HomeMy WebLinkAboutOrd 62 Regulating the Construction or Repair of Streets or Storm Sewers including feesORDINANCE NUMBER 62
AN ORDINANCE OF THE TOWN OF WESTLAKE REGULATING
THE CONSTRUCTION OR REPAIR OF STREETS OR STORM
SEWERS; REQUIRING PERMIT; ESTABLISHING PERMIT
FEES; REQUIRING BOND; PROHIBITING STREET CUTS;
REQUIRING SUPERVISION AND APPROVAL; DECLARING
EMERGENCY;
BE IT ORDAINED BY THE CITY COUNCIL OF THE TOWN OF WESTLAKE, TEXAS, that:
SECTION 1. COUNCIL TO DETERMINE NATURE AND EXTENT OF IMPROVEMENTS.
The City Council shall, from time to time, fix and determine the nature and ex-
tent of street and/or storm sewer improvements and the kind of material and con-
struction in such improvements.
SECTION 2. PERMIT.
No person shall construct, reconstruct, cut or repair any street or storm sewer
within the city limits, without first obtaining from the engineering department
a permit so to do.
No such permit shall be granted unless the two (2) year maintenance bond provided
for in Section 4 is in -full force and effect at the time of request for such per-
mit and the doing of the work.
SECTION 3. PERMIT FEES.
No person shall be granted a permit to construct, reconstruct, cut -or repair any
sheet or storm sewer on any public property, without paying certain fees to the
city for inspection of such work, as follows:
(a) Street construction - $.05 per lineal foot, measured along the gutter, with
a minimum fee of $5.00.
(b) Street cut - $2.00 per lineal foot, measured along the center line of the cut,
with a minimum fee of $6.00; provided that no permit fee is required when ap-
plicant for permit requests street department to repair the cut and deposits
$1.25 per square foot to cover the cost of such repair.
(c) Storm sewer (including all inlets, manholes, mains and lateral. lines)- 15Y.
of total contract price.
SECTION 4. BOND REQUIRED.
No person shall construct, reconstruct, cut or repair any street or storm sewer in
the city without executing and delivering to the city a bond payable to the Town of
Westlake, Tarrant and Denton Counties, Texas, from an approved surety company, and
in certain sums as follows:
Ordinance No.62 °- 2
(a) Street construction - $5,000
(b) Street cuts - $2,500
(c) Storm sewer $2,500
Such bond shall be conditioned that all work clone in the construction, reconstruc-
tion, cut or repair of any street or storm sewer shall be done in a good and work-
manlike manner, and that such person shall faithfully and strictly comply lVith the
specifications and with the terms of the City Code and such ordinances, resolutions
or regulations that may be Massed by the City Council governing and relating to the
construction, reconstruction, cut or repair of any street or storm sewers, and than
the City shall be fully indemnified and be held whole and harmless from any and all
costs, expense or damage, whether real or asserted, on account of any injury clone
to any person or property in the prosecution of such work, or that may arise out
of or be occasioned by the performance of such work. Such bond shall be conditione"
further that the principal shall, without additional cost to the person for whom
the work was done, maintain all streets or storm sewcrs so constructed, reconstructE-
cut or repaired by the principal for a period of two (2) years from the date of finL'
acceptance of such construction, reconstruction, cut or repair to the satisfaction
the engineering department of the City, and shall reconstruct or repair any street
or storm sewer to the satisfaction of the engineering department of the City at any
time within two (2) years after the final acceptance of the construction, recon-
struction, cut or repair of any street or storm sewer and after ten (10) clays notic.
from the engineering department to reconstruct or repair the same, and that the
opinion of the engineering department as to the necessity of such reconstruction or
repair shall be binding on the parties.thereto.
Stich gond shall, for the purposes mentioned above, be in force for two (2) years
after t1r_ ie (Anal acceptance of any street ostorm sewer which is constructed, re-
constructed, cut or repaired and one recovery shall not exhaust the bond, but such
bond oliall be a continuing obligation against the sureties thereon until the entire
asTaunt therein provided for shall have been exhausted. In case the bond shall be
deer. ease(I on account of any recovery which may be obtained, arising out of the vio-
lation >f any condition o -f the same, the City Council shall require, upon notice tr
it of such fact, an additional bond to be given in accordance with this section in
an amount sufficient, when added to the nonexhausted amount of the original bond,
to,be at all tames equal to the sum of the original bond required.
The City may, for itself or for the use and benefit of any person injured or damage.:
by reason of any defective construction, reconstruction, cut or repair of any stree-
or storm sewer by any person, maintain suit on such bond in any court having juris-
diction thereof, or suit may be maintained thereon by any person injured or damaged
by reason of the failure of any person who shall construct, reconstruct, cut or re-
pair any street or storm sewer in the City to observe the conditions of such bond.
SECTION 5. SPECIFICATIONS.
Streets and storm sewer shall be constructed, reconstructed, cut or repaired in
ac,,cnxdance with streets and storm sewer specifications for the City, attached heret,
as Exhibit A and on file in the office of the City Engineer.
Ordinance No. 62 - 3 -
SECTION 6. PROHIBITING CUT OF IMPROVED STREETS.
No -underground utility installation shall be placed under a permanently improved
street, except by boring or jacking such crossing from curb line to curb line.
An open cut shall be permitted only with the approval of the city engineering dr--
partment in such case as it is impractical to bore or jack under a permanently
improved street due to the presence of rock or other obstruction, and the repair
of such cut shall be in accordance with Section 5.
SECTION 7. SUPERVISION AND APPROVAL OF WORK.
All work done in construction, reconstruction, cutting and repairing of streets
and storm sewer shall be done under the supervision and subject to the direction
and approval of the city engineering department, whose decision shall be final.
SECTION 8. EMERGENCY CLAUSE.
In order to protect the Health, safety and welfare of the citizens of the Town of
Westlake, this Ordinance is hereby adopted as an emergency measure and shall be in
full force and effect from and after this date of passage.
PASSED AND APPROVED this � • day of ,��- 197 231.
APPROVED:
Mayor
A` IPEST:
LZ
C L ,. Secretar
EXHIBIT A
TOWN OF WESTLAKE
SPECIFICATIONS FOR STREETS
AND STORM SEWER CONSTRUCTION
I. DEFINITION.
The term "streets and storm sewer", as used in this article shall include
but not restricted to new streets, reworked streets, street repair, storm
sewer mains, storm sewer laterals, storm sewer inlets, storm sewer manholes,
storm sewer concrete boxes, storm sewer culvArts, bridges and drainage chan-
nels. These specifications shall apply to arty street construction or drain-
age construction of any nature installed in or on any public property or
easements with the Town of Westlake.
I.I. PLANS.
All plans and profiles for the construction of streets and storm sewer sys-
tem shall be reviewed and approved by the City Engineer. After the approval
of the City Engineer has been obtained, and so noted on the original plans
and profile sheets, three copies of the approved drawings must be furnished
the Engineering Department prior to -rhe commencement of any work.
Plans and profile sheets for new streets and storm sewer construction shall
be 22 -inches by 36 -inches, drawn by and bear the seal of a registered Pro-
Jfess-ional Engineer.
III. GENERAL.
A. Water for Construction: The 0,_4ner will furnish, at the published charge,
to the Contractor water for construction at any fire hydrant. The Contrac-
tor, however, will have to furnish whatever hose, tank trucks, valves, mnteru
wrenches, and whatever else is required for use of this water.
B. Signs: The removal and replacement of City street sign posts and signs
is the responsibili.t:y of the Contractor. The Contractor shall be responsi-
ble for all damage to street sign posts and signs within the limits of hiS
operations that remain in place; or are removed and replaced. In even:
street sign posts and signs are injured or destroyed by the Contractor's
operations, they shall be replaced by the Contractor.
C. Existing Utilities and Service Lines: The Contractor shall be rosponsi.-
ble for�the.protcetion of all existing utilities or service lines crossed or
exposed by his construction operations. adhere existing; utilities or service
lines are cut, broken or damaged, the Contractor shall replace or repair th,-,
utilities or service lines with the same type of original material and con-
struction, or better.
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D. Barricades and Lights: 14here the work is carried on in or adjacent, to
any street, alley or clic place, the Contractor shall furnish and erect
such barricades,, fences, battery type flasher -markers and danger signals,
shall, provide such watchmen, and shall provide such other precautionary
measures for the protection of persons or property and of the work as nec-
essary. Barricades shall be painted in a color that will be visible at
dight. From sunset to sunrise the Contractor shall furnish and maintain
at least one battery type flasher -marker at each barricade and sufficient
number of barricades shall be erected to keep,vehicles from being driven
on or into any work under construction.
The Contractor will be held responsible :dor all damage to the work due to
failure of barricades, signs, lights, and watchmen to protect it, and when-
ever evidence is found of such damage the Engineer may order the damaged
portion immediately removed and replaced by the Contractor. The Contrac-
tor's responsibility for the maintenance of barricades, signs, and lights,
and for providing watchmen shall not cease until the project shall have
been accepted by the Owner.
E. Engineer's Authority and Duty: Unless otherwise specified, the Engin-
eer shall inspect all work specified herein. The Engineer shall have the
authority to stop the work whenever such stoppage may be necessary in his
opinion for the protection of the public.
F. Final Cleaning Up: Upon completion of the work, the Contractor shall
clean, remove ru is and restore in an acceptable manner all property
which has been damaged in any way. Leave the site of work in a neat and
presentable condition throughout. Upon completion of any structures, all
excess material, cofferdams, temporary structures and debris resulting from
construction shall be removed. (there work is in a stream, all debris shall
be removed to the ground line of the stream bed, and channels shall be left
unobstructed and in a neat and presentable condition and as directed by the
Engineer.
G. Final Inspection: Whenever the work has been satisfactorily completed
and the final, cleaning up performed, the Contractor or developer shall notify
the City for a final inspection.
Upon final inspection of the streets, drainage and/or structures, the City
Engineer will issue a letter of acceptance to the developer with a copy to
the Contractor if the streets, drainage and/or structures have no defects.
If not, a letter detailing what steps must be taken in order to correct the
defects will be sent. The contractor will. be allowed fifteen (15) days to
correct any defects from the date of rejection. Should the contractor fail
to remedy said defects, there shall be a penalty of $25.00 a day from the
16th day until the defects are repaired.
If the streets are not accepted by the City Engineer, no final building
inspections shall be made on houses fronting upon such streets not shall
the houses be occupied.
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IV. EXCAVATION.
