be
blasted in accordance with the Steel Structures Painting Council (SSPC)
designed per the AISC " Hollow Structural Sections Connections Manual"
Surface Preparation Specification No. 6 "Commercial Blast Cleaning".
latest edition.
and drilled
e. Seismic: All bridges shall be designed for seismic loads of the intensity
by the international Building Code 2006 for the bridge location.
2. All handrails shall have a smooth galvanized finished.
required
f. Temperature: Bridge shall be designed to accommodate a temperature
shall be cleaned of
differential of 120 degrees Fahrenheit. Slip pads of UHMW polyethylene
d' receive
shall be placed between the smooth surface of this setting plate and the-
Delivery and Erection
smooth bearing plate of the bridge. At least 1" clearance shall be provided
ant of
between the bridge and concrete abutments.
and concrete.
g. Deflection: The vertical deflection of the bridge due to pedestrian live load
1. Bridges must be erected by a contractor experienced in all
shall not exceed 1/400 of the span length. The maximum deflection due to
aspects of bridge handling, storage, lifting, setting and
vehicular loads shall not exceed 1/800 of the span length.
connecting.
For pedestrian comfort, the minimum load used for the deflection check
at the conclusion of
shall be a minimum of 500 pounds per lineal foot of bridge.
2. Follow manufacturer/designer/fabricator plans and specifications in all
The horizontal deflection due to lateral wind load shall not exceed 1/500 of
aspects of erection and construction. Provide additional support or
the span length
bracing as required to keep the bridge straight and plumb, and
to assure adequate structural stability and strength during
Reinforcing Steel
j
construction.
3. Do not apply construction loads to the bridge until it has
1. All reinforcing steel shalli
been properly anchored and braced. Do not subject bridge
ill
to desigfullloads until all permanent decking and bracing
3'-10 1/2" INSIDE CRB
S-10 1/2" INSIDE CRB
0,
sul talled
bent (such as stirrups, ti
s, or
dowels)
60 CONTINUOUS TIMBER CURB,
reinforcing shall be clean
an& fx
4. Bridges shall be delivered by truck to a location nearest to the site accessible
TYPICAL. 1" CHAMFER ALL EDGES
2. Detailing and fabrication io
reinfo
by roads. Hauling permits and freight charges are the responsibility of the
TYPICAL 26 BRIDGE DECKING. FASTEN W/ 2
COUNTERSUNK DECK SCREWS #143" ® EA.
Ed ofan
manufacturer.
6x12 BEAM. INSTALL LUMBER BY MFG. AND IPER STRICT DIMENSIONAL TOLERANCES REQUIRED
Unless shown otherwise, 11
5, The manufacturer will advise the steel erector of the actual lifting weights,
TO COMPLY WITH FINISHED SURFACE CHANGES IN LEVEL (MAX. 1/4') AND GAP SPACES (MAX. 1/2')
attachment points and all necessary information to install the bridge.
lifting equipment is the responsibility
PER ACCESSIBILITY REQUIREMENTS OF THE ADA
& TDLR. INSTALL DECK LUMBER CROWN UP.
Unloading, splicing, bolting, and proper
a welded
®
structural engineer.
of the steel erector and general contractor.
-
6. The general contractor shall install the anchor bolts in accordance with
bar s
pp
its as required by the
the manufacturer's anchor bolt spacing dimensions.
e, AG
315.
Brick,
rock, or masonry block
re not
acceptable
supports. Chairs
and bolsters for appliea d.
n dire'etly
over earth, poly sheets,
or felts shall be equippe
with
bottom
bearing plates.
5. Concrete coverage for the
reinfo�
mn
steel shall comply with
the 2002 ACI Code, exc
where..
Warranty
stated otherwise.7i
6. All expansion joints shall
he fi]dei
with
closed cell
polyethylene foam joint If
Iler,ul:les
1. The bridge manufacturer shall provide a ten year warranty against defects
in its for the use and
shown otherwise. All a
sed ep
6x12, TYPICAL
sion joints shall be sealed
AI
in material and workmanship manufacture
stated capacity shown in these documents.
1'-3" I 1'-3"
CL 6x12 CL 602
8" WIDE ABUTMENT
TURNDOWN EDGES 4'-0" 41 -0 -
PLAN -ABUTMENT
SECTION - TIMBER WALKWAY
i'
General
1.
All concrete work shall be
1. Coordinate all structures witi
the lands
Code Requirements for i
ape architect
and engineer as to the exad
loca
'on,
start, end and
finish elevations.
e) wit
U_.
strength of 3,000 psi.
2. All elevated wood walkways s
Lall be
sit
d so as to be flat in
cross section and profile.
or 465 pounds of ceme it
per i
w
3. Concrete walkways connecti4
to the
bridge
and walkway
structures must be built to
meet
ADA
and TDLR standards.
4. The foundations and support
beams
for
the manufacturer designed
pedestrian bridge may not
a built
until
the approved bridge
shop drawings are complee
and
he
oundation has been
coordinated by the engine
loads.
