HomeMy WebLinkAbout660247.tiffRESOLUTION
WHEREAS, the Board of County Commissioners of Weld County,
Colorado have been asked many times to adopt uniform and minimum
specifications for the construction of roads and streets in the
County, and,
WHEREAS, after considerable study and research, the Board
of County Commissioners of Weld County have found a book which
outlines the minimum specifications of roads and streets to be
used by Weld County, Colorado,
NOW, THEREFORE, BE IT RESOLVED by the Board of County
Commissioners of Weld County that they do hereby adopt the
"Recommended Minimum Specifications" booklet as prepared by
County Area Engineers Council of Colorado (1964 Edition) as
the official guide for road and street construction in the
County of Weld, Colorado.
Dated this 15th day of June, 1966.
THE BOARD OF COUNTY COMMISSIONERS
OF WELD COUNTY
BY: ; motet 1J`%,f1 LL ->t G -a--4-,/
Attest:
Clerk `'b the Board
BY: 71,,,,;k
Deputy County Clerk
APPROVED:
County Attorney
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660247
RECOMMENDED MINIMUM SPECIFIC,?
PREPARED BY
FIVE COUNTY AREA ENGINEERS COUNCIL
COLORADO
1966
MEMBER COUNTIES
ADAMS ARAPAHOE BOULDER DENVER JEFFERSON
MEMBER CITIES
ARVADA
AURORA
BOULDER
BRIGHTON
BROOMFIELD
DENVER
EDGEWATER
ENGLEWOOD
GOLDEN
LITTLETON
LONGMONT
SHERIDAN
THORNTON
WESTMINSTER
DISTRIBUTED BY
E -Z BLUE PRINTS
6415 W 44TH AVE.
WHEATRIDGE, COLORADO.,80033
424-6431
FIVE COUNTY AREA ENGINEERS COUNCIL
COLORADO
PRESIDENTS
Benton, Kelly
Bingman, Roy
Brandt, Warren H.
Cassell, David
Cellars, Robert
Cox, Howard
Dieffenderfer, enderf er, Ted
Haase, Edward
Hardin, Ira
HerchQnroeder, E. G.
Baird, Dale F.
Blank., Robert A.
Boekenkamp, Robert
Bridwell, H. G.
Broyles, Cecil D.
Bruns, Kenneth
Burno, Edward S.
Cutler, Harland K.
Davies, William O.
Gilkey, Charles R.
Gorsline, Bob
Hamilton, Dale
Dale F. Baird
Robert L. Sandquist .
Eugene L. Padon ....
Charles R. Gilkey )
Kells Waggoner ) •
Milton McFatter • • ..
MEMBERS
1961-62
• 1962-63
• 1963-64
• 1964-65
• 1965-66
-.Hob'b ., Noel
Howat, Walt
Hulse, Don
Kinsall, Robert E.
Lewis, Charles J.
Lewis, S. R.
Lind, Edward
Lorenson, Burman
M arkam, W. S.
McPherson, Tom
PAST MEMBERS
Hayner, Eugene
Haynes, Ben F.
K. Reiter, Sam
Hodges, Mark D.
Johnson, Daniel
Korbitz, William E.
Leigh, Robert
Lindstrom, Bob
Maguire, Jack H.
Mercer, Tom
Merten, Fred K.
Miller, "Red" H.
Newman, Edward
Olsen, Leo
Padon, Eugene L.
Patton, Art
Sagrillo, Gene
Seaman, Paul
Sellers, David A.
Smith, James E.
Troxell, Larry
Waggoner, Kells
V anderhoofven, David
Nelson, Tom
O'Conner, M. A.
Phillips, William
Postlethwaite, R. C.
Rozelle, :Lewis C.
Ryan, Robert
Sandersfeld, R. E.
Seiferth, Victor G.
Sleeper, Ben
Slinn, Dennis
Stradley, T. V.
Ward, Sam B.
Wurl, Leon
Revision Date
Dec. 1965
INDEX
PAR T I
A. Definition of Terms
B. Bonds
C. Authority of the Engineer
D. Authority and Duties of Inspectors
E. Closing of Streets and Roads
F. Testing
G. Lines and Grades
H. Recommended Permit Fees
PART II
A. R.O.W. Widths - -
Fig. 1 thru 5
B. Foundation Material
C. Sub Base Material
Fig. 6
D. Surfacing Material
E. Asphalt Paving
F. Concrete Paving
G. Curb, Gutter, Sidewalk, Driveways & Parking Areas
Fig. 7A, 7B, 7C, 7D
H. Soil Cment and Design Thickness
Fig. 8A, 8B
I. Construction, Installation and Repair of Right-of-iay
Openings for Sub -Surface Utilities
S. Bituminous Treated Base Course
K. Water Main. L. Sanitary Sewer
Construction Detail Dwgs. 1 thru 4
M. Sanitary Sewer Design Criteria
Trenching & Bedding Standards, 1 thru 6
PAGE NUMBERS
I -A-1 & 2
zB-3&4
I -C-5
I -D-6
I E-7
I -F-8 & 9
I -G-1
I -H-1
II -A-10 - 13
II -B-14 & 15
II -C-16
II -D-17
II -E-18 & 19
II -F-20 - 29
II -G-30 - 34
II -H-35 - 38
11-1-39 - 42
II -J-43 - 53
II -K -S4 - 63
II - 72
II -M-73 - 83
aKEINr&Tioii
1
Design Grade
2. Excavation
3. Embankment
4. Grading
5. Subgrade
6. Sub -base
7. ,_ase
8. Granular I,,aterial
9. Prime Coat
10. Surfacing
11. Tack Coat
12. Seal Coat
13. Finished Grade
14. Stabilometer
15. Construction Joint
16. Contraction Joint
The elevation established for final grade.
The removing of material from its existing position.
A mound constructed of specified materials and
in accordance with specified procedures.
The operation of moving soil or other natural sub-
stances from one position to another to obtain
a required elevation for the construction of roadway,
sidewalk or other improvement.
That level of the road structure upon which the
sub -base (if required), the base (if required)
or the surface is to be placed.
That material in pavement construction which lies
between the subgrade and the base.
That material in pavement construction which lies
immediately below the surfacing.
A material which consists of particles larger than
200 mesh.
An application of a low viscosity liquid asphaltic
material to an absorbent surface preparatory to
any superimposed treatment or construction.
Upper portion of road upon which traffic moves.
The application of asphaltic material to an exist-
ing pavement to ensure thorough bond between
superimposed construction and the old pavement
surf ace .
A thin asphaltic surface treatment applied to an
existing surface.
The final designed level to which finished surfac-
ing is to be constructed.
A device for measuring resistance co plastic de-
formations of asphaltic paving materials.
Any joint formed to facilitate construction.
A dummy groove in the transverse direction formed
in the plastic concrete or sawed in hardened con-
crete to control random cracking.
I -A-1
BEEINITIONa
17. Dummy Joint Any joint that does not extend the entire depth
of the slab.
13. Expansion Joint
19. Integral Curb
20. Mule
21. Pavement
22. Soil Cement Pavement
23. Road
A full depth joint containing inert compressible
material to allow for expansion of the concrete
slab without damage to the abutting structure.
Curb constructed at the same time or shortly after
the placing of the pavement slab becoming an in-
tegral part of the pavement section.
A metal hand tool shaped to specified dimensions
for shaping plastic concrete to the desired contour.
That part of the street structure that is designed
to carry the traffic load on the existing subgrade.
A pavement consisting of a cement stabilized base
and an asphaltic wearing surface.
Any traveled way.
24. Frontage Road That roadway which lies between controlled access
or street or highway and abutting property, and
which provides access to the street or highway.
25. Expressway The type of highway which is characterized by di-
vided roadway, controlled access, and crossings
at intersections at grade and separations.
26. Freeway An expressway with fully controlled access and
grade separation for crossings.
27. Traffic -Control Devices The signs, signals, markings and other devices
placed on or adjacent to a road by authority of
a public body or official having jurisdiction for
the purpose or regulating, warning or guiding
traffic.
28. Abbreviations:
a. AASHO
b. ACC
c. ARBA
d. ASA
e.ASME
1. ASTvi
g. AWWA
h. }CA
i. SAE
American Association of State Highway Officials.
The Associated General Contractors of America, Inc.
American Road Builders Association.
American Svandards Association, Inc.
American Society of Mechanical Engineers.
The American Society for Testing Materials.
American Water Works Association.
Portland Cement Association.
Society of Automotive Engineers, Inc.
BOI 3 REQUIRfl EI'ITS
Note: The term bond shall be any surety acceptable to the regulating authority,
such as, surety bond A 1, A raLed company, cash, real estate, etc.
1. Municipalities, counties, or governing agencies shall require a
bond for work in public rights of way where it is the duty and
responsibility of the municipality, county, or regulating agency
to maintain said public rights of way after completion of the work.
2. A noncancellablo bond in an amount as specified below, payable to the
municipality, county, or regulating agency, shall be required in the
name of the contractor prior to the commencement of any work. Said
bond shall assure recovery by the regulating agency of any expense
incurred, within a period of 365 days following the acceptance
of tho construction. Said recovery to be the amounts necessary
to repair or replace said construction. Said bond shall not be
cancelled without 30 days notice to said municipality, County, or
regulating authority.
3. Amount of Bonds
a. Work in Public Rights of Way (New Subdivisions)
In new subdivisions, the subdivider of the property shall post
with the regulating agency a bond in an amount of 100 per cent
of the total cost of the improvements of said subdivision.
Said cost of improvements shall be that required to bring the
area within the public rights of way up to the standard of the
regulating authority as determined by the regulating authority.
In new subdivisions whore the subdivider is bonded, the contractor
performing the work need not be bonded.
The subdivider may bond for only those rights of way that he
intends to develop immediately. Under this condition, building
permits and construction shall be allowod only on those
properties on which the abutting rights of way are bonded.
Work in any other contiguous area may commence upon posting
the required bond for that area. There will be no partial
release on bonds -- work must be completed prior to the release
of a bond.
b. Work in Public Rights of Way (Other than new Subdivisions)
To be accomplished by a private contractor for a private
individual whore said work in the engineerrs opinion is minor,
the contractor shall posL a bond of 02,000.00 to assure
compliance with the regulating specifications. In the case
of major construction projects, the bond shall be in the amount
of 25 per cent of the project cost.
AUTHORITY
OF THE
ENGINEER
A. The Engineer or his authorized representative shall give all orders
and directions contemplated under the Contract Documents, Specifications
or Resolutions relative to the execution of the work. The Engineer shall
determine the amount, quality, acceptability, and fitness of the
several kinds of work and materials which are to be paid for or
installed under the contract or permit and shall decide all questions
which may arise in relation to said work and the construction thereof.
The Engineerts estimates and or decisions shall be final and conclusive
except as herein otherwise expressly provided. In case any question
shall arise between the parties hereto, relative to the Contract
Documents, Specifications or Resolutions, the determination or
decision of the Engineer shall be a condition precedent to the right
of the Contractor to receive finA1 approval of the work under his
contract.
B. Prior to commencement of the work the Contractor shall prepare and
submit to the Engineer for approval, a written schedule covering the
general sequence of the whole work to be performed. The work schedule,
when approved, shall not be subject to change by the Contractor without
the written consent of the Engineer. Orderly procedure of all work to
be performed under this contract shall be the full responsibility of
the Contractor.
I -C-5
THE AUTHDRITY AND DUTIES
OF
±NSPm1DRS
The inspectors shall observe assigned construction and
installation processes, insuring that they are carrier3
out in compliance with the appropriate plans and.speca.—
ficatihns-as well as the regulations of the City and/br
County. 'He shal,..be Arectiy responsible to the',Engi;neer,
shall submit required reports to the Engineer, and have
such authority as the Engineer may delegate.
I -D-6
CLOSING OF STREETS AND BADS
Should operating conditions require the Contractor to close a
street or road, the Contractor must accomplish the following
requirements:
1. Submit a written notice to the Engineer 48 hours
prior to closing of street.
2. Notify the appropriate fire protection district and
police of the exact location of street and dates
traffic will be impeded, 24 hours prior to closing
of street.
3. Streets can only be closed between the hours of 8:30
a.m. to 3:30 p.m. or an approved alternate route
provided with detour signs.
4. Contractor shall furnish, erect and maintain, at his
own expense, necessary barricades, suitable and
sufficient flashers, construction signs, provide a
sufficient number of flagmen, and take necessary
precautions for the protection of the work and safety
of the public around his construction operations.
I -E-7
$UBGRADE
1. - Classification
(a) Gradation
(b) Atterberg Limits — AASHO-T89 & AASHO-T90
(c) K value (Concrete Pavement Only) - ASTM D1196
2. - Compaction
(a) Density curves - AASHO-T99
(b) Field density - AASHO-T147-54 or any other approved method acceptable to the
Engineers.
.PUB -BASE
Gradation
Atterberg limits - AASHO-T89 & AASHO-T90
California Bearing Method or Hveem Stabilometer
Density curve - AASIIO-299
Field Density - T147-54 or any other approved method acceptable to Engineers
BASE COURSE
Gradation
Atterberg limits - AASHO T89 & AASHO-T90
California Bearing or Hveem Stabilometer
Loss on abrasion - AASHO-T96
Fractured faces (by separation and weighing)
Density curves - AASHO T99
Field Density - AASHO T147-54 or any other approved method acceptable to
Engineers
1. - Aggregate
(a) Gradation
(b) Atterberg limits
(c Fractured faces
(d Loss on abrasion
(e Specific gravity
g$PHALT PAVING
- AASHO T89 & AASIIO-T90
- AASHO-T96
- AASHO-T84 & AASHO-T85
2. - Asphaltic Cement
(a) Penetration - AASHO-T49
(b) Ductility - AASIiO-T51
(c) Specific gravity - AASHO-T43
(d) Viscosity - ASTM-D88-56 & AASHO-T72-57
(e) Distillation - ASTK-D402-55 & AASHO-T78-60
3. - Bituminous Mixture
(a)
(b)
(c)
(d)
(e)
(f)
(g)
Sampling - AASHO-T168
Extraction of asphalt - AASHO-T184 or Rotorex
Gradation of aggregate
Stability - ARIE D1560 & ASTIR -01559
Density of Laboratory specimens - AASHO-T166
Field density - Rings, cores, nuclear methods, cut out
method.
Wet -dry ratio Item 31.2.2 Colorado Highway Specifications
(centrifuge)
piece or any other approved
I -F -S
G0ICRETE
1. - Aggregates
(a) Gradation
(b) Loss on abrasion T96
(c) Soundness AASHO-T104
2. - Cement
Appropriate method of test as designated in ASThi-C 150
3. - Concrete Mixture
(a) Slump AASHO-T119 ASTM-0143
(b) Air content AASHO-T152 ASTM C231
(c) Compressive strength AASHO-T22 ASai-C39
(d) Flexural strength AASHO-T97 ASTM-C78
Compressive strength of specimen taken from
(0)
SOIL CEAIEI'
1. - Soil
(a) Gradation
(b) Atterberg limits AASHO-T89 & T90
hardened concrete AASHO-T24 & ASTM-C42
2. - Soil Cement Mixture
(a) Moisture density relation AASHO T134
(b) Wetting & drying test LASHO-T135
(c) Freezing & thawing AASHO T136
(d) Unconfined compressive strength - Soil Cement Lab. Handbook
(e) Field density - AASHO-T147-54 or any other approved method acceptable to the
Engineers
I -F-9
LINES , I� GRADES
SURVEYS
All lines and grades will be furnished by a Registered
Professional Engineer to the Municipality or County for
checking and approval. If necessary, the Contractor's
operations may be suspended to permit checking. The
Contractor shall have all lines and grades set by a
registered Engineer or Land Surveyor, bench marks and
control survey points shall be preserved by the
Contractor.
F C AEC RECOMMENDED PEWIT FIRS
STREETS:
NEW CONSTRUCTION
Permit Fee - - - - $ 5.00
Inspection Charge- $25.00 per day
$15.00 per half -day
CUTS IN EXISTING SURFACE
Permit Fee
- - $10.00
Asphalt Pavement With Rigid Base
$12.00 for a 2t x 4' cut, plus
$ 1.10 for each additional sq. ft. from 8 to 50
$ 1.02 for each additional sq. ft. from.50 to 100
$ 0.96 for each additional sq. ft. — Over 100
Replacement of Surfacing Included in Fee.
Asphalt Pavement With Flexible Base
$ 4.00 for a 2' x 4' cut, plus
$ 0:70 for each additional sq. ft.
$ 0.65 for each additional sq. ft.
$ 0.60 for each additional sq. ft.
Replacement of Surfacing Included
$ 7.00 for a 2' x 4' cut, plus
$ 1.10 for each additional sq. ft.
$ 1.02 for each additional sq. ft.
$ 0.96 for each additional sq. ft.
Replacement of Surfacing Included
$ 2.00 for a 2' x 4' cart, plus
$ 0.25 for each additional sq. ft.
STREET CUTS BY ITPILITY COMPANIES
Public Service Company
Mountain States Telephone & Telegraph Co.
$ 3.00 for each Street Cut Permit
Concrete Pavement
Gravel Surface
SF
SF
SF
from 8 to 50 SF
from 50 to 100 SF
— Over 100 SF
in Fee.
from 8 to 50 SF
from 50 to 100 SF
— Over 100 SF
in Fee.
pURB & GUTTER:
Permit Fee - - - $ 5.00
Inspection Fee- Plu44 0.015 per L. F.
Design, Layout &
Staking in Field $50.00 for the first 100 LF, plus
$ 0.24 for each additional i00 ft.
$50.00 for repeats for each block
Curb Cuts - $5.00 Permit Fee; $5.00 Inspection Fee)
SIDEWALKS: (Fees do not apply if C & G is constructed at the same time as Sidewalk)
Permit Fee - - - $ 5.00
Inspection Fee — $ 0.015 per L. F.
Staking
$50.00 for the first 100 LF, plus
$ 0.24 for each additional 1XNI ft.
$50.00 for repeats for each block
1—H-1
1.0 -Street Classifications. Right-ofryav and Design Standards.
1.1 -Foreword. The has adopted the following street classification
system together with respective standards for right -of -sway and street design. The
standards are to be used in the design and construction of new streets and as guides in
the improvement of the existing street system.
The classification system was applied to existing streets. It was recognized in
classifying streets that existing streets do not always comply with the standards, and
in these instances the function being performed by existing streets was used as the
primary basis for classification. The design of new streets and highways and the
improvement of existing streets and highways can now be directly related to a classified
system.
1.2 -Standards for Local Streets.
1.2.1 -The following minimum factors apply to single-family residential areas as well
as multiple -family residential areas as shorn in Figure 1:
1.2.2 -Function a. Local streets provide direct access to
adjacent property.
b. Traffic carried by local streets should
have an origin or a destination within
the neighborhood.
1.2.3 -Right -of -Way Width
1.2.Q Number of Moving Lanes
1.2.5 -Access Conditions
1.2.6 -Traffic Characteristics
1.2.7 Planning Characteristics
a.
b.
1.3 -Standards for Collector Streets.
1.3.1 -The following minimum design factors apply
2:
1.3.2 -Function a.
In single-family residential areas: 60
feet.
In multiple -family residential areas:
60 feet.
Two
Intersections at grade with direct access
to abutting property permitted.
Traffic requirements in other than .resi-
dential areas may require special design
consideration by the Engineer and Traffic
Engineer.
Local streets should be designed to dis-
courage through traffic from moving
through the neighborhood.
Local streets should not intersect major
arterial streets.
to collector
streets as shorn in Figure
Collector streets collect and distribute
traffic between arterial and local streets.
b. Collector streets serve as main connectors
within communities, linking one neighbor-
hood with another.
II -A-10
c. Trait carried by collector streets
should have an origin or a destination
within the community.
1.3.3 -Right -of -Was Width
1.3.4 -Number of Moving Lanes
x -.3.5 -Access Conditions
1.3.6 Traffic Characteristics
1.3.7 -Planning Characteristics
1.4 -Standards for Artorial Streets..
1.4.1 -The following design factors apply
1.4.2 -Function
1.4.1 -Right -of -Way Width
a.
b.
a.
b.
c.
74 feet.
Two or four.
Intersections at grade with direct access
to abutting property permitted.
Regulation of traffic accomplished
through the use of stop signs and
channelization.
Traffic signals normally used only at in-
tersections with arterial .
street.
Collector streets should have continuity
throughout a neighborhood but need not
extend beyond the neighborhood.
Intersections with arterial
streets should be at least one —quarter
mile apart.
Sidewalks should be set back from the
street.
to arterial streets as shown in Figure 3:
1.4.4 Number of Moving Lanes
1.4.5 -Access Conditioryg - - - - -•
1.4.6 Traffic Characteristics
a.
b.
c.
d.
Arterial routes permit relatively
unimpeded traffic movement and are
intended for use on those routes where
four moving lanes and one left —turn lane
are required but where a major arterial
cross section would not be warranted.
100 feet.
Two or four.
intersection at grade.
Intersection with other streets will not
be: restricted.
Access from street of lower classification
will be permitted but in all cases will
be controlled by traffic —control devices.
Normally, all abutting property will be
allowed access to the streets and will
face the street but perhaps with increased
setback requirements.
a. Regulation of traffic accomplished by
signs and channelization.
b. Traffic signals will norm,lly be located
only at intersections with streets of
higher classification.
c. Parking should be prohibited.
II -A-11
a.
b.
c.
d.
Arterials should
1 mile apart and
be continuous.
Arterials should
tween neighborhood areas.
Arterial cross—section should be
employed where traffic demands are high
and right of way acquisition costs are •
prohibitive.
Sidewalks should be set back from streets.
be spaced from 2 to
should, where possible,
act as boundaries be -
)..5 -Standards for idaior Arterial Streets - -
1.51.The following mini= design factors apply to major arterial streets
Figure 4:
1.5.2 -Function
1.5.3 -Right -of -Way Widt4
1.5.4 -Number of Moving Dies
1.5.5 -Access Condition..
1.5.6 -Traffic Characteristics
1.5.7-P4nning Characteristics
a.
b.
c.
d.
as shown in
Major arterial streets permit rapid and
relatively unimpeded traffic movement
throughout the city, connecting major
land use elements as well as communities
with one another.
Two-way operation: 140 foot minimum.
Six or eight.
Intersections will general]ybe at grade
Intersections will normally be
located at one -quarter mile intervals.
Access from collector and arterial
streets shall be controlled by traffic
control devices.
Normally, abutting properties and local
streets will not be allowed direct
access to the street. Abutting
properties should not face on the
roadway unless separated from it by a
frontage road.
a. Movement of traffic will be controlled
by signals and channelization.
b. Parking shall be prohibited.
c. Roadways should have a median strip
between them.
a. Major arterial streets should be spaced
approximately one mile apart and should
traverse the entire city and/or county.
b. Major arterial streets should not bisect
neighborhoods but should act as
boundaries between them.
c. Sidewalks should be set back from the
street.
II -A-12
1.6 -Standards for Fredways.
1.6.1 -The following minimum design factors apply to freeways as shown in Figure 5:
1.6.2 -Function
1.6.3 jtight-of44av Width
1.6.4 -Number of Moving Lanes
1.6.5-Accesa Conditions -
1.6.G Traffic Characteristics
Freeways permit rapid and unimpeded move-
ment of traffic through and around the
city.
250 feet.
Four to eight.
a. Access will be completely controlled.
b. No intersections at grade will be per-
mitted.
a. Freeways should connect with main highways
approaching and leaving the city from all
directions.
b. Freeways should be so aligned as to serve
the major traffic generators within the
city. (Central business district, major
industrial areas, regional shopping
centers, etc.)
c. Freeways should not bisect neighborhoods
or communities but should act as bounda-
ries between them.
II -A-13
LOCAL STREET
Single-family Residential Area
1.7.44-4.5}-1' PARKING ' p, MOVING LANES 101 "I PARKING.54.73.41
R.O•W.
..__0.02./FT, SLOPE MIN.
I
�
SLOPE MIN
'
36' PAVEMENT
- 60'R.0.W.
Multiple -family Residential Area
1 3.3-+-- 4.F
Tv.