A. Description: Excavation shall include the furnishing of all work which
is necessary for.the preparation and construction of the road -bed, embankmev'.,
subgrade, parjcways, shoulders, trenches for curbs, gutters and combined curbs
and gutters, drainage ditches, and cross street approaches and etc, all in
conformity with the lines, grades, and dimensions shown on the ,plans or as
directed by the Engineer. Excavation shall_ include all necessary scarifying.;
plowing, discing, moving, shaping, sirinkling and compacting to bring the
roadbed, embankment, subgrade, etc., slopes and ditches to the lines and grad:
and conforming to the typical cross sections shown on the plans. Excavation
shall also include the removal and satisfactory disposal of all trees, brush_,
stumps, posts, fences, weeds, rock, concrete, existing pavement, gravel, mac_.
adam, sidewalks, curbs and gutters, culverts, pipes, manholes, and inlets
where required, and all other structures, materials, or debris.
Grass, weeds, and other vegetable matter shall be cut and disposed of and all
trees will be removed to a distance of 4 feet back of curb or as directed by
the Engineer belo.re the grading and excavating operations beg -=_n.
Existing structures such as manholes, inlets, cleanouts, valve boxes, etc.,
which are not to be removed or abandoned, and which are not the property of a
private firm, company, or individual required to�move their own property, sha).''
be adjusted, altered or reset to the required elevation and alignment.
Rock, detached boulders and existing structures which are abandoned shall be
removed to a depth of not less than one foot below the subgrade elevation.
Rock excavation shall extend z -foot below the required subgrade elevation
for the entire road bed width, from 10 --feet back of curb to 1 -foot back of
curb, or as directed by the Engineer, and shall be backfilled with select
materials as directed by the Engineer.
Mien required by the plans or as directed by the Engineer, selected materials
from the excavation shall be utilized to improve the road bed, in which case
the work shall be performed in such manner and sequence that suitable materli::"
may be selected, removed separately and deposited in the roadway within the
limits and to the required elevations. Limits of excavation where curb and
gutter is involved shall be one (1) foot outside of the back of the curie and
gutter section and to a depth necessary to obtain proper subgrade elevation.
Soft, spongy or other unstable foundation material shall be removed to the
depth directed by the Engineer, and shall be replaced by select materials and
compacted.
Care shall be exercised so as not to disturb the natural ground below the re-
quired finished subgrade elevations except for construction of structures, or
when so ordered by the Engineer, except where the }dans specify the uniform
scarifying below the subgrade elevation.
The finished grades, of the excavation or fills on parkways, slopes, etc.,
will be finished to a grade not to exceed 24 -inches incline or decline from
the top of the curb & -;utter to the property line. All excavation shall be
completed prior to the placing of any curb & gutter.
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The Contractor shall at all times make ample provisions for ccftplet ely and
readily draining the subgrades and excavations at all times.
V. STRUCTURAL EXCAVATION.
A. Description: This item shall govern the excavation for the placing of
structures; for the disposal of all material obtained from such excavation;
and for the backfilling around completed structures to the level of the orig-
inal ground. Unless otherwise provided, the work included hereunder shall
provide for the removal of old structures or portions thereof (such as abut-
ments, wing walls, piers), trees, and all other obstructions necessary to the
proposed construction.
For all single and multiple box culverts, pipe culverts, pipe arch culverts,
an? storm sewers of all types, where the soil encountered at established foot-
ing grade is a quicksand, muck or similar unstable material, the following
procedure shall be used unless other methods are called for on the plans or
approved by the Engineer.. All unstable soil shall be removed to a depth 2 -
feet below the bottom of culverts or storm sewers 2 -feet or more in height
and to a depth equal to the height of the culverts or storm sewers less than
2 -feet in height. Such excavation shall be carried at least one foot beyond
the horizontal limits of the structure on all sides. All unstable soil so
removed shall be replaced with suitable stable material,approved by the Engi-
neer, (sand alone is not considered suitable material), placed in uniform
layers of suitable depth for compaction as directed by the Engineer and each
.layer shall be wetted, if necessary, and compacted by rolling or tamping as
required to provide a stable foundation for the structure.
V1. EMBANKMENT.
A. Description: Embankment shall. consist of the placement and compaction o%
all materials obtained from street excavation, borrow or any other excavation
in the construction of streets.
B. Construction Methods: Prior to placing any embankment, all clearing and
grubbing and site preparation shall have been completed. Stump holes or other
small excavations within the limits of the embankment shall have been back-
filled with suitable materials and thoroughly tamped or compacted in an ap-
proved manner and inspected by the Engineer before commencing the embankment
construction. The surface of the ground, including plowed or loosened ground
or small ditches or washes, shall be restored approximately to its original
slope by bladinQ or other methods, and shall be. compacted by sprinkling and
rolling.
The surface of hillsides shall. be loosened by scarifying; or plowing to a depth
of not less than �? inch'es car cut into steps befr re embankment materials are
placed. The embankment shall. then be placed in layers as hereinafter spcci-
ried, by beginning at the low side in part width layers and increasing the
widths as the embankment is raised. The material which has been loosened
shall be recompacted simultaneously with the embankment material placed at the
same elevation.
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fv'here embankment is to be placed ovet or adjacent to existing roadbeds, the
slopes shall be plowed or scarified to a depth of not less than 4 -inches and
the embankment built upAn successive layers as hereinafter specified, to the
level of old ro dbed before its height is increased, then the old roadbed shal_i.
be scarified and recompacted with the next layer or embankment. The total
depth of the scarified and added material shall not exceed the permissible
depth of the layer.
`gees, stumps, .roots, vegetation, and other unsuitable materials shall not be
placed in embankment.
All embankment: shall be constructed in 8 -inch layers approximately parallel_ to
the finished grade of the street and shell be so constructed as nearly as pos-
sible to concorm to cross section of the subgrade section
Embankment shell be constructed to the established grade and to the shape of
thy: typical sections shown on the plans and each section shall conform to the
detailed sections or slopes. Atter completion of the embankment, it sball be
continuously maintained to its finished section and grade until the base or
pavement is placed.
C. Classification: Earth embankment shall be composed principally of mate-
rials other than rock and shall be composed of acceptable materials, and shall_
be constructed in successive layers, for the full width of specified depths or
cross sections and in such lengths as are suitable for the sprinkling and . cow
paction methods to be used. Prior to compaction the layers shall not exceed
8 --inches in depth for rolling with sheep -foot rollers. Layers of embankment
may be formed by utilizing equipment which will spread the material as it is
dumped, or they may be formed by being spread by blading or other acceptable
methods From Liles or windrows dumped from excavation or hauling equipment in
such amounts that the material is uniformly distributed.
Hinor quantities of rock shall be incorporated in the specified earth embank-
nont layers, or may be ,laced in accordance with the hereinafter specified
requirements for the construction of rock embankments in the deeper fills,
provided such placement of rock is not immediately adjacent to any pipe or
structure. Rock may also be placed outside the limits of the completed road-
bed width where the size of the rocks prohibits their incorporation in the
normal earth embankment layers.
Each layer of earth embankment shall be uniform as to material, density and
moisture content before beginning comi,acl.ion. ,drere non --uniform layers abut:
each other, each Layer shall be Leather edged or the materials shall be so
mixed as to l,reveK abrupt: changes in the materials. No material placed in
the embankment by dumping in a Virile or windrow shall be incorporated in a
layer in that position; but all such piles or windrows shall be moved by
blading or ether acceptable methods. Clods or lumps of material sha7.l be
broken and mixed in the earth embankment material_ by blading, harro wine, o.r.-
similar methods so that a uniform mat:crrial of uniform density is securod 0:'1
each layer. Water required for sprinkling to bring the material to the mois-
ture content necessary for maximum compaction shall be uniformly applied, vm6
it shall be Lyre Contractor' responsibility to secure a uniform moisture con --
tent throughout each layer by such methods as may be necessary.
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Earth embankment shall be compacted as hereinafter specified. Rolling shall
commence immediately after the embankment layer has been brought to the uni-
form moisture content, and shall continue, with or without additional appli-
cation of water until each layer of earth embankment has been uniformly can---
pactr_d to a standard proctor density of 15%.
All earth cuts, full or part widths in side hill, which are not. required -0
be excavated below subgrade elevation for base and backfilled, shall be
scarified to a uniform depth of not less than 6 --inches below grade and the
material shall be mixed and reshaped by blading and then sprinkled and rolled
in accordance with the hereinabove requirements for earth embankment and to
the same density as that required for the adjacent earth embankments.
Earth embankment placed adjacent to and over pipes, culverts, arches and
bridges shall be of suitable soil free of rocks or lumps and shall be placcd
in successive layers approximately horizontal. Special care shall be taken
to prevent wedging action against the structure, and shall be brought u>> uni-
formly on each side of the structure. for such distances along embankments
adjacent to structures where it is.impracticable to use compaction methods
by rolling, the embankment material shall be placed in layers not exceedini.;
8--inahes in depth of loose material, thoroughly wet uniformly to the requires
moisture content by additional sprinkling if necessary, until each layer h7, -
been uniformly compacted to a standard proctor density of 95%, supPlcamonted
by such hand work as is necessary to secure a uniform and thoroughly com-
pacted fill..
D. Material Selection: In addition to the foregoing selection of wateriols
and utilization of the materials in the embankment, the embankment shall be
constructed in proper sequence to receive select materials specified or
shown on the plans, with such modifications as may be directed by the Engi-
neer. The layer of embankment immediately preceeding the first layer of
base materials shall be constructed to the required cross section and to thL.
elevation within a tolerance of not more than z -inch :from the established
cross section or elevation after proper compaction and finish to receivo the
base material layer.
E. Density: For each layer of earth embankment and base material, it is !4
intention of this specification to secure an apparent dry density of the r.:inu
, inch material of not less than 95 per -cent of the maximum dry density of
samples of the material as determined by the"Standard Proctor Density inn
4..act_ion Test"'. After each section of earth embankment or select mater.: al is
completed, such tests as are necessary will be selected by the Eng-i.reer. W7
the material fails to meet the density specified, the last layer of material
i.laced shall be scarified and Qompacted again and the compaction metbo? will
be altered on subsequent work as is necessary to obtain the specified donvity.
All density tests will be paid for by the Contractor.
F, Rolling Methods: The embankment: or base material shall be wetted as di-
rected by the Engineer. Rolling shall start longitudinally at the sides on(.,
proceed toward the center, overlapping on successive trips at least z of lht_�
width of the tamping roller unit and z of the width of the pneumatic tiro
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roller unit. Alternate trips of the roller unit shall begin at the low sides
and progress toward the high sides.
The speed of the power roller and the tamping roller unit, unless otherwise
directed by the Engineer, shall be between 2 and:3 miles per hour. The speed
of the pneumatic tire unit, unless otherwise directed by the Engineer, shall
be between 4 and 12 miles per hour for asphalt surfacing work and between 2
and 6 miles per hour for all other compaction work.
G. Sprinkling: Sprinkling shall be done when ordered by the Engineer. The
Contractor shall furnish and operate approved sprinklers, equipped with valves
to regulate the flow of water to the sprinkler bar so that water will be
evenly distributed over the entire width sprinkled. To provide even distri-
bution for smaller applications of water, a spray bar with smaller openings
may be provided, or the number and size of openings reduced by plugs or
bushings.