5.
ade
Foundation and Siftrade
set
Imo-
U
accurately. ContractorsI
1. Remove surface vegetation,otS
and
organic
materials to a
depth of 6" and dispose.
ntnue
excavating
at trees and
underbrush to remove all
of sy
terns.
Concrete placement shall
2. Use select fill to build-up f
shed
subgrade
below concrete
walkways connecting tote
strueturesl,_
te sh,
Select fill soil shall
be free of organic mate ri
and
have
a plasticity index
between 8 and 18. Fill mats
rials shall
The foundation and framing
be placed in maximum
8 inch lifts, moistened to
0% op,
Inter
m. moisture content to
+3%, and compacted to 9 5
percent
of
maximum as determined
by ASTM D698.
Earthquake Seismic Cons�t
nts -
3. Abutment beams, slabs
vralls may
rtanc(
be cast directly on
the ground as long ast
desired
size
and shape of the
finish concrete can be ac
ved.If,
n
ttual soils or select
fills can not achieve this,
en the
sides
of the concrete
must be formed.
= 50 1
concentrated - either inany',
1
4. Drilled footings shall be c
treat
d u
zing machine
drilling equipment meetin
the project
dimensions
ead I
specifications.
and
Shafts shall be drilled to
a
to
depths shown on the plans,
and drilled
vertically a
tolerance of 1" in 10'.excavations
shall be cleaned of
loose material and debris
d' receive
the approval of the
engineer before the placed,
ant of
reinforcing
and concrete.
No excavations for drilledi
otings
will
be allowed to remain
incomplete of concrete ani
reinforcing
at the conclusion of
the construction operationli
for the
day
in which they are
drilled.
Reinforcing Steel
j
1. All reinforcing steel shalli
ie new
ill
t deformed bars
conforming to ASTM A615,
Grade
0,
except #3 bars which are
bent (such as stirrups, ti
s, or
dowels)
may be Grade 40. All
reinforcing shall be clean
an& fx
e �cif
mill scale and rust.
2. Detailing and fabrication io
reinfo
cm
g bars shall be in
accordance with the Maiic
Ed ofan
and Practice, ACI 315.
Unless shown otherwise, 11
up con
u
Ius bars 40 bar diameters
at splices, 15 inches mini
um..
3. Reinforcing bars may no
a welded
without approval of the
structural engineer.
4. Provide necessary ties
bar s
pp
its as required by the
Manual of Standard Prat
e, AG
315.
Brick,
rock, or masonry block
re not
acceptable
supports. Chairs
and bolsters for appliea d.
n dire'etly
over earth, poly sheets,
or felts shall be equippe
with
bottom
bearing plates.
5. Concrete coverage for the
reinfo�
mn
steel shall comply with
the 2002 ACI Code, exc
where..
specifically
stated otherwise.7i
6. All expansion joints shall
he fi]dei
with
closed cell
polyethylene foam joint If
Iler,ul:les
specifically noted or
shown otherwise. All a
sed ep
sion joints shall be sealed
with paving joint sealant.
Cast in Place Concrete
I
1.
All concrete work shall be
in ac
O
Code Requirements for i
rc
2.
All pier, grade beam and
I
slabl c
r
U
(sand and gravel aggre a
e) wit
U_.
strength of 3,000 psi.
anciet,111
ly.
pounds of cement per dif
is ;ye
n :2F-
or 465 pounds of ceme it
per i
w
exposed to the exterior
viroi
U)
air per ACI recommend
ons.
3.
No horizontal joints will I
a pen
O
as shown on the drawin
�`
4.
Formwork design is the r
spons
o
shall not be removed
il the
0
strength to carry its owli
weig.
�Jry
loads.
5.
Templates shall be used
set
Imo-
U
accurately. ContractorsI
all dr
V /
forms until pre -engineer
d ste
vz
plan is approved. Footinf,
s and
steel building plans.
6.
Concrete placement shall
a ac
the mixer truck, crane i
nd bt
point of deposit. Conerc
te sh,
00
0
than 5 feet.
Elevated Walkway Design Loads
1.
The foundation and framing
has b
to the requirements of the
Inter
Design Wind Speed = 9
i mph
Importance Factor 1.0,E
osure
Earthquake Seismic Cons�t
nts -
Seismic Use Group I, Imp
rtanc(
2.
i'
The foundation and frami
or has
following live loads:
Elevated Walkways = 100
sf un
concentrated load on 2
q.in.
Handrails and Guardrails
= 50 1
concentrated - either inany',
1
d
3.
Footing design is based #3
on an
pressure of- 4000 psf for
ead I
6000 psf for total loads:
r I
-dance with the Building
G ! ncrete, ACI 318-2002.
:r to shall be normal weight
a' um 28 day compressive
ni shall contain a minimum 372
plus a pozzolan (fly ash),
do yard and no pozzolan. Concrete
snt must contain 3% to 5% entrained
ted in concrete work except
Lith of the contractor and
)ncrete has gained sufficient
plus applied construction
chor bolts securely and
no footings nor erect any
building anchor bolt setting
rms must match pre-engineered
nplished by direct chute from
et, or by pumping to its final
not be drug by hand more
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d Building Code.
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