10�
PARKING
I-
10,
0.027FT.SLOPE MIN
iimommwmp
10' .4.
MOVING
0.021/FT.
ounimmi
1d — 10'
LANES PARKING
4d PAVEMENT
ea R.O.W. _
0.02%FT. SLOPE MIN.
L-1
Raw
F
10�
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SHEET-9-
g.0-Gradinc and Suberede Preparation.
2.1 -Scope -The work covered by this section of the specifications consists in furnishing
all labor, equipment, supplies and materials in connection with the excavations,
construction of embankments, including borrow and grading pertaining thereto for roads,
and the preparation of subgrade, as required, complete, in strict accordance with this
section of the specifications and the applicable drawings.
2.2 Excavati,pn-Excavation of every description and of whatever substances encountered
within the limits of the project shall be performed to the lines and grades indicated
on the drawings. Except as otherwise permitted by the engineer, all excavated areas
shall be excavated in such a manner as will afford adequate drainage. All suitable
material removed from the excavations shall be used,insofor as practicable, in the
formation of embankments, backfilling, and for such other purposes as directed by the
engineer. Where material encountered within the limits of the work is considered
unsuitable by the engineer, such material shall be excavated below the grade shown on
the drawings or as directed by the engineer, and replaced with suitable material. All
excavated materials which are considered unsuitable and any surplus of excavated material
which is not required for embanlonents shall be disposed of by the contractor.
2.3 -Embankment -This work shall consist of the construction of embankments by depositing,
placing and compacting materials of acceptable quality above the natural ground or
other surface in accordance with the lines, grades and cross -sections shown on the plans
and as required by the engineer.
Before any embankment is placed, clearing, tree removal, sod and topsoil removal over
the entire area shall be performed as directed by the engineer.
Clearing shall consist of the removal and disposal of obstructions such as foundations,
walls, fences, buildings, rubbish, etc., to a depth of at least 12 inches below subgrade
elevation.
Sod within the area shall be removed to a depth of 6 inches.
Trees, except those designated to be saved, and all stumps shall be removed to at least
18 inches below the subgrade elevation. Trees designated to be saved shall be protected
carefully during clearing and subsequent construction operations.
Topsoil shall be excavated and stockpiled as directed by the engineer.
Each layer of the embankment material shall not exceed 8 inches in loose depth and
shall be discod sufficiently to break down oversized clods. The contractor shall
thoroughly mix the different materials to secure a uniform moisture content and insure
uniform density and proper compaction. Each layer shall be thoroughly compacted by
roller or vibratory equipment suitable for the type of embankment material.
2.4. -Borrow or Excess Excavation -In the event sufficient suitable filling material is not
obtained within the limits of this contract to provide all the embankment required, the
contractor shall furnish such additional filling material (borrow) to complete the
designated embankment.
Borrow shall be an acceptable type of soil as the embankment material and shall be
approved by the engineer before being placed.
2.5-Subsrade-The bottom of the excavation for the pavement or top of the fill shall be
known as the pavement subgrade and shall conform to the lines, grades and cross sections
shown on the plans.
II -B-14
Soft and yielding material and other portions of the subgrade which will not compact
readily when rolled or tamped shall be removed as directed and replaced with suitable
granular material, placed and compacted as specified herein.
Work done under this item will be in accordance with Standard Specifications for Item
No. 17, State Highway Department Specifications, and the following standards will
be in effect: Soils meeting the Highway Research Board Classification of A-1, A-2-4,
and A-3 shall be compacted to a minimum of 100% of °Standard Density" as determined
by Laboratory Test A.A.S.H.O. Method T-99. Other soils shall be compacted to a minimum
of 95% of "Standard", and the minimum moisture content shall not be less than 2% below
the "Standard Optimum". Additional wetting will be required when in the judgment of
the engineer the minimum water requirement is not sufficient to produce a stable condition
in the subgrade soil.
Trenches and structure excavations shall be backfilled to natural or finished grade as
soon as conditions permit. Backfill shall be compacted with mechanical tampers in
layers of not over 6 -inch loose material. Vibratory compactors that are small enough
to operate within the limited area may be used.
The subgrade shall be finished in an acceptable condition for at least one day's
progress in advance of the pavement construction at all times.
No paving, sub base or base material shall be placed upon a soft, spongy or frozen
subgrade or other subgrade, the stability of which is, in the opinion of the engineer,
unsuitable for the placement thereof.
2_.6 Protection of Finished Grade -The finished grade shall be maintained in a smooth and
compacted condition until the paving has been placed.
The mixer or ready -mix trucks shall not be permitted to operate from previously paved
lanes until the pavement is at least 7 days old or a flexural strength of 550 p.s.i. is
attained with A.A.S.H.O. Standard Method T-23 and T-97.
If it is necessary to operate trucks between the forms and the trucks cause rutting or
displacement of the subgrade material, the contractor shall re -roll or hand -tamp the
subgrade to correct any ruts or other objectionable irregularities which may have been
caused by the trucking of materials.
Excess concrete and debris shall be removed from the excavation behind the curb lino
before backfilling.
2.7 -Protection of Utility Lines The contractor shall at all times take proper precautions
for the protection of utility lines, the presence of which are known or can be determined
by the examination of appropriate maps of the utility companies. The contractor shall
be responsible for the repair of any damaged service lines.
2.S -Protection of Miscellaneous Public and Erivate Installations -The contractor shall
at all times take proper precautions for the protection of and replacement or restoration
of driveway culverts, street intersection culverts or aprons, irrigation crossings, moil
boxes, driveway approaches, and all other public and private installations that may be
encountered during construction.
II -B-15
3.0 -,Sub -Base Material.
3.1 -Description -This item shall consist of a foundation course composed of granular
material, constructed on the prepared base in accordance with these specifications and
established by the engineer.
3.2 -Gradation -This material need not be crushed but can be of the pit run variety
providing it is graded within the following limits:
Otandar5l SizQ of Sieve
2-1/2 inch
2 inch
No. 4
No. 200
Liquid Limit
Plasticity Index
Percentage by Weight Passing Sieve
100%
95 100%
30 - '664
5 - 15%
35 Max.
6 Max.
Bearing value and/or stebilometer tests may be required to properly evaluate the quality
of the material.
The material supplied shall be a well graded mixture, consisting of sound aggregate
particles and sufficient filler or other proper gnp01ty binding material, which when
placed and compacted will result in a firm, dense, unyielding foundation.
;elect Borrow Material. In the event that suitable material is not available in the
district for backfilliag excavations from which unsuitable material has been removed, the
contractor shall procure select subgrade material conforming to the following requirements.
1.3 -Placement -Select sub -base material shall be placed to the minimum depth as determined
by the engineer from Figure 6. The thickness of any one layer shall in no case exceed
six (6) inches. Wetting or aerating and rolling of the material will be required as
ordered by the engineer. The surface of the select sub -base material after compaction
shall coincide with the finished grade elevation.
II -C-16
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4.0 -Base Course Material.
4.1 -Description -This item shall consist of a foundation course composed of crushed
gravel or crushed stone and filler, constructed on the prepared base in accordance with
these specifications and established by the engineer.
k.244aterials-Crushed gravel or crushed stone base course material shall consist of hard,
durable particles or fragments of stone or gravel crushed to required size and a filler
of sand or other finely divided mineral matter. The portion of the material retained
on a No. 4 sieve shall be known as coarse aggregate, and that portion passing a No. 4
sieve shall be known as filler. When produced from gravel, not less than 50 % by weight
of the coarse aggregate particles shall be particles having at least one fractured face,
and if necessary to meet this requirement or to eliminate an excess of filler, the gravel
shall be screened. The composite base course material shall be free from vegetable matter
and lumps or balls of clay and shall meet one of the following grade requirements:
,Standard Size of illeve percentage by Weight Passing Sieve
Type I Type II
1-1/2" 100%
1" 90 - 100%
3/4" 60 - 90% 100%
3/8" 45 - 75%
No. 4 30 - 60% 30 - 60%
No. 10 20 - 50% 25 - 50%
No. 40 10 - 30%
No. 200 5 - 15% 5 - 12%
Liquid Limit 25 Max.* 25 Max*
Plasticity Index 6 Max. 6 Max
*30 max. if non -plastic
Bearing value and/or stabilometer tests may be required to properly
evaluate the quality of the material.
4.3)Abras_ion. Course aggregate shall show a loss of not more than fifty per cent (50;)
when tested in accordance with A.A.S.N.O. Standard Method of Test for Abrasion of Coarse
Aggregate by use of the Los Angeles Machine, Designation: T-96 (A.S.T.M. C131)
4,14 -Placing and Spreading -Base course material shall be placed to a depth as determined
by the engineer from Figure 6 on the prepared subgrade as described in Paragraph 2.5 and
compacted in layers to required thickness. The material shall be deposited and spread
in a uniform layer and without segregation of size to such loose depth that when compacted,
the layer shall have a thickness not to exceed 4 inches. The material shall be compacted
to a minimum density of 100% as determined by Laboratory Test Method A.A.S.II.O. T-99.
II -D-17
5.0 -Asphalt Paving
5.1 -Paving Asnhalt-This item shall conform to the Standard Specifications of the
Colorado Department of Highways for Item No. 29, Grade 85-100 Penetration, unless
otherwise specified by the engineer.
5.2 -Prime Coat -This item shall conform to the Standard Specifications of the Colorado
Department of Highways for Item 30 and shall be a medium curing asphalt of a grade
specified by the engineer and shall be applied at a rate specified by the engineer. The
use of other asphaltic materials will be permitted as directed by the engineer.
5.3 -Seal Coat -This item shall conform to the Standard Specifications of the Colorado
Department of Highways for Item 30 and shall be a rapid curing Asphalt of a grade
specified by the engineer. The use of other asphaltic materials will be permitted as
directed by the engineer. The quantities of the liquid asphalt and the cover aggregate
that are to be used shall be determined by the engineer.
544 -Cover Aggregates -Stripping resistance of the corer aggregate shall conform to
Colorado State Highway Specification Item 31.2.3.3. Construction methods shall conform
to State Highway Specification Item 31.3.21.
Gradation
gieve Sim
5/8"
1/2"
3/8"
No. 3
No. 4
No. 8
No. 200
Fractured
Face (% by weight) 44
Ter Cent Passing
Uvne I
100%
95-100%
50-70%
10-30%
0-10%
0-3%
0-2%
60% Min.
ape Jal
100%
100%
90-100%
45-70%
0-20%
0-4%
0-2%
No Req.
* When specified, Type II cover aggregate may be used.
4brasion-Course aggregate shall show a loss of not more than forty—five per cent (45%)
when tested in accordance with A.A.S.H.O. Standard Method of Test for Abrasion of Course
Aggregate by use of the Los Angeles Machine, Designation: T-96 (A.S.T.M. 0131)
5.5 -Plant -Mixed. Asphalt Surfacing. This item shall conform and all work shall be done in
accordance with the Standard Specifications of the Colorado Department of Highways for
Item 32, and the mineral aggregate shall meet the following requirements:
GRADATION
gieve Sing,
3/4"
No. 4
No. 10
No. 40
No. 200
Liquid T,i mi t
Plasticity Index
Wet/Dry Ratio
Fractured Face (% by weight)
$er Cent Passing
100%
30 - 60%
25 - 50%
18 - 30%
5 - 12%
25 Max.
6 Max.
75 Min.
*4 50% Min.
II -E-18
AbrA anion -Course aggregate shall show a loss of not more than forty-five per cent (45%)
when tested in accordance with A.A.S.H.0. Standard Method Test for Abrasion of Course
Aggregate by use of the Los Angeles Machine, Designation: T-96 (A.S.T.M. C131)
5.5.1, -The asphalts, cements and liquid asphalt shall conform with Items 29 and 30
respectively of the Colorado Highway Department Standard Specifications.
5.5.2 -Rolling shall conform to Colorado State Highway Specifications Item 32.3.5 except
that two rollers, one steel and one rubber —tired, self propelled non —wobbly wheel, a' 1
be required at all times. Additional rollers will be required when placing over 75 tons
per hour at the rate of one additional roller per 50 tons per hour. The contractor will
be required to obtain a minimum of 95% of laboratory density determined from specimens
made in accordance with the Hveem or Marshall Method of Test. Surface smoothness shall
conform to Item 32.3.5.2. of State Highway Standard Specifications.
II -E-19
6.0 -Concrete Pavement
6.1 -Scope -The work covered by this section of the specifications consists of furnishing
all labor, equipment and materials and in performing all operations in connection with
the construction of air -entrained portland cement concrete pavement for streets and
alleys in strict accordance with this section of the specifications and the applicable
drawings.
6.24faterials-Concrete shall be composed of portland cement, air entraining agent
aggregates and water. These materials shall be furnished only from sources of supply
approved by the engineer before shipments are started. The basis of approval of such
sources shall be the ability to produce materials of the quality and in the quantity
required.
6.2.1 -Portland Cement -Cement of the type specified shall conform to requirements of the
current A.S.T.M. Specifications for Portland Cement Type I, Type II, or Type III
(Designation 0-150) or for air -entraining Portland Cement Type 1A, (Designation C-175).
Cement which for any reason has become partially set or which contains lumps of caked
cement shall be rejected. Either packaged or bulk cement may be used.
6.2.2 -Air -Entraining Agent -Air -entraining agents shall conform to the requirements of the
current A.S.T.M. Specifications for air -entraining agents for concrete(Designation 0-260).
6.2.3 -Aggregates -All aggregates for concrete shall meet the Standard Requirements for
Concrete Pavements of the Colorado Department of Highways or the current A.S.T.
Specification for Concrete Aggregates (Designation C-33)
Aggregates shall be so handled that moisture content and gradation are reasonably uniform
and do not change appreciably from batch to batch or hour to hour.
No aggregates shall be used which have become contaminated or intermixed. Frozen
aggregates or aggregates containing frozen lumps shall be thawed before use.
6.2.4 -Water -Water used in mixing or curing concrete shall be clean and free from
injurious amounts of oil, acids, salt, alkali or organic materials or other substances
harmful to concrete. Water from public supplies or which is suitable for drinking is
always satisfactory.
6.2.5 -Reinforcing Steel Reinforcing steel, if specified, shall conform to the latest
A.S.T.M. Specifications as follows:
Tvne
Bars and rods
Steel wire fabric
A.S.T.M. Designation
A-432, A 15 or A-16
A-185
Tie bars which are to be bent after one end is encased in concrete shall be structural
grade.
6.2.6 -Joints
6.2.6.1 -Expansion Joints -Expansion joints shall be non -extruding preformed joint fillers
of one of the following types: Redwood, cypress or cedar boards or premolded fiber and
shall conform to A.S.T.M. Designation D-544 and A.A.S.H. Designations M-33, M-58 and
M-59 Standard Specifications.
6.2.6.2 -Joint Sealing Compound -Sealing material for filling all types of pavement joints
shall comply with A.A.3.H.0. Standard Specifications (Designation M-89 or M-18)
II -F-20
6.2.6.3- emolded Joint Material-Premolded parting strips, when called for on the plans,
shall be 3/16 inch thick or more and of the width shown on the plans. They shall
consist of strips which have been formed from layers of felt or shredded felt, cane,
wood or other suitable fibers, securely bound tcepthor and uniformly impregnated with a
suitable binder. They shall be of such character that they will not be permanently
deformed by ordinary handling during hot weather or become hard and brittle in cold
weather.
6.2.7 -Curing -Burlap shall at time of using be in good condition, free from holes, dirt,
clay or any other substance which would have a deleterious effect upon concrete. Burlap
shall be of such quality that it will absorb water readily when dipped or sprayed and
shall weigh not less than 7 ounces per square ;yard when clean and dry.
Waterproof paper for curing concrete shall conform to the current A.S.T.M. or A.A.S.H.0.
Specifications for waterproof paper for curing concrete (C-171 and M-139 respectively).
Membrane curing compounds shall be the white -pigmented type and conform to the require-
ments for the current A.A.S.H.0. Standard Specifications for Liquid Membrane Fbrming
Compounds for Curing Concrete (Designation M-148) or ASTM Designation C-309.
Polyethylene sheeting shall consist of a single sheet having a thickness of not less than
4 mills (.004"). Moisture retention shall conform to the requirements of A.S.T.M.
Specifications, Designation C-156. Tho material shall be tested for tensile strength
and elongation as prescribed in the current A.S.T.M. Specification Designation D -882 -Method
A.
Q)-Bgtching7Measurement and batching of cement, fine and coarse aggregates shall be by
weight on scales accurate to within 1/2 of one per cent. One sack of cement shall be
considered to weigh 94 pounds net. Bulk cement and cement from fractional sacks shall
be weighed.
6.3.1 Proportioning Concri e -The concrete shall have a minimum compressive strength of
3750 p.s.i. in 28 days. Proportions of cement, water and aggregate shall be determined
in accordance with ACI Standard 613, "Recommended Practice for'Selecting Proportions
for Concrete". Mixes shall comply with the following table:
Maximum Water
Nominal Size Minimum Content Total Air Content
Of Coarse Cement Content (U.S. Gal Per Sack (Per Cent By
Aggregate (Inches) fSack Per Cu Yd) Of Cement) Volume)
1-1/2 6.00
3/4 6.25
5.50 5`% t1
5.75 6% ± 1
The entrained air shall be obtained either by using air -entraining cement or an air -
entraining agent: For a method of measuring air content, see Section 6.4 -
The maximum size aggregate shall not exceed 1/4 of the slab thickness. The maximum
water content shall include the surface water on the aggregate.
6.3.2 -Consistency -The slump of the concrete shall be from 1 to 3 inches. The consistency
shall be measured as described in the current ASTM Standard Method of Slump Test for
Consistency of Portland Cement Concrete (Designation C-143) or the Method for Ball
Penetration for Portland Cement Concrete, A.S.T.M. Designation C-360.
II -F-21 R/5/26/64
6.3.3 -Workability -Concrete shall at all times be of such consistency that it can be
worked into corners and angles of the forms and around joints, dowels and tiebars by the
construction methods used without excessive spading, segregation or tunic accwnlation of
water or laitance on the surface.
6.3.4 -Ready -Mixed Concrete -Ready -mixed concrete shall be proportioned, mixed and
transported in accordance with the current A.S.T.M. Specification for Ready -Mixed
Concrete (Designation C-94). Any concrete which is not plastic and workable when it
reaches the subgrade shall be rejected.
When construction conditions are such that it is absolutely necessary for trucks hauling
concrete to operate on the grade between forms, they shall not back over previously
deposited fresh concrete.
6.3.5 -Job -Mixed Concrete -Job -mixed concrete shall be mixed in a drum mixer which shall
conform to the concrete paving mixer standards of the Mixer Manufacturers Bureau of the
Associated General Contractors of America. The mixer shall be capable of combining the
aggregates; cement and water into a thoroughly mixed and uniform mass within the specified
time and of discharging the material without segregation. The entire contents of the
drum shall be discharged before recharging.. The volume of the mixed materials per
batch shall not exceed the manufacturer's guaranteed capacity (110 per cent of rated
capacity) cf the mixer.
6,3.6 -Time of Mixing -The mixing of each batch shall continue for not less than one minute
after all materials, excepting water, are in the mixer. All mixing water shall be
introduced in the drum before one-fourth of the mixing time has elapsed. The mixer shall
rotate at the rate recommended by its manufacturer. The mixer shall be provided with a
batch timing device which shall be subject to inspection and adjustment by the engineer
at any time.
6.44 easurin _r Content The air content of freshly mixed air -entrained concrete shall
be checked by the engineer. Concrete with air contents above or below the amount
specified in Section 6.3.1 shall be corrected by adjustments in the mix design or
quantities of air -entraining admixture being used.
The air content shall be measured in accordance with A.S.T.M. Tentative Method of Test
for Air Content of Freshly Mixed Concrete by the Pressure Method (Designation C-231) or
A.S.T.M. Method of Test for Air Content of Freshly Mixed Concrete by the Volumetric
Method (Designation C-173).
6.5 -Forms -Forms may be made of wood or metal and shall have a depth equal to or greater
than the prescribed edge thickness of the pavement. Each section of form shall be
straight, free from bends or wraps.
The maximum deviation of the top surface shall not exceed 1/8 inch in 10 feet or the
inside face not more than 1/4 inch in 10 feet. The method of connections between
sections shall be such that the joint thus formed iS tight and free from movement in any
direction.
Forms shall be of such cross-section and strength and so secured as to resist the
pressure of the concrete when placed and the impact and vibration o•f any equipment which
they support without springing or settlement.
Approved flexible forms shall be used for construction where the radius is 150 feet or
less.
II -F-22 R/5/26/64
6.5.1 -Setting Forms -The subgrade under the forms shall be compacted and shaped so that
the form when set will be uniformly supported for its entire length at the specified
elevation. The supply of forms shall be sufficient to permit their remaining in place
for at least 12 hours after the concrete has been placed. All forms shall be cleaned and
oiled each time they are used.
6.5.2 -Grade and Alignment The alignment and grade elevations of the forms shall be checked
by the contractor immediately ahead of concrete placement and necessary corrections will
be made. Any forms that have been disturbed or subgrade that has become unstable shall
be corrected and forms reset and rechecked. Any variations in grade and alignment shall
be subject to approval by the engineer prior to placing the concrete.
6.6 -Placing Concrete -The concrete shall be mixed in quantities required for immediate use
and shall be deposited on the subgrade to the required depth and width of the construction
lane in successive batches and in a continuous operation without the use of intermediate
forms or bulkheads. The concrete shall be placed as uniformly as possible in order to
minimize the amount of additional spreading necessary. While being placed, the concrete
shall be spaded or vibrated and compacted with suitable tools so that the formation of
voids or honeycomb pockets is prevented. The concrete shall be especially well spaded or
vibrated and tamped against the forms and along all joints. Care shall be taken in the
distribution of the concrete to deposit a sufficient volume along the outside form lines
so that the curb section can be consolidated and finished simultaneously with the slab.
No concrete shall be placed around manholes or other structures until they have been
brought to the required grade and alignment.
6,6.1-Cold_Weather Concreting -Except by specific written authorization, concreting shall
cease when descending air temperature in the shade and away from artificial heat fall
below 40° F. It shall not be resumed until the ascending air temperature in the shade
and away from artificial heat rises to 35° F.
When concrete is permitted during cold weather, the temperature of the mix shall be not
less than 60° F.,not more than 80° F. at the time of placing. Aggregates of water or
both may be heated, but the water shall not be hotter than 1750 F. and aggregates shall
not be used which are hotter than 150° F. Before concreting is started, remove ice, snow
and frost.
When concrete is being placed in cold weather and temperature may be expected to drop
below 35° F., a supply of straw, insulated curing blankets or other suitable material
shall be provided along the line of work. At any time when the air temperature may be
expected to reach the freezing point during the day or night, the material so provided
shill be spread over the concrete to a sufficient depth to prevent freezing of the
concrete. Concrete shall be protected from freezing temperatures until it is at least
5 days old. Concrete injured by frost action shall be removed and replaced at the
contractor's expense.
6.64_2 -Hot -Weather Concreting- Except by written authorization, concrete placing shall
cease if the temperature of the plastic concrete cannot be mnaintaipe_d at 90° F. or lower.
To facilitate the placement of concrete in hot weather, the aggregates or water or both
may be cooled.
6.7 -Consolidating and Finishing
6.7.1 -General- The pavement shall be struck off and consolidated with a mechanical
finishing machine or by hand -finishing methods. When a mechanical finishing machine is
II -F-23
used, the concrete shall be struck off at such a height that after consolidation and final
finishing, it shall be at the elevation as shown on the plans, with not more than 1/8 inch
variation when measured with a 10 foot straightedge.
The finishing machine shall be provided with a screed which will consolidate the concrete
by pressure, vibration or both. The concrete shall be brought to a true and even
surface, free from rock pockets. The edge of the screeds along the curb line may be
notched out to allow for sufficient concrete to form the integral curb. Hand —finishing
tools shall be kept available for use in case the finishing machine breaks down.
When hand finishing is used, the pavement shall be struck off and consolidated by a
vibrating screed to the elevation as shown on the plans, with not more than 1/8 inch
variation when measured with a 10 foot straightedge. When the forward motion of the
vibrating screed is stopped, the vibrator shall be shut off; it shall not be allowed
to idle on the concrete.