VII. SUBGRADE.
A. Description: Subgrade is that top 6 -inch portion of the roadbed upon
which the base material is to be placed. Before commencing preparation of
subgrade for placing of base material, all installations within the street
to be paved must be completed.
B. Construction Methods` After the excavation or embankment has been sub-
stantially completed, the subgrade shall be brought to the correct alignment,
cross-section, and elevation, so that after reworking and rolling as speci-
fied, it will conform to the correct alignment, cross-section, or elevation.
All irregularities which develop during final compaction in excess of '2 -inch
as shown by straightedge or template, shall immediately be corrected, the
subgrade shall be prepared so that when completed, it will have as nearly as
practicable (and not less than 95%) a uniform density of 95% Standard Proc-
tor Density with uniform moisture not .less than optimum. Densities will be
taken every 300 -feet, or as directed by the Engineer..
The prepared subgrade shall be kept thoroughly wetted down sufficiently in
advance of placing any base material to insure its being in a firm and moist
condition for at least 2 -inches below the finished subgrade surface.
Only such subgrade as is necessary for the satisfactory prosecution of the
work shall be completed ahead of placing the base material and curb and
gutter.
Where a two course asphaltic concrete pavement is to be used in lieu of the
normal flexible base and surt'ace mix, the subgrade will be processed the
with the following exception: If the subgrade has a plastic index of 20 per-
cent or more than, it will be necessary to lime, 6 -inches of the subgrade.
The rate of application will be 4 lbs. per inch of material in depth or as
approved by the engineer.
C. Atterburg Limits. The Atterburg Limits shall be determined at 500'
intervals or as material changes in the subgrade.
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VIII. LIME TREATMENT FOR SUBGRADE.
A. Description: This item shall consist of treating the subgrade
by the pulverization, addition of lime, mixing and compacting the
mixed materials to the required density. The lime treated sub -
grade shall be constructed as herein specified and in conformity
with the typical cross-sections shown on the plans.
B. Materials: The subgrade to be stabilized shall consist of the
material �free from vegetation or other objectionable matter. It is
the intention of this specification to utilize material existing
on the excavated subgrade.
Lime for stabilization shall. be Type "A" hydrated lime.
When sampled and tested according to prescribed Texas Highway De-
partment procedures, hydrated lime shall conform to the following
requirements as to chemical composition:
Hydrate. Alkalinity, percent by vje. ght CA (OH) 2. Mini -mum 90.0%
Unhydrated lime Content, percent by weight CAO Maximum 5.0%
"Free [dater" Content, percent by weight H2O Maximum 4.0%.
The percent by weight by residue retained shall conform to the
following requirements:
Residue retained on a No. 6 sieve, Maximum 0.0%
Residue retained on a No. 10 sieve, Maximum 1.0%
Residue retained on a No. 30 sieve, Maximum 2.5%
Type "A" hydrated lime shall consist of a dry powder obtained by
treating quick lime with enough water to satisfy its chemical
affinity fol water under the conditions of its hydration. This
material shall consist of calcium hydroxide or a mixture of cal-
cium hydroxide and a small percentage of calcium oxide, magnesium
oxide and magnesium hydroxide.
C. Construction Methods: The subgrade shall be brought to line
and grade and should be scarified to full 6 -inch depth and partly
pulverized tivith a .rooter, grader -scarifier, and/or disc harrow
followed by a rotary speed mixer for pulverization. Ren the soil
is unusually dry, water shall be added by sprinkling to aid pulver-
ization. When the soil is wet the rotary mixer or disc harrow shall
be used for aerating and drying out the soil.
Lime shall be spread only on that area where the first mixing opera-
tions can be completed during the same working day. The lime shall
be spread by an approved screw type spreader box or by bag distri-
bution at the rates shown on the plans or as directed by the Engineer.
The lime shall be distributed at a uniform rate and in such a manner
as to reduce the scattering of lime by wind to a minimum. Lime shall
not be applied when wind conditions, in the opinion of the Engineer,
are such that blowing lime becomes objectionable to traffic and adja-
cent property owners. A motor grader shall not be used to spread the
lime.
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The material shall be sj,rinkled as directed by the Engineer, until the
moisture content has been secured.
The subgr.•ade material and lime shall be thoroughly mixers by approved roacl
mixers or other apl,roved equipment, and the mixing continued until, in the
olsinion of the Engineer, a homogeneous, friable mixture of material and liae:.�
is obtained, free from all clods or lumps. Materials containing plastic
clays or other material which will not readily mix with lime shall be mixed
as thoroughly as l,ossible at the time of the lime application, brought to t'lic
proper moisture content and left to cure 24-36 hours as directed by the Eng -i -
neer. During the curing period, the :material shall he kelt moist as dirce'-ed.
After the required curing time, the subgrade material shall be uniformly rrixcd
by approved methods. if the soil binder -lime mixture contains clods, they
shall be .reduced in size by raking, blading, discing, harrowing„ scari-fy�_ng;,
or by the use of other approved l.ulverization methods so that when all non -
flaking aggregates retained on a No. 4, sieve are removed, the remainder of
the material shall meet the following requirements when tested dry by
>_-atory sieves:
Minimum, passing 1-3/4" sieve - 100%
Minimum, passing No. 4 sieve - 60%
Durcing the interval of time: between applical. ions and mixing, hydrated Z ,,. 1
that has been exl.osed to the open air for a period of six hours, or n::,r .:c
cxccssive loss due to washing, or blowing will not be accel.ted .
Compaction to 95 density o F the mixture shall begin immediately , C[ ex
r, ixing and in no case later 'Oi an three calendar days after final mixi.:gy;, tin--
iess approval. is obtained f_om the Engineer-. The material shall bt- ue.ratncd
or sprinkled as necessary to provide the optimum moisture. Compaction {i
laeiar at the= bottom ar_d shall continues until the entire depth ofmixtu,-e 1.,
uniformly compacted in accordance with A.A.S,H.O., Standard Method,
A 2-5 day curing period shR11 follow compaction as directed by the Eng;. -n.- -
D. F.inishinti, Curing and Preyration for Pavement: Anter the fi.nlil l..i
or course of the limo tr ea`t,- d subg;r�ide has been compacted, it shall
to the required lines and grades in accordance with the typical soctiun,� . 'i "I
completed section shall t --hen be finished by rolling, as directed, ,:i i! 1...
u.atic or other suitable roller sufficiently light to prevent hair
The coml.,leted section shall be moist cured for a minimum of two (2)
fore the further courses are added or any traffic is permitted, unl.eSF, {> . .
o,aise directed by the Engineer.
L. Tests: All tests required for the completion of lime treatment i`or :,,i
grade shall be made by a rel,utablc eomrnerccial testing laboratory, aohich hi','.
been approved by the Engineer. The cost of the testing shall be borne 9.
Contractor-. Additional tests resulting from the failure of rnixod
�;h all be Laid -for by the Contractor.
- 9 -
IX,
Afton final compaction, a field density test shall be made at iint.ervala a V
300 feet:. Intermediate points may be tasted if required by the Engineer and
the cost of such intermedicite tests shall be borne by the Contractor. If any
density test should indicate that the subgrade does not meet the compaction
requirements, the subgrade shall be re -compacted until the required density
is obtained. All testing required due to improper compaction shall be paid
for by the Contractor.
The Atterberg Limits shall be determined at 500 foot intervals or as directed
by the Engineer, and the Plasticity index shall be .less than 10.
FLEXIBLE BASE (CRUSHED STONE
A. Description: This item shall consist of a foundation course for surface
course or for other base courses; shall be composed of crusher -run broken
stone and shall be constructed as herein specified in one or more courses in
conformity with the typical sections shown on the plans.
For residential streets with a thirty (30) loot_ roadbed through a thirty --six
(36) foot roadbed, the Flexible Base (crushed stone) shall be six (6) inches
compacted to 95% density.
For thoroughfare streets with over a thrity-six (36) :foot roadbed, the Flex-
ible Base (crushed stone) shall be eight (8) inches compacted to 95% density.
B.. Materials: The materials shall be crushed stone and shall consist of
durable particles of stone mixed with approved binding material. The pro-
cessed material shall be a'Type "A", Grade 1 material, and when properly
slaked and tested, the flexible base material shall meet the following re-
quirements:
Retained on 1-3/4 inch sieve 0%
Retained on No. 4 sieve 45 to 75%
Retained on No. 40 sieve 60 to 85%
Material passing the No. 40 sieve shall be known as "Soil Binder" and shall
meet the following requirements when prepared in accordance with THD Test
Method Tex -101-E procedure:
The liquid limit shall not exceed 40
The plasticity index shall. not exceed 10
The percent of wear, as determined by the Los Angeles Abrasion Test of Coarse
Aggregate, AASHO Designation T-96, with subsequent revisions, shall not exceed
So%,
C. Construction Methods: Immediately before placing the base course material.,
the subgrade shall be checked as to conformity with grade and section. The
surface of the subgrade shall not show deviations in excess of one-half (z)
inch.
- 10 -
The material shall be delivered in approved vehicles of a uniform capacity
and it shall be the charge of the Contractor that the required amount of
specified material shall be delivered to secure the proper thickness of com-
pleted base course. Material deposited upon the subgrade shall be spread
and shaped the same day unless otherwise directed by the Engineer in writing.
In the event inclement weather or other unforeseen circumstances render im-
practical the spreading of the material during the first 24-hour period, the
material shall be scarified and spread as directed by the Engineer. The ma-
terial shall be sprinkled, if directed, and then bladed, dragged and shaped
to conform to typical sections shown on the plans. All areas of segregated
coarse or fine material shall be corrected or removed and replaced with well
graded material, as directed by the Engineer. If additional binder is con-
sidered desirable or necessary after the material is spread and shaped, it
shall be furnished and applied in the amount directed by the Engineer. Such
binder material shall be carefully incorporated with the material in place by
scarifying, harrowing, broaming or by other approved methods.
The course shall then be sprinkled as required and rolled as directed until
a uniform compaction is secured. Through this entire operation, the shape
of the course shall be maintained by blading and the surface upon completion
shall be smooth and in conformance with the typical sections shown on the
plans and to the established lines and grades. The surface on which pavement
is to be placed shall not show deviations in Excess of one-fourth ("') in
cross sections and in a length of five (5') feet, nor a deviation in excess
of one-half (a-,'") inch in sixteen (16T) feet measured longitudinally. Such
deviations shall be corrected by loosening, adding or removing material, re --
shaping and recompacting by sprinkling and rolling. All irregularities, de-
pressions or weak spots which develop shall be corrected immediately by scar-
ifying the areas affected, adding suitable material as required, reshaping
and recompacting by sprinkling and rolling.
