CCG2 Project Scope_Section 14_Structures_IR Draft.docx
14 STRUCTURES
The Developer shall design and construct all structures within the Project limits in accordance with the Contract Documents. Structures shall be designed and constructed for the Interim Condition and the Future Condition, as defined in Section 1.4. Structures shall also conform to Section 16 (Aesthetics and Enhancements).
The Developer shall assign bridge numbers to all new bridges in accordance with BDM Section 102.5.
14.1 GOVERNING REGULATIONS
Governing regulations and supplemental specifications are listed in Section 1. For cases where American Association of State Highway and Transportation Officials (AASHTO) Specifications conflict with ODOT standards, ODOT standards shall take precedence. For structural components not addressed by the standards listed in Section 1, other guidelines or specifications that reflect currently accepted industry practice can be used if Approved by the Department.
The Developer may disregard all instructions to consult the Office of Structural Engineering in the ODOT Bridge Design Manual (BDM).
14.2 BRIDGE CRITERIA
14.2.1 Definition Of I-90 Viaduct Structures And Central Viaduct Structure
The I-90 Viaduct Structures are continuous bridges spanning over the Cuyahoga River valley from West 14th Street southbound to the GCRTA tracks, inclusively. The main span portions span over Abbey Avenue on the west and Canal Road on the east. The remaining spans are considered approach spans.
The westbound I-90 Viaduct Structure is being constructed in CCG1. The eastbound I-90 Viaduct Structure shall be designed and constructed as part of CCG2. The I-90 Viaduct Structures will replace the Central Viaduct Structure, defined as existing Bridge No. CUY-90-1524 (Structure File No. 1809393), which carried I-90 eastbound and westbound traffic prior to the completion of the westbound I-90 Viaduct Structure.
14.2.2 Geometrics
The Developer shall design and construct new bridges in accordance with Table 14-1.
Table 14-1: New Bridge Geometric Requirements
Bridge Location No. / Location / Minimum Vertical Clearance / Width and Location of Shoulders /24 / I-90 eastbound over Fairfield Avenue / 14.5 feet / 12.0 feet left and right
25 / West 14th Street on-ramp to I-90 eastbound over Tremont neighborhood parking lot / 14.5 feet / 4.0 feet left; 8.0 feet right
I-90 Viaduct Structure / Eastbound I-90 Viaduct Structure / See Table 14-2 / 12.0 feet left; 12.0 feet right for mainline I-90; 8 feet right for W. 14th Street on-ramp and off-ramp to Ontario Street
26 / I-90 eastbound over Ontario Street / 15.5 feet / 12.0 feet left and right
27 / I-90 eastbound off-ramp to Ontario Street / 15.5 feet / 4.0 feet left; 8.0 feet right
30 / I-90 eastbound over E. 9th Street / 15.5 feet / 12.0 feet left; 10.0 feet right
The eastbound I-90 Viaduct Structure shall comply with the minimum vertical clearance requirements shown in Table 14-2.
Table 14-2: Eastbound I-90 Viaduct Structure Vertical Clearance Requirements
Location / Minimum Vertical Clearance /West 14th Street southbound / 14.5 feet
Abbey Avenue / 14.5 feet
Towpath Trail / 14.5 feet
Cuyahoga River / 100 feet above elevation 569.4 (NAVD88) for the 200-foot wide navigation channel
Norfolk Southern Railroad / 23.0 feet
West 3rd Street / 14.5 feet
CSX Willow Industrial Track / 23.0 feet
Canal Road / 14.5 feet
Commercial Road / 15.5 feet
GCRTA / 23.0 feet
14.2.3 Bridge Renovations
Bridge renovations shall comply with the geometric requirements specified in Table 14-3.
Table 14-3: Bridge Renovation Geometric Requirements
Bridge Location No. / Location / Minimum Vertical Clearance / Width and Location of Shoulders /21 / I-71 northbound and southbound over I-490 and ramps / 15.5 feet / 5.25 feet left; 10.0 feet right
22 / I-90 eastbound over Starkweather Avenue / 14.5 feet / 12.0 feet left and right
23 / I-90 eastbound over Kenilworth Avenue / 14.5 feet / 12.0 feet left and right
31 / I-90 eastbound and westbound over I-77 southbound ramps / Not less than existing. / Minimum of 4.0 feet left and right
The Developer shall replace the deck and raise the superstructure at Bridge Location No. 21. The deck shall be made composite with the steel girders.
