DWG 22334 RRRA Ped Bridge.pdf
PDF 3 MB Posted
- Solicitation number
- RFQ-171-240000000717-3
- Issued by
- Oscoda County, Livonia City, Michigan
About this file
This document contains architectural and engineering plans for the Rifle River Recreation Area Pedestrian Bridge Replacement project in Lupton, Michigan. The project is being undertaken by the Michigan Department of Natural Resources and will involve the demolition of the existing suspension bridge structure and construction of a new 100-foot engineered steel bridge with a 48-foot elevated boardwalk, supported on helical piles. The project includes site preparation, soil erosion and sedimentation control measures, and construction of concrete abutments and bridge deck. The planned completion date for the project is September 20, 2024.
The bridge design includes a 6-foot clear width, powder coated mesh panels, and collapsible bollards at each end. It is designed to support a 90 PSF pedestrian live load and 4,000 lb vehicle load. The document outlines specific structural requirements, materials, and construction standards that must be followed. It also includes details on special inspections and testing that will be required during construction.
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Other files
| File | Type | Posted |
|---|---|---|
| SPECS 22334 RRRA Ped Bridge.pdf | ||
| Advertisement 22334 RRRA Ped Bridge.pdf | ||
| Addendum #1 22334 RRRA Ped Bridge.pdf | ||
| Addendum #2 22334 RRRA Ped Bridge.pdf |
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Text version
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LOCATION MAP
NO SCALE
N
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VICINITY MAP
NO SCALE
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EXCEPT WHERE OTHERWISE INDICATED ON THE PLANS OR IN THE PROPOSAL
SUPPLEMENTAL SPECIFICATIONS CONTAINED THEREIN, ALL MATERIALS AND
WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE APPLICABLE SECTIONS OF
THE MICHIGAN DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS
FOR CONSTRUCTION, 2020 EDITION, AND THE CURRENT SUPPLEMENTAL
SPECIFICATIONS.
IT IS UNDERSTOOD THAT THE CONTRACTOR SHALL PERFORM ALL WORK UNDER
THIS CONTRACT IN ACCORDANCE WITH ALL APPLICABLE PROVISIONS, POLICIES,
RULES AND STANDARDS OF THE MICHIGAN OCCUPATIONAL SAFETY AND HEALTH
ACT (MDSHA), BEING ACT 154 OF THE PUBLIC ACTS OF 1974 AND AS AMENDED.
THROUGHOUT THE DRAWING SET, THE GRAYSCALE LEGEND ON THE EDGE OF
TITLE BLOCKS SHOULD TRANSITION FROM WHITE THROUGH EIGHT SHADES OF
GRAY TO SOLID BLACK. IF THE GRAYSCALE SHADES ARE NOT DISTINCT, THE
DRAWING(S) HAVE NOT PRINTED CORRECTLY.
LAKE ERIE
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G-001
20-SEPT-2024
22-0313
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RIFLE RIVER RECREATION AREA
PEDESTRIAN BRIDGE
REPLACEMENT
LUPTON, MICHIGAN
ISSUE DATE: 20-SEPT-2024
MICHIGAN DEPARTMENT OF NATURAL RESOURCES
PHASE 500
PROJECT NUMBER: 22-0313
DTMB PROJECT NO.751/22334.CTS
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NO. SHEET NAME
GENERAL
G-001 COVER SHEET
CIVIL
C-004 PEDESTRIAN BRIDGE TOPOGRAPHICAL SURVEY
C-005 PEDESTRIAN BRIDGE SESC AND DEMOLITION PLAN
C-104 PEDESTRIAN BRIDGE IMPROVEMENTS
STRUCTURAL
S-001 GENERAL NOTES AND LEGENDS
SD100 DEMOLITION ELEVATION
S-101 PLANS AND ELEVATIONS
S-501 DETAILS
REVISIONS
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PEDESTRIAN / ATV BRIDGE
CAMPGROUND, DUMPING
STATION, AND DAY-USE BUILDING
G-002 BRIDGE PROFILE - FOR INFORMATION ONLY
ENGINEERED STEEL BRIDGE
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CONCRETE
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EXISTING CONCRETE
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SITE PROTECTION KEY
SITE REMOVAL KEY
SESC/DEMOLITION LEGEND
SOIL EROSION CONTROL MEASURES KEY
NOTESDETAILKEY
20-SEPT-2024
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SEQUENCE OF CONSTRUCTION:
SOIL EROSION SEDIMENTATION CONTROL NOTES:
·VICINITY MAP
VICINITY MAP KEY
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ABBREVIATIONS
TYPE DESCRIPTION
ALT. ALTERNATE
ARCH. ARCHITECTURAL
AVG. AVERAGE
AFF ABOVE FINISH FLOOR
BFF BELOW FINISH FLOOR
BLDG. BUILDING
BOTT. BOTTOM
B.O. BOTTOM OF
BRG. BEARING
CANT. CANTILEVER
C.J. CONTROL JOINT
CLR. CLEAR
CMU CONCRETE MASONRY UNIT
CONC. CONCRETE
CONST. JT. CONSTRUCTION JOINT
CONT. CONTINUOUS
DIA. DIAMETER
EA. EACH
ELEC. ELECTRICAL
ELEV./EL. ELEVATION
EQ. EQUAL
E.W. EACH WAY
EXIST. EXISTING
EXST. EXISTING
E.F. EACH FACE
F.F. FINISH FLOOR
FLR. FLOOR
FND. FOUNDATION
FTG. FOOTING
F.S. FAR SIDE
GA. GAUGE
GALV. GALVANIZED
HDG HOT DIPPED GALVANIZED
HORIZ. HORIZONTAL
H.P. HIGH POINT
INSUL. INSULATION
I.F. INSIDE FACE
ISO. ISOLATION
TYPE DESCRIPTION
LG. LONG.