Compaction shall be obtained by blading and rolling with pneumatic roller and
finished with a flat wheel roller. Pneumatic tire roller under working con-
ditions shall have an effective rolling width of approximately sixty (60")
inches and shall be so designated that by ballast loading, the load may be
varied uniformly from at least 100 pounds to 325 pounds per inch of width of
tire tread. The three -wheel flat wheel roller shall weigh at least ten (10)
tons and shall provide a compression on the rear wheels of not less than 325
pounds per linear inch of tire width. The compaction of flexible base shall
continue until, the base has been compacted to 95 percent standard density in
accordance with AASHO T-99-57.
D. Tests: All flexible base proctor, plastic index, and gradation will be
taken at 500 foot intervals or as directed by the Engineer.
After final compaction, a field density test shall be made at intervals of
300 feet. Intermediate points may be tested if required by the Engineer and
the cost of intermediate tests shall be borne by the Contractor. If any den-
sity test should indicate that the base material does not meet the compaction
requirements, the base material shall be recompacted until the required den-
sity is obtained. All testing required due to improper compaction shall be
paid for by the Contractor.
- 11 --
All tests required in these specifications for the completion of the flex-
ible base shall be made by a reputable commercial testing laboratory, which
has been approved by the Engineer.
X. FLEXIBLE BASE (50-50)
A. Description: This shall consist of a foundation course for surface
course or for other base courses; shall be composed of 50% crusher -run
broken stone and 50% bank run gravel and shall be constructed as herein
specified in one or more courses in conformity with the typical sections
shown on the plans.
For residential streets with a thirty (30) foot roadbed through a thirty-
six (36) foot roadbed the Flexible Base (50-50) shall be six (6) inches
compacted to 95% density.
For thoroughfare streets with over a thirty-six (36) foot roadbed, the
Flexible Base (50--50) shall be nine (9) inches compacted to 95% density.
B. Materials: The materials shall be crushed stone and bank run gravel
and shall consist of durable particles of stone mixed with approved bind-
ing material. The material shall be approved by the Engineer at the source.
The processed material shall be a Type "A", Grade 1 material, and when
properly slaked and tested, the flexible base material shall meet the fol-
lowing requirements:
Retained on 1-3/4 inch sieve f 0%
Retained on No. 4 sieve 45 to 75%
Retained on No. 40 sieve 60 to 35%
Material passing the No. 40 sieve shell be known. as "Sail Binder" and
shall meet the following requirements when prepared in accordance with
THD Test Method Tex --101-E procedure:
The liquid limit shall not exceed 40
The plasticity index shall not exceed 12
The percent of wear, as determined by the Los Angeles Abrasion Test of
Coarse Aggregate. A.A.S.H.O. Designation T-96 with subsequent revisions
shall not exceed 50% on the crusher run limestone and shall not exceed
50% on the bank run gravel.
C. Compaction: All placing and compaction procedures will be done in
accordance with Flexible Base (Crushed Stone) Specifications.
D. Testing: All testing shall be done in accordance with Flexible Base
(Crushed Stone) Specifications.
XI. HOT MIX ASPHALTIC CONCRETE SURFACE COURSE
A. Description: Hot mi.: asphaltic concrete surface course shall consist
of a pavement as shown on the Mans composed of a compacted mineral aggi-e-
gate and asphaltic material_ conforming to the requirements as herein stated
under "Materials." Hot mix asphaltic concrete surface, course shall be
transported to and constructed on the completed base course in accord-
ance with these specifications and in conformity with the lines, grades,
and typical cross sections shown on the plans.
For residential streets with a thirty (30) foot roadbed through a thirty-
six (36) foot roadbed, the hot mix asphaltic concrete surface course shall
be a minimum of one and one-half (11-) inches compacted to 94% density and
be Type D.
For thoroughfare streets with over a thirty-six (36) foot roadbed, the hot
mix asphaltic concrete surface course shall be a minimum of two (2) inches
compacted to 94% density and be Tyle C.
B. Materials: The mineral_aggregate shall be composed of a coarse aggre-
gate, a fine aggregate, and, if required, a mineral filler. Samples of
coarse aggregate, fine 8ggregate and mineral filler shall be submitted for
tests in the quantities required by the Engineer. It shall. contain not
more than one (1) percent by weight of organic matter, clays, loam, or
pf-bbles coated therewith.. Mineral aggregate from each coarse shall meet
-Lhe quality test specified herein.
sae combined mineral aggregate, after final processing by the mixing plant,
L'nd prior to audition of asphalt and mineral filler, shall have a sand
c-lu:i.valent value of not less than 50, when subjected to the sand equivalent
t`st as outlined in Texas Highway Department Bulletin C--14.
'_ie fine aggregate shall be that part of the aggregate passing the No. 10
s:ievc and shall consist of sand or screenings or a combination of sand and
screenings. The plasticity index of that part of the fine aggregate passing
tEie No. 40 sieve shall be not more than 6. Sand shall be composed of dur-
able stone particles free from injurious foreign matter. Screenings shall
be of the same or similar material as specified for coarse aggregate.
The coarse aggregate shall be that part of the aggregate retained on a No.
10 sieve; shall consist of clean, crushed, durable fragments of stone,
crushed blast furnace slag, crushed gravel, or combinations thereof as
hereinafter specified, of uniform quality throughout. Coarse aggregate
Will be tested in accordance with THD Bulletin C--11 (Decantation) and ma-
terial removed shall not be more than once percent by weight. The coarse
aggregate shall have an abrasion of not more than 40 percent loss by
weight when subjected to the Los Angeles abrasion test.
°13neral filler shall consist of thoroughly dry stone dust, slate dust,
portland cement or other mineral dust approved by the Engineer. The min-
eral filler shall be free= from foreign and other injurious matter. When
tested by the method outlined in THD Bulletin C--14, it shall meet the fol-
lowing grading requirements:
Percent by Weight
Passing a No. 30 sieve 100
Passing a No. 80 sieve, not less than 90
Passing a No. 200 sieve, not less than 65
The asphaltic materials shall be of the grade and type shown on the plans
o.. approved by the Engineer and shall meet the following requirements.
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- 14 -
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C. Paving Mixtures: The raving mixtures shall consist of a uniform mixture
of coarse aggregate, fine aggregate and asphaltic material. The grading of
each constituent of the mineral aggregate shall be such as to produce, when
properly proportioned, a mixture, which, when tested in accordance with THD
Bulletin C-14, will conform to the limitations for master grading given below
for the type specified. Crushed stone, crushed gravel, or pea gravel may be
used in the Type "B" binder course and Type "D" surface course.
BINDER COURSE
TYPE "B" CRUSHED STONE OR PEA
GRAVEL
PER CENT
5/8
100%
PASSING
RETAINED ON
PER CENT
l;, -inch screen
97
to
100%
1, -inch screen
1/2
97
to
100%
1 -inch screen
-inch screen
20
to
50%
,-inch screen
t -:inch screen
15
to
40,%
-,-inch screen
No. 10 mesh sieve
5
to
25°0
No. 10 mesh screen
10 mesh
55
to
70%
No. 10 mesh sieve
No. 40 mash sieve
5
to
20%
No. 40 mesh sieve
No. 80 mesh sieve
5
to
20%
No. 80 mesh sieve
No. 200 mesh sieve
5
to
20%
No. 200 mesh sieve
No.
1
to
10%
The asphaltic material shall
_Corm from 4 per cent to 7 per
cent of the
mix-
ture by weigh:.
1
to
10%
SURFACE
COURSE TYPE "C" CRUSHED STONE
3.5 to
7% of the
mixture by
PASSING
RETAINED ON
PER CENT
1 inch screen
PASSING
RETAINED ON
PER CENT
5/8
100%
3/4 inch screen
100%
97
to
100
3/4 inch screen
1/2
inch screen
15
to
40%
1/2 inch screen
1/4
inch screen
15
to
40%
1/4 inch screen
No.
10 mesh
sieve
10
to
30%
Total. Retain on
No.
10 mesh
sieve
50
to
60%
10 mesh sieve
No.
40 mesh
sieve
0
to
25%
40 mesh sieve
No.
80 mesh
sieve
S
to
25%
80 mesh sieve
No.
200 mesh
sieve.
5
to
25%
200
1
to
10%
The asphaltic material shall
form From
3.5 to
7% of the
mixture by
weight.
SURFACE COURSE
TYPE, "D"
CRUSHED
STONE OR
PEA GRAVEL
The asphaltic material shall form from 4 to 7 per cent of the mixture by weight.
PASSING
RETAINED ON
PER CENT
5/8
inch screen
100%
1/2
inch screen
97
to 100/
1/2
inch screen
1/4
inch screen
25
to 50%
1/4
inch screen
No.
10 mesh sieve
15
to 35%
No.
10 mesh sieve
50
to 60%
No.
1_0 mesh sieve
No.
40 mesh sieve
0
to 25%
No.
40 mesh sieve
No.
80 mesh sieve
5
to 25/
No.
80 mesh sieve
No.
200 mesh sieve
5
to 25%
No.
200 mesh sieve
2
to 10%
The asphaltic material shall form from 4 to 7 per cent of the mixture by weight.
D. Tack Coat - OA -90: All surfaces of curbs, gutters, headers, manholes, valve
boxes, etc., that will be in contact with the asphaltic concrete mixture, shall
be given a thin uniform coating of tack coat. The Contractor shall use caution
to protect the curb and gutter during placement of the tack coat.
E. Prime Coat - MC -1: Before the application of the surface material is begun,
the base will be broomed and cleaned to the satisfaction of the City Engineer.
After the cleaning procedure is completed, a prime coat will be applied to the
flexible base at the rate of 0.10 to 0.25 per square yard.
F. Construction Methods: The prime coat, tack coat or asphaltic mixture when
place with a spreading and finishing machine, shall not be placed when the air
temperature is below 50 degrees and is falling but it may be placed when the air
temperature is above 40 degrees F. and is rising. The asphaltic mixture when
placed with a motor grader, shall not be placed when the air temperature is be-
low 60 degrees F. and is falling, but may be placed when the air temperature is
above 50 degrees F. and is rising. The air temperature shall be taken in the
shade away from artificial heat. It is further provided that the prime coat,
tack or other asphaltic mixture shall be placed only when the humidity, general
weather conditions and the moisture and temperature of the base, in the opinion
of the Engineer, are suitable.
G. Transporting Asphaltic ,Concrete: The asphaltic mixture, prepared as speci-
fied above, shall be hauled to the work in tight vehicles previously cleaned of
all foreign material. The dispatching of the vehicles shall be arranged so that
all material delivered may be placed, and all rolling shall be completed during
daylight hours. In cool weather or for long hauls, canvas covers and insulating
of the truck bodies may be required. The inside of the truck body may be given
a light coating of oil, if necessary, to prevent mixture from adhering to the body.
