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CITY OF MADISON

DEPARTMENT OF PLANNING,

ENGINEERING AND BUILDING

DIVISION OF ENGINEERING

CONSTRUCTION SPECIFICATIONS

MANUAL FOR PUBLIC

IMPROVEMENTS

Third Edition

Reissued June, 1996

As Amended through October, 2001

First Edition (1992) Written by Henry P. "Bud" Darstein, Engineering Inspector

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TABLE OF CONTENTS

Section Page

1 Definitions 4

2 General Terms 7

3 Specification 8

4 Control of Work 11

5 Clearing and Grubbing 14

6 Sanitary Sewers & Water Systems 16

7 Reserved 24

8 Storm Sewers 25

9 Curb Inlets and Drop Inlets 31

10 Curb Inlet Covers and Frames 34

11 Street and Drainage Excavation 35

12 Embankment 40

13 Subgrade 45

14 Dense Graded Aggregate Base Course 48

15 Curb and Gutter 52

16 Asphalt Bituminous Plant Mix 56

17 Concrete Sidewalks 61

18 Utilities 64

19 Drainage Retention / Detention 66

20 Enforcement, Administration, Appeals 67

Addendum I Concrete 68

Addendum II Reinforcing Steel 95

Addendum III Lift Stations (Reserved) 98

Addendum IV Fences 99

Appendix Construction Detail Exhibits…Following 105

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CITY OF MADISON

CONSTRUCTION SPECIFICATION

1. DEFINITIONS

Whenever in the specifications or in any documents or

instruments in construction operations where these

specifications govern, the following terms, or pronouns in place

of them are used, the intent and meaning shall be interpreted

as follows:

AASHTO The American Association of State Highway and

Transportation Officials

AGA The American Gas Association

AHD State of Alabama Highway Department Standard

Specifications for Highway Construction, latest

edition

A.N.S.I. American National Standards Institute

API The American Petroleum Institute

ASTM American Society for Testing of Materials

Board City of Madison Water and Wastewater Board

CHIEF INSPECTOR Chief Building Inspector of the City of Madison

CITY ENGINEER The duly designated engineer for the City of

Madison

CITY INSPECTOR An authorized representative of the City of

Madison assigned to make detailed inspections of any portion of

or all materials furnished or work performed by the contractor.

CIVIL ENGINEER An engineer whose training or occupation is in

the practice of civil engineering and who is a Registered

Professional Engineer in the State of Alabama

CIVIL ENGINEERING The application of the knowledge of the forces

of nature, principles of mechanics and the properties of

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materials to the evaluation, design and construction of civil

works for the beneficial use of mankind.

CONTRACT The written agreement between the owner and the

contractor, covering the performance of the work and the

furnishing of the labor, equipment and materials in the

construction.

CONTRACTOR Any person, firm or corporation named as the party

of the first part in the contract.

DIRECTOR The Director of the Community Development Department

EASEMENT A piece of land dedicated to the City for use as a

corridor for utilities and/or drainage.

EMPLOYEE Any person working on the project to which these

Specifications apply and who is under the direction or control of

or receives compensation from the contractor or a sub-contractor.

ENGINEER Any person representing or being paid by the

engineering firm that has been employed to design, supervise or

inspect the construction of the project.

ENGINEER OF RECORD The civil engineer registered and in good

standing with the State of Alabama State Board of Registration

for Professional Engineers and Land Surveyors and permitted to

practice in the City and County of Madison and who is responsible

for the completeness and correctness of the information provided

on the plans and specifications submitted for approval on behalf

of the owners.

EQUIPMENT All machinery, machines, livestock and tools, together

with the necessary supplies for upkeep, maintenance and

protection, and all apparatus necessary for the proper

construction and acceptable completion of the work.

EXTRA WORK Work authorized in writing by the engineer and

performed by the contractor in order to complete the job in an

acceptable manner. Such work will be supported by a "Change

Order" signed by the City Engineer.

FSS Federal Specifications and Standards, General Services

Administration

INSPECTOR An authorized representative of the engineer assigned

to make detailed inspection of any portion of or all materials

furnished and work performed by the contractor.

OWNER The public body, organization, board, district, corporation

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or individual having responsibility for the furtherance of the

project.

PLANS The drawings, or reproductions thereof, which show the

location and general detailed design of the contemplated

improvements.

PROJECT One or any number of separate but correlated improvements

covered by the work requirements.

STREET Any or all portions of any street, avenue, alley, road

or public highway which has been dedicated to the City.

STRUCTURE Any portion of the existing, completed, partially

completed, or proposed construction. Buildings, piping, conduits,

cables, wiring, utilities and any and all other man-made objects,

whether above ground or underground, shall be considered as

structure.

SUBCONTRACTOR Any person, firm or corporation who has, with the

approval of the engineer, contracted with the primary

contractor to execute and perform in his stead any part of the

project.

SUPERINTENDENT The executive representative of the contractor,

present on the project at all times, authorized to receive

and fulfill instructions from the engineer and who is capable

of efficiently superintending the work.

TYPICAL SECTION That cross-section established by the plans

which represents the lines to which the contractor shall work in

the execution of the project.

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2. GENERAL TERMS

2.1 AVOIDANCE OF REPETITION. Wherever the terms

"contemplated", "required", "directed", "authorized", "considered

necessary", "permitted", " approved", "suitable", "unacceptable",

"designated", or terms of like import are used in these

specifications, they shall be construed to mean "to" or "by the

engineer" or "director" unless the context clearly indicates

otherwise.

2.2 PARTS OF THE SPECIFICATIONS. The divisions,

sections and articles, or sub-headings of the specifications

are intended for convenience of reference only and shall not

be considered as having any bearing on the interpretation

thereof.

2.3 NOTIFICATION. The contractor shall notify the City

of Madison Office of Community Development prior to beginning

any work and, through the engineer of record, at the normal

inspection points during work.

2.4 CONTROL OF WORK. The City engineer will decide all

questions which may arise as to quality and acceptability of

materials furnished and work performed.

The City engineer shall have the authority to

suspend the work wholly or in part due to failure of the

contractor to correct unsafe conditions, for failure to carry out

orders, for unsuitable weather, or for any other reason or

condition he deems to be in the public interest.

2.5 PERMITS. It shall be the responsibility of any

contractor, sub-contractor, public utility or City department

to obtain permission from the Public Works Department prior

to beginning any work on or affecting present or future

streets, rights-of-way or easements.

In an emergency, work may be performed outside of

normal business hours and permission obtained at the beginning of

business on the next business day.

2.6 APPLICABILITY. These specifications shall apply to

all work performed in the City of Madison, including work

performed by City employees and contractors employed by the City.

They shall apply to all work, whether or not that work is

intended to be dedicated to the public or to any public entity.

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3. SPECIFICATION

3.1 INTENT OF PLANS AND SPECIFICATIONS The work to be done

shall consist of the complete construction of each and every

unit described in the plans, these Standard Specifications, the

Supplemental Specifications, and the Special Provisions together

with all authorized alterations.

3.2 SPECIAL WORK Construction and conditions which have

not been anticipated by the plans and these specifications, or

changes, additions or amendments thereto, will be covered by

special provisions, and shall be considered a part of the

project.

3.3 ALTERATION OF PLANS AND CHARACTER OF WORK The engineer

may make alterations in the plans or in the nature of the work

which he may consider necessary or desirable during the progress

of the work to complete fully and acceptably the proposed

construction. To accomplish such alterations, the engineer shall

submit any such change as a CHANGE ORDER to the City Engineer

and, upon approval by the City Engineer, may direct the

contractor to proceed.

3.4.1 MAINTENANCE OF DETOURS No highway, road or street or

section thereof shall be closed to traffic except with the

written permission of the City engineer and the owner or

Agency governing or maintaining that road, street or highway.

3.4.2 DETOURS ALONG PROJECT The contractor shall maintain

all detours for traffic along or over the work. Unless otherwise

provided, the road, street or highway upon which the improvement

or installation is being made shall, except at times deemed

impractical by the City engineer, be kept continuously open to

public traffic and in passable and safe condition. All entrance

trails, roads and highways intersecting it shall be kept open and

passable.

Temporary approaches and crossings, including crossings over

surfacing and pavements, shall be provided and maintained in safe

condition. It shall be the responsibility of the contractor to

maintain all roads, streets and highways free of mud and in safe

condition. Where the work to be constructed follows the general

route of an existing road which is wholly or in part used by the

traveling public the contractor shall repair and maintain in

safe, passable and convenient condition all such part or parts

of such existing roads as are being used between extreme limits

of the work during the entire time from initiation of work

until final acceptance of the work hereunder. He shall

road-machine the traveled way as soon as possible after rains

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and at all other times when directed by the engineer and shall

operate a drag over it whenever the City Engineer deems it

necessary.

3.4.3 ROADS USED BY THE CONTRACTOR The contractor shall, at

his expense, repair any damage to existing streets which is

caused by his equipment. Should the contractor wish to use a City

street as a haul road, he shall meet with representatives of the

City prior to starting. They shall review the condition of the

street and reach an agreement as to the maintenance or

restoration thereof.

Roads used by the contractor for hauling materials

and equipment shall be constructed and maintained by him. When

the contractor hauls materials over any detour or public road,

he shall so regulate his loads that the capacity of the road and

its structures is not exceeded and he shall be responsible for

any specific damage that may result to the road or its structures

from failure to observe regulations governing traffic thereon.

Resulting damage shall be repaired, without delay, by the

contractor. It shall be the responsibility of the contractor

to maintain all public streets and roads adjoining the work in

safe and passable condition and free of mud and debris.

3.4.3 CONVENIENCE OF TRAFFIC The contractor will be required

to carry traffic over the roads or streets with the least

inconvenience to traffic within the limits of the right-of-way

and on detours for which he is responsible as hereinabove

provided.

3.4.4 NO MUD TO BE DEPOSITED ON PUBLIC ROADS. The contractor

shall not permit any mud from any construction site to be carried

onto or deposited on any public road by construction vehicles or

by any other means.

3.5 REMOVAL AND DISPOSAL OF STRUCTURES AND OBSTRUCTIONS

3.5.1 GENERAL The contractor shall remove any existing

structure or part of structure, fence, building or other

encumbrance or obstruction that interferes in any way with the

new construction, but only with the written permission of the

owner of the structure, and only after a demolition permit has

been obtained from the City, if required.

3.5.2 PUBLICLY OWNED MATERIALS Any publicly owned materials

in structures removed shall be salvaged without damage if deemed

proper by the City Engineer and shall be piled neatly and in an

acceptable manner at accessible points. Any publicly owned

property shall remain the property of the original owner. When

publicly owned materials are stored on or beyond the right-of-way

the contractor shall be held responsible for their care and

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preservation for a period of ten (10) days following the day the

last or final increment of materials is placed thereon. The

contractor shall remove all discarded material, rubbish or trash

from the right-of-way and project site and shall dispose of it as

approved or directed by the engineer.

3.5.3 LOCAL MATERIAL SOURCES If the contractor elects or is

required to excavate from pits, quarries or deposits beyond the

project site or right-of-way he shall trim up such pit, quarry or

deposit in a neat and workmanlike manner, remove debris and level

surplus material, provide necessary drainage if feasible and

perform other work necessary to prevent unsightly appearance.

This work will be required as a condition to the use of local

material and shall be done in an approved manner.

3.5.4 It shall be the responsibility of the contractor to

obtain any necessary grading permits from the Community

Development Department prior to beginning any excavation or other

earth-moving operation for which a grading permit is required.

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4. CONTROL OF WORK

4.1 AUTHORITY OF ENGINEER All of the work shall be done

under the supervision of the engineer. To prevent

misunderstandings, disputes and litigation, the engineer shall

decide any and all questions which arise concerning the quality

and acceptability of materials furnished and work performed,

and interpretation of plans and specifications, subject to

the approval of the City Engineer. Explanations concerning the

meaning of the plans and specifications, all directions

necessary to complete or make definite the plans and

specifications and give them due effect will be given by the

engineer and his findings shall be final and binding. The

authority granted in this section shall not, however, be

construed to permit the engineer to authorize work not permitted

by this manual, or by construction plans approved by the City.

4.2 PLANS AND WORKING DRAWINGS

4.2.1 GENERAL Drawings, showing such details as are

necessary to give a comprehensive idea of the construction

contemplated will be included in the set of plans. The

plans will be supplemented by such working drawings as are

necessary adequately to control the work. All authorized

alterations affecting the requirements and information given on

the approved plans shall be in writing and signed by the City

engineer.

4.2.2 ROADWAY PLANS Roadway plans will show title sheet,

alignment, profile, typical cross-section of improvements,

drainage and other information pertinent to the project.

4.2.3 STRUCTURE OR BRIDGE PLANS Structure or bridge plans

will in general show the location of and dimensions of the work

contemplated. When the structure plans do not show all

dimensions in detail, they will show the general features and

such details as are necessary to give a comprehensive idea of the

structure. The engineer shall submit to the City at least three

(3) sets of such detailed working drawings as may be required for

the construction of any part of the work. One set of

these supplementary drawings shall be returned to the

contractor, one set shall be provided to the City Inspector,

and one shall be retained by the engineer of record, and

the remaining set shall be maintained in the City files.

4.2.4 WORKING DRAWINGS FOR STEEL STRUCTURES Working drawings

for steel structures shall consist of shop details, erection and

other working plans showing details, dimensions, sizes of

materials and other information necessary for the complete

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fabrication and erection of the metal work, including applicable

welding, riveting or other fastening specifications.

Working drawings for concrete structures shall consist of such

detailed plans as may be reasonably required for the successful

prosecution of the work and which are not included in the

plans furnished by the engineer. These may include plans

for false-work, bracing, cribs, cofferdams, centering and

formwork, masonry layout and bending diagrams for

reinforcement.

4.2.4.1 DRAWINGS FOR DRAINAGE STRUCTURES All drainage plans

shall depict all drainage structures, the direction of water

flows, the topography of the land, and the drainage basins within

the plat. The drawings shall clearly depict the flow of water in

each basin to a collection point, and the flow of water from each

collection point to a point or points where water leaves the

subdivision. Calculations and other information concerning the

flow of water downstream from the subdivision, until said water

reaches Waters of the United States, shall also be shown, and the

impact of such increased flows as will result from the presence

of the project shall be described mathematically. A grading plan

will be prepared to demonstrate positive drainage off each

individual lot, and all such grading shall be completed prior to

final acceptance of the subdivision into the maintenance program.

4.2.5 FURNISHING WORKING DRAWINGS The Engineer shall furnish

the City Inspector with such blueprints or similar copies of the

working drawings as may be required for approval and construction

purposes and upon completion of the work shall provide three (3)

copies of "AS BUILT" drawings to the City Engineer.

4.2.6 CONFORMITY WITH PLANS AND ALLOWABLE DEVIATIONS

Finished work in all cases shall conform with lines, grades,

sections, details and dimensions of the work contemplated as

shown on the approved plans except as modified by the written

order of the engineer of record and approved by the City

Engineer. Any deviation from the approved plans and working

drawings that may be required by the exigencies of the

construction will be determined by the engineer and approved by

the City Engineer.

4.2.7 COORDINATION OF PLANS AND SPECIFICATIONS These

specifications, the supplemental specifications, the plans and

all supplementary documents are essential parts of the work

contemplated and a requirement occurring in one is as binding as

though occurring in all. In case of discrepancy, figured

dimensions, unless obviously incorrect, shall govern over scaled

dimensions.

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4.2.8 ERRORS The contractor shall not take advantage of

errors or omissions in the plans or discrepancies between the

plans and the specifications. The engineer will make such

corrections and rectify such omissions as may be necessary and

his determination shall be reviewed by the City Engineer.

4.3 COOPERATION WITH UTILITIES The owners or operators of

private or public utilities shall have access to the work for the

installation, adjustment or repair of main line and service

facilities.

4.4 COOPERATION OF THE CONTRACTOR

4.4.1 GENERAL The contractor shall have available on the

work site at all times one copy each of the plans,

specifications, and supplemental specifications. He shall give

the work the constant attention necessary to facilitate the

progress thereof and shall cooperate with the engineer,

inspectors, and other contractors, if any, in every way

possible.

4.4.2 CONTRACTORS REPRESENTATIVE The contractor shall at all

times have a competent representative on the work, capable of

reading and thoroughly understanding the plans and

specifications, as his agent on the work, with full authority

to execute the orders or directions of the engineer, or the

City engineer or his designated representative without delay.

Such representative shall be present on site irrespective of

the amount of work sublet and shall have full authority over

all sub-contract work.

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5. CLEARING AND GRUBBING

5.1 DESCRIPTION This item shall consist of clearing the

entire area within the limits of the right-of-way and grubbing

that portion of the right-of-way which will be occupied by the

street, except as otherwise directed by the engineer. Clearing

and grubbing shall consist of cutting, removing, burning and

disposing of all trees, trash, stumps, limb wood, grass, weeds,

roots, pole stubs, rubbish, old pavement and all other

obstructions resting on or projecting through the surface of the

original ground. All fill areas shall be grubbed to a depth of at

least one foot below the natural ground. Any required burn

permits must be obtained by the contractor from the City Fire

Department prior to initiating any burn activities.

This item shall also include the removal and satisfactory

disposal of all buildings, fences, structures, or other

obstructions.

5.2 CONSTRUCTION METHODS All the area of the right-of-way or

so much thereof as the engineer may direct shall be completely

cleared of all trees, logs, brush, stumps, grass, weeds,

roots, pole stubs, rubbish and other perishable or

objectionable matters. Placing the material on abutting property,

with or without the consent of the property owners, will not be

considered satisfactory disposal. Burial, except in ADEM-approved

landfills, is not considered satisfactory disposal.

All clearing and grubbing shall be performed far enough in

advance of the grading operations so as to avoid possible delay.

Before grading operations start, the area cleared and grubbed

must be approved by the contractor and the City engineer.

Special care shall be taken to preserve and protect all trees and

shrubs from injury or defacement that are designated to

remain in place. Trees that are to be removed shall be felled

within the right-of-way and in such manner as will not injure

trees that are to remain. All trees cut shall be disposed of

as directed by the contractor.

Within the areas where excavation will be made, all logs, roots,

stumps, et cetera, more than two inches in diameter shall be

pulled or otherwise removed to a depth of not less than two (2)

feet below the finished surface of the subgrade and the entire

area grubbed free from heavy vegetation, grass, roots and other

perishable matter. Trees and stumps outside the construction

limits that are not to remain shall be cut off even with the

ground surface. Branches of trees extending over the street shall

be cut and trimmed as directed by the engineer.

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In areas where backfilling is required to bring property to a

workable level, the engineer shall provide detailed information

showing the impact on drainage and shall provide plans showing

the proposed method of handling drainage and runoff.

All cavities, stump holes and areas excavated below grade shall

be refilled with suitable material sufficiently in advance of

grading to provide ample time for settlement and shall be

brought to the same degree of compaction as the surrounding area.

If deemed necessary the engineer shall require that the backfill

material be flooded or puddled.

Timber, brush, et cetera shall not be burned except with

permission of the engineer and after obtaining proper burn

permits from the Fire Department.

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6. SUPPLEMENTAL REGULATIONS FOR

INSTALLATION OF SANITARY SEWERS

AND POTABLE WATER TRANSMISSION LINES

The Regulations in this Chapter are supplemental to those

published and enforced by the Water and Waste Water Board of the

City of Madison. In case of a conflict between these regulations

and those of the Board, the Planning Commission will be the

ultimate arbiter. However, once approved by the Planning

Commission, construction specifications may be changed only by

Engineering Change Order.

6.1 PAVEMENT REPLACEMENT

6.1.1 Reserved

6.1.2 Where paved streets, sidewalks, curbs and/or

gutters are damaged or removed, within or without the

construction limits, they shall be replaced in accordance with

these Specifications.

6.1.3 Where chert, gravel, slag, or other unpaved street

or driveway surfaces are removed or damaged, they shall be

replaced with the same type of materials as were removed.

6.1.4 In replacing pavements and unpaved surfaces, the

materials used and the construction methods employed shall comply

with these specifications.

6.1.5 Where shown on plans, service lines and small

diameter pipe (eight inches in diameter or less) located across

paved surfaces shall, where feasible, be installed by boring or

other approved methods that will not require cutting or removing

pavement.

6.1.6 All concrete pavement replaced shall not be less

than four inches thick, or equal to the original if greater than

four inches.

6.1.7 Pavements replaced shall be the same type of

construction as was removed, except that no asphalt surface

replaced shall be less than three inches thick and shall consist

of two inches of binder and one inch of wearing surface.

Wearing surfaces shall utilize siliceous aggregate.

6.1.8 All road cuts shall be permanently repaired within

30 days after the cut is first made.

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6.2 TEMPORARY ROADWAY PAVING REPAIRS

6.2.1 Temporary cold or permanent hot asphalt patching

will be required for both longitudinal and transverse roadway

cuts upon completing backfilling requirements at the end of each

day's work if the road is to be opened for local traffic while

work has stopped, unless waived by the City engineer and the

Board.

6.3 CONTROLLED TEMPORARY FLOW DIVERSION

6.3.1 During construction, flows in sections of the

existing sewer being rehabilitated by removal and replacement

shall be accommodated by temporary flow diversion.

6.3.2 The contractor shall use the construction easement

for flow diversion if not otherwise shown on the plans. The

contractor shall lay diversionary pipe in temporary trenches

within the construction easement. The contractor shall use

ingenuity and skill to develop a flow diversion program. The

program must keep the sewer flowing without discharge or spills.

The contractor will seek and obtain inspection of each section of

newly laid sewer before taking the diversion out of service and

placing the newly laid section in service. Each section of the

new sewer shall be tested and accepted by the Board before being

put into service.

6.3.3 The material used to construct the temporary

line will be the choice of the contractor,subject, however, to

Board approval. The material shall be such that no breaks, stream

pollution or other nuisance conditions ensue. The temporary line

shall be the responsibility of the contractor.

