Amendment_A002.pdf

Jeremiah.Rogers Typewritten Text

Jeremiah.Rogers Typewritten Text

Jeremiah.Rogers Typewritten Text

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HI STP HI(1)

Halona Street Bridge

Section 551. – DRIVEN PILES

551.03 Qualifications.

(a) Professional engineer. Delete the text and substitute the following:

Name and resume of Hawaii-licensed civil engineer specializing in geotechnical engineering, who has at least 5 years of experience conducting foundation engineering design projects and who has at least 3 years of experience in conducting wave equation analyses.

(d) Vibration Monitoring Specialist. Add the following text:

Name and resume of vibration monitoring specialist, who has at least 5 years of experience monitoring vibrations during construction, who can identify critical levels of vibration relative to structural and cosmetic damage, and who has conducted damage surveys before and after construction involving photographic and written description of the effects of pile driving.

551.04 Submittal.

(b) Wave equation analysis report. Delete the text and substitute the following:

Include a wave equation analysis for the proposed pile driving system. Identify size of hammer used for analysis, assumed efficiency, soil-resistance-during-driving (SRD), maximum compressive and tensile stresses, blow count versus nominal capacity curves, and recommended termination criteria. For locations where significant differences in soil profile exist, submit wave equation analyses for each test pile location. Use of dynamic formula for estimating nominal drive capacity is not permitted.

551.05 Pile Driving Equipment. Add the following:

(c) Driving appurtenances.

Swinging Leads in Paragraph (3) are not permitted. Delete Paragraphs (4) and (5). Neither Followers nor Jetting will be allowed.

551.07 Test Piles. Delete the subsection and substitute the following:

Install four test piles, one at each support in locations specified on the plans. Furnish test piles at least 10-feet (3 meters) longer than the estimated length of production piles. Drive test piles with the same equipment as the production piles to the planned toe elevations. The test piles will be used as production piles to support the structure.

Conduct dynamic pile testing during driving of each test pile using a Pile Driving Analyzer (PDA) following procedures in ASTM D-4945. Provide signal matching analysis at the end of driving. Select two representative blows at the end of initial driving (EIOD) for signal matching

A002 11/03/2016

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Halona Street Bridge analysis analyses. Conduct signal matching analyses and provide side and end bearing resistance estimates from the analyses within 8 hours of EOID.

Re-strike test piles after a minimum of 24 hours of set-up using the same hammer and PDA monitoring equipment as used during initial driving. Warm the hammer before re-striking piles by applying at least 20 blows to another pile. Obtain signal matching analysis for at least two representative blows obtained at the beginning of restrike (BOR). Conduct signal matching analyses and provide side and end bearing capacity estimates from signal matching analyses within 8 hours of BOR.

If required nominal resistance is not attained on re-driving; drive a portion or the remaining test pile length without PDA monitoring and repeat the set up and re-drive procedure as directed.

Splice and continue driving until the required nominal pile resistance is obtained. Use blow count-resistance curve (inspector chart) determined from PDA monitoring during re-strike as basis for estimating nominal resistance.

Conform to the requirements for production piles when test piles are to be used in the completed structure. Remove test piles not incorporated in the completed structure to at least 24 inches (600 millimeters) below finished grade.

551.08 Driven Pile Capacity. Delete paragraph (b) Dynamic Formula.

551.09 Preboring. Delete the Subsection and substitute the following:

551.09 Preboring. Use auguring, wet rotary drilling, or other approved methods of predrilling.

Stop preboring at elevation of -27.0 feet and drive the pile with the approved impact hammer to the estimated tip elevation. Prebore holes using a 19 to 22 inch (480 to 560 millimeters) diameter auger. Increase the hole diameter to the least dimension adequate for pile installation if the subsurface obstruction such as boulders or rock layers are encountered. If prebore hole exceeds 22 inches, fill remaining void space around the pile with grout having an unconfined compressive strength of 100 to 200 psi. Tremie grout from the bottom up. Do not use a punch or a spud instead of preboring.

Do not impair the capacity of adjacent existing piles or the safety or condition of adjacent structures. If preboring causes heave of existing piles, restore the required nominal capacity of piles by re-driving the pile until the nominal capacity is obtained at no cost to the Government.

551.10 Preparation and Driving. Add the following after the first paragraph of the subsection:

Prior to pile driving, perform preconstruction condition survey of critical structures, such as existing canal walls and residential structures, within 75 feet radius of pile locations. Document existing conditions prior to pile driving by taking photographs and video tapes and by making notes of any existing structural damage or deterioration, cosmetic damage to walls and pavements, depressions or cracks in the ground, as well as possible plumbing, electrical, and other damage. Document all finding in a report including descriptions and photos prior to beginning pile driving.

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Halona Street Bridge

Establish elevations of structures located within 75 feet of planned pile driving locations before and following pile driving to determine whether settlement has occurred. Install crack displacement monitoring gages as appropriate across any significant existing cracks to help verify any additional distress if it should develop. Take readings of the gages pre- and post-pile driving activities.

