ORD 1991-01HORDINANCE 91--01 H
TOWN OF TROPHY CLUB, TEXAS
ORDINANCE NO. 91- 01 H
AN ORDINANCE OF THE TOWN OF TROPHY CLUB, TEXAS AMENDING
ORDINANCE NO. 91-01, THE SAME BEING THE COMPREHENSIVE
ZONING ORDINANCE OF THE TOWN, AS FOLLOWS: AMENDING THE
SITE PLAN REQUIREMENTS IN THE R-15, R-12, R-11, R-10, R-9, R-8, R -
FAIRWAY VILLAGE, R -TWENTY 1N TROPHY, R -OAK HILL, R -OAK HILL
PATIO, AND R -SUMMIT SINGLE FAMILY DISTRICTS BY REQUIRING A
SITE PLAN IN THOSE DISTRICTS FOR NON-RESIDENTIAL USES ONLY;
PROVIDING THAT A RESIDENTIAL STRUCTURE WITH MORE THAN
ONE STORY MAY INCLUDE THE GARAGE AREA IN CALCULATING
THE FIRST -FLOOR MINIMUM SQUARE FOOTAGE IN THE R-15, R-12, R-
11 AND R-10 SINGLE FAMILY DISTRICTS; AMENDING THE SIDE YARD
REQUIREMENTS IN THE R-15, R-12, R-11, R-10 AND R-9 SINGLE
FAMILY DISTRICTS BY ESTABLISHING A MINIMUM DISTANCE
BETWEEN STRUCTURES ON CONTIGUOUS LOTS WITH FLEXIBILITY
IN THE WIDTH OF THE SIDE YARD; REQUIRING A GARAGE WITH
MINIMUM INTERIOR MEASUREMENTS OF 21 BY 22 FEET IN THE R -
FAIRWAY VILLAGE, R -TWENTY IN TROPHY, R -OAK HILL, R -OAK HILL
PATIO, AND R -SUMMIT SINGLE FAMILY DISTRICTS, AND PROVIDING
THAT THE REQUIREMENTS FOR DETACHED GARAGES IN SECTION 35
(ACCESSORY USES AND STRUCTURES) APPLY TO THE SAID ZONING
DISTRICTS AND TO THE R-8 SINGLE FAMILY RESIDENTIAL DISTRICT;
REQUIRING CERTAIN OFF-STREET PARKING REQUIREMENTS IN THE
MH -HUD CODE MANUFACTURED HOME AND INDUSTRIALIZED
HOUSING DISTRICT, INCLUDING A GARAGE WITH MINIMUM
INTERIOR MEASUREMENTS OF 21 BY 22 FEET; PROVIDING A ONE (1)
YEAR TIME LIMIT WHERE A CONDITIONAL USE PERMIT IS GRANTED;
AMENDING SECTION 37 BY DELETING THEREFROM THE AVERAGE
CALCULATION FOR IMPROVED AREAS; PROVIDING A SEVERABILITY
CLAUSE; PROVIDING A SAVINGS CLAUSE AND THAT ALL OTHER
ORDINANCES IN CONFLICT HEREWITH ARE REPEALED TO THE
EXTENT OF SUCH CONFLICT; PROVIDING AN EFFECTIVE DATE.
WHEREAS, the Town Council of the Town of Trophy Club, Texas (the "Town"), in
accordance with a Comprehensive Plan, heretofore adopted a Comprehensive Zoning Ordinance
for the Town, the same being Ordinance No. 91-01 of the Town (the "Comprehensive Zoning
Ordinance"); and
WHEREAS, the Town Council is, pursuant to Chapter 211, Tex. Loc. Gov. Code
(Vernon), as amended, authorized and empowered to amend the Comprehensive Zoning
Ordinance; and
WHEREAS, the Town Council has adopted and approved this Ordinance amending the
Comprehensive Zoning Ordinance taking into consideration the character of each district and its
peculiar suitability for particular uses, with a view of conserving the value of buildings and
-I-
encouraging the most appropriate use of land in the Town; and
WHEREAS, the Town Council hereby finds that the adoption of this Ordinance promotes
the health and general welfare of the citizens of the Town; and
WHEREAS, public notice of a meeting to consider changes to the Comprehensive Zoning
Ordinance were given in compliance with State law and the said Ordinance, which notice
provided for a hearing to be conducted on July 7, 1994 on which date the said public hearing
was continued by both the Town Planning and Zoning Commission and Town Council to a date
certain, the matter coming on for public hearing on July 7, 1994; and
WHEREAS, after considering the information submitted at the said public hearing and
all other relevant information and materials, the Planning and Zoning Commission of the Town
has recommended to the Town Council the adoption of the amendments to the Comprehensive
Zoning Ordinance as set forth in this Ordinance; and
WHEREAS, after due deliberations and consideration of the recommendation of the
Planning and Zoning Commission and the information and other materials received at the public
hearings, the Town Council has concluded that the adoption of this Ordinance is in the best
interests of the Town of Trophy Club, Texas and of the public health, safety and welfare.
NOW, THEREFORE, BE IT ORDAINED BY THE TOWN COUNCIL OF THE TOWN
OF TROPHY CLUB, TEXAS:
Section 1. Incorporation of Preamble. That the above and foregoing preamble is true
and correct and is incorporated into the body of this Ordinance as if copied herein in its entirety.
Section 2. Amendments to Comprehensive Zoning Ordinance. Ordinance No. 91-01 of
the Town, the same being the Town's Comprehensive Zoning Ordinance, is hereby amended in
the following particulars, and that all other Articles, chapters, sections, subsections, paragraphs,
sentences, phrases and words are not amended but are hereby ratified, verified, approved and
affirmed:
A. Section 14 (R-15 Single Family Residential District) shall be amended by amending
paragraphs D.2, F.4, and F.7 thereof so that they shall hereafter read as follows:
"D.2. Site Plan: A Site Plan for all non-residential uses has been approved
meeting the conditions as provided in Section 41, Site Plan Requirements."
"F.4. Minimum Floor Area........... The minimum square footage of a dwelling
unit, exclusive of garages, breezeways an
porches, shall be 2,500 square feet.
Residences with more than one (1) story
shall have a minimum first floor area of
2,000 square feet Lincluding garage area)"
"F.7. Width of Side Yardel, a minimum of twelve and one-half (12.5)
44e feet-, provided,_ however, that if the distance
-2-
between buildings and structures on
contiauous lots remains a minimum of 25
feet the width of the side yard on one side
may be reduced to not less than 7.5 feet"
B. Section 15 (R-12 Single Family Residential District) shall be amended by amending
paragraphs D.2, F.4, and F.7 thereof so that they shall hereafter read as follows:
"D.2. Site Plan: A Site PIan for all non-residential uses has been approved
meeting the conditions as provided in Section 41, Site Plan Requirements."
"F.4. Minimum Floor Area........... The minimum square footage of a dwelling
unit, exclusive of garages, breezeways and
porches, shall be in accordance with the
following:
Type of Structure
One story residence
One and one-half story
or two story residence
Residence on corner lot
Golf Course Lots All Other Lots
2,500 2,000
2,500* 2,000*
2,500* 2,500*
*Those residences with more than one (1) story shall have a minimum first floor
area of 2,000 square feet (including, garage„a;rea)”
"F.7. Width of Side Yard
side
a minimum of ten (10) feet, provided,
however ._.... that if the distance between
buildin s and structures on contiguous lots
remains a minimum of 20 feet the width of
the side Lard on one side may be reduced to
not less than 5 feet"
C. Section 16 (R-11 Single Family Residential District) shall be amended by amending
paragraphs D.2, F.4, and F.7 thereof so that they shall hereafter read as follows:
"D.2. Site Plan: A Site Plan for all non-residential uses has been approved
meeting the conditions as provided in Section 41, Site Plan Requirements."
"F.4. Minimum Floor Area........... The minimum square footage of a dwelling
unit, exclusive of garages, breezeways and
porches, shall be in accordance with the
following:
Type of Structure
One story residence
Golf Course Lots
2,500
-3-
All Other Lots
2,000
One and one-half story 2,500* 2,000*
or two story residence
Residence on corner lot 2,500* 2,500*
*Those residences with more than one (1) story shall have a minimum first floor
area of 2,000 square feet (including garage area)"
"F.7. Width of Side Yardmen
side
a minimum of ten (10) feet: provided,
however, that if the distance between
buildings and structures on contiguous lots
remains a minimum of 20 feet the width of
the side yard on one side may be reduced to
not less than 5 feet"
D. Section 17 (R-10 Single Family Residential District) shall be amended by amending
paragraphs D.2, F.4, and F.7 thereof so that they shall hereafter read as follows:
"D.2. Site Plan: A Site Plan for all non-residential use has been approved
meeting the conditions as provided in Section 41, Site PIan Requirements."
"F.4. Minimum Floor Area........... The minimum square footage of a dwelling
unit, exclusive of garages, breezeways and
porches, shall be in accordance with the
following:
Type of Structure
One story residence
One and one-half story
or two story residence
Residence on corner lot
Golf Course Lots All Other Lots
2,250 2,000
2,250* 2,000*
2,250* 2,250*
*Those residences with more than one (1) story shall have a minimum first floor
area of 1,800 square feet {including_ garage area)"
"F,7. Width of Side Yard -fin- n
Side
a minimum of ten (10) feet, provided,
however. that if the distance between
buildings and structures on contiguous lots
remains a minimum of 20 feet the width of
the side yard on one side may be reduced to
not less than 5 feet"
E. Section 18 (R-9 Single Family Residential District) shall be amended by amending
paragraphs D.2, and F.7 thereof so that they shall hereafter read as follows:
-4-
"D.2. Site Plan: A Site Plan for all non-residential uses has been approved
meeting the conditions as provided in Section 41, Site Plan Requirements."
"17.7. Width of Side Yard—,-on-eaeh
Side
a minimum of seven and one-half (7.5) feets
provided. however, that if the distance
between buildings and structures on
contiguous lots remains ,a minimum of 15
feet the width of the side yard on one side
may be reduced to not less than 5 feet"
F. Section 19 (R-8 Single Family Residential. District) shall be amended by amending
paragraph D.2 thereof so that it shall hereafter read as follows:
"D.2. Site Plan: A Site Plan for all non-residential uses has been approved
meeting the conditions as provided in Section 41, Site Plan Requirements."
G. Section 20 (R -Fairway Village Single Family Residential District) shall be amended
by amending paragraphs D., G. and H. thereof so that they shall hereafter read as follows:
"D. Plan Requirements: No application for a building permit for the
construction of a building or structure shall be approved unless a plat has been
recorded in the official records of the County in which the property is located.
A Site Plan for all non-residential uses must be provided meeting the conditions
g&provided in Section 41 Site Plan Requirements."
"G. Off -Street Parking: Provisions for the parking of motor vehicles
atitafflebile on paved surfaces shall be allowed as an accessory use provided that
such shall not be located on a required front yard, ex. ceotwith the exeeption e
being that a circular drive may be located in the front yard. Parking within a
circular drive shall be temporary and may not include the permanent parking of
any vehicle, including recreational vehicles,ah or a -Y vehicles in a
state of disrepair. Off-street parking shall be provided in accordance with the
provisions of Section 47, Off -Street Parking Requirements, and all other
applicable ordinances of the Town. EveEy residence shall have a garage which
shall have a minimum interior measurement of 21 by 22 feet."
"H. Garages: Attached and detached garages shall not face a golf course.
Detached garages shall comply with Section 35 AccessoU Uses and Structures."
H. Section 21 (R -Twenty In Trophy Single Family Residential District) shall be
amended by amending paragraphs D., G. and H. thereof so that they shall hereafter read as
follows:
"D. Plan Requirements: No application for a building permit for the
construction of a building or structure shall be approved unless a plat has been
recorded in the official records of the County in which the property is located.
A Site Plan for all non-residential uses must be provided meeting, the conditions
as provided in Section „41, Site Plan Requirements."
-5-
"G. Off -Street Parking: Provisions for the parking of motor vehicles
automobiles on paved surfaces shall be allowed as an accessory use provided that
such shall not be located on a required front yard, extentwith the exeeptien e
beixg that a circular drive may be located in the front yard. Parking within a
circular drive shall be temporary and may not include the permanent parking of
an vehicle including recreational vehicles, ethe - ;,,-ehieles or any vehicles in a
state of disrepair. Off-street parking shall be provided in accordance with the
provisions of Section 47, Off -Street Parking Requirements, and all other
applicable ordinances of the Town. Every residence shall have ,a -garage which
shall have a minimum interior measurement of 21 h -22 feet."
"H. Garages: Attached and detached garages shall not face a golf course,
r
Detached -g_araces shall comply_Section 35. Accessory Uses and Structures."
with
1. Section 22 (R -Oak Hill Single Family Residential District) shall be amended by
amending paragraphs D., G. and H. thereof so that they shall hereafter read as follows:
'1D. Plan Requirements: No application for a building permit for the
construction of a building or structure shall be approved unless a plat has been
recorded in the official records of the County in which the property is located.
A Site Plan for all non-residential uses must be provided meeting the conditions
as provided in Section 41, Site Plan Requirements."
"G. Off -Street Parking: Provisions for the parking of motor vehicles
auternabiles on paved surfaces shall be allowed as an accessory use provided that
such shall not be located on a required front yard, ex. centwith the exeeptiefi a
beim that a circular drive may be located in the front yard. Parking within a
circular drive shall be temporary and may not include the permanent parking of
any vehicle,_ including recreational vehicles, other- vehiele or any vehicles in a
state of disrepair. Off-street parking shall be provided in accordance with the
provisions of Section 47, Off -Street Parking Requirements, and all other
applicable ordinances of the Town. Every_ residence shall have a garage. which
shall have a minimum_ interior measurement of 21 by 22 feet."
"H. Garages: Attached and detae ed garages shall not face any public
dedicated right-of-way or a golf course. Detached garages shall. comply with
Section 35. Accessory Uses and Structures."
J. Section 23 (R -Oak Hill Patio Single Family Residential District) shall be amended by
amending paragraphs D., G. and H. thereof so that they shall hereafter read as follows:
"D. Plan Requirements: No application for a building permit for the
construction of a building or structure shall be approved unless a plat has been
recorded in the official records of the County in which the property is located.
A Site Plan for all non-residential uses must be provided meeting the conditions
as provided in Section 41, Site Plan Requirements
"G. Off -Street Parking: Provisions for the parking of motor vehicles
autei:nebiles on paved surfaces shall be allowed as an accessory use provided that
0
such shall not be located on a required front yard, exceptwith the emeeptien e
being that a circular drive may be located in the front yard. Parking within a
circular drive shall be temporary and may not include the permanent parking of
any vehicle including -recreational vehicles, R*'»r- UP];veltieles or aay vehicles in a
state of disrepair. Off-street parking shall be provided in accordance with the
provisions of Section 47, Off -Street Parking Requirements, and all other
applicable ordinances of the Town. Every residence shall have a _garage which
shall have a minimum interior measurement of 21 by 22 feet."
"H. Garages: Attached and detached garages shall not face a golf course.
Detached garages shall comply with Section 35 Accessory Uses and Structures."
K. Section 24 (R -Summit Single Family Residential District) shall be amended by
amending paragraphs D., G. and H. thereof so that they shall hereafter read as follows:
"D. Plan Requirements: No application for a building permit for the
construction of a building or structure shall be approved unless a plat has been
recorded in the official records of the County in which the property is located.
A Site '
Plan for all non-residential uses must be provided meeting, the- conditions
as p1ovided in Section 41 Site Plan Re uirements."
"G. Off -Street Parking: Provisions for the parking of motor vehicles
Etuterflebiles on paved surfaces shall be allowed as an accessory use provided that
such shall not be located on a required front yard, except with the exeepfion-af
being that a circular drive may be located in the front yard. Parking within a
circular drive shall be temporary and may not include the permanent parking of
any_ vehicle, including recreational vehicles, oth-ef , -phiel s or my vehicles in a
state of disrepair. Off-street parking shall be provided in accordance with the
provisions of Section 47 -37, Off -Street Parking Requirements, and all other
applicable ordinances of the Town. Every residence shall have a garage which
shall have a minimum interior measurement of 21 by 22 feet."
"H. Garages: Attached and detached garages shall not face a golf course.
Detached garages shall comply with Section 35 Accessory Uses and Structures."
L. Section 25 ("MH" HUD -Code Manufactured Home and Industrialized Housing
District) shall be amended by amending paragraphs N. and O. thereof so that they shall hereafter
read as follows:
N. Off -Street Parking: Provisions for the Varking of motor vehicles on paved
„
surfaces shall be allowed as an accessory use provided that such shall not be
located on a required front yard, except that a circular drive may be located in
the front yard. Parking within a circular drive shall be temporgU and may not
include the.permanent parkin g, of any vehicle, ncluding recreational vehicles, or
. _ i,,,
any vehicle in a state of disrepair. Off-streetap rking shall be provided in
accordance with the provisions of Section 47 -Off -Street Parking_ Requirements,
and all other a licable ordinances of the Town. EveEy residence shall have a
Rarage or.carport which shall have a minimum._ interior measurement of 21 by 22
feet.
-7-
"O. Garages: Attached wid demehed garages shall not face any public
dedicated right-of-way or golf course. Detached garages shall comply with
Section 35 Accessory Structures and Uses."
M. Section 35 (Accessory Structures and Uses) shall be amended by amending
paragraph G. thereof so that it shall hereafter read as follows:
"G. Garage Requirements: A detached garage permitted as an accessory use
in a residential district shall be a minimum interior dimension of 21 by 22 feet,
and shall be constructed so as to accommodate the enclosed parking of at least
two automobiles. In addition, all detached garages shall be located at least forty-
five (45) feet from the from property line of a residential lot. This .,..b, eefi, n
Twenty in Tfe-phy, R Oak 14M, R Gak- Hill Patio, afid R Sufflfflit of this
di
N. Section 37 (Required Yards) shall be amended by deleting in its entirety paragraph
B. ("Average Calculation for Improved Areas") and by relettering paragraph C. as paragraph
B.
O. Section 38 (Projections Into Required Yards) shall be amended by amending
paragraph C. thereof so that it shall hereafter read as follows:
"C. Patios and 9perr porches may be located no closer than five (5) feet to any
side yard property line nor closer than ten (10) feet to the rear property line
unless approved by the Town Zoning Administrator designer-. In the case of a
corner lot, patios or porches shall be subject to the regular street side yard
requirements of the district."
P. Section 42 (Conditional Uses) shall be amended by amending paragraph L. thereof
so that it shall hereafter read as follows:
"L. Period of Validity: No conditional use permit shall be valid for a period
longer than one (1) year from the date on which the Town Council grants the
conditional use unless within such one (1) year _period:
1. A building permit is obtained and the erection or alteration of a structure
is started; or
2. an occupancy ermit is obtained and a use commenced.
The Town Council may rant one additional extension not exceeding one 1 Year
Won -written application, without notice or hearing No additional., extension shall
be granted without complying with the notice and hearing requirements for an
in,,i7tialFapplication for a conditional use permit. A eoa i fiana4 use pefRii�* oe
Section 3. Rearrangement and Renumbering. There is hereby authorized the
renumbering and/or rearrangement of the articles, sections, paragraphs, sentences, phrases and
words of the Comprehensive Zoning Ordinance for the purpose of effecting the amendments to
the said Ordinance set forth herein; provided, however, that no such renumbering and/or
rearrangement shall change the meaning or effect of any such part of the Comprehensive Zoning
Ordinance. Such a renumbering and/or rearrangement is hereby deemed and found to be a non -
substantive change to the Comprehensive Zoning Ordinance.
Section 4. Savings. This Ordinance shall be cumulative of all other ordinances of the
Town affecting zoning and shall not repeal any of the provisions of those ordinances except in
those instances where provisions of those ordinances are in direct conflict with the provisions
of this Ordinance.