6.3.4 In sections of an existing trunk sewer being

rehabilitated by laying a new line parallel to the existing

trunk, the existing trunk shall be used to accommodate the

existing flow, and no flow diversion will be necessary if the

existing trunk is not damaged or its use restricted by the

contractor's operations.

6.3.5 The contractor shall provide a temporary closure in

all cases practical to insure that in the event of temporary line

failure or, in the opinion of the Board, a high likelihood of

failure, flows may be directed through the existing permanent

line.

6.3.6 The contractor shall provide an approved system of

shutoff gates on the temporary diversion line to insure that

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alternative flow routing is possible.

6.4 EXISTING UTILITIES

6.4.1 The contractor shall take every possible precaution

to minimize the hazards of working in proximity to gas lines and

shall be solely responsible for any damage to them or for any

injury to persons or damage to property arising from or caused by

his operations.

6.4.2 GAS LINE LOCATIONS WITHIN SUBDIVISIONS SHALL BE ON

THE EAST OR SOUTH SIDE OF STREETS AND SHALL BE FOUR (4) FEET

BEHIND THE BACK OF CURB AND THREE (3) FEET BELOW THE TOP OF CURB.

6.4.3 No excavation or other work shall be done by the

contractor within ten feet of a gas transmission line until the

owner of the gas pipeline has been notified not less than 72

hours in advance of such work and until the gas line has been

exposed by the contractor sufficiently to determine its exact

horizontal and vertical location. In addition, the owner of the

gas line shall be allowed to keep a qualified

representative present while any such construction which could

damage such line is being done. Methods of excavation specified

by the owner of the utility must be adhered to by the contractor.

6.4.4 The same terms and conditions apply to medium and

low pressure gas distribution systems.

6.4.5 No structure shall be constructed over or

immediately adjacent to a gas pipeline or gas facility, or within

the gas line easement. Gas pipelines shall not pass through

manholes or other sewer structures. When sanitary sewer lines

cross over gas lines, the minimum cover shall be ten inches, or

as specified by the owner of the gas line (Cover is the vertical

distance between the outside top and outside bottom of the two

pipelines). When sanitary sewer lines cross under or below gas

lines, the minimum cover shall be four inches. In both cases the

cover space shall be carefully backfilled with thoroughly

compacted selected soil. Where gas lines cross pipe trenches, the

excavated space below such gas lines shall also be carefully

filled with thoroughly compacted selected soil.

6.4.6 In the event that interference with any existing

utility is imminent, the contractor shall so notify the

appropriate utility agency 72 hours in advance of any

construction activities so that the service may be relocated or

otherwise preserved and protected.

6.4.7 Should any utility be damaged during the

construction work, the following minimum precautions shall be

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taken by the contractor:

(1) Immediately notify the appropriate utility

office of the utility of the nature and

location of such damage.

(2) Stop all construction work that could cause

further damage to the utility or hazards to

other persons or property.

(3) Give adequate warning to any persons who

could be injured or owners of any property

which could be damaged.

(4) Permanent repairs shall be made by the owners

of the utility involved or, with their

permission, by the contractor. Any repairs

made by the contractor shall be made in

accordance with the U.S.A. Standard Code for

Gas Piping USAS B 31.8, latest edition. The

Board Representative will not supervise or

approve repairs to damaged gas facilities.

6.4.8 Other utilities, such as steam lines, electrical

lines, telephone lines, TV cable and telegraph lines, whether

underground or overhead, shall be carefully preserved.

6.4.9 In the event that any interference with any

existing utility is imminent, the contractor shall notify the

utility seventy-two hours in advance of any construction

activities so that service may be relocated or otherwise

preserved and protected. The contractor shall contact the Board

Service Operations office in the event a conflict with a water

line appears imminent. The contractor is to cooperate fully with

the representative of the utility company to the extent necessary

to accomplish the work.

6.5 WORK WITHIN RIGHTS-OF-WAY OF HIGHWAYS, RAILWAYS OR STREETS

6.5.1 In the event the sewer crosses, runs parallel to or

alongside of any State highway, County road, City street or

railroad right-of-way, the contractor shall obtain the necessary

permits from the governing body affected.

6.5.2 A City license and blasting permits are required

for utility work. ALL BLASTING SHALL BE IN CONFORMANCE WITH THE

CITY'S BLASTING ORDINANCE.

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6.6 SPECIAL CONSTRUCTION

6.6.1 Where the work requires special stream or railroad

crossings or any other extraordinary conditions exist, or where

alternate construction methods are used that are not covered by

this specification, the materials and construction methods shall

be as shown in the plans.

6.7 RIGHT-OF-WAY CLEAN UP

6.7.1 After the sewer is installed and backfilled and a

sufficient amount of time has elapsed for backfill to settle, the

disturbed area shall be machined to a smooth surface matching the

adjacent or adjoining ground surfaces and ground profiles shown

on the plans.

6.7.2 The contractor shall remove all stumps, fallen

trees, uprooted trees, dead trees, trash and debris from the

right-of-way and the adjoining property.

6.7.3 The ground preparation before seeding shall

consist of cultivation to a loose depth of approximately four

inches minimum and the application of lime to the soil at a rate

of two tons per acre. The plowing, harrowing, cultivating and all

other operations shall be performed with proper equipment and in

such a manner as to break up all clods, lumps or earth balls, and

remove all boulders, stumps, large roots or other particles which

would interfere with the work and which will result in a smooth,

uniform, loose, well-broken and fine grained soil, thus

providing a suitable bed for seed grass. The ground shall be

plowed to the required depth, then cultivated with a rotary

tiller and/or disc harrow in both directions, if feasible, until

approved. In small or inaccessible areas, the use of hand tools

will be permitted. The contractor shall add sufficient water to

wet the soil in order to prepare the ground to be seeded.

Nine hundred and twenty pounds of 13-13-13 commercial grade

fertilizer per acre of ground shall be spread uniformly into the

areas to be planted. The fertilizer shall be well pulverized

and free of lumps when applied. In no case shall full

strength fertilizer be permitted in direct contact with the

seeds. When fertilizers are applied hydraulically they must be

diluted sufficiently as directed so that no damage is done to

either seed or established grasses or legumes.

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6.7.4 Work area seeding mixtures shall be as follows:

SEPTEMBER THRU MARCH

Kentucky Blue Grass 6 lb/acre

Pensacola Bahia 20 lb/acre

Reseeding White Clover 30 lb/acre

Kentucky 31 Fescue 20 lb/acre

APRIL THRU JUNE

Pensacola Bahia 20 lb/acre

Kentucky 31 Fescue 20 lb/acre

Common Lespedeza (TN) 10 lb/acre

Bermuda Grass (H) 12 lb/acre

JULY THRU AUGUST

Bermuda Grass (H) 5 lb/acre

Pensacola Bahia 20 lb/acre

Reseeding White Clover 30 lb/acre

Kentucky 31 Fescue 20 lb/acre

6.7.5 Sowing of seed shall, in general, follow promptly

after incorporation of fertilizer in a uniform manner at the

rates specified for each seed specie. Sowing shall be done by

approved mechanical seeders. No sowing shall be done during windy

weather, when the prepared surface is crusted, or when the

ground is frozen, wet, or otherwise in a non-tillable condition.

Unless otherwise directed, after the seed has been sown the

seedbed shall be compacted immediately by means of a cultipacker,

light roller or approved drag. Rolling or covering of seed may

be omitted when seeding is done hydraulically and mulched. Straw

mulch shall be applied at the rate of two and one-half tons per

acre within forty-eight hours after seed has been first applied.

6.7.6 Straw and hay mulch shall be applied with a

mechanical mulch spreader designed to break up balls or clusters

of mulch and apply it evenly over the surface so as to provide

adequate shading from sunlight. If an asphalt adhesive is used on

the mulch the mulch spreader shall be so designed and equipped to

apply the asphalt adhesive effectively to the mulch and form a

uniform porous and stable mulch blanket held in place by the

adhesive over the designated area.

6.7.7 Hay or straw material which contains an excessive

quantity of matured seeds or noxious weeds or a species which

would constitute a menace to the planted species and to

surrounding farmland will not be acceptable. Mulch which is too

fresh or is excessively brittle or so decomposed as to retard

growth of grass will not be acceptable.

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6.7.8 The contractor may, at his option, employ

additional measures other than those specified to prevent loss of

or damage to the work resulting from the effects of wind and/or

water. The erosion control work shall cover all disturbed areas

within the sewer right-of-way and/or easement along which the

sewer has been installed. Erosion control work shall not be

limited to the easement but shall include all disturbed areas as

necessary to complete the grassing of the project.

6.7.9 Solid sod may be used if specified. The preparation

of the ground will be the same as for seeding.The sod will be

placed so as to give a smooth and uniform surface to the area.

6.7.10 Fescue may be substituted for Bahia in work areas

adjacent to lawns, as directed by the Board and approved by the

engineering inspector.

6.7.11 The contractor shall remove all stumps, fallen

trees, uprooted trees, dead trees and debris from the right- of-

way. All right-of-way cleanup and grassing on property owned by

the City, either in fee simple or easement interest shall be

approved by the City engineer or the engineering inspector.

6.8 SPECIAL SLOPE PROTECTION

6.8.1 The work covered by this section consists of

furnishing all materials, equipment and labor and performing all

operations necessary in connection with the installation of rip-

rap or other special slope protection.

6.8.2 Areas to receive rip-rap or special slope

protection materials shall be graded to the lines and slopes

shown on the plans. Any loose materials shall be compacted by the

use of hand or mechanical tampers.

6.8.3 Stone for rip-rap shall be of the size and weight

designated on the drawings. In addition, the stones shall be

durable and of a suitable quality to insure permanence in the

structure and in the climate in which it is to be used. It shall

be free of cracks, seams and other defects that would tend to

unduly increase its deterioration from natural causes. Not more

than five percent of the stones shall have shale seams which

would tend to separate when exposed to weathering. The inclusion

of objectionable quantities of dirt, sand, clay, or rock fines

will not be permitted.

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6.8.4 Just prior to placing rip-rap or other slope

protection material, the contractor shall install a non-woven

plastic filter cloth. The filter cloth shall be approved by the

Board and the City engineer and then shall be installed in strict

accordance with the manufacturer's instructions for installation

and use. Only then, and with the approval of the Board

representative and the City engineer, shall the slope protection

material be installed on the filter cloth. Where the engineer

can demonstrate that conditions are appropriate, the filter cloth

may be eliminated.

6.8.5 Precast concrete grids, "Monoslabs" or approved

equals, may be used in lieu of rip-rap stone for slope

protection, if approved in writing by the Board and the City

engineer.

6.9 TUNNELING

6.9.1 Tunneling operations and the installation of liner

plates shall be conducted in accordance with the recommendations

of the liner plate manufacturer. Tunneling operations shall begin

at the low end of the conduit line and proceed up-grade. Care

shall be exercised to install the liner to the proper line and

grade as shown on the plans. Care shall be taken to avoid loss of

ground beyond the tunnel lining and to insure bearing against the

ground all around the tunnel. Any spaces between the tunnel liner

plates and the earth or rock surface of the tunnel shall be

pressure grouted as the work progresses. Brick bulkheads shall be

erected at each end after completion of the tunnel and insertion

of the carrier pipe. The carrier pipe shall be bedded and

restrained within the tunnel in accordance with the plans.

6.9.2 Only personnel thoroughly experienced in performing

jacking and tunneling operations shall be employed. Construction

operations must not interfere with highway or railway traffic.

6.9.3 Tunnels under railroads may involve special

insurance requirements by the railroad company.

6.9.3 The contractor shall notify the railroad company,

the Highway Department, or other utility affected prior to

beginning any work so that said utility may have a representative

present if desired.

6.9.4 The excavation or pit at each end of the tunnel or

bore shall be stabilized, using sheeting, shoring, bracing or

other means to prevent slides, settlement,movement or erosion of

the embankment being tunneled or bored.

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7. RESERVED

Page 24 of 155

8. STORM SEWERS

8.1 - 8.2 Reserved

8.3 TRENCH EXCAVATION Trench excavation or excavation

for pipe lines shall consist of the excavation necessary for

the construction of storm sewers and other pipe lines and all

other appurtenant facilities therefor, including manholes,

saddles, sand or crushed stone cushion, boxes, and pipe

protection as called for in the plans. It shall include clearing

and grubbing where necessary, backfilling and tamping of pipe

trenches and around structures, and the disposal of waste

material.

8.4 UNSUITABLE MATERIAL When muck, quicksand, soft

clay, swampy or other material unsuitable for foundations or

subgrade are encountered which extend below the limits of the

excavation, such material shall be removed and replaced with

suitable materials.

8.5 LIMIT OF EXCAVATION pipe trenches shall not be

excavated more than 300 feet in advance of pipe laying. Temporary

bridges or crosswalks shall be constructed where required to

maintain vehicular and pedestrian traffic.

8.6 PROTECTION In all cases where materials are

deposited along open trenches they shall be placed so that in the

event of rain no damage will result to the work and/or adjacent

property.

8.7 STORING EXCAVATED MATERIAL Material excavated is

to be laid compactly on the side of the trench and shall be kept

trimmed up so as to occasion the least practicable

inconvenience to the public traffic and to neighboring residents.

Where excavation is made in a dedicated street, there shall be

maintained an 8 ft.width of roadway and 3 ft. width of sidewalk

on the street trenched. To prevent obstructing traffic, only so

much of the materials of construction as are actually needed

are to be piled along the line. All streets, sidewalks,

crossings, fire hydrants, water valves and other similar public

utilities are to be kept open or accessible for their intended

use. Neither the materials excavated nor those used for

construction will be stored upon the street.

8.8 DRAINAGE Every drain, gutter, culvert or sewer for

surface drainage encountered is to be kept open for temporary and

permanent flow, or, if necessarily closed, other adequate

provision is to be made.

8.9 TUNNELING Pipe trenches for storm systems may be

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constructed by tunneling methods for relatively short distances

for crossing major streets or highways or railroads provided the

manner of excavating, bracing, and backfilling are approved by

the City engineer.

8.10 NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM

(NPDES)

8.10.1 The contractor and/or his engineer shall provide

the City of Madison Community Development Department copies of

permit applications (except for disturbances of less than

five acres of total land area which are not part of a larger

common plan of development or sale), in compliance with 40 CFR

Parts 122, 123, and 124, titled "NATIONAL POLLUTANT

DISCHARGE ELIMINATION SYSTEM PERMIT APPLICATION REGULATIONS FOR

STORM WATER DISCHARGES, FINAL RULE". The failure of the

contractor to adhere to limiting conditions in the NPDES permit,

or in the City's NPDES Municipal Separate Stormwater System

Permit, shall constitute cause for the City to stop work in

progress and contact the Alabama Department of Environmental

Management for technical assistance.

8.11 - 8.15 RESERVED

8.16 MATERIALS

8.16.1 ROADWAY PIPE

8.16.1.1 REINFORCED CONCRETE PIPE shall conform to ASTM

Specifications Serial Designation C 76-57T, Class III

8.16.1.2 EXTRA STRENGTH REINFORCED PIPE Extra strength

reinforced concrete pipe shall conform to ASTM Specifications

Serial Designation C 76-57T Class IV.

8.16.1.3 STANDARD STRENGTH NON-REINFORCED CONCRETE PIPE

Standard strength non-reinforced concrete pipe 24 inches or less

in diameter shall conform to ASTM Specification Serial

Designation C 1457 Table I.

8.16.2 SIDE DRAIN PIPE

8.16.2.1 PLASTIC PIPE The term "plastic pipe" shall cover

polyethylene, polyvinyl chloride and acrylonitrile butadiene

styrene. In addition, High Density Polyethylene pipe and

installation, when permitted by the City Engineer, shall meet the

requirements of AASHTO M 294, or the manufacturer's

specifications (whichever is most restrictive), along with the

following restrictions:

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(a). The minimum parallel plate stiffness when

tested in accordance with ASTM D2412 shall be as follows:

Diameter Minimum Stiffness

4" - 12" 50 psi

15" 42 psi

18" 40 psi

24" 34 psi

30" 28 psi

36" 22 psi

42" 19 psi

48" 17 psi

(b) Fill heights will be restricted to 20 feet

maximum.

(c) Pipe cover shall be 12 inches minimum and shall

be installed per ASTM D2321.

(d) Application and use of all plastic pipe shall

be approved by the City Engineer.

(e) All joints shall be soil-tight as per the

manufacturers recommendation.

(f) Pipe shall be used only in non-traffic areas as

approved by the City Engineer.

(g) In addition to these general requirements,

pipes shall meet the requirements listed

hereinafter for the type plastic used:

Polyvinyl Chloride (PVC) pipe shall meet one of the

following specifications: ASTM D-2241, F-789, D-1785, D-2665, D-

3034, D-2680, F-794, F-949, or F-679.

Polyethylene (PE) pipe shall meet the requirements

of AASHTO M-294, Type C or S. When Type S pipe is used, the inner

liner shall have a minimum thickness of 0.05 inches and be fused

to the outer shell.

Acrylonitrile Butadiene Styrene (ABS) pipe shall

meet the requirements of ASTM D-2751 or D-2680.

8.16.3 CORRUGATED METAL PIPE Corrugated metal pipe (CMP),

whether or not coated with asphalt or any other substance, is

not permitted to be used for drainage structures, unless the

City Engineer determines in writing that, due to special

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conditions, CMP is the optimal choice of material for a

particular application.

8.16.4. Drainage conveyed within side yards in residential

districts shall be confined to pipe systems. No open ditches for

the conveyance of stormwater shall be permitted in such side

yards. The City Engineer or Director of Community Development

shall have the authority to grant exceptions to this policy in

cases where large volumes of stormwater must be conveyed through

a side yard.

8.17 TESTING All storm sewer pipe and materials used in

its manufacture shall be tested and inspected by an approved

commercial testing laboratory prior to delivery to the site and

all materials which fail to conform to these specifications shall

be rejected. After delivery to the site any materials which have

been damaged in transit or are otherwise unsuitable for use in

the work shall be rejected and removed from the site. Certified

copies in duplicate of the inspection and acceptance reports of

the testing laboratory shall be supplied to the engineer prior to

use of the materials. Each joint of pipe delivered to the work

shall be stamped or marked to indicate the testing laboratory's

acceptance or approval.

8.18 PIPE LAYING

8.18.1 GENERAL Before storm pipe is placed in position in

the trench the bottom and sides of the trench shall be carefully

prepared and the necessary bracing and sheeting installed.

Each pipe shall be accurately placed to the exact line and grade

called for in the plans. Each piece of pipe and special

fitting shall be carefully inspected before it is placed and no

defective pipe shall be laid in the trench. Pipe laying shall

proceed upgrade, starting at the lower end of the grade and

with the bells uphill. Trench bottoms found to be unsuitable

for foundations after pipe laying operations have been started

shall be corrected and brought to exact line and grade with

compacted earth where necessary. When so directed by the engineer

sand cushion shall be installed to provide a satisfactory

bearing surface.

8.18.2 BELL HOLES Bell holes shall be of sufficient size

to allow ample room for properly making the pipe joints. Bell

holes shall be cut not more than five joints ahead of pipe

laying. The bottom of the trench between bell holes shall be

carefully graded so that the pipe barrel will rest on a solid

foundation for its entire length. Each joint shall be laid so

that it will form a close concentric joint with the adjoining

pipe and so as to avoid sudden offsets or inequalities in the

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flow line.

8.18.3 JOINTS Joints shall be prepared in the manner

specified below. As the work progresses the interior of all pipe

in place shall be thoroughly cleaned. After each line of pipe

has been laid it shall be carefully inspected and all earth,

trash, rags, and other foreign matter removed from the interior.

8.18.4 BACKFILLING Backfilling of trenches shall be

started immediately after the pipe is in place and the joints

completed and inspected and approved.

8.19 JOINT CONSTRUCTION

8.19.1 CLEANING The inside of all bells and the outside

of all spigots shall be wiped to remove all dirt, water or other

foreign matter so that their surfaces are clean and dry when the

pipes are joined.

8.9.2 MORTAR JOINTS Joints and lift holes in concrete

pipe shall be filled with cement mortar. In larger pipe sizes a

bed of mortar shall be placed in the lower quadrant of the bell

before the spigot is inserted.

8.19.3 PROTECTION After the joints have been completed

they shall be inspected by the engineer before they are covered

up. Any leaks or defects discovered at any time after completion

of the work shall be repaired immediately. All pipe in place

shall be carefully protected from damage until the backfilling

operations have been completed. Any pipe which has been disturbed

after the joint was completed shall be taken up, the joint

cleaned and remade and the pipe relaid.

8.19.4 DEWATERING Water shall not be allowed to run or

stand in the trench while pipe laying is in progress or before

the joints are completely set or before the trench has been

backfilled. The contractor shall not open up at any time more

trench than his available pumping facilities are able to handle.

8.19.5 MANHOLES AND INLETS Manholes and inlets shall be

constructed to the size, shape and dimensions and at the

locations shown on the plans.

8.19.6 SPECIAL CONSTRUCTION Where the work requires

special railroad or roadway crossings or any other extraordinary

conditions, or where alternate types of construction are

used that are not covered by these specifications, the

materials and methods shall be as shown on the plans.

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Page 30 of 155

9. CURB INLETS, DROP INLETS, HEADWALLS

9.1 GENERAL This section shall cover the

construction of curb inlets and drop inlets complete with the

necessary metal frames and covers.

Inlet walls may be "cast-in-place" concrete, brick

masonry or, with the prior approval of the City engineer, hollow

core blocks filled with concrete after laying.

9.2 MATERIALS

(a) Concrete material shall conform to the

requirements of ADDENDUM I entitled "Concrete".

(b) Reinforcing steel shall conform to

the requirements of ADDENDUM II entitled

" Reinforcing Steel".