Employ a qualified vibration specialist to establish a safe vibration level and monitor the vibrations during pile driving activities at each structure. Adjust pile driving energy if necessary to comply with the vibration threshold provided by the specialist.

551.13 Pile Load Tests. Delete the first line of section and substitute the following:

551.13 Pile Load Tests. Perform dynamic load test on all test piles as described in Paragraph (a) Dynamic load tests. Static load test on a test piles are not included in this contract.

(a) Dynamic load tests. Replace the second sentence in the fourth paragraph with the following:

Analyze two (2) blows from initial driving and two (2) blows from re-strike of each test pile.

(b) Static load tests. Delete this section.

Measurement

551.18 Add the following:

When measuring pre-boring by the linear foot, measure the length from the ground elevation of hole to the tip of the pre-boring hole.

Section 552. — STRUCTURAL CONCRETE

Material

552.02 Add the following:

Felt 712.01(h)

Construction Requirements

552.03 Composition (Concrete Mix Design). Delete the first two paragraphs and substitute the following:

Design and produce concrete mixtures that conform to Tables 552-1, 552-2, and 552-3 as required for the class specified.

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Submit concrete mix designs on FHWA Form 1608, 552 Structural Concrete Mix Design Submittal and determine the required average concrete compressive strength (fcr) with 𝑋𝑋� ≥ fcr.

Replace Row 2 in Table 552-1 with the following:

Class of Concrete Minimum Compressive

Strength @ 28-days, f’c, psi (MPa)

Maximum Water/Cementitious

Material Ratio

Coarse Aggregate Size Number

AASHTO M 43

A(4) See Plans 0.45 5,56, 57

Add the following to Table 552-1:

(4) The concrete will contain a corrosion inhibitor admixture and a shrinkage reducing admixture and will have a maximum cement content of 625 pounds per cubic yard.

Delete the first sentence of the third paragraph and substitute the following:

Verify mixture design with trial mixes from proposed sources or with previous concrete production data for the mixture design submitted from proposed sources.

(w) Delete the paragraph and substitute the following:

Specified design strength (f’c) and required average concrete compressive strength (f’cr) for the concrete mixture at 28 days as determined by the process and associated calculations outlined on FHWA Form 1608, pages 4 and 5. Pending 28-day strength results, a mix design may be approved on the basis that 7-day compressive strength results meet or exceed 85 percent of the required average strength (f’cr) at 28 days;

552.09 Quality Control of Mix. Add the following:

(c) Prosecution of work: At least 2 weeks prior to the start of concrete placement operations, arrange a pre-concrete placing conference. Coordinate attendance with the CO and any applicable subcontractors. Be prepared to discuss and/or submit the following:

(1) Proposed concrete placement schedule.

(2) Review approved concrete mix design and determination of batch weights.

(3) Discuss Section 153, Contractor Quality Control and the minimum frequency schedule for process control sampling and testing (to be performed by the Contractor).

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(4) Discuss batching, mixing, placing, and curing requirements.

(5) Discuss Subsections 106.03, Certification, and 106.05, Statistical Evaluation of Material for Acceptance.

552.14 Finishing Plastic Concrete.

(a) Striking off and floating Add the following:

Provide a roughened surface behind the finishing machine using an artificial turf drag or equivalent. Produce striations of 0.06 to 0.12 inches for the roughened surface or as accepted by the CO.

(b) Straightedging. Delete the text and substitute the following:

Check the sidewalk surface parallel to the centerline of the bridge with a 12-foot metal straightedge. Overlap the straightedge at least half the length of the previous straightedge placement. Correct deviations in excess of 1/4” from the testing edge of the straightedge.

Check the entire surface of the bridge deck and approach slabs using the surface test described below.

(1) Surface test. Perform surface test before opening the bridge deck to public traffic.

Check the bridge deck surface parallel and normal to the centerline of the bridge using a 12-foot metal straightedge at locations determined by the CO. Defective areas are deviations in excess of 1/4” from the surface and bottom of the straightedge. Correct defective areas using grinding or other methods approved by the CO. Use of bush hammers and other impact devices will not be allowed to correct surface deviations.

Submit a grinding plan to the CO for approval prior to beginning grinding operations.

Perform additional grinding as necessary so that lateral limits of grinding are at constant offset from and parallel to nearest lane line or edge of deck. Begin and end individual grinding areas at lines normal to the centerline of the bridge. Ensure that ground areas are uniform in surface appearance and generally rectangular in shape.

Do not grind bridge deck to a polished finish. Provide a line-type texture that contains parallel, longitudinal corrugations with ridge peaks approximately 1/16 inch higher than groove bottoms; and with 55 to 60 evenly spaced grooves per foot. Pick up grinding-operation residue using vacuum attached to grinding machine. Prevent residue from flowing across bridge deck and from being left on surface. Dispose of grinding residue legally off the project.

