20180207 - february's specifications committee meeting...february specifications committee...

February Specifications Committee Meeting Agenda

Meeting Date Wednesday, February 7, 2018 @ 9:00amBuilding 5, Room 855

204.5-Basis of Payment Changes mobilization from "completion of all work" to "substantially complete"•614.5-Corrosion Protection Changes price reduction penalty for piles grouted with grout strength less than

1600 psi compressive strength

•

636.9-Traffic Control Devices, 636.14.1-Materials, & 636.14.2-Installation Adds MASH requirements

for temporary work zone devices & temporary barriers

•

Section 720-Smoothness Testing New section in spec book. Ride quality testing requirements•

401.10.6-Safety Edge & 401.12-Method of Measurement○



Safety Edge•

Approved Permanent Specification changes from last Committee meeting (12/6/17)

SP607-Guardrail and High Tension Cable Barrier System○

SP609-Concrete Mow Strip○

High Tension Cable Barrier System•

SP619-Waterproofing•SP105-Dates of Governing Specifications and Standard Details•

Approved Project Specific Special Provisions (SP) from last Committee meeting (12/6/17)

None•Items removed from Committee Agenda

Old Business - Provisions discussed at last Committee meeting

SECTION TITLE DESCRIPTION

679 679.5.1-Straightedge Test

4th time to Committee; discussed in August, October, & DecemberProposed specifications change to Section 679-Overlaying of Portland Cement Concrete Bridge Decks; with a revision to the 679.5.1 subsection and adds refence Section 720.

Provision has been updated. A redline copy, showing the changes/updates to the proposed specifications is included.

Approval expected in February

108 SP108 - Interim Completion Date

3rd time to Committee; discussed in October & DecemberProject Specific Special Provision (SP) for an Interim Completion Date on resurfacing projects. The SP would facilitate the installation of non-resurfacing items (such as: RPM, guardrail, pavement markings) when added to a project.

No updated to the provision.

20180207 - February's Specifications Committee Meeting

2-7-18 Agenda


201 SP201 -Canopy/Roadside Clearing on Existing Roadway

3rd time to Committee; discussed in October & DecemberProject Specific Special Provision for clearing tree limbs from overhead canopy of existing roadway and/or the removal of overgrown/dead tree and brush from the roadside.

A redline copy, showing the proposed changes/updates to the provision (from what was presented at last meeting) is included.

715 SP715 - Spread Spectrum

3rd time to Committee; discussed in October & DecemberProject Specific Special Provision for spread spectrum.

No update to the provision.


102 102.16-Pre-construction Data

2nd time to Committee; discussed in December.Proposed specification change to 102.16 subsection. The intent of the change is to reduce the proposal size by listing supporting project documents (geotechnical report, environmental documentation, etc.) as an exhibit on bidx.

The provision is a redline copy, showing the proposed changes to the specification.

401 401.2-Materials

401.10.3-Spreading and Finishing

2nd time to Committee; discussed in December.Proposed specification change to Section 401; with update to the 401.2 & 401.10.3. Updates binder so that they are in line with 705.5 revision (that was approved at the October meeting).

No update to the provision. The provision is a redline copy, showing the proposed changes to the specification.


410 410.2-Materials

410.10.1-Spreading and Finishing

2nd time to Committee; discussed in December.Proposed specification change Section 410; with update to the 410.2 & 401.10.1. Updates binder so that they are in line with 705.5 revision (that was approved at the October meeting).



709 709.4-Weld Wire Reinforcement for Concrete

2nd time to Committee; discussed in December.Proposed specification change to 709.4 subsection. The update adds reference to MP 709.04.40



2-7-18 Agenda


New Business - New Provisions for Spec Committee

SECTION TITLE DESCRIPTION

607 SP607 - High Tension Cable Guardrail

This is an update to previously approved SP's. 1st time to Committee.

Project Specific Special Provision for High Tension Cable Guardrail; the revision adds 'material only' requirements.

A redline copy, showing the proposed changes/updates to the provision is included.

604 SP604 - Pipe Lining This is an update to previously approved SP's. 1st time to Committee.

Project Specific Special Provision for Pipe Lining, with an update on installation & adding appendix for equivalent pipe sizes.

A redline copy, showing the proposed changes/updates to the provision is included.

604 Section 604 - Pipe Culverts

1st time to Committee.Proposed specification change is a complete section re-write. It updates the materials and items, so they are in line with DD-503.


606 Section 606 -Underdrains

1st time to Committee.Proposed specification change is a complete section re-write. It updates the materials and items.


616 SP616 - Dynamic Load Test

1st time to Committee.Project Specific Special Provision for dynamic load test. The test would help avoid weld cracking or damaging piling.

709 709.24-High Strength Bolts

1st time to Committee. Proposed specification change to 709.24 subsection. The update adds ASTM F3125 requirements.


710 710.5-Wood Post 1st time to Committee. Proposed specification change to Section 710; with update to 710.5 subsection. The revision removes round guardrail post as they are not MASH approved.


2-7-18 Agenda

specification.

CommentsComments are requested on these Specification Changes and Project Specific Special Provisions.

Please Send Comments to: [email protected] share your comments by February 5, 2018, they help in the decision making process.

Deadline for new items & updates to these provisions is March 10, 2017If you are the 'champion' of any specification changes and/or project specific special provisions currently in the Specification Committee, it is your responsibility to edit/update/modify them in a timely manner per comments and discussion in Spec Committee. Failure to submit updates may result in removal of item and/or delays.

Next MeetingWednesday, February 7, 2017 at 9am (tentative)Building 5, Room 855: (If Available. If not available a change in venue will be attached on the door)

2017 Standard Specifications Roads and Bridges & 2018 Supplemental SpecificationsElectronic Copy (pdf): The 2017 Standard Specifications Roads and Bridges & 2018 Supplemental Specifications can be viewed, printed, or downloaded from the Specifications Website. A link to the Specifications pages is here: http://www.transportation.wv.gov/highways/contractadmin/specifications/Pages/default.aspx

Print Version: Hard copies of the 2017 Standard Specifications Roads and Bridges & 2018 Supplemental Specificationsare available thru Contract Administration. An order form for the book is on Specifications Website. A link to the pages is here: http://www.transportation.wv.gov/highways/contractadmin/specifications/Pages/default.aspx

2018 Specifications Committee The Specification Committee typically meet every other month; on the first Wednesday. 2018 meetings will be held in February, April, June, August, October, and December.Calendar subject to change, updates will be given, as needed.

Specifications Committee WebsiteA copy of the meeting agenda can be found on the Specifications Committee Websitehttp://www.transportation.wv.gov/highways/contractadmin/specifications/SpecComit/Pages/default.aspx

Material ProceduresMaterial Procedures (MPs) referenced in provisions are available upon request.

For questions regarding the Standard Specifications Roads and Bridges, Supplemental Specifications, Project Specific

Special Provisions, or the Specifications Committee please e-mail [email protected]

2-7-18 Agenda

mailto:[email protected]

http://www.transportation.wv.gov/highways/contractadmin/specifications/Pages/default.aspx

http://www.transportation.wv.gov/highways/contractadmin/specifications/Pages/default.aspx

http://www.transportation.wv.gov/highways/contractadmin/specifications/SpecComit/Pages/default.aspx


File Format Structure and Progression of items thru Specifications CommitteeThe purpose of the below protocol is to provide guidance on the file structure of Proposed Specification & Project Specific Special Provision as they progress thru Specification Committee. This procedure would facilitate a means of tracking changes from meeting to meeting; as the agendas & provisions are posted publicly online on the Spec Committee website.

TYPES OF PROVISIONS:

Unless inserted into a project proposal, these changes typically go into effect in January (of subsequent year) with the Supplemental Specifications.

○

Specification Changes – These are permanent changes to the WVDOT Standard Specifications.1.

Project Specific Special Provisions (SP) – Are applied to specifically designated projects.2.

Updates to previously approved SP – Changes/edits/updated to SP that have been approved by spec committee.

3.

There are three standard types of provisions typically discussed in committee:

NEW BUSINESS ITEMS:

Specification Changes – Shown as red-line copy (see note)1.

Project Specific Special Provisions (SP) – Will be shown in all black.2.

Updates to approved SP – Shown as red-line copy3.

New items to should be setup & submitted in the following format:

Brief overview of item•

Background info and/or reason for change•

Each items should also include a description with:

NOTE: Red-line copy is a form of editing in which indicate removal or addition of text. You can redline a Microsoft Word document by using the built in “Track Changes” feature or you can manually redline document with font color changes & strike-through.

OLD BUSINESS ITEMS:

Redline copy from prior meeting would not be shown•

Redline copy of new changes/updates (from previous meeting)•

Updated provisions that were discussed at the last committee meeting should be setup in the following format:

PROGRESSION OF ITEMS THRU COMMITTEE AND APPROVAL:

Few comments/discussion/minor changes … will recommend approval of item at next meeting•

A lot of comments/discussion … will not recommend approval at next meeting; item will be updated and reviewed again at next meeting.

•

SP’s in committee may be used in advertised project. Hope to work to address comments & finish approving at subsequent meeting.

•

Depending on how important the project and/or comments/discussion of item at previous meeting, than several things can happen in no particular order

2-7-18 Agenda

October 4, 2017 December 6, 2017

WEST VIRGINIA DEPARTMENT OF TRANSPORTATION

DIVISION OF HIGHWAYS

SUPPLEMENTAL SPECIFICATION

FOR

SECTION 679

OVERLAYING OF PORTLAND CEMENT

679.5-FINAL BRIDGE DECK FINISH:

679.5.1-Straightedge Test:

DELETE THE SUBSECTION AND REPLACE THE FOLLOWING:

679.5.1-Straightedge Test: After defective or damaged concrete has been repaired and

cured in accordance with 679.4.9 and before opening to traffic, the bridge deck shall be

grooved as set forth in 679.5.2. Prior to grooving, the entire deck shall be checked by the

Contractor in the presence of the Engineer with an approved 10 foot rolling straightedge or

approved inertial profiler and inertial profile operator as outlined in section 601.11.4 720.2.

DRAFT

October 10, 2017

Page 1 of 1



SPECIAL PROVISION

FOR

STATE PROJECT NUMBER:

FEDERAL PROJECT NUMBER:

SECTION 108

PROSECUTION AND PROGRESS

108.7-COMPLETION DATES:

108.7.2–Interim Completion Date:

ADD THE FOLLOWING TO THE SUBSECTION:

108.7.2.1–Paving Completion: The Contractor shall complete work on all Division

300 and Division 400 pay items in order to meet the interim completion date.

DRAFT

November 11, 2017 January 19, 2018

Page 1 of 4



SPECIAL PROVISION

FOR



FOR

SECTION 201

CLEARING AND GRUBBING

201.1-DESCRIPTION:

ADD THE FOLLOWING SUBSECTION:

201.1.1-Canopy/Roadside Clearing on Existing Roadway: The purpose of this special

provision is to provide a means of clearing tree limbs from the overhead canopy of the roadway

and/or the removal of overgrown/dead tree and brush from the roadside.

The work requires environmental clearance prior to starting tree trimming work on the

project. See attached Appendix 201A.

201.5-SELECTIVE CLEARING AND THINNING:

ADD THE FOLLOWING SUBSECTIONS:

201.5.1-Canopy Tree Clearing: To improve the head clearances on the route, the

branches or designated trees within the area, shall be removed to a minimum height of 20 feet

(6 meters) above the entire roadway, unless otherwise specified on the Plans.

Complete clearing will be required, when specified in the Plans, to remove shade hazards

or improve appearance of the route.

“Canopy Tree Clearing” areas must be noted on the Plans.

201.5.2-Roadside Clearing: This work includes clearing trees and brush encroaching on

the existing shoulder and/or ditches of the roadway to To restore safe sight distance, clear

DRAFT


Page 2 of 4

obscuring road signs or and remove roadside hazards., this work includes, but not limited to,

the following:

“Roadside Clearing” areas must be noted on the Plans.

i. Clearing all trees and brush from areas as noted in the Plans.

ii. Clearing trees and brush encroaching on the existing shoulders and/or ditches

of the roadway.

iii. All dead or diseased trees or shrubs shall be removed from the existing right of

way. This includes uprooted stumps and all branches, tops, trunks, and dead

wood resulting from woodcutting operations or from other causes.

iv. Undesirable trees leaning or falling over the highway right of way from outside

shall be cut at the property line.

v. Clear all vegetation blocking footpaths, obscuring road signs, under street

lights, and obscuring a view of the road ahead.

201.7-DISPOSAL:

ADD THE FOLLOWING:

Unless otherwise specified on the Plans, all material removed shall become the property of

the Contractor and shall be legally disposed of. Chips resulting from roadside tree/brush care may

be broadcast on right-of-way, except for ditches, waterways, turf, and surfaced areas, and are not

to exceed 6 inches in depth on the right of way.

201.8–METHOD OF MEASUREMENT:

ADD THE FOLLOWING:

The quantity of “Canopy Tree Clearing” and “Roadside Tree/Shrub Clearing” will be

measured by the linear foot (meters), or portions thereof measured, along the centerline of the road

and include works on both sides of the road.

Any additional work beyond the scope of the original Plans, authorized by the Engineer,

will be measured in linear feet (meter) and paid at the unit bid price for the item.

201.9–BASIS OF PAYMENT:

ADD THE FOLLOWING:

“Canopy and Roadside Tree Clearing” shall include the complete execution of the work

including all labor, materials, tools, equipment, disposal, and incidentals necessary to complete the

work.

201.10-PAY ITEM:

ADD THE FOLLOWING ITEM TO THE TABLE:

DRAFT


Page 3 of 4

ITEM DESCRIPTION UNIT 201002-001 Canopy Tree Clearing Linear Foot (Meter) 201002-002 Roadside Tree/Shrub Clearing Linear Foot (Meter)

DRAFT


Page 4 of 4

APPENDIX 201A – ENVIRONMENTAL CLEARANCE

Note: The review and approval process for the tree trimming/clearing takes several months to complete.

As such, the originating Division should submit a completed form for the project at least 3 months prior

to its PS&E submission. Documents approval is required before PS&E submission.

Instructions:

Complete this form, indicating the tree trimming/clearing work to be done on the project.

Submit completed form by e-mail to [email protected], or mail to:

Engineering Division, Environmental Section, 1334 Smith Street, Charleston WV 25305

REPLY

Approved: ______________ Disapproved: ______________ Date: _______

Project Details - TBD

DRAFT


October 4, 2017

Page 1 of 5



SPECIAL PROVISION

FOR



FOR

SECTION 715

MISCELLANEOUS MATERIALS

715.42-TRAFFIC SIGNAL, MATERIALS AND EQUIPMENT:

ADD THE FOLLOWING.

715.42.3-Spread-Spectrum Radio Equipment: This work shall consist of furnishing and

installing spread-spectrum radio equipment in accordance with this special provision and as

directed by the Engineer. Spread-spectrum radio equipment shall be used for bi-direction data

communications between the designated master and local intersection controllers. The

prescribed Closed Loop System must be able to integrate both spread-spectrum interconnect

as well as twisted pair communication cable interconnect to conform to the Signal Spread-

Spectrum Provisions relating to system software functions.

715.42.3.1-Materials:

A. Electrical Items shall conform to the requirements of Section 660.

B. Galvanizing shall conform to the requirements of Section 660 and Subsection

715.42.

C. Steel for fabrication items shall conform to the requirements of Section 660 and

Subsection 715.42.