The Developer shall replace the superstructure and widen the bridge at Bridge Location Nos. 22 and 23. Bridge Location No. 22 shall accommodate the I-90 eastbound on-ramp and mainline I-90 eastbound (only on I-90 eastbound/I-71 northbound portion of bridge). Work on Bridge Location No. 23 shall be for the I-90 eastbound portion only.
At Bridge Location No. 31, the Developer shall widen the bridge to accommodate the Interim Condition. The median parapet shall be modified to transition into portable concrete barrier. This bridge will be removed in CCG3, as the on-ramp to southbound I-77 will be constructed over I-90 as part of the Future Condition.
At Bridge Location Nos. 22 and 23, the design live load shall be HS25 for new superstructure members. The design live load for other members of renovated bridges shall be in accordance with BDM Section 400.
The Developer shall perform the following at Bridge Location Nos. 21, 22, and 23:
· Replace approach slabs. Replace porous backfill with new porous backfill, filter fabric, and drainage pipe behind abutments. Patch substructure concrete in accordance with C&MS 519 at all locations where unsound concrete is present as determined by the IQF.
· Replace all curb, sidewalk, and slope protection that is cracked or damaged, as determined by the IQF, under the bridges along the roadways being spanned within the I-90 Right-of-Way.
The following work shall be performed at Bridge Location No. 21:
· Refurbish all bearings or replace them with new bearings of the same material and type.
· Remove and replace abutment backwalls to the top of the bearing seat.
· Trim beam ends as needed to achieve a gap no smaller than 3 inches between beam ends and backwalls.
· Remove the bump plates at the rear abutment along girder lines E, F, and G.
· Install steps to access abutment bearings.
Steps shall be capable of resisting a 400-pound proof load in direct pull. Steps shall be fabricated in accordance with one of the following:
· C&MS 711.13 with a depressed thread or 0.5-inch minimum cleat
· C&MS 711.30 with a depressed thread or 0.5-inch minimum cleat
· Friction-fit steps that comply with C&MS 711.31
The Developer shall perform the following at Bridge Location Nos. 22 and 23:
· Replace bearings with elastomeric bearings.
· Remove and replace pier caps with new pier caps supported by and continuous over both new and existing columns.
· Replace underpass lighting in accordance with Section 17.
At Bridge Location Nos. 22 and 23, the Developer shall either design and construct a conventional abutment with a deck joint or convert the abutment to semi-integral. For conventional abutments, the backwall shall be removed and replaced to the top of the bearing seat and the beam ends shall be trimmed as needed to achieve a gap no smaller than 3 inches between beams ends and backwalls.
The Developer shall perform the following at Bridge Location No. 31:
· Widen rear approach slab.
· Remove and replace existing rear abutment backwall to top of bearing seat under new approach slab.
· Replace porous backfill with new porous backfill and filter fabric behind portion of rear abutment where backwall is removed.
· Place new porous backfill, filter fabric, and drainage pipe behind new portion of rear abutment.
· Tie new drainage pipe into existing drainage pipe.
Cracked and damaged curb, sidewalk, and slope protection shall be replaced in segments delineated by existing construction joints.
Where median barrier is modified at Bridge Location No. 31 to accommodate the Interim Condition, the Developer shall provide a linear transition over a 20-foot minimum length to match the height of the portable concrete barrier. A hinged connection shall be provided at all gaps between median parapet sections and the portable concrete barrier.
After removal of median barrier placed on the westbound I-90 Viaduct Structure to achieve the Bi-Directional Condition, the Developer shall fill all anchor holes with grout and seal these areas with high molecular weight methacrylate.
When raising structures, the adjustment in beam seat elevations shall be accomplished by steel shims if the amount raised is 4 inches or less. If the structure is raised more than 4 inches, the bridge seat shall be raised for its entire length by adding a reinforced concrete cap dowelled into the existing concrete. Steel shims shall be painted after installation.
The Developer shall immediately cease all jacking operations and install supports if, during bridge jacking operations, cracking of the concrete superstructure or other damage to the structure occurs.
All ends of cover plates and beam continuity welds with splice plates shall be retrofitted. Retrofits shall not result in the bridge no longer satisfying minimum vertical clearance criteria.
Existing and new steel damaged due to rehabilitation work shall be repaired and painted with the OZEU paint system per C&MS 514.
14.2.4 Bridge Removals
Bridge removal requirements shall apply to both total bridge removals and partial removals needed to renovate bridges to remain.