(c)(1) Grooved finish. Delete the first and second paragraphs and substitute the following:

(1) Grooved finish. Texture riding surfaces of the concrete bridge decks, concrete approach slabs, and concrete sleeper slabs textured longitudinally by mechanical

E-54 grooving. Cut grooves into the hardened concrete using a mechanical water-cooled diamond edge blade saw device which shall produce straight uniformly spaced grooves at

0.75 inch intervals. Construct a groove width of 1/8 inch plus or minus 0.02 inch and the groove depth of 1/8 inch plus 1/16 inch or minus zero inches. Apply grooved finish after acceptance of surface test.

552.15 Curing Concrete. Delete the third paragraph and substitute the following:

Use a liquid membrane forming compound substitute specified in Subsection 711.01(d) for curing concrete. Use an application rate that is recommended by the manufacturer.

After applying the substitute curing material on the bridge deck surface, use polyethylene film (ASTM C171) to cover the deck for at least 7 days. Encapsulate the curing concrete with the film to maintain a high humidity environment.

Section 553 — PRESTRESSED CONCRETE

Material

553.02 Add the following:

Nonshrink grout 725.13(b)

Construction Requirements

553.04 Method Approval. Delete the second sentence in paragraph one and substitute the following:

Submit detailed drawings of the method, material, and proposed equipment proposed for approval at least 30 days before starting prestressing.

553.05 Prestressing Steel. Delete the first paragraph and substitute the following:

Use prestressing steel that is free of corrosion, dirt, grease, wax, scale, oil, or other foreign material that may prevent bond between the steel and concrete. Do not use prestressing steel that has sustained physical damage or is pitted. Slight rusting, provided it is not sufficient to cause pits visible to the unaided eye, will not be cause for rejection.

553.07 Tensioning. Delete the fifth and eighth paragraphs and substitute the following:

The maximum jacking force is 75 percent of the specified minimum ultimate tensile strength of the prestressing steel. The force in the prestressing steel will be at least the value shown in the plans. The force in the prestressing steel will be considered as the smaller of two values as determined by measured elongation and gage or load cell reading. If the difference in the force, as obtained by measured elongation and gage or load cell reading, exceeds 5 percent of the

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Halona Street Bridge required prestressing force, suspend the stressing operation until the CO has accepted corrective actions.

553.08 Pre-tensioned Members. Delete the last sentence of the fourth paragraph and substitute the following:

Make the load, as computed from the sum of elongations produced by jacking at both ends, agree with the jack load.

Add the following:

The effective force is defined as the force remaining in the prestressing steel after losses such as creep, shrinkage, elastic compression, steel relaxation, and other losses peculiar to the system or method of prestressing.

Section 554. — REINFORCING STEEL

Construction Requirements

554.06 Protection of Material. Delete the third paragraph and substitute the following:

Do not use reinforcing steel that is cracked, laminated, or is covered with paint, grease, oil, or other deleterious material. Rust, seams, surface irregularities, or mill scale will not be cause for rejection, provided that the reinforcing steel conforms to the requirements of the applicable reinforcing steel specification.

554.08 Placing and Fastening.

Add the following to the second paragraph:

Precast concrete block supports will be of equal compressive strength as the concrete to be placed around them.

554.09 Splices. Delete the second sentence of the fourth paragraph and substitute the following:

Use couplers with a strength that is at least 100 percent of the required tensile strength of the reinforcing steel.

Section 601. — MINOR CONCRETE STRUCTURES

Construction Requirements

601.03 Composition (Concrete Mix Design) Add the following:

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For lighting, signal and electrical systems, use Class A concrete according to Section 552 and reinforcing steel according to Section 709.

601.03 (b) Delete the text and replace with the following:

Air entrained concrete is not required.

Table 601-1 Delete the forth row under Property and Specification.

601.07 Acceptance. Add the following:

The concrete mixture’s density, air content, slump, temperature, and compressive strength will be evaluated under Subsections 106.02 and 106.04.

Section 604. — MANHOLES, INLETS, AND CATCHBASINS

Description

604.03 Add the following:

(a) Sewer work on City & County and State streets

(1) Perform all sewer construction in accordance with the City and County of Honolulu’s Standard Specifications, Sept. 1986, the Department of Public Works Standard Details, Sept. 1984 (STD. DETAIL), current City practices and Revised Ordinances of Honolulu, 1990 as amended, and the Design Standards of the Department of Wastewater Management Vol. 1, July 1993.

(2) Notify the CO fourteen (14) days prior to commencement of sewer work to notify the Construction Management Branch, Wastewater Division, Department of Design and Construction, at 808-768-8772 or 808-768-8841 to arrange for and pay for all inspection services. Submit four (4) sets of approved construction plans to the CO seven (7) days prior to commencement of sewer work.

(3) The underground pipes, cables or duct lines known to exist by research of records are indicated on the plans. Verify the location and depth of the facilities, including and affecting sewer lines, in the presence of the Wastewater inspector and exercise proper care in excavating the area. All damaged utilities will be repaired by the Contractor at their own expense.