Section S. Severability. If any section, article, paragraph, sentence, clause, phrase or
word in this Ordinance or application thereof to any person or circumstance is held invalid or
unconstitutional by a Court of competent jurisdiction, such holding shall not affect the validity
of the remaining portions of this Ordinance, and the Town Council hereby declares it would
have passed such remaining portions of this Ordinance despite such invalidity, which remaining
portions shall remain in full force and effect.
Section 6. Effective Date. This Ordinance shall become effective from and after its date
of adoption as provided by law.
PASSED AND APPROVED by the Town Council of the Town of Trophy Club, Texas
this the qtr day of July _ , 1994.
ATTEST:
Town Secretary,
Town of Trophy Club, Texas
[SEAL]
APPROVED AS TO FORM:
Town Attorney,
Town of Trophy Club, Texas
0
, Town of Trophy Snub, Texas
TOWN / TROPHY
PAVING, DRMNAGE ANl] UTILITY
IMPROVEMENTS
A-444
e . r
• ..,..
�.. LARIN' SC; UE'j IN '
`4....,........... n_. ......
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42247 /N
9- !B - 90
SEPTEViBEP, 1990
INDEX
SECTION
DESCRIPTION
PAGE
I
GENERAL REQUIREMENTS
01-05
II
PREPARATION OF RIGHT OF WAY
06-07
III
CLEARING AND GRUBBING
08
IV
GRAVING
09
V
SUBGRADE PREPARATION
10-17
VI
REINFORCED CONCRETE STREET PAVING
18-41
PLATES
6.1-6.19
VII
CURB AND GUTTER
Q3-43
PLATES
7.1-7.2
VIII
SIDEWALKS/DRIVEWAYS/PEDESTRIAN &
BICYCLE PATHS
44-45
PLATES
8.1-8.3
Ix
PAINTING `T'RAF'FIC S'T'RIPE
Q6-51
PLATES
9.1-9.2
RAISED PAVEMENT MARKERS
52-55
PLATES
1.0.1.-10.2
nI
SUBSURFACE INTERCEPTOR DRAIN
56-59
PLATES
11.1.-11.3
:TTI
SOLID CONCRETE INTERLOCKING PAVERS
60
PLATES
12.1-12.2
HIII
SANITARY SEWER LINES AND
APPURTENANCES
61-63
XIV -A
WATER LINES AND APPURTENANCES
64-70
INSTALLATION OF WATER MAINS
71--83
nV
STORM DRAINAGE & APPURTENANCES
34-96
PLATES
15.1-15.5
INDEX (crnt'd.)
XVS TRENCH EXCAVATION SAFETY PROTECTION 97
i'VII FINAL CLEAN-UP 98
XVIII FINAL ACCEPTANCE 99
DESIGN STANDARDS FOR SPECIFICATIONS FOR PAVEMEAIT, DRAINAGE A11D
UTILITIES PLACED ON STREETS WITHIN THE TOWN Of TROPHY CLUB
These design standards shall govern improvements, including
excavation, fills, the preparation of subgrade and the placement of
all types and classes of pavement, curbs, curbs and gutters, driveway
approaches, sidewalks, and similar construction.
I
GENERAL REQUIREMENTS
r.. DESIGN REQUIREMENTS
(1) The typical sections of street pavements, curbs, curbs and
gutters, driveway approaches, sidewalks and similar construction
shall be as shown on the Town of Trophy Club Standard Paving detail
sheets, which are an integral part of these design standards. If not
shown on the plans, the typical sections shall be as approved by the
designated official in charge of Public Works, or his authorized
representatives, hereinafter termed. "Engineer".
(2) The areas between the backs of curbs and the street right
of way lines shall be graded to slope to the top of curb 1/4 inch per
foot. The back slopes in cuts and fills shall be entirely on the
abutting property, and no part of the necessary steps of risers on
sidewalk approaches in cut sections constructed on the street right
of way. in case this procedure works a hardship on the property, it
may be varied by the Engineer.
(3) Reinforced Concrete Pavement shall be used in all areas.
In areas where subgrade soils have a P.I. (plasticity index) of ten
(10) or less, the subgrade shall be wetted to optimum moisture and
thoroughly mined and compacted to a depth of six (6) inches. If the
P.I. is more than 10 but less than 20, lime or Portland Cement shall
be incorporated in the top six (6) inches of subgrade. If the P.I.
is 20 or more, Portland cement shall be incorporated in the top eight
(8) inches of subgrade.
(4) General requirements for concrete streets:
a. 50 Foot Right of Way - 27 Foot Back to Back in width,
Local Street.
6 Inches thick, with integral curbs, of 3,000 P.S.I., 5
sack minimum concrete with 6 sack at intersections.
September, 1990
b. 60 Foot Right of way -- 41 Foot Back to Back in width,
Minor Collector.
6 1/2 Inches thick, with integral curbs of 3,400 P.S.I., 5
sack minimum concrete with 6 sack at intersections.
C. 70 Foot Right of way -- 44 Foot Back to Back in width,
Minor Collector.
6 1/2 Inches thick, with integral curbs of 3,000 P.S.I., 5
sack minimum concrete with 6 sack at intersections.
d. 90 Foot Right of Way - 25 Foot Back to Back in width
dual, Major Collector with Sidewalk..
7 Inches thick, with integral curbs of 3,000 P.S.I., 5 sack
minimum concrete with 6 sack at intersections.
e. 90 Foot Right of Way - 25 Foot Back to Back in width
dual, Major Collector with Bicycle and Pedestrian Path.
7 Inches thick, with integral curbs of 3,000 P.S.I., 5 sack
minimum concrete with 6 sack at intersections.
B. SEQUENCE OF PAVING OPERATIONS
(1) No street pavement or base shall be placed until the water
and sewer line trenches have been properly jetted and allowed to
settle and dry in a manner satisfactory to the Engineer.
(2) Completion of street pavement, curbs and/or curb and gutter
construction will be required prior to construction of driveway
approaches, sidewalks, and bicycle and pedestrian ways.
(3) In subdivision construction, if the location of the
driveway is known, the developer will designate the location, prior to
the placement of the pavement in order to prevent the removal of
curbs for the construction of driveway approaches. All driveway
approaches shall be placed to the back line of the sidewalk and shall
be formed and reinforced to conform to the typical sections.
(4) No sidewalks pedestrian and bicycle paths shall be
constructed until completion of the pavement. The driveway
approaches and sidewalks may be poured integrally. The sidewalk
shall be poured from property line to property line. Any deviation
from the Standard Sidewalk detail mast be approved by the Engineer in
writing. The sidewalk shall be a minim -Lin of four (4) inches thick,
four (4) feet wide, and the concrete shall have a compressive
strength of 2,500 P.S.I. at the twenty-eight (28) day test.
September, 1990 2
(5) All driveway approaches and sidewalks to be built in
connection with proposed developments shall be constructed to the
same standards as the street pavement and controlled by the Town of
Trophy Club.
6) Concrete streets shall be marked by means of a substantial
stamp or die (design to be approved by the Engineer) making an
impression in the finish of the concrete, designating the farm name
or Contractor, and the month and year in which the work is done.
(7 ) irrigation sleeves -All medians shall be provided with below
grade sleeve accesses for all future lawn irrigation lines. Sleeves
shall be sued a minimum of 4 inch diameter schedule 40 PVC pipe.
Permanent markers on concrete curbs shall indicate the location of
all sleeve locations. A minimum of one sleeve: shall be supplied at
center point of each block. All sleeves shall be located a minimum
of 0 inches below subgrade measured to top of pipe sleeve. Each end
of sleeve shall be capped.
C . BONDS
(1) Before any street paving construction work is began., the
developer shall obtain, execute and return to the Engineer four (4)
copies of an approved contract form, Performance Bond, Maintenance
Bond and Payment Bond. A Performance bond in favor of the Town of
Trophy Club and the developer in the amount of the total bid price
for street paving must be attached. This bond shall be executed by
the Contractor as principal and by a corporate surety, such as an
Insurance Company or a Bonding Company. No individual surety will be
accepted. A Power of Attorney for the Attorney -In -Fact who signs for
the surety must be attached.
(2) Maintenance Bond in favor of the Town of Trophy Club in the
amount of the total bid price must be attached. This bond secures
maintenance of the improvements by the Subdivider or Developer for
two (2) years on all construction from the date of acceptance by the
Town. It shall be executed by the Subdivider or Developer as
Principal and by a Corporate Surety, such as an Insurance Company or
a Bonding Company. No individual surety will be accepted. A Power
of Attorney for the Attorney -In -Fact who signs for the Surety must be
attached.
D. INSURANCE
A Certificate of Insurance must be attached showing that the
Contractor has coverage with liability limits of not less than those
specified below:
September, 1990 3
(1) workmen's Compensation: Providing for payment of benefits
as specified by the workmen's Compensation Law of the State of Texas.
(2) Comprehensive General Liability Insurance. Amounts:
Bodily Injury $300,000 each occurrence
Property Damage S 25,000 each occurrence
$100,000 for aggregate
(3) comprehensive Automobile Liability Insurance. Amounts:
Bodily Injury $100,000 each person
$300,000 each occurrence
Property Damage 8 25,000 each occurrence
The Town shall be included as an "Additional Insured" by
Endorsement to policies issued for coverages listed in 2 and 3 above.
E. FEES
Upon approval of the plans and the submission of the approved
contract forms, Performance Bond and Maintenance Bond to the Town of
Trophy Club, the developer shall deposit 1.0% of the total estimated
contract price for Paving, Drainage and Utility Improvements to
insure that the development is put in accordance to the Town of
Trophy Club's Design Standards.
F. LINES AND GRADES
(1) Prior to construction beginning, the developer's engineer
shall set line and grade stapes. such stakes shall be set after the
developer's engineer has properly staked on the ground with iron
pins all points of curves, all points of tangencies and all block
corners within the subdivision. The developer's engineer shall
notify the Town of Trophy Club Engineer after the lines and grades
are established as set out above and prior to construction beginning.
(2) Layout and drainage shall be so designed and arranged that
a minimum street grade of 0.5% will be maintained between
intersections and 0.6% across intersections which carry surface flow.
September, 1990 a
G. DEFINITIONS
(1) Where the term Town of Trophy Club Engineer is used it is
referring to the Director of Public Works or his authorized
representative.
(2) The term The City, or The Town, means the Town of Trophy
Club acting through the Town Council and its administrative branch.
(3) The term Developer means the party subdividing the land.
(4) Where the term Engineer is used it is referring to the
Developer's Engineer or his authorized representative.
(5) The term Contractor means the party contracted to perform
the Paving, Drainage. and Utility Improvements.
END OF SECTION
September, 1990 5
ii
PREPARATION OF RIGHT-OF-WAY
A. DESCRIPTION
(1) This item shall consist of preparing the right-of-way for
construction operations by the removal and disposal of all
obstructions from the right-of-way and from designated easements,
where removal of such obstructions is not otherwise provided for in
the plans and specifications.
(2) such obstructions shall be considered to include remains of
houses not completely removed by others, foundations, floor slabs,
concrete, brick, lumber, plaster, cisterns, water wells, septic
tanks, basements, abandoned utility pipes or conduits, underground
service station tanks, equipment or other foundations, fences,
retaining walls, shacks, and all other debris.
(3) This item shall also include the removal of trees, stumps,
bushes, shrubs, curb and gutter, driveways, paved parking areas,
miscellaneous stone, brick, concrete, sidewalks, drainage structures,
manholes, inlets, abandoned railroad tracks, scrap iron, all rubbish
and debris whether above or below ground except live utility
facilities.
(4) It is the intent of this Design standard provide for the
removal and disposal of all obstructions and objectionable materials
not specifically provided for elsewhere by the plans and
specifications.
B. CONSTRUCTION METHODS
(1) The entire right-of-way for this project and such
additional areas, including public or corporate areas, including
public or corporate lands, as made available for construction of this
project shall be cleared of all structures, obstructions and
vegetation, as defined above, except trees or shrubs specifically
designated by the Engineer for preservation. Trees and shrubs
designated for preservation shall be carefully trimmed as directed
and shall be protected from scarring, barking, or other injuries
during construction operations. Exposed ends of pruned limbs shall
be treated with an approved asphaltic material.
(2) Culverts, storm sewers, manholes and inlets shall be
removed in proper sequence for maintenance of traffic and drainage,
Unless otherwise indicated on plans, all foundations and underground
obstructions shall be removed to the following depths:
a. In areas to receive embankment, 2 feet below natural
ground.
September, 1990 6
b. in areas to be excavated, 2 feet below the lower
elevation of the excavation.
c. All other areas, 1 foot below natural ground.
(3) Trees, stumps, brush, roots, vegetation, logs, rubbish and
other objectionable Fatter shall be removed in accordance with the
Section FII "Clearing and Grubbing."
(4) All basement walls and floors, cisterns, sceptic tanks and
storage tanks within the limits of the right of way shall be removed
and the resulting hales backfilled with approved material as directed
by the Engineer.
(5) Holes remaining after removal of all obstructions,
objectionable material, trees, stumps, etc. shall be backfilled and
tamped as directed by the Engineer. The Contractor shall complete
the operation of preparing right of way by blading, bulldozing, or by
other approved methods, so that the prepared right of way shall be
free of holes, ditches and other abrupt changes in elevations and
irregularities of contour.
(C) The remaining ends of all abandoned storm sewers, culverts,
sanitary sewers, conduits, and water or gas pipes over 3 inches in
diameter, shall be plugged with an adequate quantity of concrete to
form a tight closure when backfilling is required.
(7) Abandoned water wells shall be removed to the grade
indicated on the plans or as directed by the Engineer.
END OF SECTION
September, 1990 7
owl
CLEARING AND GRUBBING
A. DESCRIPTION
"Clearing and Grubbing" shall consist of the removal and
disposal of trees, stumps, brush, roots, vegetation, logs, rubbish
and other objectionable matter.
B. CONSTRUCTION METHODS
(S) The entire right-of-way shall be cleared of all trees,
stumps, brush, logs and rubbish, except such trees and brush as may
be designated by the Engineer for preservation. Trees and brush
designated to be left in place shall be carefully trimmed as directed
and shall be protected from scarring, barking or other injuries
during construction operations. Pruned limbs small be treated by
painting the exposed ends with an approved asphaltic material.
(2) Areas required for embankment construction; for roadway,
channel and structural excavation; and for borrow sites and material
sources shall, be cleared and grubbed. on areas required for roadway,
channel, or structural excavation, all stumps, roots, etc., (except
for designated trees and brush) shall be removed to a depth of at
least 2 feet below the existing ground surface. All holes remaining
after clearing and grubbing shall be backfilled and tamped as
directed by the Engineer and the entire area bladed to prevent
ponding of water and to provide drainage, except in areas to be
immediately excavated the Engineer may direct that the holes not be
backfilled. When permitted by the plans, trees and stumps may be cut
off as close to natural, ground as practical on areas which are to be
covered by at least three feet of embankment. On areas required for
borrow sites and material sources, stumps, roots, etc., (except for
designated trees and brush) shall be removed to the complete extent
necessary to prevent such objectionable matter becoming mixed with
the material to be used in construction.
(3) All cleared and grubbed material shall be disposed of in a
manner satisfactory to the Engineer. Unless otherwise provided, all
merchantable timber removed as above required shall become the
property of the Contractor.
September, 1990 8
IV
GRADING
A. DESCRIPTION
Grading shall consist of the required excavation and embankment
within the limits of the right of way; the removal and proper
utilization or disposal of all excavated materials and the
constructing, shaping and finishing of all earth work on the entire
project and approaches to conform with the required lines, grades and
typical cross sections and in accordance with the pertinent
specifications.
B. CLASSIFICATION
All authorized excavation will be unclassified as to dirt, rock,
gravel or other miscellaneous material.
C. EQUIPMENT
No equipment will be used on the project which will damage or
endanger existing structures above ground or underground utilities.
Where heavy equipment is to cross existing ,structures and/or streets,
suitable protection shall be provided to prevent damage.
D. CONSTRUCTION METHODS
(1) All excavation and corresponding embankment shall be
performed in accordance with lines, grades and typical cross sections
as shown on the plans. Excess excavation or material unsuitable for
embankment shall be removed from the Town of Trophy Club and disposed
of as described under Section II "Preparation of Right -Of -Way" or
otherwise disposed of as directed by the Engineer.
(2) Should unsuitable materials be encountered within the top 6
inches of the finished grade it shall be removed and replaced by
suitable. materials. Suitable materials are described in section V
"Subgrade Preparation."
E. COMPACTION
All embankment shall be compacted to 95% standard Proctor at
optimum moisture or above. The natural ground upon which embankment
is to be placed shall be scarified and brought to the same density as
above.
END OF SECTION
September, 1990 9
V
SUBGRADE PREPARATION
A. DESCRIPTIONS
(1.) This item shall consist of preparing the top
portion of the finished grade for pavement and/or curb and
gutters, Subgrade preparation will be considered for that
portion of Subgrade under pavements and two feet outside the
back of curbs.
(2) Irrigation sleeves shall be furnished and installed
as indicated under item B.7 of section I "General
Requirements."
(3) Subgrade soils shall be classed for this purpose
under three classifications: namely P.I.'s of 10 or less,
P.I.'s of more than 10 but less than, 20, and P.I.'s of 20 and
above. The plasticity index (P.I.) shall be determined by an
independent testing laboratory approved by the Engineer.
B. SUBGRADE PREPARATION FOR SOILS WITH A P.I. OF 10 OR
LESS.
(1) When the excavation or fill has been constructed to
subgrade elevation, the Engineer will have the laboratory
take samples and determine the characteristics of the soil
and the density requirements at optimum moisture.
(2) The subgrade shall then be scarified and wetted to
optimum moisture or above. The moisture shall be thoroughly
mixed into the six inch Subgrade by discing, blading or other
methods approved by the Engineer.
(3) The Contractor shall then proceed to compact the
six inch subgrade by means of sheep foot, pneumatic or other
type of compaction equipment to 95 percent of standard
Proctor.
(4) When density tests have been made and it is
determined that the subgrade is to the proper required
density, the contractor will smooth the subgrade by means of
motor grader or other approved blading equipment and rolled
with a 10 ton flat wheel roller to obtain smooth densely
compacted finish at grade + 1/4 inch.
(5) The Contractor may now proceed to set forms for
concrete. pavement.
September, 1990 10
C. SUBGRADE PREPARATION FOR SOILS WITH A P.I. OF MORE THAN
10 BUT LESS THAN 20.
(1) Wherever the preexisting subgrade soil has a
plasticity index (P.I.) of more than 10 but less
than 20, the subgrade shall be prepared by mixing thoroughly
into the top six inches of soil the following minimum
stabilization to the degree indicated:
a. Lime - 6% by weight, unless determined
otherwise by laboratory tests.
b. Protland cement - 4% by weight, unless
determined otherwise by laboratory tests.
(2) Preparation and standards for Lime Modified Soils.
a. Hydrated lime and lime slurry where allowed,
shall meet the requirements of State Department of
Highways and Public Transportation specification
(S.D.H.P.T.) No. Item 264.
b. When the independent testing laboratory has
determined the optimum percentage of lithe, the
contractor shall scarify the subgrade and spread
the required amount of lime thereon. He shall then
thoroughly mix and blade the lime uniformly
throughout the subgrade with the addition of water
to insure thorough mixing. Next the contractor
shall begin mixing operations with approved pulvi-
m ixers which are in good working condition. This
operation shall continue until the lime is
thoroughly incorporated in the subgrade, water
being added as required.
C. The subgrade thus prepared shall be left to
cure a minimum of three days while moisture is
being added as needed and as directed by the
Engineer. After the minimum three day curing
period, the contractor will be required to mix lime
stabilized subgrade soil again until it is
thoroughly fluffed and of uniform consistency.
d. After the subgrade has been left to cure and
remixed, the Contractor shall begin compacting the
subgrade, being sure that at least optimum Moisture
is incorporated, by means of sheep foot, pneumatic
or other approved compaction equipment to 95
percent Standard Proctor density at optimum
moisture or above.