6.7.2 -Scraping and StraightedginR--The pavement shall be scraped with a straightedge 10
feet long, equipped with a handle to permit it to be operated from the edge of the pavement.
The straightedge shall be operated so that any excess water and laitance are removed from
the surface of the pavement.
When irregularities are discovered, they shall be corrected by adding or removing concrete.
All disturbed places shill be floated with a wooden or metal float not less than 3 feet
long and not less than 6 inches wide and again straightedged. The pavement surface shill
have no depression in which water will stand.
The use of the long -handled float shall be confined to a minimum. It may be used with
the straightedge to correct surface texture but shall not be used to float the entire
surface of the pavement.
6.7. -Edging -Before final finishing is completed and before the concrete has taken its
initial set, the edges of the slab and curb shall be carefully finished with an edger,
having a 3/8 inch radius.
6.7.4 -Final Surface Finish -A burlap drag shall be used as the final finishing method for
concrete pavement. The drag shall be at least 3 feet in width and long enough to cover
the entire pavement width. It shall be laid on the surface of the pavement and dragged
forward in the direction in which the pavement is being laid. The curb shall have the
same final finish as the pavement.
The final surface of the concrete pavement and curb shall have a uniform gritty texture
free from excessive harshness and true to the grades and cross-section shown on the plans.
The engineer may require changes in the final finishing procedure as required to produce
the desired final surface texture.
6.8 -Integral Curb -When integral curbs are required along the edges of all street pavement,
depressed curbs shall be provided at all driveway entrances and at such other locations
as designated by the engineer.
The integral curb shill be constructed with or immediately following the finished
operation. Special care shall be taken so that the curb construction does not lag the
pavement construction and form a "cold joint".
In placing curb concrete, sufficient spiding shall be done to secure adequate bond with
paving slab and eliminate all voids in the curb.
II -F-24
Curbs shall be formed to the cross-section as shown on the drawings with a mule or
templates supported on the side forms and a wood float not less than 4 feet in length.
The finished surface of the curb and gutter shall be checked by the use of 10 foot
straightedge and corrected if necessary.
6.9-C uri.ng-Concrete shall be cured by protecting it against loss of moisture, rapid
temperature change, from rain, flowing water, and mechanical injury for a period of not
less than 5 days from the beginning of the curing operation. Moist curing, waterproof
paper, polyethylene sheeting, white pigmented liquid membrane compound or a combination
thereof may be used for curing. After finishing operations have been completed, the
entire surface of the newly laid concrete shall be covered by the curing medium which is
applicable to local conditions and approved by the engineer. The edge of concrete slabs
exposed by the removal of forms shall be protected immediately to provide these surfaces
with continuous curing treatment equal to the method selected for curing a slab surface
and to prevent injury to concrete edges.
The use of a covering material which contains or becomes contaminated with sugar in any
form, annic acid or any other substances considered detrimental to portland cement will
not be permitted. The initial curing medium shall be effective and shall be applied so
as to prevent checking, cracking and the appearance of dry spots in the surface of the
concrete. The contractor shall have the equipment needed for adequate curing at hand
and ready to install before actual concrete placement begins. In all cases in which
the curing medium requires the use of water, the curing shall have prior right to all
water supply. Failure to provide sufficient cover material of the type selected,
failure to maintain saturation for the entire curing period in the moist -curing methods,
lack of water to adequately care for both curing and other requirements or other failures
to comply with curing requirements shall be cause for immediate suspension of concreting
operations.
6.9.1 -Moist curing -Moist curing shall be accomplished by covering of burlap, cotton
mats or other approved fabric mat used singly or in combination.
Curing mats shall be thoroughly wet when applied and kept continuously wet and in intimate
contact with the pavement surface for the duration of the moist curing period. Other
fabric mats shall conform in design and shall provide a curing medium at least equal
to cotton mats. Cotton mats, other fabric mats and burlap strips shall be furnished
in the widths or lengths, after shrinkage, required to cover the entire width and edges
of the pavement lane. Mats or burlap shall be lapped at joints between adjacent sheets
to prevent drying of this location. Moist curing, when used as initial curing, shall be
continued for not less than 24 hours.
6.9.2 Waterproof Paper _and_ Polyethylene Sheeting Curies The surface of the concrete shall
be wetted with a fine spray of water and then covered with the waterproof paper or sheeting.
The paper or sheeting shall be in pieces large enough to cover the entire width and edges
of the slab and shall be lapped not less than twelve (12) inches. Paper or sheeting
shall be adequately weighted to prevent displacement or billowing due to wind. Paper
or sheeting folded down over the side of the pavement edges shall be secured by a
continuous bank of earth. Tears or holes appearing in the paper or sheeting during the
curing period shall be immediately repaired.
6.9.-Liguid Membrane Curing Compound Pigmented liquid membrane curing compound shall
meet the specifications under Section 6.5. The curing compound must be applied to cover
the surface completely and uniformly at a rate which will achieve the performance
II -F-25
requirement specified in A.A.S.H.0. Specifications M-148, or A.S.T.M. Designation C-309.
This method of curing shall be applied behind the final finishing operation or after the
initial curing when a combination of methods are used. Failure to provide complete and
uniform coverage at the .required rate will be cause for discontinuance of this method of
curing and the substitution of one of the other approved methods. The compound shall
be kept agitated to prevent the pigment from settling. Special care shall be taken to
apply the curing compound to the pavement edges immediately after the forms have been
removed.
6.10 -Joints -Longitudinal and transverse joints shall be constructed as shown on the plans.
Longitudinal joints are those joints parallel to the lane of construction. They may be
either intermediate center joints or the construction joints between construction lanes.
Transverse joints shnll be contraction joints or construction joints. Construction
joints are put in transversely wherever construction operations require them.
Expansion joints may be either longitudinal or transverse. They are used only where
specifically shown on the plans.
The edges of the pavement and those joints where such edging is shown on the plans shall
be rounded with an edger having a radius of not larger than 3/8 inch. Transverse joints
except keyed and tied construction joints, shall be continuous across the entire pave
area including the curb.
6.10,1 -Transverse Joints -Transverse joints shall be contraction, expansion or construction
joints. Contraction and expansion joints shall be placed as indicated on the plans and
construction joints wherever construction may require them.
6,10.2 -Transverse Expansion Joints -Expansion joints, where shown on the plans, shall
coniom to the specification in Section 6.2.6.1.They shall extend the entire width of
the pavement and from the subgrade to one (1) inch below the surface of the pavement.
They shall be of the dimensions and spacing as shown on the plans. The filler shall be
held accurately in place during the placing and finishing of the concrete by a bulkhead,
a natal channel cap or other approved method.
Under no circumstances shall any concrete be left above the expansion material or across
the joint at any point. Any concrete spanning the ends of the joint next to the forms
shall be carefully cut away after the forms are removed.
Before the pavement is opened to traffic, the groove above the filler shall be cleaned
and sealed with specified joint sealing material covered under Section 6.4.2.
6.10 --Transverse Contraction Joints -Transverse contraction joints shall be of the sawed,
formed dummy groove or premolded strip type.
6,10 -!.-Transverse Sawed Contraction Joints -When transverse contraction joints are to
be formed by sawing, care must be taken to saw the grooves soon after placing to prevent
the formation of cracks due to contraction of the slab. All transverse joints shall be
sawed at least 1/4 of the slab depth. Any procedure for sawing joints that results in
premature and uncontrolled cracking or raveling shall be revised immediately by adjusting
the time interval between the placing of the concrete and the cutting of the joints.
6.10.Transverse Formed Dummy Groove -Transverse dummy groove joints shall be formed by a
groove or cleft in the top of the slab of the dimensions shown on the plans. The groove
II -F-26 R/5/26/64
made in the plastic concrete by a suitable tooling device shall extend vertically
downward 1/4 of the slab depth from the surface and shall be true to line.
6.10.6 Transverse Premolded Strip Joints -Transverse premolded strip joints shall be of
the proper dimensions as shown on the plans. The premolded filler is placed in a vertical
groove formed to receive it. The top of the filler should be flush with the pavement
surface.
6.102.7 -Transverse Construction Joints -Transverse construction joints of the type shown
on the plans shall be placed wherever the placing of concrete is suspended for more than
30 minutes. A keyed type joint without tie bars shall be used if the joint occurs at
the location of a contraction joint. Keyed joints with do bars are used if the joint
occurs at any other location.
6.10.8 -Longitudinal Joints -Longitudinal joints shall be placed as shown on the plans.
They shall be of the sawed, dummy groove, premolded strip or the keyed construction type.
Joints between construction lanes shall be the keyed construction type.
6.10.9 -Sawed Longitudinal Center Joints -Sawed longitudinal center joints shall be sawed
after the concrete has hardened. The saw cut shall be
The joint may be sawed at any time prior to the time
These joints are otherwise formed in the same manner
Section 6.1:0.4.
grooves made with a concrete saw
at least 1/4 of the slab depth.
the pavement is open to traffic.
as the transverse sawed joints -
6.10.10 -Longitudinal Formed Dummy Groove Joints -Longitudinal dummy groove joints are
formed in the same manner described for transverse formed dumpy groove joints - Section
6.12.5.
6.10.11 -Longitudinal Premolded Strip Joint -Longitudinal premolded strip joints are formed
in the same manner described for transverse premolded strip joints, Section 6.10.6.
6.10.12 -Longitudinal Construction joints -Longitudinal construction joints (i.e., joints
between construction lanes) shall be of the dimensions shown on the plans. The key shall
be constructed when the first lane adjacent to the joint is placed.
6.10.1, -Integral Curb Joints -In the construction of transverse joints of concrete
integral curb pavement, special care must be taken to see that all transverse joints
extend continuously through the pavement and curb.
6.11 Tiebars Tiebars, when shown on the plans shall be of deformed steel and of the
dimensions and at the spacing specified.
6.12 -Joint Sealer -After the curing period, all sawed and dummy groove joints in the
pavement shall be cleaned and sealed with material meeting the requirements of Section
6.2.6.2. All foreign material, joint sawing residue, dirt and curing membranes shall be
removed. Joints shall be slightly underfilled (about 1/4 inch) to prevent extrusion of
sealer. Any excess material should be removed from the pavement surface as soon after
sealing as possible.
6.11 -Structures -All manholes, catch basins or structures of a permanent nature encountered
in the areas to be paved shall be raised or lowered as the case may be to the surface of
the new pavement, and the necessary expansion material as specified in Section 6.4.1 placed
around each structure for the full depth of the slab and of the thickness shown on the
plans.
II -F-27 R/5/26/64
6.14 -Co Weather Protection -When concrete is being placed in cold weather and temperature
may' be letpecte27o drop below 359 F., a supply of straw, insulated curing blankets or
other suitable material shall be provided along the line of the work. At any time when
the air temperature may be expected to reach the freezing point during the day or night,
the material so provided shall be spread over the concrete to a sufficient depth to
prevent freezing of the concrete. Concrete shall be protected from freezing temperatures
until it is at least 5 days old. Concrete injured by frost action shall be removed and
replaced at the contractor's expense.
6.15 -Protection and 9poning to Traffic -The contractor shall protect the pavement against
all damage prior to final acceptance of the work by the owner. Traffic shall be excluded
from the pavement by erecting and maintaining barricades and signs until the concrete is
at least 7 days old or attained a flexural strength of 550 p.s.i. when tested in accordance
with A.A.S.l.O. Standard Methods T-23 and T-97. The pavement shall not be used at any
time within this period for transporting or operating equipment. As a construction
expedient the subgrade planer, concrete finishing machine and similar equipment may be
permitted to ride upon the edges of previously construct' d. slabs provided the concrete
is more than 72 hours old and the equipment has rubber -tired wheels to run on the finished
slab.
6.16 -Optional Construction Equipment
6.16.1 -Slip -Form Paver -In lieu of the construction methods described in the preceding
section of the specifications, the contractor may use a slip -form paver. When the slip -
form paver is used, all reference in the preceding sections of this specification
referring to forms shall be deleted.
Slip -form pavers shall be equipped with vibratory and tamping bar assemblies which are
effective over the full width of the pavement. The paver shall also have a metal float
with a bullnozed front end for the full width of the pavement, excluding curbs, which
will extrude the concrete under pressure.
Behind the float shall be a rubber belt, mechanically operated and with a lateral
movement of 4 to 8 inches. The curb shall be formed by extrusion plates or mules mounted
at the rear of the machine.
6.16.2-Subgrade--The subgrade shall be brought to the proper grade and cross-section by
means of a properly designed and operated machine. The subgrade shall comply with
applicable sections of this specification. If any traffic is allowed to use the prepared
subgrade, some device, satisfactory to the engineer, shall be provided for checking and
correcting the subgrade immediately ahead of placing the concrete. The subgrade work,
especially the path on which the tracks of the paver ride, must be done carefully and
accurately.
6.16.3 -Placing -Concrete shall be of uniform slump and adequately supplied in front of the
paver. The rate of progress shall be controlled so that the forward movement of the
paver will be as nearly continuous as practicable. If it is necessary to stop the forward
movement of the paver, the vibrator and tamping elements shall also be stopped immediately.
Care must be taken to see that a sufficient supply of concrete passes around the float
and the belt along the form line to form the integral curb where shown on plans.
6.16.4 —Final Finishing —Final finishing operation shall conform to the applicable sections
of this specification.
6.17—Subgrade Preparation —The subgrade shall be in a moist condition at the time the
concrete is placed. It shall be thoroughly wetted a sufficient time in advance of the
II -F-28
placing of the concrete to insure that there will be no puddles or pockets of nnid when
the concrete is placed but shall not be allowed to dry out before the concrete is
placed.
Immediately prior to placing the concrete, the subgrade shall be tested for conformity
with the cross-section shown on the plans by means of an approved template riding on the
side forms. If necessary, material shall be removed or added, as required, to bring all
portions of the subgrade to the correct elevation. It shall then be thoroughly compacted
and again tested with the template. Concrete shall not be placed on any portion of the
subgrade which has not been tested for correct elevation. The subgrade should also be
cleared of any loose material which may have fallen upon it.
All soft and yielding material and other portions of the subgrade which will not compact
readily when rolled or tamped shall be removed as directed and replaced with suitable
granular material, placed and compacted as specified herein.
II -F-29
7.0 -Curb, Gutter. Side elk, Driveways, and Parking Argos
7.1 -Scone -The work covered by this section of the specifications consists of furnishing
all labor, equipment, supplies and materials, and performing all operations in connection
with the excavation, embankment, and preparation of subgrade, form setting, placing,
finishing, curing and jointing of concrete curb, gutters, sidewalk, driveways and parking
areas as required and in accordance with these specifications and applicable drawings,
and in accordance with the line and grade established by the engineer.
7.2 -Excavation -Excavation shall be performed to the lines, grades and cross sections
indicated on the drawings and/or staked out on the ground. Suitable material removed
from the excavations shall be used as far as practicable for embankments and backfilling.
Unsuitable material shall be excavated below the grade shown on the drawings or indicated
by grade stakes as directed by the engineer and replaced with suitable material.
Excavated materials which are considered unsuitable and any surplus of excavated material
not required for embankments or backfill shall be disposed of by the contractor.
7.3 -Embankment -Embankments shall be constructed by depositing, placing and compacting
materials of acceptable quality above the natural ground in accordance with lines, grades
and cross sections shown on the plans and/or staked out on the ground. Before any
embankment is placed, clearing, tree removal, sod and topsoil removal shall be performed
as directed by the engineer. Clearing shall include removal and disposal of obstructions
and rubbish to a depth of 12 -inch minimum below subgrade elevation; sod will be removed to
a depth of 6 -inch minimum; trees and stumps 18 -inch minimum below subgrade elevation.
Each lift of embankment material, not to exceed 8 inches of loose depth, shall be
thoroughly mixed and moistened to full depth and compacted to uniform minimum density of
95% of standard laboratory method, and optimum moisture content 4-2c; as directed by the
engineer. (A.S.TJ4. D-69.
7.L. -Protection -The finished grade shall be maintained in a smooth and compacted condition
until concrete has been placed. The finished grade ahnll be moist but not wet prior to
the placing of concrete.
7.5 -Materials -Concrete shall be composed of portland cement, air entraining agent
aggregates and water. These materials shall be furnished only from sources of supply
approved by the engineer before shipments are started. The basis of approval of such
sources shall be the ability to produce materials of the quality and in the quantity
required.
7.5.1 -Portland. Cement -Cement of the type specified shall conform to requirements of the
current A.S.T.M. Specifications for Portland Cement Type I, Type II, or Type III
(Designation C-150) or for air -entraining portland cement Type IA, (Designation C-175).
Cement which for any reason has become partially set or which contains lumps of caked
cement shall be rejected. Either packaged or bulk cement may be used.
7.5.2-Air-Enntraining Agent -Air -entraining agents shall conform to the requirements
of the current A.S.T.M. Specifications for Air -Entraining Agents for Concrete (Designation
C-260).
7.5.3 -Aggregates -All aggregates for concrete shall meet the Standard Requirements for
for Aggregates for Concrete Pavements of the Colorado Department of Highways or the
current A.S.T.D4. Specification for Concrete Aggregates (Designation C-33).
Aggregates shall be so handled that moisture content and gradation are reasonably
uniform and do not change appreciably from batch to batch or hour to hour.
II -G-30
No aggregates shall be used which have become contaminated or intermixed. Frozen aggregates
or aggregates containing frozen lumps shall be thawed before use.
7.5.4 -Water -Water used in miring or curing concrete shall be clean and free from injurious
amounts of oil, acids, salt, alkali or organic materials or other substances harmful to
concrete. Water from public supplies or which is suitable for drinking is always
satisfactory.
2 5.5-Joipta-
7.5.5.1-Expansion Joints -Expansion joints shall be non -extruding preformed joint filler
and shall conform to standard specifications for preformed joint filler for concrete,
A.S.T.M. D-1751, "Non -extruding and aesilient Non -bituminous types", or A.S.T.M. D-1752,
"Non -extruding and Resilient Non -bituminous Types".
7i....2 -Joint Sealing Compound -Sealing material for filling all types of pavement joints
shall comply with A.A.S.H.O. Standard Specifications (Designation M-89 or M-18).
7.5.6 -Curing -
7.5.6.1 -Waterproof Paper Waterproof paper for curing concrete shall conform to the
current A.S.T.M. or A.A.S.H.O. Specifications for Waterproof Paper for Curing Concrete
(C-171 and M-139 respectively).
7x,6,2 -Liquid Membrane Cgxina Qompound-Membrane curing compounds shall be the white -
pigmented type and conform to the requirements for the current A.A.S.H.O. Standard
Specifications for Liquid Membrane Forming Compounds for Curing Concrete (Designation
14-148) or ASTM Designation C-309.
7.5:6.3 -Polyethylene Sheeting Polyethylene sheeting shall consist of single sheet having
a thickness of not less than 4 mills (.004"). Moisture retention shall conform to the
requirements of A.S.T.M. Specifications, Designation C-156. The material shall be
tested for tensile strength and elongation as prescribed in the current A.S.T.M.
Specification Designation D -882 -Method A.
77.6-Batching-Measurement and batching of cement, fine and coarse aggregate shall be by
weight on scales accurate to within 1/2 of one per cent.
7,6,1 -Proportioning Concrete The concrete shall have a minimum compressive strength of
3500 p.s.i. in 28 days. Proportions of cement, water and aggregate shall be determined
in accordance with A.S.I. Standard 613, "Recommended Practice for Selecting Proportions
for Concrete". Mixes shall comply with the following table:
Nominal Size of Minimum Maximum Total Air Content
Coarse Aggregate Cement Content Water Content (U.S. (Per Cent
(Inches) (Sack Per Cubic Yard) Gallons Per Sack of By Volume)
Cement)
TABLE 11
1 1/2
3/4
3/8
5.75
6.0
6.50
6.0
6.25
6.75
5 ± 1%
6 t 1 %
7.5 t 1
The entrained air shall be obtained either by using air -entraining cement or an air -
entraining agent. For a method of measuring air content, see Section 7.7.
II -G-31 R/5/26/64
The max1Tmim size aggregate shall not exceed 1/4 of the slab thickness. The maximum
water content shall include the surface water on the aggregate.
7.6.2 -consistency —The slump of the concrete shall be 3" t 1" as determined by the
Standard Method of Test for Slump of Portland Cement Concrete, A.S.T.M. C-143.
7.6.3—Re_adr-Mixed Concrete —Ready —mixed concrete shall be proportioned, mixed and
transported in accordance with the current A.S.T.M. Specifications for Ready -Mixed
Concrete (Designation 0-94).
7.6.4 -Job -Mixed Concrete -If ready -mixed concrete is not available, then job -mixed concrete
shall be in a drum -type mixer and shall conform to the standards of the Mixer
Manufacturers Bureau of the Associated General Contractors of America. The mixer shall
be capable of combining the aggregates, cement and water into a thoroughly mixed and
uniform mass within the specified time and discharge the material without segregation.
The entire contents of the drum shall be discharged before recharging. The volume of
the mixed materials per batch shall not exceed the manufacturer's rated capacity of the
mixer.
7.6.5 -Time of Mixing -The mixing of each batch shall continue for not less than one
minute after all materials, excepting water, are in the mixer. All mixing water shall
be introduced in the drum before one-fourth of the mixing time has elapsed. The mixer
shall rotate at the rate recommended by its manufacturer.
The mixer shall be provided with a batch timing device which shall be subject to
inspection and adjustment by the engineer at any time.
7.7 -Measuring Air Content The air content of freshly mixed air -entrained concrete shall
be checked by the engineer. Concrete with air contents above or below the amount
specified in Section ('7.6.1 shall be corrected by adjustments in the mix design or
quantities of air —entraining admixture being used.
The air content shall be measured in accordance with A.S.T.M. Tentative Method of Test
for Air Content of Freshly Mixed Concrete by the Pressure Method (Designation C-231)
or A.S.T.M. Method of Test for Air Content of Freshly Mixed Concrete by the Volumetric
Method (Designation 0-173).
7.8.1 -Forms -Forms shall be of wood or metal and shall have a depth equal to or greater
than the section being placed. Each section of form shall be straight, free from warps
and bends. Maximum deviation of the top surface shall not exceed 1/8 inch in 10 feet
or the inside face not more than 1/4 inch in 10 feet. The method of connections between
sections shall be such that the joint thus formed is tight and free from movement in
any direction. Approved flexible forms shall be used for construction where the radius
is 150 feet or less.
7.8.2 -Setting Forms -The subgrade under the forms shall be compacted and shaped so that
the form when set will be uniformly supported for its entire length at the specified
elevation. The supply of forms shall be sufficient to permit their remaining in place
for at least 12 hours after concrete has been placed. All forms shall be cleaned and
oiled each time they are used.
7.8.3 -Grade and Alignment -The alignment and grade elevations of the forms shall be
checked by the contractor immediately ahead of concrete placement and necessary
corrections will be made. Any forms that have been disturbed or subgrade that has
become unstable shall be corrected and forms reset and rechecked. Any variations in
grade and alignment shall be subject to approval by the engineer prior to placing the
concrete.
II -G-32 R/5/26/64
7.9.1 -Placing Concrete -After the inspector has approved the forms and subgrade, then
concrete shall be deposited on the subgrade to the required depth and width in successive
batches and in a continuous operation. The concrete shall be placed as uniformly as
possible to minimize the amount of spreading necessary. While being placed, the concrete
shall be spaded and/or vibrated with suitable tools to prevent the formation of voids or
honeycomb.
7.9.2 -Cold Weather Concreting -Except by specific written authorization, concreting shall
cease when descending air temperature in the shade and away from artificial heat falls
below 40° F. It shall not be resumed until the ascending air temperature in the shade
and away from artificial heat rises to 35° F.
When concrete is permitted during cold weather, the temperature of the mix shall be not
less than 600 F. nor more than 80° F. at the time of placing. Aggregates or water or
both may be heated, but the water shall not be hotter than 175° F. and aggregates shall
not be used which are hotter than 1500 F. Before concreting is started, remove ice, snow
and frost.