(4) Maintain continuous sewer service to all affected areas during construction.

(5) Notify the CO to contact the State Department of Health and utilize appropriate sampling and analyzing procedures. Provide and pay for all public notifications and press releases for sewage spills caused by construction activities.

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(6) Adjust sewer manhole upward per STD. DETAIL S.25. Reconstruct SMH top from below the cone section for SMH adjustments upward greater than 3" or for any adjustments downward.

(7) Notify the CO to contact the City and County of Honolulu, ENV-CSM at 808-768- 7272 to coordinate temporary removal of flow monitoring devices such as special manhole cover embedded with solar panels, if encountered.

(8) Maintain visibility and maintenance access to live sewer manhole locations at all times including during non-work hours and paving operations.

(9) Utilize a manhole debris catching device when performing manhole height adjustment work and remove any construction debris that has fallen into the manhole. Disposal of construction debris in the sewer system is strictly prohibited.

Section 611. — WATER SYSTEMS

Description

611.01 Add the following:

Furnish all materials, labor and equipment required to adjust utility frame and covers and valve boxes, and to install and modify water system complete in place and ready for use.

Material

611.02 Delete the subsection and replace with the following:

All materials will conform to the Approved Material List and Standard Details of the Board of Water Supply (BWS) Standards Division 400. See Table 107-1 for BWS contact information.

The latest Water System Standards and Approved Materials can be found here:

http://www.boardofwatersupply.com/about-us/water-system-standards

Submit to the CO and BWS for approval a materials not found in the approved Material List prior to installation.

In addition, confom to the following Subsections:

Ductile Iron Pipe 707.01

Construction Requirements

611.03 General. Delete the first paragraph and replace with the following:

A002 http://www.boardofwatersupply.com/about-us/water-system-standards

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Halona Street Bridge

All work will conform to the current standards of APWA, the AWWA, International Building Code, the BWS Standards, and the Uniform Plumbing Code. The BWS Standards consist of The Water System Standards, 2002 and Water System Exterior Corrosion Control Standard, 1991, for the BWS, City & County of Honolulu, and all subsequent amendments, (Paragraphs concerning Measurement and Payment are not applicable to this project).

In performing all work, exercise due care and caution necessary to avoid any damage to and impairment in the use of any existing utility lines. Immediately repair and restore any existing utility lines damaged by work activities as directed by the CO.

Delete the fifth paragraph and replace with the following:

The installation, testing, disinfection of water lines will be governed by the BWS Standards.

Chlorination and testing procedures are as follows:

(a) Chlorination and water sample collection procedure.

Step 1: Chlorinate main by filling with water and introducing chlorine in sufficient quantity to obtain a minimum chlorine concentration of 50 parts per million. Leave chlorinated water in main overnight.

Step 2: Flush main with fresh water until all chlorine has been flushed out as evidenced by the N, N-diethyl-p-phenylenediamine (DPD) test, then collect a water sample while continuing to flush the main.

Step 3: Repeat Steps 1 and 2. After collecting the second water sample, stop flushing and allow the water to stand in the main overnight.

Step 4: Thoroughly flush the main with fresh water until all water that had been standing in the main overnight has been flushed out. Stop flushing and let the water stand in the main for one hour. Collect a water sample.

(b) The main is deemed acceptable and certified when both of the following occurs:

(1) Two consecutive water samples, collected 24 hours apart under Steps 1 and 2, show no total and fecal coliform and less than 200 colony forming units (CFU) of total bacteria and

(2) The sample of water held in the main for one hour, collected under Step 4, also shows no total and fecal coliform and less than 200 CFU of total bacteria.

Chlorination, flushing, sampling and testing will be extended should unsatisfactory results be encountered. Any sample that shows positive coliform presence or total bacteria greater than 200 CFU is unsatisfactory.

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Steps 1 and 2 may be repeated before collecting the one-hour hold sample specified in Step 4. Repeating Steps 1 and 2 is recommended in the event samples show the presence of coliforms and/or increasing total bacterial results from one sample to the next.

Water samples that show the presence of atypical colonies, debris or results inconsistent with existing water are subject to reconfirmation. BWS reserves the right to request and test additional water samples in the interest of safeguarding public health and safety.

Install pipe hangers, supporting brackets, restraint systems and pipe rollers per the manufactures installation instructions. Spacing of supports will be verified by the specific manufacturer of the support system installed and as specifically described for this project’s application.

Notify the CO of anticipated service interruptions at least 14 days in advance of the anticipated service interruption. The CO will coordinate with the BWS to schedule the service interruption.

Do not interrupt service for more than 6 hours.

Coordinate the securing of existing water systems with the CO and the BWS prior to excavating behind or removing any existing thrust blocks, structural struts or reaction beams, or any fittings such as tees, plugs, caps, bends, offsets, and valves, or any other pipeline appurtenance. Repair damage due to inadequately securing the existing system at no expense to the Government.

Install electronic markers to all mains and test the electronic markers prior to installations to verify proper operation. The CO and BWS personnel will verify the number and location of placed electronic markers before final paving of the project.