715.42.3.2-Equipment:

A. Transceivers: Transceivers shall interface with the designated master and local

intersection controllers providing under this contract and shall conform to the

following:

1. FCC part 15.247

2. Frequency range 902-928 MHz

3. Frequency hopping type modulation

DRAFT

October 4, 2017

Page 2 of 5

4. 250 milliwatt to 1000 milliwatt output power, adjustable

5. 7 channels minimum (50 frequencies minimum)

6. LED status indicators for transmission

7. Standard RS232C data interface with a DB25 connector on the transceiver

8. Data rate a minimum of 4800 bps

9. Antenna connector on transceiver shall be type “N”

10. Transceivers shall operate from 120 VAC or shall include a power supply for

conversion of 120 VAC to the transceivers’s voltage

11. Maximum bit error rate of 1 x 10-6 at -105 dBm

12. Transceivers shall be designed to prevent EMI and RFI interference

13. Transceivers shall be manufacturer’s proven model designed for spread-

spectrum communications

14. Transmitter frequency stability shall be 0.00015% from -30C degrees to +60C.

15. Transceivers shall operate within a temperature range of -30C degrees to +60C

degrees and 95% relative humidity at 40 degrees centigrade

B. Master/Repeater Antennas: Master/repeater antenna shall conform to Parts 15.247

and 15.249 of the FCC Telecommunications Manual for field strength of emissions,

and be the manufacturer’s proven model and conform to the following:

1. Fiberglass, omni-directional type

2. 9dbd gain, omni-directional pattern

3. Frequency Range 902-928 MHz

4. Mountable for vertical polarization

5. “N” type female connector

6. Minimum wind rating of 150 MPH

7. Direct DC grounding system

8. Stainless steel mounting hardware

Transmitting antennas with directional gain greater than 6 dbi shall have the power

reduced by the amount in db that the directional gain of the antenna exceeds 6 dbi.

C. Remote Antennas: Remote antennas shall be the manufacturer’s proven model and

conform to the following requirements.

1. Yagi type with a minimum of 7 elements, including driven element

2. 9 dbd gain

3. Frequency range 902-928 MHz

4. Mountable for horizontal and vertical polarization

5. “N” type female connector

6. Stainless steal mounting hardware

D. Antenna Cables: Antenna cables having a length of 60 feet or less shall be 0.6”

foam “hard line”. Feed line loss of the antenna cables shall be no more than 3 db.

E. Lightning Protection: Lightning protection: Lightning protection for connection

within the coax cable run shall conform to the following:

1. Frequency Range, D.C. GHZ

DRAFT

October 4, 2017

Page 3 of 5

2. VSWR 1.5:1 Maximum

3. Power Capacity of 200 watts @ 900 MHz

4. Insertion loss of less than 0.3 db @ 900 MHz

5. D.C. Breakdown Voltages 350 VDC

6. Maximum Impuse Current at 8 x 10 microseconds, 5000 amps

7. Impulse Life at 10 x 1000 microseconds 500 amps, 500 occurrences minimum

8. Insulation resistance at 100 VDC, 100 mega ohms

9. Connectors “N” type female

F. Software: Software (two copies) shall be provided to Traffic Engineering Division.

Software shall be menu driven and furnished with operating instructions. The

Contractor shall furnish a standard RS232C cable with DB25 connector for

connection to the computer and transceivers. Operation of the software on existing

T.E.D. laptop computers shall be demonstrated by Contractor at no expense to the

T.E.D. Software shall control the following programming and diagnostic

parameters:

1. Radio system address

2. Radio loop-back mode

3. Mode – master remote

4. Channel

5. Hop pattern

6. Data interface rate

7. Radio model number, serial number and date of manufacture

8. Owners name

9. Polling check

10. Sync check

715.42.3.3-Procedures:

A. Transceivers: The Contractor shall install spread-spectrum radio transceivers,

connecting cables and other incidentals needed in existing traffic control cabinets

where the proposed controllers will be installed.

Remote radio transceivers shall be installed in all cabinets. Tests shall be performed

by the Contractor to determine the required master and repeater radio transceiver

locations and signal strengths and the results shall be submitted to the Traffic

Engineering Department for approval prior to the installation of the master and

repeater radio transceivers. This project is designed for the number of repeaters as

indicated in the bid item. If additional repeaters are required, the Contractor shall

provide and install those additional units. Payment for those additional units will be

on an each basis at the cost bid by the Contractor for Spread Spectrum radio

transceivers and by the Traffic Engineering Division’s permission. Repeater

transceivers shall be programmed to prevent interference with master and remote

transceivers utilizing separate channels within each sub-system. Repeater locations

shall include modem splitter as recommended by the radio manufacturer for the

connection of remote transceiver to repeater transceiver and the local controller

RS232C port. The Contractor shall utilize the existing duplex receptacle (120 VAC,

DRAFT

October 4, 2017

Page 4 of 5

20A) in each cabinet as needed from AC power to the spread-spectrum transceivers.

This receptacle shall be a duplex receptacle to be protected by the cabinet’s main

power lightning arrestor.

B. Antennas: The Contractor shall install antennas, antenna masts, antenna cables and

connectors at each master, repeater and remote radio transceiver location. The

Contractor shall review all sites prior to installation and check clearance of all

antennas to be installed with overhead power lines. Any location where the antenna

will be closer than 3 feet to the primary power line neutrals, the Contractor shall

advise the Engineer. At not time shall an antenna be installed that would cause any

conflict with distance regulations by the local power company. Antenna masts shall

be mounted on existing steel signal poles closet to the traffic signal controller

cabinets. (See plan sheets for locations and height requirements). Masts shall be

one inch diameter minimum galvanized or stainless steel conduit and shall be

attached to the signal poles by brackets as specified by typicals within the plans and

proposals. Brackets shall be designed such that the antenna mast is horizontally

positioned away from the pole to prevent interference with the pole cap and any

other attachments to the pole. Brackets and associated hardware shall be galvanized

steel or stainless steel. Location and length (if not stipulated within the plans and

proposals) of the masts shall be determined prior to installation and submitted to

the Traffic Engineering Division for approval. Omni-directional antennas shall be

installed at the master and repeated radio transceiver locations and directional

antennas point directly towards each respective master/repeater location. The

Contractor shall connect all antenna connects and seal all exposed antenna

connections with an approved antenna connection waterproof sealant. Antenna

cables shall be continuous from the antenna to the master, repeater and remote radio

transceivers at each site with no connection other than the connection at the antenna

and the lightning protection. Antenna lead-in cable shall be adapted from the “hard

line” to ta suitable size coax cable to the transceivers at each location and shall be

“pulled” into the cabinet before any field wire. The length of the adapter cable shall

not exceed a maximum of three (3) feet and shall be designed for minimal loss.

Antenna cables shall be routed to prevent any kinks. Any cable damaged during

installation shall be replaced prior to final acceptance of the project. Antenna

cables shall be routed from the existing poles to the existing controller cabinets

through existing conduits. When “hard line” cable lengths are longer than 60 feet,

the Contractor shall advise the Engineer of such and provide the radio transceiver

manufacturer’s recommendation for antenna cable for approval prior to installation.

Antenna connector shall be installed in accordance with the manufacturer’s

instructions for the particular type of connector used. The Contractor shall be

responsible for any special tools required for mounting the connectors to assure

maximum mechanical and electrical reliability. The Contractor shall be responsible

for drilling any hole in the existing traffic signal pole for routing cables from the

antenna into the pole. Holes in the mast arms pole shall be drilled approximately 2

inches from the top of the pole to the top of the hole on the side opposite the mast

arm (unless given by plan typical). If slots for the antenna cable do not exist in the

train poles, holes shall be drilled the same as required for mast arms poles except

DRAFT

October 4, 2017

Page 5 of 5

the first hole shall be drilled on the side opposite the span wire. Holes shall be

fitted with a protective neoprene grommet and shall be no larger than required to

provide a snug fit for the antenna cable. The Contractor shall install silicone sealant

between the grommet and the antenna cable to provide a weatherproof seal. A

lightning protection device shall be installed within the coax cable runs in existing

traffic signal controller cabinets at each master, remote and repeater radio

transceiver location. Location of lightning protection shall be determined during

installation b the Contractor and submitted to the Engineer for approval. Lightning

protection shall not interfere with existing cabinet wiring or traffic control

equipment. Lightning protection shall be electrically bonded by a #6 copper remote

and repeater transceivers are located a ground road shall be utilized to provide

grounding for that location. Ground rods shall not have a resistance to ground of

more than 25 ohms. Ground wire shall be routed to the ground rod through the

existing conduit used for grounding purposed. At locations where both remote and

repeater radio transceivers will be installed in a cabinet, one ground rod may be

installed in lieu of two. All connections shall be electrically and mechanically

sound.

C. Equipment Testing: A VSWR test shall be conducted at each radio transceiver

location with a fully configured antenna system. The VSWR shall not exceed 1.5:1

at 900 MHz. The Contractor shall verify all spread-spectrum radio transceiver tests

and signal measurements by a FCC licensed communications or equivalent certified

technician. Documentation of the technician’s license and measurements shall be

submitted to the Engineer prior to final acceptance of the spread-spectrum radio

equipment. During testing of the closed loop system as required in the Special

Provision for Closed Loop Equipment, spread-spectrum radio equipment shall have

no more than five (5) errors logged during a 72 hour time period and shall maintain

communications with all intersections.

715.42.3.4-Measurement and Payment: Spread-Spectrum Radio Transceivers

(Master and Locals), repeaters, to be bid as item 660060-02 per each.

All other material and work required to install the spread-spectrum radio system to be

bid as 660060-001 per Lump Sum. This will include the following: antennas, antenna

mast, radio cable, lightning protections, modem splitters, detector cabinets, power

installations, all tower work equipment, miscellaneous hardware and items, and testing.

715.42.3.5-Pay Items:

ITEM DESCRIPTION UNIT

660060-001 “Miscellaneous Radio Installation” Lump Sum

660060-002 “Spread Spectrum Radio Transceiver” Each

DRAFT

September 26, 2017 January 25, 2018

Page 1 of 1




FOR

SECTION 102

BIDDING REQUIREMENTS AND CONDITIONS

102.16-PRE-CONSTRUCTION DATA:

DELETE THE CONTENTS AND REPLACE WITH THE FOLLOWING:

Prospective bidders may review files at the West Virginia Division of Highways, Capitol

Complex, Charleston, West Virginia. These files may contain additional information not included

in the contract documents proposal including, but not limited to, old plans, old shop drawings,

geotechnical information, environmental documents, permit applications, permits, asbestos

reports, hazardous waste reports, and other data. Copies may be obtained upon request and

payment of printing fees. If applicable, this information will be provided as an Exhibit for the

project, for the posted letting as part of the contract documentation. Additional information or

files should be requested thru Bidx, if needed.

DRAFT

November 15, 2017

Page 1 of 2




FOR

SECTION 401

ASPHALT BASE, WEARING, AND

PATCHING AND LEVELING COURSES

401.2-MATERIALS:

DELETE THE TABLE AND REPLACE THE FOLLOWING.

MATERIAL SUBSECTION PG BINDER GRADE

Coarse Aggregate

703.1 thru 703.3 Note 1 and Note 3 2

(See MP 401.02.28 for

exceptions and additions required

for Superpave Items.)

PG 70-22 Note 2 shall be

used on projects

specified with over 20

million ESALs.

Fine Aggregate

702.3

(See MP 401.02.28 for additions

required for Superpave Items)

Any deviation from the

above criteria will be

specified in contract

documents. Mineral Filler 702.4

Performance

Graded Binders 705.5

Standard grade shall be a

PG 64-22.

Note 1 The total shale, coal and other lightweight deleterious material and friable particles shall not

exceed 3%.

Note 2 PG 64S-22 Binder may be used in asphalt placed below the top two lifts. Scratch course and

patching-and-leveling are not identified as lifts

Note

32

When slag is specified in the contract, the coarse aggregate shall be slag which meets the

requirements of 703.3, except as amended in this subsection

401.2.1–Performance Graded Binder Grade: The standard grade for Performance

Graded (PG) binders shall be PG 64S-22, any deviation will be noted in the contract

documents. PG 64H-22 shall be used on projects specified with over 20 million ESALs over

the design life. PG 64S-22 binder may be used in asphalt placed below the top two lifts in any

pavement section, scratch course and patching-and-leveling are not identified as lifts.

DRAFT

November 15, 2017

Page 2 of 2

401.10-PAVING OPERATIONS:

401.10.3-Spreading and Finishing:

DELETE THE CONTENTS AND REPLACE THE FOLLOWING.

Before spreading any material, the contact surfaces of curbs, gutters, manholes, and of

adjacent Portland cement concrete pavement edges shall be painted or sealed with asphalt

material. Exact edge of pavement, except on concrete, shall be established by a string or chalk

line for a distance of not less than 500 feet ahead of the spreading operation.

For mixes produced with neat (non-modified) asphalts (which may include PG 70-22

PG64H-22, PG 64S-22, PG 64-28 PG 58H-28, and PG 58S-28) the temperature of the mixture

at the time of placement shall be within the temperature requirements of the JMF. The JMF

temperature range shall be within the master temperature range of 250° and 338° F (121° and

170° C) unless otherwise specified by the asphalt supplier. The mix temperature shall be

monitored by inserting a dial type thermometer into the mix through the hole in the truck bed.

The temperature of the completed mix, when measured at the plant, shall be within the

tolerance as established by the JMF. The first load which demonstrates temperatures outside

of that range shall be accepted, provided that the temperature is still within the master

temperature range. No additional loads of material shall be run out until necessary steps are

taken to reestablish the temperature of the mix within the plant tolerance. When measured at

the project site, the temperature of the mix shall be within the tolerance established by the JMF.

The first truck load of material which demonstrates temperatures outside of that range or any

trucks in transit at that time shall be accepted provided temperatures are within the master

temperature range. Any truckload of material which exceeds the master temperature range

may be rejected by the Engineer. However, the plant shall immediately be notified that no

additional loads of material are to be dispatched until necessary action is taken to reestablish

temperature within JMF specification limits.

When the surface temperature falls to within 10° F (6° C) of the weather restrictions of

Table 401.8, the mix temperature may be increased up to a maximum of 338° F (170° C) unless

otherwise specified by the asphalt supplier. The temperature of each truckload of material

shall be monitored for compliance. Any truckload of material which exceeds this maximum

temperature may be rejected by the Engineer.

Mixes produced with asphalts that contain modifiers for high or low temperature

performance enhancement shall meet the temperature requirements recommended by the

asphalt supplier, which will be referenced on the JMF.

DRAFT

November 15, 2017

Page 1 of 2




FOR

SECTION 410

ASPHALT BASE AND WEARING COURSES,

PERCENT WITHIN LIMITS (PWL)

410.2-MATERIALS:

DELETE THE TABLE AND REPLACE THE FOLLOWING.

MATERIAL SUBSECTION PG BINDER GRADE

Coarse Aggregate

703.1 thru 703.3 Note 1 & Note 32 (See MP 401.02.28 for

exceptions and additions required

for Superpave Items.)

For the top two lifts PG 70-22 Note 2 shall be used on projects

specified ≥20 million ESALs.

Fine Aggregate 702.3 (See MP 401.02.28 for additions

required for Superpave Items)

Any deviation from the above

criteria will be specified in

contract documents. Mineral Filler 702.4

Performance

Graded Binders 705.5

Standard grade shall be a PG

64-22.

Note 1 The total shale, coal and other lightweight deleterious material and friable particles shall not

exceed 3%.

Note 2 PG 64-22 Binder may be used in asphalt mixtures placed below the top two lifts.

Note

32

When slag is specified in the contract, the coarse aggregate shall be slag which meets the

requirements of 703.3, except as amended in this subsection.

401.2.1–Performance Graded Binder Grade: The standard grade for Performance

Graded (PG) binders shall be PG 64S-22, any deviation will be noted in the contract

documents. PG 64H-22 shall be used on projects specified with over 20 million ESALs over

the design life. PG 64S-22 binder may be used in asphalt placed below the top two lifts in any

pavement section, scratch course and patching-and-leveling are not identified as lifts.