H. Placing: Generally the asphaltic mixture shall be dumped and spread on the
approved prepared surface with the specified spreading and finishing machine in
such manner that when properly compacted the finished pavement will be smooth, of
uniform density and will meet'the requirements of the typical cross sections and
the surface tests. During the application of asphaltic material, care shall be
taken to prevent splattering of adjacent pavement, curb and gutter, and structures.
The placing of the mixture shall be as nearly continuous as possible, and the rol-
ler shall pass over the unprotected edge of the freshly laid mixture only when the
laying is discontinued for such length of time as will permit chilling or cooling
the mixture. In every case when -resuming the work, the transverse joint shall be
cut vertically for the full depth of the course; the material cut away shall be im-
mediately removed from the site of the work, and the fresh mixture shall be laid
against the fresh cut. Hoff smoothing irons may be used for sealing joints, but
extreme care shall be used to avoid burning the surface. Construction joints shall
be either parallel to or at right angles to the longitudinal axis of the work. The
joints shall. be spaced so that the joint in one course will not coincide with that
of another course and will lap at least one root. The Contractor will use caution
during the rolling operation to protect the curb and gutter.
- 16 -
I. Compacting: The pavement shall be compressed thoroughly and uniformly
and when tested in accordance with the THD Bulletin C--14 shall meet the fol-
lowing requirements:
Laboratory ;Density (THD Bulletin C-14)
Minimum 94 percent
Maximum 99 percent
Optimum 97 percent
stability (THD Bulletin -C-14)
Not less than 30 percent, except when otherwise shown
on the plans.
J. Surface Tests and Pavement Thickness: The surface of the pavement, after
compression, shall be smooth and true to the established line, grade and cross
section, and when tested with a 16 -foot straightedge placed parallel to the
centerline of the roadway, it shall have no deviation in excess of 1/16 inch
per foot :from the nearest point of contact. The maximum ordinate measured from
the face of the straightedge shall not exceed 1/4 inch at any point. Any point
in the surface not meeting these requirements shall be immediately corrected.
Areas of asphaltic concrete pavement which have been determined to be different
in thickness by an amount greater than 1/4 inch will not be accepted. Addi-
tional cores required in deficient areas shall be made at the expense of the
Contractor.
K. Manholes: The paving contractor shall see that all valve boxes, manholes,
clean-outs,—etc., are set to the proper grade and shall carefully finish the
pavement to them. Any such boxes or covers damaged by the Contractor shall
be repaired by him before paving, and he shall direct the Engineer's atten-
tion to any he finds faulty.
L. Tests: All tests as required will be performed by a laboratory approved
by the City at no cost to the City. The results of the tests will be mailed
directly to the City.
The contractor will submit to the testing laboratory whatever materials are
necessary for the tests. The testing laboratory will design the mixture in
accordance with these specifications and -furnish the results to the City.
The approved laboratory will furnish plant control which shall include but
not be limited to bin analysis, extractions and gradations, and Hveem
stability.
The approved laboratory shall also conduct field density tests on the com-
pleted mixture.
The laboratory will, during construction, and after construction make the
fallowing number of daily tests and report results to the Engineer, and the
Contractor.
- 17 -
1. One sample (three test specimens) for determination of density
and stability.
2. One sample for determination of Proportioning of materials.
�. There will be test specimens taken every 300 linear feet to
determine the thickness and density of the asphalt pavement
after Laving is completed as directed by the Engineer.
M. Asphalt Valleys: All asphalt valleys will be six -inches in depth and
eight feet in width with the following provisions:
The first 4•ry inches of hot mix will be Type ""B" and the remain-
ing 1L inches will be Type "D" Surface Course.
XII. TSO COURSE ASMALTIC CONCRFTI, PAMIENT - (PLANT MIXED)
A. Description: This item shall consist of a four (4) inch base course and
a two 2 inch surface course composed of mineral aggregate and oil asphalt
mixed in a central plant, constructed on a prepared subgrade in accordance
with these specifications and.in conformity with the lines, grades and typi-
cal cross-sections as shown on the accepted drawings.
B. Materials: Mineral aggregate shall consist of fine aggregate, coarse aggre_
9,ItO and mineral filler.
The material passing the 410 sieve shall be considered fine aggregate, and
shall coszsist of stone screenings, sand, or a combination of each. Sand
:.,hall be composed of sound durable particles, free from loam or other inju-
rious matter.. The linear shrinkage shall not exceed 2.0%. Stone screen-
ing; shall be produced from crushed limestone, similar to material as speci-
fied for coarse aggregate. The plasticity index of the fine aggregate pass-
ing the #40 sieve shall not exceed 6.0.
The material retained on the X10 mesh sieve shall be considered as coarse
aggregate and shall consist of clean, tough, durable fragments of crushed
stone, for the wearing surface course. Crushed stone, crushed gravel or un-
crushed gravel may be used in the base course. This material shall be sub-
stantially free from dirt, organic or other injurious matter occurring free
or as a coating on the aggregate. material removed by decantation shall not
exceed 2.0%. The Los Angeles Abrasion shall not exceed 40%.
Bituminous material shall conform with the current Federal Specifications
for following grades:
AP -1 Penetration 120-150
AP -3 Penetration 55-100
or
AASHO-M--20-54 - Same Penetration Grade
C. Gradation: The asphaltic concrete mixture shall consist of a uniform
mi:kure of coarse and fine aggregate and asphaltic cement. The grading
shall have the following limits:
Base Course:
Passing 21" Screen
Passing 2" Screen
Passing 2" Screen, retained on 1" Screen
Passing 1" Screen, retained on 1s Screen
Passing" Screen, retained on q" Screen
Passing I`T Screen, retained on #10 Se._ve
Total retained oa #10 Sieve
Passing #10 Sieve, retained on #40 Sieve
Passing #40 Sieve, retained on ##80 Sieve
Passing $#80 Sieve, retained on $#200 Sieve
Passing 4200 Sieve
100.0%
97-100%
15-40
15-40
10-25
5-20
65-80
0--15
3--15
3--15
1-10
The Asphaltic material shall form from 4 to 7% of the mixture by weight.
Surface Course:
The surface will be of Type "D" Crushed Stone as specified under
"Hot Mix Asphaltic Concrete Surface Course".
D. Spreading and Finishing: Each course shall be spread and finished as
follows: The bituminous base mixture shall be spread and finished immed-
'ately after the subgrade has been properly shaped and cleaned.
T'.le bituminous mixture shall be delivered on the job at a temperature of not
less than 2751) F. Whenever practical the mixture shall be spread by means
of an approved mechanical self -powered paver, capable of spreading the mix-
ture true to the line and grade and crown as shown on the accepted plans and
cross --sections.
Placing of the mixture shall be as continuous as possible and the roller
shall pass over the unprotected edge of the fresh laid mixture only when the
laying of the course is to be discontinued for such length of time as to per-
mit the mixture to become chilled.
Longitudinal and transversejoints shall be well bonded and sealed. If
necessary to obtain this result the joints shall be cut back to the full
depth of the previously laid course, painted with RC -2 asphalt. Before
placing the mixture against them, all contract surfaces of curbs, gutters,
headers, manholes., etc., shall be painted with a thin uniform coating of
RC -2 asphalt or asphalt cement dissolved in naptha.
E. Compaction: After spreading, the mixture shall be thoroughly compacted
by a tandem power driven roller, weighing not less than -ten (10) tons, as
soon after being spread as it will bear the roller without undue displace-
ment. Rolling shall start longitudinally at the sides and proceed toward
the center of the pavementoverlapping on successive trips by at least one-
half the width of.the wheel. The pavement shall be rolled diagonally in two
directions with a tandem roller, weighing not less than ten (10) tons, the
second diagonal rolling shall cross the lines of the first. Pneumatic rol-
lcro shall be used for final rolling, satisfactory to the Engineer.
- 19 -
XIII
Along curbs, headers, manholes and similar structures and at all places
not accessible to the roller, thorough compaction must be secured by
means of hot tampers and at all contacts of this character the joints
between these structures and the surface mixture must.be effectively
sealed.
All testing will be in accordance with Item "Hot Mix Asphaltic Concrete
Surface Course."
F. Seasonal Limits: No asphalt material shall be laid when the temper-
ature of the air is 50- F. and falling or during unfavorable weather
conditions, or as directed by the Engineer. It may be placed when the
air temperature is 40 and will rise to 500 F. or more.
REINFORCED PORTLAND CEMENT CONCRETE PAVEMENT
A. Description: This item shall consist of five (5) inches of a Portland
cement concrete pavement constructed on a prepared subgrade in accordance
with these specifications and in conformity with the lines and grades and
typical cross-sections as shown on the accepted drawings.
D. Haterials: Aggregates - shall be secured from approved sources.
Cr:Dding and quality shall comply with AASHO M-6-51 and M-80-51. (Soundness
-!ay he waived if approved by the engineer.) Coarse aggregate graded from
+o #4 sieve.
,':.ger shall_ be free from oil, acids, alkali and vegetable matter shall be
i:oasonably clean.
Concrete shall contain not less than 5.0 sacks per cubic yard, and shall be
p._oportioned on the basis of the water cement ratio in accordance with the
American Concrete Institute.
The maximum slump shall be 3.5 inches.
Concrete test beams, center leading, shall not be less than 600 pounds per
square inch in 28 days. The contractor shall furnish test results of at
least two test beams each 500 lineal, feet of pavement.
C. Construction Methods: All boulders, organic material, soft clay,
spongy material, and any other objectionable material shall be removed
and replaced xvith approved material. The subgrade shall be properly
shaper, rolled and uniformly comparted to conform with the accepted
cross-sections and grades to 9S% of Standard Proctor. At least two test
results will be :furnished by the contractor for each block to be paved.
Forms for Concrete Paving: Forms for pavement slabs shall be of metal ctild
shall have a minimum length of ten (1.0) feet except that on sharp curves
mood forms may be used. All forms shall be free from bends and warps and
c'.iall be set so that they rest firmly throughout their entire length on
the subgrade and shall be joined neatly and tightly together. forms shall
nct vary more than one-eighth (1/8) inch from line anti grade braced :in such
a runner that they will remain true to line and grade under they pressure of
t:ie concrete Land the impact of the finishing machine- screed. All forms
shall be oiled before placing concrete.
- 20 -
Placing Reinforcement: Reinforcing metal shall be ktpt clean and free from
rust, straight and free from distortion. Steel fabric reinforcement of the
design and weight indicated on the plans shall be laid in strips transversely
with the roadway. It shall extend to within two (2) inches of the ends and
sides of slabs. Adjacent sheets of fabric shall be lapped not less than
nine (9) inches where the lap is made at right angles to the center line of
the pavement. The reinforcement fabric shall be placed when sufficient con-
crete has been poured, to _reach the elevation of the fabric as shown on the
plans.
Placing and Finishing Concrete: Concrete shill be placed on a moist subgrade.
Concrete mixed to the proper consistency shall be deposited on the prepared
subgrade rapidly in successive batches by means of a discharging device and In
a manner which will not cause separation in the mix and shall be distributed to
the required depth and for the entire width of the pavement by shoveling or
other approved methods.