LLH. LONG LEG HORIZONTAL
LLV. LONG LEG VERTICAL
LONG. LONGITUDINAL
L.P. LOW POINT
MAX. MAXIMUM
MECH. MECHANICAL
MEZZ. MEZZANINE
MANUF. MANUFACTURER
MIN. MINIMUM
MISC. MISCELLANEOUS
M.O. MASONRY OPENING
N.S. NEAR SIDE
O.C. ON CENTER
OPNG. OPENING
O.D. OUTSIDE DIAMETER
O.F OUTSIDE FACE
O.H. OVERHANG
OHD OVERHEAD DOOR
O/O OUT TO OUT
PSF POUNDS PER SQUARE FT.
PSI POUNDS PER SQUARE IN.
REINF. REINFORCING
REQ'D. REQUIRED
SIM. SIMILAR
T&B TOP AND BOTTOM
T.O. TOP OF
T.O.F TOP OF FOOTING
T.O.W. TOP OF WALL
T.O.P. TOP OF PIER
T.O.S. TOP OF STEEL
TRANS. TRANSVERSE
TYP. TYPICAL
U.N.O. UNLESS NOTED OTHERWISE
VERT. VERTICAL
V.S.C VERTICAL SLOTTED CONN.
V.B.F. VERTICAL BRACED FRAME
WWF WELDED WIRE FABRIC
W/ WITH
LAP CHART
BAR
SIZE
VERT. BARS
#3
#4
#5
#6
#7
#8
#9
#10
HORZ. BARS
4000 PSI CONCRETE
19"
25"
31"
38"
54"
62"
70"
79"
25"
33"
41"
49"
71"
81"
91"
102"
REQUIRED SPECIAL INSPECTIONS (2015 MBC SECTION 1705)
REQUIRED REPORTS AND CERTIFICATES ARE TO BE SENT TO THE BUILDING
OFFICIAL FROM EITHER THE OWNER OR OWNER'S AUTHORIZED AGENT IN
ACCORDANCE WITH SECTION 1704.2.4
SPECIAL INSPECTIONS TO BE PROVIDED
BY APPROVED AGENCIES IN ADDITION
TO INSPECTIONS BY BUILDING OFFICIAL
SPECIAL INSPECTIONS AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL
ELEMENTS IN ACCORDANCE WITH AISC 360.
REFERENCED STANDARDS: MBC 1705.2.1
PERIODIC
SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION:
INSPECT REINFORCING AND PLACEMENT IN ACCORDANCE WITH ACI 318.
REFERENCED STANDARDS: MBC 1705.3, 1908.4
INSPECT REINFORCING BAR WELDABILITY IN ACCORDANCE WITH ACI 318.
REFERENCED STANDARDS: MBC 1705.3, AWS D1.4
INSPECT ANCHORS CAST IN CONCRETE IN ACCORDANCE WITH ACI 318.
REFERENCED STANDARDS: MBC 1705.3
INSPECT POST INSTALLED ANCHORS IN HARDENED CONCRETE,
INCLUDING ADHESIVE ANCHORS AND MECHANICAL ANCHORS, IN
ACCORDANCE WITH ACI 318.
REFERENCED STANDARDS: MBC 1705.3
VERIFY USE OF CORRECT MIX DESIGN.
REFERENCED STANDARDS: MBC 1705.3, 1904.1, 1904.2, 1908.2, 1908.3
PRIOR TO CONCRETE PLACEMENT, PERFORM AIR CONTENT, SLUMP, AND
TEMPERATURE TESTS AND FABRICATE SPECIMENS FOR STRENGTH
TESTING IN ACCORDANCE WITH ASTM C172 AND ASTM C31.
REFERENCED STANDARDS: MBC 1705.3, 1908.10
INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER
APPLICATION TECHNIQUES IN ACCORDANCE WITH ACI 318.
REFERENCED STANDARDS: MBC 1705.3, 1908.6, 1908.7, 1908.8
INSPECT CONCRETE FOR APPLICATION OF PRESTRESSING FORCES AND
GROUTING OF BONDED TENDONS IN ACCORDANCE WITH ACI 318.
REFERENCED STANDARDS: MBC 1705.3
INSPECT ERECTION OF PRECAST CONCRETE IN ACCORDANCE WITH ACI 318.
REFERENCED STANDARDS: MBC 1705.3
VERIFY IN-SITU CONCRETE STRENGTH PRIOR TO STRESSING OF TENDONS
IN POST-TENSIONED CONCRETE IN ACCORDANCE WITH ACI 318.