(c) Brick masonry materials shall be as follows:

(1) Brick shall conform to ASTM Designation C 32

Grade MA.

(2) Cement shall meet the requirements of ASTM

Designation C 150 for Portland Cement

(3) Sand for mortar shall consist of hard,

strong, durable, uncoated mineral or rock

particles, reasonably free from injurious

amounts of organic or other deleterious

substances. Gradation shall be as follows:

Percentage passing No. 8 No.50 No.10

by weight 100 15-40 0-100

(4) Water for mortar shall be obtained from the

City water system. Any other source of water

shall be approved by the engineer.

(5) Curb inlet covers and frames and drop inlet

gratings shall conform to the requirements

of Section 10 of this Specification.

(6) Inlet and outlet pipe shall conform to

the appropriate requirements of the

Section of the Specifications covering the

kind of pipe with which they are to connect.

Page 31 of 155

9.3 EXCAVATION AND BACKFILL Excavation and backfill

shall be performed in accordance with the appropriate

requirements as set forth under Section 6.4 of this

Specification.

9.4 CONCRETE MASONRY All concrete masonry used in curb

inlets and drop inlets shall be Class A and shall be

constructed in accordance with the appropriate requirements set

forth under addendum I of this Specification.

9.5 BRICK MASONRY The foundation on which brick are to

be laid shall be firm and dry. All brick shall be damp at the

time of laying. Bricks shall be laid in courses in full, close

joints of mortar. The courses shall be level in all places,

except where otherwise directed. All exposed surfaces shall be

smooth and clean. Broken or chipped bricks shall not be used in

the exposed faces of the masonry. Joints shall be cleaned and

pointed in a neat workmanlike manner before the mortar sets.

9.6 MORTAR The mortar shall be composed of one part of

cement and two parts of sand by volume, on the basis of dry sand,

and sufficient water to make a mortar of such consistency that it

can be easily spread and handled with a trowel. Mortar shall be

mixed only in quantities required for immediate use. Unless an

approved mortar mixing machine is used, the sand and cement shall

be mixed dry in a tight box until the mixture assumes a uniform

color, after which water shall be added as the mixing continues

until the mortar attains the proper consistency. Mortar which is

not used within 45 minutes after water has been added shall be

discarded. Retempering of mortar will not be permitted.

9.7 INLET AND OUTLET PIPE Pipe shall be laid in

accordance with the appropriate requirements of the

specifications covering the kind of pipe used. Pipe placed in

masonry for inlet or outlet connections shall extend through the

walls and beyond the outside surface of the walls a sufficient

distance to allow for connections, and the masonry shall be

carefully constructed around them so that there will be no

leakage.

9.8 PLACING CASTINGS Castings shall be set in full

mortar beds or otherwise secured as shown on the plans.Castings

shall be set to correct elevation.Castings set within the surface

of paved streets or streets to be paved shall be set even with

the paved surface. (Castings need not be set level but must be

graded to fit paving grade.)

9.9 CLEANING all inlets shall be cleaned of all form

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material, excess mortar, silt, debris or foreign matter of any

kind.

9.10 HEADWALLS

9.10.1 All materials furnished shall conform to the

requirements of ADDENDUM I, Concrete and ADDENDUM II, Reinforcing

Steel of this Specification.

9.10.2 The concrete mix used for headwalls shall be Class

"A", Type 2 unless authorized by the City engineer.

9.10.3 Foundation excavation shall be of the size and

depth conforming to the outline of the structure. Unsuitable

foundation material below the normal design elevation shall be

removed as directed by the engineer. Where rock, gravelly soil,

hardpan or other unsuitable material is encountered, it shall be

removed as ordered by the engineer for a depth of at least 12

inches below the designated grade.

9.10.4 Foundation backfill shall be deposited uniformly

for the full width of the excavation in layers not exceeding 6

inches in depth with each layer compacted.

9.10.5 Construction, forming, placing, etc. of headwalls

shall be in accordance with the appropriate requirements of AHD

5.01.03.

9.10.5 All surfaces will receive a Class 1 surface finish

and all exposed surfaces will receive a Class 2 surface finish.

In order to permit proper surface finishing, forms may be removed

as soon as the concrete has set sufficiently that form removal

will not damage the green concrete, but in no case less than 12

hours after completion of the placing. Immediately after pouring

is completed, surfaces not covered by forms shall be covered

with one of the curing materials specified in AHD Section 830.

Finishing shall begin immediately after removal of the forms, and

curing continued for at least 72 hours after finishing.

9.10.6 The finished concrete shall be within reasonably

close conformity to the line, grades and dimensions shown on the

plans, and free from objectionable cavities or projections.

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10. CURB INLET COVERS AND FRAMES

10.1 DESCRIPTION Curb inlet covers and frames shall be

gray iron castings. The castings shall be boldly filleted at

angles and the arises shall be sharp and perfect. They shall be

true to pattern in form and dimension and shall be free from

cracks, pits, blowholes or other defects.

10.2 MATERIAL All frames, covers and gratings shall

conform to the requirements of Class No. 20 for Gray Iron

Castings, ASTM Designation A 48.

10.3 CLEANING All castings shall be sand blasted or

otherwise effectively cleaned of scale and sand so as to present

a smooth, clean and uniform surface.

10.4 IDENTIFICATION All frames and covers shall be

identified with the name of the foundry and the date of casting.

Identification shall be in raised or indented letters in the

surface of the casting. Identification on lids and frames shall

be on the underside.

10.5 GUARANTEE The manufacturer shall guarantee all

castings against defects in material or workmanship for a period

of 18 months after date of casting.

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11. STREET AND DRAINAGE EXCAVATION

11.1 CONSTRUCTION METHODS

11.1.1 All necessary clearing and grubbing shall be done

in proper sequence with excavation and construction. All

excavation shall be conducted in such manner and by such methods

and equipment as will insure against removing or loosening any

material outside of the street right-of way.

11.1.2.0 The following criteria shall be used in the design of

all open channels:

1. Open channels shall be designed based on a 25 year

storm event.

2. A minimum of 20% depth shall be added for

freeboard.

3. Design shall be based on documented, acceptable

engineering

methods.

4. Sufficient design calculations shall be provided

to the City Engineer.

Linings shall meet the following minimum criteria:

Vegetative:

1. Maximum side slope of 3: 1.

2. Minimum slope of 0.75%.

3. Maximum velocity of 5. 0 fps and minimum velocity

of 2 fps.

4. Not allowed where continuous flow or standing

water is present.

5. All channel bottoms shall be sod and must be

pinned and staggered.

6. Design shall address stability (new ditch)and

capacity(established

ditch).

7. 10' of easement shall be provided along the top of

one side of the channel for maintenance purposes.

Riprap:

1. Maximum side slope of 2: 1.

2. Minimum velocity of 5.0 fps.

3. Shall be constructed in accordance with design.

4. Filter Blanket is required, either gravel or

fabric.

5. 10' of easement shall be provided along the top of

one side of the channel for maintenance purposes.

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Rigid Linings:

1. Shall consist of either concrete or grouted

riprap.

2. Maximum side slope of 1: 1.

3. Slope above linings shall be 3:1 and sodded

adjacent to linings and

seeded and mulched above sod.

4. Concrete shall be used where slope is less than

0.75% and velocity less than 2.0 fps.

5. Channel shall be constructed in accordance with

design.

6.

Consideration shall be given to downstream

conditions and potential erosion problems in

design of ditch system. Use of check dams,

boxes, and similar devices may be required.

7. 10' of easement shall be provided along the

top of one side of the channel for maintenance

purposes.

8. Grouted riprap channels shall be designed and

constructed such that voids are eliminated

that can result in spaulding and failure of

channel.

11.1.2.1 Gutters, ditches, channels and channel changes

shall be constructed only when and as shown on the plans or when

and as directed by the engineer to lines, grades and cross-

sections established by him, in proper sequence with other work

and when and as he directs. Excavation for channels shall

preferably be made before the excavation for structures is

started. When necessary in order to provide proper gradient of

flow line, the engineer may direct that channels be extended

beyond the limits of the street.

11.1.2.2 Changes of direction in open channels shall

have the channel protected from erosion on the bottom and

both banks for a sufficient distance upstream and downstream of

the directional change. The City Engineer may require

calculations to verify the adequacy of channel protection in

these areas.

11.1.2.3 Intersections of open channels shall be protected

from erosion and scouring by placing concrete on the bottom

and both banks of the channels upstream and downstream for a

sufficient distance to ensure that the channel is protection from

erosion.

11.1.2.4 Headwalls shall be constructed at all points where

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underground drain pipes exit into open channels and where open

channels enter into sub-surface drains.

11.1.3 Intersecting ditches or dikes shall be constructed

as soon as practicable after clearing and grubbing operations are

completed and prior to excavating the cuts.

11.1.4 All suitable materials removed from the excavation

shall be used as far as practicable in the formation of the

embankment, subgrade, base course, shoulders, slopes, bedding and

backfill or for such other purposes and at such other places as

directed. No excavated material shall be discarded without

written permission and when such material is to be discarded

it shall be disposed of as prescribed in Section 6.8.1.

11.1.5 The materials excavated from channels, channel

changes, waterways and ditches shall be utilized in the

construction of embankments, the widening and sloping of

embankment slopes, the backfilling of abandoned ditches and

channels or otherwise disposed of as directed by the engineer. No

excavated material shall be left in unsightly piles but shall be

spread in uniform layers, neatly leveled and shaped. No waste or

surplus excavation from a ditch or channel shall be deposited or

left within 3 feet of the edge of the ditch or channel.

11.1.6 All rock or boulders encountered in the roadway

shall be excavated to the lateral limits shown on the plans and

to a depth of at least 9 inches below subgrade, and the resulting

space backfilled to proper grade with suitable material as

directed by the engineer. In blasting rock, a reasonably uniform

face shall be left. The engineer, the City engineer or the City

fire marshal shall have authority to require cessation of any

method of blasting which leads to overshooting or is dangerous to

the public or destructive to property or to natural features.

11.1.7 Attention is directed to the possible existence of

pipe lines or other public utilities which may be buried within

the limits of the work or adjacent thereto, and which may or may

not be shown on the plans. The contractor shall be responsible

for and take all necessary precautions to protect and preserve

any and all existing drains, sewers, surface drains, pipes,

conduits and other underground structure or parts thereof which

may be affected by his operations on the work and which, in the

opinion of the engineer, may properly be continued in use without

any changes. The contractor shall assume full responsibility for

reimbursing the owners for any damage or injury to property or

interference with other services.

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11.1.8 The contractor shall repair, replace, relocate,

extend, reconstruct or make any other changes in any tile drain,

sewer or other subsurface drain, or water, gas line, or other

utility line encountered in the prosecution of the work.

11.1.9 Grading operations shall not be performed to the

prejudice of the work of blading and maintaining the street bed

and subgrade and base course. The engineer or the City engineer

shall have full authority to order the suspension of other

contract operations pending the adequate and proper performance

of such maintenance work.

11.1.10 While the excavation is being done and until the

work is finally accepted, the work shall be protected and the

loss of material from the street by erosion shall be held to a

minimum.

11.2 SOD

11.2.1 Where sod is disturbed in grading lawns between

curb and walks, in terracing property, in setting or resetting

curb, or in other work it shall be carefully removed, relaid and

watered. New sod will be laid where the old sod dies before the

acceptance of the work. Sod destroyed by piling of materials or

tools shall be replaced with new sod.

11.3 PIPES

11.3.1 The City and those under contract with or having

franchise rights from the City shall be permitted to construct or

lay sewers, water or gas pipes, and other conduits in those

portions of the street or easements where there is a fill before

the filling is commenced. The remainder of the street shall be

brought to subgrade as soon as possible and the above mentioned

parties given an opportunity to lay such pipes or other conduits

before the base course is laid. On completion of the laying of

pipes in any block or part of a block the grading shall be

completed as soon as possible. All parties excavating in streets

shall backfill cuts in accordance with Paragraph 6.6.2 of this

Specification.

11.3.2 Utilities under streets or in easements adjoining

streets shall be installed in strict accordance with Section

18 of this Specification.

11.4 SIDEWALK AND LAWN

11.4.1 The sidewalk and lawn space shall be graded to the

lines given by the engineer. Where dirt is removed for curb and

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gutter and is thrown in the street or in the sidewalk space or on

the sidewalk, the contractor will remove it therefrom prior to

the close of work that day.

11.5 MONUMENTS

11.5.1 Engineer's monuments, bench marks, stakes and all

meter boxes, manhole rims and covers and other castings will be

preserved.

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12 EMBANKMENT

12.1 DESCRIPTION

This section shall cover the placing in embankments

suitable material excavated under other sections of this

Specification in conformity with the lines, grades and cross-

sections shown on the plans. Embankment construction shall

include the preparation of the area upon which the embankment is

to be constructed, the preparation and selection of materials,

the formation, compaction and stability of the embankment and the

disposal of surplus and unsuitable material.

12.2 MATERIALS

Only suitable materials shall be used in the

construction of embankments and backfills. No brush, roots

(larger than 1" in diameter), rubbish, limbs, logs, stumps,

heavy vegetation or other unsuitable material shall be

incorporated or placed in the embankments or backfill. All

unsuitable material shall be disposed of. Grading operations in

street and drainage excavation shall be so conducted that all

suitable material shall be used where required for the formation

of embankments, subgrade, shoulders, approaches, intersections,

and for backfilling around structures. The work shall be done in

such a manner and sequence that the most suitable soil shall be

reserved for topping as far as practicable.

12.3 EQUIPMENT

12.3.1 Rolling Equipment

The rolling equipment shall consist of adequate

sheepsfoot tamping rollers or other mechanical compacting

equipment and, if required, pneumatic tired rollers of an

approved design.

12.3.2 Other Equipment

A blade grader and/or bulldozer shall be kept on

the work and shall be used to keep each lift of the fill machined

at all times while the embankment is being constructed and

tamped.

12.4 PREPARATION

12.4.1 General Before beginning embankment construction,

clearing and grubbing shall be performed as provided in Section 5

of this Specification.

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12.4.2 Natural Ground Slopes and Old Embankments

12.4.2.1 Where embankments occur adjacent to natural ground

which slopes more than 20 degrees from horizontal, such slopes

shall be:

(a) scraped of topsoil

(b) plowed or loosened to a depth of at least 6

inches before backfilling is commenced and

(c) the topsoil removed, stored or placed under

embankment slopes

12.4.2.2 In cases where widening of embankments is

necessary, the slope of the old embankment shall be stepped and

plowed before placing additional material. embankment shall be

placed to a sufficient height and width so that after full

shrinkage, settlement and subsidence, and sloughing of the side

slopes, the fills will be at the required grade and have the

specified cross-section at all points. When the widening on

either side of the center line is less than 6 feet measured

horizontally by cross-sections, stepping, parallel

layer construction and density as specified herein will be

required only in the 2 feet next below subgrade elevation.

12.4.2.3 When the embankment is to be superimposed on old

pavements or pavements having concrete bases, (so-called rigid

types), the procedure shall be as follows:

(a) If the depth of new embankment (exclusive of

new paving material and base course) is less than 1

foot, the old pavement shall be removed and

disposed of.

(b) If the depth of the new embankment (exclusive

of new material and base course) exceeds 1 foot but

is less than 3 feet, the old pavement shall be

broken with a drop hammer of suitable weight into

pieces less than 2 square feet in area, at the same

time pounding or forcing such pieces into the

subgrade. Broken pieces shall be subsequently

covered with sand in an amount sufficient to fill

all cracks

(c) If the depth of embankment (exclusive of new

paving material and base course) is 3 feet or over,

the old pavement shall not be disturbed.

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(d) When embankment is to be superimposed upon

any other type of pavement or surface the existing

pavement or roadway surface shall, (regardless of

the depth of the embankment to be placed thereon),

be scarified to such a degree as will provide ample

bond between old and new material.

12.5 FORMATION

12.5.1 General The material shall be deposited and

spread in successive uniform layers of not more than 8 inches in

depth loose measurement for the full width of the required cross-

section, and shall be kept level or parallel to the finished

subgrade by the use of blade graders, except that around bridge

ends and structures, leveling shall be done with bulldozers and

hand methods. Each layer of embankment shall be rolled and

compacted to specified density hereinafter provided. Embankments

and slopes shall be finished true and straight, in conformity

with the lines and grades of slope set by the engineer, and all

slopes, whether old or new, shall be maintained with true and

even surfaces.

12.5.2 Low Swampy Ground Unless specific preparatory

treatment is provided, where low swampy ground will not support

the vehicles, the thickness of the bottom layer may be increased

to a depth not greater than that required to support the said

vehicles while placing subsequent layers. Subsequent layers shall

be constructed and compacted as provided above.

12.5.3 Predominantly Rock Where embankments are being

constructed predominantly of rock, the stones, broken rock and

boulders shall be placed in layers and all voids shall be

completely filled with suitable earthy materials and thoroughly

compacted. No layer of such rocky material shall be placed within

9 inches of the subgrade or finished earth shoulders. Where rock

excavation is used in embankments, all excavation, of whatever

class in the vicinity, shall be managed so that all coarse rock

will be placed and embedded in the embankment before any fine

rock and earth shall be used.

12.5.4 Over, Under and Around Structures Embankments

over, under and around pipes, culverts, arches, bridges and other

structures shall be of selected embankment materials placed and

tamped and compacted in a manner and by methods that will avoid

unbalanced loading, and that will not cause movement or place

undue strain on any structure. The embankments that are placed

against or immediately adjacent to bridge abutments, retaining or

wing walls, open end bents and culverts shall be built in

horizontal layers not exceeding 6 inches loose and must be

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compacted by mechanical tamping and/or rolling. This method of

building embankments will be required for such distance from

these structures until rollers can effectively tamp embankments.

12.5.6 Erosion Control Suitable coarse rock will be

used in constructing the stream side of all embankments which are

adjacent to or parallel to streams. Materials deposited in any

stream channel that in any way whatsoever obstructs or impairs

the flow of the stream or endangers a roadway or stream bank

shall be removed as directed by the engineer or the City

engineer. Side ditches or gutters emptying from cuts to

embankments or otherwise shall be so constructed as to avoid

damage to embankments by erosion.

12.6 EMBANKMENT COMPACTION

12.6.1 General Embankments shall be rolled as

stipulated herein unless otherwise specified by the engineer. The

density of each layer (except the top 6" or subgrade layer) shall

be not less than 95% of the relative maximum density as

determined by AASHTO compaction test T99. The top 6" or subgrade

layer shall be as provided by Section 13 of this Specification.

Each layer of embankment material which does not contain

sufficient moisture to compact thoroughly shall be sprinkled and

mixed with water as directed by the engineer. Watering may also

be done before material is removed from cuts or pits. Material

containing excess moisture shall be allowed to dry out to the

proper consistency before compacting is attempted. Successive

layers shall not be placed until the layer under construction has

been compacted.

12.6.2 Very Sandy Material When the embankment

material is of a very sandy nature and it is impractical to

compact it with rollers, the material shall be spread in 6"

maximum loose layers and each layer watered, then rolled with the

tracks or treads of a 10-ton tractor which shall cover the entire

surface of the layer.

12.7 SPECIAL SLOPE PROTECTION

12.7.1 The work covered by this section consists of

furnishing all materials, equipment and labor and performing

all necessary operations in connection with the installation of

rip-rap or other special slope protection, as called for in the

plans.

12.7.2 Areas to receive rip-rap or special slope

protection materials shall be graded to the lines and slopes

shown on the plans, or as directed by the City engineer. Any

loose material shall be compacted by the use of hand or

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mechanical tampers.

12.7.3 Stone for rip-rap shall be of the size and weight

designated on the Standard Drawings. In addition, the stones

shall be durable and of a suitable quality to insure permanence

in the structure in which it is to be used. It shall be free of

cracks, seams and other defects that would tend to unduly

increase its deterioration from natural causes. No more than five

percent of the stones shall have shale seams which would tend to

separate when exposed to weathering. The inclusion of

objectionable quantities of dirt, sand, clay or rock fines will

not be permitted.

12.7.4 Just prior to placing rip-rap or other slope

protection material, the contractor shall install a non-woven

plastic filter fabric as described in the Standard Drawings. The

filter fabric shall be approved by the City engineer for

installation and shall then be installed in strict accordance

with the manufacturer's specifications for installation and use.

Only then, and after approval by the City engineer, shall the

slope protection material be installed on the filter fabric.

Attention is called to the standards contained in Section 6.8.4

above.

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13 SUBGRADE

13.1 DESCRIPTION

The subgrade shall be considered as that portion of

the street bed on which the base course or curb and gutter is to

be placed. After the earth work is substantially completed and

after all drains have been laid and after all utilities under the

pavement are in place, the subgrade shall be brought to the

lines, grades and cross-sections shown on the plans, and finished

in accordance with the plans.

Subgrade material shall meet the requirements of Soil

Classifications A-1, A-2, A-3, or A-4 as determined by AASHTO

specification M-145 within the following limitations:

a) materials in the A- I or A-3 classification will

not require consideration of a CBR value.

b) materials in the A-2 or A-4 classification shall

have a CBR value of not less than 10.

c) Materials of the cherty or float gravel type which

have a minimum 500/o metal retained on the number

8 sieve, 100% passing the 4" sieve, and CBR value

of at least 25 will not be required to conform to

the soil classification noted above.

Certification by the developers geotechnical engineer

shall be submitted to the City addressing the subgrade

material.

13.2 PREPARING SUBGRADE

13.2.1 The subgrade shall be so constructed that it will

have, as nearly as practicable, uniform density throughout. No

base course, surfacing or pavement shall be placed on the

subgrade until specified density is obtained, and until the

subgrade conforms to the grade and cross-section shown on the

plans and until the subgrade has been checked and approved.

13.2.2 Before placing any material on a subgrade, it shall

be firm and compacted and shall have passed an inspection for

compaction in accordance with Section 13.2.4 of this

Specification. When necessary, the subgrade shall be sprinkled.

The subgrade shall be constructed so that it will be uniform

in texture and have as nearly as possible uniform density

throughout. Subgrade material shall be placed in maximum 8"

lifts. No base course or sub-base course shall be placed

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on the subgrade until the specified density is obtained, and

until the subgrade conforms to the lines, grades and cross-

sections shown on the plans. The density of the top 6 inches

of subgrade shall be not less than 100% of the maximum density

as determined by AASHTO Compaction test T-99. In no case shall

any roadbed material, base course, pavement or surface

course be placed on a frozen, muddy or excessively dirty

subgrade. Storing or stockpiling of material on the subgrade

will not be permitted.

13.2.3 All boulders, brick, concrete or similar solid

items or ledge rock appearing in the earth excavation shall be

removed or broken off to a depth of not less than 9 inches below

the subgrade. The depressions left by such excavation shall be

filled with suitable material. All soft and unstable material

and other portions of the subgrade which will not compact readily

or serve the intended purpose shall be removed. The resulting

areas and all other low sections, holes or depressions shall be

brought to profile grade with satisfactory selected material and

the entire subgrade shaped to line, grade and cross-section.

The entire subgrade, both in cut and in fill, shall be compacted

to a density of not less than I 00% of the maximum density in the

top 6" layer as required in section 13.2.2 above and 95% of the

maximum density below 6" in depth as detemiined by AASHTO

Compaction Test T-99. Moisture content at the time of the in-

place density test shall be within + or - 2% of the optimum

moisture content established during the control density test.

Density test shall be performed at a minimum of 3 00' intervals

or at least once on short streets less than 300' in length.

Developer shall provide the City with results of in-place density

test.

13.2.5 Particular attention shall be paid to compaction

around manholes, over sewer lines and laterals, and over other

utility and drainage crossings. Where deemed necessary by the

engineer or the City engineer or his representative, hand tamping

shall be required.

13.2.6 Where the plans indicate that a base course, surface

course or pavement is to be placed, any requirements as to

subgrade contained in the specifications for such base course,

surface course or pavement shall be performed accordingly.

Subgrade rolling shall be performed with a double axle truck with

a minimum net load of 20 tons.

13.2.7 After rolling, the subgrade shall be checked and

all portions not at true elevation shall be corrected and

compacted to correct elevation. The subgrade shall be tested

after rolling and sufficient material shall be added or removed

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to bring all portions of the subgrade to proper elevation.

13.2.8 All intersecting public streets or highways shall

be graded as shown on the plans, and acceptable materials used on

the surface so that a commodious, smooth riding and satisfactory

intersection shall be produced. Grading of the subgrade shall be

conducted so that berms of earth or other material do not prevent

immediate drainage of water to the side ditches or gutters.

Gutters, ditches and drains along subgrade shall be so maintained

at all times as to drain effectively. When hauling results in

ruts or other objectionable irregularities, the subgrade shall be

rerolled before the surfacing is placed.

13.3 PROTECTION AND MAINTENANCE OF SUBGRADE

13.3.1 The subgrade shall be maintained free from ruts and

other depressions, in a smooth and compacted condition true to

lines and grades and to density requirements until the base,

surfacing or pavement is placed.

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14 DENSE GRADED AGGREGATE BASE COURSE

14.1 Description

14.1.1 This item shall consist of dense graded crushed

limestone base course composed of one or more well controlled

aggregate sizes, water mixed with and without calcium chloride,

as directed, placed and compacted in accordance with these

Specifications and in conformity with lines, grades and cross-

sections shown on the plans. All material shall conform to the

requirements set forth in Section 14.1.2 of this Specification.

14.1.2 Coarse Aggregate

(a) Coarse aggregate shall consist of crushed

stone,free from adherent coatings and conforming to the

requirements of this Specification.

(b) Deleterious Substances in coarse aggregates

shall not exceed the following limits:

1. Soft fragments ................................. 6.0%

2. Coal and lignite ............................... 0.25%

3 Clay lumps ..................................... 0.25%

4. Material passing a #200 sieve .................. 2.0%

5. Thin or elongated pieces (Length greater than

5 times average thickness) ..................... 10.0%

6. Other local deleterious substances ............. 2.0%

7. Total of Nos. 1, 2, 3, and 6 above............ 8.0%

14.1.3 Crushed Stone

(a) Crushed stone shall consist of clean, tough,

durable fragments of rock conforming to the class and gradation

specified.

(b) Crushed stone shall meet the following

requirements for the respective physical tests:

TEST LIMITS FOR TYPE CONSTRUCTION

Concrete Bituminous Other

Percent wear, Los Angeles

Test (AASHTO T-96) 50 Max 48 Max 60 Max

Percent sound, Soundness

Test (AASHTO T-104) 90 Min 90 Min 90 Min

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14.2 Gradation

(a) Coarse aggregate shall be graded within the

limits specified and the size or sizes designated shall conform

to the limits shown in the Coarse Aggregate Gradation Table

provided in AHD Specification for Highway Construction

(AHDSSHC), Subarticle 801.11(d).

(b) The dense graded mixture as processed shall

contain moisture within 2% of the optimum moisture content of

the aggregates, and the aggregates shall be blended together in

such a manner that if sampled and tested, it shall meet the

following gradation without abrupt variation:

TOTAL PASSING PERCENTAGE BY WEIGHT

2" sieve . . . . . . . . . . . . . . . 100

1.5” sieve. . . . . . . . . . . . . .90-100

1" sieve . . . . . . . . . . . . . . . 75-98

1/2" sieve . . . . . . . . . . .. . . 60-85

No. 4 sieve . . . . . . . . . . . . . 40-65

No. 8 sieve . . . . . . . . . . . . . .28-54

No. 16 sieve . . . . . . . . . . . . 19-42

No. 50 sieve . . . . . . . . . . . . 9-27

No. 200 sieve . . . . . . . . . . . . 4-18

14.3 CONSTRUCTION METHODS

a) General

The roadbed must be in an approved condition before

placement of any base or subase will be permitted.

Approval shall be based on satisfactorily completion of

the roadbed in accordance with the requirements of

Section 13.

b) Equipment

In general, it shall be the Contractor's responsibility

to select and furnish the proper size and amount of

equipment that will produce and deliver to the roadbed,

mix, spread, shape and compact the base material.

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14.4 MIXING BASE COURSE AGGREGATES

(a) Premixing of the materials for the base course

will be required. They shall be mixed by an approved mechanical

mixer, either at point of use or at a central mixing plant. Water

shall be added during the mixing operation in an amount to make

the total moisture content of the mixture not less than 5% by

weight, and sufficient to make a workable mixture. At no time

during the mixing operation shall the moisture content exceed

the designated optimum by more than 2%. In case the material

becomes too dry before compaction, water shall be added. For the

top layer only, calcium chloride may be added during the mixing

operation at the rate of 10 pounds of flakes per loose cubic yard

of mixture.

14.5 PLACING MATERIAL

(a) In mixing, handling and placing the base

material, care shall be taken to prevent segregation. The base

course material shall be placed in not more than 6 inch compacted

layers on an accepted subbase or subgrade. The minimum nominal

thickness of the base material in place shall be 5", unless

otherwise approved by the City Engineer. Reference is made to the

typical sections for local and minor collector streets in the

Appendix.

14.6 COMPACTING AND MACHINING

(a) The surface of the base course material

shall be immediately and continuously machined with motor

graders, maintaining the required section and compacted with

steel wheel rollers. The base course shall be compacted until

it reaches 100% proctor density. The base course shall be rolled

with a double-axle dump truck with a minimum net load of 20 tons.

Steel wheel rolling shall extend beyond the curb line where curb

and gutter is to be placed on the base material, and to the

curb and gutter where the curb is placed on subgrade. When

compaction is complete, the base course shall be smooth, hard,

dense, unyielding and well bonded. The contractor shall provide

density tests for the base if requested by the City.

14.7 MAINTENANCE

(a) The entire roadway shall be maintained, and

areas found defective shall be corrected and, if necessary, the

subgrade and base shall be replaced. Maintenance shall include

maintaining the shoulders (where they exist) to a uniform grade

and slope, keeping all drainage ditches free from loose earth or

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other objectionable material, and keeping the roadbed drained at

all times until the surface coat is applied. The base shall be

machined as often as necessary to maintain it smooth and to grade

and cross-section until the wearing surface is applied. The

maximum speed of trucks when hauling or traveling any part of the

base course under construction shall be 20 miles per hour.

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15 CURB AND GUTTER

15.1 GENERAL

(a) This section shall cover the work of

constructing portland cement concrete combination curb and

gutter.

15.2 MATERIALS

(a) All materials shall conform to the requirements

of AHD Specifications Division III. Concrete shall conform to the

requirements of Addendum I of this Specification.

15.3 CONSTRUCTION REQUIREMENTS

(a) Concrete mixes shall be as provided by Addendum

I of this Specification, with a Class A mix being used with

standard forms and a Class A mix, modified as deemed necessary by

the engineer to fit the type curbing machine being used.

(b) Foundation shall be constructed or excavated to

the required depth below the finished surface in accordance with

the cross-section shown on the plans. All soft or other

unsuitable material shall be removed and replaced with suitable

material in layers not to exceed 4 inches compacted. The

foundation shall be proof rolled with a two-axle truck with a

minimum 20 ton net load.

15.4 FORMS

(a) General The contractor shall use standard

type metal forms as noted hereinafter or an approved automatic

extrusion type curb-and-gutter machine.

(b) At each street or driveway crossing where

there is to be sidewalk, the curb shall be modified to provide a

ramp from the sidewalk to the street.

(c) Combination curb and gutter shall be 24 inches

wide at the base

(d) Standard Forms Standard forms shall be

metal, except for radial sections. They shall be straight and

free from warps and of sufficient strength, when staked, to hold

the concrete true to line and grade without distortion. They

shall provide the approved typical section and depth of the

section shown on the plans. Radial or curved forms may be of

flexible metal, or a wood form of approved design may be used.

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Bent or damaged forms shall not be used. All forms shall be

securely staked, braced and held together to the line and grade

established and shall be kept sufficiently tight to prevent

leakage of mortar. All forms shall be cleaned and oiled with a

suitable oil immediately before concrete is placed against

them.

(e) Machine formed Any automatic extrusion

type curb-and-gutter machine must produce a section conforming

to the dimensions, cross-section, lines and grades shown on the

plans within the tolerances provided in Paragraph 15.8(b) of

this Specification for formed curb and gutter. All curb and

gutter shall be placed in one operation to the depth of

cross-section shown on the plans. The use of a two-stage

operation will not be permitted.

15.5 SECTIONS

(a) Combination curb and gutter shall be

constructed in sections of the lengths shown on the plans. The

length of sections may be reduced when necessary to form closure.

Sections shall be formed with expansion joints not more than 60

feet apart, and with contraction joints spaced at 10 foot

intervals.

15.6 MATERIAL HANDLING, PROPORTIONING AND MIXING

(a) the handling, storing, proportioning and

mixing of concrete shall conform to the requirements of ADDENDUM

I.

15.7 JOINTS

(a) All expansion, contraction and construction

joints shall be constructed as shown on the plans and in

accordance with the requirements of ADDENDUM I, Section I-13 of

this Specification. If not shown on the plans, joints shall be

placed as follows:

(b) Expansion joints shall be placed in curb and

gutter to match those in concrete pavement where the two are

adjacent, but in no instance shall there be more than 60 feet

between expansion joints.

(c) Expansion joints 3/4 inch wide shall be placed

where curb and gutter terminates against rigid objects.

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(d) Expansion joint filler and sealer shall meet

the requirements of ADDENDUM I, Paragraph I-3.8 of this

Specification. Expansion joint filler shall extend from the

bottom of the curb and gutter to within 1 inch of the top and the

sealer shall be 3/4 inch thick and shall be recessed 1/4 inch

from the top.

(e) Contraction joints shall be placed in curb-

and-gutter to match those in concrete paving where the two are

adjacent, but in no instance shall there be more than 10 feet

between joints. Contraction joints shall be sawed or otherwise

cut 2 inches deep by 1/8 inch wide and shall extend 2 inches

below the pavement surface.

15.8 PLACING AND FINISHING - STANDARD METHOD

(a) Placing The subgrade and forms shall be

checked and approved just prior to placing concrete against them.

All debris or other foreign material shall have been removed from

the space to be occupied by the concrete. The subgrade shall be

moist but not wet or muddy. The concrete shall be placed in the

forms and shall be tamped, spaded or vibrated sufficiently to

produce a dense homogeneous mass and to bring the mortar to the

surface. Particular attention shall be given to spading and

placing the concrete along and against the surface of the forms

to prevent honeycombing and to secure a smooth, uniform surface.

(b) When the forms are filled, the concrete

shall be struck off with a template cut to the curb edge design.

The exposed concrete surface shall then be finished smooth with a

wooden float in a manner that will compact the mass and produce a

true, even top surface. Plastering with mortar to build up or

finish will not be permitted. The surface of the gutter and the

top and face of the curb will be checked with a 10 foot

straightedge and any irregularities more than 1/4 inch in 10 feet

shall be corrected. The alignment and grade shall not at any

point vary more than 1/2 inch from that established by the

elevation control stakes. Excessive troweling with a steel trowel

will not be permitted. A textured finish shall be provided on the

exposed surface just before the concrete becomes non-plastic by

the use of a burlap or cotton fabric drag, brush or broom which

will produce a uniform gritty texture along the length of the

curb and gutter. The upper edges of curb shall be rounded with an

edging tool to the radius shown on the plans. Joint templates

shall be set during the placing of the concrete and allowed to

remain in place until the concrete has set sufficiently to hold

its shape, but shall be removed while the forms are still in

place.

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The forms shall be left in place until concrete has set

sufficiently so that they can be removed without damage to the

work but, unless otherwise directed, they shall be removed within

24 hours after the concrete has been placed. Immediately after

removal of the forms, any minor defects shall be repaired.

15.9 PLACING AND FINISHING- MACHINE METHOD

(a) Placing and finishing machine laid curb and

gutter shall be in accordance with Paragraph 15.4 of this

Specification except that fixed forms are not required.

15.10 CURING AND PROTECTION

(a) Immediately after the finishing operation is

completed, the concrete shall be cured as provided in ADDENDUM I,

Paragraph I-3.7.

15.11 BACKFILLING

(a) After the concrete has set sufficiently,

spaces along the front and back sides of the curb and gutter

shall be backfilled to the required elevation with suitable

material which shall be compacted by tamping with approved metal

tamps or mechanical tamps in layers not more than 4 inches thick

until firm and solid.

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16 ASPHALT BITUMINOUS MATERIAL PLANT MIX

16.1 DESCRIPTION

This Section pertains to a two step plant mix

bituminous application with the mix prepared at a stationary

plant.

16.2 BITUMINOUS CONCRETE BINDER LAYER

(a) The work covered by this Section shall consist

of a hot bituminous plant mixed binder layer placed on a prepared

surface and to be covered by a bituminous wearing surface in

accordance with these Specifications and in reasonable close

conformity with the lines, grades, and typical cross-section

shown on the plans and required by these Specifications.

(b) The materials furnished shall conform to the

requirements of AHDSSHC Section 414 and the following:

• The minimum VMA for mixes in this section is

12.

• Fine aggregates shall be sand or crushed

aggregate or a mixture of these, meeting the

requirements of AHD. Coarse aggregate shall

be gravel, crushed gravel, crushed slag,

crushed stone, crushed sandstone or

combinations thereof, meeting the

requirements of AHD. When gravel is used as

the aggregate for a mix, at least 50% by

weight of material retained on the No.8 sieve

shall be crushed material passing the 3/4 inch

sieve. When gravel is used in a blend

with other aggregates, at least 50% by weight

of material retained on the No.8 sieve shall

be slag or stone passing the 3/4 inch sieve.

• The coarse and fine aggregates shall be combined

in a total blend that will produce an acceptable

job mix within the following gradation limits.

The job mix shall be designed by the Marshall

Method to produce a minimum of 1400 pounds

stability.

• Mix A shall be used unless otherwise noted on

the plans or ordered by the engineer.

Page 56 of 155

(c) For a Local Street, the binder shall consist of

a 2” compacted hot bituminous plant mix binder layer, Mix A

according to these specifications. Binder layer shall be

installed according to Section 410 of the Alabama Highway

Department Standard Specifications for Highway Construction

(AHDSSHC) and shall meet the density requirements of Section 306

of AHDSSHC.

For a Minor Collector Street, the binder shall consist of a 2.5"

compacted hot bituminous plant mix binder layer, Mix A according

to these specifications. Binder layer shall be installed

according to Section 410 of the AHDS SHC and shall meet the

density requirements of Section 306 of the AHDSSHC.

GENERAL COMPOSITION

SIEVE PERCENT PASSING BY WEIGHT

Square mesh type Mix A Mix B

_________________________________________________________________

1-1/2 inch sieve 100 100

3/4 inch sieve 80-95 94-100

1/2 inch sieve 75-90

3/8 inch sieve 54-76 64-80

No. 4 sieve 40-58 46-64

No. 8 sieve 28-46 34-50

No. 50 sieve 8-22 10-22

No.100 sieve 5-15 6-16

No.200 sieve 3-10 4-10

Unless the type of bitumen is specified on the

plans, the contractor may select for use either asphalt cement,

grade AC-20, AC-30 or AC-40, or tar of a grade approved by the

engineer. The proportion of bitumen to total sample by weight

shall be 3.5% to 6.0% for Mix A and 3.5% to 6.5% for Mix B. The

exact proportion shall be fixed by the job mix formula.

16.3 BITUMINOUS CONCRETE WEARING SURFACE

(a) The work covered by this Section shall consist

of constructing a hot bituminous concrete wearing surface on a

prepared surface in reasonable close conformity with the lines,

grades, and typical cross-section shown on the plans and

required by these Specifications.

(b) The materials furnished shall conform to the

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requirements of AHD Section 410 and the following:

(c) All mixes in this Section, regardless of the

type aggregate used, will require the use of an anti-strip agent.

All gravel aggregates shall be washed prior to crushing. All

mixes in this Section shall be designed on the fine side of the

Maximum Density Curve on the No. 8 sieve.

(d) Aggregates shall meet the requirements of AHD

Sections 801 and 802, with particular attention directed to

Article 802.04 and the following:

(e) Coarse aggregates for an actual wearing surface

shall be limited to siliceous aggregates such as gravel, granite,

slag, sandstone, or a combination of the proper sizes of these

materials that will produce a mix within the required gradation

limits. Carbonate stone, such as limestone, dolomite or

aggregates which tend to polish under traffic will be permitted

only in underlying layers, shoulder paving, or widening.

(f) All coarse aggregate shall be crushed aggregate

meeting the requirements of AHD Section 801.

(g) Fine aggregate such as round, pea or shot

gravel, defined as an uncrushed gravel passing the 3/8 inch sieve

with more than 50% retained on the No. 8 sieve will not be

permitted as a material to be blended in this mix. A sand

stockpile may be rejected if it appears that this type of gravel

has been blended with a natural sand.

(h) Naturally fine aggregate used in this mix

shall be reasonably clean, free from a coating of injurious

material, lumps of clay, loam, organic matter or other foreign

matter and uniformly graded. All of the aggregate shall pass

the 3/8 inch sieve and at least 85% shall pass the No. 4 sieve.

(i) Manufactured fine aggregate used in the mix

shall have 100% passing the 3/8 inch sieve with 95% of the

material retained on the No. 8 sieve and shall have at least one

freshly fractured face.

(j) The aggregates shall be combined in a blend in

which at least 80% of the total material retained on the No. 4

sieve shall have at least two freshly fractured faces, and will

produce an acceptable job mix within the gradation limits shown

below. The job mix shall be designed by the Marshall Method to

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produce a minimum stability of 1600 pounds, and a minimum VMA of

15 for Mix A , 14 for Mix B, and 16 for Mix C.

(k) Unless noted on the plans or ordered by the

engineer, Mix B shall be used for all layers.

(l) Deleted

GENERAL COMPOSITION

SIEVE PERCENT PASSING BY WEIGHT

(Square Mesh Type) Mix A Mix B Mix C

_________________________________________________________________

1 inch sieve 100

3/4 inch sieve 100 95-100

1/2 inch sieve 95-100 76-90 100

3/8 inch sieve 80-95 66-84 90-100

No. 4 sieve 54-74 46-66 65-82

No.8 sieve 38-56 34-50 45-62

No. 30 Sieve 16-36 16-30 22-38

No. 50 sieve 10-26 10-22 14-28

No. 100 sieve 6-18 5-14 8-20

No. 200 sieve 4-12 4-10 4-14

(

m) For a Local Street, the wearing surface shall

consist of a 1.5" compacted hot bituminous concrete wearing

surface Mix B according to these specifications. The wearing

surface course shall be installed according to Section 410 of the

AHDSSHC and shall meet the density requirements of Section 306 of

the AHDSSHC.

For Minor Collector Street, the wearing surface shall consist of

a 1. 5" compacted hot bituminous concrete wearing surface Mix B

according to these specifications. The wearing surface course

shall be installed according to Section 410 of the AHDSSHC and

shall meet the density requirements of Section 306 of the

AHDSSHC.

(n) Construction requirements shall be as specified

in AHD Articles 410.03 through 410.07. In the event the subgrade

material and compaction standards cannot meet the standards

specified, the design engineer shall present an alternate design

for the road section. This design shall meet the following

minimum traffic requirements of

Local Street: 2000 vpd

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Minor Collector Street: 2500 vpd

The design shall be in accordance with the AASHTO Method of

Flexible Pavement Design, Caltrans Method of Flexible Pavement

Design, or a method approved by the City Engineer.

In no case, however, shall the pavement section used be less than

that required in these specifications.

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17 CONCRETE SIDEWALKS

17.1 RAMPS Where sidewalks intersect cross streets

or driveways, ramps shall be constructed from the sidewalk to the

street or driveway. Ramps shall have a maximum slope of 1 foot in

8 feet.

17.2 MATERIALS All materials furnished for use shall

comply with the requirements of AHD Division III, Materials and

the following:

Concrete shall meet the requirements for a Class A,

Type 2 mix as provided in Addendum I of this Specification.

Reinforcing steel, if required, shall meet the

requirements of Addendum II of this Specification

17.3 CONSTRUCTION REQUIREMENTS

17.3.1 The contractor may use forms or, upon approval of

the engineer, an approved automatic extrusion type paving

machine.

17.3.2 Forms shall be of wood or metal and shall be

sufficiently staked to hold them true to line and grade while

concrete is being deposited against them. If of wood, they shall

be of 2 inch or 3 inch stock lumber surfaced on all sides. If of

metal they shall be of approved section having a base width of at

least 4 inches and shall have a flat surface on top. The depth of

the forms shall equal the depth of the sidewalk. Adequate means

shall be provided for securely fastening the ends of forms

together.

17.3.3 Any automatic extrusion machine considered must be

demonstrated to produce a consolidated concrete section

conforming to the dimensions, cross-section, line and grades

shown on the plans.

17.4 SUBGRADE All soft or otherwise unsuitable material

in the subgrade shall be removed and replaced with suitable

material. All fills and filling material shall be placed and

compacted with an approved roller or hand tamped in layers not

exceeding 6 inches in thickness.

17.5 FOUNDATION BACKFILL Where provided by the plans,

foundation backfill shall be placed and constructed as provided

in AHD Section 214.

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17.6 SETTING FORMS Forms shall be set to true line and

grade and rigidly held in place by stakes or braces. Ends of

adjoining form sections shall be flush. Forms and division plates

shall be cleaned and oiled before placing concrete against them.

Unless otherwise shown on the plans, the finished surface of the

sidewalk shall slope toward the roadway pavement at the rate of

1/4 inch per foot.

17.7 PLACING CONCRETE A template resting upon the side

forms and having its lower edge at the exact elevation of the

subgrade shall be drawn along the forms and the subgrade shaped

true before any concrete is deposited. The subgrade shall be

moist and shall be free of debris and all foreign material when

concrete is deposited upon it. The freshly mixed concrete shall

be placed promptly on the prepared subgrade to the depth

required to complete the sidewalk in one course. It shall then

be vibrated and/or tamped and struck off with an approved

straightedge resting on the side forms and drawn forward with a

sawing motion. The concrete shall then be floated with a wooden

float until the surface is true. Concrete laid during cold

weather shall conform to the requirements of AHD Section

501.03(d).

17.8 JOINTS Unless otherwise shown by plan details, the

surface of sidewalks shall be marked in squares or rectangles not

exceeding 36 square feet in area by using an approved marking

tool. The marking tool shall provide a groove approximately 1/2

inch in depth and with rounded edges.

17.8.1 Expansion joints a minimum of 3/8 inch wide

shall be placed as follows:

(a) where the walks join other concrete units

(b) to line up with expansion joints of adjacent

curbs, drives, etc., but in no instance more than 80 feet between

joints.

(c) where continuous runs of walks or drives are

80 feet or longer, transverse expansion joints shall be provided;

one joint for each 80 feet or fraction thereof of length.

(d) where walks are confined longitudinally by

other concrete units and the width of the walk is in excess of 15

feet, one longitudinal expansion joint shall be required for each

additional 15 feet or fraction thereof of width.

(e) expansion joints shall be formed using a filler

and sealer specified in ADDENDUM I, Paragraph I-3.8.

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(f) Unless shown otherwise by plan details, the

joint filler shall be from the bottom of the walk to within 1

inch from the top. The sealer shall be 3/4 inch thick and

shall be recessed 1/4 inch from the top.

17.9 CURING AND PROTECTING Immediately after the

finishing operations have been completed,the entire surface of

the newly laid concrete shall be protected against rapid drying

out. No vehicles shall be permitted on the new concrete for 7

days and pedestrians shall not be permitted thereon for at least

72 hours.

17.10 BACKFILLING After the concrete has set

sufficiently, the side forms shall be removed and the spaces on

both sides shall be backfilled with suitable material. This

backfill shall be compacted to a level one inch below the walk

and left in a neat and workmanlike condition.

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18. UTILITIES

18.1 All utilities shall be installed within the right-

of-way unless prior written authorization of the engineer and the

City engineer is obtained.

18.2 Utilities shall be installed in accordance with

the locations shown in this specification, unless written

authorization is obtained from the City Engineer for variation

from these specifications. It is understood that the

dimensions in back of curb in cul-de-sacs may vary, however the

depth from top of curb shall be maintained.

Any variation from the dimensions shown shall be shown on the

"As Built" drawings.

18.3 Each utility shall be responsible for repair of any

damage it creates to other utilities or to the installed

improvements. It shall be the duty of any utility installer to

report any damage discovered by him in the course of his work. In

the event damage is unreported and is later discovered, the City

engineer shall determine responsibility and shall cause repairs

to be made and costs to be assessed against the contractor

determined to be responsible.

18.4 UTILITIES SHALL BE INSTALLED ONLY IN THE FOLLOWING

LOCATIONS:

Underground electric shall be installed eight feet

behind back of curb and forty-two inches below top of curb, on

either side of the street.

Underground telephone shall be installed six feet

behind back of curb and thirty inches below top of curb on either

side of the street.

Underground television cable shall be installed

eighteen inches behind back of curb and eighteen inches below

top of curb on either side of the street.

Water shall be installed four feet behind back of

curb and thirty-six inches below top of curb on the NORTH or WEST

side of the street.

Gas shall be installed four feet behind back of

curb and thirty-six inches below top of curb on the SOUTH or EAST

side of the street.

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Sewer taps shall be extended twenty-four inches

behind back of curb and not more than sixty inches below top of

curb.

18.5 Before any utility is installed, the entire width

of the right-of-way shall be rough graded.

18.6 In general, the deepest utilities should be

installed first to minimize any possible interference with

laterals or service lines.

18.7 In cul-de-sacs the dimensions from the back of curb

may vary.

18.8 Anyone digging in the right-of-way shall call the

appropriate utility to have utilities located.

18.9 Each utility shall be responsible for repair of any

damage they create to other utility lines or to the street

improvements within the right-of-way. No utility shall be

responsible for damage to another utility which is located

outside their assigned space.

18.10 Once the road base has been placed, all further

installation of utilities under the roadway shall be bored or

otherwise shall comply with the street cut requirements of the

subdivision regulations.

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19 DRAINAGE RETENTION / DETENTION

19.1 The following drainage level of service standards

shall be met by all developments:

-Lowest Floor Residential: 100 Year

-Required Yards 25 Year

-Local Streets and drainage structures 10 Year

-Collector and Arterial Roads

and drainage structures

serving to collect water

from more than one subdivision 25 Year

-Open Channels 25 Year

All levels of service are based on a Type II Storm.

19.2 Where a lake or pond is created or exists within 50

feet of the closest edge of the right-of-way of any street, road

or alley, there shall be a suitable shrub barrier

19.3 Approach slopes for ponds and wet basins shall be

at least 6:1, but more than 3:1 and shall be at least four ft.

wide and slope gently toward the basin. The side slopes shall be

of a nonerosive material with a slope of 1:1 or flatter. The

ledge shall be between four and six ft. wide and shall slope

gently toward the shore to prevent people or objects from sliding

into deep water. There shall be a freeboard of twelve to

eighteen inches above the high water elevation on all retention

basins. Alternative designs may be approved by the City Engineer

where special circumstances make this necessary.

19.4 Fences, where provided, shall be constructed in

accordance with the requirements of ADDENDUM IV of this

specification, except for height.

19.5 All drainage shall be designed to guidelines

applicable to the particular basin, and shall be based on the

City's Drainage Master Plan, latest edition. In the event the

Drainage Master Plan calls for additional downstream

infrastructure or, alternatively, zero net post-development

discharge for future development in a particular location, it

shall be the responsibility of the developer/owner to provide for

such drainage features as are needed to achieve compatibility

with the Drainage Master Plan.

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20. ENFORCEMENT, ADMINISTRATION, APPEALS

20.1 Violation of this ordinance shall be punishable according to

the terms and provisions of Section 1-8, Madison Code of

Ordinances, as may be amended from time to time.

20.2 The City Engineer or Director of Community Development, or

their authorized designees, may impose a “STOP WORK” order

whenever they find that

• any facility under construction and subject to these

regulations is unsafe, and must be corrected promptly to

ensure the public safety, or

• any work subject to these regulations is being performed

in a manner that may reasonably be expected to create

harm to the public (e.g., inadequate or unsafe traffic

control, improper diversion of sewer flow, etc.)

Upon imposition of a “STOP WORK” order, all work on the site will

stop and all workers leave the site, except for those workers

necessary to correct the condition giving rise to the order. The

individual issuing the STOP WORK order, the City Engineer, or the

Director of Community Development, shall rescind the order when

he/she finds that conditions on the site warrant such rescission.

Appeal of a “STOP WORK” order shall be administered according to

Section 20.3 below.

20.3 No “STOP WORK” order or citation shall be issued for a

violation of this Section unless a written notice of the

violation has been provided to the project engineer, the

contractor, or the authorized representative of one of these,

with a 24-hour period given to cure the violation. Provided,

however, that no notice is required prior to the imposition of

a “STOP WORK” order should the City Engineer, Engineering

Inspector, Fire Chief, Police Chief, or Chief Building

Official determine that the violation poses an imminent danger

to life or property.

20.4 Appeals from the administrative rulings of the City

Engineer or the Director of the Community Development

Department shall be to the Planning Commission, which shall

make the final administrative determination concerning those

matters controlled by this Ordinance.

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ADDENDUM I

CONCRETE

I-1 CLASSIFICATION AND USES

Concrete shall be classified as Class A or Class B. Each class of

concrete shall be used in that part of the structure as provided

on the plans or where directed. The following shall govern unless

otherwise directed.

CLASS A concrete shall be used in all ordinary reinforced work

such as cantilever footings, walls, piers, diaphragms, columns,

caps, braces, reinforced footings, concrete slabs, girders,

reinforced concrete culverts, reinforced headwalls and inlets,

concrete pavement, concrete sidewalk and other areas as directed.

Unless otherwise noted, all concrete work shall be Class A.

CLASS B concrete shall be used in all mass footings, massive pier

shafts, gravity walls and other mass construction, and leveling

courses.

I-2 COMPOSITIONING AND PROPORTIONING

I-2.1 COMPOSITIONING Concrete shall consist of Type I

Portland cement, additives (if any), fine aggregate, coarse

aggregate and water. Slag cement may be used in the proportion of

approximately one part slag cement to two parts Portland cement

with the approval of the engineer. The contractor may, at his

option and with the approval of the engineer, substitute Type

III Portland cement in the construction of concrete.

The contractor shall put into each batch the designated number

of bags of cement and amount of water, and weigh into each batch

the respective weights of fine and coarse aggregate designated

for the particular job and class of concrete being used,

provided, however, that for batching aggregates for structures

15 yards or less, the contractor may use approved volumetric

measuring devices, in which case the volumes of aggregates

in each batch will be designated.

I-2.2 PROPORTIONING The following requirements have

been designed to give the most economical and practical

combination of materials which will produce the necessary

workability in the fresh concrete and the required qualities in

the hardened concrete.

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(a) The maximum size of aggregate that can be used

will depend on the size and shape of the concrete structure and

the amount and distribution of reinforcing steel. The maximum

size shall not exceed 1/5 the minimum dimension of the member,

nor 3/4 of the clear spacing between reinforcing bars.

_________________________________________________________________

COARSE AGGREGATE WATER IN GAL. THEORETICAL

CONSISTENCY

CLASS SIZE PER SACK OF CEMENT FACTOR SLUMP IN

CEMENT IN BAGS PER C.Y. INCHES

OF CONCRETE

_________________________________________________________________

A 1 1/2" to No.4 6 6.35 4-6

A 1" to No.4 6 6.70 4-6

A 3/4" to No. 4 6 6.87 4-6

B 2" to No. 4 8 4.77 6-8

B 1 1/2" to No. 4 8 5.04 6-8

_________________________________________________________________

The relative proportion of fine and coarse aggregate shall be set

to produce a workable mix of the consistency above specified with

the least amount of water. The quantity of sand may vary from 33

to 50% of the total aggregate quantity in an absolute volume

basis considering the aggregate to be in a saturated surface dry

condition. Since the data in the above table has been based on

aggregate in a saturated surface dry condition, it will be

necessary in calculating batch weights and mixing water to make

corrections for any other moisture condition of the aggregates as

delivered to the measuring bins. Once fixed, the total weight of

aggregates on a saturated surface dry basis shall not be changed

during the progress of the work except under the following

conditions:

(b) If during the progress of the work the specific

gravity of one or both of the aggregates changes, the batch

weights shall be changed to conform to the new specific gravity

by absolute volume calculations.

(c) In case the maximum net content of water

specified is not needed for proper consistency, solid volumes

of combined aggregates may be substituted for an equal volume

of water omitted in order to insure as constant cement factor

as possible.

(d) In the event that the proportions of the

concrete mixture, as established by this specification, do not

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produce concrete of a strength desired, the right is reserved to

the engineer to increase the quantity of cement in the mixture as

may be required to secure the desired strength.

I-3 MATERIALS

I-3.1 CEMENT

(a) Portland Cement shall meet the "Standard

Specifications for Portland Cement", ASTM Serial Designation C

150 for Type I and Type III Cements.

(b) Slag Cement shall meet the U.S.Army Corps of

Engineers Specifications for Slag Cement CRD-C 248-52.

I-3.2 FINE AGGREGATE

(a) Fine aggregate shall consist of natural sand

having clean, hard, durable, uncoated particles meeting the

physical requirements of this sub-section and conforming to the

gradation shown hereinafter.

(b) The maximum weight of deleterious substances

shall not exceed the following percentages:

Removed by decantation 2.0%

Shale 1.0%

Coal and/or lignite 0.5%

Clay lumps 0.5%

Cinders & clinkers 0.5%

Other local deleterious substances such as alkali,

mica,coated grains, soft and flaky particles 1.0%

Total shale, coal and/or lignite,clay lumps, cinders

and clinkers and other deleterious substances 3.0%

The percentage of clay lumps shall be determined by examining the

various fractions which remain after the test for grading. Any

particles that can be broken up with the fingers shall be

classified as clay lumps and the total percentage by weight of

all clay lumps shall be determined on the basis of the total

original weight of the sample.

The diameter of deleterious substances shall not exceed the

maximum size of aggregate.

(c) Organic Impurities All fine aggregate shall

be free from injurious amounts of organic impurities. Aggregates

subject to the colorimetric test for organic impurities and

producing a color darker than the standard shall be rejected

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unless they pass the mortar strength tests as outlined below.

(d) Soundness When subjected to five cycles of

the "Soundness Test of Fine Aggregate" by the use of sodium

sulfate, the weighted percentage of loss shall not be more than

10% by weight when tested by AASHTO T-104. In lieu of the

soundness test, satisfactory evidence may be provided that the

fine aggregate has been exposed to natural weathering, either

directly or in concrete for a period of at least five years

without appreciable disintegration.

(e) Mortar Strength When tested in accordance

with ASTM Serial Designation C 87, fine aggregate shall have

compressive strength of not less than that of standard sand at 3

days and 28 days with the use of Type III Portland cement or at

7 days and 28 days with the use of Type I Portland cement.

(f) Gradation Uniformity Fine aggregate shall

be well graded between the following specified limits,

which limits shall be considered the extreme limits in

determining suitability for use from all sources of supply.

Sieve % passing by weight

3/8" 100

No. 4 95-100

No. 8 80-100

No. 16 60-90

No. 50 12-30

No.100 2-10

_________________________________________________________________

Tests Limits

Percent wear, Deval Test 23 Max.

(AASHTO T-4)

Percent Sound, Soundness

Test (AASHTO T-104) 90 Max

I-3.3 (a) CRUSHED SLAG Crushed slag shall consist of

clean, tough, durable pieces of air-cooled blast furnace slag,

reasonably uniform in density and quality, free from thin or

elongated pieces and free from deleterious substances. The unit

weight of crushed slag shall be not less than that indicated in

the Coarse Aggregate Table.

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Physical tests for crushed slag shall be the same

as provided hereinbefore for crushed stone.

(b) Gradation Coarse aggregate of the size or

sizes designated shall be well graded between the following

limits and the size or sizes shall conform to the limits shown.

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Designated Size 1 1/2 to No.4 1" to No.4 3/4" to No.4

Min. Wt.

per C.F.

(ASTM C-29) 70 lb 70 lb 70 lb

| 2" 100 --- ---

| 1 1/2" 95-100 100 ---

Percent | 1" 40-90 90-100 100

passing | 3/4" 35-70 90-100

sieves by| 1/2" --- 25-60 ---

weight | 3/8 10-30 --- 20-55

| No. 4 0-5 0-10 0-10

| No. 8 --- --- 0-5

I-3.4 USE, CARE AND HANDLING

(a) Transporting Vehicles: Railway cars,

barges, or any other equipment used for transporting aggregate

must be clean when the aggregate is placed therein. Trucks or

other vehicles used in transporting aggregate must be kept clean,

free from all foreign matter, in proper working condition and

must have strong substantial bodies which will prevent the loss

of materials during transit.

(b) Storage: Unless the weather and site

conditions are favorable, aggregates shall be stored on suitable

platforms at satisfactory locations. Unless platforms of wood or

metal are used, stockpile sites shall be cleared of all grass,

weeds, brush, debris and other foreign material before storing

the aggregate, and the bottom parts of the stockpile of aggregate

that are in contact with the ground surface shall be rejected up

to the level where it is practical to remove the aggregate

without including dirt or foreign materials.

(c) Stockpiling Stockpiling shall be so

conducted that segregation is avoided and the aggregate

throughout the piles is of uniform grading.If aggregates are

stored in stockpiles either at the unloading point or at the site

of the work, stockpiles shall be at least 6 feet in height built

up in layers not over 3 feet in thickness. Each layer shall be

completely in place before beginning the next, which shall be

allowed to "cone" down over the lower layer.

(d) Gradation Gradation from any one source

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shall be reasonably uniform and not subject to the extreme

percentages shown above. For the purpose of determining the

degree of uniformity, a Fineness Modulus determination shall be

made upon representative samples from such sources as are

proposed to be used. Fine aggregates from any one source having a

variation in Fineness Modulus greater than 0.02 either way from

the Fineness Modulus of the representative sample submitted may

be rejected, or may be accepted subject to such changes in the

proportions used as may be directed by the engineer.

I-3.5 COARSE AGGREGATE

(a) General Coarse aggregate shall consist of

crushed or uncrushed gravel, crushed stone, or crushed blast

furnace slag, having hard, strong, durable pieces, free from

adherent coatings and conforming to the requirements of these

specifications.

(b) Deleterious Substances The amount of

deleterious substances in coarse aggregate shall not exceed the

following limits:

(1) Soft fragments 2.00%

(2) Coal and lignite 0.25%

(3) Clay lumps 0.25%

(4) Material passing a No. 200 sieve 0.50%

(5) Thin or elongated pieces (length greater

than 5 times average thickness) 10.00%

(6) Other local deleterious substances 2.00%

(7) Total (1) thru (6) not greater than 3.00%

(c) Crushed stone Crushed stone shall consist

of clean, tough, durable fragments of rock meeting the following

requirements for the physical tests:

Percent wear, Los Angeles

test (AASHTO T-96) 50 Max

Percent sound, Soundness

test (AASHTO T-104 90 Min

(d) Gravel Gravel shall consist of natural

rounded or crushed fragments of clean, tough, durable stone, free

from coatings of any character.

(e) Storage Different sizes of aggregate and

aggregate from different sources shall be stored in separate

stockpiles sufficiently removed from each other so that the

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material at the edges of the piles will not become intermixed.

Any material or mixture of fine or coarse aggregate which

segregates so that the grading no longer conforms to that

specified shall be rejected for use until screened to the proper

grading.

(f) At the time of their use, the aggregate shall

be free from all foreign materials such as burlap, paper, wood,

straw, dirt, etc. When more than one size aggregate is required,

either coarse or fine, for use, they shall be maintained in

separate stockpiles and combined in proper proportions at the

mixer or plant. Aggregates stored in proportioning bins shall be

protected from rain by waterproof coverings.

I-3.6 WATER Water used in concrete shall be fresh, free

from oil, and shall not contain impurities in excess of the

following limits:

Acidity or Alkalinity Calculated in terms of

Calcium Carbonate 0.05%

Total Organic Solids 0.05%

Total Inorganic Solids 0.05%

A comparison of the given water with distilled water can be

obtained by making standard soundness, time of setting, and

mortar strength tests with standard Ottawa sand, using the same

cement of standard quality with each water. Any indication of

unsoundness, marked change in time of setting, or a variation of

more than 10% in strength from results obtained with mixtures

containing the distilled water shall be sufficient cause for

rejection of the water under test.

Water from City water supplies may be accepted

without being tested.

Water used in curing cement concrete or mortar

shall be free from any substance which may be injurious to, or

discolor concrete when applied to the surface as a curing agent.

I-3.7 CONCRETE CURING AGENTS

(a) Preliminary curing fabrics shall be burlap 8

to 10 ounces weight per 10 square feet, (or two layers of burlap

6 or 7 ounces per ten square feet may be used).

(b) Cotton mats shall meet the requirements of

AASHTO Designation M 73

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(c) Paper Blankets shall meet the requirements of

ASTM Designation C 171.

(d) Earth used in curing cement concrete pavement

shall be free of sticks, stones, or other ingredients which may

be detrimental to the surface of the concrete and shall be of

such nature as to retain moisture.

(e) Straw shall be cured hay suitable for the

purpose intended and approved each time used.

(f) Liquid Membrane Curing Compound shall be of a

consistency suitable for spraying, shall contain a fugitive dye

(unless a colorless type is available), be relatively nontoxic,

and adhere satisfactorily to a vertical or horizontal surface of

damp concrete when applied immediately after the disappearance of

surface water sheen. It shall not react harmfully with the

components of concrete, or contain waxes, oils or other

materials which would for more than 30 days tend to prevent

bonding of reflectorized strips or other traffic marking paints.

The resulting film shall be continuous, uniform, moisture

impermeable, and free from pinholes.

The nonvolatile material in the curing compound

shall be not less than 40% by weight.

The curing compound, when applied to the surface of

the mortar specimens in the determination of water loss shall dry

to the touch in one hour and shall dry through in not more than

four hours. When used in the field, it shall show satisfactory

drying properties.

The curing compound shall not permanently darken

the natural color of the concrete. The fugitive dye shall have a

color strength sufficient to render the film distinctly visible

for at least one hour after application. The color of the

fugitive dye shall disappear within seven days after application.

The membrane shall not peel. It shall disappear

from the surface by gradual disintegration from exposure to the

elements over a period of not less than 30 days or more than one

year, leaving the concrete hard and without discoloration. It

shall be of such viscosity that it may be readily applied by

approved pressure spraying equipment at temperatures above 40

degrees F.

When applied by pressure spray to the troweled

surface of a vertical, damp concrete specimen one foot square at

the rate provided herein, the curing compound shall adhere to the

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surface in a continuous tenacious film without running off or

appreciably sagging.

The liquid membrane curing compound, when tested in

accordance with the method prescribed in ASTM C 156 shall provide

a film which will retain within the specimen at the end of 7 days

at least 85% of the original water used or contained when the

compound was applied.

The curing compound shall have satisfactory

resistance to early rainfall and early abrasion. To test for

these qualities, at the end of a two hour preliminary hardening

period, place the mortar specimen, previously sprayed with the

required coating of the compound in such a position that its

surface presents a 45 degree angle to water drops. The dropping

apparatus shall be capable of permitting 150 drops of water of

approximately 0.1 cc per minute to impinge upon a selected spot

on the specimen. Fall of drops shall be 7 feet. If after 2

minutes (or 300 drops) the point of impingement shows no breaks,

the compound shall be regarded as satisfactorily resistant to

early rainfall and early abrasion.

I-3.8 JOINT FILLER

(a) Bituminous Premolded Filler shall consist of

preformed strips which have been formed from asphalt or tar, felt

and mineral filler to make a coherent matrix. It shall be of such

character as not to be deformed or broken by twisting, bending or

other ordinary handling after having been subjected for 12 hours

to a temperature of 125 degrees F., or when subjected to freezing

temperatures.

The dimensions shall be as shown on the plans and

tolerances of + or - 1/16 inch thickness, + or - 1/8 inch depth

and + or - 1/4 inch length shall be permitted.

Absorption shall not be more than 5% by weight.

Distortion shall not be more than 1 inch.

It shall not crack or shatter when subjected to a brittleness

test.

A specimen 3/4 inch or more in thickness shall compress to 50% of

its original thickness under a pressure of not less than 100 psi,

nor more than 1500 psi. The material after compression shall not

show a loss of more than 3% of its original weight.

The material shall be tested in accordance with AASHTO T-42.

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(b) Poured Bituminous Filler shall be blown asphalt

cement, and shall meet the requirements of Grade AF-1 or AF-2.

(c) Premolded Cork Filler shall meet the

requirements of ASTM Designation D544, Type I.

(d) Self Expanding Cork Filler shall meet the

requirements of ASTM Designation D544, Type II.

(e) Sponge Rubber Filler shall meet the

requirements of ASTM Designation Type III.

(f) Cork Rubber Filler shall meet the requirements

of ASTM Designation D544 Type IV.

(g) Hot poured rubber sealing compound shall meet

the requirements of Federal Specifications SS-F 336a.

(h) Metal used in expansion joints and as water

stops in construction joints shall be 24 ounce copper sheets

conforming to the requirements of ASTM Designation B-11.

I-3.9 READY-MIXED CONCRETE

(a) Ready-Mixed Concrete shall be understood to

mean any concrete which is proportioned and mixed in a central

plant and hauled to the site of the work in approved types of

agitator trucks, or concrete which is proportioned and partially

mixed in a central plant and transported to the site of the work

in approved transit-mix trucks, the mixing being completed en

route, (Called shrink mixing), or concrete which is proportioned

in a central plant and mixed in approved transit-mix trucks en

route to or at the site of the work. Ready-mix concrete shall

not be used if it shall prove impossible, because of the time

concrete is in transit, to finish the placed concrete properly

before initial set takes place. Load tickets, stamped so as to

prevent alteration, shall indicate load quantity and time of

departure of each batch of concrete from the central plant.

I-4 FORMS

(a) General Forms shall be substantial and

unyielding and so designed and constructed that the finished

concrete will conform to the plan dimensions and contours. All

forms shall be designed so that they may be removed without

damage to the concrete and as little damage to the forms as

possible. Forms shall be so constructed that portions where

finishing is required can be removed for that purpose without

loosening supports or disturbing portions of forms that must

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still remain in place. Sectional forms shall not be used unless

securely braced and constructed in a manner that will prevent

bulging, settlement or unsightly joints. In forming circular

concrete structures or curved portions of structures, the maximum

chord of the form at the concrete surface shall be 6 inches.

(b) Materials All forms shall be of material

sufficient in strength to hold the concrete without bulging

between supports. Ample studding, walling and ties shall be used

to effectively prevent bulging and misalignment of the forms.

Special attention must be paid to bracing. If, at any stage of

the work, during or after placing of concrete in any structure,

the forms sag or bulge or show signs of sagging or bulging to

such an extent that the concrete will extend below the elevation

of the required permanent chamber, or outside the true lines of

the form, the concrete affected shall be removed and forms

reconstructed to proper elevation or line and new concrete

placed.

(c) All lumber used in forms shall be properly

sized and dressed. The forms shall be built of air seasoned,

selected, matched, tongue and groove or shiplap lumber of

sufficient thickness and strength to maintain accurate lines and

planes. All form lumber shall be free from large or loose knots,

decay, rot, splits, wind shakes or other defects which will

mar the appearance of the finished work.

(d) Forms shall be mortar tight and shall be

placed and maintained true to lines and grades designated until

the concrete has hardened. Forms shall be protected from

shrinkage, warping, curling and other distortions during erection

and before placing concrete.

(e) Forms shall be filleted and chamfered at all

sharp corners unless otherwise directed by the engineer. and

shall be given a bevel or draft in the case of all projections,

with coping sufficient to insure easy removal, but not such as

will reduce the thickness of the concrete. All joints shall be

driven tight and shall be securely nailed. Forms shall be

securely spiked to stud uprights. The equal sides on triangular

moldings or chamfers shall be 3/4", except that for light

construction the width shall be 1/2".

(f) Forms shall be cleaned of all chips, dirt,

sawdust and other extraneous material immediately prior to

placing concrete.

(g) For narrow and/or inaccessible walls or

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sections precast, concrete struts or approved steel struts shall

be used for spacers. No wooden struts shall be used in such wall

sections.

(h) Approved types of bolts or ties shall be used

to prevent forms from spreading. All such bolts or ties shall be

arranged so that at least one inch of that part adjacent to the

concrete surface can be screwed out.

(i) Where indicated on the plans, concrete

surfaces shall be cast against plywood, masonite or other

approved form liner. Form liner shall be used in large sheets

and shall have tight fitting joints. Patchwork and illogical

location of joints shall be avoided. All joints shall be backed

to prevent leakage. Edges of abutting sheets shall be

sufficiently nailed to the same stud.

(j) Forms to be reused or forms previously used

shall be maintained at all times in good condition as to accuracy

of shape, strength, rigidity, water tightness and smoothness of

surface. Any warped, damaged or cupped lumber or section of form

shall be carefully re-sized, repaired or replaced before being

reused.

(k) Prior to placing reinforcing steel the inside

of all forms shall be coated with a non-staining oil or other

approved material to prevent the concrete from adhering to them.

Tarpaper or oil that will stick to or discolor the concrete shall

not be used. The forms shall be inspected before placing

reinforcing steel and the interior dimensions checked for

conformity with the plans. The inside faces of the form shall be

thoroughly examined and any projections, ridges, depressions,

offsets or other unevenness corrected so that the surface of the

concrete will be smooth, even and true.

(l) All forms shall be drenched and saturated

with water sufficiently in advance of placing concrete against

them to swell the lumber in order to remove shrinkage cracks

between boards and shall be wetted immediately prior to placing

the concrete, but no excess water shall remain in the form.

(m) The forms shall be inspected immediately

before placing concrete in them and any bulging or warping shall

be remedied. At the time of placing the concrete, the forms shall

be watertight and have smooth interior surfaces.

(n) The foregoing portions of this Addendum

primarily pertaining to wooden forms shall apply with equal force

to metal forms. The metal used for forms shall be of such

thickness that the forms will remain true to line, grade and

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shape. All bolts and rivet heads shall be countersunk and smooth

with the surface. Clamps, pins or other connecting devices shall

be designed to hold the forms rigidly together, and to allow

removal without injury to the concrete. Metal forms which do not

present a smooth surface or which do not align properly shall not

be used. Special care shall be exercised to keep metal forms free

from rust, grease and other foreign matter such as will discolor

the concrete.

I-5 FALSEWORK

(a) All falsework shall be designed and

constructed to provide the necessary rigidity and to support the

loads without appreciable settlement or deformation. Screw jacks

and/or hardwood wedges shall be used to take up any settlement in

the form work either before or during the placing of concrete.

(b) Falsework which cannot be founded on a

satisfactory footing shall be supported on piling which shall be

spaced, driven and removed in an approved manner. Framed

falsework bents on earth will not be permitted.

I-6 INSPECTION

The contractor shall give the engineer sufficient

advance notice before starting to place concrete in any section

of the structure to permit the inspection of forms, placing of

steel reinforcement and of preparation for placement. Inspection

shall be made before concrete is placed in any portion of the

structure. Any concrete placed in violation of this provision

shall be removed and replaced if so directed by the engineer.

I-7 TIME AND WEATHER LIMITATIONS

(a) All concrete shall be placed in daylight, and

the placing of concrete in any portion of the work shall not be

started unless it can be completed in daylight, unless written

permission to the contrary is received. Such permission shall not

be given unless an adequate lighting system is provided.

(b) No concrete shall be placed when the

temperature is below 35 degrees F., or below 40 degrees F. and

falling, without written permission of the engineer. Under

extreme curing conditions at low temperature when directed, the

contractor shall enclose the structure and furnish the necessary

heat in such a way that the air within the enclosure and the

concrete can be kept above 60 degrees F. for a period of 10 days

after placing the concrete, and above 40 degrees F. for an

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additional 4 days. Heating shall then be discontinued, but the

protective covering shall remain in place until the temperature

reaches that of the surrounding atmosphere.

I-8 MIXING

(a) For Job Mix Concrete, The aggregates and the

cement shall be thoroughly mixed in an approved batch mixer for a

period of not less than 1 1/2 minutes, during which time the

mixer drum shall be operated at a speed as indicated on the

manufacturer's nameplate on the mixer. The mixing water shall

start entering the drum ahead of the other materials and shall

continue for a short time after the skip is completely emptied.

The additional time required for discharging the water into the

mixer after the skip is emptied up to 10 seconds will not be

included in the period specified for the mixing time.If

necessary, the mixing time shall be increased to obtain

thorough mixing and uniform consistency. Any concrete

mixed less than 1 1/2 minutes shall be rejected and disposed

of. The entire contents shall be removed from the drum before

the succeeding batch is introduced.

(b) Ready Mix Concrete shall be in accordance with

Article I-3.9 of this Addendum.

(c) Hand mixing of concrete shall not be permitted

except with written permission of the engineer in an emergency.

In the event hand mixing must be done, the procedure shall be as

follows:

The sand shall be spread evenly on watertight

platforms and the cement spread on it. Then the dry sand and

cement shall be thoroughly mixed by square point shovels until

the mixture is uniform in color. It shall then be formed into a

crater and enough water added to produce the proper consistency

of mortar. The mortar shall be uniformly spread on the platforms.

The coarse aggregate shall be wetted and uniformly added to the

mortar and the entire mass turned and re-turned at least 6 times

and/or until all the coarse aggregate particles are thoroughly

covered with mortar and the mixture has a uniform color and

appearance. Hand mixed batches shall not exceed 1/2 cubic yard

in volume. Hand mixing shall not be used for concrete to be

placed under water.

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I-9 CONSISTENCY

(a) The exact quantity of mixing water to be used

shall be determined and fixed by the proportions of the other

materials. In general, a mixture shall be used which contains the

minimum amount of water consistent with the required workability.

(b) In general, the use of a finer coarse aggregate

will be required in thin and heavily reinforced sections rather

than a wetter consistency.

(c) In general, the consistency of concrete

mixtures shall be such that:

The mortar clings to the coarse aggregate.

The concrete is not sufficiently fluid to segregate

when transported to the place of deposit.

The concrete, when dropped directly from the

discharge chute of the mixer, shall flatten out at the center of

the pile but shall stand up and not flow to the edges.

The mortar shall show no free water when removed

from the mixer.

The concrete shall settle into place when deposited

in the forms and, when transported in metal chutes at an angle

of 30 degrees with the horizontal, it shall slide and not flow

into place.

(d) In general, the concrete shall have a slump

conforming to the requirements of Article I-2.2 of this

Addendum.

Slump shall be measured by the truncated cone method, ASTM

Designation C-143-39.

I-10 HANDLING AND PLACING CONCRETE

(a) Job- and hand- mixed concrete shall be placed in

the forms within 30 minutes after water is first added to the

mix, except that where ready-mix concrete is used, the time

control shall be as provided in AHD 450.03(d) and AASHTO M-157.

The concrete in each integral part or between established

construction joints of the structure shall be placed

continuously.

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(b) All concrete shall be placed in the dry unless

otherwise provided on the plans. When it is necessary to pump

water from the excavation during the placing of concrete to

deposit the concrete in the dry, the sump for the intake hose

shall be located outside the forms. Pumping equipment shall in

all cases be of ample capacity to keep the excavation practically

free of water until all the concrete is in place.

Water that originates in the footing area or that

is necessary to come through or across the footing area shall be

handled in approved pipes or conduits to the sump pump. Pumping

from the interior of any foundation enclosure shall be done

in such manner as to preclude the possibility of any portion of

the concrete material being carried away.

(c) The concrete shall be placed in horizontal

layers and vibrated, rammed, tamped and spaded until free mortar

appears on the surface and it is thoroughly compacted and until

all voids are filled. Concrete shall be placed in horizontal

layers not more than 12 inches thick unless hereinafter provided.

Each layer shall be placed and compacted before the preceding

batch has taken initial set to prevent injury to the green

concrete and avoid surfaces of separation between batches. Each

layer shall be compacted in a manner that will entirely destroy

the effect of a construction joint between it and a preceding

layer.

(d) When the placing of concrete is temporarily

discontinued the concrete, after becoming firm enough to hold its

form, shall be cleaned of laitance and all other objectionable

material to a sufficient depth to expose sound concrete. To avoid

unsightly joints as far as possible upon exposed surfaces,

special precautions shall be taken either by inset form work or

other means to obtain uniform surfaces and lines. Where a

"feather edge" might be produced at a construction joint, inset

form work shall be used to form the preceding layer so that the

thickness of the edge shall be not less than 6 inches. Work shall

not be discontinued within 18 inches below the top of any face,

unless provision has been made for a coping less than 18 inches

thick, in which case the construction joint shall be made at the

underside of the coping.

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I-11 USE OF CHUTES, TROUGHS OR PIPES

(a) Concrete shall not be dropped a distance of

more than five feet and special care shall be taken to fill each

part of the form by depositing the concrete as near final

position as possible. Where placing operations would involve

dropping the concrete a greater distance, it shall be deposited

through adjustable vertical metal pipes in sections not greater

than 4 feet in length and not less than 4 inches in diameter.

Depositing large quantities at one point in the form and running,

flowing or working the concrete along the form will not be

permitted. A sufficient number of metal pipes shall be provided

to place the concrete in accordance with AHD 450.03(h).

(b) The use of chutes longer than 30 feet for

conveying concrete from the mixing plant to the forms will not be

permitted except as hereinafter provided. The use of short chutes

for conveying concrete from the mixer to the forms will be

permitted, provided there is no segregation of the concrete

materials. In case segregation of concrete is produced by the use

of chutes, their use shall be discontinued and a satisfactory

method of placing substituted. All chutes shall have a down-pipe

or tremis (at the discharge end) of minimum length of 24 inches.

(c) When open troughs and chutes are used they

shall be of metal or metal lined and where steep slopes are

required, the velocity of flow shall be retarded by the use of

baffles or chokers or a series of short chutes shall be used to

change the direction of movement. All chutes, troughs, pipes and

other placing equipment shall be kept clean and free from

coatings of hardened concrete by cleaning and flushing with water

after each use. Water used for flushing shall be discharged clear

of the concrete already in place. The inside surface of the forms

shall be clean and free from dried or hardened particles or

coatings of concrete immediately prior to placing concrete

against that part of the surface.

I-12 CLEANING STEEL REINFORCEMENT

See Article II-4(b) of Addendum II.

I-13 PLACING CONSTRUCTION JOINTS

(a) Construction joints shall be placed across

regions of low shearing stress, in locations which will be

hidden from view to the greatest possible extent, and at only

the location shown on the plans.

(b) Unless otherwise shown on the plans, concrete

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in structures shall be so placed that all construction joints

will be truly horizontal or vertical and, if possible, in

locations that will not be exposed to view in the finished

structure. Special care shall be taken to avoid construction

joints through paneled walls or other large surfaces which are to

be treated architecturally. When specified, triangular chamfers

will be placed at horizontal construction joints and at

designated intervals between joints.

I-14 PROTECTION OF FORMS

(a) During the placing of concrete the contractor

shall detail competent workmen to watch the alignment of forms

and to correct immediately any yielding of forms or falsework.

(b) After the concrete has initially hardened the

forms shall not be jarred nor shall any strain be placed on

reinforcing bars partially encased in concrete that will cause

damage to the bond.

I-15 CONTROL

(a) Placement of concrete shall be governed by

construction joints as shown on the plans or as directed by the

engineer.

(b) Concrete shall be deposited continuously for

each monolithic section of the work. In case of breakdown of

equipment necessitating suspension of placing of concrete for a

period in excess of 45 minutes, and that part of the work

involved is such that a construction joint will not be permitted,

all of the previously placed concrete shall be removed.

(c) Concrete in walls, columns, etc. shall be

placed in continuous horizontal layers extending from end to end

of the forms.

(d) All concrete floors shall be placed for full

thickness in one operation. The operation of placing the concrete

in any floor slabs shall be continuous between expansion joints

or approved construction joints.

(e) Concrete in structural slabs shall be placed

in one continuous operation unless otherwise directed. When cap

forms are not constructed with column forms the columns shall be

allowed to set at least 12 hours before the caps are placed

and/or before any forming for caps begins. No concrete shall be

placed in the structural slabs until sufficient column forms have

been removed to ascertain the quality of the concrete in the

column. The full load of the slab shall not be allowed to come

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upon the supports until so approved by the engineer.

I-16 PUMPING

(a) Direct placement of concrete by an accepted

and accredited pumping device will be permitted. The equipment

shall be so arranged that no vibrations result which might damage

freshly placed concrete. Where concrete is conveyed and placed by

mechanically applied pressure, the equipment shall be suitable in

kind and adequate in capacity for the work. The operation of the

pump shall be such that a continuous stream of concrete without

air pockets is produced. When pumping is completed the concrete

remaining in the pipeline, if it is to be used, shall be ejected

in such a manner that there will be no contamination of the

concrete or separation of the ingredients. After each placement

the entire equipment shall be cleaned to prevent improper results

on subsequent operations.

I-17 COMPACTING AND VIBRATING

(a) General Concrete, during and immediately

after depositing, shall be compacted and vibrated as provided

herein. Concrete shall be well puddled, all air expelled and the

mortar brought to the surface and sides of the forms and around

the steel reinforcement by working along and against the forms

and the reinforcement with concrete spades, steel slicing rods,

vibrators or other suitable tools constructed for the purpose.

Special care shall be taken to work the larger particles of

coarse aggregate away from the face of the forms and the surface

and to force the concrete under and around the reinforcement. If

directed, the forms shall be vibrated to secure desired puddling

and compaction. The compaction, except for handrail, shall be

done by mechanical vibration subject to the provisions set forth

below.

(b) Vibrator The vibration shall be internal

unless special authorization for other methods is granted by the

engineer.

(c) Vibration shall be applied at the point of

deposit and in the areas of freshly deposited concrete. The

vibrators shall be inserted and withdrawn out of the concrete

slowly. The vibration shall be of sufficient duration and

intensity to compact the concrete, but shall not be continued so

as to cause segregation. Vibration shall not be continued at any

one point to the extent that localized areas of grout are

formed.

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(d) Application of vibrators shall be at points

uniformly spaced and not farther apart than twice the radius over

which the vibration is visibly affected.

(e) Vibration shall not be applied directly or

through the reinforcement to sections or layers of concrete which

have hardened. It shall not be used to make concrete flow in

forms over distances so great as to cause segregation, and

vibrators shall not be used to transport concrete in the forms.

(f) Vibrators shall be manipulated so as to work

the concrete around the reinforcement and embedded fixtures and

into all parts of the form. Vibrating shall be supplemented by

such spading as is necessary to insure smooth surfaces and dense

concrete.

I-18 BONDING CONSTRUCTION JOINTS

(a) Prior to erecting forms for placement of

concrete to join concrete which has already set, the concrete in

place shall be scarified and chipped, removing all laitance and

foreign matter and exposing the granular surface of sound

concrete and shall be washed with clear water. The surface shall

then be kept drenched until the new concrete is placed.

Immediately before placing the new concrete, the forms shall be

drawn tight against the concrete already in place and the old

surface shall be completely covered with mortar of the same

cement-sand ratio as used in the concrete. Construction joints in

points of high shear shall be bonded by keys formed by the

insertion and removal of beveled wood strips which have been

saturated with water. Steel dowels may, with the approval of the

engineer, be used in lieu of keys. The size and spacing of keys

and dowels shall be as provided for in the plans

I-19 EXPANSION AND FIXED JOINTS

(a) Open joints shall be placed in locations

shown on the plans and shall be constructed by the insertion and

subsequent removal of a wood strip, metal plate or other approved

material. The insertion and removal of a template shall be

accomplished without chipping or breaking the corners of the

concrete. Reinforcement shall not extend across an open joint

unless so specified on the plans. Bolts used for placing angles

shall be cut as soon as concrete has hardened. Joints shall be

cleared of all mortar, obstructions, etc.

(b) Poured expansion joints shall be constructed

similar to open joints. When premolded types are specified the

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filler shall be placed in correct position as the concrete on one

side of the joint is placed. When the form is removed the

concrete on the other side shall be placed. Water stops shall be

placed as shown on the plans.

(c) Mortise joints shall be constructed as shown

on the plans and in general shall consist of a metal part sliding

in a concrete or metal socket. Construction shall be such as to

permit freedom of movement in two directions and, as far as

possible, be water tight and rustproof.

(d) Plates, angles or other structural shapes shall

be accurately shaped at the shop to conform to the section of the

concrete floor. The fabrication and painting shall conform to the

requirements of other sections of these specifications and/or

the plans. When called for on the plans the material shall be

galvanized in lieu of painting.Care shall be taken to insure that

the surface in the finished plane is true and free of warping.

Positive methods shall be employed in placing the joints to keep

them in correct position during the placing of the concrete. The

opening in expansion joints shall be that designated on the plans

at normal temperature and care shall be taken to avoid impairment

of the clearance in any manner.

(e) Water stops shall be molded rubber water stops

of the type indicated on the plans. Specifications of the

particular material to be furnished shall be submitted to the

engineer for his approval prior to ordering. Water stops shall

be installed at such places as shown on the plans or as directed

by the engineer.

I-20 REMOVAL OF FALSEWORK

(a) Falsework or centering supporting any concrete

work shall not be removed or wedges loosened without the consent

of the engineer. In general, centering shall not be removed for a

period of at least 28 days after the concrete is placed.

I-21 REMOVAL OF FORMS

(a) General To permit proper surface finishing,

forms shall, in general, be removed as soon after the concrete

has set as is practicable and safe. In the determination of the

time for removal of forms, consideration shall be given to the

location and character of the structure, the weather, and the

material used in the mix. Except as provided in Article I-4 (a),

the forms of any part of the structure shall not be removed until

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the concrete gives forth a clean sharp ring when struck upon a

flat surface with a small hammer and is strong enough to prevent

injury to the concrete when the forms are removed.

(b) Methods of form removal likely to cause

overstressing of the concrete shall not be used. In general, the

forms shall be removed from the bottom upwards. Supports shall be

removed in such a manner as to permit the concrete to uniformly

and gradually take the stresses due to its own weight.

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(c) If field operations are not controlled by

cylinder and/or beam tests, the following periods for removal of

forms and supports shall be used:

Falsework under beams and floor slabs 14 days

Walls, columns, sides of beams and all

other parts 1 to 7 days

THESE TIME PERIODS ARE EXCLUSIVE OF DAYS WHEN FOR 4 HOURS OR

MORE, THE TEMPERATURE IS 40 DEGREES FAHRENHEIT OR LESS.

I-22 DEFECTIVE WORK AND MATERIALS

(a) After the forms have been removed, any

defective work discovered shall be removed and renewed in a

satisfactory manner. If the surface of the concrete is sagged,

bulged, uneven or honeycombed to such an extent that it cannot be

satisfactorily repaired, the entire section shall be removed and

replaced.

(b) Adherence to these specifications will provide

a 28 day compression strength for Class "A" concrete considerably

in excess of 3000 psi.

(c) Class "A" concrete work covered by 28-day

compression tests that breaks at less than 3000 psi shall be

removed and replaced.

I-23 WATER TIGHTNESS

(a) The contractor shall make all concrete in all

structures water tight. Any cracks or imperfections developing at

any point of the work shall be repaired to the satisfaction of

the engineer and the City engineer.

(b) If deemed necessary by the engineer, an

approved waterproofing material shall be applied to the inside

face of the concrete in a manner set forth by the manufacturer of

said material.

I-24 CURING CONCRETE

(a) Concrete which has been placed shall be

protected against jarring or other movement which might injure

it before it has attained strength to resist.

(b) Careful attention shall be given to the proper

Page 91 of 155

curing of the concrete. All surfaces not covered by forms shall

be protected with membrane curing compound, dampened burlap, or

cotton mats as soon after placing the concrete as possible

without marring the surface. Unless membrane curing compound is

used, burlap or other approved covering material shall be kept

wet and shall remain in place for 10 days, except for portions

temporarily uncovered during finishing operations. Burlap or

cotton mats shall be securely anchored to the concrete face by

weights, ties, etc. for the 10 day period. The provision for

continuous wetting shall be strictly adhered to.

(c) No traffic or other superimposed load will be

permitted over structural slabs unless tests indicate that

compression STRENGTH of 3000 psi has been attained, or

until the expiration of 28 days exclusive of days when the

temperature has fallen below 40 degrees F. for 4 hours or more.

I-25 PROTECTION

(a) Before beginning operations in slab spans,

the contractor shall have on site an approved cover to enclose

and protect the concrete, if necessary, until satisfactorily

finished. The contractor shall protect the concrete from weather.

No aggregate, equipment or other material shall be stockpiled on

concrete slabs except as provided by Article I-24 of this

Addendum, and in no case shall the loading due thereto exceed 100

pounds per square foot.

I-26 FINISHING

I-26.1 General

(a) The finished work shall be true to form

indicated on the plans and wholly free from projections, swells,

ridges, depressions, holes, cavities, mortar deficiencies and

other defects. The line and grade of the top of all horizontal

surfaces shall be checked immediately after placing has been

completed and any irregularities corrected at once.

(b) All permanently exposed concrete surfaces

shall be given a Class I surface finish. Other surfaces shall be

given an ordinary surface finish.

(c) The contractor shall be required to make all

concrete in all structures watertight. Any cracks or

imperfections developing at any point of the work shall be

thoroughly repaired in a manner satisfactory to the engineer. If

deemed necessary, the engineer may require that an approved

waterproofing material be applied to the concrete.

I-26.2 Ordinary Surface Finish

Page 92 of 155

(a) As soon as the concrete has set sufficiently,

the forms shall be carefully removed and all cavities or

depressions resulting from the removal of metal ties or from

other causes shall be carefully filled and pointed with a mortar

of sand and cement in the same proportions which have been used

for the particular class of concrete treated and the surface left

smooth, even and uniform in color. The surface film of all such

pointed surfaces shall be carefully removed before setting

occurs. Cement wash will not be permitted. Any fins, ridges or

projections shall be struck off.

I-26.3 CLASS I SURFACE FINISH

(a) As soon as the pointing has set sufficiently to

permit it, the entire surface shall be wet with a brush and

rubbed with a number 16 carborundum stone or an abrasive of equal

quality. The rubbing shall be continued for a sufficient time to

remove all form marks and projections, producing a smooth dense

surface without pits or irregularities.

(b) The material which, in the above process, has

been ground to a paste shall then be carefully brushed or spread

uniformly over the entire surface and allowed to take a "reset".

The final finish shall be obtained by rubbing with a number 30

carborundum stone until the entire surface is smooth and of

uniform color. Portions which have been disfigured by the drip

from the abrasive shall be cleaned.

I-26.4 No cement wash or plaster coating will be allowed.

I-26..5 FINISHING

After proper screeding, the wearing surface shall

be given a float, trowel or broomed finish as indicated on the

plans.

(a) Floating

Soon after screeding and while the concrete is

still plastic, the surface shall be floated with wood, cork or

metal floats or by a finishing machine. The surface shall be

brought to true grade, any high spots cut down and low spots

filled in and sufficient mortar brought to the surface to produce

the desired finish. Where floating is done to provide a coarse

texture as the final finish, it may be necessary to float the

surface a second time after it has partially hardened so that

the desired finish can be produced and the concrete will retain

it.

Page 93 of 155

(b) Troweling

Where a smooth dense surface is desired, floating

shall be followed by steel troweling. This operation should be

delayed as long as possible, at least until after the concrete

has hardened enough so that water and fine material are not

worked to the surface. Spreading dry cement on the surface to

take up excess water will not be permitted.

The first steel troweling should be only sufficient

to produce a smooth surface free of defects. This may be followed

by a second troweling after the concrete has become hard enough

so that no mortar adheres to the edge of the trowel and a ringing

sound is produced as the trowel passes over the surface.

(c) Brooming

A scored surface shall be produced by brooming the

concrete before it has hardened thoroughly. A rough scoring is

produced by the use of a steel wire broom or one made from stiff

coarse fibers. The brooming shall be done after the surface has

been floated. A fine scoring is produced by troweling once to a

smooth surface then brooming transversely to the traffic

direction with a hair brush.

Page 94 of 155

ADDENDUM II

REINFORCING STEEL

II-1 DESCRIPTION

This item shall cover furnishing and placing

reinforcing steel of the quality, type, size and quantity

designated on plans. All bars above 1/4 inch round shall be

deformed. The deformation of the bars used must be approved and

shall be such as to provide a net section at all points

equivalent to that of a plain square or round bar of equal

nominal size. The use of cold twisted bars will not be permitted.

II-2 MATERIALS

(a) Billet Steel Reinforcement bars

Structural or intermediate grade new billet steel

concrete reinforcement bars shall conform to the requirements of

ASTM Serial Designation A-15-50T.

(b) Rail Steel Reeinforcement Bars

Rail steel reinforcement bars shall meet the

requirements of ASTM Serial Designation A-16-50T.

(c) Welded Steel Wire Reinforcement

Welded steel wire reinforcement shall meet the

requirements of ASTM Serial Designation A-185-37.

II-3 DRAWINGS AND IDENTIFICATION

(a) The drawings shall show fabrication,

identification, bar bending diagrams and placement of all

reinforcing steel.

II-4 HANDLING AND PLACING REINFORCEMENT

(a) Bending

Reinforcement shall be bent to the form and

dimensions shown without heating. The radius of bends shall be

three or more times the diameter of the bar. Abrupt bends shall

be avoided. Bars with kinks or bends and bars appreciably reduced

in cross-sectional area shall not be used.

(b) Cleaning

Metal reinforcement shall be cleaned of mill and

rust scale and of coatings of dirt, paint, oil, grease or any

other foreign substance. Before concrete is placed around any

part of the reinforcement, all mortar or other foreign matter

Page 95 of 155

shall be cleaned from that portion of the reinforcement and when,

during the deposition of the concrete, mortar splattered on the

reinforcement dries or hardens, all such mortar shall be removed

from the reinforcement immediately before any concrete is

placed against it.

(c) Placing

All reinforcing steel shall be accurately placed

and firmly held in position during the placing and hardening of

the concrete. Reinforcing steel generally shall be in the middle

third vertically in horizontal surfaces and in the middle third

horizontally in vertical surfaces.

(d) Wiring and supporting

All intersecting reinforcement shall be rigidly

wired or spot welded at each intersection. Reinforcement shall be

supported during the placement of concrete. Operations which tend

to bend or displace the reinforcement from its correct position

shall not be permitted. All reinforcement shall be placed and

securely wired, spaced and blocked before placing concrete. In no

case shall reinforcing steel be driven or forced into concrete

after it has hardened.

All reinforcing metal shall be maintained at the

proper distances from the forms by means of stays, mortar blocks,

metal ties, chains, hangers or other approved supports. Blocks

for holding reinforcement from contact with the forms shall be

precast mortar blocks of approved mix, shape, and dimensions.

Layers of bars shall be separated by approved metal spacers. The

use of pebbles, pieces of broken stone or brick, metal pipe or

wooden block as spacers will not be permitted.

II-5 SPLICING AND LAPPING REINFORCEMENT

(a) Splicing

Splices shall be avoided at points of maximum

stress. They shall, where possible, be staggered and shall be

designed to develop the strength of the steel without exceeding

the allowable unit bond stress. Bars shall be lapped 40 diameters

to make the splice. In lapped splices, the bars shall be placed

in contact and wired together in such a manner as to maintain a

clearance of not less than the minimum clear distance to other

bars and the minimum distance to the surface.of the concrete.

(b) Lapping

Sheets of mesh or bar mat reinforcing shall overlap

each other sufficiently to maintain a uniform strength and shall

be securely fastened at the ends and edges. The edge lap shall

not be less than one mesh in width.

Page 96 of 155

II-6 MINIMUM SPACING

(a) The clear distance between parallel rods shall

be not less than 1 1/2 times the diameter of round rods or twice

the side dimensions of square rods and in no case less than 1

inch.

(b) Groups of parallel reinforcing bars bundled in

contact to act as a unit may be used only when enclosed by ties

or stirrups. A maximum of four (4) percent deformed bars will be

permitted in a bundle. If full-length bars cannot be used

between supports, they shall be staggered a minimum of forty (40)

bar-diameters between any discontinuities. The lap length shall

increase 20% for three-bar bundles and 33% for a four-bar bundle.

In determining minimum distances between a bundle and parallel

reinforcing, the bundle shall be treated as a single bar of

equivalent area.

II-7 PROTECTIVE COVERING

(a) Minimum concrete covering over steel shall be

as follows:

Beams, girders, etc..................1 1/2" outside of main steel

Solid slabs..........................1" outside of steel

Walls................................2" outside of steel

Footings............................ 3" outs

i

de of steel on side

and top and bottom

Tied columns.........................2 1/2" outside of main steel

These dimensions are measured from the face of the reinforcement

to the face of the form.

Page 97 of 155

ADDENDUM III RESERVED

Page 98 of 155

IV FENCES

IV-1 LIFT STATIONS

Fences surrounding lift stations may be chain link

or wood. Fences shall be eight feet in height. Fences shall be

constructed with sufficient clearance so that in the case of an

above-ground station the access doors may be opened for their

full width without obstruction, and so that the housing may be

removed in either direction for its full length, and so that the

externally mounted electrical entrance panel and associated

equipment inside the fence are accessible.

The gate shall be so located that hoisting

equipment will have direct access to the pumps and motors when

the housing is removed in either direction, and so that one

access door is directly inside the gate when the housing is in

place.

In the case of an in-ground lift station, there

shall be sufficient clearance inside the fence so that the cover

can be rotated 360 degrees horizontally, and so that the

electrical entrance panel, the station control panel and

associated equipment are accessible, and so that hoisting

equipment will have direct access to the motors and pumps.

All lift stations shall have the area between the

fence and the lift station mounting pad paved with 2 inches of

bituminous paving over a 4 inch base course.

IV-2 CHAIN LINK FENCES

IV-2.1 MATERIALS

CHAIN LINK FABRIC

All chain link fence fabric shall consist of woven

wire in the form of approximately 2-inch uniform square mesh,

having parallel sides with horizontal and vertical diagonals of

approximately uniform dimensions in accordance with the

provisions of ASTM A-392. The wire shall not be less than 9 gauge

(coated). The fabric shall be 8 feet wide.

The base metal of the fabric shall be a good

commercial quality of steel wire coated with prime western

spelter or equal (AASHTO M-120) in accordance with the provisions

of ASTM A-392 for a Class 2 coating weight. The zinc coating

Page 99 of 155

shall be applied after weaving. The wire after treatment shall

have a minimum breaking load of 1290 pounds.

IV-2.1.1 MISCELLANEOUS WIRE

Wire used for bracing or as tension wires shall be

No. 9 gauge minimum. Wire used for tying and other purposes shall

be No. 11 gauge minimum. The wires may be steel or aluminum of

not less than 25,000 psi tensile strength All miscellaneous

steel wire shall have 0.7 oz zinc per square foot of uncoated

wire.

IV-2.1.2 FENCE SUPPORTS

GENERAL

The frame, including posts, rails, braces,

fittings, etc. shall include an acceptable expansion joint.

Fittings and connections may, in general, be of the fabricator's

design, provided posts, caps, tops, etc. shall be of the heavy

duty cast metal design of either malleable steel or

aluminum consistent with other parts of the material; line post

caps shall be of such design that the addition of barbed wire

arms can be accomplished, if necessary, by a standard arm which

is capable of being set at either a vertical position or at a 45

degree angle from the vertical on either side of the fence, all

of which can be accomplished without dismantling or removing the

post cap. Straps, bands or similar type connections, unless

otherwise noted, shall be fabricated from material of not less

than 0.125 inches thick.

STEEL

(a) General All steel elements used as fence

supports shall be classified as Type A or Type B according to the

following requirements. Unless specified on the plans, the

contractor shall have the option to use either type.

(1) Type A

All steel elements used in the framework shall be

of a good commercial grade steel, hot-dipped, galvanized in

accordance with the following: Tubular posts, braces, etc. --ASTM

A-120; Castings and miscellaneous hardware -- ASTM A-153. Minimum

sizes and weights of posts, rails and framing shall be as

follows:

Page 100 of 155

Line posts 2.375" O.D. pipe @ 3.65 #/ft.

Corner and pull posts 2.875" O.D. pipe @ 5.79 #/ft.

Gate posts 4.0" O.D pipe @ 9.10 #/ft.

Top & middle rail 1.625" O.D. pipe @ 2.27 #/ft.

Gate frames 1.625" O.D. pipe at 2.27 #/ft.

Tolerances for steel tubing shall be +/- 1% of dimension and

+/- 5% of weight.

(2) Type B

All steel elements of this type shall be produced

from a lightweight high tensile/high yield strength steel. The

steel shall possess a minimum yield strength which when

multiplied by the section modulus of a particular pipe size shall

equal or exceed the minimum elastic bending moment of the same

outside diameter Type A steel pipe. Type B steel pipe shall meet

either or both of the following bending tests with a maximum

permanent deflection of not more than 0.25 inches:

O.D. PIPE SIZE ACTUAL MIN.LOAD BEARING CAPACITY (LBS)

10' free supported 4' cantilever

1 5/8" 327 204

2" 468 293

2 1/2" 814 508

The exterior surface of the pipe shall have a hot-dipped

galvanized coating, minimum 0.9 oz/sq. ft., followed by a

chromate conversion coating. The interior surface of the pipe

shall have either these same coatings or a zinc rich based

coating having a minimum zinc powder content of 80% by weight.

These coatings shall be capable of withstanding weathering in

accordance with ASTM A-623 for 250 hours, and humidity in

accordance with ASTM D-1735 for 500 hours.

In lieu of the galvanized coatings specified

elsewhere in this item, the coating on all surfaces of the fence

supports and framing shall be a hot-dipped aluminized coating.

The minimum weight of coating shall be 0.75 ounces per square

foot, triple spot test, 0.70 ounces per square foot, single spot

test, as measured in accordance with ASTM A-428. The external

and internal aluminum coating surface shall have a chromate

Page 101 of 155

chemical treatment and a thin resin film to minimize galling and

provide wet storage stain resistance during storage and shipment.

Miscellaneous steel fittings and hardware shall be

of a good grade commercial steel, meeting the general

requirements noted for chain link fence, hot-dipped galvanized

after fabrication in accordance with ASTM A-153 or hot dipped

aluminized in accordance with this Addendum.

IV-2.1.3 GATES

Gates shall be swing gates as detailed or specified

on the plans. The gate frames shall be the height of the top of

the posts and covered with the same wire and fabric used on the

fence. The frames shall be formed from the tubular shapes noted

in this Addendum, with all joints welded or otherwise constructed

to form a rigid, tamper-proof unit.

All gates shall be furnished complete with approved

tamper-proof hinges, latches, auxiliary braces, and all other

necessary fittings. Gate openings shall have a width of 12 feet.

Gates shall be 2-panel, side hinged, with one side fastened in

the closed position by a drop pin in the center of the opening.

Locks shall be the responsibility of the City of Madison Water

And Wastewater Board.

IV-2.1.4 CONCRETE FOR SETTING POSTS

Concrete for bedding posts, etc., shall be Class A,

complying with the requirements of Addendum I, except the

concrete may be dry batched at a central mixing plant and

delivered to the project. Before the concrete is placed, water

shall be added. This may be done in small amounts as needed and

mixed on a mixing board or mortar box. After water is added, the

mix shall be used within sixty minutes or shall be wasted. Posts,

braces and brace struts shall be held in proper position until

the concrete hardens. The concrete for all corner, brace and line

posts shall have cured for 72 hours before any strain is placed

upon them.

IV-3 CONSTRUCTION REQUIREMENTS

IV-3.1 GENERAL

All construction methods and equipment employed in

the setting of fence shall be in accordance with the requirements

of the specifications of the manufacturer of the fence being used

Page 102 of 155

and shall be such that the resulting structure will provide the

expected service and be durable and complete in every detail.

IV-3.2 CLEARING FENCE LINE

All brush, stumps, logs, large roots, humps of

earth, boulders or debris which would interfere with proper

construction of the fence in the required location shall be

removed before starting fencing operations. Sound standing trees

inside the perimeter of the fence shall be removed before

starting fencing operations. The clearing and/or grading of the

area inside the fence shall be accomplished prior to starting

fencing. The clearing and/or grading of the area outside the

perimeter and the disposal of all material removed shall be

accomplished in such manner that minimum damage will be done.

IV-3.3 SETTING POSTS

Posts and anchorages shall be set at intervals

shown on the plans. The posts shall be set plumb and true in

alignment on the side to which the fabric is to be attached. All

posts (end and corner posts, brace posts, pull posts, line and

gate posts) shall be set in concrete. Where unstable soil is

encountered, the use of longer posts, concrete anchorage or other

approved post stabilization methods shall be required.

IV-3.4 CONSTRUCTING FENCE

Chain link fence shall be stretched taut and

securely fastened to each post by means of approved metal bands

or No. 9 gauge wire spaced not more than 12 inches apart on posts

and not more than 15 inches apart on the rail. The method of

attaching at end posts, gates and corner posts shall be as shown

on the plans

If barbed wire is called for, the barbed wire,

barbed wire arms and methods of attachment shall be shown on the

plans. Wire shall be stretched taut and spaced as specified by

the engineer.

IV-4 WOOD FENCE

IV-4.1 MATERIALS

IV-4.1.1 GENERAL

All wood shall be treated . Treated wood shall mean

Page 103 of 155

wood of the species called for by the plans,treated by a pressure

method to retain 8 pounds of No. 1 creosote oil with 2% by

weight of pentachlorophenol, empty cell treatment. In the event

that this treatment is not approved by local or federal

authorities, an equivalent pressure treated wood, as approved by

one of the wood grading authorities recognized by the Standard

Building Code, will be accepted.

IV-4.1.2 POSTS

Corner posts and line posts shall be 4x4 rough cut

timber extending 8 feet above ground.

Gate posts shall be 6x6 rough cut timber extending

8 feet above ground.

Top and bottom stringers shall be 2x4, either rough

cut or smooth.

Palings shall be either 1x6 or 1x8 rough cut

lumber, at the option of the contractor.

Gate frames and cross-bucks shall be 2x4, either

rough cut or smooth.

Gate hinges and latches shall be heavy duty steel,

industrial type, galvanized after fabrication in accordance

with ASTM A-153.

Gate hinge and latch fastenings shall be galvanized

or chrome plated 3/8 inch minimum diameter carriage bolts of

sufficient length that the nut will be backed with a galvanized

steel flat washer.

Gate center pin and accessory hardware shall be

galvanized steel.

Nails shall be hot dip galvanized 8d or

10d, as appropriate.

Concrete for bedding posts shall be Class A type,

complying with applicable sections of Addendum I. The contractor

may use ready-mix or concrete may be dry batched at a central

mixing plant and delivered to the project. Before the concrete is

placed, water shall be added. This may be done in small amounts

as needed and mixed in a mortar box. After water is added, the

mix shall be used within 60 minutes. Posts shall be held in

proper position until the concrete hardens. The concrete shall

have cured for 72 hours before any strain is put on the posts.

Page 104 of 155

IV-5 CLEARING FENCE LINE

Clearing fence line shall be as delineated under CHAIN LINK

FENCE.

IV-6 SETTING POSTS

Posts shall be set at intervals shown on the plans

or as directed by the engineer. The posts shall be set plumb and

true in alignment on the side to which the palings are to be

attached. All posts shall be set in concrete in accordance with

plan details.

IV-8 CONSTRUCTING FENCE

The fence shall be constructed in accordance with

the plan details, except that alternate palings on gates shall be

omitted. Particular care shall be paid to placing a diagonal 2x4

from the upper corner of the opening side of the gate frame to

the lower corner of the hinge side of the gate frame.

Construction Detail Sheets Immediately

Following

Page 105 of 155

Appendix

Construction Detail Exhibits

Page 106 of 155

DROP INLET

WITH GRATE

MlRAFFl SILT FENCE

\

FILTERED

WATER

/

BURIED FABRIC

'

I

FOR

USE

WHERE

THE

INLET

DWNS

RAT

AREAS

(SLOPES

NO

GREATER

THAN

5%)

AND SHEU FLOWS DO NOT EXCEED

0.5

CFS

ARE TYPICAL.

NOT TO BE USED WHERE CONCENTRATED FLOWS ARE PRESENT.

I

1

SILT

FENCE

FOR

INLET

RMSIONS

DESCRlPllON

-

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NAME

1

DATE

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Page 107 of 155

Page 108 of 155

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STAKES PER

WE

FOR

USE

WHERE THE INLET DRAINS FLAT AREAS (SLOPES NO GREATER

THAN

5%)

AND SHEET FLOWS DO NOT EXCEED

0.5

CFS ARE TYPICAL.

NOT TO BE

USED

WHERE CONCENTRATED FLOWS ARE PRESENT.

Page 109 of 155

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Page 110 of 155

Page 111 of 155

GRAVEL

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Page 112 of 155

!LAM

APPRONMATELY

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INCHES

BEMEN

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BAGS AND INLET.

J/4-INCH GRAMh CONTAINED

1N

PLACE CRAm flLm BAGS

PERWOUS BURLAP BAGS

OR

SUCH

lHAT NO GAPS

ARE

SYNTHETIC NET BAGS (1/8-INCH EVIDENT.

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APPROXIMATELY 24-INCHES

LONG,

12-INCHES

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HIGH.

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Page 113 of 155

Page 114 of 155

Page 115 of 155

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Page 118 of 155

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Page 121 of 155

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Page 126 of 155

.-.-

KWORCW

&UI

SIZE

MI

SPrClffi

SWLL

BC

WE

xi

mm

on

rwcm

ucr.

REVISIONS

DESCRIPTION

f

NAME

I

DATE

CITY

OF

MADISON

I

"

S"

TYPE

INLD

DETAILS

mi-

120~

CllY

ENClNEER

DATF

STD.

DWC

NO,

Page 127 of 155

'5

BARS

NO.

5

'c

Bcff

HO.

5

r

o.c.

p.)

r

4*

o.c.

Oyp.)

SECTION

"B-B"

'f-

&rRS

m).

s

(2

EA.

1'-d

LONG)

NOTE:

SLOPE

TO

PAKKNT

lF

MERE

6

NO

CURB

ON

MIS

SW

I4

/

\.

i

1:1

'4

.

'

.

,.:

:t:

;. .

7.

*

-

.. .

I

V)

3'4

1

I

SECTION

"A-A"

CITY

OF

MADISON

"S"

TYPE

INW

DETAILS

m-

1200

STD.

DWG

NO

REVISIONS

OESCRIPTION

NAME

DATE

CITY

ENGINEER

DATE

Page 128 of 155

C

O.C.

4'

O.C.

IT

0.C.

IT

O.C.

CrPl

OF

MADISON

"S"

WE

INLET DETAILS

m-

120c

-

REVISIONS

4.4

~IN.

'A'

wm

KJ.

6

1

DESCRIPRON

4-

O.C.

4-

O.C.

11

0.CLW.

NN

R

NAME

SECTION

"

D-Dn

DATE

Page 129 of 155

nrcw~UXn,coHIwar

mmsswfasonuK

'd

MJl)'b

WW.

SAT

4'

OC.

MS

AT

B

0.C.

--)-

EFE?umTS.Q

acm

mw

(12)

m.

w

'7

acms

nmx

(12)

m.

4,

4

rtcrmrn~~eoxm~(nwnc

I

1

_.

nw).

sEEWlE8CrnEKa)N~IfIISCD.

rP.CRPEm&PUC(DUWOER

Q)ITLROFTWMATQINLWlJaL

1..

..r

..

YIN6lmms

-

'U

WE

m.

5

AT

If

ox.

.

-41

._a

-.

'c

ws

m.

4

Ar

rl

oc.

.I

A

f

DETAIL

"A"

I

GENERAL

NOTES

RMSIONS

OESCRlPTION

I

NAME

I

DATE

-.

I

CrrY

OF

MADISON

I

"S"

IYPE

INLFT

DETAILS

CTr(

ENGINEER

DATE

STM-

1200

SR).

DWG

NO.

Page 130 of 155

A

I

1

I

USE

IIUW

FOUMXn

WC

S-.

4

I

Y-$

MAWOUlYGRAEANOFRLYEM1

LPPC(OJID

EWAL

-6,

1

2'4

1

I

a

TRAFFIC

WE

15"

TO

24"

PIPFS

I

STM-

1

2%

NOTES

1.

MINIMUM

SE

OF

AN

MLEI

BOX

IS

2'-6'

x

2'-6'.

6.

KL

CONCRETE

SHKL

BE

CUSS

AND

SHKL

IKMLW

A

MtNlUUM CWPRESSM

SlRENCTH

OF

2.

WIUUU

OZE

OF

AN

LHLET

BOX

IS

7'4

(W2)

X

JOOO

PSI

IN

28

MIS.

13'-6'

(Wl) FOR

27

TO

66

PIPES

7.

REINWING

SHKL

BE

INEJ?UEDIATE CRPDE WORMED

J.

MHIMUM

SIZE

OF

AN

INLET

BOX

IS

2'4

X

2'-6'

WAS

N.(D

W

(r)NFOflM TO

?HE

REWIREMEHIS

OF

15' TO

24.

PIPES.

THE

STANMRD

SPEClfKXMINS

FOR

BWT

SlEt

CONCREE

REINFORCEMENT WRS,

ASTU

A-15

AND

DEFORWMINS

4.

WIUUM

HOCHT

OF

AN

INLET

BOX

6

AS

SHOWN. COHFORMlNC

NC

R)

A-205.

5.

INC~T

BOXES

GREATER

THAN

7-0'

x

IY-c

x

a.

ms

ARE

REQUIRED

ON

AU

INLET

BOXES

WHEN

10'-6

WU

BE

A

SPECN

DESIGNED

INLE~

BOX.

MIlENSlON

FROM

TOP

NC

BOTIOM

SUB

ROW

UNE

TO TOP

Of

TOP

SUB

IS

GREATER

THAN

4'-0'.

1

REVISIONS

DESCRIPTION

0

I

Cm

OF

MADISON

OPEN

GRATE

INLET

BOX

DETAIL

Page 131 of 155

Page 132 of 155

r

THIS

CPLCUtATEO

WlOTH

IS

WE0

ON

MAXIMUM

PIPE

SKEW

Of

74.

L

*W2

=

03

+

2'4'

W.

~2

=

7'4

MtN.

W2

=

5'4

NOfES

1.

MINIMUM

SlZE

OF

N4

MET

BOX IS

2'-g

X

2'-b.

6.

AL

CONCAfTE SW

BE

CUSS

'K

MO

SW

OMLOP

A

MlNWM COMPRSSM

SIRENCTH

OF

2.

MtMUM

XE

OF

AN

INLn

BOX

IS

7-6

(W2)

X

13'-C

(Wl)

FOR

27

TO 66 PIPES.

3.

MlNlVUM

SlZE

OF

N4

W

BOX

IS

2'-6'

X

2'-b

15'

TO

24.

PIPES.

4.

WIUUM HEIGHT OF

AN

INLET BOX IS AS SHOWN.

5,

INLET BOXES CREATER

THAN

7.4 X

13'-6'

X

10'-6 SW

BE

A

SPECUL DESlGNED

INLEI

BOX.

X)(M

PSI

IN

28

ME.

7.

REINFORCING

SHKL

BE

NTEBWMTE

GRME

OEFOAMED

WS

AND

SHW.

CONFORM TO

THE

REWREMNTS

OF

ME

STPHOARO

SPECiFICATIONS

FOR

Sl'EEL

CONCRETE

RflNFORCEMENl

BARS,

ASTM

A-15

PHD

DEFORU4TKX(S

CONFORMING TO

MTM

A-305.

8.

STEPS

LRE

REWIRED ON

All,

MET

BOXES

WHEN

DIMENSION FROM TOP TO

80TTOU

SUB

ROW

UNE

TO TOP

Of

TOP SM

IS

GREAITR

THAH

4'5.

REVISIONS

DESCRlPnON

I

NAME

1

DATE

-

CITY

OF

MADISON

I

OPEN CRATE

INLET

BOX

DETAIL

Eri(;IffEER

-

&ATF

TRAFFIC

WE

27"

TO

60"

PlPFS

STM-

125C

rTD.

OWG

NO.

Page 133 of 155

W2

MAX.

W2

=

7'-0.

MIN.

W2

=

5'-6

45

B

Id

O.C.

l4

B

12'

O.C.

SLOPE

BOTTOM

WITH

-/

GROUT

*I

NEEDED

TO

DRAIN.

SECTION

A-9

Page 134 of 155

Page 135 of 155

--

.

h

a

CrrY

OF

WlSON

OPEN

THROAT

INLET

DETAIL

STM-

1270

n>,

DWC

NO

REVISIONS

DESCRlFllON

WE

DATE

,

CllY

ENGINEER

DATE

Page 136 of 155

Page 137 of 155

COVER

OUAIL

NOTE: COVER AND

FRAME

SHALL

CONFORM TO

ME

REOUlREMEECrS

OF

CLASS

30

FOR

GRAY

IRON

CASTING,

ASIM

(A

48).

FRAME

AND

COVER

SHAU

BE CERTIFIED

BY

MF6. TO BE TRAFFIC

@WING

WHEN APPUCABLE.

Page 138 of 155

PING

SECTION

NOTE:

COVER AND

FRAME

YWL

CONFORM TO THE

REQUIREMENTS OF

CLASS

30

FOR

CR4Y

IRON

CAmNG,

ASTM

(A

48).

FRAME AND COVER

SHAU

BE

CERTIFIED

BY

MF6.

Page 139 of 155

r

WWJM

SIZE

wrw

u#~7mx

s

r-u

(n)

x

13'4

(wl)

FOR

27

la

wa

6.

m

w

cmswnw

IS

USED,

ww

*U

BE

0'

BRHX

WfN

IS

LESS

MAN

5'4'.

Page 140 of 155

RWWD

cofccRElE

OR

8'

BACK

Ymr

UORTCR

IHSU

MI

OCll

FOR

m

UP

TO

5'4

Wxwu.

ROECOIICD

caNcRm

WHm

m

15

errrs

u

cf

o.c.rw.

UC~K

IZ'~

m

UQ~S

Y-u

m

OR

KOHC

mAn

-----

WE

mmu

m

CROLIT

IS

HEEDED

m

OM.

Page 141 of 155

3.

MHWV

SE

Q

AN

W

BOX

6

2'-6

X

2'-6

15'

10

24.

PP€S.

5.

rm

mxa

mm

nw

7-U

x

IS-6

x

IO'-u

wu

a

A

WCN

wn;rw,

IN^

BOX.

6.

WEN

WaC

C(Hmffl

d

USED.

WMLS

MU

BE

8'

BRHX

wm

'n*

ts

Ira

nwr

sS-o'.

7.

u

CONCRm

PW

BC

CUSS

'A*

AN0

yW

mAYMlUY~~oF

WPQH28Mfi

a

mmm;PWBEII(IIRYmECRM(woRvm

&uzs~9aKLaMORYmncRmUROllEWrSw

I)fsrrmWlDSTim~FORBUElmn~

RON-

&U15

m

k15

AND

~llONs

CONORW

m

ASTY

km.

RMSIONS

DESCRlPnON

I

NAME

j

DATE

I

.

CrrY

OF

MADISON

JUNCTION

BOX

DETAIL

CIW

ENGINEER

OAK

mmc

WE

77"

TO

60"

PlPFS

SW-141A

ST€).

RWC

NO.

Page 142 of 155

Page 143 of 155

Page 144 of 155

BARS

'W-13

IU

OC.

80(1

UP

wn.

uno

mMs

m

MCli

lYPE

RPE

6

SPEWED,

nORUOHIM

ODIDOH

'A'

FWI

WW

yW

CONFORM

TO

THE

nORlZOHlM

DWm

OF

ME

PIPE

MD

wmcK

OIUDcUONZ.

MO

olMD(SOWS

DEPD(0fNT

OH

wmcK

OPrD(W$

PW

CONFOW

TO

THE

'.€RllCU

WErm

OF

THE

PIE

-

DESCRlPnON

CTr(

OF

MADISON

CONCRETE HEADWALL

-

DOUBLE

ROUND

PIPE

DDAIL

m-ISIA

~m

ENGINEER

DATE

$ID.

OWC

NO

Page 145 of 155

Page 146 of 155

-

2'-0'

UIN.

MAMfTER

!

2'-0'

UlN.

-

_.

ELFVATION OF

SINGLE

PlPF HEAOWAUNDWAU,

-4.

-;--

'is

0

.N

-

s

"1.

oan

1-

a

IURN-oow

mcc

~PICM

ELEVATlON OF OOUBLE PlPE HFADWALL/ENOWA~

i

2'4

UH

1

CWEm

1/2

MA

-

2'-0'

YW

-

k4-

.

crry

OF

MADISON

CONCRETE SLOPE PAVED HEADWALL/ENDWALL

ROUND PlPE DETAIL

STM-

152A

m).

DWG

NO

REVISIONS

-I----'

I

-

OESCRtPTtON

---

OIWflER

NAME

I

DATE

,

I

,@:

I

....................

-J

-

?-0'

UN

.

-

-j

om

~wtbif[~

DATE

Page 147 of 155

1.

nus~6rar#sacmrn 4.

anmvcrmowr6uRE~

OFmculYWPPO(ITT0TIEPPL

UUJMlGUUMUImm

THERL~~BEPVC~AH)AU

OEHCa~TMXHECllONBCPWW

SHORN3

ROIW

WORE THE

POPE

EmfDRPEDX)LHDcCWXlEnlU

PAW*;

IS

WED

HOT

8E

lXrW.

2

AU

POPE

PAWW

WUI

CQWW

TO

5.

oarcnm

w

BE

CUSS

'A*

m

THE

NRREHT

AUB)W

HlCmAV OEPMUDn

A

UNYUU

Zd

MY

STWD

SRCWlWS

STFsNm

Cr

Jooo

PAL

3.

WLNrmES

SHOW

WLUDC

TWlO

SLOPE

6.

~0€6X6-6/6w+WnW,

PANO

WMLS

LHO

M

TOf

WU.

WRE

FLBAC

FOR

APES

URCO1

TItW

-

CONCRETE

SLOPE

PAVED

HEADWALL/ENDWALL

ROUND PIPE Dl3AIL

a

RNlSlONS

DESCR~~N

I

NAME

I

DATE

1

I

.

crw

ENGINEER

Cm

OF

MADISON

DATE

STM-

1528

m.

DWC

NO.

Page 148 of 155

8'

YIN.

DEPTH

w

m-OOW

EDGE

mM

NYATlON

.

CITY

OF

MADISON

CONCRETE SLOPE PAVED HEADWALL

ROUND PIPE

DETAIL

RMSfONS

CllY

ENGINEER

DESCRImN

DATE

t

i

I

NAME

STM- 152C

STD.

DWG

NO.

DATE

Page 149 of 155

YH.

DEPTH

OF

m-OOm(

1

b

I

-

w

~KCU~.~I*LS

4

1Z11

I I-(

IEI

I

1.

mmum

mwxs

NOTE:

USE

3/4'

CHAMFER

ON

ALL

EXPOKD

CONCREIE.

EDGES.

CITY

OF

MADISON

CONCRE'TE SLOPE PAVED ENDWALL

ROUND PIPE DE-TAlL

m-

1520

9'0.

DWG

NO

RMSIONS

DATE

DESCRlPnON

I

NAME

CITY

E

NGlN

EE

R

Page 150 of 155

LC

VARIES

I

....................................

f---

ASPHALT PAVING

4.

MIN. IN ROCK OR

UNSTABLE, SOFT

SOIL

1'-0'

MIN.

1

-0UTSOE

eELt

1

-1'-0'

MIN.

-

'

DIA

OF

PIPE

-

'

-

*#78

CRUSHED STONE

MAY

BE

SU8STiTUTED

IN

MIS

AREA,

MOM

GEOTEXTILE FILTER FPBRIC

TO UPPER INTERFACE BETWEEN

STONE AND COMPACTED SOIL.

Page 151 of 155

VARIES

1

BASE MATERW.

Y

STREET SECTION

DENSE

GRAOED

BASE

MATERW.

SLOPE

AS

REQUIRED

BY

OSH4

A.H.D.

178

CRUSHES

STONE

A.H.D.

g7e

CRUSHED

STONE

4.

MIN.

IN

ROCK OR

UNSTABLE,

SOFf

SOIL

OUTSIDE BELL-

-1'-0"

MIN.

DU

OF

PIPE

-

'

Page 152 of 155

L

VARIES

4

/'-

BACKFILL

TO

BE

MOUNDED

TO

MOW

1

'-b

MIN.

I

OUTSIDE

BEU.

-

1

1'-9'

MIN

'

DIA.

OF PIPE

-'-

Page 153 of 155

/.

flNlSHED PAVEMENT

PAMMEM SUBGRADE

-

TOP

6'

COMPACT TO

100%

STANDARD

PROCTOR DENSITY

SLOPE

AS

REQUIRED

BY

OSHA

COMPACTED

SOL IN

SIX

INCH

LAYERS TO

9%

STANDARD

PROCTOR

DENSlTY

*COMPACT THIS PORnON

OF

TRENCH

WlTH

HAND HEW

MECHANICAL TAMPERS.

AH

D

#78

CRUSHED STONE

4'

MIN IN ROCK OR

UNSTABLE.

SOFT

SOIL

(178

CRUSHED STONE

MAY

BE

SUBSTITUTED IN MIS AREq

MOM

CEOTDltLE

flLfER FABRIC

TO UPPER INTERFACE BETWEEN

STONE

AN0

COMPACTED SOIL.

RMSlONS

DESCRIP~ON

CTr(

OF

MADISON

METHOD

"An

-

DOUBLE PIPE BEDDING DETAIL

STORM SEWERS

IN

PROPOSED TRAFFIC

AREAS

OR

WITHIN

STREET

RIGHTS-OF-WAY

m-

I

660

c:D

EVCNEEQ

DATE

m.

DwG

NO

Page 154 of 155

VPRlES

-

d

-a

/"-

MCKFILL

TO

BE

MOUNDED

TO

ALLOW

RMSIONS

DESCRWlON

NAMEDATE

I

CITY

OF

MADISON

METHOD

"B"

-

DOUBLE PIPE BEDDING DETAIL

STORM SEWERS IN

NON-TRAfflC

AREA

Page 155 of 155

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