September, 1990 11
e. When the subgrade has been thoroughly
stabilized and compacted, the finished subgrade
shall be carefully bladed to within 1/4 inch of
finished grade and compacted and rolled with a 10
ton flat wheel roller.
f. The subgrade now having been prepared, the
Contractor may proceed with setting the pavement
forms.
(3) Preparation and standards for Portland Cement
Modified Soils.
a. Portland Cement shall be Type I conforming to
the requirements of A.S.T.M. designation C150 or
the requirements of S.D.H.P.T. Specification No.
Item 272.
b. Cement shall be spread only on that area where
the mixing and compaction can be completed during
the same working day in one continuous operation.
The application and mixing of cement with the
material shall be accomplished by the method
hereinafter described as "Dry Placing" or "Slurry
Placing„.
When the independent testing laboratory has
determined the optimum percentage of cement, the
contractor shall scarify the subgrade and spread
the required amount of cement thereon. He shall
then thoroughly mix and blade the cement uniformly
throughout the subgrade with the addition of water
to insure thorough mixing. Next the contractor
shall begin mixing operations with approved pulvi-
mixers which are in good working condition. This
operation shall continue until the cement is
thoroughly incorporated in the subgrade, water
being added as required.
C. The cement shall be spread by an approved
spreader at the rates to obtain the desired percent
by weight or as directed by the Engineer.
The cement shall be distributed at a uniform
rate and in such manner as to reduce the scattering
of cement by wind to a minimum. Cement shall not
be applied when wind conditions, in the opinion of
the Engineer, are such that blowing cement becomes
objectionable to traffic or adjacent property
owners. A motor grader shall not be used to spread
the cement.
September, 1990 12
d. Where slurry placement is to be used, the
cement shall be mixed with water to form a slurry
of the solids content designated by the Engineer.
The distributor truck shall be equipped with an
agitator which will keep the cement and water in a
uniform mixture.
e. The mixing procedure shall be the same for "Dry
Placing" or "Slurry Placing" as described herein.
The material and cement shall be thoroughly maxed
by approved road mixers or other approved
equipment, and the mixing shall continue until, in
the opinion of the Engineer, a homogeneous, friable
mixture of material and cement is obtained, free
from all clods or lumps. Materials containing
plastic clays or other material which will not
readily mix with cement shall be mixed as
thoroughly as possible at the time of the cement
application and brought to the proper moisture
content. The material shall be kept moist as
directed by the Engineer.
If the soil binder -cement mixture contains
clods, they shall be reduced in size by raking,
blading, discing, harrowing, scarifying or the use
of other approved pulverization methods so that
when all nonslaking aggregates retained on the No.
4 sieve are removed, the remainder of the clay
material without cement mixed throughout shall meet
the following requirements when tested dry by
laboratory sieves;
Minimum Passing 1-3/4" Sieve ...... 100a
Minimum Passing 3/4" Sieve...... 75%
Minimum Passing No. 4 Sieve...... 45%
f. Compaction of the mixture shall begin
immediately after mixing. The material shall be
aerated or watered as necessary to provide the
optimum moisture. compaction shall begin at the
bottom and shall continue until the entire depth of
mixture is uniformly compacted. Compaction shall
be in six (6) to eight (8) inch loose lifts.
The course
compacted to the
specified below
Standard Proctor
Relationship,
shall be sprinkled as required and
extent to provide the density
as determined by the use of the
(ASTM D 698) Moisture/Density
September, 1990 13
Description:
For cement treated subgrade that will receive
subsequent courses.
Density, Percent:
Not less than 95 at optimum moisture or
above, except when shown otherwise on the
plans.
The testing will be as outlined in Test
Method ASTM D 2922 and ASTM D 3017 or other
approved methods. In -Place Density tests shall be
performed at the rate of three per 500 linear feet
of paving for two (2) lanes. The suitability of
the stabilization shall be confirmed by Atterberg
Limit testing at the rate of one test per 2,500
cubic yards of processed material.
In addition to the requirements specified for
density, the full depth of the material shown on
the plans shall be compacted to the extent
necessary to remain firm and stable under
construction equipment. After each section is
completed, tests as necessary will be directed by
the Engineer. If the material fails to meet the
density requirements, it shall be reworked as
necessary to meet these requirements. Throughout
this entire operation the shape of the course shall
be maintained by blading, and the surface upon
completion, shall be smooth and in conformity with
the typical section shown on the plans and to the
established lines and grades. Should the material
due to any reason or cause, loose the required
stability, density and finish before the next
course is placed or the work is accepted, it shall
be recompacted and refinished at the sole expense
of the Contractor.
g. After the cement treated subgrade has been
compacted, it shall be brought to the required
lines and grades in accordance with the typical
sections. The completed section shall then be
finished by rolling as directed with a pneumatic
tire or other suitable roller sufficiently light to
prevent hair cracking.
(4 ) The subgrade now having been prepared, the
Contractor may proceed with setting the pavement forms.
September, 1990 14
D. SUBGRADE PREPARATION FOR SOILS WITH A P.T. OF 20 OR MORE
(1) Wherever the preexisting subgrade soil has a
plasticity index (P.I.) of 20 or more, the subgrade shall be
prepared by mixing thoroughly into the top eight inches of
soil, the following minimum stabilization, to the degree
indicated:
a. Portland Cement - 8% by weight unless
determined otherwise by laboratory tests.
(2) Preparation and standards for Portland Cement
Modified Soils.
a. Portland Cement shall be Type I conforming to
the requirements of A.S.T.M. designation 0150 or
the requirements of s.D.H.P.T. Specification No.
Item 272.
b. Cement shall be spread only on that area where
the nixing and compaction can be completed during
the same working day in one continuous operation.
The application and mixing of cement with the
material shall be accomplished by the method
hereinafter described as "Dry Placing" or "Slurry
Placing".
When the independent testing laboratory has
determined the optimum percentage of cement, the
contractor shall scarify the subgrade and spread
the required amount of cement thereon. He shall
then thoroughly mix and blade the cement uniformly
throughout the subgrade with the addition of water
to insure thorough mixing. Next the contractor
shall begin mixing operations with approved pulvi-
mixers which are in good working condition. This
operation shall continue until the cement is
thoroughly incorporated in the subgrade, water
being added as required.
C. The cement shall be spread by an approved
spreader at the rates to obtain the desired percent
by weight or as directed by the Engineer.
The cement shall be distributed at a uniform
rate and in such manner as to reduce the scattering
of cement by wind to a minimum. Cement shall not
be applied when wind conditions, in the opinion of
the Engineer, are such that blowing cement becomes
objectionable to traffic or adjacent property
September, 1990 15
owners. A motor grader shall not be used to spread
the cement.
d. Where slurry placement is to be used, the
cement shall be mixed with water to form a slurry
of the solids content designated by the Engineer.
The distributor truck shall be equipped with an
agitator which will keep the cement and water in a
uniform mixture.
e. The mixing procedure shall be the same for "Ery
Placing" or "Slurry Placing" as described herein.
The material and cement shall be thoroughly mixed
by approved road mixers or other approved
equipment, and the mixing shall continue until, in
the opinion of the Engineer, a homogeneous, friable
mixture of material and cement is obtained., free
from all clods or lumps. Materials containing
plastic clays or other material which will not
readily mix with cement shall be mixed as
thoroughly as possible at the time of the cement
application and brought to the proper moisture
content. The material shall be kept moist as
directed by the Engineer.
If the soil binder -cement mixture contains
clods, they shall be reduced in size by raking,
blading, discing, harrowing, scarifying or the use
of other approved pulverization methods so that
when all nonslaking aggregates retained on the No.
4 sieve are removed, the remainder of the clay
material without cement mixed throughout shall meet
the following requirements when tested dry by
laboratory sieves:
Minimum Passing 1-3/4" Sieve ..... 100%
Minimum Passing 3/4" Sieve..... 750
Minimum Passing No. 4 Sieve..... 450
f. Compaction of the mixture shall begin
immediately after mixing. The material shall be
aerated or watered as necessary to provide the
optimum moisture. Compaction shall begin at the
bottom and sham, continue until the entire depth of
mixture is uniformly compacted. Compaction shall
be in six (6) to eight (S) inch loose lifts.
The course
compacted to the
specified below
Standard Proctor
Relationship.
shall be sprinkled as required and
extent to provide the density
as determined by the use of the
(ASTM E 698) Moisture/Density
September, 1990 16
Description:
For cement treated subgrade that will receive
Subsequent courses.
Density, Percent:
Not less than 95 at optimum moisture or above,
except when shown otherwise on the plans,
The testing will be as outlined in Test method
ASTM D 2922 and ASTM D 3017 or other approved
methods. In -Place Density tests shall be performed
at the rate of three per 500 linear feet of paving
for two (2) lanes. The suitability of the
stabilization shall be confirmed by fi.tterberg Limit
testing at the rate of one test per 2,500 cubic
yards of processed material.
In addition to the requirements specified for
density, the full depth of the material shoran on
the plans shall be compacted to the entent
Necessary to remain firm and stable ender
construction equipment. After each section is
completed, tests as necessary will be directed by
the Engineer. If the material fails to meet the
density requirements, it shall be reworked as
necessary to meet these requirements. Throughout
this entire operation the shape of the course shall
be maintained by blading, and the surface upon
completion shall be smooth and in conformity with
the typical section shown on the plans and to the
established lines and grades. :should the material
due to any reason or cause, lose the required
stability, density and finish before the next
course is placed or the work is accepted, it shall
be recompacted and refinished at the sole expense
of the Contractor.
g. After the cement treated subgrade has been
compacted, it shall be brought to the required
lines and grades in accordance with the typical
sections. The completed section shall then be
finished by rolling as directed with a pneumatic
tire or ether suitable roller sufficiently light to
prevent hair cracking.
.
(3) The subgrade now having been prepared, tI-je
Contractor may proceed with setting the pavement forms.
END OF SECTION
September, 1990 17
VI
REINFORCED CONCRETE STREET PAVING
A. MATERIALS
(1) cement
cement shall be of Type I (Normal) Portland cement
which shall conform to the requirements of the current
specifications for Portland cement A.S.T.M. Designation 0-
150. Cement in bulk meeting the above requirements may be
used provided the manner and method of handling is approved
by the Engineer. Type III (High Early Strength) may be used
by the Contractor to facilitate his operations provided the
permission of the Engineer is obtained in writing. There
shall not be Less than five (5) sacks of cement used per
cubic yard of concrete for machine finished and six (G) sacks
per cubic yard of concrete for hand finished and intersection
paving.
(2) Fine Aggregate
a. Description
Fine aggregate shall consist of sand or a
mixture of sands with or without a mineral filler.
The sand particles shall consist of clean, hard,
durable, uncoated grains.
b. Deleterious Substances
The maximum amount of deleterious substances
shall not exceed the following percentages by
weight:
Material removed by decantation 3%
Clay Lumps 0.5%
Fine Aggregate shall be free from a harmful
excess of salt or alkali. An additional 2%
loss by decantation will be allowed provided this
additional loss is of material of the same quality
as specified for the fine aggregate or mineral
filler.
September, 1990 is
C. organic impurities
When subjected to the color test for organic
impurities (A.S.T.M. Designation C-40), the sand or
mixture of sands shall not show a color darker than
the standard color.
d. Gradation
The sand or mixture of sands shall be well
graded from coarse to fine, and when tested by
laboratory methods shall meet the following
requirements for percentages by weight:
Retained on 1/4 inch sieve 0% to 50
Retained on ;,20 mesh sieve 15% to 50%
Retained on #.100 mesh sieve 85% to 95%
If it is economical to use two sands of
different gradations which when combined will meet
the specifications, each sand shall be measured
separately and in such proportions as the Engineer
may direct and shall not be mixed prior to
batching.
e. Mineral Filler
Mineral Filler shall consist of stone dust,
crushed sand or other inert material approved by
the Engineer, and may be added in amounts not to
exceed 10 percent of the weight of the sand or
mixture of sands, to improve the workability or
plasticity of the concrete mix. Such mineral
filler mast be of the quality specified for fine or
coarse aggregate and when tested by laboratory
methods shall meet the following requirements for
percentages by weight:
Retained on r;30 mesh sieve 0 to 5%
Retained on ,;100 mesh sieve 0 to 300
Where a mineral filler is used, it shall be
measured by weight separately. All fine aggregate
shall be stockpiled for at least twenty-four (24)
hours prior to use.
September, 1990 19
(3) Coarse Aggregate
a. Description
Coarse aggregate shall consist of crushed
stone or a combination of crushed stone and washed
gravel using a minimum of 50 percent by weight of
crushed stone. Pit -run aggregate will not be
allowed.
Gravel and crushed gravel shall consist of
clean, hard, durable particles, free from adherent
coatings, thin or elongated pieces, soft or
disintegrated particles, dirt organic or injurious
matter.
Crushed stone shall consist of the clean,
dustless product resulting from crushing stone.
There shall be no adherent coatings, clay, loam
organic or injurious matter.
Coarse aggregate shall have a percent of wear
of not more than 45 when tested according to
A.A.S.H.O. Method No. T-96.
All coarse aggregate shall be handled and
stored in such a manner as to prevent size
segregation and contamination by foreign
substances. When segregation is apparent, the
aggregate shall be re -mixed. At the time of its
use, the aggregate shall be free from frozen
material, and aggregate containing foreign
materials shall be rejected. Coarse aggregate
which contains more than 0.5% free moisture by
weight shall be stockpiled for at least twenty-four
(24) hours prior to use.
b. Deleterious substances
The maximum amount of deleterious substances
shall not exceed the following percentage by
weight:
Materials removed by decantation 1.0o
Shale, Slate or other similar materials 1.0%
Clay lumps .25q
Other deleterious substances including
friable, thin elongated or laminated
pieces 5.0%
September, 1990 20
Coarse aggregate shall be free from a harmful
excess of salt, alkali, vegetable matter, or other
objectionable matter occurring either free or as
adherent coatings.
C. Gradation
The coarse aggregate shall be well graded in
size from coarse to fine, and when tested by
laboratory methods shall meet the following
requirements for percentages by weight:
Retained on 3 inch sieve 0%
Retained on 2 inch sieve 0 to 200
Retained on 3/4 inch sieve 35 to 70%
Retained on 1/4 inch sieve 95 to 100%
Where coarse aggregate is delivered to the job
in two or more sizes or types, each size or type
shall be separately and accurately measured by
volume or weighed separately in such proportions as
the Engineer may direct and shall not be mixed
prior to batching. At the beginning of each paving
project, and at other times the Engineer deems
necessary, the Contractor shall take samples and
furnish reports of laboratory test on the gravel to
be used.
(4) Water
Water used for mixing and curing shall be clear and
clean and shall be free from oil, acid, alkali, organic
matter or other deleterious substances. The maximum
allowable water shall be 6 1/2 gallons per sack of cement.
(5) Reinforcement
Reinforcement shall be deformed steel bars as shown
on the plans, conforming to the requirements of the current
specifications for Billet Steel concrete reinforcement bars,
A.S.T.M. Designation A-15 or for Rail Steel concrete
reinforcement bars, A.S.T.M. Designation A-16. Steel wire
fabric will not be permitted. Deformed bars meeting these
specifications shall be used for the tie bars joining slabs
together across longitudinal hinged joints. Dowels across
expansion joints shall be smooth, round bars without barred
ends, as shown on the plans, or as approved by the Engineer.
September, 1990 21
TOWN / TROPHY
PAVING, DRMNAGE ANl] UTILITY
IMPROVEMENTS
A-444
e . r
• ..,..
�.. LARIN' SC; UE'j IN '
`4....,........... n_. ......
, .. '
42247 /N
9- !B - 90
SEPTEViBEP, 1990
INDEX
SECTION
DESCRIPTION
PAGE
I
GENERAL REQUIREMENTS
01-05
II
PREPARATION OF RIGHT OF WAY
06-07
III
CLEARING AND GRUBBING
08
IV
GRAVING
09
V
SUBGRADE PREPARATION
10-17
VI
REINFORCED CONCRETE STREET PAVING
18-41
PLATES
6.1-6.19
VII
CURB AND GUTTER
Q3-43
PLATES
7.1-7.2
VIII
SIDEWALKS/DRIVEWAYS/PEDESTRIAN &
BICYCLE PATHS
44-45
PLATES
8.1-8.3
Ix
PAINTING `T'RAF'FIC S'T'RIPE
Q6-51
PLATES
9.1-9.2
RAISED PAVEMENT MARKERS
52-55
PLATES
1.0.1.-10.2
nI
SUBSURFACE INTERCEPTOR DRAIN
56-59
PLATES
11.1.-11.3
:TTI
SOLID CONCRETE INTERLOCKING PAVERS
60
PLATES
12.1-12.2
HIII
SANITARY SEWER LINES AND
APPURTENANCES
61-63
XIV -A
WATER LINES AND APPURTENANCES
64-70
INSTALLATION OF WATER MAINS
71--83
nV
STORM DRAINAGE & APPURTENANCES
34-96
PLATES
15.1-15.5
INDEX (crnt'd.)
XVS TRENCH EXCAVATION SAFETY PROTECTION 97
i'VII FINAL CLEAN-UP 98
XVIII FINAL ACCEPTANCE 99
DESIGN STANDARDS FOR SPECIFICATIONS FOR PAVEMEAIT, DRAINAGE A11D
UTILITIES PLACED ON STREETS WITHIN THE TOWN Of TROPHY CLUB
These design standards shall govern improvements, including
excavation, fills, the preparation of subgrade and the placement of
all types and classes of pavement, curbs, curbs and gutters, driveway
approaches, sidewalks, and similar construction.
I
GENERAL REQUIREMENTS
r.. DESIGN REQUIREMENTS
(1) The typical sections of street pavements, curbs, curbs and
gutters, driveway approaches, sidewalks and similar construction
shall be as shown on the Town of Trophy Club Standard Paving detail
sheets, which are an integral part of these design standards. If not
shown on the plans, the typical sections shall be as approved by the
designated official in charge of Public Works, or his authorized
representatives, hereinafter termed. "Engineer".
(2) The areas between the backs of curbs and the street right
of way lines shall be graded to slope to the top of curb 1/4 inch per
foot. The back slopes in cuts and fills shall be entirely on the
abutting property, and no part of the necessary steps of risers on
sidewalk approaches in cut sections constructed on the street right
of way. in case this procedure works a hardship on the property, it
may be varied by the Engineer.
(3) Reinforced Concrete Pavement shall be used in all areas.
In areas where subgrade soils have a P.I. (plasticity index) of ten
(10) or less, the subgrade shall be wetted to optimum moisture and
thoroughly mined and compacted to a depth of six (6) inches. If the
P.I. is more than 10 but less than 20, lime or Portland Cement shall
be incorporated in the top six (6) inches of subgrade. If the P.I.
is 20 or more, Portland cement shall be incorporated in the top eight
(8) inches of subgrade.
(4) General requirements for concrete streets:
a. 50 Foot Right of Way - 27 Foot Back to Back in width,
Local Street.
6 Inches thick, with integral curbs, of 3,000 P.S.I., 5
sack minimum concrete with 6 sack at intersections.
September, 1990
b. 60 Foot Right of way -- 41 Foot Back to Back in width,
Minor Collector.
6 1/2 Inches thick, with integral curbs of 3,400 P.S.I., 5
sack minimum concrete with 6 sack at intersections.
C. 70 Foot Right of way -- 44 Foot Back to Back in width,
Minor Collector.
6 1/2 Inches thick, with integral curbs of 3,000 P.S.I., 5
sack minimum concrete with 6 sack at intersections.
d. 90 Foot Right of Way - 25 Foot Back to Back in width
dual, Major Collector with Sidewalk..
7 Inches thick, with integral curbs of 3,000 P.S.I., 5 sack
minimum concrete with 6 sack at intersections.
e. 90 Foot Right of Way - 25 Foot Back to Back in width
dual, Major Collector with Bicycle and Pedestrian Path.