REFERENCED STANDARDS: MBC 1705.3
INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF MEMBER
BEING FORMED IN ACCORDANCE WITH ACI 318.
REFERENCED STANDARDS: MBC 1705.3
PERIODIC
N/A
PERIODIC
PERIODIC
PERIODIC
CONTINUOUS
CONTINUOUS
N/A
PERIODIC
N/A
PERIODIC
SPECIAL INSPECTIONS AND TESTS OF SITE AND SOIL CONDITIONS :
VERIFY ADEQUATE BEARING CAPACITY FOR SHALLOW FOUNDATIONS AND
EXCAVATIONS HAVE REACHED PROPER DEPTH AND MATERIAL.
REFERENCED STANDARDS: MBC 1705.6
PERFORM CLASSIFICATION AND COMPACTION TESTING OF FILL
MATERIALS.
REFERENCED STANDARDS: MBC 1705.6
VERIFY CONTINUOUS USE OF PROPER MATERIALS, LIFT THICKNESSES,
AND COMPACTION FOR FILL PLACEMENT.
REFERENCED STANDARDS: MBC 1705.6
INSPECT SUBGRADE HAS BEEN PREPARED PRIOR TO PLACEMENT.
REFERENCED STANDARDS: MBC 1705.6
PERIODIC
PERIODIC
CONTINUOUS
PERIODIC
SPECIAL INSPECTIONS FOR HIGH LOAD WOOD DIAPHRAGMS INCLUDING GRADE
AND THICKNESS OF STRUCTURAL PANELS. VERIFY NOMINAL SIZE OF FRAMING
MEMBERS AT ADJOINING PANELS AND FASTENERS PER CONSTRUCTION
DOCUMENTS.
REFERENCED STANDARDS: MBC 1704.2, 1705.1, 2306.2
N/A
SPECIAL INSPECTIONS AND WELDING QUALIFICATIONS OF SPECIAL INSPECTORS
FOR COLD-FORMED STEEL FLOOR AND ROOF DECK IN ACCORDANCE WITH SDI.
REFERENCED STANDARDS: MBC 1705.2.2
N/A
SPECIAL INSPECTIONS OF OPEN WEB STEEL JOISTS AND STEEL GIRDERS:
WELDED OR BOLTED END CONNECTIONS IN ACCORDANCE WITH SJI.
REFERENCED STANDARDS: MBC 1705.2.3, 2207.1
HORIZONTAL OR DIAGONAL BRIDGING IN ACCORDANCE WITH SJI.
REFERENCED STANDARDS: MBC 1705.2.3, 2207.1
N/A
N/A
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
CONCRETE:
ALL CONCRETE WORK TO BE PERFORMED IN CONFORMANCE WITH THE MOST RECENT EDITION
OF ACI 301 & ACI 318 CODE REQUIREMENTS AND DETAILING STANDARDS.
ALL CONCRETE SHALL DEVELOP THE COMPRESSIVE STRENGTHS AT 28 DAYS (F`c) AS LISTED IN
THE CONCRETE SPECIFICATIONS.
USE AIR ENTRAINED CONCRETE FOR ALL AREAS EXPOSED TO WEATHER, FROST IN SOIL, OR
FREEZE THAW CYCLES. REFER TO CONCRETE SPECIFICATIONS FOR AIR CONTENT CRITERIA.
ALL REINFORCING BARS, DOWELS, ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN
POSITION PRIOR TO PLACING OF THE CONCRETE.
ALL HORIZONTAL BARS IN CONCRETE WALLS AND GRADE BEAMS SHALL BE CONTINUOUS AND
BENT AT ALL CORNERS AND INTERSECTIONS. PRE-BENT "CORNER" BARS SUBSTITUTED FOR
CONTINUOUS BENT BARS SHALL BE OF SAME SPACING AS HORIZONTAL BARS AND SHALL BE OF
SUFFICIENT LENGTH TO PROVIDE REQUIRED LAP SPLICE LENGTHS.
DETAILING BENDING AND PLACING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH
THE MOST RECENT EDITION OF THE ACI CODE.
ALL CONCRETE FORMWORK SHALL BE ADEQUATELY TIED TOGETHER AND BRACED TO FORM
TRUE LINES, SQUARE CORNERS, AND PLUMB WALLS.
NO CONCRETE SHALL BE POURED SUBJECT TO FREEZING CONDITIONS, OR ON FROZEN
GROUND.
REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, OR ACCESSORIES
REQUIRED TO BE CAST INTO CONCRETE, AND FOR LOCATIONS OF FLOOR FINISHES AND SLAB
DEPRESSIONS.
FOOTINGS SHALL BE LOCATED ON THE CENTERLINE OF WALLS, PIERS, OR COLUMNS, UNLESS
NOTED OTHERWISE.
LOCATE ALL SLEEVES, OPENINGS, EMBEDDED ITEMS, ETC. WHICH ARE INDICATED ON DESIGN
DRAWINGS. CHECK WITH OTHER TRADES TO VERIFY THAT ALL SLEEVES, OPENINGS, AND
EMBEDDED ITEMS ARE IN PLACE AND LOCATED CORRECTLY PRIOR TO PLACEMENT OF
CONCRETE.