When concrete is being placed in cold weather and temperature may be expected to drop
below 350 F., a supply of straw, insulated curing blankets or other suitable material
shall be provided along the line of work. At any time when the air temperature may be
expected to reach the freezing point during the day or night, the material so provided
shall be spread over the concrete to a sufficient depth to prevent freezing of the
concrete. Concrete shall be protected from freezing temperatures until it is at least
5 days old. Concrete injured by frost action shall be removed and replaced at'the
contractor's expense.
7.9.3 -Hot -leather Concreting-ExcePt by written authorization, concrete placing shall
cease if the temperature of the plastic concrete cannot be maintained at 90° or lower.
To facilitate the placement of concrete in hot weather, the aggregates or water or both
may be cooled.
7.10 -Finishing -After the concrete has been placed and consolidated in the forms, it shall
be finished. Wood float shall be used. Excessive working of the surface will not be
permitted. Final texture of the surface shall be obtained by lightly brooming the
surface to produce slightly roughened surface with not more than 1/8 inch variation when
measured with a 10 foot straightedge.
7.10.1 -Edging -Before final finishing is completed and before the concrete has taken its
initial set, all edges in contact with the forms shall be tooled with an edger having
3/8 inch radius.
7.11.1 -Jointing -'Transverse joints will be located at maximum intervals of 10 feet. To
control random cracking, the joints shall be formed, sawed or tooled to a minimum depth
of 1/4 of the total thickness. If divider plates are used, the maximum thickness of
plates shall be 1/2 of the total thickness.
7.11.2 -Expansion Joints -Expansion joints shall be placed as shown on the plans or as
designated by the engineer and shall extend to the full depth of the concrete. Expansion
joints shall be edged with a suitable edging tool.
7.12.1 -Curing -Concrete shall be cured by protecting it against moisture loss, rapid
temperature change, from rain, flowing water and mechanical injury for a period of not
less than five days after placement.
It shall be the contractor's responsibility to protect the concrete from the elements
and traffic, and if neglected the engineer shall direct that the necessary protective
measures be taken at the expense of the contractor, and no further pouring will be permitted
II -G-33
7.12.2 -Moist Curing -Moist curing shall be accomplished after initial set by covering with
wet burlap, cotton mats or other approved fabric used singly or in combination. Curing
mats shall be kept continuously wet and in intimate contact with the concrete for the
duration of the moist cure.
7.12.3 -Waterproof Paper and Polyethylene Sheets The surface of the concrete shall be
thoroughly moistened with a fine spray of water and then covered after initial set with
the waterproof paper or sheeting. Paper or sheeting shall cover the entire width and
edges shall be lapped at least 12 inches to insure complete coverage. Paper or sheeting
sham be adequately weighted to prevent displacement or billowing due to wind.
("Waterproof Paper For Curing Concrete", A.S.T.M. C-171)
7.12.4 -Liquid Membrane Curing Compound -Only white pigmented membrane curing compound
shall be used and shall be applied immediately after the water sheen has left the
finished concrete. The compound shall be applied at a rate to completely cover the
surface uniformly and at a rate that will achieve the performance requirement specified
in A.S.T.M. C-309. The compound shall be kept agitated to prevent the pigment from
settling. After the forms have been removed, the exposed edges shall be covered
immediately with the compound.
7.13 -Cold -Weather Protection -When concrete is being placed in cold weather and temperature
may be expected to drop below 350 F., a supply of straw, insulated curing blankets or
other suitable material shall be provided along the line of the work. At any time when
the air temperature may be expected to reach the freezing point during the day or night,
the material so provided shall be spread over the concrete to a sufficient depth to
prevent freezing of the concrete. Concrete shall be protected from freezing temperatures
until it is at least 5 days old. Concrete injured by frost action shall be removed and
replaced at the contractor's expense.
7.14 -Marking -Sidewalks shall have the 'Isms of the contractor and the year of construction
impressed therein, using block letters not less than one inch high and three -eights
(3/8) inch deep. Impressions shall be made in sidewalks at each end of each day's
construction.
7.15-Testing-
7.15.19zality of Concrete -Compliance with the requirements of these specifications shall
be determined by routine field tests performed by a recognized testing agency designated
by the engineer in strict accordance with current A.S.T.M. procedures and will be
conducted without expense to the contractor.
7.15.2 -Measuring Air Content -The air content of freshly mixed air -entrained concrete
shall be checked by the engineer. Concrete with air contents above or below the amount
specified in Section 7.8 shall be corrected by adjustments in the mix design or quantities
of air -entraining ruimiYture being used.
The air content shall be measured in accordance with A.S.T.M. Tentative Method of Test
for Air Content of Freshly Mixed Concrete by the Pressure Method (Designation C-231)
or A.S.T.M. Method of Test for Air Content of Freshly Mixed Concrete by the Volumetric
Method (Designation C-173).
II -G-34
SECTION C
SCALts re I'
•
SECTION X
NORMAL. I SLA GAMM
ESPANINON JOINT
/ PIOT MONOLITHIC)
CURS TRANSITION
SECTION
SGAL,E • 'Ins I*
—a- x
I1
Is
SA Or 9
IC WOE Of MSfl-,.
NORIiL. sot sow
l I l l i( l !rum
' i l
CONTRACTION JOINTS _
IO n MAX SPACING
j.`
TIM, 11QTt_. _,2f..
—reitios use
a" __ „�, e. �"_ IDOL ,D1 ►AN
C. DRIVE itmmmak. r.
C X
SONS: I«. S'
FIGURE-7A—
Aor.
tea
ALTERNATE 14TASE CONSTRUCTION
a' • 1I"
- I"
SECTION A
SCALE: r u is
4.• e.
S'- 0" ttr. _.
DETAIL OF ALLEY GUTTER FOR
COMB. CURB -GUTTER SIDEWALK
SCALE% I"■ I'
PLAN OF ABOVE SECTION
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FIGURE-7D-
8.0 -Specifications for Soil -Cement Base Course -
8.1 -General -
8.1.1 -Description -Soil -cement base course shall consist of soil and portland cement
uniformly mixed, moistened, compacted, finished and cured in accordance with these
specifications, and it shall conform to the lines, grades, thicknesses and typical
cross section shown on the plans.
8.2 -Materials -
8.2.1 -Portland Cement -Portland cement shall comply with the latest specifications for
portland cement, A.S.T.M. C-150 for the Type I. One cubic foot of portland cement shall
be considered to weigh 94 pounds and 1 barrel of cement shall be considered to weigh
376 pounds.
8.2.2 -Water -Water shall be free from substances deleterious to the hardening of the
soil -cement.
8.2.3 -Soil -Soil shall consist of the material existing in the area to be paved, of
approved select soil, or of a combination of these materials proportioned as directed.
The soil shall not contain gravel or stone retained on a 3 -inch sieve or more than 45
per cent retained on a No. 4 sieve. The minus No. 4 fraction shall not contain less
than 15 per cent nor more than 35 per cent passing the No. 200 sieve. The percentage of
minus 0.05 milimeter shall not be more than 25 per cent.
8.2.4 -Cement Qontent-Cement content shall not be less than 3 per cent by weight of the
material as determined by the Moisture -Density Test (A.S.T.M. Designation D-558-57) and
shall not be less than the amount required to produce a compressive strength of 300
p.s.i. in 7 days.
Materials existing in the area and borrow materials not meeting the requirements set
forth in 8.2.3 shall be tested in accordance with the ' Wot-Dry and Rreez-Thaw Test
(A.S.T.M. Designation D-559-57 and D-560-57) to determine the required cement content.
8.3 -Equipment -
8.3.1 -Description -Soil -cement may be constructed with any machine, combination of machines
or equipment that will produce the results meeting the requirements for soil pulverization,
cement application, mixing, water application, incorporation of materials, compaction,
finishing and curing as controlled by these specifications, 8.4.2 to 8.4.9 inclusive.
8.4 -Construction Methods-
8.4.l-Prenaration-Before other construction operations are begun, the area to be paved
shall be graded and shaped as required to construct the soil -cement in conformance with
the grades, lines, thicknesses and typical cross section shown on the plans. Any
additional soil needed shall be placed as directed. Unsuitable soil or material shall
be removed and replaced with acceptable soil.
The subgrade shall be firm and able to support without displacement the construction
equipment and the compaction hereinafter specified. Soft or yielding subgrade shall be
corrected and made stable before construction proceeds.
8.4.2 -Pulverization -The soil shall be so pulverized that at the completion of moist -
mixing, 100 per cent by dry weight passes a 1 -inch sieve and a minimum of 80 per cent
passes a No. 4 sieve, exclusive of gravel or stone retained on these sieves.
8.4.3 -Cement Application. Mixing and Spreading -Mixing of the soil, cement and water shall
be accomplished either by the mixed -in -place or the central -plant -mixed method.
II -H-35
No cement or soil -cement mixture shall be spread when the soil or subgrade is frozen
nor unless the air temperature is 400 F. in the shade and rising.
The percentage of moisture in the soil at the time of cement application shall not
exceed the quantity that will permit a uniform and intimate mixture of soil and cement
during mixing operations; and it shall not exceed the specified optimum moisture content
for the soil -cement mixture.
The operations specified in 8.4.3 to 8.4.5
in daylight within 6 hours.
Any soil -and -cement mixture that has not been compacted shall not remain undisturbed for
more than 30 minutes.
Method A. Mixed -in -Place. The specified quantity of cement shall be spread
uniformly on the soil. '
Spread -cement that has been displaced shall be replaced before mixing is started.
After the cement has been applied, it shall be mixed with the soil. Mixing shall
continue until the cement has been sufficiently blended with the soil to present
a uniform colored mixture.
Immediately after the soil and cement have been mixed, water shall be incorporated
into the mixture. Excessive concentrations of water on or near the surface shall
be avoided. A water supply and pressure distributing equipment shall be provided
that will assure the application within 3 hours of all mixing water required on
the section being processed. After all mixing water has been applied, mixing shall
continue until a uniform and intimate mixture of soil, cement and water has been
obtained.
inclusive shall be continuous and completed
Method B. Central Plant Mixed.. The soil, cement and water shall be mixed in a
pugmill either of the batch or continuous -flow type. The plant sh.+» be equipped
with feeding and metering devices which will add the soil, cement and water
into the mixer in the specified quantities. Mixing shall continue until a uniform
and intimate mixture of soil, cement and water is obtained.
The mixture shall be placed on the moistened subgrade in a uniform layer by an
approved spreader or spreaders. Not more than 30 minutes shall elapse between
the placement of soil -cement in adjacent lanes at any location except at
longitudinal construction joints. The layer of soil -cement shall be uniform in
thickness and surface contour and in such quantity that the completed base will
conform to the required grade and cross section. Dumping of the mixture in piles
or windrows upon the subgrade will not be permitted.
Not more than 60 minutes shall elapse between the start of moist mixing and the
start of compaction of soil -cement.
8.4.4 -Compaction At the start of compaction the percentage of moisture in the mixture
shall not be below or more than two percentage points above the specified optimum
moisture content.
The specified optimum moisture content and density shall be determined by a moisture —
density test, A.S.T.M. D-558-57, on representative samples of soil —cement mixture.
II -H-36
Prior to the beginning of compaction, the mixture shall be in a loose condition for
its full depth. The loose mixture then shall be uniformly compacted to the specified
density within 2 hours. During compaction operations, shaping may be required to obtain
uniform compaction and required grade and cross section.
8.4.5 -Finishing -After compaction the surface of the soil -cement shall be shaped to the
required lines, grades and cross section. If necessary during shaping operations, the
surface of the base shall be lightly scarified to remove any tire imprints or smooth
surfaces left by equipment. The resulting surface shall then be compacted to the
specified density. Rolling shall be supplemented by broom -dragging if required.
The moisture content of the surface material must be maintained at not less than its
specified optimum moisture content during finishing operations. Surface compaction
and finishing shall be done in such a manner as to produce, in not longer than 2 hours,
a smooth, dense surface free of compaction planes, cracks, ridges or loose material.
Any portion of the soil -cement that has a density of 5 pounds or more below that
specified shall be corrected or replaced to meet these specifications.
8.4.6 -Curing -After the soil -cement has been finished as specified herein, it shall be
protected against drying for 7 days by the application of bituminous material. The
curing material shall be applied as soon as possible after the completion of finishing
operations. The finished soil -cement shall be kept continuously moist until the curing
material is placed.
The bituminous material specified shall be uniformly applied to the surface of the
completed soil -cement at the rate of approximately 0.2 gallon per square yard with
approved heating and distributing equipment. The exact rate and temperature of appli-
cation for complete coverage without excessive runoff will be specified by the engineer.
At the time the bituminous material is applied, the soil -cement surface shall be dense,
shall be free of nil loose and extraneous material, and shall contain sufficient
moisture to prevent penetration of the bituminous materials. Water shall be applied
in sufficient quantity to fill the surface voids of the soil -cement immediately before
the bituminous curing material is applied.
Should it be necessary for construction equipment or other traffic to use the
bituminous -covered surface before the bituminous material has dried sufficiently to
prevent pickup, sufficient granular cover shall be applied before such use.
The curing material shall be maintained by the contractor during the 7 -day protection
period so that all of the soil -cement will be covered effectively during this period.
Finished portions of soil -cement that are traveled on by equipment used in constructing
an adjoining section shall be protected in such a manner as to prevent equipment from
marring or dnmnging completed work.,
Sufficient protection from freezing shall be given the soil -cement for 7 days after its
construction and until it has hardened.
8.4.7 -Construction Joints -At the end of each day's construction a straight transverse
construction joint shall be formed by cutting back into the completed work to form a
true vertical face.
II -H-37
Soil -cement for large, wide areas shall be built in a series of parallel lanes of
convenient length and width meeting the approval of the engineer. Straight longitudinal
joints shall be formed at the edge of each day's construction by cutting back into
the completed work to form a true vertical face free of loose or shattered material.
8.4.5 processing and Compaction Along Concrete Gutter -All material along the gutter
shall be moved away from the edge into the mixing area for the full depth of processing
and sufficient distance to insure complete mixing with cement and water. The mixed
material shall then be replaced and compacted in such a manner to insure full depth
and required density adjacent to the existing gutter. Moving, mixing, replacement and
compaction shall be done without damage to the gutter edge.
8.4.94Manholes and Service Boxes -Prior to construction of the base, all manholes and
service boxes shall be lowered to sufficient depth below the surface and protected by
an adequate cover so that processing and compaction of the base may proceed without
obstructing the full width of the street. After completion of the soil -cement base
course and before complete hardening of the base, these areas shall be excavated, the
material wasted, and the manholes and services raised to finished grade. The area
excavated shall be of such extent as to provide sufficient working space to perform
the operations necessary in raising the manhole or service box and to insure the soil -
cement base along the perifery is clear of the covered area. Soil -cement base that is
fractured or broken adjacent to the excavation shall be removed and wasted. The space
between the cut section and the manhole or service box shall be backfilled with portland
cement concrete.
8.4.9.1 -Traffic -Completed portions of soil -cement may be opened immediately to local
traffic and to construction equipment and to all traffic after the 7 -day curing period
provided the soil -cement has hardened sufficiently to prevent marring or distorting of
the surface by equipment or traffic and provided the curing, as specified in 8.4.6, is
not impaired.
8.4.9.2 -Maintenance -The contractor shall be required, within the limits of his contract,
to maintain the soil -cement in good condition until all work has been completed and
accepted. Maintenance shall include immediate repairs of and defects that may occur.
This work shall be done by the contractor at his own expense and repeated as often
as may be necessary to keep the area continuously intact. Faulty work shall be replaced
for the full depth of treatment. Any lower areas shall be remedied by replacing the
material for the full depth of treatment. Any low areas shall be remedied by replacing
the material for the full depth of treatment rather than by adding a thin layer of soil
cement to the completed work.
8.5 -Design Thickness of Soil -Cement Base-
8.5.1-Miniwum Thickness The minimum thickness of soil -cement base shall be 4 inches
when approved selected borrow soils are used and 5 inches when existing soils are used.
8.5.2 -Minimum Total Thickness -Soil cement base material shall be placed to a depth as
determined by the engineer from Figures 8-A and/or.8-B.
II -H-38
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ITEM 9
CONSTRUCTION, INSTALLATION AND REPAIR OF
RIGHT -0F -WAY OPENINGS FOR SUB -SURFACE UTILITIES
9.1 DESCRIPTION:
9.1.1 This item shall apply to any persons, corporation, municipality, or quasi -
municipality who for any reason cuts, disturbs or otherwise defaces any
property being a public thoroughfare for the purpose of installing or
repairing, or for any reason pertaining to the presence of, an underground
utility or structure.
9.2 PERMITS
9.2.1 Prior to commencing any work covered by this item, the contractor who will
actually perform the work, or his duly authorized representative, shall obtain
written permission to undertake said work in accordance with the provisions of
this item. The work of adjusting manhole rings and service boxes, or any work
undertaken solely for the convenience of and at the order of the governing
authority shall be exempt from the provisions of section 9.2, PERMITS, of this
specification.
9.2.2 Permits shall apply to emergency repairs; however, a delay of 48 hours is granted
excluding weekends and holidays, following the beginning of such repair before the
permit for same shall become a penalty permit.
9.2.3 Permits shall be obtained at the office of the Engineer, or from his duly
authorized representative at other designated locations. No permit shall be
issued to any person or corporation not bonded to the governing authority in
accordance with Part 1, Section B.
9.2.4 Fees shall be assessed for permits and inspection at the time of issuance of
the permit. The amount of said fees shill be established to cover the actual
cost of the governing authority incurred in the enforcement of these regulations,
as approved by the governing authority.
9.2.5 Any permit issued shall pertain only to making an opening within the public
owned right-of-way and is in no way to be considered a permit to enter onto any
private property adjacent to such .right-of-way nor to alter or disturb any
facilities or installations existing within the right-of-way and which may have
been installed, and are owned, by others.
9.3 PENALTY PERMIT:
9.3.1 Any person or corporation commencing any work under this item prior to obtaining
a valid permit, except as provided under paragraph 9.2.1, shall be required
to obtain a Penalty Permit, in lieu of the normal permit, and pay the additional
fee pertaining thereto.
9.4 SPECIFICATIONS, GENERAL:
9.4.1 Any work done under this item shall result in a repair being made to the street
or other public property involved, said repair causing the street or other
property to be returned to a condition equal to or better than original, within the
limits of careful, diligent workmanship, good planning, and quality materials,
said repair being accomplished in the least possible time and with the least •
II -1-39 R-5/26/64
disturbance to the normal functioning of the street or other property. All cuts
shall be made with straight line boundaries and all cut faces shall be within
50 of vertical. In cases where caving or slump of a cut face occurs from under
any roadway surfacing, slab, or bound type base the dimensions of the cut shall
be extended to beyond the occurance of caving or slump.
9.4.2 All backfill material, compaction, and resurfacing of ally excavation made in the
county property will be done in accordance with the -provisions of following
paragraphs 9.5, 9.6, and 9.7, after having first properly bedded and compacted,
to a depth of not more than one (1) foot, over the top of the structure or
utility line being installed or repaired, in accordance with the specifications
of the person or corporation responsible for the maintenance of the structure or
utility line being installed or repaired.
9.5 BICKFILL MATERI&L:
9.5.1 Materials acceptable for backfill purposes are divided into two (2) categories,
as defined below:
NATIVE BICKFILL---That material which was originally removed from the excavation,
after having had all organic material, frozen material, material larger than
that which will pass a 3" square opening, or any other elements other than
natural soils removed and discarded.
SEIECT.BICKFILL---Granular material meeting the requirements of Colorado
Department of Highways Specifications. Item 16 -Class 1 backfill, Item 26 -Grading
B, or fq»;ng within LASED Classifications A -1-a or L -1-b, except that materials
of predominately 1 grain size, such as chips, pea gravel, squeegie or single
sized waste from screening plants that are within the A -1-a and A -1-b classifi-
cations may not be used, and that such A -1-a or A -1-b materials shall contain
no particles larger than which will pass a 3" square opening.
9.5.2 Backfill materials as defined in paragraph .9.5.1 shn» be used as provided below:
NATIVE BiCKFILL--May be used in any case consistent with the requirements of
Item 9..6 - Compaction.
SDT,W T BACKFILL---The contractor may at his option remove any native backfill
materials from the project and substitute therefore any of the materials listed
under paragraph 9.5.1 - Select Backfill.
9.6 COMPACTION:
9.6.1 Either Native Backfill or Select Backfill shall be consolidated or compacted
according to the following:
1. Materials of AASHC Classification A -1-a or A-3 shb» be consolidated by
jetting, and rolling or vibrating.
2. Materials of LASHO Classification A -1-b shall be compacted to 95% of Modified
Proctor Density.
3. Materials of AASI-D Classification A-2 and A-4 through A-7 shall be compacted
to 95% of Standard Proctor Density.
II -I-40 R/5/26/64
9.7 RESURFACING OF BACKFILL:
9.7.1 Following proper backfill procedures in accordance with paragraph 9.6, the
backfill shall, within a period of 15 calendar days, be surfaced in a
manner so ab to duplicate the original surface as nearly as careful
workmanship and availability of materials permit, except that the following
minimum standards shall apply to the resurfacing of any backfill within
the surfaced area of any surfaced street.
9.7.2 GRAVEL SURFACED---Backfill shall be placed to within 8" of the surface and
the 8" vacant depth shall be filled. with thoroughly tamped granular
material meeting the Colorado Department of Highways Specification for
gravel surfacing Item 26.
9.7.3 SOIL CE}IENT SURFACED---Backfill shall be placed to within 8" of the surface
and the 8" vacant depth shall be filled with 54 sack/cu.yd. portland
cement concrete, which shall be struck and floated to match the adjacent
undisturbed surface.
9.7.4 PORTLAND GE}IENT CONCRETE---Backfill shall be placed to within 8" of the
surface, or to the bottom of the existing slab, whichever is the deepest,
and the remaining vacant depth shall be filled with 6i sack/cu.yd. portland
cement concrete, which shall be struck and floated to match the adjacent
undisturbed surface.
9.7.5 ASPHALTIC CONCRETE SURFACED- Backfill shall be placed to the depth below
the surface stated herein, the vacant depth shall then be filled to within
not less than 2" of the undisturbed surface with compacted granular
material meeting the Colorado Department of Highways specification for
gravel or crushed rock surfacing, Item 26. The depth of excavation for
replacement by Grading C material shall be as follows:
1. Over A -1-a, A -1-b, A-2 or A-3 materials --8".
2. Over A-4 and A-5 materials --10".
3. Over A-6, A-7-5, or A-7-6 materials --the group index of the materials
in inches but not less than 14".
4. In the event that backfill consists of a properly compacted material
of AASHO Classifications A-1, A-3, A-2-4, or A-2-5 and of minimum
thicknesses as listed in 1, 2, and 3 above; the governing authority may
at the request of the contractor waive the requirements for Grading C
as stated herein. Such waiver shall be only by written notice from
the Engineer, and the Engineer shall be the sole judge as to
application of this provision.
The surface of the gravel base material and the sides of the cut shall
be thoroughly coated with prime oil RC -2 or approved equivalent. Not
less than 0.3 gall/sq.yd. prime oil shall be acceptable. Following
the prime oil application, hot plant mixed asphalt shall be thoroughly
compacted into the cut by means of a metal drum roller.
Sufficient asphaltic concrete shall be used to result in a patch
which matches the adjacent undisturbed surface within the tolerances
established in paragraph 9.7.7.
II —I-41 R/5/26/64
AU asphaltic concrete used for final patching shall conform to Colorado
Department of Highways specification for asphaltic concrete pavement,
Item 34 —Type B.
9.7.6 It shall be the responsibility of the person or corporation which undertakes
the work of installing a permanent asphalt patch to re -cut, if necessary, the
sides of any asphalt cut so as to produce a perimeter that is in compliance with
the requirements of paragraph 9.4.1 of those specifications.