DRAFT

November 15, 2017

Page 2 of 2

410.10-PAVING OPERATIONS:

410.10.1-Spreading and Finishing: Before spreading any material, the contact surfaces

of curbs, gutters, manholes, and of adjacent Portland cement concrete pavement edges shall be

painted or sealed with asphalt material. Exact edge of pavement, except on concrete, shall be

established by a string or chalk line for a distance of not less than 500 feet ahead of the

spreading operation. For projects where the existing pavement was milled prior to the

placement of new asphalt, the edge of pavement shall be the edge of milled section.

For mixes produced with neat (non-modified) asphalts (which may include PG 70-22,

PG 64-22, PG 64-28, and PG 58-28) (which may include PG 64H-22, PG 64S-22, PG 58H-28,

and PG 58S-28) the temperature of the mixture at the time of placement shall be within the

temperature requirements of the JMF. The JMF temperature range shall be the liquid asphalt

supplier’s specified mixing temperature ±45F (±25C) with a maximum mixing temperature

of 338F (170C). Additional allowances will be made for water injection processes with a

minimum mixing temperature of 220F (105C).

The mix temperature shall be monitored by inserting a thermometer into the mix through

the hole in the truck bed.

The temperature of the completed mix, when measured at the plant, shall be within the

tolerance as established by the JMF. The first load which demonstrates temperatures outside

of that range shall be accepted, provided that the temperature is still within the master

temperature range. No additional loads of material shall be run out until necessary steps are

taken to reestablish the temperature of the mix within the plant tolerance. When measured at

the project site, the temperature of the mix shall be within the tolerance established by the JMF.

The first truck load of material which demonstrates temperatures outside of that range or any

trucks in transit at that time shall be accepted provided temperatures are within the master

temperature range. Any truckload of material which exceeds the master temperature range

may be rejected by the Engineer. However, the plant shall immediately be notified that no

additional loads of material are to be dispatched until necessary action is taken to reestablish

temperature within JMF specification limits.

When the surface temperature falls to within 10° F (6° C) of the weather restrictions of

Table 410.8, the mix temperature may be increased up to a maximum of 338° F (170° C) unless

otherwise specified by the asphalt supplier. The temperature of each truckload of material

shall be monitored for compliance. Any truckload of material which exceeds this maximum

temperature may be rejected by the Engineer.

Mixes produced with asphalts that contain modifiers for high or low temperature

performance enhancement shall meet the temperature requirements recommended by the

asphalt supplier, as determined using the mid-point of the mixing temperature range shown on

the asphalt temperature-viscosity charts and allowing for ± 25° F (14° C).

DRAFT

October 20, 2017

Page 1 of 1




FOR

SECTION 709

METALS

709.4-WELDED WIRE REINFORCEMENT FOR CONCRETE:

DELETE THE CONTENTS AND REPLACE WITH THE FOLLOWING:

Welded and non-welded wire fabric for concrete reinforcement for concrete shall conform to the

requirements of ASTM A1064, as referenced in MP 709.04.40, AASHTO M 55, except as modified.

Fabric reinforcement for pavement shall be not less than 5 feet (1.5 meters) in width and shall be

shipped in sheets and not in rolls. Fabric for the slope protection, gutters and miscellaneous items may be

shipped in rolls. Sheets shall be bent in the shop as shown on the Plans. Epoxy coatinged for concrete

welded wire fabric for concrete reinforcement shall meet the requirements of ASTM A 884/A 884M.

DRAFT

October 12, 2017 January 19, 2018

Page 1 of 8



SPECIAL PROVISION

FOR

HIGH TENSION CABLE BARRIER SYSTEM



SECTION 607

GUARDRAIL

DELETE THE HEADING AND CHANGE TO THE FOLLOWING:

SECTION 607

GUARDRAIL AND HIGH TENSION CABLE BARRIER SYSTEM

607.1-DESCRIPTION:


The work includes furnishing and erecting a 4 wire rope High Tension Cable Barrier

(HTCB) system meeting the requirements of National Cooperative Highway Research Program

(NCHRP) 350 or Manual for Assessing Safety Hardware (MASH) for the cable barrier system,

terminals and all appurtenances. The HTCB system shall have a letter of eligibility from FHWA

for a tested 4 cable system meeting Test Level (TL3) tested on a slope of 6:1 or steeper.

The work shall conform to the lines, grades, and locations shown on the Plans or as directed

by the Engineer. The cable barrier shall be placed in accordance with the cable system

manufacturer’s instructions and in accordance with the Division approved shop drawings and

submittals prepared by the manufacturer of the cable barrier system.

Unless provided for on the plans, the work covered by this special provision includes only

work necessary to install the cable barrier system and appurtenances. It includes the following:

1. Furnishing and placement of concrete foundations for the anchors, line posts and

the end terminals.

2. Providing and installing the cable system and all hardware and appurtenances for a

complete and functional cable barrier system by one manufacture. All components are

to be of the same type.

3. Conducting installation training prior to the installation of the barrier system and

DRAFT


Page 2 of 8

maintenance training after installation of the system.

607.2- MATERIALS:


607.2.1-HTCB Materials: The wire rope shall be galvanized, 3/4”-3x7 meeting

requirements of AASHTO M30-92 Type I, Class A coating with minimum breaking strength

of 39,000 pounds. Wire rope shall be pre-tensioned. Provide a Certificate of Quality from the

wire rope manufacturer with each cable spool specifying breaking strength, modulus of

elasticity and the amount of force used to elongate the wire rope.

Provide factory swaged threaded terminals for connecting the wire ropes at the turnbuckles.

A maximum of two wedge-type connections that secure the wire rope by compression may be

used per wire rope per segment.

Threaded terminals, turnbuckles and fittings shall be galvanized after threading and meet

the requirements of ASTM A-153. The fittings shall be designed for the cable arrangement

used and fully fitted connections shall have minimum breaking strength of 36,800 pounds,

certified by test reports that shall be submitted to the Engineer. Turnbuckles shall be of the

solid or closed body type with two holes to determine cable stud thread penetration.

Turnbuckles shall be installed at a maximum spacing of 1000 Feet intervals.

The line posts shall meet the manufacturer’s specifications and be consistent with the

post size specified in the FHWA NCHRP-350 o r MASH acceptance letter. Furnish steel

posts meeting the requirements of ASTM A-36 galvanized to ASTM A-123 requirements

following fabrication. The posts shall be designed to hold the wire at the design height. The

posts shall be inserted in galvanized metal sockets or sleeves conforming to the manufacturer’s

design. Provide a low density polyethylene (or similar type material) excluder profiled to fit

tightly around the post to prevent debris from entering the sockets.

The line post shall foundation shall be compatible with the concrete mow strip as shown in

the plans.

The line post shall have retroreflective sheeting on every fourth post or 50 feet, whichever

is less. The sheeting shall be Type XI, Fluorescent-yellow meeting the requirements of Section

715.9.2.4 with a minimum surface area of 9 square inches. Place Fluorescent-yellow sheeting

applied directly on both sides of the post. A post cap method of sheeting attachment that may

detach upon impact to the line post, shall not be permitted. The retroreflective sheeting shall

be placed as high as possible on the line post.

All materials including wire rope, fittings, posts, reflectorized spacers or post caps, and

terminals shall meet the approved manufacturer’s specifications and details and shall be

approved by the Engineer prior to installation.

“Open wedge” connections as allowed on low tension cable systems shall not be used.

Swaged fittings shall be required. Connections at anchorages needed to field adjust the cables

may be “closed wedge” compression type fittings.

Any damage (break in the coating) to exposed steel or metal that is required to be

galvanized shall be repaired or retouched to the satisfaction of the Engineer or shall be replaced

with fittings or materials with the factory coating intact.

The End Terminals shall have a minimum of 120 square inches of Type XI retroreflective

sheeting meeting the requirements of Section 715.9.2.4 affixed to each of the terminal posts.

DRAFT


Page 3 of 8

607.2.1.1-HTCB Repair Materials: Quantities of repair materials for use by the

Division shall be provided by the contractor after the project is substantially complete and

prior to Final Acceptance of the project. The materials shall be delivered at the site(s)

identified in the proposal. All materials below shall meet the requirements as defined by

607.2.1.

1. Line Post with Hardware-Materials Only: The proprietary line post with all hardware

including retroreflective sheeting and appurtenances identical to the system tested and

installed by the contractor shall be provided. The required hardware and appurtenances

for each line post shall be shrink wrapped around the line post individually and

delivered. The quantity of retroreflective sheeting shall be sufficient to be applied to

one-fourth of the Line Post delivered.

2. Cable End Terminal-Materials Only: The proprietary Cable End Terminals and all

required hardware shall be provided as a complete system wrapped individually and

labeled.

3. Cable Splice-Materials Only: Cable Splices and all required hardware shall be

provided as a complete system wrapped individually and labeled.

607.2.2-Geotechnical Data: The known soil data to the Division is made part of the

Contract documents. Any additional soil data required, shall be the responsibility of the

Contractor.

It is the Contractor’s responsibility to supply the cable barrier manufacturer with any soil

information needed to design the End Terminal Foundations.

All soil information gathering shall be considered incidental to construction of the cable

system at no additional cost to the contract.

The existing median shall be graded to a proposed 6.0:1 or flatter side slope where shown

in the plans. The proposed grading and drainage work required shall not be part of this

provision and shall be paid for separately per the appropriate items in this contract.

The cable barrier system described below requires side slopes of 6.0:1 or flatter.

607.2.3-Submittals: Submittals listed below shall be provided at least 30 days prior to

initiating work and submitted electronically.

1. Provide an FHWA Eligibility Letter for National Cooperative Highway Research

Program (NCHRP) 350 or Manual for Assessing Safety Hardware (MASH) FHWA

Eligibility Letter for the cable barrier system. The HTCB system shall have a letter of

eligibility from FHWA for a tested 4 cable system meeting Test Level (TL3) tested on

a slope of 6:1 or steeper.

2. The cable may not be tied to any guardrail or bridge structure but must be “overlapped”

in a manner approved by the Engineer.

3. Provide manufacturer’s drawings, general notes, specifications and installation

manuals for all components proposed for installation.

4. Provide manufacturer’s guidelines and instructions for repairs that may be required

to the cable system and all appurtenances following a vehicle hit.

5. Submit material specifications and technical data information on all materials proposed

for use on the project.

6. The design of the cable system termini, depth and size of line posts, concrete footings,

DRAFT


Page 4 of 8

and the concrete end-anchors shall bear the seal of a Registered Professional Engineer

currently licensed in West Virginia.

7. Provide an Installation Plan, with schedule, for the barrier. The Installation Plan shall

be linked to the Transportation Management Plan for the project and shall be subject

to the approval of the Engineer.

8. Detailed drawings of all post and hardware including a post with all four (4) cable

heights defined and construction tolerances to be met.

9. Two (2) sets of As-Built plans shall be submitted showing the locations of the

turnbuckles and spice locations of the complete project.

10. The complete foundation design for all Cable End Terminal Foundations shall be

submitted to the Engineer. The design shall provide detailed reinforcement layout,

dimensions and material properties defined as a minimum. Plans must be sealed by a

Registered Professional Engineer licensed in West Virginia.

11. Line Post Foundation shall be designed when geotechnical soil conditions are not met

as required by the HTCB manufacturer’s standard criteria.

12. Blank Sample of the proposed Cable Tension Log are to be submitted upon completion.

607.2.4-Design Criteria: Base the minimum design load for the Cable End Terminal to

cable connections on the theoretical cumulative tension expected at -20 degrees Fahrenheit.

Limit Cable End Terminal foundation lateral deflection to 1 inch at the proposed ground

surface using a minimum factor of safety of 2.0.

607.2.5-Preconstruction Conference: A Preconstruction Conference with all parties

shall be held at least 30 days prior to commencement of the work to install the barrier system.

At that time, all materials and methods must have been approved by the Engineer.

607.4-ERECTING RAIL ELEMENTS:


607.4.1-High Tension Cable Barrier System: The cable barrier system and end terminals

shall consist of pre-tensioned wire rope (cable), steel line posts set in steel sockets in concrete

footings, end-anchors and all fittings meeting National Cooperative Highway Research

Program (NCHRP) Report 350 or MASH for Test Level 3.

Regardless of the Letter of Eligibility from FHWA for the 4 cable system, the maximum

post spacing shall be 10.5 feet.

Any additional cost associated with reducing the post spacing or adding Cable End Terminals

and Cable End Terminal Foundations will be considered incidental to construction.

The manufacturer of the cable system must have been in operation for at least 3 years and

must have successfully installed a minimum of 50 miles of high tension cable systems

in the United States. The manufacturer shall present evidence of such to the Engineer at the

barrier system preconstruction conference.

The cable barrier system shall be designed so that line post repairs following a

vehicle hit can be made quickly by two maintenance technicians using readily available hand

tools. In addition, the cable barrier manufacturer shall provide written repair instructions for

DRAFT


Page 5 of 8

all elements of the cable system including the cables, anchors, and connections. All repair

instructions shall be provided in an electronic version and in a printed and bound version

(minimum 2 copies).

607.4.2-Construction Methods:

607.4.2.1-Installation of the Cable Barrier Line Posts: Any grading and excavation

shall be completed to finished line and grade prior to installation of the line posts.

Excavate for line posts in accordance with the approved manufacturer’s drawings.

Each post shall be at the proper location, elevation, alignment and depth as proposed

and approved. Excavation of line post footings shall be performed to place concrete, as

required by the manufacturer, in undisturbed soil for the bottom and sides. In the event

backfill is necessary, specification procedures must be followed to achieve the proper

backfill method and compaction. Size and depth of footings shall be as approved by the

Engineer but shall not be less than 14” diameter and 36” deep (14”x36”) unless larger sizes

are recommended by the manufacturer and approved by the Engineer.

The galvanized steel line post sleeves shall be placed in concrete footings in accordance

with the approved manufacturer’s drawings. Footings shall have reinforcing bars in

accordance with the manufacturer’s approved shop drawings.

The line post footings shall be compatible with a concrete mow strip, as called for in

the plans, and shall be separated by expansion material sufficient to protect both from

cracking.

The line posts shall be set in the line post sleeves paying close attention to the horizontal

and vertical alignment of the posts. It is critical that the posts be set to achieve the proper

wire rope height. Line posts shall be set to achieve the vertical and horizontal tolerances

set by the manufacturer in the approved shop drawings and installation manuals. Posts and

foundations not set at the proper line and grade shall be replaced prior to the installation of

the wire rope.

607.4.2.2-Installation of End Terminals: Install terminals in conformance with the

requirements of the cable system manufacturer’s instructions and as approved by the

Engineer.

End terminals shall be placed in excavations of natural, undisturbed ground, to size and

shape required by the manufacturer based on soil types and ground conditions. If over-

excavation is unavoidable as verified by the Engineer prior to installation of the concrete,

the sides must be vertical and additional concrete shall be used to fill completely the

excavated area.

Provide an end terminal for each separate connection for each separate run of cable.

Cables shall not be tied to anything but an approved terminal and shall not be tied to any

proposed or existing guardrail, bridge structure or other unapproved object.

No incomplete runs subject to traffic shall be left overnight or unprotected. At the end

of each working day, any section started shall be completed by the end of the day if the

roadway is under traffic.

Any end-anchor movement exceeding 1 inch within twelve (12) months of complete

installation will require re-construction and re- tensioning of the system by the Contractor

at their cost as directed by the Engineer.

DRAFT


Page 6 of 8

607.4.2.3-Installation of Wire Rope: The wire rope shall be installed at the elevation

and proper height as approved in the manufacturer’s design and approved drawings.