Verify in the field the location of existing water mains and appurtenances prior to excavating.

611.04 Backfilling. Delete the subsection.

611.05 Acceptance. Delete the third paragraph and add the following:

Water lines will be evaluated under standards governed by the BWS and Subsections 106.02 and 106.03.

Measurement

611.06 Add the following:

Do not measure temporary relocation of the water lines.

Payment

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Halona Street Bridge

611.07 Add the following:

Temporary relocation of water lines is considered incidental to Item Number 61102-3250 8-Inch Waterline, Ductile Iron.

Section 617. — GUARDRAIL

Construction Requirements

617.03 General. Add the following:

Verify the staked guardrail post locations to ensure compliance with Subsection 107.02 prior to installing posts near utilities.

617.06 Terminal Sections. Add the following:

Use tangent terminal meeting Test Level TL-2.

Section 623. — GENERAL LABOR

Delete the text of this Section and substitute the following:

Description

623.01 This work consists of furnishing workers and hand tools for construction work, survey crews, and furnishing qualified personnel to perform technical work ordered by the CO and not otherwise provided for under the contract.

623.02 Workers and Equipment. Furnish competent workers and appropriate hand tools for the work.

Obtain approval of the length of a workday and workweek before beginning the work. Keep daily records of the number of hours worked. Submit the records along with certified copies of the payroll.

623.03 Surveying Services. Furnish personnel, equipment, and material that conform to the requirements of Subsection 152.01. Survey according to Section 152.

Survey and establish controls within the tolerances shown in Table 152-1, or within other tolerances as established by the CO.

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Prepare field notes in an approved format. Furnish calculations. All field notes, supporting documentation, and calculations become the property of the Government upon completion of the work.

623.04 Office Technical Services. Furnish qualified engineering personnel experienced in highway construction and design, capable of performing in a timely and accurate manner.

Provide personnel with a minimum of NICET Level II certification in highway design and construction, or State (SHA) or industry certification-related design and construction equivalent to their intended responsibilities. Personnel with 2 years or more of recent job experience in the type of highway design and construction provided for under the contract may be used in lieu of certifications. Provide the names and relevant experience of all personnel. Furnish supporting tools and equipment (e.g., calculator, computer, and software, and appropriate and commonly-used drafting tools for the assigned task).

All calculations, notes, and supporting documentation become the property of the government upon completion of the work.

623.05 Acceptance. General labor work will be evaluated under Subsection 106.02.

Additional surveying services will be evaluated under Section 152.

Hired technical services will be evaluated under Subsections 106.02 and 106.04

Measurement

623.06 Measure the Section 623 items listed in the bid schedule according to Subsection 109.02 and the following as applicable.

Round portions of an hour up to the nearest half hour. Measure time in excess of 40 hours per week at the same rate as the first 40 hours.

For surveying services, the minimum field survey crew is two persons. Measure surveying service by the crew hour. Do not measure time spent in making preparations, performing calculations, plotting cross-sections, processing computer or other data, and other efforts necessary to successfully accomplish the ordered survey services.

Do not measure time for worker’s transportation to and from the project site.

Measure office technical services by the hour, as ordered by the CO, for performing calculations, plotting cross-sections, and processing computer or other data.

Payment

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623.07 The accepted quantities will be paid at the contract price per unit of measurement for the Section 623 pay item listed in the bid schedule. Payment will be full compensation for the work prescribed in this section. See Subsection 109.05.

Section 625. — TURF ESTABLISHMENT

Construction Requirements

624.04 Preparing Seedbed. Add the following:

Apply herbicide approved by the State of Hawaii, Department of Agriculture.

Measurement

625.11 Delete the second sentence and substitute the following:

When measuring turf establishment and supplemental applications by the acre (hectare) or square yard (square meter), measure on the ground surface.

Do not measure herbicide for payment.

Payment

625.12. Add the following:

Payment of herbicide will be made under seeding.

Section 633. — PERMANENT TRAFFIC CONTROL

633.03 General. Add the following:

Permanent striping and signing plans and quantities are provided in the contract plans for guidance and bidding purposes only. Submit permanent signing and striping plans that are signed and sealed by a professional engineer licensed in the State of Hawaii to the CO for submission to the Department of Transportation Services, the Department of Planning and Permitting and HDOT for approval. Document existing traffic signs, posts and pavement markings within City and HDOT right-of-way prior to the commencement of construction.

Replace or repair all traffic sign, posts and pavement markings disturbed by construction activities.

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Notify the Department of Planning and Permitting at 768-8084, through the CO, one (1) week prior to any work to be done on signs, post and pavement markings within City right-of-way.

633.04 Sign Posts. Add the following:

Install “Stop” signs in City right-of-way as follows:

(a) Install “Stop” sign at curb tangent point.

(b) Install “Stop” sign on metal street light standard if a standard is located within 10 feet of curb return.

(c) Install “Stop” sign in front of utility pole if a pole is located within 10 feet of curb return.