9.7.7 Patches in any asphaltic concrete surface shall match the plane of the adjacent
undisturbed surface, when measured by means of a 6 foot straight edge rule or
beam, within the following tolerance:
95% of Patch Area 1.1/89
100% of Patch Area - 1/4n
9.7.8 A temporary patch shall be placed immediately upon completion of backfill
operations in any asphalt or concrete surfaced street. This patch may be cold
plant -mixed asphaltic concrete, an adequate treatment of prime oil, or other
similar material of such a nature as to "yield a smooth driving surface of
sufficient durability to endure the period of its intended use.
9.7.9 During certain times of the year when hot plant -mixed asphalt is unavailable,
cold plant -mixed asphalt shall be placed in compliance with the provisions of
paragraph 9.7.5 and 9.7.7; this, however, shall not be considered a permanent
patch, and the required permanent patch shall be placed within 15 days following
the availability of proper material.
9.7 10At the conclusion of work on any street cut or opening within public owned
right-of-way, the entire area shall be left in its original condition. All waste
construction or excavated materials shall be removed from the site. Any ditches,
gutters, culverts, storm sewer works, or drain pipes shall be left open, unblocked,
and in operating condition.
9.8 INSPECTIONS, TFn,AI, REQUIREMENTS:
9.8.1 An inspection by the Engineering Department must be requested 24 hours
in advance of the backfill operation on any work covered by this item, and
subsequent inspections requested in accordance with instructions received at the
time of initial inspection.
9.8.2 No work covered by this item, except that of an emergency nature, shall be done
on Saturdays, Sundays or legal holidays.
9.8.3 All work done under this item shall be dono in accordance with Section 7, LEGAL
RELATIONS AND RESPONSIBILITY TO THE PUBLIC, of the Standard Specifications for
Road and Bridge Construction accepted by the Colorado Department of Highways on
January 1, 1958
II -I-42 R/5/26/64
10.0 Specifications for Bituminous Treated Base Course (B.T.B.C.)
10.1 General
a. The bituminous treated base course shall be hot -mixed
at a central plant. It shall consist of mineral aggregates
uniformly mixed with asphalt cement and laid upon the prepared
subbase to thefinished thickness shown on the typical cross
sections on the plans or as directed by the Engineer.
In general, the bituminous treated base is to be con-
structed in one or twolayers as shown on the plans and as di-
rected by the Engineer. The bituminous treated base course -
aggregate shall be crushed gravel.
b. All materials, methods of preparation, and construc-
tion shall conform to the requirements of these specifications.
c. B.T.B.C. may be substituted for granular base course
at the ratio of one (1) to two and one-half (2.5).
10.2 Materials
a. Crushed Gravel. The crushed gravel for the bituminous
treated base course shall consist of clean, hard; durable stone
particles whichhave been screened and crushed to the following
gradation prior to compaction.
Standard Size of Sieve
The
than six -
The fract
determine
T 90-56 a
1-1/2"
1"
3/4"
3/8"
No. 4
No. 10
No. 4O
No. 200
Percentage by,. Weight. Passing Sieve
Type I Type II
100%.
70 - 100%
60 - 90%
45 - 75%
30 - 60%
20 - 50%
10 - 30%
5 - 10% 5 - 10%
fraction passing the No. 200
tenths (0;6) of the fraction
ion passing.the No. 40 sieve
d in accordance with A.A.S.H
nd T 91-54.
100%
30 - 60%
25 - 50%
sieve shall not be greater
passing the No, 40 sieve.
shall be non -plastic as
.0. Methods.T 89-60;
II -J-43
The crushed gravel shall have a
more than 50 per cent when tested in
Method T 96-56: (Los Angeles Abrasion
Of the crushed gravel particles
at least 50 per cent by weightshall
faces.
percentage of wear.of not
accordance with A,A.S.H.O.
Test).
retained on the No. 4 sieve
have One or more fractured
The crushed gravel shall be free of- lumps or balls of clay
and contain a maximum of 5% of soft particles that can be dis-
integrated between the fingers after soaking in water for 24 hours.
.b. Mineral Filler,- In the event that the crushed gravel
is lacking in minus. No. 200 material, the contractor will be per-
mitted to use mineral_ filler.
The mineral filler shall consist of limestone dust, Port-
land Cement, or other,approved suitable mineral matter. It
shall be thoroughly dry and free of lumps consisting of aggrega-
tions of fine particles. The mineral filler shall conform to
the following gradation:
% Passing by Weight
-Sieve Size Min. Max.
No. 40
No.. 200
95 100
80 100
c. ,Effect of Water on Cohesion of Compacted Bituminous.
Mixtures. The combinedmineral aggregates and asphalt cement,
when tested in.accordance with A.S-.T.M. B 1075-54 shall have an
index of retained stability of ❑ot less than 75%. Mixes showing
an index of retained stability between 50% and.75% shall be re-
jected, or an approved method -of processing -the aggregate or of
treating the asphalt shall be_required to increase the index of
retained strength to a minimum of 75%. Any aggregates showing
an index of retained stability of less than 50% when combined
with untreated -asphalt cement shall be rejected.
,Admixtures.,and treating.method.s'shall be at the expense of
the contractorand be subject to the special approval of the
Engineer. Special attention will be given to the thermal sta-
bility of admixtures.
d. Asphalt.Gement. The asphalt cement shall be uniform in
character free -from -water.; and shall not foam when heated to -
347° F. It shall meet thefollowing requirements for penetra-
tion:
Penetration at 77° F,, 100G., 5 sec.
The asphalt cement shall conform to all of the following.'.
requirements and to-the-A:A.S.H.O. Specification for Asphalt
Cement M 20-60.
Penetration
Min. Max.
85 100
Property,
Proportion of bitumen soluble in carbon tetrachloride.
not less than
Ductility at 77° F., 5 cm, per min., not less than
Flash point (Cleveland open cup), not less, than
Loss on heating, 325° F., 5 hr., not more than
Penetration of residue from loss, on heating test
at 77° F., 100 g., 5 sec., compared to pene-
tration before heating
Spot Test:
Naptha xylene solvent, 10% xylene
99.0%
100 cm.
450° F.
1.0%
75% min.
Negative
Certified refinery tests of the above properties for each ship-
ment of asphalt cement shall be furnished in duplicate by the
contractor to the Engineer at the time of delivery of such
shipments. A certified weight ticket indicating the net weight
of the load shall also accompany each shipment of asphalt cement.
e. Sampling and Testing of Materials.. All sampling and
testing of materials shall be done in accordance with the latest
methods of the American Association of State Highway Officials
unless otherwise specified.
103 Preparation of Materials.
a. Preparation of Asphalt Cement. The asphalt cement shall
be heated at the paving plant to a temperature not exceeding
325°F. The penetration of the asphalt cement shall be maintained
within the limits of penetration specified throughout the period
of use.
b. Preparation of Mineral Aggregate. The mineral aggre-
gates shall be dried and heated at the paving plant so that
when delivered to the mixer, they shall be at as low a tempera-
ture as is consistent with proper mixing and placing, and in
no case shall the temperature exceed 350° F. They may be fed
simultaneously into the same drier, but in all cases, immedi-
ately after drying and heating, they shall be screened into
three bins.
c. Preparation and Composition of the Mixture. Each size
of hot aggregate and asphalt cement shall be measured separately
and accurately to the proportions in which they are to be mixed,.
After the hot aggregate has been charged into the mixer and
thoroughly mixed for the length of time as directed by the
Engineer the asphalt cement shall be added and the mixing of
all materials continued for a period of at least 30 seconds, or
longer if necessary, to produce a homogenous mixture in which
all particles of the mineral aggregate are coated uniformly.
II -J-45
The'gradation the mineral aggregates shall be within the'
following limits
Standard Size of Sieve; Percentage by Weight Passing Sieve
Type II
1-1/2"
1"
3/4"
3/8"
No. 4
No. 10
No. 40
No. 200
Asphalt Cement
Type I
100%
70 - 100%
60 - 90% 100%
45 - 75%
30 - 60% 30 - 60%
20 - 50% - 25 - 50%
10 - 39%
5 - 10% 5 - 10%
4.0 - 7.0% by weight of mixture
The combined mineral aggregate shall conform to the above
gradation and shall, not vary from the low limit on one sieve to
the high limit on the adjacent or vice versa, but shall be uni-
formly graded from coarse to fine.
The bituminous treated base course mixture shall fulfill
the following requirements when tested in accordance with A.S.T.M.
Method D 1559-58 T
Property
Air Voids* -%
Voids filled with bitumen
Stability.- pounds
Flow - 9.01 inches
Min. Max.
4
60
500
7
70
14
or when tested in accordance with A.S.T.M..0 1560-63 T
Property" Min. Max. -
Air Voids* -% 4 7
Stability -value 35
Cohesiometer value 50
* Based on apparent specific gravity of the mineral aggregate;
No bituminous treated base course mixture shall .be produced
until a job -mix formula has been provided the Contractor by the
Engineer. The formula will indicate the definite percentage of
each sieve fraction, the percentage of asphalt, and the tempera-
ture of the completed mixture as it is discharged from the mixer;
The job -mix formula_will be allowed the following tolerances
Aggregate passing 1", 3/4", and No. 4 sieve --5% above and below.-
Aggregate` passing No. 10 and No. 40 sieve --4% above and below.
Aggregate 'passing .No. 200 sieve --2% above and below.
Bitumen—
0.3% above and below,
Temperature of Mixing 20° F., plus or minus.
The percentages of each fraction given in the job -mix for,
mula will be restricted to values such that application of the
above tolerances will not cause the limits in the gradationtables
to be exceeded. Adjustments of the bitumen content and aggregate
gg g
gradation within the limits of the gradation
iteas
tablesspecified
herein may be made to improve the paving mixtures,
by the Engineer, without adjustments in the contract prices.
The mixture, when thoroughly compressed, shall have a den-
sity of not less than 90% of laboratory density determined from
specimens made in accordance with the Hveem or Marshall Method
of Test.
10.4 Construction.
a. General Conditions. The mixture shall be laid only
when the base is dry and only when weather conditions are
suitable. The mixture shall be laid only, when atmospheric
temperatures are above 40°F. and rising and when no frost
exists in the subgrade.
b. Transportation of Mixture. The mixture shall be trans-
ported from the paving plant to the work in vehicles equipped
with tight metal compartments previously cleaned of all foreign
materials. When directed by the Engineer, the compartments
shall be suitably insulated, and each load shall be covered
with canvas or other suitable materials of sufficient size to
protect it from weather conditions. The inside surface of all
vehicle compartments used for hauling mixture shall be lightly
lubricated with a thin oil just before loading, if the mixture
adheres to the compartment, but excessive lubricant will not
be permitted. No loads shall be -sent out so late i.n the day
that the mixture cannot be spread and compacted during daylight.
c. Placing Asphalt Mixtures The mixture shall be delivered
on the work at a temperature of not less than 250° F. The
desired temperature shall be set by the Engineer and shall be
maintained within + 20° F.
II -J-47
Unless otherwise permitted by the Engineer, the mixture
shall be spread by means of a mechanical self -powered paver
capable of spreading the mixture true to the line, grade, and
crown set by the Engineer. The paver shall be capable of
spreadingand finishing.the material to the required thickness
by strike -off and screed action without segregation of the mix-
ture. Hand -placing and spreading will be permitted in irregular
areas (or when strips less than 8 feet in width are to be
paved )
Pavers shall be equipped with hoppers and distributing
screws of the reversing type to place the mixture evenly
throughout the width of the course in front of adjustable
screeds. The mixture shall be dumped in the center of the
hoppers, and care shall be exercised to avoid overloading and
spilling the mixture upon the base. The forward rate of
travel of the paver during the progress of the operations of
laying the asphaltic concrete shall be capable of being
regulated to a speed of between 10 and 30 feet per minute.
The actual speed that will be permitted for any particular
operation will be dependent upon the capacity of the plant
to furnish adequately heated and mixed material and as di
rected by the Engineer. The paver crawler tracks or wheels
shall be kept clean at all times. The spreading of loose
mixture to provide traction for the paver -will not be per-
mitted.
Pavers shall be equipped with a quick and efficient
steering device and shall have forward and reverse traveling
speeds of not less than one hundred (100) feet per minute.
Unless operating on fixed side forms, pavers shall
employ mechanical devices such as equalizing runners,
straight -edge runners, evener arms, or other compensating
devices to adjust the grade and confine the edges of the
mixtures to true lines without the use of stationary side
forms. The paver shall be equipped with tamping bars or
other approved devices to insure continuous and uniform
consolidation of the mixtures without segregation and/or
tearing. Pavers shall also be capable of placing courses
in thickness of from iy" to at least 3" and to a normal of
8' to a maximum width of 13'. They shall be equipped with
blending or joint leveling devices for smoothing and ad-
justing all longitudinal joints between adjacent strips of courses of the same thickness.
11-J-48
/1
The term .creed" includes a "strike -off" device operated
by cutting, crowding, or other practical action which is effec-
tive on the mixture at a workable temperature without tearing,
shoving, or gouging and which produces a finished surface of an
even and uniform texture, free from hollows and bumps, and of
uniform density. The screed itself shall be capable of being
heated throughout the entire length and equipped with proper
controls to prevent overheating the mixture. The screed of the
paver shall be adjustable to crown and to level.
Immediately after any course is screeded and before roller
compaction is started, the surface shall be checked, and in-
equalities shall be corrected. Any fat sandy accumulations from the screed shall be removed by a rake or hoe and shall be
replaced with satisfactory material. Irregularities in align-
ment and grade along the outside edge shall also be corrected
by the addition or removal of mixture before the edge is rolled.
The Contractor shall provide competent workmen who are
capable of performing the work incidental to the correction of
all pavement irregularities. Special attention shall be given
to the straight -edging of each course immediately following
the initial rolling.
In narrow, deep, or irregular sections, intersections,
turnouts, or driveways where it is impractical to spread and
finish the mixtures by machine methods, the Contractor may use
approved spreading equipment or acceptable hand methods as
directed by the Engineer.
When the mixture is to be spread by hand, upon arrival
on the work, it shall be dumped upon a steel board outside
the area on which it is to be spread, or shoveled directly
from the truck to the area on which it is to be spread. Im-
mediately thereafter, it shall be distributed into place by
means of hot shovels and spread with hot rakes in a loose
layer of uniform density and correct depth. Tines of the
rakes shall be not less than i" longer than the loose depth
of mixture, and spaces between tines shall be not less than
the maximum diameter of aggregate particles; except that in
no case should the spaces be less than 1 inch. Loads shall not
be dumped any faster than they can be properly handled by the
shovelers.
The shovelers shall not distribute the dumped load faster
than it can be properly handled by the rakers.
The rakers will not be permitted to stand in the hot mix-
ture while raking it, except where necessary to correct errors
in the first raking. The raking must be carefully and skill-
fully done in such a manner that after the first passage of
the roller over the raked mixture, a minimum amount of back
patching will be required. -
II -J-49
:Placing t r mixture shall be as cont_ aous.as possible,
and the roller shall _pass over the unprotected edge of the
freshly laid mixture -only when the laying of this course is to
be discontinued for such intervals of time -as to permit the
-
mixture to becomechilled.
d. Joints: Transverse construction joints shall be made
in a careful manner. The edge of the previously. laid course
shall be cut back as far as is necessary toeliminateirregula-
rities incidental to finishing and rolling. After laying the
finished mixture adjacent to a transverse construction joint,
a skilled laborer shall follow up each rolling with a straight-
edge and corrective measures to insure a smooth riding surface.
He shall be equipped with hot smoothing irons, tampers, and
other devices for use in truing up the pavement surface adjacent
to the joint.
Longitudinal joints against both hot and cold material
shall be made with equal care. Mixtures spread and compacted
(or partially compacted) by the machine shall not be dis-
turbed by. a rake in dressing the joint unless one side is too
high; nor shall surplus mixture be spread or scattered back of
the machine when not needed to build up low spots. When spread-
ing next to the warm or cold edge of a previously laid section
of surfacing, the machine shall be adjusted to leave a "bead"
of material, roughly one inch by one inch, which is to be.
rolled in to compensate for uneven density at the joint. If
one side of the joint is cold, the "bead" shall be moved with
the back of the rake to the warm side of the joint, but other-
wise the machine -laid mixture shall not be disturbed.
In making the joint along any adjoining edge such as
curb, gutter, or an adjoining pavement, and after the hot mix-
ture is placed by the finishing machine, just enough of the
hot material shall be carried back to fill any space left open
and provide a small "bead" of extra material. This joint shall
be properly "set-up" with the back of rake at proper height
and level to receive the maximum compression under rolling.
The work of "setting -up" this joint shall always be performed
by competent workmen who are capable of making a correct,
clean, and neat joint.
Before the mixture is placed -against unprimed contact
surfaces of curbs, gutters, headers, manholes, etc., this sur-
face shall be painted with a thin uniform coating of hot as-
phalt cement or asphalt cement dissolved in naptha or gasoline.
e. Compaction of the Mixture. After spreading, the mix-
ture shall be thoroughly and uniformly compressed by, a power -
driven roller. Rolling equipment shall consist of steel wheel
rollers and pneumatic -tired rollers as specified herein.
II -J-50
1. Steel Wheel Rollers may consist of two types: 3 -wheel macadam -
type rollers; 2 -wheel tandem rollers. Steel -wheeled power rollers
shall be equipped with a power unit of not less than 4 cylinders.
Tandem -type rollers shall weigh not less than 8 tons and shall
weigh not less than 200 pounds per inch of roller. width; 3 -wheel
power rollers shall weigh not less than 12 tons and shall provide
a compression on the rear wheels of not less than 325 pounds
per inch of roller width.
2. Pneumatic -tired rollers shall be self-propelled and of the
double -axle type and have a shuttle speed transmission with rear
wheel drive. They shall have a width of not less than 4 feet
and be equipped with pneumatic tires of equal size and diameter.
Treads on pneumatic -tired rollers shall be sufficiently smooth
so that they do not leave perceptible tread marks at any time
during rolling operations. The tires shall be so spaced as to
give complete coverage. The wheels shall not wobble, and the
roller shall be so constructed that the contact pressure shall
be uniform for all wheels. The air pressure in the several tires
shall not vary more than 5 pounds per square inch and shall be
not less than 45 pounds per square inch. Pneumatic -tired
rollers shall be so constructed that the total weight per tire
of between 1,000 and 2,000 pounds, and during the operation,
the total operation weight of the roller shall be varied as
directed by the Engineer.
Rolling of the mixture shall consist of 3 separate opera-
tions; break -down rolling, pneumatic rolling, and final rolling.
The minimum number of rollers required for each laydown
machine shall be according to the following schedule:
Hourly production from 50 to 120 tons - two steel wheel
rollers and one pneumatic -tired roller.
Hourly production over 120 tons - two steel wheel rollers
and two pneumatic -tired rollers.
The breakdown rolling shall be done with a three -wheel
roller weighing not less than 12 tons or with a tandem roller
weighing not less than 8 tons, as soon after spreading the mix-
ture as possible without undue displacement. Delays in rolling
of fresh mixtures shall not be tolerated. Rolling shall start
longitudinally at the sides and proceed toward the center of
the roadway, overlapping on successive trips by at least one-half
the width of the rear wheel. At unsupported edges, the roller
shall cover the edge but shall not overhand the edge by more
than two inches. Except for hot joints, narrow bands of unrolled
surface shall not be left to be rolled with an adjoining section.
Points of reversing the roller shall be staggered at both ends
of each trip. The break -down rolling operation shall consist of
a minimum of two complete coverages by the roller.
II -J-51
The speea of the roller shall not ex.,ed three (3) miles
per hour and shall at all times be slow enough to avoid dig
-
placement of the hot mixture; and any displacements occurring
as a result of reversing the.direction of -the roller, or from.
any other cause, shall at once be corrected. To prevent ad-
hesion of the mixture to the steel rollers; the wheels shall.
be kept properly moistened with water or water and a detergent
but excessive use of water:will not be permitted. -Oil will not
be permitted for this purpose.
The pneumatic rolling shall be done by the pneumatic -tired
roller and shall begin at a -time when themix is still hot,
slightly plastic, and shows slight roller marks. This rolling
shall continue until a minimum of four (4) complete -coverages"
have been made and the surface is thoroughly compacted, after
.which the surface shall be.given a final rolling with a 2 -wheel
tandem -roller. The rolling shall be continued until the speci-
fied density is attained and the desired surface smoothness is
obtained.
The rollers shall be ingood mechanical condition,. capable
of reversing without backlash.. They shall -be -operated by compe-
tent and experienced rollermen and must be kept in continuous.
operation as nearly as practicable in such manner that all -parts
of the pavement shall receive substantially equal compression.
Along curbs, headers, manholes, similar structures, and.
at all places not accessible to the roller, thorough compaction
must be obtained by means of hot tampers, and at all contacts
of this character, the joints between these structures and the
surface of the mixture must be effectively sealed.
The bituminous treated base course, after final compression
shall conform to the following requirements:
The surface shall be smooth and true to the established
crown and grade as shown on the plans. The final surface shall
be finished to within a surface tolerance of one-fourth (1)
inch, measured as the vertical ordinate from the face of a ten
(10) foot straight edge.
Further, the bituminous treated base course shall not
deviate by more than plus and minus two hundredths (0.02) feet
from the surface profile grade as called for on the plans.
The bituminous treated base course shall have the average
thickness specified and shall at no point vary more than i4 inch
from the thickness shown on the typical cross sections on the
plans. Any high, low, or defective places shall immediately
be remedied by cutting out the course at such spots and re-
placing it with fresh,, hot mixture which shall be immediately
compacted to conform with the surroundingareaand shall be
thoroughly bonded to it.
II -J-52
The finished, compacted' bituminous treated base course
shall have a density at all locations of not less than 90
per cent of the laboratory density of a mixture composed of
the same materials in like proportions as specified in para-
graph 10.3. Density will be determined on specimens furnished
by the Contractor. The contractor, under the supervision and
at the direction of the Engineer, shall cut samples of the com-
pleted bituminous treated base course for determination of
density. In general, these samples will be taken in the morn-
ing on the .day following the placement of the material. Not
more than four samples per day's placement per plant for each
lift placed will be required, unless retests are needed to
insure compliance with specification requirements. The samples
shall be taken at points designated by the Engineer by sawing
the asphaltic concrete with a power driven masonry saw. The
sawed samples shall not be less than twenty-five one -hundredths
(0.25) square feet in area. The surface from which the samples
have been taken shall be restored by the Contractor no later
than the succeeding day of plant operation. The cost of ob-
taining the samples and restoring the surface, as described
herein, shall be borne by the Contractor.
II -J-53
FIVE COUNTY AREA ENGINEERS COUNCIL
REQUIREMENTS AND SPECIFICATIONS
FOR THE EXTENSION OF WATER MAINS
The facilities for distributing water shall be designed so as to ensure the
development of an integrated system, the adequacy of which will be judged by the
current applicable standards of the City or County within which they are located.
It should be noted that these standards include a basic minimum distribution main
size of six inches internal diameter.
The extension and/or the addition to any facilities must be approved in
writing by the Governing Authority prior to the commencement of construction.
Before final approval shall be given, the following provisions for applica-
tions and maps must be met:
1. A certified map of the subdivision, signed by the proper City or County
Officials, showing the streets and street widths, blocks, lots, and
lot measurements must accompany each application. The outer perimeter
of the subdivisions must be tied into the section lines.
2. Recorded copies of deeds are required for those installations in streets
not dedicated by subdivision.
3. New mains will not be located in alleys.
4. Mains will not be installed in rights -of -sway or easements except where
the approval of the Governing Authority has been obtained. Desirable
minimum width requirements for the maintenance of pipelines in easements
and rights -of -way are as follows:
12" pipe or smaller 10' each side of centerline
12" thru 24" pipe 15' each side of centerline
From'24" thru 42" pipe 20' each side of centerline
From 42" thru 60" pipe 30' each side of centerline
Larger than 60" 40' each side of centerline
5. The original and four copies of the proper main extension form must be
filled out by the applicant. This application must contain a description
of the location of the water mains in the street, state the size, type
and total footage of the pipe to be installed, and the number of the
premises to be served along with the block and lot numbers of these
premises.