7 Inches thick, with integral curbs of 3,000 P.S.I., 5 sack
minimum concrete with 6 sack at intersections.
B. SEQUENCE OF PAVING OPERATIONS
(1) No street pavement or base shall be placed until the water
and sewer line trenches have been properly jetted and allowed to
settle and dry in a manner satisfactory to the Engineer.
(2) Completion of street pavement, curbs and/or curb and gutter
construction will be required prior to construction of driveway
approaches, sidewalks, and bicycle and pedestrian ways.
(3) In subdivision construction, if the location of the
driveway is known, the developer will designate the location, prior to
the placement of the pavement in order to prevent the removal of
curbs for the construction of driveway approaches. All driveway
approaches shall be placed to the back line of the sidewalk and shall
be formed and reinforced to conform to the typical sections.
(4) No sidewalks pedestrian and bicycle paths shall be
constructed until completion of the pavement. The driveway
approaches and sidewalks may be poured integrally. The sidewalk
shall be poured from property line to property line. Any deviation
from the Standard Sidewalk detail mast be approved by the Engineer in
writing. The sidewalk shall be a minim -Lin of four (4) inches thick,
four (4) feet wide, and the concrete shall have a compressive
strength of 2,500 P.S.I. at the twenty-eight (28) day test.
September, 1990 2
(5) All driveway approaches and sidewalks to be built in
connection with proposed developments shall be constructed to the
same standards as the street pavement and controlled by the Town of
Trophy Club.
6) Concrete streets shall be marked by means of a substantial
stamp or die (design to be approved by the Engineer) making an
impression in the finish of the concrete, designating the farm name
or Contractor, and the month and year in which the work is done.
(7 ) irrigation sleeves -All medians shall be provided with below
grade sleeve accesses for all future lawn irrigation lines. Sleeves
shall be sued a minimum of 4 inch diameter schedule 40 PVC pipe.
Permanent markers on concrete curbs shall indicate the location of
all sleeve locations. A minimum of one sleeve: shall be supplied at
center point of each block. All sleeves shall be located a minimum
of 0 inches below subgrade measured to top of pipe sleeve. Each end
of sleeve shall be capped.
C . BONDS
(1) Before any street paving construction work is began., the
developer shall obtain, execute and return to the Engineer four (4)
copies of an approved contract form, Performance Bond, Maintenance
Bond and Payment Bond. A Performance bond in favor of the Town of
Trophy Club and the developer in the amount of the total bid price
for street paving must be attached. This bond shall be executed by
the Contractor as principal and by a corporate surety, such as an
Insurance Company or a Bonding Company. No individual surety will be
accepted. A Power of Attorney for the Attorney -In -Fact who signs for
the surety must be attached.
(2) Maintenance Bond in favor of the Town of Trophy Club in the
amount of the total bid price must be attached. This bond secures
maintenance of the improvements by the Subdivider or Developer for
two (2) years on all construction from the date of acceptance by the
Town. It shall be executed by the Subdivider or Developer as
Principal and by a Corporate Surety, such as an Insurance Company or
a Bonding Company. No individual surety will be accepted. A Power
of Attorney for the Attorney -In -Fact who signs for the Surety must be
attached.
D. INSURANCE
A Certificate of Insurance must be attached showing that the
Contractor has coverage with liability limits of not less than those
specified below:
September, 1990 3
(1) workmen's Compensation: Providing for payment of benefits
as specified by the workmen's Compensation Law of the State of Texas.
(2) Comprehensive General Liability Insurance. Amounts:
Bodily Injury $300,000 each occurrence
Property Damage S 25,000 each occurrence
$100,000 for aggregate
(3) comprehensive Automobile Liability Insurance. Amounts:
Bodily Injury $100,000 each person
$300,000 each occurrence
Property Damage 8 25,000 each occurrence
The Town shall be included as an "Additional Insured" by
Endorsement to policies issued for coverages listed in 2 and 3 above.
E. FEES
Upon approval of the plans and the submission of the approved
contract forms, Performance Bond and Maintenance Bond to the Town of
Trophy Club, the developer shall deposit 1.0% of the total estimated
contract price for Paving, Drainage and Utility Improvements to
insure that the development is put in accordance to the Town of
Trophy Club's Design Standards.
F. LINES AND GRADES
(1) Prior to construction beginning, the developer's engineer
shall set line and grade stapes. such stakes shall be set after the
developer's engineer has properly staked on the ground with iron
pins all points of curves, all points of tangencies and all block
corners within the subdivision. The developer's engineer shall
notify the Town of Trophy Club Engineer after the lines and grades
are established as set out above and prior to construction beginning.
(2) Layout and drainage shall be so designed and arranged that
a minimum street grade of 0.5% will be maintained between
intersections and 0.6% across intersections which carry surface flow.
September, 1990 a
G. DEFINITIONS
(1) Where the term Town of Trophy Club Engineer is used it is
referring to the Director of Public Works or his authorized
representative.
(2) The term The City, or The Town, means the Town of Trophy
Club acting through the Town Council and its administrative branch.
(3) The term Developer means the party subdividing the land.
(4) Where the term Engineer is used it is referring to the
Developer's Engineer or his authorized representative.
(5) The term Contractor means the party contracted to perform
the Paving, Drainage. and Utility Improvements.
END OF SECTION
September, 1990 5
ii
PREPARATION OF RIGHT-OF-WAY
A. DESCRIPTION
(1) This item shall consist of preparing the right-of-way for
construction operations by the removal and disposal of all
obstructions from the right-of-way and from designated easements,
where removal of such obstructions is not otherwise provided for in
the plans and specifications.
(2) such obstructions shall be considered to include remains of
houses not completely removed by others, foundations, floor slabs,
concrete, brick, lumber, plaster, cisterns, water wells, septic
tanks, basements, abandoned utility pipes or conduits, underground
service station tanks, equipment or other foundations, fences,
retaining walls, shacks, and all other debris.
(3) This item shall also include the removal of trees, stumps,
bushes, shrubs, curb and gutter, driveways, paved parking areas,
miscellaneous stone, brick, concrete, sidewalks, drainage structures,
manholes, inlets, abandoned railroad tracks, scrap iron, all rubbish
and debris whether above or below ground except live utility
facilities.
(4) It is the intent of this Design standard provide for the
removal and disposal of all obstructions and objectionable materials
not specifically provided for elsewhere by the plans and
specifications.
B. CONSTRUCTION METHODS
(1) The entire right-of-way for this project and such
additional areas, including public or corporate areas, including
public or corporate lands, as made available for construction of this
project shall be cleared of all structures, obstructions and
vegetation, as defined above, except trees or shrubs specifically
designated by the Engineer for preservation. Trees and shrubs
designated for preservation shall be carefully trimmed as directed
and shall be protected from scarring, barking, or other injuries
during construction operations. Exposed ends of pruned limbs shall
be treated with an approved asphaltic material.
(2) Culverts, storm sewers, manholes and inlets shall be
removed in proper sequence for maintenance of traffic and drainage,
Unless otherwise indicated on plans, all foundations and underground
obstructions shall be removed to the following depths:
a. In areas to receive embankment, 2 feet below natural
ground.
September, 1990 6
b. in areas to be excavated, 2 feet below the lower
elevation of the excavation.
c. All other areas, 1 foot below natural ground.
(3) Trees, stumps, brush, roots, vegetation, logs, rubbish and
other objectionable Fatter shall be removed in accordance with the
Section FII "Clearing and Grubbing."
(4) All basement walls and floors, cisterns, sceptic tanks and
storage tanks within the limits of the right of way shall be removed
and the resulting hales backfilled with approved material as directed
by the Engineer.
(5) Holes remaining after removal of all obstructions,
objectionable material, trees, stumps, etc. shall be backfilled and
tamped as directed by the Engineer. The Contractor shall complete
the operation of preparing right of way by blading, bulldozing, or by
other approved methods, so that the prepared right of way shall be
free of holes, ditches and other abrupt changes in elevations and
irregularities of contour.
(C) The remaining ends of all abandoned storm sewers, culverts,
sanitary sewers, conduits, and water or gas pipes over 3 inches in
diameter, shall be plugged with an adequate quantity of concrete to
form a tight closure when backfilling is required.
(7) Abandoned water wells shall be removed to the grade
indicated on the plans or as directed by the Engineer.
END OF SECTION
September, 1990 7
owl
CLEARING AND GRUBBING
A. DESCRIPTION
"Clearing and Grubbing" shall consist of the removal and
disposal of trees, stumps, brush, roots, vegetation, logs, rubbish
and other objectionable matter.
B. CONSTRUCTION METHODS
(S) The entire right-of-way shall be cleared of all trees,
stumps, brush, logs and rubbish, except such trees and brush as may
be designated by the Engineer for preservation. Trees and brush
designated to be left in place shall be carefully trimmed as directed
and shall be protected from scarring, barking or other injuries
during construction operations. Pruned limbs small be treated by
painting the exposed ends with an approved asphaltic material.
(2) Areas required for embankment construction; for roadway,
channel and structural excavation; and for borrow sites and material
sources shall, be cleared and grubbed. on areas required for roadway,
channel, or structural excavation, all stumps, roots, etc., (except
for designated trees and brush) shall be removed to a depth of at
least 2 feet below the existing ground surface. All holes remaining
after clearing and grubbing shall be backfilled and tamped as
directed by the Engineer and the entire area bladed to prevent
ponding of water and to provide drainage, except in areas to be
immediately excavated the Engineer may direct that the holes not be
backfilled. When permitted by the plans, trees and stumps may be cut
off as close to natural, ground as practical on areas which are to be
covered by at least three feet of embankment. On areas required for
borrow sites and material sources, stumps, roots, etc., (except for
designated trees and brush) shall be removed to the complete extent
necessary to prevent such objectionable matter becoming mixed with
the material to be used in construction.
(3) All cleared and grubbed material shall be disposed of in a
manner satisfactory to the Engineer. Unless otherwise provided, all
merchantable timber removed as above required shall become the
property of the Contractor.
September, 1990 8
IV
GRADING
A. DESCRIPTION
Grading shall consist of the required excavation and embankment
within the limits of the right of way; the removal and proper
utilization or disposal of all excavated materials and the
constructing, shaping and finishing of all earth work on the entire
project and approaches to conform with the required lines, grades and
typical cross sections and in accordance with the pertinent
specifications.
B. CLASSIFICATION
All authorized excavation will be unclassified as to dirt, rock,
gravel or other miscellaneous material.
C. EQUIPMENT
No equipment will be used on the project which will damage or
endanger existing structures above ground or underground utilities.
Where heavy equipment is to cross existing ,structures and/or streets,
suitable protection shall be provided to prevent damage.
D. CONSTRUCTION METHODS
(1) All excavation and corresponding embankment shall be
performed in accordance with lines, grades and typical cross sections
as shown on the plans. Excess excavation or material unsuitable for
embankment shall be removed from the Town of Trophy Club and disposed
of as described under Section II "Preparation of Right -Of -Way" or
otherwise disposed of as directed by the Engineer.
(2) Should unsuitable materials be encountered within the top 6
inches of the finished grade it shall be removed and replaced by
suitable. materials. Suitable materials are described in section V
"Subgrade Preparation."
E. COMPACTION
All embankment shall be compacted to 95% standard Proctor at
optimum moisture or above. The natural ground upon which embankment
is to be placed shall be scarified and brought to the same density as
above.
END OF SECTION
September, 1990 9
V
SUBGRADE PREPARATION
A. DESCRIPTIONS
(1.) This item shall consist of preparing the top
portion of the finished grade for pavement and/or curb and
gutters, Subgrade preparation will be considered for that
portion of Subgrade under pavements and two feet outside the
back of curbs.
(2) Irrigation sleeves shall be furnished and installed
as indicated under item B.7 of section I "General
Requirements."
(3) Subgrade soils shall be classed for this purpose
under three classifications: namely P.I.'s of 10 or less,
P.I.'s of more than 10 but less than, 20, and P.I.'s of 20 and
above. The plasticity index (P.I.) shall be determined by an
independent testing laboratory approved by the Engineer.
B. SUBGRADE PREPARATION FOR SOILS WITH A P.I. OF 10 OR
LESS.
(1) When the excavation or fill has been constructed to
subgrade elevation, the Engineer will have the laboratory
take samples and determine the characteristics of the soil
and the density requirements at optimum moisture.
(2) The subgrade shall then be scarified and wetted to
optimum moisture or above. The moisture shall be thoroughly
mixed into the six inch Subgrade by discing, blading or other
methods approved by the Engineer.
(3) The Contractor shall then proceed to compact the
six inch subgrade by means of sheep foot, pneumatic or other
type of compaction equipment to 95 percent of standard
Proctor.
(4) When density tests have been made and it is
determined that the subgrade is to the proper required
density, the contractor will smooth the subgrade by means of
motor grader or other approved blading equipment and rolled
with a 10 ton flat wheel roller to obtain smooth densely
compacted finish at grade + 1/4 inch.
(5) The Contractor may now proceed to set forms for
concrete. pavement.
September, 1990 10
C. SUBGRADE PREPARATION FOR SOILS WITH A P.I. OF MORE THAN
10 BUT LESS THAN 20.
(1) Wherever the preexisting subgrade soil has a
plasticity index (P.I.) of more than 10 but less
than 20, the subgrade shall be prepared by mixing thoroughly
into the top six inches of soil the following minimum
stabilization to the degree indicated:
a. Lime - 6% by weight, unless determined
otherwise by laboratory tests.
b. Protland cement - 4% by weight, unless
determined otherwise by laboratory tests.
(2) Preparation and standards for Lime Modified Soils.
a. Hydrated lime and lime slurry where allowed,
shall meet the requirements of State Department of
Highways and Public Transportation specification
(S.D.H.P.T.) No. Item 264.
b. When the independent testing laboratory has
determined the optimum percentage of lithe, the
contractor shall scarify the subgrade and spread
the required amount of lime thereon. He shall then
thoroughly mix and blade the lime uniformly
throughout the subgrade with the addition of water
to insure thorough mixing. Next the contractor
shall begin mixing operations with approved pulvi-
m ixers which are in good working condition. This
operation shall continue until the lime is
thoroughly incorporated in the subgrade, water
being added as required.
C. The subgrade thus prepared shall be left to
cure a minimum of three days while moisture is
being added as needed and as directed by the
Engineer. After the minimum three day curing
period, the contractor will be required to mix lime
stabilized subgrade soil again until it is
thoroughly fluffed and of uniform consistency.
d. After the subgrade has been left to cure and
remixed, the Contractor shall begin compacting the
subgrade, being sure that at least optimum Moisture
is incorporated, by means of sheep foot, pneumatic
or other approved compaction equipment to 95
percent Standard Proctor density at optimum
moisture or above.
September, 1990 11
e. When the subgrade has been thoroughly
stabilized and compacted, the finished subgrade
shall be carefully bladed to within 1/4 inch of
finished grade and compacted and rolled with a 10
ton flat wheel roller.
f. The subgrade now having been prepared, the
Contractor may proceed with setting the pavement
forms.
(3) Preparation and standards for Portland Cement
Modified Soils.
a. Portland Cement shall be Type I conforming to
the requirements of A.S.T.M. designation C150 or
the requirements of S.D.H.P.T. Specification No.
Item 272.
b. Cement shall be spread only on that area where
the mixing and compaction can be completed during
the same working day in one continuous operation.
The application and mixing of cement with the
material shall be accomplished by the method
hereinafter described as "Dry Placing" or "Slurry
Placing„.
When the independent testing laboratory has
determined the optimum percentage of cement, the
contractor shall scarify the subgrade and spread
the required amount of cement thereon. He shall
then thoroughly mix and blade the cement uniformly
throughout the subgrade with the addition of water
to insure thorough mixing. Next the contractor
shall begin mixing operations with approved pulvi-
mixers which are in good working condition. This
operation shall continue until the cement is
thoroughly incorporated in the subgrade, water
being added as required.
C. The cement shall be spread by an approved
spreader at the rates to obtain the desired percent
by weight or as directed by the Engineer.
The cement shall be distributed at a uniform
rate and in such manner as to reduce the scattering
of cement by wind to a minimum. Cement shall not
be applied when wind conditions, in the opinion of
the Engineer, are such that blowing cement becomes
objectionable to traffic or adjacent property
owners. A motor grader shall not be used to spread
the cement.
September, 1990 12
d. Where slurry placement is to be used, the
cement shall be mixed with water to form a slurry
of the solids content designated by the Engineer.
The distributor truck shall be equipped with an
agitator which will keep the cement and water in a
uniform mixture.
e. The mixing procedure shall be the same for "Dry
Placing" or "Slurry Placing" as described herein.
The material and cement shall be thoroughly maxed
by approved road mixers or other approved
equipment, and the mixing shall continue until, in
the opinion of the Engineer, a homogeneous, friable
mixture of material and cement is obtained, free
from all clods or lumps. Materials containing
plastic clays or other material which will not
readily mix with cement shall be mixed as
thoroughly as possible at the time of the cement
application and brought to the proper moisture
content. The material shall be kept moist as
directed by the Engineer.
If the soil binder -cement mixture contains
clods, they shall be reduced in size by raking,
blading, discing, harrowing, scarifying or the use
of other approved pulverization methods so that
when all nonslaking aggregates retained on the No.
4 sieve are removed, the remainder of the clay
material without cement mixed throughout shall meet
the following requirements when tested dry by
laboratory sieves;
Minimum Passing 1-3/4" Sieve ...... 100a
Minimum Passing 3/4" Sieve...... 75%
Minimum Passing No. 4 Sieve...... 45%
f. Compaction of the mixture shall begin
immediately after mixing. The material shall be
aerated or watered as necessary to provide the
optimum moisture. compaction shall begin at the
bottom and shall continue until the entire depth of
mixture is uniformly compacted. Compaction shall
be in six (6) to eight (8) inch loose lifts.
The course
compacted to the
specified below
Standard Proctor
Relationship,
shall be sprinkled as required and
extent to provide the density
as determined by the use of the
(ASTM D 698) Moisture/Density
September, 1990 13
Description:
For cement treated subgrade that will receive
subsequent courses.
Density, Percent:
Not less than 95 at optimum moisture or
above, except when shown otherwise on the
plans.
The testing will be as outlined in Test
Method ASTM D 2922 and ASTM D 3017 or other
approved methods. In -Place Density tests shall be
performed at the rate of three per 500 linear feet
of paving for two (2) lanes. The suitability of
the stabilization shall be confirmed by Atterberg
Limit testing at the rate of one test per 2,500
cubic yards of processed material.
In addition to the requirements specified for
density, the full depth of the material shown on
the plans shall be compacted to the extent
necessary to remain firm and stable under
construction equipment. After each section is
completed, tests as necessary will be directed by
the Engineer. If the material fails to meet the
density requirements, it shall be reworked as
necessary to meet these requirements. Throughout
this entire operation the shape of the course shall
be maintained by blading, and the surface upon
completion, shall be smooth and in conformity with
the typical section shown on the plans and to the
established lines and grades. Should the material
due to any reason or cause, loose the required
stability, density and finish before the next
course is placed or the work is accepted, it shall
be recompacted and refinished at the sole expense
of the Contractor.
g. After the cement treated subgrade has been
compacted, it shall be brought to the required
lines and grades in accordance with the typical
sections. The completed section shall then be
finished by rolling as directed with a pneumatic
tire or other suitable roller sufficiently light to
prevent hair cracking.
(4 ) The subgrade now having been prepared, the
Contractor may proceed with setting the pavement forms.
September, 1990 14
D. SUBGRADE PREPARATION FOR SOILS WITH A P.T. OF 20 OR MORE
(1) Wherever the preexisting subgrade soil has a
plasticity index (P.I.) of 20 or more, the subgrade shall be
prepared by mixing thoroughly into the top eight inches of
soil, the following minimum stabilization, to the degree
indicated:
a. Portland Cement - 8% by weight unless
determined otherwise by laboratory tests.