633.05 Sign Panels. Add the following:

For all permanent sign panels uniformly apply an anti-graffiti film on the front face of the sign panel. Apply the film using methods recommended by the manufacturer. Use a clear and colorless protective film that is manufactured expressly for use as an anti-graffiti film. Apply the film during manufacture of the sign panel. Field installation of anti-graffiti film is not permitted.

Section 634. — PERMANENT PAVEMENT MARKINGS

634.03 General. Add the following to the fourth paragraph:

Place the centerline stripe along the existing striped centerline, as recorded under Subsection 152.05(n).

Add the following to the ninth paragraph:

Apply glass beads to parking lot markings at the direction of the CO.

Add the following after the tenth paragraph:

Notify the CO to coordinate with the Civil Engineering Branch, Department of Planning and Permitting, one (1) week in advance of commencing permanent pavement marking work at 808- 768-8084.

Submit material brochures for all signs and paint materials to the CO for the Civil Engineering Branch, Department of Planning and Permitting.

Paint temporary guidelines and outline of arrows, legends, and crosswalks with a 2 inch wide

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Halona Street Bridge brushed line on the day the roadway is opened to traffic. Obtain approval of the markings from the CO who will coordinate with the inspector from the Civil Engineering Branch, Department of Planning Permitting.

Notify CO who will contact the Civil Engineering Branch, Department of Planning and Permitting at 808-768-8084, three (3) days in advance of final inspection.

Meet with the CO and the inspector from the Civil Engineering Branch, Department of Planning and Permitting during the final inspection.

At least thirty (30) days before beginning pavement marking or sign installation, submit to the CO for approval who will contact the Department of Planning and Permitting (phone:

808-768-8084), a list of any signing and pavement marking material which he proposes to install. Prepare a completed list that includes the name of manufacturer, catalog number, and supplemental material brochures.

Submit a letter of certification for all traffic signing and pavement marking materials installed upon completion of the final inspection to the CO.

Install raised pavement markers and pavement markings in accordance with the Department of Planning And Permitting standards.

Use thermoplastic material, approved by the Department of Planning and Permitting, for all crosswalks, stop bars, pavement arrows, center lines, lane lines, arc lines, channelized traffic islands, and legends.

Section 635. — TEMPORARY TRAFFIC CONTROL

Description

635.01 Delete the second paragraph and substitute the following:

Arrow board, portable changeable message sign, barricade, and warning light types are designated in the MUTCD.

Material

635.02 Delete the Subsection and substitute the following:

Conform to the MUTCD and the following Sections and Subsections:

Concrete barrier (temporary) 618 Delineator and object marker retroreflectors 718.08

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Guardrail (temporary) 617 Retroreflective sheeting 718.01 Sign panels 718.03 Sign posts 718.04 Sign hardware 718.06 Temporary plastic fence 710.11 Temporary pavement markings 718.16

Construction Requirements

635.04 General. Add the following after the first sentence:

Refer to the contract plans for estimated traffic control quantities.

Add the following:

(j) Install a high level warning device (flag tree) on approach to all work areas.

(k) Post “No Parking” signs within any work area and for the buffer and taper areas approaching the work area.

635.07 Construction Signs. Delete the first paragraph and substitute the following:

Use Type III, IV, VIII, IX, or XI prismatic retroreflective sheeting. Use fluorescent sheeting for orange signs. For roll-up signs, use fluorescent Type VI retroreflective sheeting.

Add the following:

Provide the same type of sheeting on all post-mounted construction signs that pertain to the project.

Use crashworthy posts within the traversable area adjacent to traffic.

635.09 Flaggers. Add the following:

Perform the work described under MUTCD Part 6. Use fluorescent retroreflective sheeting on the “SLOW” side of the flagger paddle.

Position flaggers in sight of each other or in direct communication at all times.

635.13 Temporary Pavement Markings and Delineation. Add the following:

(d) Delineation for Unmarked Pavements with Vehicle Positioning Guides. For unmarked pavements, install signing and vehicle positioning guides as indicated in the plans.

Use vehicle positioning guides that meet the requirements of Subsection 718.16(b), pavement markers.

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Remove all vehicle positioning guides before placing additional pavement layers. Remove all vehicle positioning guides from the surface course before placing permanent pavement markings.

635.13 Temporary Pavement Markings and Delineation. Add the following to the last paragraph:

If permanent pavement markings are not placed within 14 days, provide, at no cost to the contract, additional temporary delineation equivalent to the permanent pavement marking pattern required by the contract.

Measurement

635.24 Delete the text and substitute the following:

Measure the Section 635 pay items listed in the bid schedule according to the Subsection 109.02 and the following as applicable when ordered by the CO and installed

Measure all temporary traffic control items necessary to perform the work under the lump sum item listed in the bid schedule.

Section 636. — TRAFFIC SIGNAL, TRAFFIC COUNTER, LIGHTING, AND ELECTRICAL SYSTEMS

Delete the Section and substitute the following:

Description

636.01 This work consists of relocating, furnishing, and installing communication conduits, pull boxes, and lighting systems according to the plans.