Rakes shall not be used in handling concrete. Concrete adjacent to joints shall
be deposited on the subgrade as near to the joints as possible without touching
them. It shall then be shoveled against both sides of the joint simultaneously
maintaining equal pressure on both sides. After placing the concrete shall be
leveled and immediately struck off by means of an approved transverse mechanical
Finishing machine or by approved hand Methods by using a steel screed weighing
not less than four. hundred (4.00) pounds and having a face resting on the forms
oC- not less than ten (10) inches in width. The template shall be shaped to the
cross-section and have sufficient strength to retain its shape under
working conditions. The template shall be moved forward with a cambined longitu--
einal and crosswise motion. If necessary, the template shall be used a second
.time or until a true surface is obtained. All concrete adjacent to forms or
ot:ier surfaces shall be thoroughly spaded so as to bring sufficient mortar to
the face of the surfaces to eliminate honey combing. lifter the concrete has
been screeded, it shall be finished as follows:
`rhe concrete shall be floated with a wooden transverse float and
the float shall be moved :forward with a combined longitudinal and
crosswise motion. The float shall be used until all free water has
been removed and the surface presents a smooth appearance. After
floating with the transverse wooden float the concrete shall then be
finished with sixteen (16) foot longitudinal float or by an approved
mechanical longitudinal float. The desired finish may be put on the
concrete by means of a hand belt, burlap or other approved methods.
The outer edge of the concrete shall be tool rounded. Before the
final finishing the concrete shall, be tested with a sixteen (16)
foot straight edge, .laid parallel to the edge of the pavement so as
to bridge any depression. Any irregularities exceeding one-eighth
(1f8) of an inch shall be corrected.
Expansion, contraction and longitudinal joints:
Place in accordance with approved plans.
- 21 -
XIV.
C,zring Concrete: Imtediately after finishing operations have been completed
t�? entire surface of the newly laid concrete shall be covered and cured by
one of the following�.methods: Cotton or jute mats, curing paper, wetted
Earth or other apprWed methods for curing concrete. The curing of concrete
shall continue for A period of at least three (3) days or longer if necessary.
Pulling Forms: A*er.the concrete has set and attained sufficient strength
the forms shall �e pulled. All honeycombs exposed by pulling the forms
shall be patc)+,.A with a cement mortar,
Backfilling: Yackfili shall be of suitable material and shall be placed and
tamped until is is. :Firm and solid. Backfilling shall 'follow immediately after
the concrete !orms have been removed.
Seasonal Lig�ts: No, concrete shall be poured on a frozen or thawing subgrade
or during.,-uniavorable weather conditions, or when the -temperature is 380 and
falling:
CONC'4.r3'£ STRUCTURES.
A. lescription, This item shall_ consist of the construction of concrete
strictures and other incidental work.
ii Materials: The cement used shall conform to the following specifications:
F',rtland Cement, A.S.T.M, Designation C-150 or later revisions thereof, and
-iiall be Type 1 or Type III.
,oncr_ete aggregates shall consist of natural, washed and screened sand, and
-77shed and screened gravel or clean crushed stone conforming to Standard
i3ications for Concrete, Aggregates, A.S.T.M. Serial Designation C-33-39
)2 7 at,_,r revisions thereof.
nmcoirit ()C do1c:!ter.ious substance shall not exceed the following:
Fine Aggregate Coarse Aggregate
C1 ay Lumps 1.001. 0,25%
Soft Fragments - 4.00
Coal and Lign.ito 0.75 0.7S
Material finer titan 200 mesh sieve 3.00 1,00
All other deleterious substances 2.00 2.00
All fine aggregate shall be free from injurious amounts or organic impurities
and when subjected to the colorimetric test for organic impurities and found
to be darker than the standard, will be rejected.
Aggregates shall_ be well graded from coarse to fine and when tested by labo-
ratory sieves shall conform to the following requirements:
Fine Aggregates Coarse Aggregates
Passing
An Sieve
- 100%
Passing
1" Sieve
- 90-100
;Ing
7,' Sieve
- 25-60
_'::sing
3/81, Sieve
10CI% -
_' '.csing
No. 4 sieve
95-100 0-10
- 22 -
Passing No, 16 sieve
Passing No. 50 sieve
Passing No. 100 sieve
Passing No. 200 Mesh not more than
Fine Aggregates Coarse Aggregates
45-80 -
10-30 -
5-15 -
3% 1/
The maximum size of coarse aggregate shall be limited to 3/4 of the minimum
clear space between reinforcing; bars and not larger than one --fifth of the
narrowest; dimensions between forms of the member for which the concrete is
to be used.
C. Reinforcing Steel: All reinforci.ng steel shall meet the Specifications
for New Billet Steel., A.S,T.M. Designation A15-30 or later revisions thereof
or Rail Steel Concrete Reinforcement Bars A.S.T.K. Designation A16-35 or
later revisions thereof. Deformation of reinforcing steel shall meet the
requirements of A.S.T.M, Specification A--305-50.
D. Water: Water for concrete shall be clean and free from alkali or other
harmful impurities. The mixer is to be equipped with a suitable water mea-
suring device so that the predetermined quantity of water may be measured
and a uniform amount used per batch.
E. Concrete - Structural: Concrete shall be composed of fine and coarse
aggregate, so graded and proportioned, and thoroughly mixed with the re-
quired cement and water, as will produce a homogeneous mixture of such qual-
ity that the concrete will conform to the design and test requirements of
this specification.
Fine and coarse aggregate shall be separately and accurately measured by
weight only when structural concrete is being poured unless otherwise di-
rected by the Engineer. Volume measurement may be used by lower grade
concrete to be used for blocking and cradle.
F. Desi n and Testing_ The concrete mix will be designed by the approved
testing laboratory with the intention of producing a structural concrete of
3000 pounds per square inch strength in 28 days. This strength shall be
checked during construe -Lion by taking a minimum of two (2) test cylinders
during each pour or a minimum of two (2) test cylinders during each twenty-
five (25) cubic yards of continuous pouring. A compressive test at seven
days, and one test at 28 days. These tests shall be conducted by an ap-
proved testing laboratory and the cost of these tests is to be borne by the
Contractor.
The following limits of slumps shall be used for control of the design and
placing of concrete:
SLUMP IN INCHES
Foundations and slabs on the ground 1 to 3 inches
Heavy slabs, beams and walls 3 to 6 inches
Thin walls 3 to 6 inches
All expense for the design of the concrete mixture and the testing of the
cylinders taken during construction will be borne by the Contractor,
- 23 -
G. Mixing;: Concrete shall be composed of Portland Cement, fine aggregate,
coarse aggregate, and water mixed in. proportions designated by an approved
private testing laboratory and in conformity with these specifications in
order to produce a concrete of the specified strengths and workability.
The laboratory will base their proportions on laboratory investigations
of the proposed materials to be used throughout the job. In no case shall
the mixing time be less than one minute.
H. Excavation: Excavation shall be done in a workmanlike manner so as .
not to interfere with or damage any other structure near the one for which
the excavation is being made. Grading shall. be true to slopes shown on
plans and as set down under the item Structural Excavation,
1. Pumping, Bailing and Draining: The Contractor shall immediately re-
move all surface or seepage water which may accumulate during the excavation
and construction work, by providing the necessary underdrains or otherwise,
and by doing the necessary pumping, bailing or draining. The Contractor
shall have available at all times sufficient equipment in proper working
order for doing the work. All water removed from the excavation shall be
disposed of in an approved manner, so as not to create unsanitary conditions,
cause injury to persons or property, damage to the work in progress, not to
interfere unduly with the progress of the work.
J. Backfill: All backfill around box culverts, bridge backwalls, retaining
walls, wings., manholes, and etc., that will be in the roadway or within three
feet of the back of curb will be of granular material. Granular material
shall be sand or mixed sand ,and gravel free from lumps, large stones, clay,
and organic materials. The granular material will be jetted, and will not
form mud or. mull. Any variation of this specification will have to have the
permission of the Engineer.
The backfill shall be brought to within one foot of the subgrade, and the
remaining will be placed in accordance with the Embankment Specifications.
No backfill shall be placed against any abutment or retaining wall or box
culvert until such structure has been in place for at least 7 days. Back-
fill placed around abutments and piers shall be deposited on both sides
to approximately the same elevation at the same time.
K. -Forms: Forms may be of metal or wood or a combination of the two and
shall �be .designed and built true to line, dimension and elevation; they
shall be rigidly braced and unyielding, and shall be so constructed that
they may be removed without injuring the concrete. if required by the Engi-.
neer, the Contractor shall submit detailed plans of the form work proposed
to be used. if such plans appear inadequate, the Engineer will recommend
to the Contractor such changes as he deems necessary. The Engineer's con-
currence shall in no way relieve the Contractor of his entire responsibility
for obtaining satisfactory results or of his responsibility for any and all
damages or injury resulting from the use of such forming plans.
All -form lumber shall be uniformly strong and sound, and for all interior
-and exposed surfaces shall be surfaced both sides and both edges and a
- 24 -
uniform thickness. Plywood or iron or steel plates on undressed lumber for
the backing will be permitted. undressed lumber may be used for backing
and for other unexposed surfaces.
Inside forms for all concrete shall be of plywood, iron or steel plates on
undressed lumber or steel sections for the backing, All bolts or rivets
heads on the side next to the concrete shall be countersunk.
All forms shall be mortar tight, and when necessary to close cracks in
timber forms, they shall be soaked with water. Provisions shall be made
for preventing the adhesion of mortar to the forms by adequately coating
the surface with approved grease or oil, by soaping or by wetting with
water immediately before placing concrete.
The interior surface of all forms shall be clean, smooth and tight, and in
such condition that the required concrete surface will be obtained. Cham-
fers and fillets shall be as directed by the Engineer. Forms used more than
one time shall be free from warps or bulges, and shall have any damaged
place properly repaired and shall be clean. Immediately preceding the plac-
ing of concrete, any dirt, shavings, sawdust, chips, water or other foreign
substance shall be removed from the forms and the Contractor shall inspect
the forms for accuracy and correctness. No wooden spreaders or other de-
vices shall be left in the forms. Should the forms show any yielding,
bulging, spreading, or otherwise become displaced from correct alignment
or position during the placing of concrete, or after, they shall immediately
and satisfactorily be corrected by adjustment or bracing, or when required
by the Engineer shall be removed in part of in their entirety and be re-
built.
L. Transporting and Placing Concrete.
the Engineer is present and until the
inspected and approved.
Concrete shall not be placed unless
forms, reinforcement, etc., have been
Concrete shall be handled to the place of final deposit in a manner to avoid
segregation, separation or loss of the ingredients, or the displacement of the
reinforcement. The arrangement and use of chutes, when necessary, shall ex-
tend as near as possible to the final place of deposit of the concrete.