The Developer shall remove bridges as specified in Table 14-4.
Table 14-4: CCG2 Bridge Removals
Bridge Location No. / Location /Central Viaduct Structure / I-90 eastbound and westbound
28 / I-90 westbound over East 9th Street
29 / I-90 eastbound over East 9th Street
32 / US 422 eastbound on-ramp to I-77 southbound over Ontario Street
33 / US 422 eastbound and East 9th Street on-ramp to I-77 southbound over East 9th Street
34 / I-77 northbound and southbound over East 14th Street (US 422 eastbound on-ramp portion only)
35 / Norfolk Southern Railroad siding over GCRTA
The Developer shall be responsible for bridge removal in a sequence and manner that maintains the stability of the remaining members until all members have been removed. The Developer shall maintain the stability of the structure under all conditions. The Developer shall remain solely responsible for all aspects of safety, structural capacity, structural stability, applicable regulations, and permits associated with bridge removal work.
Demolition affecting GCRTA operations shall be performed in the winter months of 2014 or 2015.
The exit ramp constructed for eastbound I-90 traffic at the east end of the Central Viaduct Structure was originally constructed with a shoring tower, which made the span over GCRTA railroad composite for dead load. The Developer shall consider the original construction method for this exit ramp in determining how this portion of the bridge will be removed.
During removal of the Central Viaduct Structure, the Developer shall maintain a vertical clearance of 96 feet above the Cuyahoga River level at all times for the entire width between the bulkhead walls. All navigation devices required by the United States Coast Guard for the Central Viaduct Structure shall be provided and maintained by the Developer until the truss span over the river has been completely removed.
A barge-mounted crane in the river may be used to remove portions of the bridge. Barges shall be clear of the navigation channel when not in use.
At a minimum, the Central Viaduct Structure shall be removed to 2 feet below the existing or final grade, whichever is at a lower elevation. The Developer shall also completely remove the sheet piling, tiebacks, and dead-man sheeting placed longitudinally to the Central Viaduct Structure approximately centered next to the second existing pier north of Abbey Avenue.
The Developer shall prepare demolition plans for the removal of bridges in accordance with C&MS 501.05. Demolition plans shall demonstrate the feasibility of all operations proposed to safely remove bridges and shall include the following:
· Details for all temporary supports and falsework
· Detailed procedures and plans for the protection of traffic adjacent to and under the bridge, including vehicular, pedestrian, railroad, and boat traffic
· Details for all devices and structures necessary to ensure such protection
For the Central Viaduct Structure, the demolition plan shall include the following:
· Description of and design computations for temporary structures (if used)
· Methods of demolition
· Location and type of equipment
· Sequence of removal
· Pick points on members
· Sizes of pieces removed
· Hauling method
· Location of hauling equipment
· Structural analysis of the bridge demonstrating that the bridge will remain structurally sound and stable during all phases of removal operations
For bridges being removed over or immediately adjacent to railways, the demolition plans shall indicate the method of protection for the track structure.
The use of explosives is not allowed. Headache balls and hoe-rams are not allowed for demolition of bridge substructures west of Abbey Avenue. Deck concrete shall be removed only by lift methods west of Abbey Avenue.
Headache balls and hoe-rams shall not be used for partial removals needed to renovate bridges. Chipping hammers shall not be heavier than the nominal 90-pound class, except where used to remove concrete within 18 inches of substructure portions to be preserved, where the weight of the hammer shall not be more than 35 pounds. Pneumatic hammers shall not be placed in direct contact with reinforcing steel to be retained in a renovated structure.
The Developer shall sawcut the boundaries of concrete removals a minimum depth of 1 inch, except for the following specific locations noted for Bridge Location No. 31. At Bridge Location No. 31, the Developer shall sawcut full-depth all boundaries of concrete removals at the wingwall and longitudinal boundaries at the approach slab that will not be located in the shoulder.
No debris shall be allowed to fall onto railway property or the Cuyahoga River. No staging of equipment or material is allowed on Railroad property without the express written permission of the Railroad.
Sandstone blocks and brick pavers being stored under the Central Viaduct Structure shall be protected from damage during bridge removal operations.
No materials or equipment shall be stored on the Central Viaduct Structure prior to or during removal of the structure.
Before construction equipment is mobilized over or operated on Bridge Location No. 35, the Developer shall analyze the capacity of the bridge to ensure it is structurally adequate for all loads induced by the equipment.