Material

636.02 Conform to the following Subsections.

Minor Concrete 601 Reinforcing steel 709.01 Concrete pull box 721.01(b) Conduits 721.01(a) Poles 721.02(a) Pole arms 721.02(b) Luminaires 721.02(f) Wire and cable 721.01(c)

STATE PROJECT

SHEET

NO.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

HI

HI STP H1(1)

A M c p w w o r k d i r d e n c s n y d e r d H

A B O

R M a s t e r d w g

U.S. CUSTOMARY

NO SCALE

TYPICAL SECTIONS

12'-6" 12'-14'

Traveled way

Traveled way Landscape

19'

E x i s t i n g

R W

E x i s t i n g

R W

Existing Right of Way Width

60'

Exist. Chain

Link Fence

EXISTING TYPICAL SECTION

9+71.84 TO 14+29.31

Existing asphalt concrete pavement depth vaies from 4" to 7"

Approx. 12" existing base material

Varies

Existing ground

A6

H1

Exist.

bridge rail or guardrail

5'-8"±

Varies

Exist. curb and gutter, landscape strip and sidewalk, or intersection

Varies

E x i s t i n g

R W

E x i s t i n g

R W

Proposed chain link fence, 72-inch height, see C1 for location

Exist.

guardrail

12'-6"± 12'±

Traveled way Traveled way

Existing Right of Way width

60'

2'-6"

Varies

(5'-6" to 6'-10")

TYPICAL SECTION

9+71.84 TO 10+48.23

Exist. landscape buffer varies

Proposed guardrail

2'

Existing ground

H1

Varies

Varies

(0' to 5'-10")

E x i s t i n g

R W

E x i s t i n g

R W

Exist.

guardrail

(12'-0" to 12'-6")

Traveled way Traveled way

Existing Right of Way width

60'

Varies

(2'-6" to

4'-0")

4'-4"

Profile grade

(top of pavement)

TYPICAL SECTION

10+48.23 TO 11+03.65

Exist. landscape buffer varies

Proposed guardrail

2'

H1

Varies

Varies (0" to 10")

Tack coat

Existing 7" asphalt concrete pavement

Approx. 12" existing base material

7" Thick asphalt concrete pavement, type 1

(Placed in three lifts, 1.5" to 3" max.

Tack coat between lifts

12" Roadway aggregrate, Method 2

2.0%

Prime coat, Method 1 (applied prior to first asphalt lift)

Prime coat, Method 1

(applied prior to first asphalt lift)

2'

2.0%

2.0%

Topsoil and seeding limits

Construction limits, see C1 for location

Construction limits

Cut condition

(1V:2H max)

Existing ground

Cut condition

(1V:2H max)

Sawcut pavement

(tack coat)

7" Asphalt concrete pavement (Placed in three lifts, 1.5" min. to 3" max.

Tack coat between lifts)

12"

Sawcut pavement

(tack coat)

Varies

Varies

Exist. curb and gutter, landscape strip and Sidewalk, or intersection

Concrete curb, See S32

Varies

Topsoil and seeding limits

Proposed chain link fence, 72-inch height

2'

12" Roadway aggregrate, Method 2

Clearing and grubbing limits

Clearing and grubbing limits

Construction limits, see C1 for location

4" Concrete sidewalk

12"

Sawcut pavement

(tack coat)

Topsoil and seeding limits

Concrete curb and gutter, 13-inch depth, See Special

609-A for details.

6" Roadway aggregate, Method 2

4" Asphalt concrete pavement, type 1

(Placed in two-2" lifts, Tack coat between lifts)

Varies

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NO.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

HI

HI STP H1(1)

P M c p w w o r k d i r d e n c s n y d e r d H

A B O

R M a s t e r d w g

U.S. CUSTOMARY

NO SCALE

TYPICAL SECTIONS

7" Asphalt concrete pavement, type 1 (Placed in three lifts,1.5" min. to 3" max. Tack coat between lifts)

E x i s t i n g

R W

E x i s t i n g

R W

Varies

(12' to 12'-3")

Varies

Traveled way Traveled way

Existing Right of Way Width

60'

2.0%

Profile grade

(top of pavement)

TYPICAL SECTION

12+54.57 TO 13+10.62

Exist.

landscape buffer varies

Varies

(4' to

2'-6")

Shoulder

Prime coat, Method 1 (applied prior to first asphalt lift)

Existing ground

A7

H1

Varies

4" Concrete sidewalk

Varies (0" to 10")

2%

2%

4' 12' 7'2' 1'-2"1'-2"

39'-4"

Concrete bridge railing, (typ each side)

12'

Traveled way Traveled way

SidewalkShldr.