Dropping of concrete a greater distance than 5 feet, or depositing a large
quantity of concrete at one point and flowing or working it along the forms
will not be permitted.
PlacinLr concrete shall be so regulated that undue pressure will not be ex-
erted against the forms. The concrete shall be consolidated into a dense
mass, and mortar shall be f1ushed to the surface of the forms by continuous
tamping, vibrator, spading and slicing. Care shall be taken to fill each
part of the forms.by depositing concrete directly as near its final location
as practicable to work the coarse aggregates back from the surface, and to
work the concrete under and around the reinforcement bars without displacing
them. After the concrete has taker its initial set, care shall be taken to
avoid jarring or placing any strain on the projecting ends of reinforcing
-bars.
25
Concrete shall be placed in continuous horizontal layers not exceeding 12
inches in thickness, unless otherwise permitted by the Engineer. The
batches of concrete in any layer and the layers of concrete in any struc-
ture or section of structure being concreted shall follow each other so
closely that each batch or layer will be placed and consolidated before the
concrete previously placed has taken its initial set.
Each layer of concrete shall be left somewhat rough in order to secure =..�.
thorough bonding with the next layer above. The top surface of layers com-
pleting the day's work, or placed just prior to temporarily discontinuing
operations, shall be left in such condition to prevent the formation of
laitance. The entire operation of depositing, consolidating and compacting
concrete shall be so conducted that the exposed surfaces will be of smooth
and uniform texture.
M. Construction Joints: Construction joints shall be placed at the lo-
cations shown on the plans, and concrete shall be poured in one continuous
operation between such construction joints; however, where work is unavoid-
ably suspended between regularly planned construction joint locations be-
fore the concrete shall have taken its initial set, then a construction
joint located and formed in a manner satisfactory to the Engineer shall be
placed. Keys of the depth and width shown on the plans shall be formed by
imbedding water soaked wooden strips in the soft concrete and removing them
after the concrete has hardened. When keys for joints not shown on the plans
are required, they shall not be leveled off, but shall be left somewhat
rough. Forms which have spread away from the concrete already in place
shall be drawn back tightly against the concrete before placing fresh con-
crete. Upon resuming concreting, the surface of the concrete previously
placed shall be thoroughly cleaned of all dirt, scum, laitance or other
inert materials, using a stiff wire brush, or by other means approved by
the Engineer. Immediately preceding the placing of fresh concrete, the
surface of the concrete previously placed shall be thoroughly washed with
clean water and covered with a substantial coating of cement mortar of the
same mixture used in the concrete. All measures necessary shall be taken
by the Contractor to secure a good bond in the concrete at construction
joints.
N. Placing Co*:rete: All, concrete not placed as herein specified within
30 minute.2 after Mixing clhall be rejected and shall be disposed of by the
Contractor. Except upon specific written authorization by the Engineer,
concrete shall not be placed when the temperature is below 40 degrees F.
and falling; but it may be placed when the temperature is above -35 degrees
F. and riEJ_ng, the tomperature being taken in the shade and away from arti-
ficial hear o�: as directed by the Engineer.
0. Removal of Forms: Forms shall not be removed without the approval of
the Engineer, and such removal shall be carried out in a manner to insure
the complete safety of the structure. In general, forms for the several
classes of work'aisted herein below shall remain in place, after the con-
crete has been placed, until the concrete has attained the following com-
pressive strengtb in pounds per square inch:
Bottom Forms of Concrete Slabs Twelve hundred Pounds
Side Formh of Wall, Beams & Girders Eight Hundred Pounds
The Contractor shall be responsible for all damage caused by the removal
of forms.
- 2u --
P. Curing Concrete: Careful attention shall be given to the proper curing
of all concrete. The Contractor shall inform the Engineer fully as to the
methods and procedures proposed for curing; shall provide the proper equip-
ment and material in adequate amounts; and shall have approval of the meth-
ods, equipment and material proposed prior to placing concrete.
Inadequate curing facilities or lack of attention to ttLe proper curing of -
concrete, shall be cause for the Engineer to stop all construction on the
job, until approved.curing is provided.
All concrete shall he cured for a period of 4 curing days. A curing day is
defined as a calendar day on which the temperature, taken in the shade away
from artificial heat is above 500 F. for at least 19 hours.
The following methods are permitted for curing concrete:
1. Form Curing
2. Slater Curing
a. Wet material
b. Water spray
c. Ponding
3. Membrane curing
Q. Surface Finish: Each and every part of the concrete work shall be care-
fully, thoroughly and neatly finished. Immediately after removal of forms,
all surfaces, whether or not they will be exposed, shall have all honeycombed
areas cut out and replaced or pointed up as required by the Engineer. All
rough spots and holes shall be carefully pointed up with cement mortar of
the same mixture as that used in the concrete. All bolts, wires or other
devices used to hold the forms�in place, and which pass through or protrude
from the concrete, shall be cut off flush with the concrete surface, and on
the surface to be exposed, the wire shall then be driven back one (111) inch
from the surface and shall be pointed over with mortar as described above.
All concrete surfaces which shall be exposed upon completion of the project
shall be finished with a carborundum stone, and prior to final acceptance
it will be refinished as required by the Engineer.
R. Reinforcement: This work consists of metal reinforcement of the type,
shape, size and grade required, furnished and placed as specified herein and
as shown on the plans.
Reinforcement bars preferably shall be cut and bent in the shop before de-
livering to the work. Cutting and bending in the field shall be done with
the utmost care; all field bending shall be done cold.
Reinforcement bar laps shall be as shoini on the plans, and where not shown
they shall equal 30 times the bar diameter; hooks and bends shall be made
as shown on the plans, and where dimension of hooks is not shown, the dia-
meter of the hooks shall equal 6 times the bar diameter.
- 27
Men placed in the work, reinforcement shall be free from dirt, mill scale,
dust, grease, oil or other foreign matter. The reinforcement shall be sup-
ported and tied in place, using approved methods so that it will not become
displaced during the placing and compacting of concrete. The placing of
parallel bars shall not be less than 3 bar diameters, center to center, with
a minimum clearance between bars of 2 inches and the distance from the cen-
ter of bars to surface of concrete shall not be less than 2 bar diameters
with a minimum clear covering of one inch, unless otherwise shown on the
plans. Bars in footing shall have a minimum clear cover of 21, inches, un-
less otherwise shown on the plans. The placing and securing of reinforce-
ment in any section of the work shall be approved by the Engineer before
any concrete is deposited in the section. In the event of any displacement
of reinforcement from its proper position during the concreting operation
or from any cause whatsoever, it shall be immediately replaced and secured
to its original position, All reinforcement shall be furnished in the full
lengths indicated on the plans. No splicing of bars, except where shown on
the plans, shall be done without approval by the Engineer; splices shall not
be less than 30 bar diameters in length and shall be placed at a section
which will provide a minimum distance of 2 inches between the splices and
the nearest adjacent bar on the.surface of the concrete; no splices will be
permitted at points where the section is not sufficient to provide the min-
imum clearance herein required. No substitution of reinforcement shall be
made except upon written permission of the Engineer.
X7. REINFORCER CONCRETE PIPE
A. Description: 'These specifications shall govern for the furnishing and
placing of reinforced concrete pipe. The pipe shall be installed in accord-
ance with the requirements.of these specifications, to the line and grades
shown on the plans, and shall be of the classes, sizes, and dimensions shown
thereon: The installation of pipe shall include all joints or connections
to new or existing pipes, manholes, catch basins, headwalls, etc., as may be
required to complete the wort:.
B. Materials: Materials, manufacture, and design of pipes shall be as pre-
scribed in the current standard specifications for "Reinforced Concrete Cul-
vert, Storm Drain and Sewer Pipe," ASPI Designation C -76-57T and in the
additional provisions contained herein. All pipe shall be machine made.
Pipe shall be substantially free from :fractures, large or deep cracks,
lanunations, and surface roughness. The planes of the ends of the pipe
shall be perpendicular to the longitudinal axis. The ends of the pipe
shall be of such design that when laid, the pipe sections will form a con-
tinuous conduit with a smooth and uniform interior surface.
The following shall be clearly stencilled on the pipe:
a. The pipe class.
b. The elate of manufacture.
C. The name or trade --marls of the manufacturer.
d. Elliptical pipe with circular reinforcing and circular
pipe with elliptical reinforcing shall have the word "top„
- 28 -
or "bottom" placed on the inside of the pipe at the correct
place to indicate the proper position when laid.
e. Inspector's identification mark.
The pipe shall be subject to rejection because of failure to meet any of
the specification requirements or any of the following conditions:
1. Fractures or cracks passing through the shell, except
that a single end crack that does not exceed the depth
of the joint shall not be cause for rejection. If a
single end crack that does not exceed the depth of the
joint exists in more than 10 per cent of the pipe, how-
ever, the defective pipe shall be rejected.
2. Defects which indicate imperfect placing, mixing and
curing of the concrete.
3. Spalls deeper than one -halm the depth of the joint or
extending more than 4 inches around the circumference.
If spalls not deeper than one-half of the depth of the
Joint or extending nor more than 4 inches around the
circumference exist in more than 10 per cent of the
pipe, however, the defective pipe shall be rejected.
4. Exposure of the reinforcement when such exposure would
indicate that the reinforcement is misplaced.
S. The complete absence of distinct web --lake markings,
which is indicative of a possible deficiency of water
in the concrete mix, from the external surface of the
pipe made by any process in which the forms are removed
immediately after the concrete has been placed.
All rejected pipes shall be plainly marked by the Engineer and shall be
replaced by the Contractor with pipes which meet the requirements of these
specifications. Such rejected pipes shall be immediately removed from the
site of the work.
C. Pipe Excavation: All excavation shall be in accordance with the re-
quirements of Sections IV and V. Mien pipes are laid in a trench, the
trench when completed and shaped to receive the pipe, shall be of suffi-
cient width to provide free working space for satisfactory bedding and
jointing and thorough tamping of the backfill and bedding material under
and around the pipe. The Contractor shall make such temporary provision
as may he necessary to insure adequate drainage of the trench and bedding
during the construction operation.
The pipe shall be bedded in a :foundation of granular material. The ma-
terial shall be sand or mixed sand and gravel free from lumps, large stones,
clay, etc. The granular material shall have a thickness of 3 inches under
the pipe. Where rock, in either .ledge or boulder formation is encountered
it shall be removed below grade and replaced with suitable materials in such
manner as to provide a compacted earth cushion having a thickness under the
pipe of not less than one --half inch per foot height of fill over the top of
- 29 -
the pipe, with the minimum allowable thickness of eight inches. Where the
soil encountered at the established grade is a quicksand, much., or similar
unstable material, unless other special construction methods are called for
on the plans or in special provisions, such unstable soil shall be removed
and replaced in accordance with the requirements of Section TV.