(2) Preparation and standards for Portland Cement
Modified Soils.
a. Portland Cement shall be Type I conforming to
the requirements of A.S.T.M. designation 0150 or
the requirements of s.D.H.P.T. Specification No.
Item 272.
b. Cement shall be spread only on that area where
the nixing and compaction can be completed during
the same working day in one continuous operation.
The application and mixing of cement with the
material shall be accomplished by the method
hereinafter described as "Dry Placing" or "Slurry
Placing".
When the independent testing laboratory has
determined the optimum percentage of cement, the
contractor shall scarify the subgrade and spread
the required amount of cement thereon. He shall
then thoroughly mix and blade the cement uniformly
throughout the subgrade with the addition of water
to insure thorough mixing. Next the contractor
shall begin mixing operations with approved pulvi-
mixers which are in good working condition. This
operation shall continue until the cement is
thoroughly incorporated in the subgrade, water
being added as required.
C. The cement shall be spread by an approved
spreader at the rates to obtain the desired percent
by weight or as directed by the Engineer.
The cement shall be distributed at a uniform
rate and in such manner as to reduce the scattering
of cement by wind to a minimum. Cement shall not
be applied when wind conditions, in the opinion of
the Engineer, are such that blowing cement becomes
objectionable to traffic or adjacent property
September, 1990 15
owners. A motor grader shall not be used to spread
the cement.
d. Where slurry placement is to be used, the
cement shall be mixed with water to form a slurry
of the solids content designated by the Engineer.
The distributor truck shall be equipped with an
agitator which will keep the cement and water in a
uniform mixture.
e. The mixing procedure shall be the same for "Ery
Placing" or "Slurry Placing" as described herein.
The material and cement shall be thoroughly mixed
by approved road mixers or other approved
equipment, and the mixing shall continue until, in
the opinion of the Engineer, a homogeneous, friable
mixture of material and cement is obtained., free
from all clods or lumps. Materials containing
plastic clays or other material which will not
readily mix with cement shall be mixed as
thoroughly as possible at the time of the cement
application and brought to the proper moisture
content. The material shall be kept moist as
directed by the Engineer.
If the soil binder -cement mixture contains
clods, they shall be reduced in size by raking,
blading, discing, harrowing, scarifying or the use
of other approved pulverization methods so that
when all nonslaking aggregates retained on the No.
4 sieve are removed, the remainder of the clay
material without cement mixed throughout shall meet
the following requirements when tested dry by
laboratory sieves:
Minimum Passing 1-3/4" Sieve ..... 100%
Minimum Passing 3/4" Sieve..... 750
Minimum Passing No. 4 Sieve..... 450
f. Compaction of the mixture shall begin
immediately after mixing. The material shall be
aerated or watered as necessary to provide the
optimum moisture. Compaction shall begin at the
bottom and sham, continue until the entire depth of
mixture is uniformly compacted. Compaction shall
be in six (6) to eight (S) inch loose lifts.
The course
compacted to the
specified below
Standard Proctor
Relationship.
shall be sprinkled as required and
extent to provide the density
as determined by the use of the
(ASTM E 698) Moisture/Density
September, 1990 16
Description:
For cement treated subgrade that will receive
Subsequent courses.
Density, Percent:
Not less than 95 at optimum moisture or above,
except when shown otherwise on the plans,
The testing will be as outlined in Test method
ASTM D 2922 and ASTM D 3017 or other approved
methods. In -Place Density tests shall be performed
at the rate of three per 500 linear feet of paving
for two (2) lanes. The suitability of the
stabilization shall be confirmed by fi.tterberg Limit
testing at the rate of one test per 2,500 cubic
yards of processed material.
In addition to the requirements specified for
density, the full depth of the material shoran on
the plans shall be compacted to the entent
Necessary to remain firm and stable ender
construction equipment. After each section is
completed, tests as necessary will be directed by
the Engineer. If the material fails to meet the
density requirements, it shall be reworked as
necessary to meet these requirements. Throughout
this entire operation the shape of the course shall
be maintained by blading, and the surface upon
completion shall be smooth and in conformity with
the typical section shown on the plans and to the
established lines and grades. :should the material
due to any reason or cause, lose the required
stability, density and finish before the next
course is placed or the work is accepted, it shall
be recompacted and refinished at the sole expense
of the Contractor.
g. After the cement treated subgrade has been
compacted, it shall be brought to the required
lines and grades in accordance with the typical
sections. The completed section shall then be
finished by rolling as directed with a pneumatic
tire or ether suitable roller sufficiently light to
prevent hair cracking.
.
(3) The subgrade now having been prepared, tI-je
Contractor may proceed with setting the pavement forms.
END OF SECTION
September, 1990 17
VI
REINFORCED CONCRETE STREET PAVING
A. MATERIALS
(1) cement
cement shall be of Type I (Normal) Portland cement
which shall conform to the requirements of the current
specifications for Portland cement A.S.T.M. Designation 0-
150. Cement in bulk meeting the above requirements may be
used provided the manner and method of handling is approved
by the Engineer. Type III (High Early Strength) may be used
by the Contractor to facilitate his operations provided the
permission of the Engineer is obtained in writing. There
shall not be Less than five (5) sacks of cement used per
cubic yard of concrete for machine finished and six (G) sacks
per cubic yard of concrete for hand finished and intersection
paving.
(2) Fine Aggregate
a. Description
Fine aggregate shall consist of sand or a
mixture of sands with or without a mineral filler.
The sand particles shall consist of clean, hard,
durable, uncoated grains.
b. Deleterious Substances
The maximum amount of deleterious substances
shall not exceed the following percentages by
weight:
Material removed by decantation 3%
Clay Lumps 0.5%
Fine Aggregate shall be free from a harmful
excess of salt or alkali. An additional 2%
loss by decantation will be allowed provided this
additional loss is of material of the same quality
as specified for the fine aggregate or mineral
filler.
September, 1990 is
C. organic impurities
When subjected to the color test for organic
impurities (A.S.T.M. Designation C-40), the sand or
mixture of sands shall not show a color darker than
the standard color.
d. Gradation
The sand or mixture of sands shall be well
graded from coarse to fine, and when tested by
laboratory methods shall meet the following
requirements for percentages by weight:
Retained on 1/4 inch sieve 0% to 50
Retained on ;,20 mesh sieve 15% to 50%
Retained on #.100 mesh sieve 85% to 95%
If it is economical to use two sands of
different gradations which when combined will meet
the specifications, each sand shall be measured
separately and in such proportions as the Engineer
may direct and shall not be mixed prior to
batching.
e. Mineral Filler
Mineral Filler shall consist of stone dust,
crushed sand or other inert material approved by
the Engineer, and may be added in amounts not to
exceed 10 percent of the weight of the sand or
mixture of sands, to improve the workability or
plasticity of the concrete mix. Such mineral
filler mast be of the quality specified for fine or
coarse aggregate and when tested by laboratory
methods shall meet the following requirements for
percentages by weight:
Retained on r;30 mesh sieve 0 to 5%
Retained on ,;100 mesh sieve 0 to 300
Where a mineral filler is used, it shall be
measured by weight separately. All fine aggregate
shall be stockpiled for at least twenty-four (24)
hours prior to use.
September, 1990 19
(3) Coarse Aggregate
a. Description
Coarse aggregate shall consist of crushed
stone or a combination of crushed stone and washed
gravel using a minimum of 50 percent by weight of
crushed stone. Pit -run aggregate will not be
allowed.
Gravel and crushed gravel shall consist of
clean, hard, durable particles, free from adherent
coatings, thin or elongated pieces, soft or
disintegrated particles, dirt organic or injurious
matter.
Crushed stone shall consist of the clean,
dustless product resulting from crushing stone.
There shall be no adherent coatings, clay, loam
organic or injurious matter.
Coarse aggregate shall have a percent of wear
of not more than 45 when tested according to
A.A.S.H.O. Method No. T-96.
All coarse aggregate shall be handled and
stored in such a manner as to prevent size
segregation and contamination by foreign
substances. When segregation is apparent, the
aggregate shall be re -mixed. At the time of its
use, the aggregate shall be free from frozen
material, and aggregate containing foreign
materials shall be rejected. Coarse aggregate
which contains more than 0.5% free moisture by
weight shall be stockpiled for at least twenty-four
(24) hours prior to use.
b. Deleterious substances
The maximum amount of deleterious substances
shall not exceed the following percentage by
weight:
Materials removed by decantation 1.0o
Shale, Slate or other similar materials 1.0%
Clay lumps .25q
Other deleterious substances including
friable, thin elongated or laminated
pieces 5.0%
September, 1990 20
Coarse aggregate shall be free from a harmful
excess of salt, alkali, vegetable matter, or other
objectionable matter occurring either free or as
adherent coatings.
C. Gradation
The coarse aggregate shall be well graded in
size from coarse to fine, and when tested by
laboratory methods shall meet the following
requirements for percentages by weight:
Retained on 3 inch sieve 0%
Retained on 2 inch sieve 0 to 200
Retained on 3/4 inch sieve 35 to 70%
Retained on 1/4 inch sieve 95 to 100%
Where coarse aggregate is delivered to the job
in two or more sizes or types, each size or type
shall be separately and accurately measured by
volume or weighed separately in such proportions as
the Engineer may direct and shall not be mixed
prior to batching. At the beginning of each paving
project, and at other times the Engineer deems
necessary, the Contractor shall take samples and
furnish reports of laboratory test on the gravel to
be used.
(4) Water
Water used for mixing and curing shall be clear and
clean and shall be free from oil, acid, alkali, organic
matter or other deleterious substances. The maximum
allowable water shall be 6 1/2 gallons per sack of cement.
(5) Reinforcement
Reinforcement shall be deformed steel bars as shown
on the plans, conforming to the requirements of the current
specifications for Billet Steel concrete reinforcement bars,
A.S.T.M. Designation A-15 or for Rail Steel concrete
reinforcement bars, A.S.T.M. Designation A-16. Steel wire
fabric will not be permitted. Deformed bars meeting these
specifications shall be used for the tie bars joining slabs
together across longitudinal hinged joints. Dowels across
expansion joints shall be smooth, round bars without barred
ends, as shown on the plans, or as approved by the Engineer.
September, 1990 21
(6) Joint Filler
Joint Filler shall consist of asphalt impregnated
fiber board.
a. Asphalt Board. Asphalt board shall be of
required size and uniform thickness. When used in
joints, it shall conform approximately to the shape
of the pavement crown as shown on plans. Asphalt
board shall consist of two suitable asphalt
impregnated liners filled with a mastic mixture of
asphalt and vegetable fiber and/or mineral filler.
Boards shall be smooth, flat and straight
throughout, and shall be sufficiently rigid to
Permit easy installation. Boards that crack or
shatter during installing and finishing operations
will not be acceptable. Boards shall be furnished
in lengths equal to one-half of pavement width or
in lengths equal to the width between longitudinal
joints and may be furnished in strips or scored
sheets of the required shape. When tested in
accordance with Test Method Tex -524-C the asphalt
boards shall not deflect from the horizontal more
than 3/4 inch in 3 1/2 inches.
{7} Silicone Joint Sealant
The sealant shall be furnished in a one part
silicone formulation which does not require a primer for bond
to concrete. The compound shall be compatible with the
surface to which it is applied. Acid cure sealants are not
acceptable for use on concrete. The sealant shall be applied
with a pressure applicator that forces it into the joint.
Silicone rubber joint seals shall exhibit an adequate bond to
concrete when subjected to testing.
The silicone sealant shall meet the requirements of
Table V1-1. Sealant may be accepted for immediate use on the
basis of manufacturer's certified test results which indicate
the material meets the requirements of Table VI -1. Each lot
of sealant shall be delivered in containers plainly marked
with the manufacturer's name or trademark and a lot number.
The manufacturer shall furnish certified test results of each
lot of joint sealant shipped to the project. The
manufacturer shall also indicate the date of shipment on each
lot. Material shall not be used after 6 months from the date
of shipment from the manufacturer without first being sampled
and tested. Foam back-up rod may be accepted based on visual
inspection by the Engineer.
September, 1990 22
TABLE VI -1
SILICONE SEALANT REQUIREMENTS
Item Requirement
Flow 0.3 inches maximum
Extrusion rate 75-350 grams/minute
Tack free time @77 degree 20 - 90 minutes
F + 3
Specific Gravity 1.010 - 1.515
Du ometer hardness,
Shore A. (7 days cured
@ 77 degree F + 3 and
45-554 Relative Humidity)
Tensile stress @ 1504
elongation (7 day cure
@ 77 degree F ± 3 and
45-554 Relative Humidity)
Elongation: (7 day cure
@ 77 degree F + 3 and
45-554 Relative Humidity)
Ozone and UV Resistance
Movement Capability and
Adhesion
Shelf Life
10 - 25 (0 degree F)
45 psi maximum
7004 minimum
Test Method
MIL S 8802
ASTM D 2202
MIL S 8802
MIL S 8802
ASTM C 679
ASTM D 792,
Method A
ASTM D 2240
ASTM D 412
(Die C)
ASTM D 412
(Die C)
No chalking, ASTM D 793
cracking, or bond
loss after 5,000
hours
+100% and -504; ASTM C 719
No adhesive or cohesive
failure after 10 cycles
at 0 degree F
6 months from date of
shipment from manufacturer
Silicone sealant material shall meet or exceed Federal
Specifications TT -S -001543A (COM -MBS) and TT -S-002300 (COM -
NB S) .
September, 1990 23
(8) Curing Materials
(a) Burlap for curing shall weigh not less than
ten (10) ounces per ten (10) square feet and shall
not have been previously used for any other purpose
than concrete curing.
(b) =Cotton mats shall meet the requirements of the
Standard Specifications for Cotton Mats for curing
concrete pavements of the A.A.S.H.o. Designation
M73-38.
(c) Impervious membrane seal coat, approved by the
Engineer, may be used for curing the concrete. The
curing compound shall contain a quick fading dye of
suitable color to assure visibility during
applications and shall be of such ingredients as
will not permanently alter the natural color of the
concrete. Under normal conditions suitable for
pavement operations, the curing compound after
application shall dry to touch in one hour and
shall dry through in not more than four hours. The
curing compound shall provide a film which will
have retained within the specimen the following
percentages of the moisture present in the specimen
when curing compound applied: At lease 97% at the
end of 24 hours, at least 95% at the end of three
(3) days, and at least 91% at the end of seven (7)
days, when tested in accordance with current
A.S.T.M. procedure C-156. The curing compound
shall conform to the requirements of A.A.S.H.O.
Specifications M-148.
(9) Air Entrainment
All concrete shall be air entrained and the volume
of air in the freshly mixed concrete shall be 5% plus or
manus 1% of the total volume. The entrained air shall be
obtained either by using air entrained cement or air
entraining admixture.
B. EQUIPMENT
(1) Cement weighing equipment for weighing bulk cement
shall be scales of either the beam or springless dial type
accurate to within a tolerance of four (4) pounds per one
thousand (1,000) pounds net load. The value of the minimum
graduation of any scale shall not be greater than five (5)
pounds.
September, 1990 24
(2) Aggregate bins shall be substantial and tight
enough to prevent leakage of aggregate. The weight box shall
be of suitable size and tight to prevent leakage of
aggregate. The weight box shall be supported entirely upon
the scales and shall be otherwise free; this box shall be so
constructed that excess material may be readily removed. A
catch shall be provided on the discharge gate to hold it
tightly closed while the weight box is being filled. The
scales for weighing the aggregate may be either the
horizontal beam or the springless dial type, designed as an
integral unit of the batching plant; it shall be of
substantial construction to withstand hard usage due to the
working conditions, and with a maximum error of 0.50 of net
load and with minimum graduations not greater than five
pounds. Poises shall be designed for locking in any position
and to prevent any unauthorized changes. The tell-tale dial
of the beam type and the pointers of the dial type shall be
enclosed by a glass cover in front of the dial. The scales
shall be tested prior to beginning operations and at such
time as the Engineer may direct. Aggregate bins and weight
scales shall be erected and left fully loaded over night
before testing the scales.
(3) The size of the mixer shall not be less than that
of a 27-E paver, as established by the Mixer Manuf. Bureau of
the A.G.C. The mixer shall be equipped with a power
controlled boom and bucket, so designed as to permit uniform
distribution of the concrete on the entire subgrade. The
mixer shall be operated at a drum speed of not less than 16
rpm and not more than 20 rpm.
The mixer shall be provided with a batch timing
device which will automatically lock the batch discharging
device the full mixing time and release it at the end of the
mixing period. The timing device shall have a bell which
will automatically ring at the end of the mixing period. The
tuning device shall be subject to inspection and adjustment
by the Engineer at any time. The mixer shall not be operated
unless the timing device is functioning properly. Dual drum
mixers will be permitted provided their operation is properly
synchronized and the mixing time shall be exclusive of the
time required to transfer concrete from the first to the
second drum.
(4) Subgrade template shall be provided which have
adjustable rods projecting downward at one foot (12 inches)
intervals. The bottom of these rods shall be adjusted to the
true cross section of the bottom of the slab when the
template rests upon the side forms. The template shall be of
such strength and rigidity that if the support is transferred
September, 1990 25
to the center, there will not be a deflection of more than
one -eight (1/8) inch. A subgrade planer may be used in lieu
of the subgrade template.
(5) Side forms shall be of steel of approved cross-
section and length, except on curves of less than one hundred
fifty (150) feet radius. on curves of less than one hundred
fifty (150) feet radius, wood forms or built-up metal forms
may be used but shall be sufficiently rigid to hold true to
grade and alignment under all working conditions.
(6) Finishing equipment shall be mechanical type except
where warped surfaces or unusual conditions require hand
finishing and where such practice is approved by the
Engineer. The longitudinal float will not be required when
the mechanically vibrated strike -off template is used;
however, the use of the mechanically vibrated strike -off
template will not relieve the Contractor of the
responsibility of securing the specified surface finish,
which must be checked ahead of the final belting with a 10
foot steel straight -edge. There shall be provided a
sufficient number of bridges for finishing expansion and
construction joints, and the necessary edging and finishing
tools to complete the pavement slab according to the plans
and specifications. The belt for finishing the slab shall be
of canvas or canvas -rubber composition, two (2) to four (4)
Ply, not less than six (6) inches nor more than ten (10)
inches wide, and at least two (2) feet longer than the width
of the pavement. The Contractor shall furnish and maintain
at least two (2) standard ten (10) foot steel straight edges
on the job at all times.
(7) Placing and Removing Forms
a. Forms shall be set true to line and grade in
advance of the placing of the concrete for a
distance sufficient to permit a finished subgrade
for a length of one hundred (100) feet ahead of the
concrete. They shall be joined neatly and tightly
and shall be set with exactness to the established
grade and alignment. All forms must be in firm
contact with the subgrade throughout their entire
length and base width and securely staked with at
least three (3) pins per ten (10) foot section.
If the subgrade becomes unstable or wet the
forms shall be removed, the subgrade dried out and
the forms reset using heavy stakes or other
additional supports, such as may be required, to
September, 1990 26
provide sufficient stability to withstand
vibrations and movements of all equipment operated
thereon.
b. If the forms settle over one-eighth (1/8) inch
during finishing operation, the paving shall be
stopped; forms shall then be reset to line and
grade, and pavement brought up to standard section
and thickness.
C. Forms must be cleaned and oiled before concrete
is placed against them.
d. Forms shall remain in place until the concrete
is at least twelve (12) hours old, and removal of
forms shall be followed immediately by banking
earth against the sides of the slab and wetting
same.
(8) Slipform Paving
Instead of using fixed forms, the contractor may
place concrete with a slipform paver designed to spread,
consolidate, screed, and float -finish the freshly placed
concrete in one complete pass of the machine. The slipform
paver shall be operated with as nearly a continuous forward
movement as possible and all the operations of mixing,
delivering, and spreading concrete shall be so coordinated as
to provide uniform progress with stopping and starting of the
paver held to a minimum.