10"

Profile grade

(top of pavement)

HCL

BRIDGE TYPICAL SECTION

11+13.65 TO 12+44.57

Clearing, grubbing, topsoil, and seeding limits

2.0%

Proposed chain link fence, 72-inch height, see C1 for location

Varies

(1' -6' to 4'-2")

Construction limits

Construction limits

Concrete curb, 18-inch depth

(non-mountable), See Special

609-A for details

(2) - 4" conduits

2" Conduit (for lighting)

8" Water line

3" PVC for 2" gas line

Cut/Fill condition

(1V:2H max)

Varies

Conc. curb and gutter, and sidewalk, or intersection, See plan for location

6" Roadway aggregate, Method 2

E x i s t i n g

R W

12'-3" 12'±

Traveled way Traveled way

Existing Right of Way Width

60'

Varies

TYPICAL SECTION

13+10.62 TO 14+00.00

Exist.

landscape buffer varies

Prime coat, Method 1

(applied prior to first asphalt lift)

Existing ground

Exist.

guardrail

H1

Varies

Varies

(4'-2" to

4'-6")

E x i s t i n g

R W

Existing 4" asphalt concrete pavement

Approx. 12" existing base material

Exist. curb, gutter and sidewalk or intersection

2.0%

Fill condition

(1V:2H max)

Sawcut pavement

(tack coat)

7" Asphalt concrete pavement, type 1 (Placed in three lifts, 1.5" min. to 3" max. Tack coat between lifts)

Construction limits

2'

Exist. guardrail

Edge of temp. ped.

path

Varies

2'

Concrete curb and gutter, 13-inch depth, See Special

609-A for details. See C1 for location

12" Roadway aggregrate, Method 2

12" Roadway aggregrate, Method 2

Clearing, grubbing, topsoil, and seeding limits

Concrete curb, 18-inch depth

(non-mountable), See Special

609-A for details

Proposed chain link fence, 72-inch height, see C1 for location

Edge of temp.

ped. path

NOTE:

1. Approach slabs are located at both ends of bridge, Sta. 11+03.65 to 11+13.65 and

12+44.57 to 12+54.57. See Sht. S24.

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NO.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

HI

HI STP H1(1)

A M c p w w o r k d i r d e n c s n y d e r d H

A B O

R M a s t e r d w g

U.S. CUSTOMARY

NO SCALE

TYPICAL SECTIONS

A8

E x i s t i n g

R W

12'-3" 12'±

Traveled way Traveled way

Existing Right of Way Width

60'

Varies

TYPICAL SECTION

14+04.50 TO 14+29.31

Exist. landscape buffer varies

Existing ground

Exist.

guardrail

H1

Varies

Varies

E x i s t i n g

R W

Existing 4" asphalt concrete pavement

Approx. 12" existing base material

Proposed chain link fence, 72-inch height, see C1 for location

2'

Min.

15'-6"

6"

4'

Pedestrian

Path

2' 2'

Temporary barrier

5'

Soil erosion control, compost sock

Proposed

Halona St.

Bridge

Exist.

H1 Bridge

TYPICAL SECTION

TEMPORARY PEDESTRIAN

DETOUR/UTILITY BYPASS

10+87.95 TO 12+39.88

2" Asphalt concrete pavement, type 1

(Placed in a single lift)

2.0%

4' Pedestrian

Path

TYPICAL SECTION

TEMPORARY PEDESTRIAN DETOUR

9+94.50 TO 10+87.95,

12+39.88 TO 14+18.76

Exist. Halona St.

bridge

Proposed bridge

*NOTE:

The existing Halona bridge will be partially demolished during this phase. See S6 and S7 for phasing.

Construction limits

Exist. conc. curb

4" Concrete sidewalk

12"

Sawcut pavement

(tack coat)

Topsoil and seeding limits

Temporary barrier

Concrete curb and gutter, 13-inch depth, See Special

609-A for details. See C1 for location

6" Roadway aggregate, Method 2

4" Asphalt concrete pavement, type 1

(Placed in two-2" lifts, Tack coat between lifts)

Prime coat, Method 1 (applied prior to first asphalt lift)

4" Roadway aggregate, Method 2

Clearing and grubbing limits

Varies

9+87.39 TO 10+08.40

14+04.50 TO 14+29.31

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CENTRAL FEDERAL LANDS HIGHWAY DIVISION

12300 WEST DAKOTA AVENUE, SUITE 360

LAKEWOOD, COLORADO 80228

ATTENTION: JEREMIAH ROGERS

1:

Remove pages E-49 to E-66 and replace with the attached pages E-49 to E-66. (E-49, Section 551.05- states that Swing Leads are permited. E-51, Section 551.18 -adds pre-boring measurements. E-56, Section 601.03 removes the requirement for air entrained concrete).

Plans Remove sheets A6 to A8 and replace with the attached sheets A6 to A8. (Removes reqirement for prime coat).

*FAILURE TO ACKNOWLEDGE THIS AMENDMENT IN BLOCK 19 OF THE SF 1442 BY THE DESIGNATED DATE AND HOUR SPECIFIED IN THE SOLICITATION MAY RESULT IN REJECTION OF YOUR BID (REFER TO ITEM 11.)