D. Laying Pipe: Unless otherwise authorized by the Engineer, the laying
of pipes on the prepared foundation shall be started at the outlet and with
the spigot or tongue ends pointing in.the direction. of flow and shall pro-
ceed toward the inlet end with the abutting sections properly matched, true
to the established lines and grades. Proper facilities shall be provided
for hoisting and lowering the section of pipe into the trench without dis-
turbing the prepared foundation and the sides of the trench. The ends of
the pipes shall be carefully cleaned before the pipes are placed. As each
length of pipe is laid, the mouth of the pipe shall be protected to prevent
the entrance of earth or bedding material. The pipes shall be fitted and
matched so that when laid in the bed they shall form a smooth uniform con-
duit. When elliptical pipe with circular reinforcing or circular pipe with
elliptical reinforcing is used, the pipe shall be laid in the trench in such
a mannek that the markings "top'' or 'bottom=', as prescribed in Subsection B
above, will be.in correct position.
Multiple installations of reinforced concrete pipe shall be laid with the
center lines of individual barrels parallel. When not otherwise indicated
on plans, the following clear distances between outer surface of adjacent
pipes shall be maintained:
Diameter of Pipe
Clear Distance
Between Pi es
18"
Of
- 9'.1
24"
0 T
_ ills
30TT
11
- lit
361T
1T
_ 311
42"
11
_ sit
481T
it
- lit
54"
11 .
- 11l'
6011 to 84i'
21
- 0' 1
Diameter of Pipe
Clear Distance
Between Pie & Trench Wall
18" 91' on Both sides
24" 91' on Both sides
30TT 91' on Both sides
36" 1/3" Diameter of Pipe on both
sides
3o -
Diameter of Pipe Clear Distance Between Pipe & Trench Stall
42"
1/311
Diameter
of
Pipe
on Both
Sides
48"
1/311
Diameter
of
Pipe
on Both
Sides
54"
1/3-�
Diameter
of
Pipe
on Bath
Sides
6011 to 8411
1/3t1
Diameter
of.
Pipe
on Both
Sides
E. Jointing: All pipe shall be closely jointed and sealed with staff mor-
tar, composed of one part Portland cement and two parts sand, so placed as
to form a durable watertight joint. The ends of the pipe shall be Thoroughly
cleaned and wetted before making the joint. After any section of pipe is
laid and before any succeeding section is laid, the lower half of the bell
of the pipe last laid shall be thoroughly plastered by troweling on an even
layer of mortar. The spigot end of the next section of pipe shall then be
inserted, holding it as high as possible unzi.l it is fully inserted and then
lowering it gently on the mortar. After the section is laid and uniformly
matched and the sections have been fitted as close as the construction of
the pipe will permit, the lower half of the inner circumference of the joints
of pipe over 18 inches in diameter shall be sealed and packed with mortar
and finished smooth and even with the adjacent sections of pipe. Before
this mortar has attained initial set, additional mortar shall then be ap-
plied from the outside and forced into the unfilled portion of the bell or
groove to fill completely the annular space around the spigot or tongue,
For bell and spigot pipe, a bead shall be formed on the outside by troweling
on mortar downward at an angle of 45 degrees from the outer edge of the bell
to the spigot of the last laid section. For tongue and groove pipe, a 'bead
shall be formed extending at least one -inch on either side of the joint and
of approximately semi --circular cross-section or triangular cross-section.
If the triangular cross-section is used, it.shall be formed by placing the
mortar at approximately 4S degrees outward from the extreme edges of the
bead.
All pipe joint surfaces from 27 -inches up through 84 -inches, will be wiped
oil the inside. 'the outside surface of the joint need not be wiped. For
pipes too small to permit finish of the inside surface of the joint, a tight
stone of burlap or other equivalent materials shall be dragged through the
pipe past the new joint to remove any fins of mortar. Special care shall be
exercised in pl�ci.ng adjacent pipe sections to avoid movement of the pipe in
place and the breaking of the mortar bond at completed joints. After the
initial set, the mortar on the outside shall be protected from air and sun
with a thoroughly wetted earth or burlap cover or acceptable equivalent,
which shall be kept wet for a minimum of 48 hours or until the backfill has
been completed. 'No jointing shall be done when the atmospheric temperature
is at or below 40 degrees F. and when necessary, because of a sudden drop
in temperature, joints shall be protected against freezing for at least 24
hours.' After placing, any pipe which is not in true alignment or which
shows any undue settlement after laying or is damaged, shall be taken up
and relaid or replaced without extra compensation.
- 31
XVI
F. Joints and Curves: Pipe to be placed along curves shall consist of
whatever pipe joint lenghths or beveled and joints of pipe, or combination
thereof that are required to place the pipe on the designated center line
curve with no more than one-half of the tongue length of the ,pipe exposed
from its normal fully closed joint position. The amount of bevel, "drop",
or shortening of the pipe joint length by the bevel shall not exceed the
amount shown below for the pipe sizes indicated:
Pipe Diameter (I. D.)
From
12"
to
27"
inch
inclusive
From
30"
to
51"
inch
inclusive
From
54"
to'
84"
inch
inclusive
Maximum Amount of Bevel or Drop
2 inches
3 inches
4 inches
C. Backfilling: As soon as practicable, all spaces excavated under this
specz ica ion, and not occupied by the permanent structure shall be back-
filled. Backfill material shall be free from lumps, wood, or other extra-
neous material. After the bedding has been prepared, the pipes installed
as required, the mortar joints have had sufficient time to set up and are
not subject to damage during backfilling, selected grandular materials
shall be placed along both sides of the pipe equally, in uniform layers
not exceeding 2 feet in depth (loose measurement), wetted and thoroughly
compacted so that each side of the pipe there shall be a berm of thoroughly
compacted material at least as wide as the external diameter of the pipe,
except insofar as undisturbed material obtrudes into the area. Backfilling
shall be continued in this matter to within 1.2 inches of the subgrade.
Special care shall be taken to secure thorough compaction of the material
placed under the haunches of the pipe. In the case of embankments, the
remainder of the fill above the top of the pipe shall be placed in accord-
ance with the provisions for placing roadway embankment as prescribed in
the pertinent specifications included in these specifications. No con-
struction traffic will be permitted to cross any pipe culvert or sewer un-
til the specified minimum depth of fill above the pipe has been placed and
consolidated in accordance lvith these provisions.
H. End Finish and Connections: The upstream ends of culverts shall be
formed to a smooth roan ed lip entrance by filling the recess in the bell
With joint mortar which shall be placed and cured in accordance with the
Provisions for jointing in these specifications. Where new culverts are
constructed as extensions to culverts or sewers in place, the construction
shall include all wort: necessary to provide a proper connection between the
new structure and the old as indicated on the plans.
I. Minimum Fill: The minimum fill from the crown of the roadway to the
top of Te pipe shall be 18 inches unless otherwise shown on the plans.
LINED CHANNELS.
A. Description: These specifications shall govern the furnishing of all
materials and labor for construction of concrete channel lining where in-
dicated on the plans. This specification includes the excavation for chan-
nels in accordance with these specifications.
- 32 -
B. Materials: Lined channels shall be constructed of 5-' thickness Port-
land cement concrete made from materials and constructed in accordance
with Section XIV. of these specifications and having a compressive strength
of not less than 8000 pounds per square inch at 28 days.
C. Standard Details: Lined channels shall be built according to the di-
mensions shown on the plans and in accordance with standards for typical
detail of concrete flume and ditch lining of the City of Hurst. Lining
shall have minimum thickness of 5" and maximum side slopes of 1 to 1.
Lining shall be reinforced with 6x6x6 wire mesh, or 3/8" steel on 1 foot
centers.
D. Excavation: Excavation shall be made to the required depth and of
sufficient width to construct the work to grade, form and dimensions.
All sort and yielding or other unsuitable and unstable materials shall be
removed and replaced with acceptable materials; the subgrade then shall be
compacted to the satisfaction of the Engineer. The subgrade shall be wet-
ted before any concrete is placed. No undercutting of the subgrade will
be permitted. Where subgrade is undercut, the space between the bottom
of the forms and the subgrade will be filled either with field sand or
concrete and compacted.
E. Forms: The forms shall be of wood or metal, straight and free from
warp, and of sufficient strength to resist springing during the process
of depositing; and compacting the concrete. Straight forms of wood shall
be 2 -inch nominal thickness surfaced plank, or of metal of an approved
section with a flat surface on top and bottom. Forms for use on radii may
be of flexible wood or metal, The forms shall be of a depth equal to the
depth of the concrete section in which they are in contact, and so de-
signed as to permit secure fastening together in correct position. Forms
shall be securely staked, braced, and firmly held to the required line and
grade. All forms shall be cleaned thoroughly and wetted before the con-
crete is placed against them.
F. Reinforcement: Wire mesh or steel shall consist of sheets of the di-
mensions as specified or as shown on the plans. The size and spacing of
the wires or steel shall conform to the details. Wire mesh shall be placed
as shown on the plans; it shall not be bent at right angles to the forms.
A minimum lap of six (6) inches shall be used at all splices. Reinforce-
ment shall be properly supported to maintain its position equidistant from
top and bottom surface of the slab.
G. Concreting. No concrete shall be placed unless the subgrade, forms and
reinforcement, if required, have been checked and approved by the Engineer.
Concrete shall be deposited on a moist subgrade. During placing, the con-
crete shall be thoroughly spaded next to the forms, and shall be carefully
tamped, using an approved tamper until a uniform dense concrete is obtained.
After the concrete has been placed, compacted and shaped to conform to the
dimensions shown on the plans and after it has set sufficiently to avoid
slumping, the surface shall be finished with a wooden float to secure a
smooth surface and broomed.
- 33
XVII.
XVIII.
Channel lining shall be poured in sections of lengths indicated on the
plans with maximum spacing between expansion joints of 80'--011. At ex-
pansion joints the joint shall be 3/4" wide filled with bituminous fill-
er and No. 3 asphalt coated dowel bars 21-0" long on 18" centers shall
be installed at the joint with a 1/2" round dowel sleeve 5" in length
at the asphalt coated end of the dowel.
Sleep holes shall be provided on each nide of lined channels at 101-0"
center to center with 3 cubic feet of coarse gravel as a pocket at each
hole, or as directed by the Engineer.
I{. Curin Curing shall be accomplished as specified in Section XIV.
USE OF EXPLOSIVES.
Should the Contractor elect to use explosives in the prosecution of the
work within the Town of Westlake, they shall obtain a permit from the Town
Secretary's office, as required by the Town Code.
PROTECTION OF UTILITIES.
Where new or old utilities are adjacent to or in line of the work, and
which will not be removed, the Contractor shall protect such utilities as
necessary. And if in the opinion of the Engineer such utilities would be
damaged by the machinery, hand excavation may be required. The Contractor
shall be responsible for all damages to utilities that have been put in
prior to his moving onto the job site.
34