Catherine Creek, CC44, Parcel 3 Construction
Culvert Replacement Project
CONFEDERATED TRIBES OF THE UMATILLA INDIAN
RESERVATION
Bridge Installation Technical Specifications
UNION COUNTY, OREGON
SECTION 31 03 33
REMOVAL OF WATER FROM EXCAVATION
PART 1
GENERAL
1.01
MEASUREMENT AND PAYMENT
A.
Cost: Include in applicable prices offered in the Price Schedule for items of work
requiring removal of water from excavations.
1.02
DEFINITIONS
A.
Dewatering: Removal and control of groundwater from pores or other open spaces in soil
or rock formations to allow construction activities to proceed as intended, and includes
relief of groundwater pressure.
B.
Unwatering: Control and removal of ponded, seeping, or flowing surface water or
emerging subsurface water from excavated surfaces and from precipitation within and
adjacent to excavations and construction zones using channels, ditches, gravel drains,
grave blankets, pipe, sumps, and discharge lines. Includes control and discharge of
effluent waters.
1.03
SYSTEM DESCRIPTION
A.
Design, install, operate, maintain, and monitor water removal facilities.
B.
Design and layout facilities to collect discharge water from water removal systems and
convey water to designated approved discharge points.
C.
Locate water removal facilities to maximize water removal and minimize construction
interference.
D.
Select pump types and design discharge systems and settling ponds.
E.
Provide required equipment and monitor as required by permit.
SECTION 31 03 33, REMOVAL OF WATER FROM EXCAVATION
Page 1
1.04
SUBMITTALS
A.
Submit in accordance with Section 01 33 00 - Submittals.
B.
RSN 31 03 33-1, Removal of water plan:
1.
Showing proposed method for removal of water from foundations.
2.
The plan may be placed in operation upon approval, but nothing in this paragraph
shall relieve the Contractor from full responsibility for the adequacy of the water
removal installation.
1.05
REGULATORY REQUIREMENTS
A.
Obtain required Federal, State, and local permits for water discharge and other activities
associated with removal and control of water.
B.
Refer to Water Pollution Control sections of Technical Specifications for RM 44 Restoration
Project Phase III – Parcel 3.
1.06
PROJECT CONDITIONS
A.
Conditions which may influence the unwatering include:
B.
1.
Frequency and rate of precipitation at the site.
2.
Subsurface conditions including natural layering, thickness, permeability, and
storativity of materials, and groundwater levels.
3.
Efficiency of pumps, collectors, and discharge systems.
Water content and water levels in subsurface materials vary with location, depth, and
material.
PART 2
PRODUCTS
Not Used
PART 3
EXECUTION
3.01
REMOVAL OF WATER
A.
Provide, maintain, and operate necessary facilities for removal of water from various
parts of the work and for maintaining foundations and other parts of the work free from
water as required for constructing each part.
B.
Where excavation for pipe trenches and excavation for structures extends below
ground-water level, dewater the portion below the water level in advance of excavation.
SECTION 31 03 33, REMOVAL OF WATER FROM EXCAVATION
Page 2
1.02
DE-WATERING
A.
Use ditches or sumps to lower and control water levels in advance of excavation.
B.
Construct ditches and sumps to collect seepage and runoff in work areas. Use sandbags,
sand and gravel filter bedding, and other materials and techniques to control localized
seepage.
1.03
UNWATERING
A.
Accomplish dewatering by use of sufficient number of properly screened wells or other
equivalent methods.
B.
Dewater to prevent loss of fines from the foundation, maintain stability of excavated
slopes and bottom of excavations, and to result in construction operations being
performed in the dry.
END OF SECTION
SECTION 31 03 33, REMOVAL OF WATER FROM EXCAVATION
Page 3
PART 1
PART 2
SECTION 31 23 11
EARTHWORK
A. GENERAL
PAYMENT
Earthwork:
Payment: Lump sum price offered in the Price Schedule.
Includes:
Pumping and dewatering; work necessary to maintain excavations in good
order during construction; removing such temporary construction,
where required.
Excavating to the lines and grades shown on the drawings in order to
shape channel and install foundation base and bridge footers.
Placing excavated material as fill to construct road subgrade.
Placing excavated material as fill to shape channel.
Backfilling the bridge footers.
Disposing of excess or unsuitable material generated during excavation.
Does not include:
Furnishing and installing riprap
Furnishing and installing streambed gravel
Furnishing and installing drain rock
Furnishing and installing gravel surfacing
DEFINITIONS
Jumping jack: 2 horsepower vibratory rammer. Gasoline powered. Wacker Model numbers BS
50, BS 60, BS 70, or equal
Plate compactor: 3 to 8 horsepower vibratory plate compactors. Gasoline powered. Wacker
model WP 1550, or equal.
B. PRODUCTS
DRAIN ROCK
In accordance with Section 34 71 20 – Modular Steel Bridge.
SECTION 31 23 11, EARTHWORK
Page 1
EXCAVATED MATERIALS
The Contractor's operations in excavations shall be such that excavations will yield as much
suitable material for use in permanent construction required under these specifications as
practicable.
Place excavated materials which are too wet for immediate compaction temporarily in stockpiles
until moisture content is reduced sufficiently to permit them to be placed in embankments.
CLEAN FILL
Obtain clean fill material from required excavations. If sufficient suitable material is not
available from this source, obtain additional material from commercial sources.
The Government makes no guarantee that material meeting the requirement for clean fill is
contained in or can be processed from materials excavated.
Free of roots, stumps, limbs, vegetation, organic matter, ice, construction debris, scrap materials,
refuse, man-made wastes, or chemical or hydro-carbon compounds.
MATERIAL FOR BACKFILL
Type and amount of material used for backfill, and manner of depositing material shall be
subject to approval.
Obtain backfill material from required excavations. If sufficient suitable material is not available
from this source, obtain additional material from commercial sources.
The Government makes no guarantee that specified backfill materials are contained in or can be
processed from materials excavated.
Free of roots, stumps, limbs, vegetation, organic matter, ice, construction debris, scrap materials,
refuse, man-made wastes, or chemical or hydro-carbon compounds.
Backfill material shall contain no stones larger than 3 inches in diameter.
C. EXECUTION
EXCAVATION, GENERAL
Excavate structure foundations to elevations shown on the drawings or established by the COR.
The Government reserves the right, during progress of work, to vary slopes, grades, and
dimensions of excavations from those specified.
The Government does not represent that excavation performed under these specifications can be
made to or maintained at paylines shown on the drawings or described in these specifications.
Perform excavation in the dry.
SECTION 31 23 11, EARTHWORK
Page 2
Do not excavate in frozen materials without written approval.
Where excavating in backfill and embankment placed under these specifications, excavate in
accordance with applicable provisions for excavation.
Blasting: Not allowed.
Preserve material below and beyond established lines of excavation in the soundest possible
condition.
Damage to work due to the Contractor's operations shall be repaired by and at the expense of the
Contractor.
Material beyond required or prescribed excavation lines which is loosened by the Contractor's
operations shall be removed at the expense of the Contractor.
PREPARATION OF STRUCTURE FOUNDATIONS
Prepare foundations at structure sites by methods which will provide firm foundations for
structures.
Finish bottom and side slopes of excavation, upon or against which the structure is to be placed,
to prescribed dimensions.
Moisten and compact prepared surfaces with suitable tools to form firm foundations upon or
against which to place the structure.
Where unsuitable material is encountered in the foundation for a structure, the COR will direct
performance of additional excavation to remove unsuitable material.
Refill additional excavation with drain rock.
OVEREXCAVATION
If foundation material is excavated beyond lines required to receive the structure, fill over
excavation with drain rock.
If foundation material is disturbed or loosened during excavation or otherwise, remove and
replace it with drain rock.
DISPOSAL OF EXCAVATED MATERIALS
Dispose of excavated materials which are unsuitable for or are in excess of embankment,
backfill, or other earthwork requirements, as determined by the COR, at approved disposal
source in accordance with local regulations off of the site.
PLACING CLEAN FILL
Place clean fill to the lines and grades shown on the drawings.
Maximum lift thickness: 8 inches.
SECTION 31 23 11, EARTHWORK
Page 3
Compact each lift with minimum 12 passes of rubber-tired equipment until top of lift is smooth,
firm, and stable.
PLACING BACKFILL
Place backfill within 2 feet of bridge footers and ecology blocks, or as directed by the COR.
Place backfill carefully and spread in uniform layers so that all spaces about rocks and clods will
be filled.
Maximum lift thickness: 4 inches
Compact each lift with repeated passes of jumping jack or plate compactor until top of lift is
smooth, firm, and stable.
END OF SECTION
SECTION 31 23 11, EARTHWORK
Page 4
PART 3
SECTION 31 32 32
PART 4
GEOTEXTILE
A. GENERAL
MEASUREMENT AND PAYMENT
Geotextile:
Measurement: Surface area required to be covered, except no allowance will be made for
seam overlap, repairs, or waste.
Payment: Square yard price offered in the schedule.
REFERENCE STANDARDS
ASTM International (ASTM)
ASTM D4355-07
Deterioration of Geotextiles by Exposure to
Light, Moisture, and Heat in a Xenon-Arc
Type Apparatus
ASTM D4491-99a(2009)
Water Permeability of Geotextiles by
Permittivity
ASTM D4533-11
Trapezoid Tearing Strength of Geotextiles
ASTM D4632-08
Grab Breaking Load and Elongation of
Geotextiles
ASTM D4751-12
Determining Apparent Opening Size of a
Geotextile
ASTM D5261-10
Measuring Mass per Unit Area of
Geotextiles
ASTM D6241-04(2009)
Static Puncture Strength of Geotextiles and
Geotextile-Related Products Using a 50-mm
Probe
SUBMITTALS
Submit the following in accordance with Section 01 33 00 - Submittals
RSN 31 32 32-1, Manufacturer's certification:
Geotextile furnished meets specified chemical, physical, and manufacturing
requirements.
Sewn seams, if used:
SECTION 31 32 32, GEOTEXTILE
Page 1
Certification stating that polymeric threads to be used for sewing have chemical
resistance properties equal to or exceeding those of geotextile.
Include data showing that sewn seams have tensile strength of not less than specified
percent of parent geotextile material.
DELIVERY, STORAGE, AND HANDLING
Wrap geotextile rolls in relatively impermeable and opaque protective covers.
Mark or tag geotextile rolls with manufacturer's name, product identification, lot number, roll
number, and roll dimensions.
Mark geomembrane with special handling requirements such as "This Side Up" or "This Side
Against Soil to be Retained."
Protect geotextile from ultraviolet light exposure, temperatures greater than 140 degrees F
(60 degrees C), precipitation or other inundation, mud, dirt, dust, puncture, cutting, or other
damaging or deleterious conditions.
Elevate and cover material stored outside with waterproof membrane.
B. PRODUCTS
GEOTEXTILES
Needle-punched, nonwoven geotextile comprised of long-chain polymeric filaments composed
of at least 85 percent, by weight, polyolefins or polyesters.
Orient filaments into stable network which retains its structure during handling, placement, and
long-term service.
Stabilizers or inhibitors added to filament base material: Resist deterioration due to ultraviolet or
heat exposure.
Geotextile edges: Selvaged or otherwise finished to prevent outer material from pulling away.
Conform to roll values listed in Table 31 32 32B - Geotextile Physical Properties.
Values listed are minimum average roll values (MARV=s), unless otherwise noted.
Test results for weaker principal direction shall meet or exceed minimum values listed in
the table.
Mass per unit area is a nominal value and is provided for information purposes only.
Direct exposure to sunlight: Withstand 14 days with no measurable deterioration.
SECTION 31 32 32, GEOTEXTILE
Page 2
Table 31 32 32A. - Geotextile Physical Properties
Property
Test Method
Required Values
Mass per unit area, nominal
ASTM D5261
8 oz/yd2
Grab tensile
ASTM D4632
200 lbs
Elongation at break
ASTM D4632
50 percent
Trapezoidal tear
ASTM D4533
70 lbs
Puncture strength
ASTM D6241
440 lbs
Permittivity
ASTM D4491
1.0 sec-1
Apparent opening size (minimum US Sieve
No. / maximum opening size)
ASTM D4751
70 US Sieve
UV resistance – tensile strength retained at
500 hours, minimum
ASTM D4355
70 percent
PINS
Pins: 3/16-inch diameter, 18-inches long steel pins, pointed at one end, and fitted with 1-1/2
inch diameter washer at other end.
FOUNDATION BASE
In accordance with Section 34 71 20 – Modular Steel Bridge.
C. EXECUTION
SUBGRADE PREPARATION
Prepare surface upon which geotextile is to be placed to a firm surface, reasonably even and
smooth, and free of offsets, abrupt indentations, and protruding materials greater than 1-1/2
inches.
Fill low spots with foundation base.
Obtain COR approval of subgrade before installing geotextile.
INSTALLATION
Place geotextile in the manner and at locations shown on drawings.
Lay geotextile smoothly, free of tension, stress, folds, wrinkles, or creases so far as is practical
and except where required in these specifications.
SECTION 31 32 32, GEOTEXTILE
Page 3
Shingle overlaps on slopes with upstream roll placed over downstream roll.
Pin, staple, or weight to hold geotextile in position. Anchor terminal ends of geotextile with key
trenches or aprons at crest and toe of slopes.
In the presence of wind, weight geotextiles with sandbags or equivalent until cover material
placed.
Do not entrap stones, soil, excessive dust, or moisture in geotextile that could damage geotextile
or hamper subsequent seaming.
Do not drive or operate equipment directly on geotextile.
SEAMING
Join adjacent sheets of geotextile by overlapping or sewing.
Overlapped seams:
Overlap minimum: 24 inches.
Upstream/upslope roll placed over the downstream/downslope roll.
Weight or pin on 3-foot centers to secure the overlap during placement of cover material.
Do not use pins when installed over geomembrane.
Sewn seams:
Interlocking or sewn twice.
Thread:
Contrasting color.
Chemical resistance: Equal to geotextile.
Sew geotextiles continuously. Spot sewing is not allowed.
Sewn seam strength: Not less than 70 percent of parent material strength.
RIPRAP INSTALLATION
Place riprap or backfill material so as not to damage geotextile.
Before placing riprap, demonstrate that placing technique will not damage geotextile or
underlying geomembrane. If the demonstration does not show that riprap can be installed
without damaging geotextile, modify riprap placing technique (such as reducing drop height,
installing additional layer of sacrificial geotextile, or installing additional gravel cushion).
Begin riprap placement at toe and proceed up slope.
SECTION 31 32 32, GEOTEXTILE
Page 4
REPAIRS
At placement, geotextile will be rejected if it has defects, rips, holes, flaws, deterioration,
contamination, or damage.
Replace or repair geotextile damaged during installation or placement of cover in the following
manner:
Remove cover from damaged area of geotextile.
Remove any soil or other material which may have penetrated torn geotextile.
Repair damaged geotextile by placing additional layer of geotextile to cover damaged area and
either sew the patch to undamaged geotextile according to sewing requirements stated above or
overlap undamaged geotextile by at least 3 feet on all sides.
CONTRACTOR FIELD QUALITY EXAMINATION
After installation, examine entire geotextile surface to ensure that potentially harmful foreign
objects (such as needles) are not present.
Remove foreign objects or replace geotextile.
END OF SECTION
SECTION 31 32 32, GEOTEXTILE
Page 5
This page intentionally left blank.
SECTION 31 32 32, GEOTEXTILE
Page 6
SECTION 31 37 00
RIPRAP
GENERAL
A.
MEASUREMENT AND PAYMENT
Riprap:
Measurement:
Weight of material placed.
Weigh materials at state certified scale.
Payment: Ton price offered in schedule.
B.
REFERENCE STANDARDS
ASTM International (ASTM)
ASTM C 88-05
Soundness of Aggregates by Use of Sodium Sulfate
or Magnesium Sulfate
ASTM C 97-02(2008)
Absorption and Bulk Specific Gravity of Dimension
Stone
Oregon Department of Transportation (ODOT)
ODOT Specifications
Oregon Standard Specifications for Construction,
2015
ODOT Test Methods
Laboratory Manual of Test Procedures, 2015
ODOT TM 208
Oregon Air Aggregate Degradation
ODOT TM 206
Soundness of Aggregate by Use of Sodium Sulfate
C.
DEFINITIONS
Unsuitable material: soft, unstable soil and other portions of the soil that cannot be compacted
satisfactorily, as determined by COR.
PRODUCTS
D.
ROCK
Hard, dense, and durable.
Specific gravity, ASTM C 97, minimum: 2.55.
SECTION 31 37 00, RIPRAP
Page 1
Absorption, ASTM C 97, maximum: 6 percent.
Loss, Sulfate Soundness, ASTM C 88:
Average loss of 2-1/2-inch to 1-1/2-inch and 1-1/2” to ¾-inch fraction after 5
alternations: 16 percent maximum
Degradation, ODOT TM 208
Passing No. 20 Sieve: 35 percent, maximum.
Sediment height: 8 inch, maximum.
Either quarried rock or boulders may be used for riprap.
Shape:
Predominantly angular.
Maximum dimension not greater than 3 times minimum dimension.
Rounded rock not acceptable.
Free from overburden, spoil, shale, and organic material. Non-durable rock, shale or rock with
shale seams is not acceptable.
Riprap Gradation: Reasonably well graded within limits shown in Table 31 37 00A - Riprap
Gradation.
Table 31 37 00A - Riprap Gradation*
Weight of rock
(lbs)
Percent by weight
200-140
20
140-80
30
80-8
40
8-0
10 to 0
*Gradation matches requirements for Class 200 riprap per ODOT Specifications.
EXECUTION
E.
AREAS TO RECEIVE RIPRAP
Place riprap to the lines and grades shown on the drawings, or as directed by COR.
SECTION 31 37 00, RIPRAP
Page 2
F.
PREPARATION
Remove brush, trees, stumps and other organic material from slopes to be protected by riprap
and dress to a smooth surface.
Remove all unsuitable material to two foot depth below subgrade and replace with Foundation
Base meeting the requirements of Section 34 71 20 – Modular Steel Bridge
Prior to placing riprap, furnish and install Foundation Base and bridge footers. Work to install
the Foundation Base and bridge footers shall be in accordance with Section 34 71 20 – Modular
Steel Bridge and the manufacturer’s instructions.
Furnish and install geotextile as shown on the drawings and in accordance with Section 31 32 32
– Geotextile.
Install the riprap prior to installing the bridge deck.
Removal of water in accordance with Section 31 03 33 – Removal of Water from Excavation is
required during riprap installation in order to verify constructed subgrade meets the requirements
of the plans.
G.
PLACING
Place rocks so that larger rocks are evenly distributed and small rock fragments fill the spaces.
Include rock spalls or gravel in an amount to fill voids in riprap, but not in excess of an amount
to be determined by the COR.
Dump and smooth by moving rocks into position so that material when in place is stable.
Placing riprap on geotextile:
Drop height, maximum: 1-foot.
Before placing riprap, demonstrate that placing technique will not damage geotextile.
If the demonstration does not show that riprap can be installed without damaging flexible
channel liner, modify riprap placing technique.
Possible modifications to placing technique include reducing drop height, installing layer
of sacrificial geotextile, or installing gravel cushion.
Begin riprap placement at toe and proceed up slope.
Leave no unreasonably large unfilled spaces within riprap.
END OF SECTION
SECTION 31 37 00, RIPRAP
Page 3
SECTION 32 15 10
GRAVEL SURFACING
GENERAL
A.
MEASUREMENT AND PAYMENT
Gravel Surfacing:
Measurement: Volume of in-place compacted material to outlines of area covered and to
specified thickness.
Payment: Cubic yard price offered in the schedule.
B.
REFERENCE STANDARDS
ASTM International (ASTM)
ASTM D1241-07
Materials for Soil-Aggregate Subbase, Base, and Surface
Courses
PRODUCTS
C.
GRAVEL
Gravel: ASTM D1241, Type I, Gradation C, surface-course materials, except,
Fine aggregate:
Minimum passing No. 200 sieve: 8 Percent.
Fraction passing No. 40 sieve:
Liquid limit, maximum: 35.
Plasticity index range: 4 to 9.
EXECUTION
D.
PREPARATION
Grade and prepare subgrade free from depressions and soft spots.
Obtain COR approval of subgrade before placing surfacing.
E.
PLACING
Place gravel surfacing at following locations:
SECTION 32 15 20, STREAMBED GRAVEL
Page 1
On prepared road subgrade to limits shown on drawings.
On bridge deck to nominal 6 inch thickness
Place, moisten, and compact gravel surfacing :
Moisten or aerate material as necessary to provide moisture content that will readily
facilitate compaction. Add water by sprinkling just prior to compaction, as necessary.
Compact gravel by minimum twelve passes of tracked, heavy equipment until surface is
firm and stable.
Dress finished surface.
Completed installation shall meet or exceed required thickness shown on drawings.
END OF SECTION
SECTION 32 15 20, STREAMBED GRAVEL
Page 2
SECTION 32 15 20
STREAMBED GRAVEL
SECTION 32 15 20
STREAMBED GRAVEL
GENERAL
A.
MEASUREMENT AND PAYMENT
Streambed Gravel:
Measurement: Volume of in-place material to outlines of area covered and to specified
thickness.
Payment: Cubic yard price offered in the schedule.
B.
REFERENCE STANDARDS
ASTM International (ASTM)
ASTM D3744-11
Standard Test Method for Aggregate Durability Index
ASTM C 131-14
Standard Test Method Resistance to Degradation of SmallSize Coarse Aggregate by Abrasion and Impact in the Los
Angeles Machine
ASTM C 97-09
Standard Test Method for Absorption and Bulk Specific
Gravity of Dimension Stone
PRODUCTS
C.
STREAMBED GRAVEL
Aggregate: naturally occurring water rounded aggregates. Aggregates from quarries, ledge rock,
and talus slopes are not acceptable.
Degradation factor, ASTM D 3744, 15 minimum.
Degradation, ASTM C 131, 50 percent maximum.
Specific gravity, ASTM C 97, 2.55 minimum.
Streambed gravel gradation: reasonably well graded within limits shown in Table 32 15 20A –
Streambed Gravel Gradation.
SECTION 32 15 20, STREAMBED GRAVEL
Page 1
Table 32 15 20A – Streambed Gravel
Gradation
Percent Passing
Size Class
D100
12 inches
D85
2 inches – 5 inches
D50
0.5 inch – 3 inches
D16
0.08 inches – 1 inch
D10
<0.08 inch
EXECUTION
D.
PREPARATION
Install riprap in accordance with Section 31 37 00 - Riprap.
Obtain COR approval of riprap before placing streambed gravel.
E.
PLACING
Place streambed gravel at following locations:
Over riprap, to the lines and grades shown on the drawings.
To the thicknesses shown on the drawings.
END OF SECTION
SECTION 32 15 20, STREAMBED GRAVEL
Page 2
SECTION 34 71 20
MODULAR STEEL BRIDGE
GENERAL
MEASUREMENT AND PAYMENT
Modular Steel Bridge:
Payment: Lump sum price offered in the schedule.
Includes:
Designing the bridge
Fabricating the bridge superstructure, deck, rails, bearing pads, anchor
plates, and other components
Furnishing backwalls
Delivery to site
Off-loading at the site
Precast Footers:
Payment: Price per each offered in the schedule
Includes:
Strength design of the concrete footers
All materials, labor, and equipment necessary to construct the abutments
Delivery to site
Bridge Installation:
Payment: Lump sum price offered in the schedule
Includes:
Labor and equipment necessary to install the footers, bridge
superstructure, bridge rails, and any other bridge components necessary
for a full and complete installation, in accordance with manufacturer’s
instructions.
Field welding
Field bolting
Furnishing and installing foundation base
Earthwork and excavation
SECTION 34 71 20, MODULAR STEEL BRIDGE
Page 1
1.04
REFERENCE STANDARDS
American Association of State Highway and Transportation Officials (AASHTO)
LRFD Bridge Design Specifications, 2010
American Concrete Institute (ACI)
ACI 318-14
Building Code Requirements for Structural
Concrete
American Institute of Steel Construction (AISC)
AISC 360-10
Specifications for Structural Steel Buildings
American Welding Society (AWS)
AWS D1.1/D1.1M-10
Structural Welding Code - Steel
ASTM International (ASTM)
ASTM A 709
Standard Specification for Structural Steel for
Bridges
ASTM A 588
Standard Specification for High-Strength LowAlloy Structural Steel, up to 50 ksi [345 MPa]
Minimum Yield Point, with Atmospheric Corrosion
Resistance
SUBMITTALS
Submit the following in accordance with Section 01 33 00 - Submittals.
RSN 34 71 10-1, Certifications, for approval:
Manufacturer’s certification that modular steel bridge and precast footers meet specified
requirements.
RSN 34 71 20-2, Preliminary Shop Drawings, for approval, including:
Plan view of bridge superstructure, including dimensions of all major components
Superstructure typical section, including dimensions from top deck to bottom chord.
Footer plan view
Footer section
RSN 34 71 20-3, Design Calculations, for approval:
Stamped by Design Engineer
RSN 34 71 20-4, Manufacturer’s Installation Instructions, for information.
RSN 34 71 20-5, Final Shop Drawings, for information.
SECTION 34 71 20, MODULAR STEEL BRIDGE
Page 2
QUALIFICATIONS
Design Engineer: holding current professional engineer license in any state.
DELIVERY, STORAGE, AND HANDLING
Bridge and footers shall be delivered by the manufacturer(s) to the project site. Access is
primarily paved roads.
Transport and handle in a manner which prevents damage.
PRODUCTS
FOUNDATION BASE
Commercially available washed, uncrushed aggregate, commonly referred to as drain rock,
meeting the following gradation requirements:
Table 34 71 20A – Percent by Weight
Passing Square Mesh Size
Sieve size
Nominal
maximum size
3 inch
100
1 inch
25 to 60
3/8 inch
0 to 4
No. 200
0 to 2
EXECUTION
BRIDGE DESIGN REQUIREMENTS
In accordance with AASHTO LRFD Bridge Design Specifications, 2010.
Design loading: HL93
Nominal out-to-out bridge length: 40 feet
Nominal bridge deck width: 14 feet
Structural members: ASTM A 588 weathering steel
Guardrail: Weathering steel guardrail system meeting TL-1
SECTION 34 71 20, MODULAR STEEL BRIDGE
Page 3
FOOTER DESIGN REQUIREMENTS
In accordance with ACI 318.
Presumptive soil bearing capacity: 3000 psf.
INSTALLATION
Shape the channel subgrade to the lines shown on the drawings.
Prepare subgrade slopes for riprap, in accordance with Section 31 37 00 – Riprap.
Furnish and install foundation base to the lines and grades shown on the drawings.
Install the footers in accordance with manufacturer’s instructions. Check diagonal dimensions
given in manufacturer’s plan set and adjust footers as necessary.
Check footers are level each way and with each other within 0.02’.
Furnish and install riprap between footers, per Section 31 37 00 – Riprap, prior to installing
bridge deck.
Furnish and install streambed gravel over riprap, per Section 31 15 20 – Streambed Gravel, prior
to installing bridge deck.
Install bridge deck, backwalls, guardrails per manufacturer’s instructions.
END OF SECTION
SECTION 34 71 20, MODULAR STEEL BRIDGE
Page 4
SECTION 01 33 00A
LIST OF SUBMITTALS
* Submittal Types: A - Action, I - Information
** CO indicates Contracting Officer, CTUIR; BOR indicates BOR Design Engineer.
RSN
Clause
or
Section
Title
31 03 33-1 Removal of
Water From
Excavation
31 32 32-1 Geotextile
34 71 10-1
34 71 10-2
34 71 10-3
34 71 10-4
34 71 10-5
Submittals required
Removal of water
plan
Manufacturer’s
certification
Modular steel Certifications
bridge
Modular steel Preliminary shop
bridge
drawings
Modular steel Design calculations
bridge
Modular steel Manufacturer’s
bridge
installation
instructions
Modular steel Final shop drawings
bridge
SECTION 01-33-00A – LIST OF SUBMITTALS
Due date or
delivery time
No. of sets to be
sent to: **
Type
*
Responsible
code
1 week prior to
mobilization
A
CO
1
1
1 week prior to
mobilization
2 weeks prior to
fabricating bridge
2 weeks prior to
fabricating bridge
2 weeks prior to
fabricating bridge
1 week prior to
delivery
A
CO
1
1
A
CO
1
1
A
CO
1
1
A
CO
1
1
I
CO
1
1
1 week prior to
delivery
I
CO
1
1
CO BOR
Page 1
BID SCHEDULE
Catherine Creek, CC44, Parcel 3 Construction
Culvert Replacement Project
CONFEDERATED TRIBES OF THE UMATILLA INDIAN RESERVATION
UNION COUNTY, OREGON
Bid
Item
No.
Reference
Section
1
Work or Material
Quantity
Unit
Unit
Price
Amount
Mobilization/Demobilization
1
l.s.
$
$
2
31 23 11
Earthwork
1
l.s.
$
$
3
31 32 32
Geotextile
150
s.y.
$
$
4
31 37 00
Riprap
100
ton
$
$
5
32 15 10
Gravel surfacing
40
c.y.
$
$
6
32 15 20
Streambed gravel
20
c.y.
$
$
7
34 71 20
Modular Steel Bridge
1
l.s.
$
$
8
34 71 20
Precast footers
1
l.s.
$
$
9
34 71 20
Bridge Installation
1
l.s.
$
$
TOTAL FOR SCHEDULE $
Signature_______________________________
Taxpayer Id No._______________________________
Date__________________
NOTE: ALL OTHER EXCAVATION, BACKFILLING, ETC. SHALL BE SUBSIDIARY TO ONE OR MORE OF THE
PAY ITEMS ABOVE AND THERE IS NO ADDITIONAL COMPENSATION FOR THESE OPERATIONS.
SCHEDULE OF ITEMS AND PRICES
Page 1
Download

Attachment G Technical Specifications Bridge Installation