PIPE MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES, BUT SHALL NOT BE EMBEDDED
THEREIN. SLEEVES SHALL BE WRAPPED WITH EXPANSION JOINT FILLER MATERIAL TO ALLOW
CONCRETE TO CURE WITHOUT RESTRAINT. PIPES OR CONDUITS WITH DIAMETER EXCEEDING
ONE THIRD THE SLAB OR WALL THICKNESS SHALL NOT BE IN STRUCTURAL CONCRETE UNLESS
SPECIFICALLY DETAILED AS SUCH. SEE MECHANICAL AND/OR ELECTRICAL DRAWINGS FOR
LOCATIONS OF SLEEVES, ACCESSORIES, ETC.
THE SURFACE OF ALL CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE ALL DUST,
CHIPS, OR OTHER FOREIGN MATTER PRIOR TO THE PLACEMENT OF ADJACENT CONCRETE.
SLAB CONTROL JOINTS SHALL BE INSTALLED WITH JOINT FORMERS WHEN THE SLAB IS
POURED, OR SAWCUT AS SOON AS THE CONCRETE WILL ALLOW WITHOUT DAMAGE.
ALL EMBEDDED ITEMS SHALL BE PLACED IN THE FORMWORK PRIOR TO PLACING CONCRETE.
DRILLING AND GROUTING IS ACCEPTABLE SUBJECT TO ENGINEER APPROVAL.
CONCRETE WALLS MAY BE BACKFILLED TO TWO-THIRDS THE WALL HEIGHT ONCE 75% OF THE
28 DAY COMPRESSIVE DESIGN STRENGTH HAS BEEN ACHIEVED. WALLS WITH TOP SLABS MAY
BE BACKFILLED TO ONE-HALF OF THE WALL HEIGHT PRIOR TO CASTING THE TOP SLAB.
1.
2.
A.
B.
C.
D.
3.
REINFORCING STEEL:
ALL REINFORCING STEEL SHALL BE HIGH STRENGTH DEFORMED BARS, GRADE 60 ASTM
A615, WITH 60,000 PSI MINIMUM YIELD STRENGTH, UNLESS NOTED OTHERWISE.
REINFORCEMENT PROTECTION: (U.N.O.)
CONCRETE POURED AGAINST EARTH = 3"
TO WEATHER, EARTH OR LIQUID
CONCRETE POURED IN FORMS BUT EXPOSED = 2"
SLABS AND WALLS NOT EXPOSED TO WEATHER OR EARTH = 1 1/2"
BEAMS, GIRDERS, AND COLUMNS NOT EXPOSED TO = 1 1/2"
WEATHER, OR IN CONTACT WITH EARTH
WELDING OF REINFORCING BARS IS NOT PERMITTED, UNLESS NOTED OTHERWISE.
STRUCTURAL DESIGN INFORMATION:
1. BRIDGE AND BOARDWALK BASIC DESIGN LOADS (SEE SPECIFICATIONS FOR ADDITIONAL
REQUIREMENTS):
GROUND SNOW LOAD (Pg) 50 PSF
UNIFORM PEDESTRIAN LIVE LOAD 90 PSF
VEHICLE LOAD 4000 LB
WIND LOAD 35 PSF
UPWARD FORCE 20 PSF
LIVE LOAD DEFLECTION LIMIT L/360
RAILING LOADS 50 PLF UNIFORM, 200 LB CONCENTRATED
1.
2.
3.
4.
5.
GENERAL STRUCTURAL NOTES
IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS AND CONDITIONS
AT THE JOB SITE AND TO CROSS-CHECK DETAILS AND DIMENSIONS ON THE STRUCTURAL
DRAWINGS WITH THE RELATED REQUIREMENTS ON THE ARCHITECTURAL, MECHANICAL,
ELECTRICAL, AND PLUMBING PLANS. FLOOR AND WALL OPENINGS, SLEEVES AND OTHER
ARCH., MECH., ELEC., REQUIREMENTS MUST BE COORDINATED BEFORE THE CONTRACTOR
PROCEEDS WITH CONSTRUCTION.
ALL ENGINEERING DESIGN, CONSTRUCTION, AND TESTING SHALL CONFORM TO THE
REQUIREMENTS OF THE MOST RECENT EDITION OF THE MICHIGAN BUILDING CODE.
ALL STRUCTURAL WORK MUST BE TEMPORARILY BRACED AND SUPPORTED UNTIL THE
STRUCTURE IS SUFFICIENTLY COMPLETED AND CAN SAFELY CARRY THE DESIGN AND
CONSTRUCTION LOADS.
REFER TO THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON THE
STRUCTURAL DRAWINGS.
ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING
DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE
ENGINEER BEFORE PROCEEDING WITH ANY WORK THAT IS INVOLVED IN THE CONFLICT.
1.
2.
3.
4.
5.
6.
7.
8.
FOUNDATION:
ALL FOOTINGS SHALL BE ESTABLISHED ON PROPERLY UNDISTURBED SOIL OR PROPERLY
COMPACTED ENGINEERED FILL.