The subgrade and slipform paver track area shall be
brought to proper grade and cross section by means of a
properly designed and operated machine. Disturbed grade
shall be properly recompacted. If any traffic is allowed to
use the prepared grade, the grade shall be checked and
corrected immediately ahead of placing the concrete.
(9) Joints
Joints shall be used where shown on the plans or
where directed by the Engineer. The plane of all joints
shall make a right angle with the surface of the pavement.
No joint shall have an error in alignment of more than one-
half (1/2) inch at any point. The concrete along the face of
all joints, except dummy joints, shall be thoroughly spaded
to insure a surface which is free from honeycombing. All
joints shall be constructed in accordance with the Town of
Trophy club standard Joint Details.
September, 1990 27
a. Transverse Joints
Transverse joints shall be expansion,
contraction or construction joints. They shall
mane a right angle with the surface and with the
centerline of the pavement and extend through for
the full width of the pavement.
b. Expansion Joints
Expansion joints shall extend entirely through
the depth and width of the pavement. They shall be
of the design, width and spacing shown on the
plans, or as approved by the Engineer. Expansion
joints will be required at street intersections, to
separate the pavement slab from any rigid
structures such as manholes, etc., coming within
the area of pavement, and at the center of all
blocks over 600 feet in length. An asphalt
impregnated fiber board joint filler one (1) inch
in width accurately shaped to the cross section of
the bottom and top of the concrete section and of
depth sufficient to provide a seal space of the
depth shown on the plans or as approved by the
Engineer, shall be securely fastened in place and
in contact with the subgrade for its entire length.
Holes of the proper size to hold the center of
the dowel bars accurately in position and of a
diameter not more than one-eighth (1/8) inch
greater than the dowel bar diameter, shall be cut
in the correct location to secure the dowel bar
spacing required by the plans, or as approved by
the Engineer. The top of each joint shall be
filled with the specified seal material. The
concrete shall be clean and the surface dry when
the seal is placed.
C. Transverse Contraction Joints
Transverse contraction joints shall be spaced
as shown on the plans, with minimum spacing of ten
(10) feet and maximum spacing of fifteen (15) feet.
They shall be of the depth and width as shown on
the Town of Trophy club Standard Joint Details and
shall be formed by sawing. After the concrete has
hardened and the groove sawed it shall be filled
with specified joint sealing material.
September, 1990 28
d. Transverse Construction joint
Transverse Construction joint shall be
constructed wherever the placing of concrete is
suspended for thirty (30) minutes or more. Any
concrete in excess of that needed to form the joint
shall not be used in the pavement. However, such
construction joints shall not eliminate the placing
of expansion or construction joints at the
locations required by the plans and specifications.
A construction joint occurring at the dummy joint
shall be provided with dowels. The Contractor
shall furnish a bulkhead shaped to the concrete
sections. This bulkhead shall be drilled to permit
the continuation of all longitudinal reinforcing
steel through the construction joint. An edge
created by a construction joint shall have a
standard sawed joint which shall be sealed as
required.
e. Longitudinal joints shall be contraction or
construction joints. Longitudinal joints shall be
constructed along the centerline of the concrete
pavement or parallel thereto as shown on the plans,
or as directed by the Engineer. Tied longitudinal
joints shall be constructed on the abutting edges
of all slabs built in separate longitudinal strips.
f. Cleaning Joints
Immediately after sawing the joint, the
resulting slurry shall be completely removed from
the joint and the immediate area cleaned by
flushing with a jet of water under pressure, and by
the use of other tools as necessary. After
flushing, the joint shall be blown out with
compressed air. When the surfaces are thoroughly
clean and dry and just before the joint sealer is
placed, compressed air having a pressure of at
least 90 psi shall be used to blow out the joint
and remove all traces of dust. Air compressors
used for cleaning joints shall be equipped with
suitable traps capable of removing all surplus
water and oil in the compressed air.
I. In the event freshly cut sawed joints
become contaminated before they are sealed,
they shall be re -cleaned as outlined above.
September, 1990 29
2. Cleaning methods shall not alter the joint
profile including rounding of the top corners,
or alter the texture of the concrete riding
surface. Cleaning of the joint faces shall be
accomplished by sandblasting.
g. Installing Backer -Rod in ,joint
Prior to placing the backer -rod, the joint
must be thoroughly dry and clean. Any necessary
cleaning, air blasting, or air -drying will be
completed before placing backer -rod and sealant.
If backer -rod specified for applicable joint detail
are on joints less than one (1) inch wide after
cleaning, a round backer -rod of resilient material,
compatible with silicone sealant, and slightly
oversized to prevent movement during the sealing
operation will be installed in the joint at the
depth specified on the appropriate joint detail in
the Plans. The thickness of the backer -rod will be
greater after squeezing it into the joint and some
"rebound" may occur --allowance must be made for
this to ensure placing at correct depth. Backer -
rod shall be a readily compressible, non-reactive,
non-absorptive type material such as expanded
closed cell polyethylene foam rod.
h. Installing Silicone Sealant
The installation of the silicone sealant is to
be done as soon after cleaning and after placing
the backer -rod as reasonably possible to ensure
that joint is still clean and dry. In the event
the joint does become contaminated, damp, or wet,
the backer -rod is to be removed, the joint cleaned
and dried, and a new backer -rod reinstalled prior
to placing the sealant material. The sealant
material used shall be a low modulus silicone
sealant material as specified. The temperature of
the concrete surface and air at time of placement
must be 40 degrees F. or higher. The silicone
sealant shall be applied by pumping only.
The pump shall be of sufficient capacity to
deliver the necessary volume of material to
completely fill the joint to the specified width
and height of sealant in one pass. The nozzle
shall be of sufficient size and shape to closely
fit into the joint and introduce the sealant inside
September, 1990 30
the joint with sufficient pressure to prevent voids
occurring in the sealant and to force the sealant
into contact with the joint faces. The sealant,
after being placed, shall be tooled to provide the
specified recess depth, thickness, and shape of
sealant as shown on the plans. Sufficient force or
pressure shall be applied to the sealant in this
tooling operation to force the sealant against the
joint faces to ensure satisfactory wetting and
bonding of the sealant to the joint faces. The
silicone sealant is not self -leveling and will not
position itself correctly in the joint under its
own weight. The sealant shall be placed to
reasonably close conformity with the dimensions and
shape shown on the Plans. Any unreasonable
deviation will be cause for rejection and necessary
corrective action will be made by the Contractor.
i. Special Requirements
The following special requirements apply to
this work.
1. After a joint has been sealed, all surplus
sealant or other residue on the pavement or
structure surfaces shall be promptly removed.
2. If a primer is recommended by the
manufacturer, it shall be used in accordance
with such recommendations. When required,
primer will be installed before installing
backup material.
3. Air compressors used for cleaning joints
shall be equipped with suitable traps capable
of removing all surplus water and oil in the
compressed air. The compressed air will be
checked daily by the Engineer for
contamination, No contaminated air shall be
used. The compressor shall be capable of
delivering compressed air at a continuous
pressure of at least 90 psi.
4. Traffic shall not be permitted over sealed
joints until the sealant is tack free, cured
sufficiently to resist displacement of the
sealant due to slab movement or other causes,
and until debris from traffic does not imbed
into the sealant.
September, 1990 31
5. Any failure of the sealed joint: due to:
(a) adhesion or cohesion failure of joint
material (b) unsatisfactory or improper
workmanship by contractor (e) damage by
Contractor's operations or public traffic (d)
damage to the sealant due to displacement of
the sealant from slab movements or
insufficient cure before opening to traffic
will be cause for rejection and the joint
shall be repaired.
(10) Dowels
Dowels shall be round, smooth bars of the size
shown on the plans, or as approved by the Engineer, and shall
be installed at the spacing as specified. The dowels shall
be held in position exactly parallel to surface and
centerline of the slab, by a metal device that is left in the
pavement. This device shall hold each dowel in exactly the
correct position so firmly that the dowel's position cannot
be altered by concreting operations. None of the members of
the device shall restrict the free opening and closing of the
expansion joint nor make planes of weakness in the pavement.
Expansion joint dowel bars shall be completely
coated with a thin uniform coating of grease or other
satisfactory lubricant. A close fitting metal sleeve with
one end closed shall be provided for the end of each
expansion joint dowel as shown on the plans, or as directed
by the Engineer.
(11) Integral Curb
Integral curb shall be constructed along the edge
of the pavement as an integral part of the slab and of the
same concrete as the slab. The concrete for the curb shall
be deposited not more than thirty (30) minutes after the
concrete in the slab.
(12) Reinforcement
Reinforcement shall be placed at locations shown on
the plans, or as directed by the Engineer, and shall be
supported above the sub -grade on chairs approved by the
Engineer. All intersections of longitudinal transverse bars
shall be securely tied together to resist displacement during
the concreting operations.
September, 1990 J2
(13) Concrete
a. Design Strength
1. Concrete shall be proportioned to have a
minimum compressive strength at the age of
twenty-eight (28) days as specified below in
Table VI -2, or as designated on the plans, as
determined by the current Methods of Making
Compression `rests of Concrete, A.S.T.M.
Designation C-39,
TABLE VT -2
Required Compressive Strength
7 Days 28 Days Max. Slump
2200 3000 3" Machine Finished
2200 3000 4" Hand Finished
The concrete shall be uniform and workable
and of such a consistency as to produce a
slump of not less than one (1) inch nor more
than three (3) or four (4) inches as noted
above and determined by the current Standard
Slump Test, A.S.T.M. Designation C-143.
concrete test cylinders shall be molded as
specified in the. current Standard Method of
Making and Curing Concrete Flexure and
Compression Test Specimens in the Field,
A.S.T.M. Designation C-31.
2. A set of three (3) test specimens shall be
made at intervals to represent 600 S.Y. of the
pavement being constructed. Each set of test
specimens shall be composed of three (3)
molded concrete cylinders. The compressive
strength of each set of cylinders shall
represent the compressive strength of that
portion of the pavement which lies on both
sides of the cylinders, half of the distance
from these cylinders to the adjacent set of
test specimens. Each specimen shall be
plainly marked and a record kept, showing date
and the exact section of pavement represented
by it. One (1) of the specimens will be
tested at the age of seven days. should the
September:, 1990 33
results of this test cause the Engineer to
decide that the minimum ultimate strength will
not be obtained, then the Engineer may order a
change in the mix design as he deems necessary
to give the specified minimum ultimate
compressive strength of the concrete. The
failure of the Engineer to predict the
strength of the concrete from the date from
these tests, or the failure to order a change
in mix design, shall not relieve the
Contractor of his responsibility to obtain the
specified strength, nor will be grounds for
waiving the penalty for low compressive
strength concrete. If the results of the
initial test are unsatisfactory, the remaining
two (2) specimens will be tested at the age of
twenty-eight (28) days. The average strength
of these three specimens will be used to
represent the strength of the concrete in that
Portion of the pavement represented by these
test specimens. The Engineer may disregard
the results of any test which, in his opinion,
is not representative of the quality of the
concrete actually placed in the pavement.
3. Should any set of specimens fail to meet
the strength requirements for that particular
section, or should the Contractor feel that
the specimens are not representative of the
entire section of pavement, the limits of
which are outlined above, the Contractor shall
have the privilege of cutting cores from that
section of the pavement. The cores shall be
cut within thirty (30) days, from locations
designated by the Engineer for the Town.
These cores shall be crushed under usual
laboratory methods, and their strength shall
be conclusive. The cost of cutting cores and
making repairs to the pavement shall be at the
expense of the Contractor.
b. Mixing
1. Mixing of the concrete shall continue for
not less than one (1) minute after all the
materials, except water, are in the drum. The
required water small be introduced into the
mixing drum during the first fifteen (15)
seconds of mining. The revolutions per minute
September, 1990 34
of the mixer drum shall conform to the rating
of the manufacturer. The volume of mixed
concrete shall not exceed the mixer
manufacturer's rated capacity of the drum by
more than twenty (20) percent.
2. 1f spillage occurs during mixing, the
batch size shall be reduced. The use of
centrally mixed and truck mixed concrete is
permitted under these specifications provided
there is no segregation of materials when the
concrete is placed on the subgrade.
Transportation of concrete in dump trucks will
not be permuted. samples of concrete for
tests shall be taken after the concrete is on
the subgrade.
C. Depositing Concrete
1. The mixed concrete shall be deposited
rapidly on the subgrade to the required depth
and for the entire width of the pavement
section, in successive batches and in a
continuous operation, without the use of
intermediate forms of bulkheads between
joints. while being placed, the concrete
shall be vigorously sliced and spaded with
suitable tools to prevent the occurrence of
voids or honeycomb pockets. The concrete
shall be especially well spaded and tamped
along the forms.
2. In no case shall concrete be placed upon a
frozen subgrade nor shall it be mixed and
placed when the atmospheric temperature is
below freezing. if at any time the air
temperature is likely to drop to or is already
at or below thirty --eight (38) degrees F., the
concrete shall not be mixed or deposited
unless the mix can be brought to a temperature
of not less than fifty degrees (50) F.
Concrete shall be maintained at a temperature
of not less than fifty degrees (50 degrees F.)
for five days after placing.
3. Concrete shall not be placed before the
time of sunrise and shall not be placed later
than will permit the finishing of the pavement
during sufficient natural light.
September, 1990 35
d. Machine Finishing
1. The pavement shall be struck off and
consolidated with a mechanical finishing
machine. The machine shall strike off the
concrete at such a height that, after
consolidation and final finishing, it shall be
at the exact elevation and have the exact
crown shown on the plans.
2. After finishing has been completed with
the transverse finishing machine, the
longitudinal float shall be operated to smooth
and finish the pavement to the required grade;
or the mechanically vibrated strike -off
template may be used in place of the
longitudinal float.
3. After floating is complete and while the
concrete is still workable, the surface shall
be tested for trueness with an approved 10
foot steel straightedge. The straightedge
will be placed on the surface parallel to the
centerline and at not more than five (5) foot
intervals transversely. After each test the
straightedge shall be moved forward one-half
its length and the operation repeated. When
irregularities are discovered, they shall be
corrected by addition or removing concrete and
by operating the longitudinal float over the
area. The surface test with the straightedge
will then be repeated.
a. While the
surface shall
operated with
rapid advance
shall produce
texture.
e. Hand Finishing
concrete is still workable, the
be belted with an approved belt,
short transverse strokes and a
longitudinally. This operation
a uniform surface of a gritty
1. Hand finishing shall be resorted to only
in those conditions provided for above, and
upon specific authorization by the Engineer.
When hand finishing is permitted, the concrete
shall be struck off with an approved strikeoff
screed. surface of the pavement shall conform
to the required section and grade. The strike
template shall be moved forward with a
September, 1990 36
combined transverse and longitudinal motion in
the direction the work is progressing,
maintaining a slight excess of material in
front of the cutting edge. The concrete shall
then be tamped with an approved tamping
template to compact the concrete thoroughly,
and eliminate surface voids, and the surface
screeded to required section.
2. After completion of a strike -off,
consolidation, and transverse screeding, a
hand -operated longitudinal float shall be
operated to test and level the surface to the
required grade. Workmen shall operate the
float from approved bridges riding on the
forms and spanning the pavement. The
longitudinal float shall be held in contact
with the surface and parallel to the center
line, and operated with short longitudinal
strokes while passed from one side of the
pavement to the other. If contact with the
pavement is not made at all points, additional
concrete shall be used to produce a
satisfactory surface. Care shall be exercised
to keep the ends of the float from digging
into the surface of the pavement. After a
section has been smoothed so that the float
maintains contact with the surface at all
points, in being passed from one side to the
other, the bridges may be moved forward half
the length of the float, and the operation
repeated.
3. other operations and surface tests shall
be as required for machine finishing.
f. surface Testing
After the concrete has been placed 12 hours or
more, the Engineer will test the surface of the
pavement with a ten foot straightedge placed
parallel to the centerline. The surface shall not
vary from the straightedge by more than one-eighth
(1/8) inch per foot from the nearest point of
contact, and in no case shall the maximum ordinate
from a ten foot straightedge to the pavement be
greater than one-fourth (1/4) inch. Any high spots
causing a departure from the straightedge in excess
of that specified shall be ground down by the
Contractor to meet the surface test requirements.
September, 1990 37
g. Curing - Curing of concrete shall continue for
seventy-two (72) hours.
1. Initial curing shall began immediately
after the finishing operations have been
completed. Regardless of the method of final
curing, except for membrane curing, the entire
surface of the newly laid concrete shall be
covered with the specified wetted burlap or
cotton mats laid directly upon the finished
surface. This covering shall be kept
continuously saturated with water until
removed. It shall not be allowed to become
displaced or be removed earlier than the
morning of the day following its application.
In all cases in which curing requires the use
of water, the curing shall have prior rights
to all water. Failure to comply with curing
requirements shall be cause for immediate
suspension of concreting operations.
2. Final curing may be performed by one of
the following methods.
a. Burlap or cotton mats shall be kept
completely saturated at all times for a
period of at least seventy-two (72) hours
after the concrete is placed.
b. Waterproofed paper of sufficient
strength and of a type approved by the
Engineer may be used for final curing.
Waterproofed paper shall be prepared to
form blankets of sufficient width to cover
the entire surface and both edges of the
concrete section to be cured, and shall
not be more than sixty (50) feet in
length. All joints in the paper shall lap
not less than five (5) inches and shall be
sealed with asphaltic cement having a
melting point of approximately one hundred
eighty (180) degrees F. Blankets shall be
Placed to secure an overall lap twelve
(12) inches, and this lap shall be
securely weighted to form a closed joint.
Paper blankets may be rejected by the
Engineer at any time when, in his opinion,
they do not provide an airtight covering.
The paper blankets shall remain in place
for a period of not less than seventy-two
(72) hours.
September, 1990 38
C. Impervious membrane shall be applied
uniformly to the pavement promptly after
the surface water sheen has disappeared.
The membrane curing compound shall be
sprayed in one application at the rate of
not less than one gallon to two hundred
(200) square feet of pavement when applied
mechanically or one gallon to one hundred
fifty (150) square feet if applied by hand
sprays. The concrete surface to which
membrane curing compound has been applied
shall be protected from abrasion or damage
which results in perforation of the
membrane film during the first seventy-two
(72) hours after application.
h. Protection of Pavement and opening to Traffic
I. Protection of the concrete pavement shall
be the responsibility of the Contractor.
Suitable barricades, signs, and lights shall
be furnished and erected by the Contractor to
exclude traffic from the new pavement, but
these barriers shall be so arranged as not in
any way to impede public traffic on any area
intended to be kept open. Any part of the
pavement damaged by traffic or other causes
occurring prior to its final acceptance shall
be repaired or replaced by and at the expense
of the Contractor in a manner satisfactory to
the Engineer.
2. Concrete pavement shall be closed to all
traffic, including vehicles of the Contractor,
until the concrete is not less than seven (7)
days old and has attained the required
compressive strength. This period of closure
to traffic may be extended if, in the opinion
of the Engineer, weather or other conditions
make it advisable to provide an extension of
time of protection.
3. It shall be the responsibility of the
Contractor to provide and have available on
the job site at all times a sufficient supply
of polyethylene or vinyl of sufficient
strength to protect the surface finish for 500
feet of paved street. This shall be laid on
the surface of the most recently finished
pavement and made fast in case it starts
raining before the concrete has taken its
initial set.
September, 1990 39
C. FAILURE OF CONCRETE TO MEET REQUIREMENTS
(1) If the concrete as indicated by the test cylinders
does not meet the minimum requirements for strength, the
contractor shall have core samples made at the location of
the failing cylinders. He shall take as many core samples as
he wishes to determine the area of failure. Penalty as
outlined below shall be levied against the Contractor. The
limits of the deficient pavement either for strength or
thickness shall be determined by the core samples that are
taken.
a. If the ultimate strength of the concrete falls
below the minimum requirements specified in the
contract by not more than five hundred (500) pounds
per square inch, an amount of fifty (50) cents per
square yard shall be deducted from payment due or
to become due to the Contractor, and shall be paid
to the Town of Trophy Club to defray the cost of
extra street maintenance.
b. If the ultimate strength of the concrete
pavements falls below the minimum requirements
specified in the contract by more than five hundred
(500) but less than one thousand (1,000) pounds per
square inch, an amount of one dollar ($1.00) per
square yard shall be deducted from payments due or
to become due to the Contractor, on that portion of
the street deemed to be deficient, and shall be
paid to the Town of Trophy Club to defray the cost
of extra street maintenance.
C. If the ultimate strength of the concrete falls
below the minimum requirements specified in the
contract by more than one thousand (1,000) pounds
Per square inch, the concrete pavement shall be
completely removed and replaced at the Contractor's
expense.
d. If the average thickness of the pavement is not
deficient by more than 1/8 inch, the paving will be
considered acceptable and no penalty will be
assessed. If the average thickness of the pavement
is deficient by more than 1/8 inch but less than
1/4 inch from the minimum specified thickness, an
amount of 80.50 cents per square yard will be
deducted from the payment due or to become due to
the Contractor on the portion of the street deemed
to be deficient and shall be paid to the Town of
Trophy club to defray the cost of the extra street
maintenance. If the average thickness of the
Pavement is deficient by more than 1/4 inch but
September, 1990 40
less than 1/2 inch of the specified thickness an
amount of $1.00 per square yard shall be deducted
from the payments due or to become due to the
Contractor on that portion of the street deemed to
be deficient and shall be paid to the Town of
Trophy Club to defray the cost of the extra street
maintenance. If the average thickness is deficient
by more than 1/2 inch of the specified thickness,
the Contractor shall remove and replace the
deficient section at the Contractor's entire
expense.
e. It shall be the responsibility of the Developer
to withhold from the partial payment to the
Contractor, a sufficient amount of money to cover
the cost of any penalties due to the Town of Trophy
Club because of defective concrete as outlined
above. The developer shall be notified of any
deficiency.
f. B=fore final acceptance is given on the street,
it shall, be the responsibility of the Paving
Contractor to see that all water valve boxes,
manhole zings and covers and cleanouts and other
appurtenances to the water and sewer system are
brought to the finished grade of the paving and are
left in such condition that they can readily be
found at all. times.
END OF SECTION
September, 1990 41
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VIZ
CURB AND GUTTER
A. DESCRIPTION
"Concrete Curb and Gutter" shall consist of Portland cement
combined concrete curb and gutter or separate concrete gutter with
reinforcing steel as required, constructed on an approved subgrade or
foundation material in accordance with these specifications, in
conformity with the lines and grades established by the Engineer, and
details shown on the plans.
B. MATERIALS
Materials and proportions for concrete used in construction
under this item shall conform to the requirements as specified in
Section VI, "Reinforced Concrete Street Paving." Reinforcing steel
shall conform to the requirements as specified on the detail sheet.
Expansion, joint filler shall be premolded material meeting the
requirements as specified.
C. CONSTRUCTION METHODS
The subgrade or foundation shall be excavated and shaped to
line, grade and cross section, and, if considered necessary in the
opinion of the Engineer, hand tamped and sprinkled. If dry, the
subgrade or foundation material shall be sprinkled lightly
immediately before concrete is deposited thereon. Curb and gutter
construction shall not begin until the subgrade has been prepared in
accordance with Section V, "subgrade Preparation" and has been
accepted by the Engineer.
(1) Outside forms shall be of wood or metal, of a section
satisfactory to the Engineer, straight, free of warp and of a depth
equal to the depth of the curb and gutter. They shall be securely
staked to line and grade, and maintained in a true position during
the depositing of concrete. Inside forms for the curb shall be of
approved material, shall be of such design as to provide the curb
required and shall be rigidly attached to the outside forms.
(2) The reinforcing steel shall be placed in position as shown
on the typical sections. Care shall be exercised to keep all steel
in its proper location.
(3) Concrete for curb and gutter shall be mixed in a manner
satisfactory to the Engineer. The curb and gutter shall be poured in
sections of the length indicated on the plans, and each section shall
be separated by a premolded fibre board joint of cross section
specified for the curb and gutter, and of the thickness indicated on
the plans.
September, 1990 42
(4) After the concrete has been poured it shall be struck off
with a mule which will leave the concrete one half inch shy of
finished grade. Before the concrete has reached its initial set, the
grout or mortar shall be placed on the curb and gutter and struck off
to finished grade and cross-section by another mule. The grout shall
consist of one part Portland cement to three parts of fine aggregate.
Before the grout reaches its final set, it shall be smoothed with a
wooden float or trowel and properly edged on the face of gutter and
back of curb.
(5) Curbs, and/or curb and gutter shall be sawed into uniform
length sections as directed by the Engineer.
(6) The completed curb and gutter shall be cured in accordance
with the requirements of Section VI, "Reinforced Concrete Street
Paving,"
(7) The curb and gutter shall be backfilled to the full height
of the concrete, tamped and sloped.
END OF SECTION
September, 1990 43
//8" S/ope
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STANDARD MEDIAN CURB 8 GUTTER
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TYPICAL CURB AND GUTTER
Not To Scale
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Plate 72
onc. Pavement
VIII
SIDEWALKS/DRIVEWAYS/PEDESTRIAN & BICYCLE PATHS
A. DESCRIPTION
This item shall consist of sidewalks, driveways, pedestrian and
bicycle paths with reinforcing steel, composed of Portland cement
concrete, constructed as herein specified on an approved subgrade, in
conformity with the lines and grades established by the Engineer, and
the details shown on the plans.
B. MATERIALS
Materials and proportions used in construction under this
.tem shall conform to the requirements as specified in Section Vi
"Reinforced concrete Street Paving." Reinforcing steel is required
for sidewalks, driveways, pedestrian and bicycle paths and shall
conform to the requirements as specified on the detail sheet.
Expansion joint filler shall be premolded material meeting the
requirements specified in the plans.
C. CONSTRUCTION METHODS
The subgrade shall be excavated and shaped to line, grade and
cross section and if considered necessary in the opinion of the
Engineer hand tamped and sprinkled. The subgrade shall be moist at
the time the concrete is placed.
(1) Forms shall be of wood or metal, of a section satisfactory
to the Engineer, straight, free from warp, and of a depth equal to
the thickness of the finished work. They shall be securely staked to
line and grade and maintained in a true position during the
depositing of concrete.
(2) The reinforcing steel shall be placed in position as shown
on the plans. Care shall be exercised to keep all steel in its
proper locations.
(3) Sidewalks shall be constructed in sections of the lengths
shown on plans. The different sections shall be separated by a
premonlded joint material of the thickness shown on the plans, placed
vertically and at right angles to the longitudal axis of the
sidewalk. Where the sidewalk or driveways abut a curb or retaining
wall, approved expansion material shall be placed along their entire
length. Similar expansion material shall be placed around all
obstructions protruding through sidewalks or driveways.
September, 1990 44
(4) concrete shall be mixed in a manner satisfactory to the
Engineer, placed in the forms to the depth specified and spaded and
tamped until thoroughly compacted and mortar entirely covers the
surface. The top surface shall be floated and given a broom finished
texture. The outer edges and joints shall then be rounded with
approved tools to the radii shown on plans.
(5) Sidewalks shall be marked into separate sections, each 4
feet in length, by the use of approved jointing tools.
(G) When completed, the sidewalks and driveways shall be cured
in accordance with the requirements of Section VI, "Reinforced
Concrete Street Paving."
SND OF SECTION
September, 1990 45
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DRI VE WA Y
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No t To Scale
.IX
PAINTING TRAFFIC STRIPE
A. DESCRIPTION
This work shall consist of furnishing and applying reflectorized
Traffic Line Paint in accordance with these requirements and these
Specifications. Painted Stripes shall consist of either solid or
broken (skip) lines of the color and at the location designated on
the Plans.
skip Traffic Stripes consist of painted segments between painted gaps
in a designated sequence with a ratio of 1:3 (10 foot segment and 30
foot gap). The location and color will be as designated on the
Plans
This Item shall also include the application of words and symbols in
accordance with Plan details, the provisions of the Specifications
and the requirements of the current "Manual on Uniform Traffic
Control Devices, State of Texas".
S. MATERIALS
Materials for painting Traffic Stripe, Words and Symbols shall meet
the following requirements:
The color of the yellow paints shall visually match color No. 13538
of Federal Standard No. 595a. Federal Highway Administration color
tolerance chart, December 1972, shall be used for color tolerance
limits. The finished paints shall be free of skins, pigment
aggolomerates, and foreign matter.
C. FAST --DRY TRAFFIC PAINT
The ingredients, paint composition, and properties of finished paint
shall meet the following designated specifications or stated
requirements.
(1) INGREDIENTS
a. Alkyd Resin Solution. The alkyd resin solution shall
be composed of a pure drying resin dissolved in VM & P
naphtha.
Type of oil
Nonvolatile matter
Phthalic anhydride*
Acid value*
oil acids*
Viscosity, Gardner-Holdt
September, 1990 46
Soya, linseed, or both
59 to 610
30% min,
10. max.
50% min.
Z to Z
color, Gardner-Helliage 9. max.
Rosin or rosin deritives none
Compatibility. A solution of alkyd resin solution, chlorinated
rubber, and solvents in paint composition proportions shall be clear,
transparent, and shall show no separation after 24 hours storage in a
3/4 -full test tube at 80 degrees F. plus or minus 5.
s Nonvolatile basis
b. Chlorinated Rubber. The chlorinated rubber shall be
Parlon 520.
C. Chlorinated Paraffin. Fed. Spec. MID -C -429a, Type I
(43o chlorine).
d. Methyl Ethyl Ketone. ASTM D 740
e. Toluene. ASTM D 352
f. Heptane. Normal hepta, technical grade
g. Titanium Dioxide, anatase. ASTM D 476, Type I
h. Medium Chrome Yellow. ASTM D 211, Type III
i. Zinc Oxide, American process. ASTM D 79
j. Calcium Carbonate. ASTM D 1199, Type PC, Grade I or II
k. Magnesium Silicate, 325 grade. ASTM D 605
1. Antiskinning Agent. Exkin or equivalent
m. Antisettling Agent. Bentone 38 or Claytone 40.
n. Stabilizer. The stabilizer shall be propylene oxide,
styrene oxide, Thermolite 813, Interstab T-878, or
diglycidal ether of bisphenol A. The diglycidal ether
shall meet the following requirements:
Epoxide Equivalent weight 180-220
Viscosity at 25 deg. C. 1.00-160 poises
Hydrolyzable chlorine 2% max.
Density, pounds per gallon 9.55-9.75
(2) PAINT COMPOSITION. All percentages are by weight.
a. Pigment, (white or yellow paint) 48.0 to 50.0G
b. Pigment Composition:
September, 1990 47
WHITE YELLOW
Titanium Dioxide, min. 30.0% 10.50
Medium Chrome Yellow, min. ---- 13.0%
Zinc Oxide, min. 8.5% 8.2%
Calcium Carbonate, max. 28.0% 35.00-.
Magnesium Silicate, max. 36.5% 35.0%
Antisettling Agent 0.6 to 0.80 0.6 to 0.80
c. Vehicle Composition:
WHITE OR YELLOW
Allyd Resin solution, min.
21.5%
Chlorinated Rubber, min.
16.10
Chlorinated Paraffin, min.
12.0%
Methyl Ethyl Ketone
22 to 230
Toluene
19 to 21%
Heptane
4 to 6%
Lead Driver, 24%
0.3%
Cobalt Driver, 65.
0.15%
Antiskinning Agent
0.50
Methyl Alcohol
0.2%
Stabilizer: Use the following amount per 100 gallons of paint
of one of the specified stabilizers:
Styrene or propylene oxide 3 lb.
Thermolite 813 0.5 Ib.
Interstab T 878 0.625 lb.
Diglycidal ether 2 lb.
(3) PROPERTIES OF FINISHED PAINT.
a. Weight per Gallon at 77 degree F:
White - 11.9 lb., min.
Yellow - 12.0 lb., min.
b. Consistency at 77 degree F - 75 to 82 K.U.
C. Nonvolatile matter - 69.0%, min.
d. Grind, Hegman - 2, min.
E. Dry Time, set -to -touch, 10 mils wet - 4 minutes, max.
f. Storage stability. The paint shall not curdle, gel, or
settle hard when stored for up to 12 months following
the date of delivery and shall be easily redispersed to
a homogeneous state. When tested in accord with ASTM D
1309 and evaluated in accord with ASTM D 869, the paint
shall have a minimum acceptable rating of 5.
September, 1990 48
(4) CONSTRUCTION:
a. Cleaning of surface: All surfaces to be painted shall
be thoroughly cleaned of all dust, dirt, grease, oil and
all other foreign matter before application of the
paint.
b. Alignment: Traffic stripes small be of the length,
width and placement specified. on sections where no
previously applied markings are present, the Contractor
shall establish control points, satisfactory to the
Engineer, spaced at intervals that will insure accurate
locations of the stripe.
C. Application: Traffic Stripe paint shall be applied by
machine except for special areas and markings that are
not adaptable to machine application, in which case hand
application will be permitted.
No paints shall be applied to areas of pavement when:
(1) any moisture or foreign matter is present on the
surface; (2) the air temperature in the shade is below
50 degrees F.; or (3) wind conditions are such as might
cause dust to be deposited on the prepared areas or to
prevent satisfactory application of the paint and beads.
Painting shall be done only during daylight hours and
all painted areas shall be dry enough, before sunset, to
permit crossing by traffic. All protective devices
shall be removed not later than sunset to allow free
movement of traffic at night.
Traffic Stripe paint shall be thoroughly mixed in the
shipping container before placing in the machine tank.
The paint machine tank, connection and spray nozzles
shall be thoroughly cleaned with thinner before starting
each day's work.
The minimum wet film thickness for all painted areas
shall be 15 mils.
The minimum rate of application for 4" width traffic
stripe shall be as follows:
Solid Traffic Stripe Paint: Rate of application -20
gallons per mile, minimum.
Skip Traffic Stripe Paint: Rate of application -5.0
gallons per mile, minimum. (Note: Change minimum rate
proportionately for varying width of stripe.)
September, 1990 49
Immediately following the application of the paint, a
uniform application of glass beads shall be applied at a
minimum rate of 6 pounds of beads to each gallon of
paint.
d. Protective Measures: When painting is done under
traffic, the Contractor shall furnish and place all
warning and directional signs necessary to direct,
control and protect the traffic during the striping
operations. Warning signs shall be set up before the
beginning of each operation and extra signs shall be
kept well ahead of the painting equipment. when
necessary, a pilot car shall be used to protect both the
traffic and the painting operation. The freshly painted
stripe shall be protected by cones or other satisfactory
devices. All stripes damaged by traffic, or pavement
marked by traffic crossing wet paint, shall be repaired
or corrected.
e. Tolerance and Appearance: No stripe shall be less than
the specified width. No stripe shall exceed the
specified width by more than 1/2 inch. The length of
the 10 foot painted segment for skip stripe may vary
plus or minus one foot, and the 30 foot gap between
segments may vary plus or minus one foot. The alignment
of the stripe shall not deviate from the intended
alignment by more than one inch on tangents and on
curves up to and including one degree. on curves
exceeding one degree, the alignment of the stripe shall
not deviate from the intended alignment by more than 2
inches.
Continued deviation from stated dimensions will be cause
for stopping the Work and removing the nonconforming
stripe.
All stripes and segments of stripes shall present a
clean cut, uniform and workmanlike appearance. All
markings which fail to have a uniform, satisfactory
appearance, either day or night, shall be corrected by
the contractor at his expense.
(5) EQUIPMENT
The traveling traffic stripe painter shall be adaptable to
traveling at a uniform, predetermined rate of speed both uphill and
downhill in order to produce a uniform application of paint. The
paint machines shall be of the spray type, capable of satisfactorily
applying the paint under pressure with a uniformity of feed through
nozzles spraying directly upon the pavement. Each machine shall be
capable of applying three separate stripes, either solid or skip, in
any specified pattern by utilizing 3 adjacent spray nozzles at the
September, 1990 50
same time. Each paint tank shall be equipped with a mechanical
agitator. Each nozzle shall be equipped with satisfactory cutoff
valves which will apply broken or skip lines automatically. Each
nozzle shall have a mechanical bead dispenser that will operate
simultaneously with the spray nozzle and distribute the beads in a
uniform pattern at the rate specified. Each nozzle shall also be
equipped with suitable line guides consisting of metallic shrouds or
air blasts.
Gleaning equipment shall consist of the necessary brushes,
brooms, scrapers, grinders, high pressure water jets and air blasters
required to satisfactorily remove all foreign matter, from the
surfaces: to be painted, without damage to the underlying pavement.
The traveling traffic stripe painter shall also be equipped with
paint meters which will indicate the amount of paint dispensed from
each tank. Small, portable applicators or other special equipment
may also be required.
END OF SECTION
September, 1990 51
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X
RAISED PAVEMENT MARKERS
A. DESCRIPTION
This work shall consist of furnishing and placing Raised Pavement
Markers of the type specified on the Plans at locations shown, or
where directed by the Engineer. The markers shall conform to the
shape, dimensions, and tolerances shown on the Plans.
B. MATERIALS
All materials shall meet the requirements of the following
Standards:
The markers shall comply with the requirements of the State of Texas
Departmental Material specification D9-4200, "Pavement Markers
(Reflectorized)", and the adhesion requirements of Test Method Tex
611-3. Adhesive shall conform to the Item, "Epoxy"; and/or
"Bituminous Adhesive".
Marker types. Pavement markers shall be of the following types:
Type I -A shall contain one face that reflects amber light and the
body other than the reflective face shall be yellow.
Type I -C shall contain one face that reflects white light and the
body other than the reflective face shall be white, silver white or
light gray.
Type I -R shall contain one face that reflects red light and the body
other than the reflective face shall be white, silver white or light
gray. The body may be one-half red on the side which reflects red
light.
Type II -A -A shall contain two reflective faces each of which shall
reflect amber light and the body other than the reflective faces
shall be yellow.
Type II -C-R shall contain two reflective faces, one of which reflects
white light and one of which reflects red light; the body other than
the reflective faces shall be white, silver white or light gray or
may be one-half white, silver white or light gray on the side that
reflects white light and one-half red on the side that reflects red
light.
The reflective faces of the Type II markers shall be located so
that the direction of reflection from one face shall be directly
opposite the direction of reflection of the other face.
September, 1990 52
C. EQUIPMENT
All equipment necessary for the placement of markers shall be clean
and, if applicable, in proper mechanical condition before
construction is initiated. If epoxy is to be hand mixed, all
containers and stirring devices (paddles, propellers for drills,
etc.) shall be clean before mixing is begun. Mechanical automatic
mixing equipment shall be maintained in a sound mechanical condition,
and the mixing head shall be cleaned whenever the steady progress of
the work is halted for any extended period of time. The allowable
down, time will be dependent on the pot life of the adhesive system
being used. The automatic mixing device shall be equipped in such a
manner that the separate components are delivered to the mixing head
in a one to one ratio by volume. The lines feeding the mixing head
shall be equipped with suitable valves that will allow samples to be
taken for checking the ratio of each component.
All equipment necessary for the melting, stirring, and
dispensing of bituminous adhesive shall be clean, in proper
mechanical condition, and conform to the Bituminous Adhesive
manufacturer's requirements.
D. INSTALLATION
Markers shall be cemented to the pavement surfaces with an epoxy
resin adhesive conforming to either Type I -R, Type I -S Epoxy, or a
bituminous adhesive conforming to the appropriate specification.
Markers shall be spaced as shown on the Plans. Type I -R shall be
used when the pavement temperature is above 50 degree F., or when
traffic conditions require a rapid setting system. Type I -S shall be
used when the pavement temperature is above 60 degree F. and traffic
conditions permit a slower setting system. Bituminous adhesive shall
be used when the pavement temperature is above 50 degree F. or when
traffic conditions require a rapid setting material. Markers shall
not be placed over joints in rigid pavements or when the pavement
temperature is below 50 degree F.
The portion of the highway surface on which the marker and
adhesive are to be placed shall be free of dirt, curing compound,
grease, oil, paint, moisture, loose or unsound layers, or other
material which would impair the bond between the adhesive and the
roadway surface. cleaning shall be done by either sandblasting or
grinding equipment, and the resulting dust removed before placing the
marker. Air lines shall be deposited on the road surface. When
practical, a waiting period of 60 to 90 days should be allowed before
markers are placed on newly constructed asphaltic concrete pavements.
When epoxy adhesive is used it shall be furnished as two
separate components. Immediately prior to use the individual
components shall be thoroughly redispersed by stirring which separate
paddles. Any material showing a permanent increase in viscosity or
any settling of pigments, filler or thixotropic additives that cannot
September, 1990 53
be redisper,sed readily shall be rejected. After the separate
components have been agitated, the two components shall be mixed in a
one to one ratio and thoroughly blended until a uniform color,
without streaks is obtained. Unless otherwise specified, the
temperature of bath components shall be from 60 degrees F. to 80
degrees F. at the time of mixing. Any heating of the components
shall be done by the application of indirect heat in such a manner as
to avoid the possibility of locally overheating and, decomposing the
material. No adhesive shah be heated above 120 degrees F.
The adhesive shall be placed uniformly on thecleaned pavement
or on the bottom of the marker in a quantity sufficient to result in
complete coverage of the contact area of the marker. The marker
shall be placed in position and pressure applied until firm contact
is made with the pavement. A slight bead, of epoxy adhesive shall be
extruded from underneath all edges of the marker after it has been
placed on the pavement. Any adhesive on the face of the marker or
any excessive bead of adhesive which obscures the face of the marker
shall be removed. No thinners or solvents shall be used .for cleaning
epoxy adhesives from the pavement markers.
The markers shall be placed between the time of mixing of the
epoxy system and the termination of the pot life of the system. Due
to the influence of environmental factors on the pot life of a
system, the allowable pot life shall be designated by the Engineer.
However, in any case, no mixed system shall be utilized after it has
acquired a partial set and does not readily extrude around the
perimeter of the marker when the marker is pressed into place on the
roadway surface.
when an approved fast setting epoxy system is used, the separate
components shall be mixed by a two -component type automatic mixing
and extrusion apparatus, and the markers shall be placed immediately
after the epoxy system has been mi_,ed and extruded.
When bituminous adhesive is used it shall he furnished in
approximately 30 -pound cubes, which are to be heated in an oil
jacketed malting pot. The bituminous adhesive shall be maintained at
the manufacturer's recommended temperature during placement of the
markers. Bituminous adhesive which has been heated above 450 degrees
F. shall be discarded..
The bituminous adhesives shall be placed uniformly on the
cleaned pavement in a quantity sufficient to result in complete
coverage of the contact area of the marker. The marker shall be
placed in position and pressure applied until firm contact is made
with the pavement. A slight bead of adhesive shall be extruded from
underneath all edges of the marker after it has been placed on the
pavement. Any adhesive on the face of the marker or any excessive
bead of adhesive which obscures the face of the marker shall be
removed. The marker shall be placed before the bituminous adhesive
September, 1990 54
cools to the point that it does not readily extrude around the
perimeter of the marker when the marker is pressed into place on the
roadway.
EMD OF SECTION
September, 1990 55
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SUBSURFACE INTERCEPTOR DRAIN
A. DESCRIPTION
(1) Geocomposite interceptor drains shall be installed as
directed by the Engineer in areas where subsurface drainage is
saturating the subgrade soils.
(2) The geocomposite drain shall be used in subsurface
drainage applications for pavement edge drains, or retaining wall
drains as indicated on the drawings. The geocomposite drain shall
provide long term performance with high water removal ability
utilizinci non -blocking geotex-tile with a high density, flexible
polyethylene. _core .
B. MATERIALS
(1) POLYVINYL CHLORIDE (PVC) DRAIN PIPE
a. PVC gravity drain pipe shall conform to the requirements
of ASTM 3034. The pipe shall be jointed with an integral
bell, ball and spigot type rubber Basketed joint. Gaskets
shall conform to ASTM F477 and joilxts shall be tested in
accordance with ASTM D3212.
(3) GEOCOMPOSITE
a. The geocomposite will be a composite of cuspated plastic
care formed from high density polyethylene. The core will
have a minimum crush strength of 20 psi. The overall
thickness of the core will be 1-1/2" (* 1/8") and the
spacing of the crowns of the cuspations (wavelength) will be.
2" when measured along the longitudinal rows. The core will
be formed so that the formed protrusions (cusps) are present
on, both sides of the core, and shall be egt;ally formed so
that water carrying capacity is essentially the same on both
sides. The width of the geocomposite drain will be as shown
on the project drawings.
b. The polyethylene core will be fully overwrapped with a
ge.otextile meeting or exceeding properties specified below.
C. The longitudinal overlapped fabric seam will be
continuously glued at the point of manufacture.
September, 1990 56
(3) GEOTEXTILE
a. The geotextile shall be a nonwaven fabric consisting of
continuous chain polymeric filaments or yarns of polyester,
formed into a stable network by needle punching. The fabric
shall he inert to commonly encountered chemicals;
hydrocarbons, mildew and rot resistant, resistant to
ultraviolet light exposure, insect and rodent resistant, and
conform to the properties in the following table. The
average roll minimum value (weakest principle direction) for
strength properties of any individual roll tested from the
manufacturing lot or lots of a particular shipment shall be
in excess of the average roll minimum value (weakest
principle direction) stipulated herein.
h. Test Requirements:
Physical Properties Average Rall Minimum Value
(Weakest Principle Direction)"
Grab Tensile Strengths* 190
ASTM D1682 (Lbs.)
Elongation at Failures* 70
ASTM D1682 (`n)
Mullen Burst Strength 270
ASTM D3726 (PSI)
Permittivity: gal/min/ft(2) 110
Equivalent (Apparent) Opening Size
(U.S. Standard Sieve No.) CW -02215
U.S. Std. Sieve No. not less than 70
Tapezoid Tear Strengths* 80
ASTM 1117 (Lbs.)
Puncture Strength 00
ASTM D751 (modified) (Lbs.)
Vertical Water Flow (gpm/f+2)(5inches 115
constant head)
(4) PACKAGING AND IDENTIFICATION REQUIREMENTS
a, The geocomposite and geote the shall be provided in
rolls wrapped with protective covering to protect the fabric
I
rom maid, dirt, dust, and debris. Both materials shall be
free of defects or flaws which
September, 1990 57
significantly affect its physical properties. Each roll of
geocomposite and geotextile in the shipment shall be labeled
with a number or symbol to identify that production run.
(5) SAMPLING AND COMPLIANCE REQUIREMENTS
a. A competent laboratory must be maintained by the
producer of the materials at the point of manufacture to
insure quality control in accordance with ASTM testing
procedures. That laboratory shall maintain records of its
quality control results and provide, upon request of the
Engineer prior to shipment, a manufacturer's certificate.
The certificate shall include:
(1) Name of manufacturer
(2) Chemical composition
(3) Product description
(4) Statement of compliance to specification
requirements.
(5) signature of legally authorized official attesting
to the information required.
C. INSTALLATION
(1) Installation of the geocomposite subsurface interceptor
drain will be by direct burial in a trench with a minimum excavation
width of 411. The backfill material will be typical concrete sand.
Clay may not be used as the backfill material and must be replaced
with sand. Sharp stones are not permitted. Granular backfills will
be tamped to eliminate voids and to prevent settlement.
(2) Joining ends of geocomposite drain material will be
accomplished by slitting the geotextile on the wide part of the drain
for a distance of 3 inches - 4 inches". Roll back the geotextile on
both ends to be joined, overlap and interlock the core for a distance
of 3" minimum. The geotextile is then rolled back over the core and
fully overlapped, then all seams are glued and taped with high
quality, heavy duty polymeric tape. Absolute care must be taken to
tape all open seams to prevent soil entering the drain.
(3) Drain spacing and outletting shall be located as requested
by the Engineer. Outlets will be constructed using PVC pipe that has
been slotted to receive the full width of the geocomposite material,
which is pushed into a 1-1/2" wide slot in the pipe. Overlap the
geotextile as shown in the details, glue and tape joints leaving no
openings for soil to enter the drain. Cap the vertical PVC pipe
section, then connect the bottom of this terminal piece to an elbow
for assembly of the outlet drain.
(4) Place two pieces of geotextile on top and bottom overlapping
each other as shown on the detail. Glue and tape all joints and
;seams with manufacture recommended glue and tape.
September, 1990 58
(5) handling, storage and backfilling will be in accordance with
the geocomposite material manufacturer's instructions and will be
such as to insure no damage to the core or geote<tile; and that all
joints and seams are sewed to prevent soil entering the drain.
D. LAYING PIPE
Pipe shall be laid in accordance with the manufacturer's
instructions. This includes making sure that the bell and spigot is
clean, and that the spigot is inserted the prescribed amount to allow
for expansion and contraction due to the temperature change. Joint
lubrication shall be used as recommended.
E. CONCRETE STRUCTURE CONNECTIONS
(1) where PVC pipe extends into an existing drainage structure
wall, a form of special wall fitting must be provided as leakage
around the pipe through the wall connection will not be acceptable.
P ring water stop as an integral part of the wall fitting or a
comparable water stop shall be provided in the form of one of the
f011owing:
a. Structure couplings providing elastomeric gasket seal
with coupling grouted into structure wall and pipe inserted
into coupling.
b. Waterstop in the form of flexible boot or sleeve or
rubber O-ring gasket grouted or locked into structure wall
and pipe inserted into waterstop.
(2) Geocomposite subsurface interceptor drain pines shall
connect to storm drain, inlet, or a location approved by the
Engineer.
ENT} OF SECTION
September, 1990 59
I %2" 6" Portland Cement Concrete
I/8"Slope
� I/2 "R
#3 Bars
to 2„R ,¢� ,:
r �
r
Top So ll
r �
#3 Bars ` Select Backfill
11t -e
N Material
Geocomposite
Drain l q
Note
Geocomposite Interceptor Drain Shall
Be Installed As Directed By The Engineer
In Areas Where Subsurface Drainage Is
Saturating The Subgrode Soils.
T YP/CAL PA VEMEN7”
SUBSURFACE INiERCEPrOR DRAIN
Not To scale
Plate //.I
Cut Fabric As Shown
On Opposite Edges
And Fold Back
Geocomposite
Drain Material
Peeled Back Fabric Lapped
Around P.V.C. Drain Pipe
/P2" Geocomposite Drain
1112")(24"510 Cut In
PVC. Pipe
Folded Back
Fabric
Cut B Dispose
End Section
Glue And Tape Full Length Of
Fabric Joint W/Polymeric Tape
.Insert Geocomposite
Materia I AYainst Inside
Wal/ Of 4 Drain Pipe
��-'— 4 "Overlap
Glue And Tape Geotextile
Fabri c ToP V. C. Pipe
4 "SDR 35 W/Polymeric rape
P.VC. Pipe
17EOCOMPOSI rE OUTLEr DRAIN CONNECT'/ON
PLAN
Not To Scale
Plate I/.2
.2 Pieces Of Geotextile Fabric 24"x 36"Min. Each
For Overlapping Outlet Drain Connection
12 " Min. I
`Geocomposite Drain
Glue And Tape Fabric Joints
And Edges W/Polymeric Tape
P. VC. Cap
3 "Min.
Lap Fabric Glue And Ta)
Joint W/Polymeric Tape
Top Piece Of Geotextile Tc
Lap Over Bottom Fabric Pie
fi"Min.
4 "SDR 35 P V. C. Drain Pipe
To Curb Inlet
GE'OCOMPOSME OUiLEr ®RAIN CONNECT)®N
EL EVA 7-10N
Not To Scale
Plate 11.3
3 18"Concrete
Curb 8 Gutter
Pavers
Top Of Concrete
I "Sand Bedding
Curb B Gutter
Coarse
h)
h
�
Integral Curb
Reinf. Concrete Paving
J
c
#3 Bars (4) Stabilized Subgrade
20"C/C
TYPICAL CONCRETE PAVER DETAIL
Not To Scale
Reinf. Concrete Paving 8
Concrete Curb 8 Gutter --�
3 %8" Concrete Pavers
/" Sand Bedding Coarse
P-6 6 "
Stabilized Subgrade 1* 4 Def. Tie Bars
# 3 Bors Ca) 20 "CIC 2'- 6"L on @q
2'- 6 " Can ters
TYPICAL CONCRETE PAVER/CURB DETAIL
No t To Sca /e
Plate /2.l
/r_ 6r1
1112 "
/01/2 It
,)
0
2"
TYPICAL CURE AND MUTTER
Not To Scale
F
7®YPICA L CURD DETAIL
Not To Scale
Plate /2. 2
//2 "R
l - #3 0 Cont. W/#-3 0
ivpports @ 4 O "O.C. Typ.
'onc. Pavement
3►►
I/2"R
3 Bars On 20 CIC
2"
TYPICAL CURE AND MUTTER
Not To Scale
F
7®YPICA L CURD DETAIL
Not To Scale
Plate /2. 2
//2 "R
l - #3 0 Cont. W/#-3 0
ivpports @ 4 O "O.C. Typ.
'onc. Pavement
XII
SOLID CONCRETE INTERLOCKING PAVERS
A. DESCRIPTION
(1) The following specifications shall control the installation
of solid concrete interlocking paving stones at intersections and
crosswalks. Mork shall consist of all labor, materials, equipment
and accessories required for installation of sand laying course,
interlocking concrete pavers and all edge restraints over concrete
paving sub -surface.
E. MATERIALS
(1) Paving stones shall meet all requirements of ASTM C936-82,
and shall be a minimum thickness of 3 1/8" (3 cm) thick. Compressive
strength shall be a minimum 8000 psi. Portland cements shall conform
to ASTH 0150. The average absorption rate shall not be greater than
5" Calor and design shall be as selected by owner.
(") The sand laying course shall be well graded, clean, washed,
sharp sand with 100% passing a 3/S" sieve size and a maximum of 3`0
passing a No. 200 sieve size. DO NOT USE MASON SAND for laying
course. Clean masonry sand may be used as joint filler sand, over
finish paver stone surface.
(3) All edges of the installed paving stone shall be
restrained,. In the longitudinal direction the concrete curb and
gutter shall be the edge restraint. In the transverse direction the
concrete paving shall be the edge restraint.
C. INSTALLATION
(1) The installation of the sand laying course and lay of solid
interlocking concrete paver stones shall be in accordance with
manufacturer's recommendations and approved by engineer prior to
beginning installation. Minimum requirements shall be as indicated
on the details included.
END OF SECTION
September, 1990 60
SANITARY SEWED LINES AND APPURTENANCES
A. DESCRIPTION
This section contains design standards for materials used in the
construction of sanitary sewer lines. The intent of the
standards is to indicate the minimum standard of quality to be met by
the materials used and work done in the installation and completion
of sewer limes and appurtenances. Better or a higher quality of
material may be used where the quality specified is not available and
written approval is obtained. No added compensation for such
substitution will be allowed without prior written approval. The
phrase "approved equal" contained in these standards shall mean
written approval by the Engineer representing the Trophy Club
Municipal Utility Districts.
B. MATERIALS
(1) Vitrified Clay Pipe -
a. All vitrified clay pipe shall meet ASTM Designation
0261 specifications for standard and ASTM Designation 0278
for extra strength vitrified clay pipe respectively.
Standard strength pipe may be used up to 12 feet of cover.
Over 12 feet of cover, extra strength clay pipe shall be
installed. Over 16 feet shall require special approval by
the Engineer representing the Trophy Club municipal Utility
Districts.
b. Vitrified clay pipe joints shall have resilient
properties and conform to the current ASTH Specification
C425 for factory -made compression type joint on vitrified
pipe company of Mineral Wells, Texas or approved equal,
(2) P.V.C. or Plastic Pipe
All P.V.C. or plastic pipe shall be a minimum of S.D.R. 35,
A.B.S. or P.V.C. solvent weld or rubber ring joints will be allowed.
Joint tightness of 25 psi for one. (1) hoer will be required.
(3) Ductile Iron Pipe
Ductile ton pipe used in sanitary sewer lines shall
conform to class 50 of the following standards: .ASA A21.3, ASA A21.6,
and ASA A21.11 unless pressurized. Ductile shall be Class 51.
(4) Pressure Lines and Siphons
September, 1990 61
P.V.C. pipe may be used in pressure lines and inverted
siphons where the pipe is filled with liquid at all times or as noted
on the plans. It shall conform to S.D.R. 13 or as designated on
the plans.
C. JOINTING
(1) Joints of pipe shall conform to,, ASTM Designation C425-77
for compression joints for vitrified clay bell and spigot pipe and
ASA A21.11, AWWA 0111 for rubber gasket joints for other pipe and.
fittings.
(7) Joints shall sustain a maximum limit of 500 gallons per
inch of diameter per day per mile when field tested by actual
infiltration conditions. If exfiltration testing is required or
necessary, the joints shall perform equally well, except that an
allowance of an additional ten (10) percent of gallonage shall be
permitted for each additional two --foot head over a basic two -foot
minimum internal head.
(3) All pipe joints shall meet the requirements set forth;
however, the whole of a section of serer, such as that part between
consecutive manholes, or some similar increment of distance, shall be
considered when measuring infiltration-exfiltration results, rather
than the results obtained by observing a single joint. All known
joint leakage shall be repaired.
D. TRENCHING
Trench sides shall be as near vertical as possible. Trenches for
sanitary sewer pipe lines shall be straight from manhole except where
curves or anglepoints are provided on the plans. The bottom of the
trench shall be excavated no lower than necessary to provide for
embedment material below the pipe. where such excavation is made,
the fill back to grade shall be mechanically compacted to the density
of the adjacent material. Where trench is made more than 18 inches
(46 cm) wider than the outside diameter of the pipe provision shall
be made to protect the pipe from backfill load by using embedment as
shown on the plans or as directed by the Engineer.
E. PIPE LAYING
The pipe shall be laid to line and grade as designated by the
Engineer. Pipes may be lined by eye in the trench finless the pipe
layer can not maintain a straight line to the satisfaction of the
Engineer. The Engineer may require a straight line along the side of
the pipe. Each length of pipe as it is laid shall be checked from a
gradeline or laser above the trench.. The pipe layer shall take all
care in malting joints in order to make each joint tight. Leakage
tests shall be rigidly enforced.
September, 1990 62
F. EMBEDME14T
Embedments shall conform to the Town of Trophy Club Municipal Utility
Districts appurtenance details and specifications.
G. SERVICE COTINECTIONS
Where service connections are made to new sewer mains, the connection
shall be made with a wye connection installed as the line is laid
with the opening point upgrade, and to the side. The wye and bend
shall be supported in concrete. The wye and service line shall be
installed in the same manner specified above.
H. MANHOLES
On lines up to 24 inches inside diameter, the manholes shall be -four
(4) feet inside diameter. on pipe larger than 24 inches inside
diameter, the manholes shall be twice the diameter inside as the
largest pipe connected to it. Manholes shall be water tight;
constructed of concrete and may be prefabricated, or monolithic
concrete. Details of standard of drop manholes shall be as shown on
the plans. Grade adjustments shall be brick or prefabricated grade
rings.
I. MANHOLE CASTINGS
Manhole rinds and covers shall be gray iron castings boldly filleted
at angles and the corners and edges shall be sharp and perfect. The
castins shall be true to pattern form in dimensions, free from
cracks, sponginess, blowholes, or other poring faults affecting their
strength and free from burnt sand and shall be reasonably smooth.
Runners, riser, fins, and other cast -on pieces shall be removed from
the surface. