00595.00 630 Section 00595 - Reinforced Concrete Box Culverts
Description
00595.00Scope - This Work consists of constructing cast -in-place reinforced concrete box culverts,
precas t reinforced concrete box culverts , precast segmental reinforced concrete box culverts, and precast reinforced concrete three -sided Structures to the lines, grades, and dimensions shown or directed. Each of these configurations of reinforced concrete box culvert is referred to as RCBC herein.
00595.02Definitions :
Box Section - For precast reinforced concrete box culverts, the Box Section is the individual precast box culvert piece. For precast segmental reinforced concrete box culverts, the Box Section is made of a top and bottom segment adjoined to form a complete box cross section unit. For precast reinforced concrete three- sided Structures, the Box Section is the individual precast three-sided Structure piece. Box Sections are placed and joined together to construct the reinforced concrete box culvert.
Box Segment - For precast segmental reinforced concrete box culverts, the Box Segment is the individual piece (top slab, bottom slab, or U -shape) that is adjoined to the mating Box Segment to form a Box Section.
00595.03Design of Precast Sections - Perform design according to the ODOT Bridge Desi gn
Manual and the current edition of AASHTO LRFD Bridge Design Specifications .
Unless otherwise shown or specified, precast RCBC may be substituted in place of cast -in-place RCBC. Precast substitution is not permitted for headwalls, wingwalls, or for features show n as using cast-in-place concrete. Submit stamped design calculations and stamped Working Drawings, prepared by the manufacturer, according to 00150.35. Include the following information:
Structural analysis methods, Structural design criteria and calcu lations, Structure detail shop drawings, Detailed plans including culvert geometry, Line and grade layout, Joint and connection details, and Lifting devices.
Submit a stamped installation plan, according to 00150.35. Ensure the installation plan is consi stent with the Plans, Specifications and the manufacturer’s design. Include the following information:
Methods and Equipment to be used for handling, Methods to ensure uniform bearing of the RCBC base, Culvert installation, and Requirements for construction loads.
Do not begin precast culvert fabrication or construction before receiving written approval from the Engineer.
00595.40 631 Materials
00595.10Cast -in-Place Materials - For cast -in-place RCBC, cast -in-place ends, and cast -in-place
wingwalls and aprons, furnish Materials meeting the following requirements:
Unless otherwise shown, provide Class 3300 - 1 1/2" or 3/4" portland cement concrete.
00595.11Precast Materials - Furnish Materials meeting the following requirements :
Deformed Bar Reinforcement ................................................................ 02510.10 Precast Reinforced Concrete Box Culverts .................................... ASTM C1577 Precast Segmental Reinforced Concrete Box Culverts .................. ASTM C1786 Precast Reinforced Concrete Three-Sided Structures ................... ASTM C1504 Unless otherwise shown f urnish joint sealing material per manufacturer design and meeting one or more of the following requirements:
External Sealing Band ...................................................................... ASTM C877 Preformed Flexible Joint Sealant ..................................................... ASTM C990 Rubber Gaskets ............................................................................. ASTM C1677 Elastomeric J oint Sealant ................................................................. ASTM C920 Unless otherwise shown, provide portland cement concrete according to the following:
Property Value Air Entrainment 4.5 - 7.5% Compressive Strength 5000 psi Concrete Temperature 50 - 90 °F
Construction
00595.40Cast -in-Place - Construct cast -in-place RCBC, cast -in-place ends, and cast -in-place
wingwalls and aprons according to the following:
the following:
constructing the remainder of the box culvert.
When constructing box culverts 4 feet or less in height, the sidewalls and top slab may be constructed as a monolith, with sidewalls constructed full height. If this method is used, place construction joints vertical and at right angles to the axis of the culvert.
When constructing box culverts more than 4 feet in height, place concrete in the walls to at least the bottom elevation of the top slab. Allow 3 D ays before placing the top slab according to 00595.40(b)(2) .
Construct each wingwall as a monolith. 00595.41 632
falsework and place subsequent loading according to Table 00540- 1.
to 00540.53(a).
00595.41Precast - Fabricate precast boxes according to the following requirements unless detailed
otherwise:
Precast Reinforced Concrete Box Culverts .................................... ASTM C1577 Precast Segmental Reinforced Concrete Box Culverts .................. ASTM C1786 Precast Reinforced Concrete Three-Sided Structures ................... ASTM C1504
Prepare at least three acceptance test cylinders per D ay for each concrete strength used in the production of Box Sections. Expose cylinders to the same curing conditions as the manufactured Box Sections and keep cylinders and Box Sections together until tested.
Transport members from the casting yard only after the following conditions have been met:
Not less than 7 Calendar Days after casting, Not less than 7 Calendar Days after all concrete Patching and repairing is complete, and After 2 8 Calendar Days compressive strengths have been achieved.
When the compressive strength of the cylinders tested does not conform to the acceptance criteria stated in ASTM C1577, ASTM C1786, or ASTM C1504, as applicable to the precast culvert type, the Engineer may allow retesting based on compression testing of cores, reject the sections, or assess a price reduction according to 00150.25. Be responsible for the safety of precast members during all stages of construction.
Provide watertight structural connections at all joints. Design the connections to provide transverse and longitudinal alignment, mechanical interlock, prevent leakage, and resist design loads. Connections for consideration include reinforced grouted keyways, doweled connections, reinforced shear key or tongue and groove mating surfaces with joint sealant, reinforced half -lap and shear plate, or other reviewed and accepted structural connections as appropriate. Align all joints. Staggered joints are not allowed.
Place a continuous flexible watertight seal in the joint, on the sides and top, between each precast reinforced concrete Box Section. Install according to m anufacturer’s recommendations.
Provide a 3/4 inch chamfer on all concrete edges unless otherwise n oted.
00595.42Precast Fabrication Tolerances and Shop Assembly -
applicable ASTM listed in 00595.41.
sections including precast footings, wingwalls, and tops. Match -mark adjacent sections before shipping. Use complete structure or progressive assembly. Provide a concrete foundation at the 00595.43 633 fabricating facilit y that provides a flat plane surface used for shop assembly. Assemble Box Sections meeting the tolerances of 00595.44.
Inspector’s inspection of any Material, Work, or finished members will not prevent their subsequent rejection, if later found damaged or defective, nor relieve the Contractor of the responsibility to correct or replace the Work at no additional cost to the Agency.
Inspector’s label or marking.
00595.43Defects in Precast Sections - Furnish repair Materials from the QPL according
to 02015.30.
Submit proposed repair plans and revised installation plan to the Engineer for review and acceptance before performing the repairs. Provide written confirmation from the RCBC d esign engineer of record that the repair methods are appropriate.
Repair or replace damaged precast sections at no additional cost to the Agency, according to the following criteria:
Cracks 0.01 inch or wider and less than 12 inches long that do not pass through the wall or slab thickness. Surface defects including honeycomb, bleedout, or spalls less than 4 percent of surface area of the Box Section face where the defect is located, or multiple surface defects with cumulative area less than 10 percent of the Box Section surface where the defect is located. Chipped or spalled edges 1 inch and greater in depth from the end of the bell or spigot and not exceeding the depth of the joint provided the cumulative length of chip or damage is not more 50 percent of the RCBC span or rise, whichever is greater, and no individual length of chip or damage is more than 25 percent of the structure’s span or rise, whichever is greater. The repaired sealing surface shall be free of spalls, cracks, or imperfections that would adversely affect the per formance of the joint. Sections with chipped or spalled edges exceeding these values must be replaced.
that cannot be adequately repaired to full function or design l ife. Rejectable defects include:
Inadequate reinforcing cover. Cracks that are full depth of the slab or wall thickness. Any crack that would prevent making a satisfactory joint. Surface defects including honeycomb, bleedout, or spalls having depth greater than the size of the Coarse Aggregate, exposing reinforcing steel, and havi ng a defect area greater than 4 percent of surface area of the face where the defect is located, or multiple surface defects with cumulative area gr eater than 10 percent of the surface where the defect is located are cause for rejection.
A single end crack that does not exceed the depth of the joint. Cracks less than 0.01 inch wide and not passing through the wal l or slab thickness. 00595.44 634 A crack greater than 0.01 inch wide and less than 12 inches long that does not pass through the wall or slab thickness.
00595.44Precast Installation :
Perform excavation, bedding and leveling course preparation, and backfill according to 00510 and 00405 as applicable. Cushion RCBC installed over unyielding foundation, including concrete, to prevent non-uniform bearing with a minimum 3 inch deep bedding and leveling course of G ranular Material meeting
00405.12. Spread the leveling course the width and length of the RCBC plus a minimum 6 inches
all around. A concrete slab as leveling course is not allowed. Use lifting, lowering, and pulling construction Equipment according to the written installation plan. Do not use exc essive force or unapproved equipment to push Box Sections into place. Handle Box Sections with care and prevent damage from cracking, dragging, and impact. Ensure the prepared foundation surface provides uniform bearing and proper line and grade for the RCBC. Do not rut or disturb the prepared foundation bedding and leveling course. If bearing, line and grade are not achieved, remove the RCBC section and make foundation corrections. Maintain the ends of Box Sections free of any deleterious materials that would prevent proper joining or sealing of adjacent sections. Assemble Box Sections within the following tolerances: Horizontal and Vertical Joint Variation - The maximum variation between mating surfaces in any assembled transverse joint, between Box Sections before grouting, shall be no more than 1/2 inch. The joint width shall vary no more than 3/8 inch over the length of the joint. Longitudinal Surfaces - Fit Box Sections together to form a smooth, uniform line of sections. The variation between internal surfaces of two adjoining precast Box Sections shall not be more than 1/4 inch, measured with a 12-foot straight edge across joints.
Measurement
00595.80Measurement - The quantities of cast-in-place RCBC will be measured on the length
basis, along t he centerline of the RCBC, from end to end as shown.
The quantities of precast RCBC will be measured on the length basis along the centerline of the RCBC from end to end as shown, including cast in place ends.
No measurement of quantities will be made for wingwalls and aprons. Estimated quantities of concrete and reinforcement for wingwalls and aprons will be listed in the Special Provisions.
Payment
00595.90Payment - The accepted quantities of Work performed under this Section will be paid for
at the Contract unit price, per unit of measurement, for the following items: Pay Item Unit of Measurement
00595.90 635 Item (a) includes cast -in-place ends regardless of the type of box culvert constructed.
Items (b), (c), and (d) includes cast-in-place ends.
No separate or additional payment will be made for closure pours, weldments, or structure connection systems; this Work is included in payment made for the applicable items in which they are used.
Payment will be payment in full for f urnishing and placing all Materials, including reinforcement and concrete, and for furnishing all Equipment , labor, and Incidentals necessary to complete the Work as specified. 00596A .00 636 Section 00596A - Mechanically Stabilized Earth Retaini ng Walls
Description
00596A .00 Scope - This Work consists of furnishing and constructing mechanically stabilized earth
00596A .01 Proprietary MSE Walls - The Special Provisions will list the types and locations of preapproved proprietary MSE Retaining Wall Systems to be constructed.
00596A .02 Cost Reduction Proposals - According to 00140.70, cost reduction proposals will be considered for Proprietary Retaining Wall Systems that are preapproved by the Agency before Advertisement of the Project.
00596A .03 Definitions : Alternate Gabion Basket Joint Fasteners - Spiral binders, high tensile locking spring steel clips, or clamp -on ring type fasteners that are alternates to tie wire for assembling and joining gabion units.
Appurtenances - Traffic b arriers, guardrail, fences, non-standard coping, drainage Structures, sign supports, lighting supports, sound barriers, foundations, and utilities that are not part of the Retaining Wall System but are connected to, resting on, or passing through the R etaining Wall System. Batter - The Slope of the wall facing from vertical that is expressed as degrees, or as a ratio of the horizontal change in inches for each 12 inches of vertical change. A vertical face has a zero batter.
Extensible Tensile Reinforcements - Geosynthetic reinforcement where the deformation under load is equal to or greater than that of the reinforced backfill.
Inextensible Tensile Reinforcements - Steel reinforcement where the deformation under load is significantly less than that of the reinforced backfill.
Manufacturer - The fabricator having exclusive production rights for a Proprietary Retaining Wall System. Mechanically Stabilized Earth Retaining Wall System - A gravity Retaining Wall System composed of wall facing and granular backfill reinforced with either extensible or inextensible Soil reinforcements connected to the facing elements. Nonproprietary Retaining Wall System - A Retaining Wall System that is not patented or trademarked and its details are shown.
Piecemark - An alpha-numeric marking that identifies a specific type of retaining wall component. All components with the same Piecemark are considered identical. Piecemarks show n on the Working Drawings identify placement of the component.
Preapproved Proprietary Retaining Wall System - A wall system that is listed in Appendix 15-D of the Geotechnical Design Manual (GDM).
Preapproved Proprietary Retaining Wall System Options - Acceptable preapproved proprietary retaining walls listed in the Special Provisions when Proprietary Retaining Wall Systems are required.
Preapproved Proprietary Retaining Wall System Alternates - Acceptable preapproved proprietary retaining walls listed in the Special Provisions when Nonproprietary Retaining Wall Systems are shown. 00596A .04 637 Proprietary Retaining Wall System - A Retaining Wall System that is protected by trademark, patent, or copyright and is produced or distributed by a M anufacturer having exclusive rights. Retained Backfill - Unreinforced backfill behind the back of MSE reinforced backfill.
Retaining Wall System - An engineered system of structural and geotechnical components that restrains a mass of earth. The terms " Retaining Wall System", "retaining Structure ", and "retaining wall" are used interchangeably. 00596A .04 Proprietary Retaining Walls - Submit the following at least 30 Calendar Days before beginning construction of proprietary retaining walls:
Complete stamped Working Drawings and design calculations prepared by the manufacturer , according to 00150.35. Manufacturer's field construction manual , according to 00150.37. Manufacturer's field representative's name and qualifications. Field verify existing ground elevations and bottom of wall elevations before preparing and submitting Working Drawings .
Obtain the Engin eer's written approval before beginning construction of the wall system.
and the AASHTO LRFD Bridge Design Specifications , as modified by the ODOT GDM, and shall be consistent with the preapproved R etaining Wall System. Include the following items in the Working Drawings , as applicable:
• Construction centerline and related horizontal curve data. • Centerline station and offset to the wall control line or face of wall including the beginning and end points of the retaining wall. • Location, type, and size of all appurtenances. • Location of Right -of-Way and easement boundaries, staged construction, designated Wetlands, and all other Highway Structures, features, or facilities, or other construction constraints. • Length, size, number, and layout of Soil reinforcements. • Wall stations where changes in the So il reinforcement length occur.
• Wall vertical curve data and wall elevations at a sufficient number of points along the top of wall that defines the top of wall alignment. • Field -verified elevations of original and final ground lines a long face of the wall and top of leveling pad. • Vertical dimensions of steps along the top of leveling pad. • Centerline stations and elevations at the beginning and end of the wall. 00596A .04 638 • Horizontal offsets. • Changes in the top of wall Slope . • Type and size of facin g components. • Layout of MSE wall panels, including wall finish pattern.
• Typical sections at intervals of 50 feet or less along the wall. • Wall construction and limits of reinforced backfill. • Locations, length, size, and number of Soil reinforcements. • Original and final ground lines across Typical Sections, including Roadways, Highway Structures, and other facilities. • Construction centerline stationing at each Typical Section .
• Leveling pad details, showing depths and limits of proposed excavation beyond the Neat Lines of the wall. • Top of wall elements such as coping, traffic barrier, and impervious membrane. • Panel details. • Final front face batter. • Details of wedges, shims, clamps, or bracing. • Reinforcing bar bend details. • Surface and subsurface drainage details for the wall, including drainage swale, filters, drains, and collector and outlet pipes. • Wall facing and Soil reinforcement construction details at Utility and drainage facilities, overhead sign support footings, bridge abutments, piles, shafts, and other Structures. • Wall initiations and terminations. • Details for wall slip joints, curves, and for external, in ternal, and acute angle corners. • Maximum inclinations of wall backslope and foreslope. • Elevation, Slope , and width of wall bench in front of wall. • Locations of anticipated shoring.
• Wall appurtenance details needed to construct the wall. • Wall appurtenance details that are required but not fully detailed on the Plans .
• Dimensions, including thickness. • Details necessary to construct the facing components. • Reinforcing steel in the component. • Location of tensile Soil reinforcement attachment devices embedded in the facing. • Class of concrete finish. 00596A .04 639 • Architectural treatment, if applicable.
the wall.
• Wall construction methods. • Construction sequence. • Locations of all shoring.
documents and AASHTO LRFD Bridge Design Specifications , as modified by the ODOT GDM, and shall be consistent with the preapproved R etaining Wall System. Retaining wall design parameters will be listed in the Special Provisions.
Include the following items in the design calculations, as applicable:
• Structural and geotechnical design input parameters and design assumptions. • Wall design loads, load combinations, load factors, and resistance factors for each limit state.
• Design steps with a detailed design narrative explaining the design and demonstrating how the design meets all applicable design requirements. • Explanation of all symbols and variables used in the calculations. • Hand calculations verifying results of computer generated wall design. Hand calculations are not required if the MSEW ® version 3.0 or later software program is used to design the wall.
meets external stability requirements, including over turning, sliding, and bearing capacity.
• Calculations showing that the retaining wall meets internal stability requirements at each level of the wall. • Calculations showing adequate resistance against Soil reinforcement rupture, pullout, and, reinforcement -facing connection failure. • Calculations showing adequate structural resistance of facing elements. • Calculations showing all structural details meet int ernal stability requirements, including construction details to accommodate vertical and horizontal obstructions in the reinforced backfill.
stability requirements.
00596A .05 640 (6) Appurtenances:
• Design calculations for wall Appurtenances that are required but not fully detailed on the Plans . • Calculations for all appurtenance load effects on the wall.
construction manual that includes detailed instructions for constructing the retaining wall.
00596A .05 Nonproprietary Retaining Wall - Submit complete unstamped Working Drawings according to 00150.35 at least 30 Calendar Days before beginning construction of nonproprietary retaining walls. Field verify existing ground elevations and bottom of wall elevations before preparing and submitting Working Drawings . Obtain the Engineer's written approval before beginning construction of the wall system.
Materials
00596A .10 General :
components from the same wall manufacturer. If there are conflicts between the manufacturer's requirements and the Agency's requirements, the Agency's requirements prevail.
material Specifications.
00596A .11 Backfill :
Material for leveling pads meeting the requirements of 02630.10.
meeting the requirements of 02630. 10 and the following:
not exceed 15 percent by weight. Test according to AASHTO T 11.
exceed 6. Test according to AASHTO T 90.
00596A .12 641 (3) Electrochemical Properties:
Property Limits Test Procedure pH 5.0 - 10.0 AASHTO T 289 Resistivity* 5,000 Ω-cm (min.) AASHTO T 288 * Backfill Material with resistivity between 5,000 Ω-cm and 3,000 Ω-cm is acceptable if it meets the following: Property Limits Test Procedure Chlorides 100 PPM (max.) AASHTO T 291 Sulfates 200 PPM (max.) AASHTO T 290
Property Limits Test Procedure pH 4.5 - 9.0* AASHTO T 289 * 3.0 - 10.0 for temporary retaining walls.
exceed 1.0 percent. Test according to AASHTO T 267.
meeting the requirements of 02690.20(a) through ( e).
requirements of 00430.11.
requirements of 00390.11(b).
00596A .12 Concrete :
pads meeting the requirements of Section 00440.
following properties:
• Aggregate meeting the requirements of ASTM C33. • Blocks meeting the requirements of ASTM C1372. • The average of three coupons or cores have a minimum compressive strength of 4,000 psi as tested according to ASTM C140. • Individual coupons or cores have a minimum compressive strength of 3,500 psi as tested according to ASTM C140. • A minimum oven -dry unit weight of 125 pcf as tested according to ASTM C140. 00596A .12 642 • Test, no longer than 18 months before delivery, freeze- thaw durability of five test specimens made with the same materials, concrete mix design, manufacturing process, and curing method that will be used on the Project . At least four of the five test speci mens shall have a weight loss of not more than 1 percent of the block's initial weight after 150 freeze-thaw cycles as tested according to ASTM C1262. • A maximum water absorption of 1 percent above the water absorption of the sublot of blocks that were produced and passed the freeze thaw test. For the water absorption testing, do not use the same blocks used for the freeze-thaw test.
of 02010.20.
• Molded length and width dimensions within ± 1/8 inch of the block manufacturer's nominal length and width dimensions. • Molded height dimension within ± 1/16 inch of the block manufacturer's nominal height dimension. • Rear height does not exceed the front height. • Top and bottom face groove dimensions within the tolerances specified by the manufacturer.
chips, cracks, and other imperfections are not detectable.
compressive strength, water absorption, freeze-thaw durability, and unit weight. Acceptance of compressive strength, water absorption, and unit weight will be based on production sublots. The maximum number of blocks per production sublot is 2,000 blocks. Test blocks at the frequency of one set for each production sublot. Acceptance of freeze-thaw durability will be based on the freeze-thaw testing requirements of 00596A .12(b)(1).
of dry cast concrete blocks.
during handling, storing and shipping.
following properties:
sublot number, and the Piecemark.
00596A .12 643 (4) Finish - Smooth-face units that, when viewed from a distance of 10 f eet under diffused light, chips, cracks, and other imperfections are not detectable.
dimensions. Molded height dimension within 1/8 inch of the manufacturer's dimension.
during handling, storing, and shipping.
and concrete stren gth. Concrete strength will be based on production sublots. A production sublot is 20 blocks or a single Day's production, whichever is less. The production sublot will be represented by a single compressive strength sample of one set of cylinders.
following defects , will be rejected:
• Honeycombed or open texture concrete. • Extreme color variation on front face of block.
cast-in-place concrete panel facings meeting the requirements of Section 02001.
properties:
Provisions.
and secure them for concrete placement and consolidation. Do not allow loop embeds, tie strips, or other devices used to connect Soil reinforcements to facing panels to contact the face panel reinforcement steel. Place concrete in each panel without interruption and consolidate with an approved vibrator. Use a release agent t hroughout the casting operation.
the forms from the units until the concrete has obtained a minimum compressive strength of at least 1,000 psi.
Screed the panel back face to eliminate surface distortions and open pockets of Aggregate.
panel dimensions.
• Tie strip connection devices within ± 1 inch of the plan location. • Loop embeds within ± 3/16 inch of the plan location. • Retention slots within ± 1 inch of the plan location. Slot openings shall not exceed 1/8 inch. Check all slot openings with a Manufacturer supplied feeler gauge according 00596A .13 644 to the manufacturer's recommendations. Panels from which the feeler gauge is pulled from the slot will be rejected.
straightedge. Textured-finish surfaces within ± 3/16 inch when measured with a 3-foot straightedge.
except:
• Acceptance of concrete strength will be determined based on production sublots. A production sublot will consist of either 40 panels or a single Day's production, whichever is less. Cast one set of cylinders for each production sublot. • Precast panel concrete strength may be conditionally accepted if the 7-Day initial strength exceeds 85 percent of the required 28-Day strength. Final acceptance of precast panel concrete strength will be based on the required 28-Day test results.
sublot number, and the Piecemark .
and connecting device damage during handling, storing, and shipping. Support stored panels on firm blocking.
cast-in-place conc rete coping meeting the requirements of Section 02001.
00596A .13 Steel :
requirements of Section 00530.
and the following:
meeting the requirements of AASHTO M 223 Grade 65 (ASTM A572) and galvanized according to AASHTO M 111 (ASTM A123) to a minimum thickness of 3.4 mils.
• Shop fabricated welded wire reinforcement from cold drawn steel wire meeting the requirements of AASHTO M 32 (ASTM A82), welded into the finished mesh according to AASHTO M 55 (ASTM A185) and galvanized after fabrication according to AASHTO M 111 (ASTM A123) to a minimum thickness of 3.4 mils. • Twisted mesh Soil reinforcing mesh meeting the requirements of Section 02340.
Grade 50 and galvanized according AASHTO M 111 (ASTM A123) to a minimum thickness 3.4 mils. 00596A .31 645
requirements of AASHTO M 32 (ASTM A82) and galvanized according to AASHTO M 111 (ASTM A123) to a minimum thickness of 3.4 mils.
00596A .14 Geosynthetics:
geotextile according to Section 02320.
according to Section 02320.
concrete wall facings according to Section 02320.
to Section 02320.
00596A .15 Elastomeric Bearing Pads for Precast Concrete Facing Panels - In horizontal and diagonal joints between precast concrete panels, furnish the grade, size, number and type of bearing pads shown in the stamped Worki ng Drawings and design calculations prepared by the Manufacturer. Determine the stiffness, size, and number of bearing pads so that the final joint opening is 3/4 inch ± 1/8 inch or as shown. 00596A .16 Concrete Modular Block Facing Connection Devices - Furnish concrete modular block connection devices as directed in the Special Provisions.
Labor
00596A .30 Quality Control Personnel - Provide technicians with CAgT, CDT, and CEBT certifications.
00596A .31 Manufacturer's Representative Qualifications and Duties - Provide a Manufacturer's representative meeting the following qualifications:
Is a licensed p rofessional engineer in the State of Oregon or, when the licensed p rofessional engineer is in "responsible charge" of the Work , an unlicensed designee assigned by the licensed professional engineer. Has been traine d by the M anufacturer in the construction, installation, and inspection of the selected Proprietary Retaining Wall System.
00596A .40 646 The Manufacturer's representative is required to perform the following duties:
personnel and Subcontractors involved in construction of the proprietary retaining wall at the preconstruction conference to discuss methods of accomplishing all phases of Work required to construct the proprietary retai ning wall.
technical assistance to the Contractor and Engineer during all wall construction activities from the beginning of wall construction until at least 10 percent of the total wall length is successfully installed and backfilled to a height of at least 10 feet, or the actual wall height, whichever is less.
Submit daily field observation reports no later than noon of the next D ay of wall construction. Include the following information in the daily field observation reports:
Date of observation. Description of wall construction observed and on-site technical assistance provided to the Contractor for proper construction procedures according to the M anufacturer’s field construction manual . Documentation of all communications with the Contractor and Engineer. Name and signature.
remaining construction of the proprietary retaining wall to provide technical assistance to the Contractor and Engineer.
retaining wall construction with the Engineer and Contractor. Submit a final field observation meeting report that includes the following information within 5 Calendar Days after the final fiel d observation meeting:
Date of observation. Documentation of all retaining wall deficiencies. Recommendation to accept or reject the retaining wall construction. Provide a stamped final report to the Engineer no later than 10 Calendar Days after the final field observation meeting. Include the following information in the final report:
Preconstruction meeting minutes. All daily field observation reports. Transcripts of all communications with the Contractor and the Engineer during the remaining wall con struction phase. Final field observation report.
Construction 00596A .40 General :
requirements, Manufacturer's Working Drawings , and the M anufacturer's field c onstruction manual. If the M anufacturer's Working Drawings or the M anufacturer's field construction manual conflict with Agency requirements, Agency requirements take precedence. 00596A .42 647 Follow instructions and recommendations of the representative if approved b y the Engineer.
00596A .41 Excavation and Foundation Preparation - Perform excavation and prepare and backfill wall foundations according to Section 00510 and the following:
Grade the foundation level for a width equal to the combined width of the bottom Soil reinforcements plus the facing component thickness plus 1.0 foot on each side. Place backfill Material in nearly horizontal layers not more than 8 inches thick. Compact the entire surface of each layer with at least three C overages, using Equipment made specifically for compaction. Routing hauling and grading Equipment over the surface is not acceptable for compaction. Do not construct backfill when the backfill, the foundation, or the embankment on which it would be placed is frozen, or unstable.
00596A .42 Leveling Pads :
Unreinforced concrete. A width of at least the block front face to block back face plus 12 inches (6 inches on each side of the facing units). A thickness of 6 inches ± 1/4 inch. A location tolerance of ± 1 inch of the design location. A top pad tolerance of ± 1/8 inch of the design elevation.
Cure cast -in-place leveling pads at least 12 hours before placing the wall facing.
A width of at least the width of the facing plus 12 inches (6 inches on each side of the facing units). A thickness of at least 6 inches. A location tolerance of ± 1 inch of the design location. A top pad tolerance of ± 1/8 inch of the design elevation. Compact gravel leveling pads in 3 to 4 inch Lifts using a minimum of three Passes of a walk behind vibratory plate compactor with a gross static weight of not less than 125 pounds and a total compaction static plus dynamic force of not l ess than 2,000 pounds.
Leveling Pads for Precast Concrete Panel Facing - Unreinforced cast -in-place concrete leveling pad at each facing foundation level.
Leveling Pads for Dry Ca st Modular Concrete Block Facing - Unreinforced cast -in-place concrete leveling pad or a gravel leveling pad at each facing foundation level.
Leveling Pads for Wet Cast Modular Concrete Block Facing - Unreinforced cast -in-place concrete leveling pad or a gravel leveling pad at each facing foundation level. 00596A .43 648 Leveling Pads for Gabion Unit Facing - Unreinforced cast -in-place concrete leveling pad or a gravel leveling pad at each facing foundation.
Leveling Pads for Welded Wire Facing - Unreinforced cast -in-place concrete leveling pad or a gravel leveling pad at each facing foundation level.
Leveling Pads for Cast -in-Place Concrete Facing - Unreinforced cast -in-place concrete leveling pad at each facing foundation level.
00596A .43 Subsurface Drainage - Install subsurface drainage before constructing walls. 00596A .44 Erecting Wall Facing :
lowest foundation level of the leveling pad. Level and align all blocks. Lay blocks as close together as possible and parallel to the straight or curved line of the wall face. Place blocks in vertical or battered positions as shown. Level each course block -to-block and front -to-back. Set each block on the blocks below without rocking. Correct high areas by grinding or shimming with approved shims. Do not use shims within 1 inch of the front face. Do not exceed a shim stack thickness of 1/16 inch. S tack all blocks in a running bond pattern with each block spanning the joint below. Place MSE granular wall backfill with each course of blocks. When shown, place modular block core backfill and drainage fill backfill, and install drainage fill geotextil e and shear pins with each course of blocks. Install Soil reinforcements and connect them to the facing. Remove all backfill that is on top of the blocks before installing the next course of blocks or Soil reinforcements. Attach the top row of dry cast concrete blocks or cap blocks to the underlying blocks with an adhesive from the QPL. Clean the finished exposed wall face of all foreign material deposits.
• First course of wall facing located within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity of the front face within ± 3/4 inch in 10 feet. • Final deviation from the design Batter within ± 1 1/4 inch for each 10 feet of wall height. • Outward leaning Batter is zero. • Each course of blocks within ± 1/16 inch of level when checked with a 4-foot straightedge level. • Out of plane offset between consecutive rows within 3/4 inch of the planned offset. • Finished top of wall elevation within ± 1 inch of the design elevation.
lowest foundation level of the leveling pad. Level and align all blocks. Lay blocks as close together as possible and parallel to the straight or curved line of the wall face. Place blocks in vertical or battered positions as shown. Level and set each block on the blocks below without rocking. Correct high areas by grinding or shimming with approved shims. Do not use shims within 1 inch of the front face. Do not exceed a shim stack thickness of 1/8 inch. Stack all blocks in a running bond pattern with each block spanning the joint below.
00596A .44 649 Place MSE granular wall backfill with each course of blocks. When shown, place modular block core backfi ll and drainage fill backfill, and install drainage fill geotextile with each course of blocks. Install Soil reinforcements and connect them to the facing. Remove all backfill that is on top of the blocks before installing the next course of blocks or So il reinforcements. Install Soil reinforcements and connect them to the facing. Clean the finished exposed wall face of all foreign material deposits.
• First course of wall facing located within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity of the front face within ± 3/4 inch in 10 feet. • Final deviation from the design Batter within ± 1 1/4 inch for each 10 feet of wall height. • Outward leaning Batter is zero. • Each course of blocks within ± 1/8 inch of level when checked with a 4-foot straightedge level. • Front -to-back tilting within ± 1/4 inch of the design Batter when measured with a straightedge level long enough to span the entire front -to-back distance of the block. • Out of plane offset between consecutive rows within ± 3/4 inch from the planned offset. • Finished top of wall elevation within ± 1 inch of design elevation.
placing fill material. Use at least two, but not more than three rows of panel wedges in place at all times during wall construction. Place panel joint geotextile and MSE granular wall backfill with each level of panels. Install Soil reinforcements and connect them to the facing.
• First course of wall facing located within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity of the front face within ± 3/4 inch in 10 feet. • Final devi ation from the design Batter within ± 1/2 inch for each 10 feet of wall height. • Outward leaning Batter is zero. • Out of plane offset at panel joints within ± 1/2 inch. • Final joint openings between adjacent facing panel units within ± 1 inch. • Finished top of wall elevation within ± 1 inch of design elevation. Reconstruct w all sections not conforming to these tolerances at no additional cost to the Agency.
completed to full height, and after anticipated settlement has taken place. Construct cast-in-place fascia and connect to welded wire wall as shown. Maintain vertical and continuous alignment of all expansion joints and deep score joints from bottom to top of wall. Horizontal joints are not allowed.
• First course of wall facing located within ± 1/4 inch of the design horizontal alignment. 00596A .44 650 • Final out of pl ane concavity or convexity within ± 3/4 inch in 10 feet. • Final deviation from the design Batter within ± 1 inch for each 10 feet of wall height. • Outward leaning Batter is zero. • Out of plane offset at panel joints within ± 1/2 inch. • Finished top of wall elevation within ± 1 inch of design elevation.
associated elements according to the wall Manufacturer's field construction manual. Begin placing the first course of welded wire reinforcement on top of and in full contact with the lowest foundation level of the leveling pad. Level and align all welded wire reinforcement. Place welded wire wall geotextile filter and MSE granular wall backfill with each level of welded wire facing. Install Soil reinforcements and connect them to the facing. Place remaining courses in vertical or battered positions as shown.
• First course of wall welded wire reinforcement facing located within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity within ± 2 inches in 10 feet. • Final deviation from the design Batter within ± 1 inch for each 10 feet of wall height. • Outward leaning Batter is zero. • Out of plane offset between consecutive rows within ± 1 inch of the planned offset. • Finished top of wall elevation within ± 1 inch of design elevation.
diaphragms, and lids. Use the same method of joining the edges of a single gabion unit. Use the same method of tying successive gabion units and Soil reinforcement together throughout each Structure . Place gabion facing geotextile filter and MSE granular wall backfill with each level of gabion facing. Install Soil reinforcements and connect them to the facing. Place remaining courses in vertical or battered positions as shown.
• First course of gabion basket facing within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity within ± 2 inches in 10 feet. • Final deviation from the design Batter within ± 1 inch for each 10 feet of wall height. • Outward leaning Batter is zero. • Out of plane offset between consecutive rows within ± 1 inch from the planned offset. • Finished top of wall elevation within ± 1 inch of design elevation.
Retaining Wall):
the ODOT GDM.
00596A .46 651 (2) Tolerances:
• Along base, construct face of wall within 2 inches (horizontally) of location staked on th e ground. • Place geotextile Soil reinforcement and tail geotextile sheets vertically within 1 inch of elevation shown on Plans . • Maximum outward bulge of the face between Soil reinforcement layers shall not exceed 6 inches. • Final out of plane concavity or convexity within 5 inches in 10 feet. • Final deviation from the design Batter within 3 inches for each 10 feet of wall height. • Outward leaning Batter is zero. • Finished top of w all elevation within 2 inches of design elevation.
00596A .45 Geotextile Placement :
openings on the back side of walls with at least 12 inch wide precast concrete facing panel joint cover geotextile centered over the joints, gaps, and openings. Attach with an approved adhesive. Apply adhesive to the wall panel before applying the geotextile to the panel. Overlap geotextile seams at least 4 inches.
according to Section 00350 except place geotextile against the back of the gabion wall before placing backfill M aterial and provide at least 12 inch overlaps.
fill geotextile according to 00350.41.
to 00350.41.
00596A .46 Soil R einforcement Placement - Connect all Soil reinforcement to the wall facing units as shown. Field cut Soil reinforcement only when shown. Submit stamped Working Drawings and calculations according to 00150.35 if field conditions require splaying or skewi ng of Soil reinforcement or for other obstruction avoidance methods. Do not misalign wall facings or damage Soil reinforcements when placing reinforced backfill Material. Remove and replace all misaligned wall facings or damaged Soil reinforcements at no additional cost to the Agency.
normal to the face of the wall. Connect all reinforcements to the wall facing units as shown. At each Soil reinforcement level, lev el and compact backfill to the grade of the connection before placing the next level of Soil reinforcement. Install the Soil reinforcement no lower than the connection elevation but no more than 2 inches above the connection elevation. Maintain at least 3 inches of vertical separation between overlapping Soil reinforcements.
To avoid vertical obstructions along a horizontal plane at the reinforcing level, a deviation up to 15 degrees from normal to the wall face (splay angle) may be allowed for strip rei nforcements with bolted connections. Grid reinforcements may be splayed up to 15 degrees if the connection is properly designed and fabricated to accommodate the splay and is approved by the Agency. To avoid horizontal obstructions, it is permissible t o deflect Soil reinforcements up to 15 degrees along a vertical plane normal to the wall face (vertical skew). Soil reinforcement deflections shall be gradual and smooth to avoid damage to the steel galvanization. 00596A .47 652
highest strength axis perpendicular to the face of the wall. Connect all reinforcements to the wall facing units as shown. Use geogrid Soil reinforcements that are continuous throughout their embedment lengths. Do not splice connections along the highest strength axis. Do not cut geogrid Soil reinforcements unless approved. Place geogrid Soil reinforcement directly on the compacted backfill horizontal surface. Before placing a subsequent layer of bac kfill, pull the geogrid Soil reinforcement taut and maintain tautness until the layer of backfill is placed. Install the geogrid Soil reinforcement no lower than the connection elevation but no more than 2 inches above the connection elevation. Maintain at least 3 inches of vertical separation between overlapping geogrid Soil reinforcement where geogrid Soil reinforcement layers overla p.
00596A .47 Reinforced Backfill Placement and Compaction :
before proceeding to the next level. Do not construct backfill higher than the installed facing blocks.
wall facing. Do not brake suddenly or make sharp turning movements.
On extensible Soil reinforcement:
Maintain the reinforcement in a taut condition. Do not operate Equipment on it until at least 6 inches of backfill is placed over it. On inextensible Soil reinforcement:
Maintain reinforcement perpendicular to the wall face. Do not operate Equipment on it until at least 3 inches of backfill is placed over it.
optimum moisture content of the MSE granular backfi ll material according to AASHTO T 99 Standard Proctor Method A, with coarse particle correction according to ODOT TM 223.
2 percent of optimum moisture cont ent at the time of compacting. Add water to material that does not contain sufficient moisture and thoroughly mix. Remove excess moisture by manipulation, aeration, drainage, or other means before compacting.
reinforced backfill that is placed 3 feet or more behind wall facing units to 95 percent of maximum density determined by the nuclear gauge testing method.
reinforced backfill that is placed within 3 feet behind wall facing units to 95 percent of maximum density determined by the test pad testing method. Use walk -behind vibratory rollers or vibratory plate compactors that hav e sufficient static and dynamic forces to achieve compaction without causing distortion of the wall facing units and keeping the wall facing units 00596A .80 653 within the tolerances listed in 00596A .44. Compact backfill within this zone by making at least three compaction Passes.
backfill that is placed in the spread footing foundation support zone to 100 percent of maximum density determined by the nuclear gauge testing method. The spread footing foundation support zone is defined by the following limits:
• Extends to a depth which is twice the footing width or 6 feet, whichever is greater. • Extends laterally the width of the footing beyond the bottom edge of the footing in all directi ons. When the bridge spread footing is located less than the width of one spread footing from the MSE wall, the spread footing foundation support zone between the spread footing and MSE wall may be reduced to: • A minimum of 18 inches when steel Soil reinforcements are used. • A minimum of 36 inches when geogrid Soil reinforcements are used.
at the frequency required in the ODOT Manual of Field Test Procedures .
the specified density by constructing a test pad that is at least 5 feet wide, 15 feet long, and 2 feet deep. Construct test pad fill in layers no more than 8 inches thick using the same Equipment and methods that will be used to compact the wall backfill. Perform at least one density test according to AASHTO T 310 on each test pad layer. Construct and test a new test pad when changes in material occur or different Equipment is used during the construction of the wall backfill.
on each compacted layer of backfill placed 3 feet or more behind wall faci ng units according to ODOT TM 158. If the tested layer exhibits yielding, deflection, reaction, or pumping, rework the area to provide acceptable test results before placing the next layer.
Maintenance
00596A .60 Protecting Work - Protect and repair Wo rk as follows:
Do not allow runoff from adjacent areas to enter the wall construction site during construction operations. At the end of each Day 's operation, direct potential runoff away from the wall by sloping the last Lift of backfill away from the wall facing. Rework and repair all damaged Subgrade areas to the depth where undamaged Work is encountered.
Measurement
00596A .80 Measurement - The quantities of Work performed under this Section will be measured according to the following:
No measurement of quantities will be made for retaining walls. Estimated quantities of nonproprietary retaining walls will be listed in the Special Provisions. 00596A .90 654 The quantities of Type "F" traffic barrier coping with moment slab will be measured on the length basis, from end to end of coping. The quantities of sidewalk coping will be measured on the area basis, from end to end and from top of curb to exterior edge of coping.
Excavation below elevations shown will be measured according to 00510.80(b).
Payment 00596A .90 Payment - The accepted quantities of Work performed under this Section will be paid for at the Contract unit price, per unit of measurement, for the following items:
Pay Item Unit of Measurement
In item (b), the height of barrier will be inserted in the blank. Payment will be payment in full for furnishing and placing all Materials, and for furnishing all Equipment , labor, and Incidentals necessary to complete the Work as specified.
Excavation below elevations shown will be paid for according to 00510.90(c).
No separate or additional payment will be made for:
Manufacturer's representative excavation, shoring, leveling pads, and specified backfill wall drainage and filter systems Soil reinforcement cast-in-place and precast standard coping 00596B .03 655 Section 00596B - Prefabricated Modular Retaining Walls
Description
00596B .00 Scope - This Work consists of furnishing and constructing prefabricated modular gravity retaining walls as shown and specified.
00596B .01 Proprietary Prefabricated Modular Walls - The Special Provisions will list the types and locations of preapproved proprietary prefabricated modular Proprietary Retaining Wall Systems to be constructed. 00596B .02 Cost Reduction Proposals - According to 00140.70, cost reduction proposals will be considered for Proprietary Retaining Wall Systems that are preapproved by the Agency before Advertisement of the Project. 00596B .03 Definitions :
Alternate Gabion Basket Joint Fasteners - Spiral binders or high tensile locking spring steel clip or clamp -on ring type fasteners specified as an alt ernate to tie wire for assembling and joining gabion units. Appurtenances - Traffic barriers, guardrail, fences, non-standard coping, drainage Structures, sign supports, lighting supports, sound barriers, foundations, and utilities that are not part of the Retaining Wall System but are connected to, resting on, or passing through the R etaining Wall System. Batter - The Slope of the wall facing from vertical that is expressed as degrees , or as a ratio of the horizontal change in inches for each 12 inches o f vertical change. A vertical face has a zero Batter.
Bin Wall - A prefabricated modular gravity Retaining Wall System type composed of metal or precast concrete modules backfilled with G ranular Material.
Crib Wall - A prefabricated modular gravity Retaining Wall System type composed of interlocking longitudinal and transverse beams made of precast reinforced concrete and backfilled with Granular Material.
Dry Cast Concrete Block Gravity Wall - A prefabricated modular gravity R etaining Wall System type composed of dry cast concrete blocks without Soil reinforcements.
Gabion Gravity Wall - A prefabricated modular gravity R etaining Wall System type composed of assembled wire baskets that are connected together and filled with specified Rock . Manufacturer - The fabricator having exclusive production rights for a Proprietary Retaining Wall System.
Nonproprietary Retaining Wall System - A Retaining Wall System that is not patented or trademarked and its details are shown.
Piecemark - An alpha-numeric marking that identifies a specific type of retaining wall component. All components with the same Piecemark are considered identical. Piecemarks shown on the Working Drawings identify placement o f the component.
Preapproved Proprietary Retaining Wall System - A wall system that is listed in Appendix 15-D of the Geotechnical Design Manual (GDM).
00596B .04 656 Preapproved Proprietary Retaining Wall System Options - Acceptable preapproved proprietary retaining walls listed in 00596B .01 when Proprietary Retaining Wall Systems are required.
Preapproved Proprietary Retaining Wall System Alternates - Acceptable preapproved proprietary retaining walls listed in 00596B .01 when N onproprietary Retaining Wall Systems are shown.
Prefabricated Modular Retaining Wall System - A basic gravity Retaining Wall System type composed of solid or hollow prefabricated concrete or steel modules. Hollow modules are typically backfilled with G ranular Material. Prefabricated modular retaining walls include metal and precast concrete bin, precast concrete crib, gabion, dry cast concrete block, and wet cast concrete block gravity retaining walls. Proprietary Retaining Wall System - A Retaining Wall System that is protected by trademark, patent, or copyright and is produced or distributed by a M anufacturer having exclusive rights.
Retained Backfill - Unreinforced backfi ll within a distance of H/2 behind the back of the wall, where H is the total height of the wall excluding the leveling pad or footing.
Retaining Wall System - An engineered system of structural and geotechnical components that restrains a mass of earth. The terms " Retaining Wall System", "retaining Structure ", and "retaining wall" are used interchangeably.
Wet Cast Concrete Block Gravity Wall - A gravity R etaining Wall System type composed of wet cast concrete blocks without Soil reinforcements.
00596B .04 Proprietary Retaining Walls - Submit the following at least 30 Calendar Days before beginning construction of proprietary retaining walls:
Complete stamped Working Drawings and design calculations prepared by the Manufacturer , according to 00150.35. Manufacturer's field construction manual , according to 00150.37. Manufacturer's field representative's name and qualifications.
Field verify existing ground elevations and bottom of wall elevations before preparing and submitting Working Drawings . Obtain the Engineer's written approval before beginning construction of the wall system.
and the AASHTO LRFD Bridge Design Specifications , as modified by the ODOT GDM, and shall be consistent with the preapproved R etaining Wall System.
Include the following items in the Working Drawings , as applicable:
• Construction centerline and related horizontal curve data. • Centerline station and offset to the wall control line or face of wall including the beginning and end points of the retaining wall. • Location, type and size of all A ppurtenances. 00596B .04 657 • Location of Right -of-Way and easement boundaries, staged construction, designated Wetlands, and all other Highway Structures, features, or facilities or other construction constraints.
• Wall vertical curve data and wall elevations at a sufficient number of points along the top of wall that defines the top of wall alignment. • Field verified elevations of original and final ground lines and foundation bearing elevation along fa ce of the wall. • Vertical dimensions of steps along the wall base (foundation bearing elevation). • Centerline stations and elevations at the beginning and end of the wall. • Horizontal offsets. • Changes in the top of wall Slope . • Layout of prefabricated modular units. • Architectural treatment.
• Typical sections at intervals of 50 feet or less along the wall. • Wall construction limits. • Original and final ground lines across Typical Sections, including Roadways, Highway Structures, and other facilities. • Construction centerline stationing at each Typical Section .
• Leveling pad details, showing depths and limits of proposed excavation beyond the Neat Lines of the wall. • Prefabricate modular unit details. • Final front face Batter. • Reinforcing bar bend details. • Surface and subsurface drainage details for the wall. • Prefabricated modular unit construction details at Utility and drainage facilities, overhead sign support footings, guardrails, traffic barriers, piles, shafts, or other Structures. • Maximum inclinations of wall backslope and foreslope. • Elevation, Slope , and width of wall bench in front of wall. • Locations of anticipated shoring.
• Wall appurtenance details needed to construct the wall. • Wall appurtenance details that are required but not fully detailed on the Plans .
• Wall construction methods. 00596B .05 658 • Construction sequence. • Locations of all shoring.
documents and AASHTO LRFD Bridge Design Specifications , as modified by the ODOT GDM, and shall be consiste nt with the preapproved R etaining Wall System.
Include the following items in the design calculations, as applicable:
• Structural and geotechnical design input parameters and design assumptions. • Wall design loads, load combinations, l oad factors, and resistance factors for each limit state.
• Design steps with a detailed design narrative explaining the design and demonstrating how the design meets all applicable design requirements. • Explanation of all symbols and vari ables used in the calculations. • A set of hand calculations verifying typical computer generated output.
meets external stability requirements, including overturning, sliding, and bearing capacity.
• Calculations showing that the retaining wall meets internal stability requirements at each level of the wall. • Calculations showing adequate structural resistance of prefabr icated modular units.
stability requirements.
• Design calculations for wall Appurtenances that are required but not fully detailed on the Plans . • Calculations for all appurtenance load effects on the wall. Retaining wall design parameters will be listed in the Special Provisions.
construction manual that includes detailed instructions for constructing the retaining wall.
00596B .05 Nonproprietary Retaining Wall Submittals - Submit complete unstamped Working Drawi ngs according to 00150.35 at least 30 Calendar Days before beginning construction of nonproprietary retaining walls. Field verify existing ground elevations and bottom of wall elevations before preparing and submitting Working Drawings . Obtain the Engineer's written approval before beginning construction of the wall system.
00596B .12 659 Materials
00596B .10 General :
components from the same wall Manufacturer. If there are conflicts between the Manufacturer's requirements and the Agency's requirements, the Agency's requirements prevail.
material Specifications.
00596B .11 Backfill :
Material for leveling p ads meeting the requirements of 02630.10.
meeting the requirements of 02690.20(a) through ( e).
requirements of 00390.11(b).
Material meeting the requirements of 02630.10 and the following:
not exceed 15 percent by weight. Test according to AASHTO T 11.
exceed 6. Test according to AASHTO T 90.
requirements of 00430.11.
00596B .12 Concrete :
pads meeting the requirements of Section 00440.
requirements of Section 00540.
approved vibrator. Use a release agent throughout the casting operation.
the forms from the units until the concrete has obtained a minimum compressive strength of at least 1,000 psi.
00596B .12 660 (5) Tolerances - Manufacture units within the following tolerances:
unit dimensions.
straightedge. Textured-finished surfaces within ± 3/16 inch when measured with a 3-foot straightedge.
except acceptance of concrete strength will be determined based on production sublots. A production sublot will consist of either 10 units or a single Day 's production, w hichever is less. Cast one set of cylinders for each production sublot. The concrete strength of a production sublot will be represented by a single compressive strength test on a cylinder.
number, and the Piecemark.
and connecting device damage during handling, storing, and shipping. Support stored units on firm blocking.
• Aggregate meeting the requirements of ASTM C33. • Blocks meeting the requirements of ASTM C1372. • The average of three coupons or cores have a minimum compressive strength of 4,000 psi as tested according to AST M C140. • Individual coupons or cores have a minimum compressive strength of 3,500 psi as tested according to ASTM C140. • A minimum oven -dry unit weight of 125 pcf as tested according to ASTM C140. • Test, no longer tha n 18 months before delivery, freeze- thaw durability of five test specimens made with the same materials, concrete mix design, manufacturing process, and curing method that will be used on the Project . At least four of the five test specimens shall have a weight loss of not more than 1 percent of the block's initial weight after 150 freeze-thaw cycles as tested according to ASTM C1262. • A maximum water absorption of 1 percent above the water absorption of the sublot of blocks that were produced and passed the freeze-thaw test. For the water absorption testing, do not use the same blocks used for the freeze-thaw test.
of 02010.20.
• Molded length and width dimensions within ± 1/8 inch of the block M anufacturer's nominal length and width dimensions. 00596B .12 661 • Molded height dimension within ± 1/16 inch of the block M anufacturer's nom inal height dimension. • Rear height does not exceed the front height. • Top and bottom face groove dimensions within the tolerances specified by the Manufacturer.
chips, cracks, and other imperfections are not detectable.
compressive strength, water absorption, freeze -thaw durability, and unit weight. Acceptance of compressive strength, water absorption, and unit weight will be based on production sublots. The maximum number of blocks per production sublot is 2,000 blocks. Test blocks at the freque ncy of one set for each productio n sublot. Acceptance of freeze-thaw durability will be based on the freeze-thaw testing requirements of 00596B .12(c )(1).
of dry cast concrete blocks.
fractures during handling, storing and shipping.
sublot number, and the Piecemark.
light, chips, cracks, and other imperfections are not detectable.
dimensions. Molded height dimension within 1/8 inch of the Manufacturer's dimension.
during handling, storing, and shipping.
and concrete strength. Concrete strength will be based on production sublots. A production sublot is 20 blocks or a single Day's production, whichever is less. The production sublot will be represented by a single compressive strength sample of one set of cylinders.
the following defects will be rejected:
• Honeycombed or open texture concrete. • Extreme color variation on front face of block. 00596B .13 662
properties:
requirements of Section 00540.
diffused light, chips, cracks, and other imperfections are not detectable.
during handling, storing, and shipping.
based on produ ction sublots. A production sublot will consist of either 100 C rib Wall members or a single Day's production, whichever is less. Cast one set of cylinders for each production sublot. The concrete strength of a production sublot will be represented by a single compressive strength test on a cylinder.
00596B .13 Steel :
requirements of Section 00530.
00596B .14 Geosynthetics:
geotextile according to Section 02320.
geotextile according to Section 02320.
Type 1 or Type 2 drainage geotextil e according to Section 02320.
to Section 02320.
Labor
00596B .30 Quality Control Personnel - Provide technicians with CAgT and CDT certifications.
00596B .31 Manufacturer's Field Representative Qualifications and Duties - Provide a Manufacturer's field representative meeting the following minimum qualifications:
00596B .31 663 Is a licensed p rofessional engineer in the State of Oregon. Has been trained and certified by the manufacture in the construction, installation, and inspection of the selected Proprietary Retaining Wall System.
The times that the Manufacturer's field representative is required to be present or available and the duties of the M anufacturer's field representative are:
personnel and Subcontractors involved in construction of the proprietary retaining wall at the preconstruction conference to discuss methods of accomplishing all phases of Work required to construct the proprietary retaining wall.
technical assistance to the Contractor and Engineer during all wall construction activities from the beginning of wall construction until at least 10 percent of the total wall length is successfully installed and backfilled to a height of at least 10 feet, or the actual wall height, whichever is less.
Submit daily field observation reports no later than noon of the next Calendar D ay. Include the following information in the daily field observation r eports:
Date of observation. Description of all Work observed and whether or not the Work was acceptable. Documentation of all communications with the Contractor and Engineer. Name and signature.
remaining construction of the proprietary retaining wall to provide technical assistance to the Contractor and Engineer.
construction with the Engineer and Contractor. Submit a final field observation report that includes the following information 1 Calendar Day after the final field observation:
Date of observation. Documentation of all retaining wall deficiencies. Recommendation to accept or reject the retaining wall construction. Provide a stamped final report t o the Engineer no later than 10 Calendar Days after the final field observation of the retaining wall. Include the following information in the final report:
Preconstruction meeting minutes. All daily field observation reports. Transcripts of all communications with the Contractor and the Engineer during the remaining wall construction phase. Final field observation report.
00596B .40 664 Construction
00596B .40 General :
requirements, Manufacturer's Working Drawings , and the M anufacturer's field construction manual. If the M anufacturer's Working Drawings or the M anufacturer's field construction manual conflict with Agency requirements, Agency requirements shall take precedence. Follow instructions and recommendations of the representative if approved by the Engineer.
00596B .41 Excavation and Foundation Preparation - Perform excavation and prepare and backfill wall foundations according to Section 00510 and the following:
Grade the foundation level for a width equal to the width of the wall base plus 1.0 foot on each side. Do not reinforce backfill for over -excavated foundations without prior approval. Place backfill Material in nearly horizontal layers not more than 8 inches thick. Compact the entire surface of each layer with at least three C overages, using Equipment made specifically for compaction. Routing hauling and grading Equipment over the surface is not acceptable for compaction. Do not construct backfill when the backfill, the foundation, or the embankment on which it would be placed is frozen, or unstable.
00596B .42 Leveling Pads :
Unrei nforced concrete. A width of at least the block front face to block back face plus 12 inches (6 inches on each side of the facing units). A thickness of 6 inches ± 1/4 inch. A location tolerance of ± 1 inch of the design location. A top pad tolerance of ± 1/8 inch of the design elevation. Cure cast -in-place leveling pads at least 12 hours before placing the wall units.
A width of at least the width of the wall facing plus 12 inches (6 inches on each side of the facing units). A thickness of at least 6 inches. A location tolerance of ± 1 inch of the design location. A top pad tolerance of ± 1/8 inch of the design elevation. Compact gravel leveling pads in 3 to 4 inch Lifts using a minimum of three Passes of a walk behind vibratory plate compactor with a gross static weight of not less than 125 pounds and a total compaction static plus dynamic force of not less than 2,000 pounds.
00596B .43 Subsurface Drainage - Install subsurface drainage before constructing walls.
00596B .44 665 00596B .44 Erecting Walls :
lowest foundation level of the leveling p ad. Level and align all blocks. Lay blocks as close together as possible and parallel to the straight or curved line of the wall face. Place blocks in vertical or battered positions as shown. Level each course block -to-block and front -to-back. Set each block on the blocks below without rocking. Correct high areas by grinding or shimming with approved shims. Do not use shims within 1 inch of the front face. Do not exceed a shim stack thickness of 1/16 inch. Stack all blocks in a running bond pattern with each block spanning the joint below.
Place retaining wall granular backfill with each course of blocks. When shown, place modular block core backfill and drainage fill backfill, and install drainage fill geotextile and shear pins with each course of blocks. Remove all backfill that is on top of the blocks befor e installing the next course of blocks or Soil reinforcements. Attach the top row of dry cast concrete blocks or cap blocks to the underlying blocks with an adhesive from the QPL. Clean the finished exposed wall face of all foreign material deposits.
• First course of wall blocks located within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity of the front face within ± 3/4 inch in 10 feet. • Final deviation from the design Batter within ± 1 1/4 inch f or each 10 feet of wall height. • Outward leaning Batter is zero. • Each course of blocks within ± 1/16 inch of level when checked with a 4-foot straightedge level. • Out of plane offset between consecutive rows within 3/4 inch of the planned offset. • Finished top of wall elevation within ± 1 inch of the design elevation.
lowest foundation level of the leveling pad. Level and alig n all blocks. Lay blocks as close together as possible and parallel to the straight or curved line of the wall face. Place blocks in vertical or battered positions as shown. Level and set each block on the blocks below without rocking. Correct high areas by grinding or shimming with approved shims. Do not use shims within 1 inch of the front face. Do not exceed a shim stack thickness of 1/8 inch. Stack all blocks in a running bond pattern with each block spanning the joint below.
Place retaining wal l granular backfill with each course of blocks. When shown, place modular block core backfill and drainage fill backfill, and install drainage fill geotextile and shear pins with each course of blocks. Remove all backfill that is on top of the blocks bef ore installing the next course of blocks or Soil reinforcements. Clean the finished exposed wall face of all foreign material deposits.
• First course of wall blocks located within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity of the front face within ± 3/4 inch in 10 feet. • Final deviation from the design Batter within ± 1 1/4 inch for each 10 feet of wall height. 00596B .44 666 • Outward leaning Batter is zero. • Each course of blocks within ± 1/8 inch of level whe n checked with a 4-foot straightedge level. • Front -to-back tilting within ± 1/4 inch of the design Batter when measured with a straightedge level long enough to span the entire front -to-back distance of the block. • Out of plane offset between consecutive rows within ± 3/4 inch from the planned offset. • Finished top of wall elevation within ± 1 inch of design elevation.
• The same style of mesh for the gabion panel bases, ends, sides, diaphragms, and lids. • The same method of joining the edges of a single gabion unit. • The same method of tying successive gabion units together throughout each Structure .
Place riprap geotextile according to Section 00350 and the following:
• Minimum overlap shall be 12 inches. • Against the back of the gabion wall before placing backfill M aterial.
the vertical edges with tie wire or alternate fasteners.
If twisted wire panels are tied with tie wire, join the selvage vertical edges with alternating single and double loops at 4 inch nominal spacing. If welded wire panels are tied with tie wire, pass the tie wire through each mesh openingal ong the vertical edges joint and secure with a half hitch locked loop.
Leave no openings greater than 4 3/4 inches (line dimension) along the edges or at corners of tied or spiral bound gabions of either mesh style. Crimp the edges of spiral binding wire to secure the spiral in place. If high tensile fasteners are used instead of tie wire, install one fastener in each mesh opening according to the Manufacturer's recommendations.
gabion along the top and vertical edges with tie wire or spiral binders. Connect each layer of gabions to the underlying layer along the front, back and sides with tie wire or spira l binders in the same manner as specified for assembly of baskets. Common wall construction is not allowed. Before filling each gabion with Rock , remove all kinks and folds in the wire fabric and properly align all baskets. Remove all temporary clips and fasteners. The assembled gabion baskets may be placed in tension before filling.
Concurrently with the filling of the baskets, place retaining wall granular backfill around the assembled baskets to the limits shown. Maintain the outside backfill approximately level with the inside fill.
00596B .44 667 (4) Basket Filling - Place Rock by hand or machine. Maintain basket alignment, avoiding bulges, and fill with minimum voids. Provide an exposed Rock surface that is smooth, neat appearing, and has no sharp edges projecting through the wire mesh.
Place the Rock in layers to allow placement of internal connecting wires in each outside cell of the Structure or when directed at the following intervals:
• None required for 1 foot high baskets. • At the one half point for 1 1/2 foot high baskets. • At one third points for 3 foot high baskets.
Fill the basket so the lid will bear on the Rock when it is closed. Secure the lid to the sides, ends, and diaphragms with tie wire or spiral binders in the same manner as assembling the baskets.
in mesh or joint openings larger than 4 3/4 inches (line dim ension). Make repairs using 13 1/2 gauge galvanized tie wire as directed.
Repair damaged PVC coated wire in a manner that provides the same degree of corrosion resistance as the undamaged wire, according to the M anufacturer's recommended repair procedures and as approved.
• First course of gabion units within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity within ± 2 inches in 10 feet. • Final deviation from the design Batter within ± 1 inch for each 10 feet of wall height. • Outward leaning Batter is zero. • Out of plane offset between consecutive rows within ± 1 inch from the planned offset.
the prepared leveling pad surface. Concurrently with the assembly of the bins, place retaining wall granular backfill within and around the bins of the assembled wall to the limits shown. Maintain the outside backfill approximately level with the inside backfill.
• First course of units within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity within ± 1 1/4 inches in 10 feet. • Final deviation from the desig n Batter within ± 1 inch for each 10 feet of wall height. • Outward leaning Batter is zero. • Out of plane offset between consecutive rows within ± 1 inch from the planned offset.
the prepared leveling pad surface. Concurrently with the assembly of the cribs, place retaining wall granular backfill within and around the cribs of the assembled wall to the limits shown. 00596B .45 668 Mainta in the outside backfill approximately level with the inside backfill. Fill depressions of stringers and spacers and compact without displacing them from line and Batter.
• First course of units within ± 1/4 inch of the design horizontal alignment. • Final out of plane concavity or convexity within ± 1 1/4 inches in 10 feet. • Final deviation from the design Batter within ± 1 inch for each 10 feet of wall height. • Outward leaning Batter is zero. • Out of plane offset between consecutive rows withi n ± 1 inch from the planned offset.
00596B .45 Geotextile Placement - Install g eotextiles according to Section 00350 and as shown.
00596B .47 Backfill Placement :
Remove and replace all misaligned or damaged wall materials at no additional cost to the Agency.
compactor with a single smooth drum, vibratory p late compactor, or rammer/tamper plate compactor; each with a gross stati c weight of not more than 1,000 pounds and a total compaction static plus dynam ic force of not more than 5,000 pounds.
smooth drum, vibratory plate compactor, or rammer/tamper plate compactor.
optimum moisture content of the retaining wall granular backfill material according to AASHTO T 99 Standard Proctor Method A, with coarse particle correction according to ODOT TM 223.
optimum moisture content at the time of compacting. Add water to material that does not contain sufficient moisture and thoroughly mix. Remove excess moisture by manipulation, aeration, drainage, or other means before compacting.
density using the required number of Passes determined according to 00596B .47(b)( 5)(a).
density determined according to 00596B .47(b )(5)(b).
necessary to achieve the specified density by constructing a test pad that is at least 5 feet wide, 15 feet long, and 3 feet in final depth. Construct test pad fill in layers no more than 8 inches thick using the same Equipment and methods that will be used to compact the wall 00596B .90 669 backfill. Perform at l east one density test according to AASHTO T 310 on each test pad layer. Construct and test a new test pad when changes in material occur or different Equipment is used during the construction of the wall backfill, except a new test pad is not required for modular block drainage backfill.
at the frequency required in the ODOT Manual of Field Test Procedures .
on each compacted laye r of backfill according to ODOT TM 158. If the tested layer exhibits yielding, deflection, reaction, or pumping, rework the area to provide acceptable test results before placing the next layer.
Maintenance 00596B .60 Protecting Work - Protect and repair Work as follows:
Do not allow runoff from adjacent areas to enter the wall construction site during construction operations. At the end of each Day 's operation, direct potential runoff away from the wall by sloping the last Lift of backfill away from the wall. Rework and repair all damaged Subgrade areas to the depth where undamaged Work is encountered.
Measurement 00596B .80 Measurement - The qua ntities of Work performed under this Section will be measured according to the following:
No measurement of quantities will be made for retaining walls. Estimated quantities of nonproprietary retaining walls will be listed in the Special Provisions. The quantities of Type "F" traffic barrier coping with moment slab will be measured on the length basis, from end to end of coping.
The quantities of sidewalk coping will be measured on the area basis, from end to end and from top of curb to exterior edge of coping. Excavation below elevations show n will be measured according to 00510.80(b).
Payment 00596B .90 Payment - The accepted quantities of Work performed under this Section will be paid for at the Contract unit price, per unit of measurement, for the following items:
Pay Item Unit of Measurement
In item (b), the height of barrier will be inserted in the blank.
00596B .90 670 Payment will be payment in full for furnishing and placing all Materials, and for furnishing all Equipment , labor, and Incidentals necessary to complete the Work as specified.
Excavation below elevations shown will be paid for according to 00510.90(c).
No separate or additional payment will be made for:
Manufacturer's representative excavation, shoring, leveling pads, and specified backfill wall drainage and filter systems cast-in-place and precast standard coping
00596C .10 671 Section 00596C - Cast -In-Place Concrete Retaining Walls
Description
00596C .00 Scope - This Work consists of furnishing and c onstructing nonproprietary cast -in-place concrete retaining walls as shown and specified.
00596C .02 Cost Reduction Proposals - According to 00140.70, cost reduction proposals will be considered for Proprietary Retaining Wall Systems that are preapproved by the Agency before Advertisement of the Project. 00596C .03 Definitions :
Batter - The Slope of the wall face from vertical that is expressed as degrees or as a ratio of the horizontal change in inches for each 12 inches of vertical change. A vertical face has a zero Batter.
Nonproprietary Retaining Wall System - A Retaining Wall System that is not a patented or trademarked and its details are shown.
Proprietary Retaining Wall System - A Retaining Wall System that is protected by trademark, patent, or copyright and is produced or distributed by a manufacturer having exclusive rights.
Retained Backfill - Backfill within a distance of H/2 behind the rear face of a retaining wall. H is the total height of the wall excluding the footing. Retaining Wall System - An engineered system of structural and geotechnical components that restrains a mass of earth. The terms R etaining Wall System, retaining Structure , and retaining wall are used interchangeably. Rigid Gravity Ret aining Wall System - A retaining w all composed of monolithic cast -in-place concrete with a nominal amount of reinforcement placed near exposed faces that depends on concrete self -weight for stability.
Semi -Gravity Cantilever Retaining Wall System - A reta ining wall composed of a cast -in-place reinforced concrete flexural stem and base slabs that resist the moments and shears to which they are subjected and depends on concrete self -weight and from the weight of backfill over its heel for stability.
00596C .05 Submittals - Submit complete Working Drawings according to 00150.35 at least 30 Calendar Days before beginning construction of cast -in-place retaining walls, including the following:
Unstamped Working Drawings for the cast -in-place walls. Stamped Working Drawings and calculations for excavation shoring. Stamped Working Drawings and calculations for wall formwork. Field verify existing ground elevations and bottom of wall elevations before preparing and submitting Working Drawings . Obtain the Engineer's written approval before beginning construction of the wall system.
Materials
00596C .10 Quality Control - Provide quality control according to Section 00165.
00596C .11 672 00596C .11 Backfill :
Material for wa lls meeting the requirements of 02630.10 and the following:
not exceed 15 percent by weight. Test according to AASHTO T 11.
exceed 6. Test according to AASHTO T 90.
requirements of 00430.11.
00596C .12 Concrete :
Concrete meeting the requirements of to Section 00440.
Class 4000 - 3/4 structural concrete meeting the requirements of Section 00540.
00596C .13 Steel - Furnish steel reinforcement for concrete meeting the requirements of Section 00530.
00596C .14 Geosynthetics - Furnish Type 1 drainage geo textile for subsurface drainage systems according to Section 02320.
00596C .15 Piles - Furnish piling meeting the requirements of Section 00520.
Labor 00596C .30 Quality Control Personnel - Provide technicians with CAgT and CDT certifications.
Construction
00596C .40 General - Construct cast -in-place concrete retaining walls as shown.
00596C .41 Excavation and Foundation Prepa ration - Perform excavation and prepare backfill wall foundations according to Section 00510 and the following:
Grade the foundation level for a width equal to the combined width of the wall footing plus 1.0 foot on each side. Place backfill material in nearly horizontal layers not more than 8 inches thick. Do not construct backfill when the backfill, the foundation, or the embankment on which it would be placed is frozen, or unstable.
00596C .42 Compaction - Compact according to the following:
smooth drum, vibratory plate compactor, or rammer/tamper plate compactor; each with a gross 00596C .43 673 static weight of not more than 1,000 pounds and a total compaction static plus dynamic force of not more than 5,000 pounds.
drum, vibratory plate compactor, or rammer/tamper plate compactor.
optimum moisture content of the retaining wall granular backfill material according to AASHT O T 99 Standard Proctor Method A, with coarse particle correction according to ODOT TM 223.
4 percent to plus 2 percent of optimum moisture content at the time of compacting. Add water to material that does not contain sufficient moisture and thoroughly mix. Remove excess moisture by manipulation, aeration, drainage, or other means before compacting.
required number of P asses determined according to 00596C .42(e)(1).
determined ac cording to 00596C .42(e)(2).
necessary to achieve the specified density by constructing a test pad that is at least 5 feet wide, 15 feet long, and 3 feet in final depth. Construct test pad fill in layers no more than 8 inches thick using the same Equipment and methods that will be used to compact the wall backfill. Perform at least one density test according to AASHTO T 310 on each test pad layer. Construct and test a new test pad when changes in material occur or different Equipment is used during the construction of the wall backfill.
the frequency required in the ODOT Manual of Field Test Procedures .
each compacted layer of backfill according to ODOT TM 158. If the tested layer exhibits yielding, deflection, reaction, or pumping, rework the area to provide acceptable test results before placing the next layer.
00596C .43 Wall Construction:
retaining walls as shown.
semi -gravity retaining walls as shown.
00596C .80 674 Measurement
00596C .80 Measurement - The quantities of Work performed under this Section will be measured according to the following:
No measurement of quantities will be made for retaining walls. Estimated quantity of retaining walls will be listed in the Special Provisions. The quantities of Type "F" traffic barrier coping with moment slab will be measured on the length basis, from end to end of coping.
The quantities of sidewalk coping will be measured on the area basis, from end to end and from top of curb to exterior edge of coping.
Excavation below elevations shown will be measured according to 00510.80(b).
Payment
00596C .90 Payment - The accepted quantities of Work performed under this Section will be paid for at the Contract unit price, per unit of measurement, for the following items: Pay Item Unit of Measurement
In item (c), the height of barrier will be inserted in the blank. Payment will be payment in full for furnishing and placing all Materials, and for furnishing all Equipment , labor, and Incidentals necessary to complete the Work as specified.
Excavation below elevations shown will be paid for according to 00510.90(c).
No separate or additional payment will be made for:
excavation, shoring, and specified backfi ll wall drainage and filter systems concrete and reinforcement for concrete