ALL FOUNDATION BEARING AND FILL MATERIALS SHALL BE INSPECTED PRIOR TO PLACING
CONCRETE. SOIL FILL, AND SOIL BEARING MATERIAL SHALL BE APPROVED BY THE BUILDING
INSPECTOR, OR THE GEOTECHNICAL FIRM RETAINED FOR THIS PROJECT.
ALL FILL AND BACKFILL MATERIAL SHALL BE NON-COHESIVE SOILS, COMPACTED TO 95%
MAXIMUM DENSITY PER ASTM D1557-70 MODIFIED PROCTOR METHOD. THE UPPER 6" OF SUB
GRADE SHALL BE SCARIFIED, MOISTURE CONDITIONED, AND COMPACTED PER TESTS ABOVE.
REFER TO SOIL BORING LOGS AND PILE RECOMMENDATIONS BY GOSLING CZUBAK
ENGINEERING SCIENCES, INC., PROJECT NO. 2022541004, DATED 10-27-2022 AND 01-10-2023.
SHOULD ANY CONDITIONS BE ENCOUNTERED THAT ARE UNUSUAL OR DO NOT GIVE THE
MINIMUM ALLOWABLE BEARING CAPACITIES (INDICATED BELOW), OR COMPACTION LEVELS,
THE OWNER SHALL BE NOTIFIED, AND WORK SHALL CEASE. WORK SHALL NOT RESUME UNTIL
THE OWNER'S ENGINEER EVALUATES THE EXCAVATION, AND GIVES WRITTEN INSTRUCTIONS
TO RESUME FOUNDATION WORK.
HELICAL PILE WORKING LOAD CAPACITY = 30 KIPS
APPROXIMATE PILE DEPTH = 30 FEET BELOW GRADE
ALL EXCAVATION FOR STRUCTURES SHALL BE KEPT DEWATERED UNTIL BACKFILL IS IN PLACE.
EXCAVATION FOR STRUCTURES SHALL INCLUDE ALL NECESSARY SHEETING AND SHORING.
WHERE THE FOUNDATION IS OVER EXCAVATED, REMOVE ALL DISTURBED FOUNDATION SOIL
AND REPLACE WITH GRANULAR MATERIAL PROPERLY COMPACTED AS DIRECTED ABOVE.
ALL SLABS ON GRADE SHALL BEAR ON A MINIMUM 6" OF CLEAN GRANULAR FILL CONSISTING
OF SAND AND GRAVEL OR CRUSHED STONE. BASE COURSE TO BE COMPACTED TO A MINIMUM
95% OF MODIFIED STANDARD PROCTOR.
1.
2.
3.
4.
5.
STRUCTURAL WOOD:
STRUCTURAL WOOD AND TIMBER FRAMING SHALL CONFORM TO THE "TIMBER
CONSTRUCTION MANUAL" AS PUBLISHED BY THE AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION.
ALL WOOD IN CONTACT WITH CONCRETE, STEEL OR EXPOSED TO WEATHER SHALL BE
PRESSURE TREATED.
CONTRACTOR SHALL PROVIDE CONNECTION HARDWARE THAT WILL PROPERLY JOIN ALL
WOOD MEMBERS TO EACH OTHER AND THEIR SUPPORTS. WOOD FRAMING SHALL FOLLOW
A CONTINUOUS LOAD PATH TO FOUNDATION.
CONNECTION SHALL BE CAPABLE OF TRANSFERRING THE APPLIED LOADS TO THE
SUPPORTING MEMBERS.
WOOD DESIGN DATA:
ALL STRUCTURAL WOOD SHALL BE SOUTHERN YELLOW PINE (Fb MIN. = 1500 PSI) No. 1 MIN.
WITH A MAXIMUM MOISTURE CONTENT OF 19% (UNLESS NOTED OTHERWISE).
STRUCTURAL STEEL:
1. MATERIAL STANDARDS:
WIDE FLANGE ASTM A992 Fy = 50,000 PSI ANGLE, CHANNELS, PLATES ASTM A36 Fy = 36,000 PSI SQUARE AND RECTANGLE HSS ASTM A500 Gr. B Fy = 46,000 PSI ROUND HSS ASTM A500 Gr. B Fy = 42,000 PSI PIPE ASTM A53 Gr. B Fy = 35,000 PSI
CONNECTION BOLTS ASTM A325 OR A490
ANCHOR RODS ASTM F1554 Gr. 36 Fy = 36,000 PSI
GROUT HIGH STRENGTH, NON-SHRINK, NON-METALLIC
2. STRUCTURAL AND MISC. STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN
ACCORDANCE WITH THE MOST RECENT EDITION OF AISC STEEL CONSTRUCTION
MANUAL AND CODE OF STANDARD PRACTICE.
3. USE BOLTED CONNECTIONS AS SPECIFIED IN FRAMING DETAIL FOR SIZE AND NUMBER
OF BOLTS AND WELDS FOR ALL STRUCTURAL STEEL CONNECTIONS. ALL BOLTED
CONNECTIONS SHALL BE STANDARD ROUND HOLES (UNLESS NOTED OTHERWISE).
IF DETAIL IS NOT PROVIDED:
ALL BOLTED CONNECTIONS SHALL BE BEARING TYPE "N", 3/4" DIA. BOLTS (BRG. TYPE)
OR WELDED EQUIVALENT, UNLESS OTHERWISE NOTED. SELECT CONNECTIONS TO
SUPPORT ONE HALF THE TOTAL LOAD CAPACITY FOR EACH GIVEN BEAM AND SPAN.
THE EFFECT OF CONCENTRATED LOADS SHALL ALSO BE CONSIDERED.
4. FABRICATOR SHALL PROVIDE SAFETY CLIPS OR SEATS WHERE APPLICABLE TO
FACILITATE SAFE ERECTION.
5. CONNECTIONS UTILIZING STRUCTURAL BOLTS SHALL BE BEARING TYPE AND
TIGHTENED PER AISC TURN-OF NUT (FOR SLIP CRITICAL APPLICATIONS IF
SPECIFIED) OR SNUG-TIGHT SPECIFICATIONS.
6. CONNECTIONS MADE WITH HIGH STRENGTH STEEL BOLTS SHALL CONFORM IN ALL
RESPECTS TO THE CURRENT SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM
A325 BOLTS AS ENDORSED BY THE AISC. NO PAINT ON FAYING SURFACES.
7. WELDING SHALL BE DONE IN ACCORDANCE WITH THE "AMERICAN WELDING SOCIETY"
(AWS) D1.1, USING E70 ELECTRODES. WELDING SHALL BE PERFORMED BY AN
APPROVED CERTIFIED WELDER.
8. ALL EXPOSED WELDS SHALL BE FILLED AND GROUND SMOOTH WHERE METAL MAY
COME INTO CONTACT WITH THE PUBLIC.
9. NO CHANGES SHALL BE MADE IN THE STEEL STRUCTURE NOR ANY MATERIAL CUT IN THE
FIELD (UNLESS NOTED AS "FIELD CUT OR TRIM" ON DRAWINGS), WITHOUT THE
WRITTEN PERMISSION OF THE ENGINEER.
10. NO CUTTING, BURNING, OR HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL
BE ALLOWED THROUGH STRUCTURAL STEEL MEMBERS WITHOUT THE PRIOR CONSENT
OF THE ENGINEER. BOLT HOLES SHALL CONFORM WITH THE GOVERNING AISC
SPECIFICATION, AND SHALL BE STANDARD HOLES UNLESS NOTED OTHERWISE.
11. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES BETWEEN
THE DESIGN AND ACTUAL CONDITIONS NOTED IN THE FIELD.
12. CONTRACTOR SHALL PROVIDE NECESSARY LABOR, MATERIAL, AND EQUIPMENT TO
ERECT ALL MISCELLANEOUS IRON AND STEEL AS DETAILED ON THESE DRAWINGS.
13. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION.
14. PAINT ALL STEEL EXPOSED TO EARTH, OR IN CONTACT WITH CONCRETE WITH
ASPHALT PAINT (TNEMEC 46-465, OR EQUAL).
15. ALL STEEL ITEMS NOTED ON THE PLANS AS "HOT-DIP GALVANIZED" SHALL BE
GALVANIZED AFTER FABRICATION, BY THE HOT DIP PROCESS IN ACCORDANCE WITH
ASTM A123 OR A386, AS APPLICABLE.
BRIDGE REACTIONS (BASIS OF DESIGN)
DEAD LOAD
P (LBS) H (LBS) L (LBS)
UNIFORM LIVE LOAD
VEHICLE LOAD
WIND UPLIFT
WINDWARD
LEEWARD
WIND
THERMAL
6,950
13,500
2,000
-5,250
-1,750
±6,095 10,430
1,045
P = VERTICAL LOAD EACH BASE PLATE (4 PER BRIDGE)
H = HORIZONTAL LOAD EACH FOOTING (2 PER BRIDGE)
L = LONGITUDINAL LOAD EACH BASE PLATE (4 PER BRIDGE)
BRIDGE LIFTING WEIGHT: 27,800 LBS
T U E B O R
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EAST GRADE EL.
863.50
APPROX. OHWM EL. 854 ±
EL. 859.0 ±
EL. 857.0 ± EXISTING CONCRETE
FOUNDATION STRUCTURE TO
REMAIN. CUT PIPE FLUSH AT
CONCRETE ABUTMENT, FILL ANY
VOIDS WITH GROUT.
EXISTING CONCRETE
FOUNDATION STRUCTURE TO
REMAIN. CUT PIPE FLUSH AT
CONCRETE ABUTMENT, FILL ANY
VOIDS WITH GROUT.
EXISTING
SUSPENSION BRIDGE
STRUCTURE TO BE
DEMOLISHED
EL. 854.12
EL. 853.95
EXISTING CONCRETE BLOCK WITH
BRIDGE CABLE ATTACHMENT TO
BE DEMOLISHED, TYP. OF 2. FIELD
INVESTIGATE SIZE OF CONCRETE
BLOCK.
EXISTING CONCRETE BLOCK WITH
BRIDGE CABLE ATTACHMENT TO
BE DEMOLISHED, TYP. OF 2. FIELD
INVESTIGATE SIZE OF CONCRETE
BLOCK.
T U E B O R
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EXISTING BRIDGE DEMOLITION ELEVATION
S-101
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6'
- 0
1' - 6"
ELEVATED BOARDWALK ON HELICAL PILES
48' - 0"
ENGINEERED STEEL BRIDGE
100' - 0" 2' - 6"
S-501GRAVEL PATH
CONTINUATION
STEEL ABUTMENT
SUPPORTED ON HELICAL
PILES CONCRETE ABUTMENT
WITH WINGWALLS
SUPPORTED
ON HELICAL PILES
BRIDGE CONSTRUCTION
CENTERLINE
S-501
11.98% 1.50%
COLLAPSIBLE BOLLARD
WITH CONCRETE
FOUNDATION, SEE
DETAIL ON S-501.
TYPICAL EACH END.
S-501
ST
A.
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EL
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ST
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S-501
S-501
S-501
ENGINEERED STEEL BRIDGE
100' - 0"
ELEVATED BOARDWALK ON HELICAL PILES
48' - 0"1' - 6"
EAST GRADE EL.
863.50
CONCRETE ABUTMENT
ON HELICAL PILES, SEE
ABUTMENT PLAN
HELICAL PILES,
TYP. OF 2 AT EACH
APPROX. OHWM EL. 854 ±
S-501
11.98%
BOARDWALK DECK EL. 856.25
S-501
EL. 854.12
EL. 853.95
BRIDGE DECK EL. 862.00
POWDER COATED
MESH PANELS, TYP.
1.50%
COLLAPSIBLE BOLLARD
WITH CONCRETE
FOUNDATION, SEE
DETAIL ON S-501.
TYPICAL EACH END.
ST
A.
2+
.00
EL
EV
3.5
ST
A.
1+
.00
EL
EV
2.0
ST
A.
1+
.00
EL
EV
6.2
HELICAL PILES, SEE
ABUTMENT PLAN
EQUALLY SPACED @ 12' - 0"
MAXIMUM
POSTS @ 6' - 0" O.C.
EXISTING CONCRETE
FOUNDATION
STRUCTURE TO REMAIN
EXISTING CONCRETE
FOUNDATION
STRUCTURE TO REMAIN
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S-101
20-SEPT-2024
22-0313
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3/16" = 1'-0"
BRIDGE PLAN
3/16" = 1'-0"
BRIDGE ELEVATION
6'-0" CLEAR WIDTH
COMPOSITE
DECK
WOOD RUB RAIL
TRUSS TOP CHORD
TRUSS VERTICAL
MEMBER
TRUSS BOTTOM CHORD
BR
G.
D
EP
TH
1'
- 1 0 1
/2"
BR
ID
GE
H
EI
GH
T
4'
1"
FLOOR BEAM WITH
DIAGONAL BRACES
CENTER NAILERSTRINGER
PLANK SUPPORT
EACH SIDE
WIRE MESH INFILL PANELS
BETWEEN TRUSS VERTICAL
MEMBERS
WOOD TOE RAIL
5'
- 1
1 1 /2"
6"
3'
- 6
9" 3' - 0" 3' - 0" 9"
7' - 6"
HOT-DIP GALVANIZED
HELICAL PILE, TYP.
5 1/2"x 15" PRESSURE-TREATED
GLULAM BEAM
3 1/2"x 12" PRESSURE-TREATED
GLULAM JOISTS EQ. SPACED
(2) 1/2"Ø CARRIAGE BOLTS,
NUTS, AND WASHERS, TYP.
EACH POST
CONT. 2x8 FASTENED WITH
BUGLE HEAD SCREWS, TYP.
POWDER COATED MESH
INFILL PANELS, TYP.
P.T. 4x4 POSTS SPACED @ 4'-0"
O.C. MAX., TYP.
6' - 0" CLR.
MA
TC
H
BR
ID
GE
H
EI
GH
T
4'
- 1
MAX.
1'-4" O.C.
COMPOSITE DECK
3'
- 0
CONT. FRONT P.T. 2x8 WITH BACK P.T. 2x8
BETWEEN POSTS, TOP
& BOTTOM
P.T. VERTICAL 2x6
SCREWED TO POST
OVER WIRE MESH
(2) 1/2"Ø S.S. CARRIAGE
BOLTS, NUTS, WASHERS,
TOP & BOTTOM. TYP.
EACH POST.
S.S. JOIST CLIP,
SIMPSON STRONG-TIE
H3 HURRICANE TIE,
TYP. EACH JOIST
P.T. 2x12 BLOCKING, TYP. EACH POST
4"
CONT. P.T. 2x6 WITH 1 1/2"
DIA. GALV. PIPE HANDRAIL,
TYP.
5' - 7 1/2"
HELICAL CL HELICAL CL
S-501
1' - 0" 3' - 0"
5' - 3"
1'
- 3
1'
- 0
6'
- 0
1'
- 0
1'
- 3
6"
1'-4"±
3'
- 0
3'
- 0
4'
- 1
1/ 2"
4'
- 1
1/ 2"
BRIDGE CL
HELICAL CL
HELICAL CL
HELICAL CL HELICAL CL
1' - 6"1' - 1 1/2"
HELICAL PILES,
TYP. OF 5
COLLAPSIBLE ROUND POST
BOLLARD WITH CONCRETE
FOUNDATION, SEE DETAIL
THIS SHEET
ENGINEERED STEEL
BRIDGE
EAST GRADE EL.
863.50
1/8"x 8" FIBERGLASS OR
COMPOSITE COVER PLATE WITH
ABRASIVE SURFACE AND TAPERED
EDGE, ATTACH TO BRIDGE DECK
W/ RECESSED S.S. SCREWS
EM
BE
D.
1'
- 3
BRIDGE FLOOR BEAM AND
STRINGERS SHOWN
SCHEMATICALLY
COMPOSITE DECK
HELICAL CL
1' - 1 1/2"
2' - 3"
HELICAL PILE BEYOND,
SEE ABUTMENT PLAN
FOR LAYOUT
2'
- 4
3'
- 2
6"
1 1/2"
ABUTMENT WINGWALL
ANCHOR BOLTS BY
BRIDGE MANUF.
#6 HORIZ. BARS @
12" O.C., TYP.
TYP.
2" CLR.
#6 TIES @ 12" O.C., TYP.
(6) #6 CONT. HORIZ. BARS
@ 12" O.C. MAX.
3/4" CHAMFER, TYP.
SPACE TIES EACH SIDE
OF HELICALS
BRIDGE DECK EL.
862.00
ANCHOR BOLTS BY
BRIDGE MANUF.
1/8"x 8" FIBERGLASS OR COMPOSITE
COVER PLATE WITH ABRASIVE
SURFACE AND TAPERED EDGE,
ATTACH TO BRIDGE DECK W/
RECESSED S.S. SCREWS
BRIDGE FLOOR BEAM AND
STRINGERS SHOWN
SCHEMATICALLY
COMPOSITE BRIDGE DECK
HELICAL PILE, TYP. SEE
ABUTMENT PLAN FOR
LAYOUT
ATTACH GLULAM JOISTS TO
GLULAM BEAM WITH S.S.
SIMPSON STRONG-TIE BEAM
HANGER, TYP.
JOINT
1 1/2" DECK
HELICAL CL
1' - 0"
3/16
CONT.,
TYP.
ENGINEERED STEEL BRIDGEELEVATED BOARDWALK
1'
- 1
0 1 /2"
HOT-DIP GALVANIZED HELICAL
PILE BRACKET BOLTED TO
CHANNELS. PROVIDE FILLER
MATERIAL BETWEEN CHANNEL
AND HELICAL PLATE.
P.T. 2x6 x 8'-0" LG., 1/2"Ø HOT-DIP
GALVANIZED BOLT @ 48" O.C.,
COUNTERSUNK WITH NEOPRENE
WASHER AGAINST CHANNEL.
CORTEN (2) MC8x21.4 WITH 1/2"x 11 1/2" CONT. TOP PLATE
S.S. HURRICANE TIE, GLULAM TO
WOOD PLATE @ 4'-0" O.C. (TYPE H3
SIMPSON STRONG-TIE OR EQUIV.)
P.T. 5 1/2"x 19 1/4" GLULAM BEAM
P.T. WOOD POSTS AND
RAILINGS
CLR.
1 1/2"
1' - 6" DIA.
BE
LO
W
G
RA
DE
3'
- 6 " M
IN
TIES, SEE SECTION
(4) #4 VERTICAL BARS
(4) #3 TIES SPACED
AS SHOWN, SEE
DETAIL BELOW
VERTICAL BARS,
SEE SECTION
GRAVEL PATH 3/4" CHAMFERED EDGE
CLR.
1 1/2"
3" 2"
5"
HINGED ROUND POST
BOLLARD BY TRAFFICGUARD
BASE PLATE AND ANCHOR
BOLTS BY BOLLARD MANUF.
DETAIL
SECTION
SLOPE TOP OF
CONCRETE
S-501
BRIDGE CL
HELICAL CL
HELICAL CL
HELICAL CL
3'
- 0
3'
- 0
8'
- 2
1'
- 1
6'
- 0
1'
- 1
PIER WIDTH
1' - 0"
ENGINEERED STEEL BRIDGEELEVATED BOARDWALK
T U E B O R
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AP
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B Y:
SHEET
DATE:
PROJ. #:
www.c2ae.com
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9/1 9/2
4 3
:15 :44
P M
Au tod es k D oc s:/
/22
_D
TM
B
Ri fle
R ive r C am pg ro un d/2
3_ S.
rvt
Ch ec ke r
De sig ne r
Ap pr ov er
S-501
20-SEPT-2024
22-0313
PH
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RI
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ES
3/4" = 1'-0"1 BRIDGE SECTION
3/4" = 1'-0"2 BOARDWALK SECTION
1/2" = 1'-0"3 EAST ABUTMENT PLAN
3/4" = 1'-0"4 EAST ABUTMENT SECTION
1" = 1'-0"6 WEST ABUTMENT SECTION
3/4" = 1'-0"7 BOLLARD FOUNDATION DETAIL
3/4" = 1'-0"5 WEST ABUTMENT PLAN
File details come from the government source that posted it. Updated .