Tension shall be applied meeting manufacturer’s recommendations. Check the tension

per manufacturer’s recommendations.

Three weeks following the initial tensioning, check and adjust the tension as

necessary. No additional compensation will be provided for any subsequent tensioning

required.

Maintain a tension log showing time, date, location, cable temperature, ambient air

temperature and final tension reading, signed by the person performing the tension

testing. The log will be reviewed to verify that the measured tension matches the

temperature/tension chart provided by the manufacturer and is within the stated variance.

The log shall be provided to the Engineer after tensioning is complete.

The number and location of splices will be subject to the approval of the Engineer.

Splices shall be staggered in accordance with the manufacturer’s recommendations. Cable

splices shall be made in accordance with the recommendations of the cable manufacturer.

607.4.3-Maintenance During Construction: Once the cable system has been erected

the cable and that section of roadway returned to traffic, the Contractor is responsible for

maintaining and repair of the cable barrier system until final acceptance of the entire project.

Should the cable barrier be damaged by the traveling public, Contractor shall repair the barrier

within 24 hours. The cable barrier posts shall be replaced and the cable reinstalled to the post.

If that section of cable has been inspected and certified to by the manufacturer, the cable will

be re-inspected and recertified as with the initial installation.

All repairs made to the cable barrier or terminals, no matter the cause of the repair, prior

to final acceptance, shall be considered incidental to construction at no additional cost to the

contract.

607.4.4-Cable System Installation Training and Certification:

607.4.4.1-Contractor’s Certification: A manufacturer’s representative shall be

present during the installation of the first section of the cable barrier system and shall

supervise installation of all components (i.e. posts, anchors, tensioning). Upon completion

of the entire system, a manufacturer’s representative shall inspect and the Contractor shall

certify in writing that the cable system was installed in accordance with the manufacturer’s

design and requirements.

607.4.4.2-On-Site Installation Training: All training shall be provided by the cable

system manufacturer. Provide a minimum of 2 hours of classroom training on the

installation of the system. This training shall be provided at the WVDOH District Office

responsible for the construction of the system. The location and time of this training shall

be subject to the approval of the Engineer.

Provide on-site field instruction using a minimum 2000-foot section of the system. The

amount of training will be as necessary to provide the field training on all aspects of

system installation, line post installation, wire rope installation and tensioning and testing,

and terminal installation.

Provide Certification by the manufacturer of the system for the participants of the

training. This certification shall require participants to pass a written examination prepared

DRAFT


Page 7 of 8

and given by the system manufacturer. The Contractor shall have certified personnel on

the site at all times during the installation of all elements of the system.

The training and certification instruction described above shall be provided for a

minimum of twenty participants to include the Contractor, WVDOH (Construction,

Maintenance and Traffic Operations personnel) and FHWA. Twelve slots shall be reserved

for WVDOH and FHWA and the remainder for the Contractor.

607.4.4.3-Training Following Installation: Provide a minimum of two hours of

classroom instruction on the maintenance and repair of the cable system. This training

shall be provided at the WVDOH District Office responsible for maintenance. The

scheduling and location of this training shall be as approved by the Engineer.

Provide a minimum of one hour of on-site instruction on the maintenance and repair of

the system.

A training session of two hours shall be provided to address the needs of emergency

response personnel involved in extricating vehicles from the cables and the safety of the

responders with techniques in minimizing damage to the system.

The training shall be for a maximum of 20 participants including W VDOH

(Construction, Maintenance, and Traffic Operations), FHWA and representatives of local

fire and rescue services.

607.6-METHOD OF MEASUREMENT:

ADD THE FOLLOWING TO THE END OF THE SUBSECTION: The quantity of HTCB will be measured in feet along the top cable constructed, tested and accepted. Each segment of HTCB shall be between Length of Need (LON) points as shown on the plans. The measured length between LON points shall pay for all 4 cables of the system, line post, line post foundation and appurtenances. The length of the End Terminals outside of the LON shall not be included in this measurement. The approved shop drawings shall define the location of the LON point of the system. The quantity of Cable End Terminals and Cable End Terminal Foundations to be paid for shall be the bid quantity. Added Cable End Terminals and Cable End Terminal Foundations will not be directly paid for and all cost of these shall be incidental to the original bid quantity, and shall be constructed as shown by the details in the plans. The hours of training will be the hours of the instructor providing the training as directed by the Engineer.

607.7-BASIS OF PAYMENT:


The quantities of HTCB Repair Materials will be measured and paid for at the contract unit prices bid for the items listed below, which prices and payments shall constitute full compensation for furnishing, packing and delivering to the designated site(s) and any other incidentals necessary for the Division to take delivery of the repair materials.

DRAFT


Page 8 of 8

607.8-PAY ITEMS:

ADD THE FOLLOWING TO THE TABLE:

ITEM DESCRIPTION UNIT 607018-001 High Tension Cable Barrier (HTCB) Linear Foot 607018-005 Cable End Terminal Each 607018-010 Cable End Terminal Foundation Each 607018-040 Line Post with Hardware-Materials Only Each 607018-042 Cable End Terminal-Materials Only Each 607018-044 Cable Splice-Materials Only Each 607018-050 HTCB Installation & Maintenance Training Hour

DRAFT

December 14, 2016 January 19, 2017

Page 1 of 3



SPECIAL PROVISION

FOR



SECTION 604

PIPE CULVERTS

604.1 – DESCRIPTION:

ADD THE FOLLOWING TO THE SECTION:

604.1.1 – High Density Polyethylene (HDPE) Pipe Liner: The purpose of this special

provision is to describe the work and material required to line an existing pipe with a new high

density polyethylene (HDPE) pipe liner.

604.2 – MATERIALS:


604.2.5 – Materials: The new liner pipe shall be solid wall HDPE in accordance with

AASHTO M 326 having a Standard Dimension Ratio (SDR) of 32.5 or structural profile wall

polyethylene pipe in accordance with ASTM F894 having a minimum ring stiffness constant

(RSC) of 63.

604.6 – LAYING AND JOINING:


604.6.4 – High Density Polyethylene (HDPE) Pipe Liner: Installation of for a new high

density polyethylene (HDPE) pipe liner shall meet the following requirements.

DRAFT


Page 2 of 3

604.6.4.1 – Installation: The Contractor shall verify that the “Lining Pipe Culvert”

will fit inside the culvert being lined prior to ordering materials. The Contractor shall

adhere to the manufacturer and ASTM F585 installation requirements. The work covered

under this section includes furnishing all labor, materials and equipment required for

installing a new HDPE liner within an existing pipe. Minor work may be required to

prepare the existing pipe for insertion of the new HDPE liner pipe. Remove all objects

from the existing pipe that could damage the new pipe or obstruct the flow of grout within

the annular space between the existing and new pipes. Blocking may be required to prevent

the lining pipe from floating during grouting stage. Measures must be taken to ensure that

the new liner pipe is centered within the existing pipe.

604.14 – PAY ITEMS:

ADD THE FOLLOWING TO THE TABLE:


604055-* ”size”, Lining Pipe Culverts Linear Foot (Meter)

“size” – Nominal Size of Pipe

* Sequence number

DRAFT


Page 3 of 3

APPENDIX 604A

Lining Pipe Culvert

Nominal Size

Inches

Equivalent Pipe Sizes

AASHTO M326

Outside Diameter Pipe

Inches

ASTM F894

Inside Diameter Pipe

Inches

14 Inch 14 Inch 12 Inch


18 Inch 18 Inch NA













72 Inch NA 66 Inch

84 Inch NA 78 Inch

96 Inch NA 90 Inch

108 Inch NA 96 Inch

120 Inch NA 108 Inch



DRAFT

January 12, 2018

Page 1 of 16




FOR

SECTION 604

PIPE CULVERTS

604.1-DESCRIPTION:

This work shall consist of the construction or reconstruction of pipe culverts, referred to as

"conduit", in accordance with these Specifications and in reasonably close conformity with the

lines, grades, dimensions, and locations shown on the plans or established by the Engineer.

604.2-MATERIALS:

Materials shall conform to the requirements of the following Subsection of Division 700:

MATERIAL SUBSECTION

Acrylonitrile-Butadiene-styrene (ABS) Pipe 714.21

Aluminum Alloy Structural Plate Arch 713.18

Aluminum Alloy Structural Plate Pipe or Pipe Arch 713.18

Aluminum Coated Corrugated Steel Pipe and Pipe Arch 713.24

Asphalt Cement for Field Paving Structural Plate Pipe or Pipe Arches 705.5,

Grade 40-50

Bituminized Fiber Pipe (non-perforated) 714.14

Bituminous Coated and Paved Invert Corrugated Aluminum Alloy Pipe

or Pipe Arch 713.15

Bituminous Coated and Paved Invert Corrugated Steel Pipe or Pipe arch 713.3

Bituminous Coated Corrugated Steel Pipe or Pipe Arch 713.3

Bituminous Asphalt Coated Structural Plate Arch 713.9

Bituminous Coated Structural Plate Pipe or Pipe Arch 713.9

Bituminous Asphalt Plastic Cement 708.9

Clay Pipe, Extra Strength 714.10

Clay Pipe, Standard Strength 714.10

Clay-Lined Reinforced Concrete Pipe 714.9

Controlled Low Strength Material 219

Corrugated Aluminum Alloy Pipe or Pipe Arch 713.14

Corrugated Polyethylene (PE) Pipe

High Density Polyethene (profile wall/corrugated?) 714.19

High Density Polyethene (steel reinforced) needed

DRAFT

January 12, 2018

Page 2 of 16

MATERIAL SUBSECTION

Corrugated Polyethylene Underdrain 714.19

Corrugated Stainless Steel Pipe 713.7

Crushed Aggregate Backfill 704.6, Class I

or Class 3

End Section for Corrugated Aluminum Alloy Pipe or Pipe Arch 713.21

End Section for Corrugated Steel Pipe or Pipe Arch 713.20

Fiber Bonded Full Bituminous Coated and Full Paved Corrugated Steel

Pipe 713.6

Fiber Bonded Full Bituminous Coated and Paved Invert Corrugated

Steel Pipe 713.5

Fiber Bonded Full Bituminous Coated Corrugated Steel Pipe 713.5

Fiber Bonded Full Bituminous Coated Corrugated Steel Pipe Arch 713.5

Fiberglass Reinforced (FRP) Pipe 714.16

Fine Aggregate *

Flexible Watertight Gaskets for Circular Concrete Pipe 708.7

Full Bituminous Asphalt Coated and Full Paved Corrugated Steel Pipe 713.4

Granular Material for Culvert Bedding 716.1.1.2

Hot Pour Mineral Filled Joint Sealer 708.6

Joint Mortar 708.8

Metallic Coated Corrugated Steel Pipe or Pipe Arch 713.2

Miscellaneous Concrete 715.12

Non-Reinforced Concrete Sewer Pipe 714.1

Perforated Plastic Semicircular Pipe 714.20 Polypropylene Pipe needed

Polyvinyl Chloride (PVC) Pipe 714.22

Precast Reinforced Concrete Box Culverts 714.23

Precoated and Full Paved Metallic Coated Steel Pipe 713.23

Precoated and Paved Invert Metallic Coated Steel Pipe or Pipe Arch 713.23

Precoated, Metallic Coated Steel Pipe 713.23

Precoated, Metallic Coated Steel Pipe Arch 713.23

Reinforced Concrete Elliptical Pipe 714.4

Reinforced Concrete End Section for Arch-Shaped Concrete Pipe 714.18

Reinforced Concrete End Section for Elliptical Concrete Pipe 714.18

Reinforced Concrete End Section for Round Concrete Pipe 714.18

Reinforced Concrete Pipe 714.2

Reinforced Concrete Pipe Arch 714.3

Reinforced Plastic Mortar (RPMP) Pipe 714.17

Safety Slope End Sections 713.20

Stainless Steel Structural Plate Pipe 713.10

Structural Plate Arch 713.8

Structural Plate Pipe or Pipe Arch 713.8

Vitrified Clay Pipe Joints 708.5

DRAFT

January 12, 2018

Page 3 of 16

MATERIAL SUBSECTION

Fine aggregate used to level the bedding foundation shall consist of crushed or uncrushed natural or synthetic

(blast furnace slag) mineral aggregate and consist of particles smaller than 3/8 inch (10 mm) as determined

by visual inspection. Other synthetic aggregate may be used at the discretion of the Engineer.

When the locations of manufacturing plants allow, the plants may be inspected periodically

for compliance with specified manufacturing methods, and material samples may be obtained for

laboratory testing for compliance with material quality requirements. This may be the basis for

quality acceptance of manufactured lots.

All materials will be subject to inspection for acceptance as to condition at the latest

practicable time the Engineer has the opportunity to check for compliance prior to or during

incorporation of materials in the work.

All references to "corrugated steel pipe" are considered applicable to uncoated pipe and the

various combinations of coated pipes (bituminous asphalt coated, fiber bonded, precoated, etc.)

and paving classes (paved invert, full paved, etc.) for which the base metal conforms to AASHTO

M 218 or AASHTO M 274.

The sheet thickness for corrugated steel pipe and corrugated aluminum alloy pipe shall be

as designated on the Plans.

Corrugated metal pipe of 2-2/3 by ½ inches (68 mm by 13 mm) corrugation shall be

furnished unless otherwise specified.

Corrugated steel pipe and pipe arch with 2-2/3” x ½”, 3” x 1”, and 5” x 1” (68 mm by 13

mm, 75 x 25 mm and 125mm x 25mm) corrugations shall be helically fabricated, except for fiber

bonded pipe which may be fabricated with annular corrugated of 2-2/3” x ½” and 3” x 1” (68 mm

x 13 mm and 75 mm x 25 mm). Corrugated aluminum alloy pipe with 2-2/3” x ½”, 3” x 1”, and

6” x 1” (68 mm x 13 mm, 75 mm x 25 mm, 75 mm x 25 mm, and 150 mm x 25 mm) corrugations

and corrugated aluminum alloy pipe arch with 2-2/3” x ½” (68 mm x 13 mm) corrugations shall

be helically fabricated. Where 5” x 1” (125 mm x 25 mm) corrugations are specified for corrugated

steel pipe and pipe arch, 3” x 1” (75 mm x 25) corrugations may be substituted.

604.2.1-Quality Control Testing: Quality control of the granular material and crushed

aggregate backfill is the responsibility of the Contractor as specified in 106.1.

The Contractor shall maintain necessary equipment and qualified personnel to perform all

sampling and testing necessary to determine the magnitude of the various properties of the

material governed by the Specifications and shall maintain these properties within the limits

of the Specifications.

The Contractor shall submit a quality control plan detailing the methods by which the

quality control program will be conducted. This plan, prepared in accordance with the

guidelines set forth in the appropriate portions of MP 307.00.50 and MP 717.04.21, shall be

submitted to the Engineer at the preconstruction conference. The work shall not begin until

the plan is reviewed for conformance with the contract documents.

604.2.2-Acceptance Testing: Quality control sampling and testing performed by the

Contractor may be used by the Division for Acceptance.

604.2.3-Sampling and Testing: Frequency of sampling and testing shall be in accordance

with the contractor’s quality control plan. The minimum sampling and testing frequencies for

DRAFT

January 12, 2018

Page 4 of 16

gradation shall be as indicated in Attachment 1 of MP 307.00.50. The material shall be

sampled in accordance with MP 700.00.06. The minimum sampling and testing frequency for

compaction will be in accordance with MP 717.04.21.

604.2.4-Acceptance Plan:

604.2.4.1-Compaction: Compaction of backfill material shall meet 604.8.

604.2.4.2-Gradation: Acceptance for gradation shall be on the basis of test results on

consecutive random samples from a lot. A lot shall be considered the quantity of material

represented by an average test value, not to exceed five sublots. Generally, at the beginning

of the project, the average shall be started on the second sample in accordance with

MP 300.00.51. A sublot is the quantity of material represented by a single gradation test.

In the case where only one sample is taken, this sublot shall be considered the lot. When

the average, or when the most recent three consecutive individual test values fall outside

the limits specified in Table 704.6.2A, the lot of material represented will be considered

nonconforming to the extent that the last of its sublots is nonconforming. When this occurs,

the last sublot shall have its price adjusted in accordance with Table 604.13.1. In the case

where the average is nonconforming and the last sublot contained is conforming, then there

would be no price adjustment. In no event, however, shall a sublot of material have its

price adjusted more than once, and the first adjustment, which is determined, shall apply.

604.2.4.3-Degree of Nonconformance: When a sublot of material is to have its price

adjusted, the percentage point difference between the nonconforming test value and the

specification limit shall be determined for each sieve size determined to be nonconforming,

and this value shall be multiplied by its appropriate multiplication factor as set forth in

Table 604.2.4.3

TABLE 604.2.4.3

Nonconforming Sieve Size Multiplication Factor

1 ½ in. (37.5 mm) 1.0

¾ in. (19 mm) 1.0

No. 4 (4.75 mm) 1.0

No. 40 (425 µm) 1.0

No. 200 (75µm) 2.0

The total measure of nonconformance of an individual sublot is the sum of all

nonconformance of an individual sieve sizes of that sublot.

When the total degree of nonconformance has been established and it is 12.0 or less,

the material will be for at an adjusted contract price as specified in Table 604.13.1.

When the degree of nonconformance is greater than 12.0, the nonconforming sublot

shall be resolved on an individual basis, requiring a special investigation by the Engineer

to determine the appropriate course of action to be followed.

CONSTRUCTION METHODS

604.3-GENERAL:

DRAFT

January 12, 2018

Page 5 of 16

Subject to the provisions prescribed, the flow line of a conduit may be altered from that

shown on the plans. If a firm conduit foundation is not encountered at the specified elevation, the

unsatisfactory material shall be replaced with suitable material to a depth directed by the Engineer.

Galvanized steel pipe or bands shall not come in contact with aluminized steel pipe or

bands.

The diameter of conduit, as used in this Section, is the largest dimension, horizontal or

vertical.

604.4-TRENCH EXCAVATION:

604.4.1-Conduits 18 Inches (450 mm) Through 54 Inches (1400 mm): In complete or

partial fill sections, before trenching is begun, the fill shall be constructed for a minimum

distance of six diameters on each side of the conduit and to a height of 2 feet (600 mm) over

the top of the conduit or to the surface of the completed embankment if less than 2 feet (600

mm) above the top of the conduit. The width of the trench, in either cut of fill sections, shall

not be less than the outside diameter of the conduit or encasement plus 18 inches (450 mm) on

each side of the conduit measured to the face of the trench or to the sheeting when used.

604.4.2-Conduits 60 Inches (1500 mm) Through 108 Inches (2700 mm): In complete

or partial fill sections, before trenching is begun, the fill shall be constructed for a distance of

six diameters on each side of the conduit and to a minimum height of 25 percent of the vertical

dimension of the conduit. The width of the trench shall not be less than the outside horizontal

diameter of the conduit plus one diameter on each side of the conduit. When using a Controlled

low strength material the width of the trench shall not be less than the outside horizontal

diameter of the conduit plus one half diameter on each side of the conduit.

In rock or shale cut section, the width of the trench shall not be greater than required to

obtain the backfill compaction specified. Soil cut trenches shall be treated as complete or

partial fill sections. For rigid pipe, the width of the trench shall not be less than the outside

horizontal diameter of the conduit plus 24 inches (600 mm) on each side of the conduit.

604.4.3-Conduit Greater Than 108 Inches (2700 mm): In complete or partial fill

sections, before trenching is begun, the fill shall be constructed for a distance of six diameters

on each side of the conduit and to a minimum height of 25 percent of the vertical dimension

of the conduit.

Installation of the conduit shall be as detailed in the plans, including the type and amount

of backfill and bedding.

For flexible conduit, the Contractor shall submit shop drawings detailing all erection

procedures including anticipated movements during backfilling operations. Backfill

operations shall also be detailed to show lift thicknesses, sequence of lifts and shape of the

conduit during these operations.

The Contractor shall submit a plan of field control for the installation insuring the conduit

is erected in accordance with the shop and erection drawings.

604.4.4-Structural Plate Arches: Excavation for the foundations of structural plate

arches shall be as for box culverts and structures and in accordance with 212.3.

604.5-BEDDING:

DRAFT

January 12, 2018

Page 6 of 16

604.5.1-General: The conduit bedding shall conform to one of the classes described

below as specified. When no bedding class is specified, the requirements for Class B bedding

shall apply.

When a firm foundation is not found at grade due to the presence of foreign material or

trash, or due to the presence of moisture eight percent in excess of optimum, the unsatisfactory

material shall be removed for the width of the conduit plus 18 inches (450 mm) on each side

and replaced with granular material.

604.5.2-Class A Bedding: Class A bedding shall consist of a continuous concrete cradle

conforming to the plan details.

604.5.3-Class B Bedding: Class B bedding shall consist of bedding the conduit in an

earth foundation of uniform density, carefully shaped by means of a template to fit the lower

conduit exterior for at least 15 percent of the overall height of the conduit. Exception is made

in the case of structural plate pipe where the length of the bedding arc need not exceed the

width of the bottom plate. However, if the structural plate pipe is first assembled and then

placed in the trench, the 15 percent embedment specified above shall apply. Recesses shall be

made in the trench bottom to accommodate the bell when bell and spigot type conduit is used.

Fine aggregate shall be used to level the foundation. When rock is encountered, it shall be

removed and replaced with specified material having a thickness under the conduit of 2 inches

per foot (40 mm per m) height of fill over the top of the conduit, with a minimum thickness of

12 inches (300 mm) and a maximum thickness of 24 inches (600 mm).

604.5.4-Class C Bedding: Class C bedding shall be in accordance with the details shown

on the Plans. Recesses shall be made in the trench bottom to accommodate the bell when bell

and spigot type conduit is used.

604.6-LAYING AND JOINING:

604.6.1-Rigid and Flexible Conduits: The conduit placing, unless the Contractor is

otherwise directed, shall begin at the downstream end of the conduit. The lower segment of

the conduit shall be in contact with the shaped bedding throughout its full length. Bell or

groove ends of rigid conduits and outside circumferential laps of corrugated steel pipe and

corrugated aluminum alloy pipe conduits shall be placed facing upstream.

Paved or partially lined conduit shall be laid so that the longitudinal centerline of the paved

segment coincides with the flow line.

Rigid conduits may be of either bell and spigot or tongue and groove design, unless one

type is specified. The method of joining conduit sections shall be such that the ends are fully

entered and the inner surfaces are reasonably flush and even.

Joints for rigid conduits shall be made with (1) Portland cement mortar or grout, (2) flexible

watertight gaskets, (3) bituminous asphalt plastic cement, (4) oakum and mortar, (5) oakum

and joint compound, (6) vitrified clay pipe joints, (7) hot pour mineral filler joint sealer, or by

a combination of these types.

When mortar joints are used for tongue and groove and bell and spigot conduit, they shall

be made by plastering up to the quarter point the joint mortar before the succeeding joint is

placed. Thickness of mortar shall be sufficient to maintain proper invert grade. The accessible

outer joint shall then be filled with an excess of mortar to form a bead around the outside of

DRAFT

January 12, 2018

Page 7 of 16

the conduit and finished smooth on the inside. For grouted joints, molds or runners shall be

used to retain the poured grout. When Portland cement mixtures are used, the completed joints

shall be protected against rapid drying by suitable covering material. Where oakum in used,

the joint shall be caulked with oakum and then sealed with the joint compound. When rubber

or plastic gaskets are used, they shall be installed to form a flexible watertight seal.

Flexible conduits shall be joined by couplings in accordance with manufacturer’s

recommendations, and the pipe shall be fastened to preserve the alignment and prevent the

separation of sections.

Conduit shall be inspected before any backfill is placed. Any pipe found to be out of

alignment, unduly settled, or damaged shall be removed and re-laid or replaced.

604.6.2-Structural Plate Pipe and Pipe Arches: The bottom plates of structural plate

pipe and pipe arches shall be assembled in a line, placing each section in the order

recommended by the manufacturer. Side and top plates shall then be placed in the order

recommended by the manufacturer. Bolts shall be placed in the location and number as

recommended by the manufacturer. Plates shall lap each other the width of one corrugation,

and bolts shall be inserted and nuts hand tightened as each plate is placed. Drift pins may be

used to facilitate matching holes. When all the plates are in position and all bolts placed, all

bolts shall be gone over a second time to insure proper tightening. Steel bolts shall be torqued

during installation to a minimum of 100 feet-lbs. (135 Newton meters), and a maximum of 300

feet-lbs. (400 Newton meters) Aluminum bolts shall be torqued during installation to a

minimum of 100 feet-lbs. (135 Newton meters), and a maximum of 150 feet-lbs. (200 Newton

meters). For power driven tools, the hold-on period may vary from 2 to 5 seconds. Bolts shall

be of sufficient length to provide for a full nut. When the structure is bituminous coated, all

bolts and nuts shall be coated inside and outside of the structure, after completion of bolt

tightening, with bituminous material conforming to the requirements of 713.3.

604.6.23-Structural Plate Arches: Plate arches shall be set on footings as shown on the

Plans. Beginning at the upstream end, the first side plates shall be set on the base angles. Then

the remaining side plates and the top plates of the arch shall be bolted into place using only

enough bolts to hold them without tightening securely. Drift pins may be used to assist in

matching bolt holes. Temporary props may be used to hold plates in place until connections

are made. After the plates comprising the first arch have been assembled, the next set shall be

placed in the same manner, finishing each set of side plates with a top plate before placing in

the same manner, finishing each set of side plates with a top plate before placing the next set

of side plates. New plates shall be lapped one corrugation on the outside of the preceding

plates. When all the plates are in position, the remaining bolts shall be inserted and all nuts

firmly tightened. Steel bolts shall be torqued during installation to a minimum of 100 feet-lbs.

(135 Newton meters), and a maximum of 300 feet-lbs. (400 Newton meters), Aluminum bolts

shall be torqued during installation to a minimum of 100 feet-lbs., (135 Newton meters), and

a maximum of 150 feet-lbs. (200 Newton meters). For power driven tools, the hold-on period

may vary from 2 to 5 seconds. Bolts shall be of sufficient length to provide for a full nut.

When the structure is bituminous asphalt coated, all bolts and nuts shall be coated inside and

outside of the structure, after completion of bolt tightening, with bituminous asphalt material

conforming to the requirements of 713.3.

DRAFT

January 12, 2018

Page 8 of 16

604.7-ELONGATION:

When specified on the plans, factory elongation of flexible pipe shall be not less than four

percent and not more than six percent vertically. Elongation shall be maintained during shipping,

storing and handling.

604.8-BACKFILLING:

Backfill material shall be suitable random material free from particles larger than 3 inches

(75 mm), crushed aggregate backfill, or controlled low strength material. After the conduit is

installed, random material and crushed aggregate backfill shall be placed along the conduit in

layers not to exceed 4 inches (100 mm) compacted. Controlled low strength material shall be

placed according to Section 219. Any of the types of controlled low strength material may be

used. For flexible conduit 60 inches (1 500 mm) through 108 inches (2 700 mm), the backfill

material shall be crushed aggregate backfill or controlled low strength material. Unless otherwise

specified in the plans, the controlled low strength material can be used as a substitute for random

material or crushed aggregate backfill at the contractor’s option.

The quality control testing and acceptance of controlled low strength material shall be

according to 219.

The quality control testing and acceptance for compaction of the random backfill material

shall be in accordance with applicable sections of 207 and 716 and crushed aggregate backfill

according to 717, with the following exception:

Testing will be conducted on both sides of the conduit and testing within a lot may include

tests on both sides of the conduit. For conduit installations in an embankment where existing tests

are on file for the adjacent embankment material, the target percentage of dry density for the

conduit backfill will be equal to the average of the X values for the tests in the adjacent lots of

embankment material or a minimum value of 95, whichever is greater. For embankments where

no tests are on file, the target percentage of dry density will be 95. A lot shall have five (5) density

tests performed for quality control.

For conduits less than 60 inches (1500 mm) in diameter, a lot will normally consist of the

quantity of backfill required for each 75 linear feet (23 m) of conduit installed.

For conduits 60 inches (1500 mm) in diameter and larger, a lot will normally consist of not

more than 5 lifts of backfill. For conduit with lifts of backfill placed for the full length of the

conduit, a sublot will normally consist of a lift of backfill placed on both sides for the full length

of the conduit. For conduits that are backfilled in segments, a sublot will normally consist of a lift

of backfill placed on both sides for the length of each segment of conduit backfilled.

Backfill placed outside embankments and roadbed is to be compacted to or better than the

average total dry density for the existing soil. An average total dry density will be determined

from representative density tests conducted for each existing soil. Quality control testing will

normally consist of one test per 100 linear feet (30 m) of conduit installed and lot evaluations are

not required. The moisture tolerance is not applicable.

The use of a bulldozer or other bladed equipment in placing backfill is expressly forbidden.

Mechanical equipment with various type buckets may be used. Care shall be taken to compact the

material under the haunches of the conduit, to place the backfill evenly on each side of the conduit

to retain its vertical axis, and to avoid displacement. This method of backfilling and compacting

shall be followed until the top of the trench is reached. In the case of conduit 60 inches (1500 mm)

through 108 inches (2700 mm) in diameter, not in trench condition, this backfilling and

compacting shall be carried to a height of 2 feet (600 mm) over the top of the conduit and to a

DRAFT

January 12, 2018

Page 9 of 16

width not less than the outside diameter of the conduit plus one diameter on each side. Above this

elevation, the embankment shall be placed and compacted in the normal manner. All conduit, after

being bedded and backfilled, shall be protected by a four foot (1200 mm) cover of fill, or more if

necessary, before heavy equipment is permitted to cross during the construction of the roadway.

The Contractor will be held responsible for any damage to the conduit resulting from movement

of equipment over the structure.

604.9-FIELD PAVING:

When field paving is required for structural plate pipe and pipe arches, the following

provisions shall govern:

The surface to be field paved shall be thoroughly cleaned and dried, and the priming

material shall be sufficiently applied with a brush or a mop to coat the surface and to fill all seams

or joints. After the priming material has been applied, a wire mesh, having not less than Size # W

1.4 wire and having openings not more than 4 inches (100 mm) by 6 inches (150 mm), shall be

placed on top of the corrugations and securely fastened to the bolts with wire or suitable clips.

The reinforcing mesh shall have a width 1 foot (300 mm) less than the width of the finished

paving and shall be fastened to the structure near each edge and at the center of the mesh at points

not more than 2 feet (600 mm) apart along the longitudinal barrel of the structure. The paving

material shall consist of five parts of clean fine sand, three parts of cement or other fine filler such

as limestone dust or lime, and approximately two parts of asphalt cement. The quantity of asphalt

may be adjusted to provide a plastic workable mix. Before mixing, the mortar sand shall be dried

by heating to approximately 300 F (150 C). After drying, the sand shall be mixed with the fine

filler in a steel mortar box or other suitable equipment and heated to 300 F (150 C). The asphalt

shall be heated in a separate container to a temperature of 400 F (200 C) and then thoroughly

mixed with the sand and filler until a workable mix is obtained. All lumps shall be removed by

mixing with a mortar hoe or other suitable implement. The mixture shall be kept hot and shall be

applied to the primed surface before cooling. The mixture shall be applied in such a manner that

smooth pavement will be formed in the invert, filling the corrugations for at least 25 percent of the

circumference of a pipe or 38 percent of the circumference of a pipe arch. The paving thickness

shall be sufficient to cover the crests of the corrugations a minimum of 1 inch (25 mm). The

placing of the mastic shall be followed closely by the application of a seal coat and hot asphalt

cement to be poured uniformly over the paving. The seal coat shall be applied while the paving

material is still hot.

The Contractor may pave with Portland cement concrete or use shotcrete. If practicable,

such paving shall be delayed until completion of the fill over the structure. Before the placing of

the paving, the surface of the plates shall be cleaned to the plates or to the asphalt coating if asphalt

coated plates are used. When paving with Portland cement concrete or shotcrete, mesh

reinforcement, fastening of mesh, and paving dimensions shall be as specified for bituminous

asphalt paving except that the minimum thickness over the crest of the corrugations shall be 1-½

inches (40 mm).

Concrete used shall have a design 28-day compressive strength of 3,000 psi (21 MPa)

(equivalent to Class B in 601.3); concrete may be hand mixed and shall be handled and placed as

directed by the Engineer. After initial set has taken place, the paving shall be flooded or kept moist

by sprinkling for three days. Liquid membrane-forming compound, conforming to 707.9 may be

used for curing at a minimum application rate of one gallon per 150 square feet (0.25 liters per m2)

of concrete surface. Other methods of curing may be used if approved by the Engineer.

DRAFT

January 12, 2018

Page 10 of 16

Field paving with shotcrete shall conform to the applicable provisions of 623. When

paving with shotcrete, the exposed surface shall be brought to a uniform surface by screeding or

troweling. After completion of the shotcrete paving, the rebound material shall be cleaned from

the culvert above the paved surface. Shotcrete shall be cured by (a) covering with burlap mats and

keeping them wet for at least seven days after placing, (b) flooding for a period of at least seven

days or, (c) applying liquid membrane curing compound, conforming to 707.9, at a minimum rate

of one gallon per 150 per feet (0.25 liters per m2) of shotcrete surface for each application.

Shotcrete cured by membrane forming compound shall receive two applications; the second

application shall be made after the first application has set. Other methods of curing may be used

if approved by the Engineer.

After the completion of the fill over the pipe or pipe arch, any gaps which develop between

the plates and the concrete or shotcrete paving shall be filled by pouring heated bituminous asphalt

material complying with requirements of 713.3.

When field paving is specified for metal pipes and metal pipe arches, the methods and

materials used shall be the same as specified except that the wire mesh shall be tied to the

corrugated metal at points not exceeding 30 inches (750 mm) in any direction and not exceeding

9 inches (225 mm) from the edges of paving. Attachment may be by use of ½” diameter (12 mm)

(minimum) commercially-available galvanized or cadmium-plated lag screws twisted firmly into

holes drilled in the valleys of the corrugations or by other approved means.

Prior to using Portland cement concrete or shotcrete for paving aluminum alloy culverts or

culverts with coatings containing aluminum, the aluminum-concrete contact area shall be coated

with commercially-available paint.

604.10-RELAID CONDUIT:

The construction requirements in this Section shall apply equally in the case of re-laid

conduits. All conduits salvaged for relaying shall be cleaned of all foreign material prior to

reinstallation.

604.11-JACKING CONDUIT:

Jacking or tunneling may be designated on the Plans or may be permitted if written

approval is obtained. Conduit to be jacked may be either reinforced concrete or corrugated steel,

as called for in the Plans. The strength of conduit designated in the Contract will be designated as

required for vertical load only. Additional reinforcement or strength of conduit required to

withstand jacking pressure shall be determined and furnished by the Contractor without additional

cost to the Division. Variation from theoretical alignment and grade at the time of completion of

jacking placement shall not exceed 0.2 feet for each 20 feet (10 mm per m) of conduit so placed.

Corrugated steel pipe section to be jacked shall be prepared for making field joints either by

riveting or bolting. Concrete pipe to be jacked shall be tongue and groove type.

An approach trench shall be constructed on the side from which jacking operations shall

take place. The end of the approach trench away from the jacking face shall be cut perpendicular

to the axis of the jacking operation to provide bearing surface for the back stop and the jack

blocking. The length of the approach trench shall be such that the distance between the jack

blocking and the face of the bore shall be equal to 5 feet (1500 mm) plus the length of the individual

pipe sections in the case of corrugated steel pipe. When concrete pipe is jacked, the maximum

length of the approach trench shall be equal to two lengths of pipe plus a minimum of 7 feet (2.1

m) for jack and blocking. The jacking face shall be a minimum of 3 feet (1 m) above the top of

DRAFT

January 12, 2018

Page 11 of 16

the pipe; the face shall be cut vertically and shall be shored to prevent raveling and slipping. A

sump shall be constructed in one corner of the trench to provide drainage. In the case of corrugated

steel pipe, a transverse trench shall be constructed at the jacking face to provide clearance for the

riveting and bolting of joints. The back stop shall be constructed of heavy timbers or steel rails

capable of withstanding the jacking force.

In the event the site of jacking operations is such that an approach trench cannot be

constructed, the jack blocking shall be constructed to carry the reaction of the jack to the ground.

This may be accomplished by means of timber, steel, or concrete vertical back stops set into the

ground with the tops supported by diagonal members bearing against an embedded anchorage.

Directly opposite the approach trench, an exit trench shall be constructed to line and grade.

The exit trench shall be constructed in the same manner as the approach trench except that no back

wall is necessary.

Jacks shall be of sufficient capacity to overcome soil resistance to the jacking operation

and shall be operated in pairs. As a guide, capacity of jacks for corrugated steel pipe shall be a

minimum of 35 tons (32 Mg) each and for concrete pipe a minimum of 50 tons (45 Mg) each. For

large pipe, more than one pair of jacks may be required. Small track jacks may be used to start the

pipe.

Pipe guides shall be constructed in the approach trench and may be either timber or steel

rail or concrete guides on a cradle. Since the pipe guides will support the pipe as it enters the

jacking face, the pipe guides shall be accurately set to line and grade, and excavation for the guides

shall be made to grade to avoid occurrence of settlement. Guides shall be spaced at ½ the pipe

diameter inside face to inside face of the guides for corrugated steel pipe and at 4/10 the outside

diameter for concrete pipe.

Reaction of the jack to the pipe shall be transmitted by either a jacking frame or jacking

beams constructed of timber or steel. Jacking frames and beams shall be so placed as to exert

equal pressure on each side of the pipe. For pipes 36 inches (900 mm) in diameter or smaller, a

steel jacking ring may be used in lieu of the jacking frame.

The pressure from the jacking frame or beams may be transmitted to a jacking collar or

head on the pipe itself. In the case of corrugated steel pipe, a jacking band reinforcing the end of

the pipe receiving the thrust shall be used. Jacking collars or heads for concrete pipe shall be

constructed to prevent damage to the pipe ends. Jacking collars and jacking frames shall be

constructed to allow passage of men and material.

Joints of concrete pipe shall be cushioned and protected from infiltration of fine materials

occurring during the jacking operation by insertion of a cushioning material into each pipe joint.

After the pipe is in position, the joints shall be pointed from the inside with mortar joint compound.

Steel cutting edges on the lead section of pipe may be used, and the use of a jacking shield

is permitted.

To prevent the pipe from "freezing" and becoming incapable of movement, jacking

operations should, if possible, be carried out on a 24-hour basis. A minimum of two 8-hour shifts

shall be worked. Alignment and grade of the pipe guides shall be checked at least once each shift.

To aid in the prevention of "freezing," the pipe may be lubricated in a manner and with a material

meeting the approval of the Engineer.

Excavation for the bore shall be to grade at the bottom and approximately 1 inch (25 mm)

greater than the diameter of the pipe at the top and sides. Initial jacking of concrete pipe shall

begin with two sections of pipe in the trench. As excavation proceeds, the jacking shall proceed

until the effective limit of the jacking is reached, at which time additional blocking shall be added.

DRAFT

January 12, 2018

Page 12 of 16

This process shall be continued until there is room for an additional pipe section. For long runs of

pipe, the use of intermediate jacking stations will be allowed as approved by the Engineer.

Pipe cover shall be a minimum of one diameter or 3 feet (900 mm) from top of pipe to

bottom of the subgrade of ballast when jacking under a bituminous asphalt concrete highway.

When jacking under reinforced concrete pavement, the cover may be reduced to the depth of the

base course plus the pavement thickness with a minimum cover of the pavement thickness plus 6

inches (150 mm).

After the pipe has been jacked into place, the backfill shall be tightly compacted around

both ends of the culvert to prevent erosion. Any departure from the above specifications

necessitated due to site conditions shall be approved in writing by the Engineer.

Areas resulting from caving or excavation outside the above limits shall be backfilled with

sand or grout by a method which will fill the voids. Joints shall be completed as specified for the

type of conduit being installed.


Conduit of the different types and sizes, both new and re-laid, will be measured by the

linear foot (m) in place, the measurement being made along the centerline of each pipe installed.

Branch connections, tees, wyes, and elbows will be measured along their centerlines and these

lengths included in the total lengths of the appropriate conduit. Wyes, tees, and other branch

connections will be measured along the centerlines to points of intersection. Conduit with sloped

or skewed ends will be measured along the invert. The portion of pipe extending through to the

inside face of headwalls of all types, manholes, inlets, boxes, or other structures shall be included

in the measurement.

End sections will be measured by the number of units installed.

Conduit designated on the Plans to be installed by the jacking method will be measured

separately by the linear foot (m) in place and shall be the actual portion jacked, completed in place,

and accepted.


The quantities, determined as provided above, will be paid for at the contract unit prices

bid for the items listed in 604.14, which prices and payments shall be full compensation for

excavation and bedding, except as otherwise provided, backfilling, jacking when called for,

furnishing all materials and doing all the work prescribed in a workmanlike and acceptable manner,

including all labor, tools, equipment, supplies, and incidentals necessary to complete the work.

The unit price bid for end sections shall include excavation and backfill.

When, by the authority of the Engineer, the flow line of a conduit is lowered from that

shown on Plans, or due to a lack of a firm foundation, or due to a solid rock foundation,

unsatisfactory material is removed and replaced with suitable material, the work of excavation,

replacement, and compaction of material will be paid for in accordance with 109.4.

1. For conduits less than 48-inches (1200 mm) diameter, the work of excavation, measured in

excess of 1 foot (300 mm) below the original planned conduit elevation, will be paid for

under the provisions of 109.4. When suitable material is not available from the project

excavation, payment for replacement material below final grade line will be made in

accordance with 109.4.

2. For conduits 48-inches (1200 mm) diameter or larger, all additional excavation below the

original planned conduit elevation and for a width not in excess of the outside conduit

DRAFT

January 12, 2018

Page 13 of 16

diameter plus 18 inches (450 mm) on each side of the conduit, will be paid for at the unit

bid price for Item 207001-* "Unclassified Excavation". When no Item 207001-* is included

in the Proposal, payment for excavation, backfill compaction and replacement material will

be made in accordance with 109.4. When suitable material is not available from the project

excavation, replacement material will be paid for in accordance with 109.4.

604.13.1-Price Adjustment: Crushed aggregate backfill not conforming with the

gradation requirements as described in 604.2.4.2 will be paid for at the adjusted contract price

base on the degree of nonconformance as specified in Table 604.13.1.

A revised unit price for calculation purposes in 307.9.1 will be established based on the

unit bid cost minus the cost of the pipe.

TABLE 604.13.1

Adjustment of Contract Price for

Gradation not Within Specifications

Degree of

Nonconformance

Percent of Contract

Price to be Reduced

1.0 to 3.0 2

3.1 to 5.0 4

5.1 to 8.0 7

8.1 to 12.0 11

Greater than 12 *

* The Division will make a special evaluation of the material

and determine the appropriate action.

604.14-PAY ITEMS:


604001-* “size” Metallic Coated Corrugated Steel Pipe, YZ Linear Foot (Meter)

604002-* “size” Full Bituminous Coated Corrugated Steel Pipe, YZ Linear Foot (Meter)

604003-* “size” Half Bituminous Coated And Paved Invert Corrugated

Steel Pipe, YZ Linear Foot (Meter)

604004-* “size” Full Bituminous Coated And Paved Invert Corrugated


604005-* “size” Full Bituminous Coated And Full Paved Corrugated


604006-* “size” Fiber Bonded Full Bituminous Coated Corrugated Steel

Pipe, YZ Linear Foot (Meter)

604007-* “size” Half Bituminous Coated Corrugated Steel Pipe Arch, YZ Linear Foot (Meter)

604008-* “size” Fiber Bonded Full Bituminous Coated And Full Paved

Corrugated Steel Sewer Pipe, YZ Linear Foot (Meter)

604010-* “size” Metallic Coated Corrugated Steel Pipe Arch, YZ Linear Foot (Meter)

604011-* “size” Full Bituminous Coated Corrugated Steel Pipe Arch, YZ Linear Foot (Meter)


Steel Pipe Arch, YZ Linear Foot (Meter)

604013-* “size” Full Bituminous Coated And Paved Invert Corrugated


DRAFT

January 12, 2018

Page 14 of 16


604014-* “size” Fiber Bonded Full Bituminous Coated Corrugated Steel

Pipe Arch, YZ Linear Foot (Meter)

604015-* “size” Fiber Bonded Full Bituminous Coated And Paved Invert

Corrugated Steel Pipe Arch, YZ Linear Foot (Meter)

604017-* “size” Structural Plate Pipe, YZ Linear Foot (Meter)

604018-* “size” Full Bituminous Coated Structural Plate Pipe, YZ Linear Foot (Meter)

604019-* “size” Full Bituminous Coated And Field Paved Structural

Plate Pipe, YZ Linear Foot (Meter)

604020-* “size” Structural Plate Pipe Arch, YZ Linear Foot (Meter)

604024-* “size” Full Bituminous Asphalt Coated Structural Plate Arch,

YZ Linear Foot (Meter)

604025-* “size” Corrugated Aluminum Alloy Pipe, YZ Linear Foot (Meter)

604026-* “size” Corrugated Aluminum Alloy Pipe, Field Paved, YZ Linear Foot (Meter)


Aluminum Alloy Pipe, YZ Linear Foot (Meter)

604028-* “size” Corrugated Aluminum Alloy Pipe End Section, Each

604029-* “size” Corrugated Aluminum Alloy Pipe Arch, YZ Linear Foot (Meter)

604032-* “size” Corrugated Aluminum Alloy Pipe Arch End Section Each

604033-* “size” Aluminum Alloy Structural Plate Pipe, YZ Linear Foot (Meter)

604034-* “size” Aluminum Alloy Structural Plate Pipe Arch, YZ Linear Foot (Meter)

604036-* “size” Nonreinforced Concrete Sewer Pipe , Class ** Linear Foot (Meter)

604037-* “size” Reinforced Concrete Pipe, Class ** Linear Foot (Meter)

604038-* “size” Reinforced Concrete Pipe End Section Each

604039-* “size” Reinforced Concrete Pipe Arch, Class ** Linear Foot (Meter)

604040-* “size” Reinforced Concrete Pipe Arch End Section Each

604041-* “size” Reinforced Concrete Elliptical Pipe, Y Linear Foot (Meter)

604043-* “size” Clay Lined Reinforced Concrete Pipe, Class ** Linear Foot (Meter)

604045-* “size” Clay Pipe, Extra Strength Linear Foot (Meter)

604045-* “size” Polypropylene Pipe Linear Foot (Meter)

604050-* “size” Corrugated Polyethylene Pipe,

“size” High Density Polyethylene Pipe (profile wall /

corrugated?)

Linear Foot (Meter)

604051-* “size” High Density Polyethylene Pipe (steel reinforced) Linear Foot (Meter)

604052-* “size” Polyvinylchloride Polyvinyl Chloride Pipe Linear Foot (Meter)

604053-* “size” Relaid Conduit Linear Foot (Meter)

604054-* “size” Jacked Conduit, Reinforced Concrete Pipe, Class ** Linear Foot (Meter)

604057-* “size” Precoated Galvanized Steel Pipe Linear Foot (Meter)

604062-* “size” Metallic Coated Corrugated Steel Pipe, Field Paved, YZ Linear Foot (Meter)

604065-* “size” Structural Plate Pipe Arch, Field Paved, YZ Linear Foot (Meter)

604070-* “size” Precast Concrete Box Culvert Linear Foot (Meter)

604071-* “size” Reinforced Concrete Pipe Safety Slope End Section Each

604073-* “size” Elliptical Reinforced Concrete Pipe Safety Slope End

Section, Y Each

604074-* “size” Aluminum Box Culvert, YZ Linear Foot (Meter)

604075-* “size” Field Paved Aluminum Box Culvert, YZ Linear Foot (Meter)

DRAFT

January 12, 2018

Page 15 of 16


604076-* “size” Aluminum Coated Corrugated Steel Pipe, YZ Linear Foot (Meter)

604077-* “size” Aluminum Coated Corrugated Steel Pipe Arch, YZ Linear Foot (Meter)

604078-* “size” Half Bituminous Asphalt Aluminum Coated Corrugated


604079-* “size” Half Bituminous Asphalt Aluminum Coated Corrugated


604080-* "size" Aluminum Coated Corrugated Steel Pipe Half

Bituminous Asphalt Coated And Paved Invert Linear Foot (Meter)

604081-* “size” Steel Box Culvert Linear Foot (Meter)

604090-* “size” Corrugated Steel Pipe End Section, YZ Each

604091-* “size” Corrugated Metal Pipe Arch End Section Each

604092-* “size” Corrugated Steel Pipe Safety Slope End Section Each

* Sequence number

** Class designated by Roman numerals

Y

Z

= a letter, if present, designating base metal thickness or type of elliptical concrete pipe in

accordance with the following table.

= a one digit number designating metal pipe corrugations or Roman numerals designating

concrete pipe class or a one digit number designating elliptical concrete pipe class in

accordance with the following table.

For Aluminum Box Culverts, haunch and crown plate thicknesses as specified on the Plans

DRAFT

January 12, 2018

Page 16 of 16

Y

Mil Thickness

Z Metal Corrugations Pipe Class

Steel Aluminum

A 64 (1.63) 60 (1.52 mm) 1 1½”x ¼”

(37.5 x 6.25 mm) ---

B 79 (2.0) 75 (1.90 mm) 2 2/3” x ½”

(66.8 x 12.5 mm) ---

C 109 (2.77) 105 (2.67 mm) 3 3” x 1”

(75 x 25 mm) ---

D 138 (3.51) 135 (3.43 mm) 5 5” x 1”

(125 x 25 mm) ---

E 168 (4.27) 164

6 6” x 2”

(150 x 50 mm) ---

7 7½” x ¾” x ¾”

(190 x 19x 19) ---

F 188 (4.78) --- I or 1 --- I

G 218 (5.54) --- II or 2 --- II

H 249 (6.32) --- III or 3 --- III

J

4 BOLTS/FT

(13 BOLTS/M)

280 (7.11)

-- IV or 4 --- IV

K

6 BOLTS/FT

(19 BOLTS/M)

280 (7.11)

100 (2.54 mm) V or 5 --- V

L

8 BOLTS/FT

(26 BOLTS/M)

280 (7.11)

125 (3.18 mm)

M 313 (7.95) 150 (3.81 mm)

N 375 (9.52) 185 (4.41 mm)

P --- 200 (5.08 mm) Y Concrete Pipe

Q --- 225 (5.72 mm) H Horizontal Elliptical

R --- 250 (6.35 mm) V Vertical Elliptical

DRAFT

January 17, 2018

Page 1 of 8




FOR

SECTION 606

UNDERDRAINS

606.1-DESCRIPTION:

This work shall consist of constructing underdrains and free draining base trenches using

pipe and granular material, blind drains, aggregate filled engineering fabric, prefabricated

pavement edge drain and underdrain pipe outlets in accordance with these Specifications and in

reasonably close conformity with the lines, grades, dimensions and locations shown on the Plans

or established by the Engineer.

When Item 606025-*, Underdrain Pipe, is included as a pay item in the Contract, any of

the following pipe types may be furnished for construction of the underdrain: bituminousasphalt

coated corrugated steel underdrain pipe, corrugated aluminum alloy underdrain pipe,

nonreinforced perforated concrete underdrain pipe, porous concrete pipe, standard strength

perforated clay pipe, extra strength perforated clay pipe perforated bituminous fiber underdrain

pipe, corrugated stainless steel underdrain pipe, precoated, galvanized steel pipe for underdrains,

corrugated polyethylene underdrainage pipe, or perforated plastic semicircular pipe.

606.1.1-Free Draining Base Trench: This work shall consist of constructing free draining

base trenches and Outlet Pipes in accordance with these specifications and in reasonably close

conformity with the lines, grades, dimensions, and locations shown on the plans or established

by the Engineer.

606.2-MATERIALS:

Material shall meet the requirements specified in the following Subsections of Division

700:

MATERIAL SUBSECTION TYPE OR

GRADATION

Bituminous Coated Corrugated Aluminum

Alloy Pipe for Underdrains*** 713.17 Type I, II, II or IV

Bituminous Asphalt Coated Corrugated

Steel Pipe for Underdrains* 713.12 Class I, II or III

Bituminous Fiber Pipe**:

Non-Perforated

714.14

DRAFT

January 17, 2018

Page 2 of 8


GRADATION

Perforated 714.15

Concrete for Miscellaneous Uses 715.12

Corrugated Aluminum Alloy Pipe for

Underdrains*** 713.16 Type I, II, II or IV

Corrugated Polyethylene Underdrain 714.19

Corrugated Stainless Steel Pipe for

Underdrains 713.7

Cradle Invert Clay Pipe 714.10

Crushed Aggregate for Free Draining Base

Trench*****

703.1, 703.2,

703.3, 703.4

AASHTO 57, 67,

357, or 467

Crushed gravel for Aggregate Filled Fabric

Underdrains*****

703.2 & 703.4

or 703.2.3

AASHTO #2 thru

#57 or Pea Gravel

Crushed gravel for Underdrains***** 703.2 & 703.4 AASHTO Size #

57, 67, 7 or78

Crushed Stone for Aggregate Filled Fabric

Underdrains***** 703.1 & 703.4

AASHTO #2 thru

#57 inclusive

Crushed Stone for Underdrains***** 703.1 & 703.4 AASHTO Size #

57, 67, 7 or78

Engineering Fabric 715.11.8

Extra Quality Clay Drain Tile 714.8

Extra Quality Concrete Drain Tile 714.7

Extra Strength Perforated Clay Pipe 714.10

Heavy Duty Clay Drain Tile 714.8

Metallic Coated Corrugated Steel Pipe for

underdrains 713.11 Class I, II or III

Miscellaneous Concrete 715.12

Non-Reinforced Perforated Concrete Pipe

for Underdrain 714.5 Class 1, 2 or 3

Perforated Plastic Semicircular Pipe*** 714.20

Porous Concrete Pipe 714.6 Class I or II

Precoated Metallic Coated Steel Pipe for

Underdrains* 713.23

Class I or II, Type

B Coating

Prefabricated Pavement Edge Drain 715.10.1

Silica Sand for Underdrains

702.1.2,

702.1.3 &

702.6

Special Quality Concrete Drain Tile 714.7

Standard Clay Drain Tile 714.8

Standard Quality Concrete Drain Tile 714.7

Standard Strength Perforated Clay Pipe 714.10

DRAFT

January 17, 2018

Page 3 of 8


GRADATION * Unless otherwise specified, Class IV, semicircular pipe 4 5/8 inches (117 mm) in

diameter, may be furnished when 6 inch (150 mm) diameter pipe is called for on the Plans.

** Unless otherwise specified. Perforated pipe shall be used.

*** Unless otherwise specified. Type V, semicircular pipe 4-5/8 inch (117mm) in diameter,

may be furnished when 6 inch diameter pipe is called for on the Plans.

**** Plastic semicircular pipe may be furnished only when six inch (150 mm) diameter is called

for on the Plans.

***** Only one size may be used at any one installation.

When the locations of manufacturing plants allow, the plants may be inspected periodically

for compliance with specified manufacturing methods, and material samples may be obtained for

laboratory testing for compliance with material quality requirements. This may be the basis for

acceptance of manufacturing lots as to quality. All materials will be subject to inspection for

acceptance as to condition at the latest practicable time the Engineer has the opportunity to check

for compliance prior to or during incorporation of materials in the work.

606.2.1-Quality Control Testing: Quality control is the responsibility of the Contractor

as specified in 106.1. The contractor shall develop a quality control plan in accordance with

applicable sections of MP 307.00.50 excluding the attachment page.

Samples will be obtained at a minimum frequency of one sample per day of aggregate

placement. Aggregate for underdrain shall be evaluated for specification compliance in

accordance with MP 606.03.50. Aggregate for aggregate filled underdrain shall be evaluated

for specification compliance in accordance with MP 606.03.50 except Section 6.0 through 6.2

are excluded.

606.2.2-Acceptance Testing: Acceptance sampling and testing of aggregates used for

underdrain is the responsibility of the Division, Except for furnishing the necessary materials.

Quality control sampling and testing performed by the Contractor may be used by the Division

for Acceptance.

606.2.3-Free Draining Base Trench Materials: The perforated pipe as detailed on the

plans shall meet the requirements of this Section. The Outlet pipe as detailed on the plans shall

meet the requirements of Subsection 715.10.1.5

606.3-CONSTRUCTION METHODS:

606.3.1-Pipe Installation:

606.3.1.1-Trenching: Trenches shall be excavated to a width of the outside diameter

of the pipe plus 1 ft. (300 mm), to a depth of 4 inches (100 mm) below the flow line, and

to the grade required by the Plans or as directed. Trench walls shall be as nearly vertical as

practicable.

606.3.1.2-Bedding and Placing Pipe: A minimum 4 inch (100 mm) bedding layer of

crushed gravel or crushed stone shall be placed in the bottom of the trench for its full width

and length.

DRAFT

January 17, 2018

Page 4 of 8

Subdrainage pipe of the type and size specified shall be embedded firmly in the bedding

material. Upgrade ends of all underdrainage pipe installations shall be closed with suitable

plugs to prevent entry of soil materials.

Perforated pipe shall normally be placed with the perforations down. Flexible pipe

sections shall be joined with couplings or bands as recommended by the manufacturer.

Non-perforated pipe and rigid pipe shall be firmly set and laid with the bell and groove

ends upgrade and with open joints, wrapped with suitable material when specified, to

permit entry of water.

606.3.1.3-Placing Filter Material: After the pipe installations have been inspected and

approved, crushed stone or crushed gravel shall be placed to a height of 6 inches (150 mm)

above the top of pipe. The trench shall then be filled with silica sand to a minimum

thickness of 12 inches (300 mm) over the top of the filter stone or crushed gravel. In the

event damp trench sides indicate the necessity; the Engineer may direct an increase in the

thickness of the silica and cover. When the underdrain is used to drain the base or subbase,

course, the sand filter shall be carried vertically to the bottom of the base or subbase. Care

shall be taken not to displace the pipe or the covering at open joints. When there is a heavy

percolation of water into the trench at underdrain level, the Engineer may substitute sand

for the crushed stone or crushed gravel bedding, cover and filter.

606.3.1.4-Backfill: Above the sand filter, when underdrains are not used to drain the

base or subbase, the trench shall be filled with suitable random material, as shown on the

Plans or as directed by the Engineer, in layers not exceeding 4 inches (100 mm) after

compaction. The use of bulldozers or other blade equipment in backfilling is expressly

prohibited.

The quality control testing and acceptance of suitable soil, soft shale or granular

material will be according to applicable sections of 207 and 716, with the following

exceptions:

1. A lot normally consist of the quantity of backfill material required to backfill 100

linear ft. (30 m) of the installation, or as directed by the Engineer.

2. For underdrain installations in an embankment, where existing tests are on file for

the adjacent embankment material, the target percentage of dry density for the

suitable random backfill will be equal to the X value of the tests in the adjacent lot

of embankment material or a minimum value of 95, whichever is greater. For

embankments where no tests are on file, the target percentage of dry density will

be 95.

606.3.1.5-Underdrain Outlets: Trenches for underdrain outlets shall be excavated as

for underdrains, except that the depth of the trench shall be limited to the flow line. Pipe

shall be laid in the trench with all ends firmly joined by the applicable methods and means.

The use of perforated pipe may be omitted or, if used, it shall be laid with perforations up.

No filter material shall be used. After inspection and approval of the pipe installation, the

trench shall be backfilled with suitable material in layers and compacted as provided for

underdrains.

606.3.2-Underdrain Structures:

DRAFT

January 17, 2018

Page 5 of 8

606.3.2.1-Underdrain Junction Boxes: Underdrain junction boxes shall be

constructed to the dimensions and elevations at locations as shown on the Plans or as

directed.

606.3.2.2-Slope Walls for Underdrains: Slope walls for underdrains shall be

constructed of concrete conforming to the requirements of 715.12 of the Specifications and

shall be constructed to the dimensions and elevations at locations as shown on the Plans or

as directed.

606.3.2.3-Spring Control: Underdrain spring boxes and underdrain for spring control

shall be constructed to the dimensions and elevations at locations as shown on the Plans,

or as directed. Any remaining upper portion of the trench shall be filled and compacted as

for underdrains.

606.3.3-Aggregate Filled Fabric Underdrain: Trenches for aggregate filled fabric

underdrains and blind drains shall be excavated to the width and depth shown on the plans.

The trench shall be prepared to a relative smooth state, free of sharp protrusions, depressions,

and debris.

When fabric is used, it shall be placed with the long dimension parallel to and centered

with the alignment of the trench. It shall be placed in the trench in reasonable conformance

with the shape of the trench and shall be smooth and free of tension, stress, folds, wrinkles or

creases. The fabric shall be installed so that any splice joints have a minimum overlap of at

least 2 feet (600 mm) in the direction of flow. The overlap of the closure at the top shall be

approximately the width of the trench and shall be temporarily used to cover the excavated

material on either side of the trench.

The aggregate shall be placed by any method which will result in the trench being

completely filled to the line shown. The filling process shall not cause the permeability of

fabric to be impeded.

The fabric, when used, shall be overlapped at the top of the aggregate. Any portion of the

trench not filled with aggregate shall be backfilled in accordance with 606.3.4.

606.3.4-Prefabricated Pavement Edge Drain: Trenches for prefabricated pavement

edge drain shall be excavated to the dimensions and grade shown on the Plans.

The edge drain shall be placed against the pavement side of the trench and held firmly in

place while backfill is placed to a compacted height of not more than 6 inches (150 mm). For

one-sided drains, the more open side shall be placed toward the pavement. After the first lift is

compacted and any tears in the fabric have been satisfactorily repaired, the remainder of the

backfill shall be placed and compacted in layers not exceeding 6 inches (150 mm) deep. All

compaction shall be accomplished with a vibratory compaction system. The backfill shall be

the material excavated from the trench. Unless otherwise approved by the Engineer, the

excavation of the trench, the placement of the edge drain, and the placement of the first lift of

backfill shall be accomplished in a single continuous operation.

Each segment of edge drain shall be joined to the adjacent segment prior to installation.

Splices shall keep the adjoining edge drain in proper alignment and shall not separate during

installation.

Four inch (100 mm) diameter non-perforated outlet pipes shall be installed to provide

DRAFT

January 17, 2018

Page 6 of 8

positive drainage at low points of sags, at the low ends of all runs and at intervals not exceeding

500 ft. (150 m) on continuous runs, except edge drains with two separate flow channels shall

have a crossover coupling at approximately 250 ft. (75 m). The manufacturers' recommended

fitting shall be provided for attaching the edge drains to the outlet pipes. A standard underdrain

concrete slopewall shall be used at each pipe outlet unless the pipe is connected to a drainage

structure. Slopewalls shall be fitted with a galvanized rodent screen.

The outlet pipe trench shall be constructed in accordance with 606.3.1.4 and 606.3.1.5

using as backfill the material excavated from the trench.

606.3.5-Free Draining Base Trench Construction Methods:

606.3.5.1-Trench: The FDB trench shall be excavated to the width and depth as

detailed on the plans. Trench walls shall be as nearly vertical as practicable.

606.3.5.2-Bedding and Placing Perforated Pipe: After excavating the trench,

Engineering fabric shall be placed in the trench in reasonable conformance with the shape

of the trench. The Engineering fabric shall be smooth and free of tension, stress, folds,

wrinkles, or creases. The Engineering fabric shall be installed so that any splice joints have

a minimum overlap of at least 1 foot (300 mm) any direction. Enough Engineering fabric

will be placed in order to properly tie to the mainline placement of Engineering fabric (Item

207034 -*). A 2 inch (50 mm) bedding layer of crushed stone or crushed gravel aggregate

shall be placed in the bottom of the trench for its full width and length. The pipe shall then

be placed in the trench. The pipe sections shall be joined with couplings or bands as

recommended by the manufacturer. After pipe installation, the remainder of the trench will

be backfilled with crushed stone or crushed gravel aggregate. (refer to table in section 606.2

for material requirements of aggregate)

606.3.5.3-Outlet Pipe:

606.3.5.3.1-Connection to Perforated Pipe: At locations designated on the plans or

as directed by the Engineer, rigid outlet pipe will be connected to the perforated pipe. A

drop connection utilizing a tee or wye or other means as satisfactory to the Engineer will

be used for this connection. This operation may be performed concurrently with the

placement of the perforated pipe or separately.

606.3.5.3.2-Trenching: The outlet pipe trench shall be excavated to the depth of the

flow line of the outlet pipe. Minimum slope of the outlet pipe is to be 3%. Width of the

trench will be that width which will allow proper room for pipe placement and backfilling

operations.

606.3.5.3.3-Placing and Backfilling Pipe: The outlet pipe shall be placed in the trench

with all ends firmly joined by couplings or bands as recommended by the manufacturer.

The outlet pipe shall be backfilled with random material in accordance with Subsection

606.3.1.4.

606.3.5.3.4-Pipe End Treatment: The outlet end of all outlet pipes not tied to

drainage structures shall be equipped with a slopewall. Outlet pipes shall be tied to inlets

or culverts by the use of pipe saddles, grouting Cementing, or other means satisfactory to

DRAFT

January 17, 2018

Page 7 of 8

the Engineer.


The quantity of work done will be measured by the linear foot (meter) for pipe, including

outlet pipe, for each of the types and sizes as specified, complete in place and accepted. Length

will be determined from actual measurements after the pipe is in place. Angles, tees, and wyes,

and other branches which may be required will be measured from centerline of main pipe along

the centerline of the branch to the end and the length included in the pipe length. Crushed stone,

crushed gravel, or silica sand for bedding, filter, and spring control will be measured by the

volume; the volume will be the product of the specified trench width and depth, and the length in

place, less the volume of the pipe computed on the basis of the outside diameter of the barrel or

corrugations. Blind drains will be measured by the volume of granular material. The quantity of

work done for "Aggregate Filled Fabric Underdrains" will be measured in linear feet (meters) of

trench, complete in place and accepted. The quantity of work done for "Prefabricated Edge Drain"

will be measured in linear feet (meters) of edge drain and outlet pipe, complete in place and

accepted. Volume will be computed on the basis of the specified trench depth and width, and the

length in place. Underdrain junction boxes will be measured by the unit. Slopewalls for

underdrains will not be paid for separately, but shall be included in the cost of the underdrain pipe.

606.4.1-Free Draining Base Trench Method of Measurement:

606.4.1.1-FDB Trench: The quantity of work done will be measured by the LF (m)

of FDB 606.3.5.1 trench installed, complete, in place, and accepted. The perforated pipe is

a component of the FDB trench. Length will be determined from actual measurements once

the FDB trench is in place. No deductions will be made for placement of the drop

connection required at outlet pipe locations.

606.4.1.2-Outlet Pipe: The quantity of work done will be measured by the LF (m) of

rigid pipe complete in place and accepted. Angles, tees, wyes, and other branches which

may be required will be included in the length of the outlet pipe. Measurement shall begin

at the intersection of the perforated pipe and the rigid pipe. Slopewalls for outlet pipe and

the connection of outlet pipes to drainage structures will not be paid for separately, but

shall be included in the cost of the outlet pipe.


The quantities, determined as provided above, will be paid for as provided below, which

prices and payments shall be full compensation for furnishing the materials, excavation, placing

pipe, filter material, edge drain, outlet pipe, backfill, disposing all surplus material and doing all

the work, including all labor, tools, equipment, supplies and incidentals necessary to complete the

work. Payment for engineering fabric for Free Drain Base Trench will be as Item 207034-*.

606.6-PAY ITEMS:


606001-* Metallic Coated Corrugated Steel Pipe For Underdrains Linear Foot (Meter)

606002-* Bituminous Coated Corrugated Steel Pipe For

Underdrains

Linear Foot (Meter)

606003-* Corrugated Aluminum Alloy Pipe For Underdrains Linear Foot (Meter)

DRAFT

January 17, 2018

Page 8 of 8


606004-* Bituminous Coated Corrugated Aluminum Alloy Pipe

For Underdrains

Linear Foot (Meter)

606005-* Non-Reinforced Perforated Concrete Underdrainage Pipe Linear Foot (Meter)

606007-* Porous Concrete Pipe Linear Foot (Meter)

606008-* Standard Quality Concrete Drain Tile Linear Foot (Meter)

606009-* Extra Quality Concrete Drain Tile Linear Foot (Meter)

606010-* Special Quality Concrete Drain Tile Linear Foot (Meter)

606007-* Porous Concrete Pipe Linear Foot (Meter)

606008-* Standard Quality Concrete Drain Tile Linear Foot (Meter)

606009-* Extra Quality Concrete Drain Tile Linear Foot (Meter)

606010-* Special Quality Concrete Drain Tile Linear Foot (Meter)

606011-* Standard Clay Drain Tile Linear Foot (Meter)

606012-* Extra Quality Clay Drain Tile Linear Foot (Meter)

606013-* Heavy Duty Clay Drain Tile Linear Foot (Meter)

606014-* Standard Strength Perforated Clay Pipe Linear Foot (Meter)

606015-* Extra Strength Perforated Clay Pipe Linear Foot (Meter)

606016-* Cradle Invert Clay Pipe Linear Foot (Meter)

606017-* Fiber Cement Pipe For Underdrains Linear Foot (Meter)

606018-* Prefabricated Edge Drain Linear Foot (Meter)

606019-* Bituminized Fiber Pipe For Underdrains Linear Foot (Meter)

606020-* Aggregate Filled Fabric Underdrains** Linear Foot (Meter)

606021-* Blind Drain Yard (Meter)

606022-* Crushed Stone, Crushed Gravel, Or Silica Sand For

Underdrains

Yard (Meter)

606023-* Underdrain Junction Box Each

606024-* Corrugated Stainless Steel Pipe For Underdrains Linear Foot (Meter)

606025-* “size” Underdrain Pipe Linear Foot (Meter)

606026-* Precoated, Galvanized Steel Pipe For Underdrains Linear Foot (Meter)

606027-* Corrugated Polyethylene Underdrainage Pipe Linear Foot (Meter)

606028-* Perforated Plastic Semicircular Pipe Linear Foot (Meter)

606029-* Free Draining Base Trench Linear Foot (Meter)

606030-* Outlet Pipe, “size” Linear Foot (Meter)

* Sequence number

** Width in inches

DRAFT

January 23, 2018

Page 1 of 3



SPECIAL PROVISION

FOR



FOR

SECTION 616

PILING

616.1-DESCRIPTION:

ADD THE FOLLOWING:

616.1.1-Dynamic Load Test: This item of work shall consist of applying a dynamic load

by a pile hammer to a production pile being driven, while transducers obtain measurements for

predicting the static capacity of the pile and evaluate the performance of the pile driving

system. The dynamic load shall be applied to the pile by a pile hammer which is operating at

its normal operating level. The work shall be conducted by the Dynamic Testing Consultant

with the required assistance from the Contractor.

This work item is required to establish/adjust driving criteria necessary to achieve the target

test capacity shown on the plans without damaging the piles. The driving criteria shall include

included the blow count, range of stroke length and fuel setting needed for each driving

condition encountered at the site.

The dynamic load tests shall be performed using a GCRTA, GCPC, or PAK Model Pile

Driving Analyzer (PDA). All equipment necessary for the dynamic monitoring such as PDA,

gages, cables, etc., shall be furnished by the Dynamic Testing Consultant. The equipment shall

conform to the requirements of ASTM D-4945, Standard Test Method for High-Strain

Dynamic Testing of Piles.

An experienced technician shall operate the Pile Driving Analyzer in the field. The

technician operating the equipment shall have personally conducted dynamic load tests on at

least 25 projects and shall furnish written documentation describing his experience. This

written documentation shall be furnished to the Engineer for approval.

DRAFT

January 23, 2018

Page 2 of 3

616.?-GENERAL:

The Contractor shall conduct dynamic tests for the production piles as shown on the plans.

If restrike is required, per the plans, the Contractor shall conduct the dynamic tests as noted on the

plans. The Contractor shall notify the Engineer of his intent to drive piling at least fourteen (14)

days prior to the installation of the first pile at each foundation.

The hammer selected for driving the piles shall be used for driving all piles represented by

the same site conditions. If the Contractor subsequently finds it necessary to use a different

hammer, the Department will require additional dynamic load testing. Any such additional testing,

delays, and mobilization costs shall be at no additional cost to the Department.

616.?-EQUIPMENT:

The Contractor shall supply all personnel and equipment needed to strike the pile(s) to be

tested with the pile hammer. The Contractor shall also supply a source of 115 V, 1500 VA, 60 Hz

electrical power with extension power cords.

The Dynamic Testing Consultant shall provide the transducers, the Pile Driving Analyzer,

and the personnel to operate the equipment.

616.?-TEST PROCEDURES:

The Dynamic Testing Consultant shall be available on the construction site for a typical

eight-hour work day. While on the site, as many dynamic load tests as is practicable shall be

conducted by the Dynamic Testing Consultant during the eight-hour work day.

The Dynamic Testing Consultant personnel will drill holes into the piles to be tested so

that electronic transducers (2 accelerometers and 2 strain gages) can be attached. When the

transducers have been placed in position and the Pile Driving Analyzer has been made ready to

receive the acceleration and strain measurements, the Contractor shall strike the pile with the pile

hammer as many times as is required to obtain adequate measurements as determined by the

Dynamic Testing Consultant personnel.

Immediately after the dynamic testing measurements have been obtained and analyzed in

the field, the Dynamic Testing Consultant will provide the Engineer and the Contractor with

handwritten criteria for driving the piles for the conditions anticipated. The Dynamic Consultant

may need to later adjust the driving criteria based on further analysis of the data using CAPWAP.

616.?-DYNAMIC LOAD TESTING REPORT:

Within one week after the dynamic testing, three (3) copies of a thorough type written

report shall be delivered to the Engineer. This report shall include a wave equation and a

CAPWAP analysis for each pile tested. The Engineer will provide the Contractor and

Geotechnical Group with a copy of the report.


Measurement shall be based on each field testing episode. Each episode shall result in a

type-written report. One episode per bridge is typical, but additional testing episodes may be

required per the plans or as requested by either the Contractor or the Engineer. If restrike is

required, it shall be measured based on each field testing episode and the resulting report.

DRAFT

January 23, 2018

Page 3 of 3


Payment for each testing episode will be made at the contract bid price. Payment will be

made after receiving and accepting the required reports.

616.16-PAY ITEMS:


616007-001 Pile Load Testing – Dynamic EA

616007-002 Pile Load Testing – Dynamic (Restrike) EA

DRAFT

December 13, 2017

Page 1 of 1




FOR

SECTION 709

METALS

709.24-HIGH-STRENGTH BOLTS FOR STRUCTURAL STEEL JOINTS, INCLUDING

SUITABLE NUTS AND HARDENED WASHERS:

709.24.2-High-Strength Bolts:

DELETE THE CONTENTS OF THE SUBSECTION 709.24.2 AND REPLACE WITH

THE FOLLOWING:

709.24.2-High-Strength Bolts: High-Strength bolts, black, galvanized or zinc rich coated,

shall meet the requirements of AASHTO M 164 ASTM F3125 with the following exceptions.

Zinc rich coated fasteners shall also meet the requirements of 709.24.10.

709.24.2.1-Blank

709.24.2.2: Proof load tests (ASTM F606, Method #1) are required for all bolts except

as excluded in Section 6.2 of AASHTO M 164 ASTM F3125. Minimum frequency of tests

shall be as specified in AASHTO M 164, paragraph 9.5.1.

709.24.2.3: Wedge tests on full size bolts (ASTM F606, paragraph 3.5) are required.

If bolts are to be galvanized or zinc rich coated, tests shall be performed after galvanizing

or coating. Minimum frequency of tests shall be specified in AASHTO M 164 ASTM

F3125, paragraph 9.5.1.

709.24.2.4: If galvanized or zinc rich coated bolts are supplied, the thickness of the

zinc coating shall be measured. Measurements shall be taken on the wrench flats or top of

bolt head.

709.24.5-Rotational Capacity Testing:

709.24.5.1:

DELETE THE CONTENTS OF SUBSECTION 709.24.5.1 AND REPLACE WITH THE

FOLLOWING:

709.24.5.1: Except as modified, the rotational-capacity test shall be performed in

accordance with the requirements of AASHTO M 164 ASTM F3125.

DRAFT

January 25, 2018

Page 1 of 1




FOR

SECTION 710

WOOD MATERIALS

710.5-WOOD POSTS:

DELETE THE CONTENTS OF THE SUBSECTION AND REPLACE WITH THE

FOLLOWING:

Wood posts shall meet the requirements of AASHTO M168 and AASHTO M133 except

round posts may be used for guardrail.

710.5.1-Round posts for guardrail shall meet the requirements of Section 5 "Material

Requirements" of ANSI 05.1. Round posts for guardrail shall be from the major or minor

species of Southern Pine. Blank.

710.5.2-Rectangular posts for guardrail shall be No. 1 major or minor species of Southern

Pine as defined in Section 400 of the SPIB grading rules.

710.5.3-Dimensions of all guardrail posts except as noted on the Plans shall be as follows:

Round Guardrail Posts

Diameter: 7” ¼” (177 mm 6 mm) throughout the length except as noted on Plans.

Length: 6’ ½” (1 828 mm 13 mm)

Rectangular Guardrail Posts

Size: 6” ¼” X 8”¼” (152 mm 6 mm by 203 mm 6 mm) throughout the

length except as noted on Plans

Length: 6’ ½” (1 828 mm 13 mm)

710.5.4-Dimensions of wood posts for fence and signs shall be as shown on the Plans.

DRAFT