6. Five copies of the plans and specifications and one reproducible drawing
for facilities to be installed shall be furnished to the Governing
Authority, two copies of which will be returned to the applicant when
approved, and will bear the evidence of such approval by the signature
of a representative of the Governing Authority. One Esia of these
returned maps is for the use of the contractor and must be in his
II -K-54
possession at all times during construction. No work shall be started
until the approved mates have been returned to the applicant. The
underlined sentences in the above. paragraph must be contained in and
made a part of the specifications.
7. All deviations from the approved maps, or changes occurring due to field
conditions must be discussed with the inspector at the jobsite, and
approved by the Governing Authority's representative whose signature
appears on the maps, prior to any relocation being made. No taps will
be given on installations varying from the approved maps, where changes
have not been authorized by the Governing Authority.
8. Plans and specifications shall:
(a)
Be made from actual field surveys, referred into land corners or
other official survey control points, such as property lines, and
be of sufficient accuracy so that the facilities when installed
can be readily found for tapping, control, and repair. Fences
shall not be used as the basis of surveys. When stationing is
used, the starting point shall be referenced into the closest
land corner and/or property corner. Where the line crosses streets
or avenues, the property lines extended of said streets and avenues
shall be referenced to the centerline stationing of the pipeline.
(b) Be of suitable scale to show all necessary information, preferably
one -inch equals 100 feet, or one -inch equals 50 feet. Standard size
drawings shall be 36" x 24".
(c) Show sufficient adjacent area to give the relation of new facilities
to existing facilities.
(d) Indicate the widths of streets and the length of blocks in the
vicinity of the new facilities.
(e) Show the location of the new mains in the street with reference to
stakes set, and to property lines. .• Standard position for locating
mains, unless some major interference prevents, is along a center-
line five feet north or five feet east of the centerline of the
street. Control stakes should not be set on the proposed centerline
of a pipe. It is the responsibility of the Engineer or other party
submitting maps for approval to survey the proposed installation and
set the control stakes in accordance with the approved maps.
Inspection of lines will not continue and installations will not be
approved where, in the opinion of the Governing Authority's
Inspector, proper control has not been furnished.
Give the dimension and location of the main or mains to which new
facilities will be connected.
Show the locations of valves, fire hydrants and fittings. Valves
shall be located on property lines extended, not in the middle of
II -K-55
intersections. Preferred location of hydrant tees shall be a
minimum of five feet away from the property line of the inter-
secting streets and preferably on the northeast earner as shown
on the following drawing. If such installations are not possible
because of some physical obstruction, the valves or fire hydrants
may be relocated, subject to the approval of the Governing
Authority.
(h) State the minimum cover over the top of the pipe. (The minimum
permissible cover is four and one-half feet (4-1/22) below the
official grade of the street or road. If official grade has not
been established, the cover shall be at least four and one-half
feet (4-1/2') when laid, and maintained at this depth.,)
(i)
State that the trench will not be backfilled until the pipe shall
have been inspected by the Governing Authority for leakage, depth
and alignment, and by the State Board of Health for sterilization
and flushing. The Governing Authority will not release any main
for tapping until this requirement is met.
9. Approval of plans and specifications will be dated and valid for only six
months after their approval. Therefore plans and specifications should
not be submitted for work that cannot be installed in tha immediate future,
as the Governing Authority may require entirely new plans before approval
will be given for the resumption of interrupted work. In any event, the
approval of the Engineering Division of the Governing Authority is re-
quired before work may be restarted on maps six months old.
10. It is the responsibility of the contractor to notify effected customers
prior to times of outage, and to schedule audit times of outage so as to
afford a minimum amount of inconvenience tv evicting customers.
II -K-56
FIVE COUNTY AREA ENGINEERS COUNCIL
REQUIREMENTS AND SPECIFICATIONS
FOR THE EXTENSION OF WATER MAINS
II -K-57
FIVE COUNTY AREA ENGINEERS COUNCIL
SPECIFICATIONS COVERING THE MATERIALS
WHICH ARE ACCEPTABLE FOR THE EXTENSION OF WATER MAINS
The following materials are acceptable to the Governing Authority under normal
working pressures of 150 p.s.i. and less. Materials for use in water mains designed
for working pressures higher than 150 p.s.i. must be approved individually by the
Governing Authority.
Cast Iron Pike in all sizes through 24" shall be Class 150, and conform to
Federal Specification WW -P -421b with cement mortar lining or the equivalent
ASA Standard. Larger mains shall conform to individual specifications issued
therefore by the Governing Authority. Joints for cast iron pipe may be push -
type joints utilizing a rubber ring gasket of a design approved by the Govern-
ing Authority, provided each such joint is bonded to provide a continuous
electrical circuit, or bell and spigot poured joint using unbraided jute or
hemp and lead. Joints between systems of different ownerships shall be
insulated so as to prevent the flow of electrical current between the two
systems. Corrosion protection must be provided for all ferrous pipelines,
as indicated by a soils resistivity survey acceptable to the Governing
Authority; however, at the option of the Governing Authority the soils resistivity
survey may be waived.
Cast iron pipe and joints not conforming to the above enumerated
standards are prohibited.
Cement -Asbestos Pipe in sizes 12" and smaller shall be at least Class 150,
Type 22 and conform to AWWA Specification C-400-53 T and the following
additional requirements:
Joints shall be formed by couplings of a sleeve -type which employ two (2)
rubber ring gaskets, one at either end of the coupling to form a water tight
seal. The pipe ends shall be machined so there is a gap of at least 3/16"
within the couplings between pipe ends when the pipe is assembled and coupled.
The gap is to be obtained without the use of a spacer.
The rubber gaskets employed for affecting a seal within the coupling
shall be of a uniformly solid cross-section. The design of the coupling,
gaskets and ends of the pipe shall be subject to the approval of the
Governing Authority's Engineer.
Foreign manufactured pipe shall be certified pressure tested according,
to A.W.W.A. Standard C-400-53 T, prior to the last handling in transit in the
United States.
Under special soil conditions it may appear that non-ferrous pipe in
sizes larger than 12 -inches may be more advantageous to use in the distribution
system. In such cases a written request to deviate from these standards must
be authorized in writing by the Governing Authority.
II -K-58
Steel Elm may be used in transmission mains of internal diameter fourteen
inches and larger. Steel pipe and fittings, sizes 14 -inch through 24 -inch
shall be fabricated in accordance with A.W.W.A. Specification 0-201-60 T
or designation C-202-60 T where mill -type steel water pipe is used, and the
additional requirements contained herein. Corrosion protection must be
provided for all ferrous pipelines as indicated by a soils resistivity
survey acceptable to the Governing Authority; however, at the option of the
Governing Authority, the soils resistivity survey may be waived.
The minimum wall thickness for steel pipe shill be 1/4 -inch or the
Design Criteria, whichever is greater. Design Data shall be submitted for
the approval of the Governing Authority. The steel pipe shall be coal -tar
enamel coated in accordance with A.W.W.A. Specification designation C-203-62
with the addition of a fibrous glass mat and coal -tar enamel protection as
required by Section A-1.4 of the above specification. The inside surface of
the pipe shall be cement mortar lined in conformance with A.W.W.A. Specification
C-205-62 T (Tentative).
Joints for steel pipe shall be of the compression coupling type, approved
by the Governing Authority, and each such joint shill be bonded to provide a
continuous electrical circuit. Joints between systems of different ownership
shall be insulated so as to prevent the flow of electrical current between
the two systems.
Concrete Pine may be used in transmission mains of internal diameter fourteen
inches and larger; however, concrete pipe in sizes 14 -inch through 24 -inch
shill be manufactured in accordance with A.W.W.A. Specifications C-300-57 or
0-301-64 with the following additional requirements:
Joints shill be rubber and steel, and meet the approval of the Governing
Authority. Pipe shall be designed for a minimum working pressure of 150 p.s.i.
Pipe shill be protected against sulfate attack.
These standards are for pipe to be laid in the ground and are not neces-
sarily those for use in vaults, pump stations, etc.
VALVES
Valves 4 -inch to 12 -inch in diameter must be provided with valve boxes
and shall be upright valves for use in horizontal lines, cast iron body,
fully bronze mounted, designed for a minimum working pressure of 150 p.s.i.,
and shall be manufactured and tested in accordance with A.W.W.A. Specification
C -500-59T. Valves shall be double disc with solid bronze discs and parallel
seats with non -rising stem. Valves shall have bell, flanged, mechanical or
push on joint ends. Valve stems on valves from 3 -inches to 12 -inches shall
be threaded so that the number of turns to open shall be three (3) times the
nominal diameter in ches with a tolerance of plus three (3) turns.
Valves shell have stuffing boxes and shall be furnished packed with
Rains -Flo No. R.F.-II packing or equal, or as approved by the Governing
Authority.
II -K-59
The direction valves open shall be in accordance with the existing
standards of the Governing Authority. Manufacturers catalogues and one
set of certified drawings shall be furnished for each size valve (where
necessary).
Valves larger than 12 -inch in diameter shall be housed in valve vaults
of a design approved by the Governing Authority and shall be horizontal
valves for use in horizontal lines, cast iron body, fully bronze mounted,
designed for a minimum working pressure of 150 p.s.i. and shall be manu-
factured and tested in conformance with A.W.W.A. Specification C -500-59T.
Valves shall be nonrising stem with bevel gears, extended gear case,
bypass and position indicator. Valves shall be double disc gate valves
with parallel seats. Valves shall have bell, flanged, mechanical or push
on joint ends. Valves shall have stuffing boxes and shall be furnished
packed with Rains -Flo No. R.F.-II packing or equal, or as approved by the
Governing Authority. Valve stems on horizontal valves with bevel gears
shall be threaded so that the number of turns to open shall fall within
the limitations set forth in the following table:
Valve Size
14"
16"
20"
24"
Minimum Turns Maximum Turns
84 94
95 105
125 135
145
The direction valves open shall be in accordance with the existing
standards of the Governing Authority. Manufacturers catalogues and one
set of certified drawings shall be furnishedfor each size valve where
necessary.
Butterfly Valves aro acceptable only as approved by the Governing
Authority. Specifications for such Butterfly Valves may be obtained upon
request.
PLUG TYPE VALVES
Plug type valves shall be designed for 150 p.s.i. unless otherwise"
specifically designated by the Governing Authority, and shall have fully
unobstructed circular openings, equal to the valve size, through the body
and the plug when the valve is in the open p'..sition.
The valve shall bo designed to operate in closed, partially open, or
fully open positions and to operate satisfactorily when operated either
frequently or infrequently.
Design and manufacture shall be in accordance with the manufacturer's
specifications, subject to the approval of the Governing Authority.
The Manufacturer shall submit for the approval of the Governing
Authority's Engineer three sets of catalogue data and certified drawings,
II -K-60
showing principal dimensions, general construction and material used for
all parts of the valve.
FITTINGS
Fittings shall be made of cement mortar lined cast iron. Fittings
3 —inch to 12 —inch inclusive shall be Class D, and fittings larger than
12 inches shall be Class B, all manufactured in accordance with A.W.W.A.
Specification C-100-55.
Fittings for use under pressures higher than normal working pressures
(150 p.s.i.) shall be designed for the pressures to which they may be
subjected, and shall be subject to the approval of the Governing Authority.
FIRE HYDRANTS
Fire hydrants shall be cast iron, with full bronze mountings. Bells
shall be for 6 -inch hydrant branch pipe and the valve opening in the hydrant
shall not be less than 5 -inches in diameter. Hydrants shall have one, four
and one-half (4-1/2) inch pumper connection and two, two and one-half (2-1/2)
inch hose connections. Hydrants shall be designed to operate under 150
p.s.i. working pressure and shall be tested under 300 p.s.i. pressure hydro-
statically. Fire hydrants shall open in accordance with the existing standards
of the Governing Authority. Threads on pumper and hose connections shall con-
form to the requirements of the fire department equipment of the area which
they are to serve.
II -K-61
FIVE COUNTY AREA ENGINEERS COUNCIL
WATER MAIN INSTALLATION STANDARDS
1. It will be the responsibility of the contractor to maintain adequate safety
precautions for the protection of the public, his employees, and existing
facilities at all times. This shall include adequate shoring of trenches,
warning devices and/or barricades, and correlation of construction with
local law enforcement agencies and fire districts or departments. No valve
or other control on the existing system shall be operated for any purpose
by the contractor except as explicitly authorized by the Governing Authority.
It is the responsibility of the contractor to obtain any necessary permits
prior to construction. The contractor will be responsible for the maintenance
costs arising due to faulty materials or workmanship for a period of one
year after acceptance by the Governing Authority. Acceptance of the water
mains for use by the Governing Authority does not constitute a waiver of the
one year guarantee.
2. Materials shall be handled in accordance with the manufacturerIs recommendations
and in such a manner that the pipe, fittings, valves, and appurtenances shall
be protected at all times prior to and during construction. Materials damaged
by the contractor, whether discovered prior to, during, or after installation,
shall be replaced by the contractor at no cost to the Governing Authority.
3. Water mains shall be located a minimum distance of 10 feet horizontally from
existing or proposed sewer lines. Where sewer lines cross water mains, the
sewer pipe shall be a minimum of 24 inches clear distance vertically below
the water main. If this clear distance is not feasible, ar the sewer is
located above the water main, the crossing mast be designed and constructed
so as to protect the water main. Minimum protection shall consist of the
installation of an impervious and structural sewer (e.g., cast iron water pipe,
reinforced concrete pipe or vitrified clay pipe with reinforced concrete
encasement) for a distance of 10 feet each side of the centerline of the
water main. In all cases, suitable backfill or other structural protection
shall be provided to preclude settling and/or failure of the higher pipe.
Where a ferrous water main crosses another ferrous pipeline, a minimum of
6 inches clear distance vertically shall be maintained between the two pipe—
lines. If this clear distance is not possible, then a suitable insulating
material shall be installed to prevent the flow of electrical current between
the two lines.
4. Pipe shall be laid to the alignment and grade shown on the appruved drawings
and as staked by the Engineer. Minimum cover for water mains shall be four
and one—half feet (4-1/2') below the official grade of the street or road.
The contractor shall be responsible for contacting pertinent utility °companies
for the location of underground obstructions and protecting same, and shall
be responsible for the repair and/or replacement of such nbstructions when
broken or damaged because of carelessness on his part.. The contractor
shall exercise due diligence in preserving survey monuments and control pointa.
5. The width of the trench shall be ample to permit the pipe to be laid and
jointed properly and the backfill to be placed and compacted as specified.
II -K-62
6. The pipe shall be uniformly supported for its entire length in the trench
and the joints not allowed to settle down to, or rest upon the original
trench bottom.
7. The pipe shall be assembled, laid and bedded in accordance with the manu-
facturer's recommendations, and such additional requirements as may be
specified by the Governing Authority.
8. Concrete thrust blocks shall be provided as indicated by the Engineer of
the Governing Authority.
9. The joints shall not be backfilled until after the pipe has been inspected
by the Governing Authority for leakage, depth and alignment. No material
shall be used for backfilling that contains stones greater than six inches
(6") in diameter, frozen earth, broken concrete slabs, or earth with
exceptionally high void content. The original soil may be returned to
the excavation if it can be placed so that moistures and densities,
substantially like those of the adjacent soils, can be achieved.
Mechanical compaction equipment shall be used, except as authorized by
the Governing Authority. If the original soil cannot be used to success—
fully complete the backfill, it shall be removed, hauled away, and replaced
with new material of quality which will permit completion of the backfill
to substantially the moisture and density conditions of the adjacent soil.
The contractor shall be responsible for leaving the jobsite in a condition
acceptable to the Governing Authority. Backfill material shall not include
rock greater than 1 —inch in diameter within one foot of the pipe.
10. Temporary plugs shall be installed at any unattended openings in the pipe—
line to prevent the entrance of foreign matter into the pipeline.
11. Flushing and sterilization of water mains sh,ll be performed in accordance
with A.W.W.A. Specification C-601-54. Chlorine dosage shall be at least
25 p.p.m. and shall be retained in the line at least twenty-four (24) hours,
at which time the chlorine residual shall be at least 10 p.p.m. If less,
the entire disinfection procedure shall be repeated until a 10 p.p.m. residual
is obtained upon testing. No water line shall be accepted or placed in service
and tapped, until it has been disinfected, flushed and written acceptance
from the State Board of Health's authorized representative has been received
by the Governing Authority. The contractor shall take all necessary pre—
cautions to prevent the flow of the strong chlorine solution into existing
water facilities.
The contractor will assume any and all responsibility for damage done by
heavily chlorined water entering existing facilities due to negligence on his
part.
II -K-63
SANITARY SEWER SPECIFICATIONS
1965
LOCATION
When the sewers are placed under city streets they shall be
placed as follows;
1. On streets running north and south. the sewer line shrill be
placed 5' (five feet) west of the center line of the street.
2. On streets running east and west:the sewer line shall be
placed 5' (five feet) south of the center line of the street.
3. On streets shaped as a "U" or on streets having unusually
sharp turns the sewer line will conform to the above speci-
fication as near as practical, but the final location shall
be as determined by the City Engineer or his representatives.
4. In cities where sewer lines are placed in an easement at the
back of tho bts all sewer lines shall be placed as shown on
the contract drawings.
CLAY SEWER PIPE
No P'+hlic sewer main line shall be less than eight inches in
diameter. All standard strength vitrified clay sewer pipe 15 inches
inside diameter or under shall conform to A. S. T. M. Designation
C 13-57T or latest revision thereof. Under special loading condition
or for sewer pipe-of-dimsnd nns larger -than 15 inches inside diameter,
extra strength sewer pipe shall be used which shall conform to.A.S.T.M.
Designation 0276 -60T -or latest revision -thereof.
Thempleilmrm tnlerance for out --of round -on -ell _.sewer•pipe shall
be three percent (3%) of the diameter of the pipe. The maximum
ordinate -for straightness on sewer pipe shall.be-f inch per joint of
pipe. After the spigot of one pipe has been centered in the bell of
the other pipe, the anmriRV space between the two shah not vast' more
.than. 3% (three. percent) of the outside diameter of the spigot end of
the sewer pipe and 3$ -(three percent) of the innirip diameter ofthe
bell and of the,pipe.
CAST IRON PIPE
In cases where the Engineer deems it necessary to use cast iron
sewer pipe,.. only centr.ifugell.y cast pipe shall be-used.conforming to
W. W. P. - 421 or W. W. P. 421-a. The class of pipe to be used ghnll
be shown on the Engineer's drawings or specified in a special
Olegcification a000xding to the follrwing.Table:
II -L-64.
Size Class ASA Class
3" to 12" 50 to 200 22
14" to 20" 100 to 150 22
14" to 20" 200 23
24" 100 22
24" 150 23
24" 200
CEMENT ASBESTOS PIPE
24
Cement asbestos Sanitary Sewer Pipe may be also used as
specified by the City or County Engineers. This pipe may be
obtained from class 1500 to class 5000, depending on the depth of
fill over the sewer pipe. Epoxy lined cement asbestos pipe shall
be used in lines having a high hydrogen sulphide content.
CONCRETE SEWER PIPE
Concrete sewer pipe shall conform to the standard specifica-
tions for concrete sewer pipe A. S. T. M. Designation C-14-59
or latest revision thereof.
Reinforced concrete sewer pipe shall conform to the tentative
specifications for reinforced concrete culvert storm drain, and
sewer pipe A. S. T. M. Designation C76 -59T or latest revision
thereof. All pipe of whatever kind shall be inspected by the
Inspector who is a representative of the Engineer and any pipe
having flaws or those not meeting these specifications in regard
to roundness or ordinate for straightness or specification regard—
ing nnnilar clearance shall be rejected by the inspector.
JOINTS
Vitrified clay sewer pipe shall be jointed according to the
tentative specifications for vitrified clay pipe joints using
materials having resilient properties as specified in A. S. T. M.
Designation 0425-60T or latest revision thereof.
1. Hot Poured Bituminous Compounds shall be equal to Federal
Specifications No. SS -S-169 Type No. 1. Sealer, Joint, Sewer
Mineral Filled Hot Pour.
2. Special Cold T 2e Bituminous Compounds shall be sewer —tight,
caulk —tight or approved equal, and shall be used only with the
approval of the City or County Engineer.
3. Factory Fabricated Joints such as Perma Joint manufactured by
Denver Brick and Pipe Company, Speed Seal a poly -urethane
II -L-65
joint manufactured by International Pipe and Ceramic Corporation,
or joints consisting of a gasket or compression ring of a
resilient material having a controlled and calculated shape which
will be compressed within the winner space to form a fluid tight
seal may all be used or may be specified by City or County
Engineer under special conditions.
4. Mortar Joints shall be composed of 1 part Portland cement and
three parts clean sharp mortar sand with only enough water for
workability. In no case shall mortar be used that has partly
set up and water shall not be added to a batch of mortar to
restoro.its plasticity. In all cases mortar joints shall be
used only with the approval of the City or County Engineer.
5. Jointing of Concrete Sewer Pipe shall conform to the recommenda-
tions of "American Concrete Pipe Association's Concrete Pipe
Handbook."
6. Jointing of Cast Iron Sewer Pills shrill be according to the method
recommended by the pipe manufacturer.
TRENCHING SI PREPARATION OF TRENCH BOTTOM
Sewer pipe trenches shall be dug one-half (i-) the inside diameter
of the pipebeing placed deeper than that shown on the Engineer's
drawing as the finished grade of the invert of the sewer pipe.
Where an 8" pipe is to be placed in the trench, the trench pha11 be
dug 4" deeper thAn that. shown on the Engineer's drawings as the
depth for the invert. In the case a sixteen (16) inch sewer line
is to be placed in the trench, the trench µhnild be dug eight (8)
inches deeper than the depth shown for the sewer invert.in the
Engineer's drawing. This additional trench depth is to make roam
for a gravel bedding which owl be placed under the sewer pipe.
Said gravel to be washed gravel having a maximum size of site and"wne
half (lj)..inches.
Trenches sbnl1 be dug true to 1inP and grade and be free from
high and low places in the bottom of the trench.
Where the soil is wet or subject to caving and the trench is
too deepfor safety of the workers in the trench, shoring =hA11 be
required; however, said shoring or the time of shoring is not the.
responsibility of the City or Af any of the City employees and
nothing contained herein shall be so construed. The City Inspector.
ahn11, however, have the power'to shut down any job which he and
the City Engineer shrill consider unsafe for the workers.
CONCRETE INCASEMENT OF SEWER LINES
Sewer lines which are at a depth too shallow be sustain the
traffic load or any other load to which they are subjected, qhnll
encased in reinforced concrete.
Sewer line which must cross under irrigation ditches, through
.bogs or swamps where the soil is unstable and water infiltration will
`probably be high must at the discretion of the City or County Engineer
be encased in reinforced concrete.
be
II —L-66
PLACING OF gaga PIPE IN THE DITCH
1. When placing sanitary sewer pipe in the ditch the recommended
practice for installing clay sewer pipe A. S. T. M. Designation C12-54
or latest revision thereof shall be used. Pipe chap be laid true to
line and grade as shown on plans approved by the City or County Engin-
eer.
To assure a true line and grade, batter boards shall be in-
stalled on each side of the sewer ditch. Stakes supporting the
batter boards shall be placed the same distance apart as the grade
stakes set by the designing engineer. Three batter boards shall be in
use at all times. The cross members or straight edges crossing the
sewer ditch shall be set according to the grade showing on the grade
stakes of the designing engineer. A center line grade string and
plumb -bob shall be used to keep the sewer pipe in line. A grade rod
shall be used to assure accurate grade on the invert of the sewer
pipe. All pipe shall be protected during handling against impact
shocks and free fall nndi no pipe shall be placed in the sewer line
that has been damaged while lowering into the ditch. Bell holes
shall be dug under the bells of all pipe, regardless of the type of
bedding used in the ditch and the barrel of all sewer pipe shall rest
firmly on the bedding material used in the ditch and the weight of
the sewer pipe in no case shall be supported by the bells of the pipe.
After lowering into the ditch both the bell and spigot shall be
thoroughly cleaned and free from any foreign material. When using
hot mix jointing material meeting Federal Specification No. SS -S-169
Type No. 1, sealer, joint, sewer, Mineral Filled, Hot Pour shall be
used. Both the spigot and the inside of the bell shall have been
primed with the same material at least 24 hours prior to the time
of laying.
When hot poured bituminous compounds are used in jointing sewer
pipe, the compound shall be prepared and heated in accordance with
the manufacturerIs recommendations. The necessary temperature shall
be maintained to keep the compound liquid enough to pour easily but
not heated above the point where it begins to bubble, or so hot as
to cause more than a slight amount of smoke.
The spigot of one pipe shall be placed tight against the shoulder
of the inside of the bell of the adjoining pipe. The annular space
between the spigot and the bell shall be carefully caulked with jute
or braided hemp in such a manner as to perfectly center the qpigot of
one pipe into the bell of the joining pipe. Only an amount of jute
or braided hemp shall be tamped into the annulus to assure a plug so
the hot mix will not leak to the inside of the sewer pipe and to exert
sufficient pressure so as to center the spigot in the bell of the
adjoining pipe. A space 2i inches deep shall be left in the entire
circumference between the bell and the spigot which shall be complete-
ly filled with hot mix bituminous compound.
II -L-67
In pouring hot bituminous compounds into the previously caulked
rnrn,lar spacesan asbestos runner or sand filler canvas tube runner
shall be wet with thin mud and tightly clamped around the pipe spigots
and placed tightly against the bell of the joining pipe. A pouring
gate or opening shall be left on top of the pipe and slightly to one
side of the center of the pipe, so that the molten compound will
flow into and around the inside of the bell in one direction only,
forcing the air out ahead of it and thus eliminating any possibility
of air bubbles. All openings between the pipes and the runner shall
be carefully plugged with wet clay so there will be no loss of hot
bituminous material during the pouring operation and so the joint
will have a smooth appearance on the outside. The annular space
between the bell and the spigot shall be completely and solidly
filled with bituminous compound.
After the bituminous material has cooled enough to set up firmly
(this usually will occur within 15 minutes) the pouring runner may
be removed but the position of the two joined pipes may not be
changed for at least one hour; after which time gravel (1" max. size)
shall be placed around and up to the spring line of the pipe (center
of the barrel) where the cover or backfill over the pipe is 14 feet
or less. If the cover over the pipe is 15 feet or greater this gravel
shall be increased to cover the entire pipe to c. depth of six (6)
inches.
2. When manufacturer's prefabricated joints are used in the
laying of sanitary sewer lines, such lines shall be joined using
lubricants, primers, adhesives, solvents, etc. recommended by the
manufacturers of said manufactured joints. All factory fabricated
joints shall be placed, fitted, joined and adjusted in such a work-
manlike manner as to obtain the degree of water tightness required
and in compliance with recommended methods of the manufacturer.
3. Where cast iron sewer pipe is used in a sanitary sewer
line it shall be as designated under sewer pipe in these specifi-
cations. The method of placing cast iron sanitary sewer pipe in
the trench shall be in accordance with specifications of the pipe
manufacturer on this operation.
4. Whore cement asbestos sanitary sewer pipe is used in a sani-
tary sewer line, the trenching, bedding and laying of all size cement
asbestos pipe shall be as outlined in the manufacturer's Installation
Specifications.
5. The placing of all concrete sewer pipe both reinforced and
not reinforced shall be according to specifications of the concrete
pipe manufacturer.
6. Ground Water If the engineer deems it advisable to install
a french drain or a french drain and an under drain under the sanitary
sewer line, to lower the level of ground water in the area, he shall
do so by including such installations in his contract drawings.
During the process of installing any and all types of sanitary
sewer pipe the trench in which the sewer pipe is being placed shall
be kept free from water at all times while work is in progress.
II -L-68
Water shall be pumped from the sewer trench and under no circumstances
shall ground water be allowed to drain down the previously constructed
sewer line. At the end of the work day a water tight plug shall be
placed in the open end of the sewer line under construction so no
water can enter the sewer line. Next morning all water which has
accumulated in the ditch over night must be pumped out until the
water level in the trench is below the invert of the sanitary sewer
pipe; after this has been accomplished the laying of sewer pipe may
proceed..
7. Manholes. — Regular and Drop
Manholes may be of either brick construction or of precast con—
crete. All manholes shall have an inside diameter two (2) feet greater
than the outside diameter of the sewer pipe or pipes entering and
leaving the manhole but in no case shall any manhole have an inside
diameter less than four (4) feet. Where a second sanitary sewer line
enters a manhole the invert on the second sewer line shall enter the
manhole at least 3 inches higher than the invert of the main sewer
line and shall enter the line of flow of the main sewer line with as
near a full sweep 90° bend as possible.
The base on all manholes shall be eight inches (8") thick, and
the overall outside dimensions shall be one (1) foot greater than
the outside dimension of the manhole constructed thereon. The base
shall be constructed of premixed concrete composed of a mix of well
graded, well washed aggregate ranging from sand to gravel (li") one
and ono —half inches in maximum diameter. The mix shall contain six
(6) sacks of cement to the cubic yard and only enough water shall be
used in the mix to give it a slump test of'two (2") inches. Air
entrained in the mix when placed shall be between 4 and 6%. Cylinders
taken from the mix shall in 28 days have not less than 3,000 pounds
crushing strength per square inch.
BRICK MANHOLES
Brick Manholes are constructed of brick and shall be of eccentric
construction.
Brick sidewalls for manholes shall be eight (8) inches thick
and constructed with bricks conforming to A. S. T. M. Designation
C62-59. Brick used in brick manholes shall be laid up in a mortar
composed of one (1) part Portland cement and two (2) parts clean
sand.
All brick manholes shall be plastered on the outside with a
mortar coat one—half (2) inch thick with mortar as that above
described.
II -L-69
CONCRETE MANHOLES
Concrete manholes shall be constructed of precast concrete rings
composed of concrete consisting of aggregate meeting A. S. T. M.
Specifications C -33-54T. Cement used shall meet A. S. T. M. specifi—
cations C-150. The concrete mix shall be made with type 2 cement with
a cement factor of six (6) sacks per cubic yard. The course aggregate
shall be no less than 40% of the combined mix. The minimum core
strength in 28 days shall be 4500 P. S. I. Concrete manholes shall
consist of one or more concentric rings according to the depth of the
manhole. The top ring shall be eccentric and shall be one (1) foot
below the finished grade on the street. So the manhole level can be
brought to the finished grade with brick by the contractor when final
grade on the street is established.
Cast iron steps shall be firmly embedded in the walls of all
manholes; they shall be placed in a straight line 15 inches apart on
the straight side of the manhole. (See drawing.)
Manhole covers shall be of close grained gray iron semi —steel in
a solid cover of a design conforming to the standard of the City and
conforming to the approval of the City Engineer. Manhole frames and
covers shall be dipped into a coal tar varnish. They shall be equal
to the City of Denver Standard Traffic Pattern and weigh approximately
400 pounds. Covers shall be solid, and shall be machined so that they
will not rock under traffic. All manholes shall be water —tight and the
floor shall slope two (2) inches per foot toward the sewer line in the
manhole.
DROP MANHOLES
Drop manholes shall be constructed exactly the same as a regular man—
hole except the manhole base shall be extended upstream far enough to
form a base for the concrete encasing the sewer pipe drop entering
the bottom of the manhole. The drop entering the manhole shall be
completely encased in concrete up to the spring line of the pipe of
the main sewer line. (See schematic drawing on drop manhole.)
In all manholes where either a french drain or an under drain
must be used, the french drain or the under drain must be carried
under the foundation of the manhole.
LAMPHOLES
Lampholes shall not be used in city streets unless absolutely
necessary and then only when specified by the engineer. Lampholes
shall be constructed as shown by engineers drawing on lampholes.
SPACING OF MANHOLES
Manholes shall be installed at the end of each sewer line; at
all changes in grade, size or alignment, at all intersections; and
at distances not greater than four hundred (400) feet for sewers 15
inches inside diameter or less, and five hundred (500) feet for
sewers eighteen (18) inches to thirty (30) inches inside diameter.
Longer spacing may be permitted in sewer lines of larger diameter
or in these carrying a settled effluent.
II -L-70
WIPING
When lamping a sewer line a bright light is shone down the
sewer line in one manhole and the full unobstructed circumference
of the sewer pipe should be visible from the next manhole.
INFILTRATION
Infiltration is the ground water that leaks through the walls
of the sewer line and drains down from manhole to manhole. The
maximum amount of infiltration that shall be allowed in any newly
constructed sewer line is 500 gallons per inch of inside diameter
of the pipe per mile of pipe in 24 hours.
BACKFILLING TRENCHES
All trenches and excavations shall be backfilled immediately
after pipe is laid therein and inspected, unless other protection
of the pipe line is provided. Under no circumstances, however, shall
water be permitted to rise in an unbackfilled trench after the pipe
has been placed. No material shall be used for backfilling that
contains stones greater than six (6) inches in diameter, frozen earth,
debris, broken concrete slabs, or earth with exceptionally high void
content. For backfill up to a level of two (2) feet over the top
of the sewer pipe, only fine selected material shell be used, and
the backfilling shall be placed in a manner not to disturb or injure
the pipe line.
COMPACTION OF TRENCHES
After select material salvaged from that material excavated from
the sewer trench has been placed and compacted around and over the
sewer pipe to a depth of two (2) feet, the balance of the sewer trench
may be filled and compacted in one of the following ways:
1. The trench may be backfilled in six (6) inch lifts and compacted
to 95% of the density of the two walls of the ditch. (This way
is preferred).
2. The sewer ditch may be completely filled above the 2' (two
feet) of protective fill over the sewer pipe. The fill is then
lightly jetted with water and allowed to stand for 3 weeks and
then hydro —tamped until the fill in the ditch is compacted to
95% of the density of the walls of the ditch.
3. All of the material excavated from the trench may be removed
and the entire trench above the 2 feet protective covering of
select material, shall be filled with No. 2 road base having a
maximum diameter of gravel of one (1) inch. This material should
not be dry but the moisture content should be as near optimum as
possible. A hydrotemper should then be moved in and the material
tamped until the density of the trench is 95% of that of the walls.
II -L-71
4, If the subdivider so desires, he may fill the trenches
above the two feet of compacted select material with the
balance of the material excavated from the trenches, com—
pacting it as well as possible with the bucket of the back —
hoe and with wheels of trucks. The street shall then be cut
to the depth of the finished sub —grade and either temporary
gravel, or the entire amount of gravel required for the fin—
ished street shall be placed in the street and the street
shall be allowed to stand for twelve (12) months In no
case shall material be used that contains stones greater
than six (6) inches in diameter, frozen earth, debris, or
earth with exceptionally high void content. Ditches after
standing for twelve (12) months shall be checked for compact—
ion by the City Engineer or his legal representative before
the street may be paved.
INSPECTION
All sewer lines, manholes or parts thereof shall be inspected
by the City or County inspectors, who may at any time halt construc—
tion that does not conform to the specification of the City or County
in which the work is being performed.
When a sewer line is completed or when any part of a sewer line
is completed, the inspector who is the authorized representative of
the City or County Engineer has the delegated authority to both
lamp and check such completed pipe line for water infiltration.
Should the inspector find that the completed line or part thereof
fails either on the lamping test or the infiltration test, he may
halt construction on new sewer line until such a time as previously
placed sewer line meets the specifications. If the sewer line is
completed he may require that the contractor repair the line until
it meets specifications before the line is released by the City or
County.
In case there is still some question as to the condition of the
sewer line, the City or County Engineer may require that pictures be
taken of the interior of that part of the sewer line under question.
After the pictures have been interpreted by the contractor and the
City or County Engineer, should the sewer line be interpreted to be
defective the cost of taking the pictures shall be borne by the con—
tractor. Should the sewer line be interpreted as being a good sewer
line, the cost of taking the pictures shall be borne by the City or
County represented by the engineer. After the pictures have been
interpreted they shall become the property of the owner of the sewer
line.
II -L-72
B
When possible, pipe
shall be laid through
to form invert
Cast iron M.H. ring and
cover, Denver heavy (4001b)
Each ring to be set in
full bed of mortar
5"
I i I 1 I I
I I i l I
Concrete. base to be
poured to at least
top of pipe
2-0"
o*
•
4'-0"
Set rungs at 15"
no stagger
Max. two courses brick
Finish M.H. bottom with
sand, cement mortar, see
drop M.H. sheet for detail
B
4"concrete
under drain
H _
s
��. 12 •
II
6‘--0r (min)
STANDARD CONSTRUCTION
,4 washed rock
JAN. I, 1965
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Cost iron M.H. ring and
cover Denver heavy (400 lb)
Cut hole having ot
least I" clearence
around pipe and
completly witb
morta r
l5;'no staggar
Varies
Max. two courses brick
Each ring shall be set in
full bed of mortar
5"
DROP MANHOLE
ndisturbed soil
Encase drop .section in
concrete to spring— line
Reversed Y
12"
„f
I i Washed rock
z.",. --Undisturbed soil
/--When underdrain
required use closed
joints when buried
in concrete
STANDARD CONSTRUCTION
JAN. I, 1965
(2
)
90° BASE PLAN
Lomphole cover
UNDERDRAIN
SECTION
Backfill around
vertical tile with
select mtl. — see
spec.
STANDARD LAMPHOLE
12 I_12
Side invert should be approx.
3" above main line invert
Lay tile throgh to form invert
whenever possible
Flow
Form bottom with sand —cement
mortar — see plate 2 for section
detail
Hand place bpckfill
to at least 6 over
pipe
Water tight
plug
Gravel
underdrain
STANDARD CONSTRUCTION
CONCRETE
ENCASEMENT
JAN. I, 1965
SADDLE SHALL NO1 S- PLACED UN"iiLL
TAP HOLE HAS BEEN INSPECTED
CONCRETE COLLAR SHALL BE PLACED
AROUND SADDLE IMMEDIATELY AFTER
INSPECTION
Center of top hole
to be placed in upper
third of main
cSv
CONCRETE
COLLAR
SADDLE S TAP
THIS
BELL SHOULD NOT TOUCH SIDES
OR BOTTOM OF BELL HOLE
NOT THIS
SERVICE BEDDING
COMPACTED
BACKFILL
CONCRETE SUPPORTS
SIZE TO BE SET BY ENGINEER
Concrete encasement shall
extend at least 6" around pipe
CAST DITCH CROSSING
TILE DITCH CROSSING
SANITARY SEWER DESIGN
CRITERIA
1. GENERAL CONSIDERATIONS:
1. Trunk Line Sewers
A. Master Plan for location of trunk line sewers.
B. Calculations of the total area that will drain by gravity into the
trunk line sewers as master planned.
C. Calculate gallons of flow based on total area served under master
plan of sewer.
1. Based on 4 houses per acre and 3.5 people per house at 100
G.P.D. per person.
D.' Size trunk line sewer based on flowing (i) half full.
1. Minimum velocity of 2 ft. P.S.
2. Maximum velocity of 8 ft. P.S.
2. nIFIC I .SIGN PROCEDURE:1
1. Obtain prints of the design area (tributary to the proposed sewer)
'using recorded plats, grade maps, resurvey maps or other plena available.
2. Check and conform survey reference data with the official plat or other
recorded information available from legal descriptions, deeds, etc.
Revise the print accordingly.
3. Locate utility lines, existing and proposed, from files and from infor—
mation supplied by Utility Companies. Dimension accurately the distance
between the survey and plat reference lines. If information is incom-
-plate, request a survey by the survey crew.
A. Determine the boundary of the tributary area and establish the general
route of the proposed sewer. Check connecting sanitary sewer lines,
appurtenances, street grades, and all other reference data pertinent to
the location of the proposed sewer. Prepare preliminary layout and grades
in pencil.
5. Compute estimated ultimate population of the tributary area based upon
estimated ultimate population density obtained from the City Planning
Office or Inter -County Regional Planning Commission.
6. Determine the peak flow from the Peak Flow Chart (see supplemental sheets),
using a minimum average flow of 80 gallons per capita per day, plus 500
G. P. D. per inch diameter per mile of sewer line. From tentative grades,
determine the pipe size by Manningns formula.
7. Verify the preliminary design by a field check of critical connections,
crossings, slopes, etc. before proceeding on the final draft.
1144-73
3. DESIGN STAND. S:
1. Location, Crossings, ERj Ali&met:
1.1 Sanitary Sewers shall be located within the area between the center-
line and five feet south or west of the centerline of the street, as
applicable. Where sewer lines cross water mains, the sewer pipe
shall be a minimum of 2 feet below the water main; where this is not
feasible, cast iron pipe shall be used for a distance of 10 feet each
side of the water main crossing.
1.2 Crossings over other underground lines, except at intersections shall
be avoided. If it is necessary, the crossings should be at angles
greater than 45 degrees.
1.3 A cover of 3.5 feet shall be maintained for sewers crossing under
ditches and gulches. If there is less than 3.5 ft. of cover, a cast
iron pipe or a concrete cradle around the pipe shall be used. Con—
crete cradles should be designed when the sewer is near large size
pipelines where stability of the fill is questionable.
1.4 Indicate deflection angles, size of pipe, and distance between man—
holes, which shall not be greater than 400 ft. for sewers 15 inches or
less; 500 ft. for sewers 18 inches to 30 inches. Greater spacing
may be permitted in larger sewers. Spacing should never be at inter—
vals in excess of the distance that can be efficiently serviced by
the available rodding equipment.
1.5 Sewers 21 inches and under shall be laid with straight alignment be—
tween manholes.
2. Curves:
2.1 In sewer lines 24 inches or greater, the change in direction of flow
in the manhole shall not exceed 45 degrees. The pipe line shall be
curved according to the table of radii before entering the manhole
to achieve turns greater than 45 degree.
2.2 Sewers 24 inches and .over shall be curved on the basis of the follow-
ing table of radii of the center -line unless otherwise approved by
the Sanitary Engineer:
Diameter 24" to 54" R - 28.50 ft.
57" to 72" R = 32.00 ft.
78" to108" R - 38.00 ft.
3. Slope:
3.1 All sanitary sewers shall be so designed and constructed to give mean
velocities, when flowing full, of not less than 2.0 ft. per second.
The following are the minimum slopes which should be provided;
however, slopes greater than these are permissible:
Sewer Size
8"
10"
12"
14"
15"
16"
18"
21"
24"
Minimum Slope ft/100 ft.
0.40
0.28
0.22
0.17
0.15
0.14
0.12
0.10
0.08
II -M-74
Maximum calculated velocities shall not exceed those recommended
by the manufacturer of the pipe used. Where velocities greater than
12 ft. per second are attained, special provisions shall be made to
protect against displacement by erosion and shock.
3.2 Sewers shall be laid with uniform slope between manholes.
4. Depth an Connections:
4.1 A milliremm depth of 9 feet shall govern except in cases where this
will not drain basements, in which cases the sewer shall be 3 feet
deeper than the basement floor level.
4.2 All sewer lines shall be designed according to standards covering
soil type, loads, class of pipe, beddings, etc.
See supplemental sheets.
4.3 Plans and specifications shall state minimum cover over the top of
pipe indicating means to be employed for the protection of pipe to
be subjected to any unusual or extreme conditions.
4.4 In connecting house lines, "Y0 connections shall be used unless
otherwise authorized by the Sanitary Engineer.
4.5 Risers to "Y" connections shell be used on deep sewers (over 10 ft.
of cover) and their location indicated on the drawings.
5.. Manholes:
5.1 The location. of all manholes, "YKs, 2191s, branches, stubs, and
slants shall be shown on the plans.
5.2 Manholes shall be installed at the end of each line, at all changes
in grade, size, or alit, and at all pipe intersections.
and alignment shall be according to Section 3, 1. 3�8_
5.3 Indicate existing manholes and pipes coming into manholes with
invert elevations. Design a minimum drop of .10 ft. through aynhwles
at bends and angles of more than 45 degrees.
5.4 If the new pipeline is omneoted to a larger diameter pipe or the
Ripe size' oranges on entrance and exit to the manhole; this change
shall be indicated in drawings.
(a) Set the arch elevations equal and show the difference in the
invert elevations as a drop, or if this drop is excessive -
(b) Set the 75 per cent full flow line of the two pipes equal.
5.5 If the new pipeline is 24 inches or larger, it shall enter the man—
hole at an angle not greater than 45 degrees with the larger diameter
pipe. (See Section 3, 2.1.)
5.6 9n outside drop pipe shall be provided for a sewer entering a man-
hole at an elevation of 18 inches or more above the manhole invert.
Where difference in elevation between the incoming sewer and the
manhole invert is less than 18 inches, set the sewer grade such that
the incoming line will enter the manhole at the manhole invert
elevation.
5.7 Special manholes or junction boxes may be designed in crowded inter-
sections. Show structural details in large scale.
II -M-75
6. Deviations:
6.1 Any deviation from these standards must be given prior approval by
the Sanitary Engineer.
4. DESIGN DETAILS:
1. Plan:
1.1 Plans chair indicate the widths of all -streets and alleys* including
the rights -of -way and roadways. Sewer easements and the dimensions
of lots and blocks in the vicinity of the new facilities -Flail also
be shown.
1.2 Plans shall be of suitable scale to show all necessary information.
Except for plans of unusual conditigns requiring enlarged scales,
the scale will be as follows:
Plan Scale, one inch equals one hundred feet.
Profile Scale, vertical, one inch equals ten feet.
1.3 Indicate lots or blocks to be served, with dimensions by a heavy
solid line. Plans shall show the location of the sanitary sewers
in the streets, alleys, or easements with reference to property lines.
Plane shall give dimensions, gradient, and invert elevations at man—
holes of the sanitary sewer or sewers to be constructed. Show and
label surrounding streets and area by broken lines.
1.4 On curved streets, show deflection angles of turns and clearance
and crossing angles of other utility lines.
1.5. Show details of easements, where required, on a large scale ( 1 in.
equals 20 ft. or greater ). Indicate easements by a broken line and
label "easement" and given width (10 ft. minimum). A legal des-
cription and drawing of the location of easements and rights -of -way
should be made on vellum sheets (8.5" x 11").
1.6 Plans ahoy' show sufficient adjacent area to indicate the relation
of new facilities to existing facilities. In large areas a key or
index map, sometimes called a master plan shall be used. Give man
hole numbers, distance between manholes, and pipe sizes on the master
plan.
2. Profile:
2.1 Locate all streets, railroad tracks, utility lines, manholes, pipes,
ditches, etc. in profile. Show cross -sections, ties, and elevations
of all utility lines and pipes crossed. Show existing parallel
utility lines by a dash line and describe fully: type, top and bottom
elevations, junctions, etc.
2.2 Proposed finished grades (solid line) and existing grades (dashed
line) of grades of streets, alleys, and easements shall both be shown
where such grades are not th same. Elevations shall be given at
street intersections and/or tops of manholes.
2.3 If the sewer line is located in an alley, an easement, or a right-of-
way in the interior of a block, etc., show the ground line of the
alley, etc., plus grade lines of the nearest parallel streets.
II4S-76
2.4 Show test holes where required, at least one at each street inter—
section. Show location, time, and the numbers of the test holes.
Soil types and conditions shall be indicated in the specifications
or on the plans for purposes of evaluating the classification and
kind of pipe to be used.
2.5 Indicate the kind of pipe to be ]aid. Pipe must conform to standard
specifications for the kind used. Standard specifications include
those of American Society for Testing Materials (A. S. T. M.),
American Association of State Highway Officials (A. A. S. H. 0.),
American Water Works Association (A. W. W. A.), and various Federal
specifications.
3. Details:
3.1 Plot crowded intersections, special manholes, junction boxes,
concrete cradles, and other than standard structures in large scale
and show elevations or sections. Show steel reinforcing details and
schedule where required.
5. REVIEW AND APPROVAL:
5.1 All plans will be reviewed by the Sanitary Engineer and approved by
the City Engineer prior to release.
II -M-77
MAXIMUM DEPTH OF FILL
1. Formula used -
0/24:/4 4Z
Aly Maximum'allowable'load
4,
as
4.
aConstant
Unit Weight of backfill
sw Width -of trench at top of pipe
2. Unit weight of backfill is 130 lbs. per cu. ft.
3. For standard and extra strength concrete and clay
was added to the ASTI. 3 -edge bearing strength as
Pipe, 200
required
lbs. per L.F.
by City Specs.
4. A safety factor of 1.25 was used on C-14 standard and extra strength and
on C-261 and on C-278.
5. Backfill material used:
A. Granular materials without cohesion
B. Sand and Gravel
O. Saturated top soil
D.- Ordinary Clay
E. Saturated Clay
6. References: Concrete Pipe Handbook - 1959 Edition
Clay Pipe Engineering Manual - 1962 Edition
Pips
Ate
10
12
15
18
21
24
Pipe
Size
8
10
12
15
18
21
24
- A
A B C
MAXIMUM IEPTH OF FILL (in Ft.)
0-14 STANDARD
Bedding ----
D E
- No
0
It
n
n
-A Bedding -
A B C D.E
No Limit
n a
n
If
n
n
If
n
n
v
N.L.
N.L.
N.L.
N.L.
N.L.
29.71 25.4
25.1! 18.8
------ B Bedding -
A B C D E
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
24.5
27.9 19.0
21.3 16.9
17.2 14.9
15.1 13.3
C-14 EXTRA
-B Bedding -
A,B C D E
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
23.0
0
L
I
M
I
T
N.L.
20.8
17.0
15.3
14.5
13.2
12.2
18.5
15.5
13.8
13.1
12.9
12.2
11.4
A
N.L.
N.L.
21.5
15.6
13.9
12.2
11.1
C
B
Bedding
C V E
N.L. 17.0 12.8 10,.9
17.8 13.2 11.3 9.9
13.5 11.5 10,3 9.3
12.3 10.9 948 9.2
11.7 10.1 9.5 8.9
10.8 9.5 8.8 8.5
10.0 9.2 8.5 8.1
C Bedding
A B C D E
N N.L. N.L. N.L. N.L.
N.L. N.L. 29.1 18.4
N.L. N.L. 22.3 16.6
N.L. N.L. 22.2 17.1
N.L. N.L. 22.4 18.0
N.L. 28.0 21.4 17.9
23.7 19.5 16.9 15.3
II -M-78
MAXIMUM DEPTH OF FILL (in Ft.)
C-76 CLASS 2
Pipe ------ A BEDDING ---
Size A B C D E
12 N.L. N.L. N.L. 20.0 15.7
15 N.L. N.L. N.L. 22.2 17.5
18 N.L. N.L. N.L. 24.4 19.2
21 N.L. N.L. N.L. 24.8 19.5
24 N.L. N.L. N.L. 24.1 19.9
27 N.L. N.L. N.L. 26.0 21.4
30 N.L. N.L. N.L. 26.0 22.1
33 N.L. N.L. N.L. 25.9 22.1
36 27.8 22.7 19.8 18.1 17.6
42 26.9 23.1 20.6 18.8 18.1
48 26.6 23.2 20.5 19.1 18.4
54 26.0 23.0 20.8 19.3.18.6
60. 25.6 22.4 20.8 19.2 18.4.
66. 24.0 21.5.20.6 19.7 18.0
72. 22.9 21.1 20.2.19.3 18.3
78 24.3 22.4 21.5 20.5 19.5
84 23.8 21.7 20.7 19.6 18.6
90 25.1 22.9 21.8 20.7 19.7
96 . 23.0 21.8.20.7 19.6 19.6
102 21.7 20.5 20.5 19.3 18.1
108 22.8 21.5 21.5.20.3 19.0
- --- B Bedding BCDE- -
AC D E
11.4 9.8 8.8 8.0 7.7
12.7 10.9 9.8 8.9 8.6
14.0 12.0 10.7 9.8 9.4.
13.8 12.0 10.6 9.9 9.6
14.0 13.0 11.5 10.7 10.3
14.4 12.8 11.5 10.7 10.3
15.4 13.7 12.3 11.5 11.0
15.1 13.2 12.2 11.3 10.8
11.3 10.8 10.2 9.6 9.6
11.3 10.6 10.6 10.0 9.4
12.3 11.6 11.6 10.9 10.2
11.9 11.9..11.1 10.4 10.4
12.0 11.2 10.4 10.4 9.6
12.9 12.0 11.2_11.2 10.3
11.9 11.0 11.0 11.0 10.1
12.7 11.7 11.7 11.7 10.7
13.4 12.4 12.4 12.4 11.4
12.0 12.0 10.9 10.9 10.7
12.7 12.7 11.5 11.5 11.3
13.3 13.3 12.1 12.1 11.8
12.4 12.0.11.5 11.3 10.8
II -M-79
---C BEDDING -
A B C D. E
6.6 6.1 5.9 5.6 5.3
7.4 6.8 6.5 6.2 5.9
8.1 7.5 7.2 6.8 6.5
8.9 8.1 7.8 7.4 7.1
8.8 8.0 7.7 7.3 6.9
9.5 8.7 8.2 7.8 7.4
10.1 9.3 8.8 8.4 7.9
9.4 8.9 8.5 8.0 8.0
8.5 7.9 7.4 7.4 6.8
8.1 7.5 7.5 7.5 6.9
8.9 8.2 8.2 8.2 7.5
8.2 8.2 7.4.7.4 7.3
8.8 8.8 8.0 8.0 7.8
8.4 8.2 7..8 7.6 7.3
9.0 8.7 8.3 8.2.7.8
9,6.9.3 8.9 8.7 8.3
8.6 8.3 8.1.7.97.6
9.1 8.7 8.5-8.3 8.1
9.5 9.2 9.0 8.7 8.5
8.3 8.1 8.0 7.7 7.6
8.7 8.5 8.4 8.1 8.0
MAXIMUM DEPTH OF FILL ( IN FT.)
C-76 CLASS 3
Pipe --- A BEDDING ----
Size A B C DE
12 N.L. N.L.
15 N.L. N.L.
18 N.L. N.L.
21 N.L. N.L.
24 N.L. N.L.
27 N.L. N.L.
30 N.L. N.L.
33 N.L. N.L.
36 N.L. 26.6
42 H H H N.L. 27.5
H H H
48 z z. z N.L. 28.7
H H H
54 a a a N.L. 28.9
60 0 0 0 29.6 27.2
66 z z z 29.6 28.3
72 29.3 28.4
78 29.3 28.3
84 28.9 27.9
90 30.0 29.5
96 30.0 28.8
102 29.0 27.8
108 29.1 26.6
B BEDDING - C BEDDING
ABCDEABCD E.
N.L. 21.3 16.9 13.3 11.7 13.0 10.6 9.3 8.5 8.2
N.L. 23.7 17.8 14.8 13.0 14.5 11.8 10.4 9.5 9.2
N.L. 26.0 19.5 16.3 14.3 15.9 13.0 11.4 10.4 10.1
N.L. 28.3 21.2 17.7 15.6 17.3 14.2 12.4 11.3 11.0
N.L. 26.0 20.7 18.0 16.1 16.5 14.2 12.6 11.5 11.1
N.L. 24.7 20.6 17.7 16.1 16.1 14.0 12.4 11.5 11.1
N.L. 22.6 19.1 16.9 15.5 16.4 14.212.0 11.6 11.1
N.L. 22.6 19.8 17.4 16.0 16.5 14.6 13.2 12:2 11.8
18.1 15.9 14.7 13.6 13.0 11.9 10.8 10.2 10.2 9.6
20.0 17.5 16.3 15.0 14.4 13.1 11.9 11.3 11.3 10.6
19.1 17.1 16.4 15.7 14.3 13.0 12.3 11.6 10.9 10.2
19.3 17.1 16.3 15.6 14.8 14.1 13.4 12.6 11.9 11.1
18.4 16.8 16,0 15.2 14.4 13.6 12.8 12.0 12.0 11.2
19.7 18.0 17.2 16.3 15.4 12.9 12.0 12.0 11.2 10.3
19.3 17.4 16.5 16.5 15.6 13.8 12.8 12.8 31.9 11.0
18.5 17.6 16.6 15.6 14.6 12.7 11.7 11.7 10.7 10.7
19.6 18.6 17.6 16.5 15.5 13.4 12.4 12.4 11.4 11.4
18.6 17.5 16.4 16.4 15.3 14.2 13.1 13.1 12.0 22.0
19.6 18.4 17.3 17.3 16.1 13.8 13.8 12.7 12.7 11.5
18.1 16.9 16.9 15.7 14.5 13.3 13.3 12.1 12.1 11.8
19.0 17.7 17.7 16.5 15.2 12.7 12.7 12.4 12.0 11.5
r-�
MA fl1UM DEPTH OF FILL (in ft.)
C-76 CLASS 4
Pipe
Size
--
A
A BEDDING
B' C
D
---
E
----- B BEDDING
Ai B I C
-------
A
C
B
BEDDING
C
---------
D
E
-----
D E
12
NO LIMIT
NO LIMIT
N.L. N.L.
N.L.
27.9
N.L.
N.L.
N.L.
20.0
15.7
15
IN.L.
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
22.2
17.5
18
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
24.4
19.2
21
N.L.-
N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
26.6
20.9
24
N.L.
N.L.
N.L.
N.L. N
N.L.
N.L.
N.L.
24.1
19.9
27
N.L.;
N.L.
N.L..
N.L.
N.L.
N.L.
N.L.
24.3
20.2
H
E-'
30
H
H
H.N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
29.5
23.8
20.7
33
;-'
z N.L.
N.L.
N.L.
N.L.
N.L.
N.L.
29.5
25.4
22.1
36
H
H
H N.L.
N.L.
26.6
.23.2 .24.4
21.0
18.7
17.0
15.9
42
a
a
.-a,N.L.
N.L.
26.9
24.4
26.9
23.1
20.6
18.8
17.5
48
N.L.
N.L.
27.4
25.3
26.7
23.3
20.5
19.1
18.
54
0
0
o
N.L.
27.5
26.0 :
26.0
23.0
20.8
19.3
18.6
60
z,N.L.
.N.L.
N.L.
28.0
26.4
24.8
22.4
20.8
19.2
18.4
66
N.L.
N.L.
27.5
26.6
26.6
24.0
22.3
20.6
21.5
72
N.L.
N.L.
27.5
25.7
25.7
22.9
21.1
20.2
19.3
78
N.L.
27.7
25.7
24.7
25.7
22.7
21.7
20.7
19.8
84
29.3
27.2
25.1
24.1
; 24.1
22.0
20.9
19.8
18.8
C-76 CLASS 5
12
15
18
21
24
27
30
33
36
42
48
54
60
66
72
H
H
a
H
H
a
0 0
zz
0
z
Ei E1
H H
H , H
a� a
0
z
0
z
H
H
H
0
E-+
H
X
H
E1
H
H
0 0
z z
Ea
H
H
0
z
El
H
H
a
E-+
H
0
E-�
H
H
El
H
H
0 0
z z
El
H
H
0
z
Ei
H
H
0
z
II -81
MAXEAUM DEPTH OF FILL (in ft.)
C - 213
Pipe --- A BEDDING -----
Size A B C D E
----- B BEDDING
A B C DE
C BEDDING ----
ABCD
C D E
8 N.L. N.L. N.L.
10 N.L. N.L. N.L.
12 N.L. N.L. N.L.
15
18
21
24
27
30
33
36
H H
H HI
H H
a a
0 0
Z z
N.L. N.L.
N.L. N.L.
N.L. N.L.
N.L. N.L.
N.L. N.L.
N.L. N.L.
N.L.
N.L.
N.L.
25.3
25.7
27.6
N.L. N.L. 27.3
26.2 23.2 21.0
N.L. N.L. N.L. N.L. 19.3
N.L. N.L. N.L. 20.8 15.5
N.L. N.L. 23.8 16.8 13.5
N.L.
N.L.
25.2
19.4
19.2
20.6
20.1
14.4
27.9 19.5
21.6 16.9
17.2 14.8
15.6 13.7
15.8 14.1
17.0 15.1
16.8 15.1
13.1 12.1
C - 278
15.5 13.3
14.5 12.9
13.1 12.1
12.4 11.7
12.9 12.2
13.8 13.1
N.L. N.L. 17.8 13.1
N.L. 17.6 13.4 11.4
21.8 13.4 11.4 10.1
15.8 12.4 10.9 9.9
13.9 11.7 10.4 9.5
12.5 10.8 9.8 9.1
11.4 10.1 9.3 8.8
11.7 10.5 9.7 9.1
12.5 11.3 10.4 9.8
10.9
9.9
9.3
9.2
9.1
8.7
8.4
8.7
9.4
13.8 13.1 12.5 11.1 10.4 9.8 9.5
11.6 11.1 9.8 9.3 8.7 8.5 8.1
Pipe --- A BEDDING ---
Size. A B C D E
B BEDDING -----
A B C D E
---- C BEDDING ----
A B C D E
8
10
12
15
18
21
24
27
30
33
36
H H H El El
H HI H H H
H H H H H
a a a a a
0 0 0 0 0
z
H
H
H
0
z
N.L. N.L. N.L. N.L.
N.L. N.L. N.L. N.L.
N.L. N.L. N.L. N.L.
N.L. N.L. N.L. N.L.
N.L. N.L. N.L. N.L.
N.L. N.L. N.L. N.L.
N.L. N.L. N.L. N.L.
ILL. N.L. N.L. 27.5
N.L. N.L. N.L. 24.7
N.L. N.L. N.L. 24.5
25.1 21.8 19.8 17.9
II41-82
N.L. N.L. N.L. N.L. N.L.
N.L. N.L. N.L. 29.1 18.4
N.L. N.L. N.L. 23.8 17.3
N.L. N.L. N.L. 23.2 17.8
N.L. N.L. N.L. 22.9 18.2
N.L. N.L. N.L. 22.5 18.3
N.L. N.L. 29.2 22.3 18.8
N.L. N.L. 23.4 19.8 17.4
ILL. 24.7 20.8 18.4 16.7
N.L. 23.8 20.6 18.2 16.7
18.4 16.2 14.7 13.8 13.1
SEWAGE FIOW FACTORS
Pop.
x
1000
Pop. Pop. Pop.
x x x
Peak Min. 1000 Peak Min. 1000 Peak Min. .. 1000 Peak Min.
1.0 5.0 .20 .8 .7 4 16.0 3.1 .-6 4.0 .5 .-0
.1 4.9 .20 .9 .7 .T4 17.0 .1 .27 5.0 .5 .-0
.2 4.8 .20 6.0 .7 4 18.0 .1 .-7 6.0 .5 .-0
.3 .8 .20 .1 .7 .-4 19.0 3.0 .-7 7.0 .5 .-0
.4 4.7 .21 .2 .7 . 4 20.0 3.0 .-7 8.0 .5 .-O
.5 .7 .-1 .3 .7 .-4 1.0 3.0 .-7 9.0 .5 .-0
. 6 4.6 .-1 .4 3.6 4 2.0 2.9 .-7 70.0 .5 .31
. 7 .6 .-1 .5 .6 .-4 3.0 .9 .-7 1.0 .5 .-1
.8 4.5 .-1 .6 .6 .-4 4.0 .9 .-7 2.0 2.4 .-1
.9 .5 .-1 .7 .6 .-4 5.0 2.8 .28 3.0 .4 .-1
2.0 4.4 .-1 .8 .6 .-4 6.0 .8 .-8 4.0 .4 .-1
.1 .4 .-1 .9 .6 .-4 7.0 .8 .-8 5.0 .4 .-1
.2 .4 .22 7.0 .6 .-4 8.0 .8 -8 6.0 .4 .-1
.3 4.3 .-2 .1 .6 .-4 9.0 .8 .-8 7.0 .4 .-1
.4 .3 .-2 .2 .6 .-4 30.0 .8 .-8 8.0 .4 .-1
.5 .3 .-2 .3 .6 .-4 1.0 .8 .-8 9.0 .4 .-1
.6 4.2 .-2 .4 .6 .-4 2.0 .8 .-8 80.0 .4 .-1
.7 .2 .-2 .5 3.5 -4 3.0 .8 .-8 1.0 .4 .-1
.8 .2 .-2 .6 .5 .-4 4.0 .8 .-8 2.0 .4 .-1
.9 .2 .-2 .7 .5 .-4 5.0 .8 .29 3.0 .4 .-1
3.0 4.1 .-2 .8 .5 .-4 6.0 2.7 .-9 4.0 .4 .-1
.1 .1 .-2 .9 .5 .-4 7.0 .7 .-9 5.0 .4 ,-1
. 2 .1 .23 8.0 .5 .25 8.0 .7 .-9 6.0 .4 -1
.3 .1 .-3 .1 .5 .-5 9.0 .7 .-9 7.0 .4 .-1
.4 .1 .-3 .2 .5 .-5 40.0 .7 .-9 8.0 .4 -1
.5 4.0 .-3 .3 .5 .-5 1.0 .7 .-9 9.0 .4 .-1
.6 4.0 .-3 .4 .5 .-5 2.0 .7 .-9 90.0 .4 .-1
. 7 4.0 .-3 .5 .5 .-5 3.0 .7 .-9 1.0 2.3 .-1
..8 4.0 .-3 .6 .5 .-5 4.0 .7 .-9 2.0 .3 .-1
.9 4.0 .-3 .7 .5 .-5 5.0 2.6 ,-9 3.0 .3 .-1
4.0 3.9 .-3 .8 .5 .-5 6.0 .6 ,-9 4.0 .3 .-1
.1 .9 .-3 .9 3.4 .-5 7.0 .6 .-9 5.0 .3 ,-1
.2 . .9 .-3 9.0 .4 .-5 8.0 .6 .-9 6.0 .3 .-1
.3 , .9 .-3 .1 .4 .-5 9.0 .6 .-9 7.0 .3 .-1
.4 . .9 .-3 .2 .4 .-5 50.0 .6 .30 8.0 .3 .-1
.5 .9 .-3 .3 .4 .-5 1.0 .6 .-0 9.0 .3 .-1
. 6 3.8 .-3 .4 .4 .-5 2.0 .6 .-0 100.0 .3
.7 .8 .-3 .5 .4 .-5 3.0 .6 .-0
.8 .8 .-3 .6 .4 .-5 4.0 .6 .-o
.9 .8 .-3 .7 .4 .-5 5.0 .6 .-0
5.0 .8 .24 .8 .4 .-5 6.0 .6 .-0
.1 .8 .-4 .9 .4 .-5 7.0 .6 .-0
.2 .8 .-4 10.0 .4 .-5 8.0 2.5 .-0
.3 .8 .-4 11.0 3.3 .26 9.0 .5 .-0
.4 3.7 .-4 12.0 .3 .-6 60.0 .5 .-0
.5 .7 -4 13.0 3.2 .-6 1.0 .5 .-0
.6 .7 r-4 14.0 .2 .-6 2.0 .5 .-0
.7 .7 .-4 15.0 .2 .-6 3.0 .5 .-0
BY d A......--.. DATCGa/1-.i3 r[CT--tRF.N f/N6. _..1.BED.Q/N67 SHEET NO. /_ ...OF. 6
CHKD. ov.t.f._C:. DATE (.7..L °I S .SIM Y 0 _ ..QLTA/tJ JOB NO
N
CONCRETE CRADLE
SEE 2.3. 3.5
FOR SAC/fF/L L
1
WET OMPACTED
R SAND BEDDING
MIN/MUM TRENCHING I BEDDING REQUIREMENTS
CLASS A
TRENCH WIDTH:
MIN.= 0 D. t /2"
MAX: PIPE D/AM. 33"
AND LESS= 0.0 t/6"
LARGER = O. D t 24"
TRENCH WIDTH MUST
BE MAINTAINED TO
AT LEAST 1-O" OVER
Top OF PIPE.
NOTE, See Standard Spec/ fica lions for
Street, Alley, Sewer and Bridge cons/rue/ion,
Issued by the City Engineers Office and Doted Dec. /s/ /959
ITEMS 23 and 34 App /y here.
BY ✓.A..,9. DATE .kfassi 4.6S B}&BJECT T„Rt1_. Ql/Aid' �`. /ACCL'... ...._ SHEET Na . _.. --OF 6
CHKD. wits .. DATE I• i %JJ-SD_ .DETAILS '" JOB NO...
O
e
Ih
W
jX
WO —mine 4 to
SEE 23 3.5
FOR BACKF/L L
-EARTH SUBGRADE
I 60•
0 Q I CAREFULLY SHAPED
MINIMUM TRENCHING 0' BEDDING REQUIREMENTS
CLASS B
TRENC/4r iv/OTH!
M/N = Oka *12"
MAX: Pipe D/AM 33"
AND LESS= OD' *16"
LARGER= OD t 24".
TRENCHW/DTH MUST
BE MA/N TA/NED TO
ATLEAST /'-O" OVER
TOP OF Pipe.
NOTE' See Standard Specifications for
Street, A//ey, Sewer and Br/dye construction,
Issued by the City Engineers Office and Dated
ITEMS 23 and 34 Apply here.
Dec /ri /9S9
BY t/_.,r9. B tumid:z..a.¢3 "utc-r TR_P.N.C /NC2._.. _Lew/ 6' .... SHEET NO. _.._.OF6•
CHKD. BY_.4titem .DATE__,F..T.A.NLYISQ.._.Pt A/L ' .. _ JOB NO.
v
QC W
i°
CC
eZh
SEE 23.3. 5
FOR BACKFILL
I EARTH FOUNDATION
I I
1050 O.D. I
ff----0I
SHAPED BY HAND.
MINIMUM TRENCH/NO BEDD/NS RECD U/REMENTS
CLASS C
TRENCH WIDTH:
M/N = Q D. */2
MAX. PIPE O/AM. 33"
AND LESS= O. O t/6"
LARGER 0 D 7'24"
TRENCH WIDTH MUST
BE MAINTAINED TO
AT LEAST /'-O" OVER
TOP OF PIPE.
NOTE: See Standard Spec/fica/ions for
Street, Alley, Sewer and Bridge Constrvchen,
Issued by the till Engineers Office and Doted Dec. /s/ /9S9
ITEMS 23 and 34 Apply here
CHKD. By.L.S:C.__oATE..L.- LQ.-43 SEANPAR_o JOE TA/L,5'
BY.. <IA.B owrtdr,1$3►^,JEcr._TRENCH INS ... e._BE0thNG,�. SHEET NO.._..4._.-OP .._6_
JOB NO.
SEE !3.3•S
FOR BACKFI LL
BROKEN CONCRETE,
EXCAVATED RACK
OR OTHER APPROVED /
RICKY MATERIALS
IRON GRAVEL
4 -MAX. SIZE _t_
MAX/5%.L74TOTAL
NSTAELE SUBORAOE.
BEDDING REQUIREMENTS WHEN TRENCH CANNOT
BE MAINTAINED IN NOR MA L SOIL CONDITIONS
CLASS B
NOTE: See Standard Spec/fica/ions for
Street, Ailey, .Sewer and Brio/99 constrvc/ion,
Issued .by /he Ci/yEnrneers Ottke and Dated Dec. /s /959
/TEM3' 23 and 34 Apply here.
Br. </A S DATEamins w,ac RENCN/NO t .BEDDING
CHKD. BY_t.L. DATE I•Lt.:k! _. __,SrANDMRO DETA/LS
SHEET NO. S OF._6
JOB NO..
See 23.3.5
FOR BACKF/L L
fat
--ROCK SUB GRADE
BEDDING REQUIREMENTS WHEN TRENCH /S IN ROCK,
SHALE OR ...SIMILAR HARD MATER/AL
CLASSB
NOTE: See Standard Spec/ ficofions for
Street, Alley, Sewer and Bridge construct/on,
/sweat by the CityEn9ineers Office and Doted Dec ist /959
ITEMS 23 and 34 A,op /y here.
Or ct19:.a_. DATI!c. tit 63 ' "si acT__778. NCRMIA IIEDDIAO SHEET NO. .._ _..... ..OF....tr....
CHKD. Sr._t ._.one ..i-.t_ !J .__........_._f_TANe9R2._Q rALLS.._._......._.... _. JOS NO.
NONPEPMISS/BLE BEDDING IN TRENCHES
EARTH SUBGRADE
LINE CONTACT
EARTH .SUBGRADE
NOT SHAPED TO FIT PIPE
11`\ >/iRxK .SUBGRADE
SHALLOW EARTH CUSH/ON
THESE THREE TYPES SHALL NOT BE USED
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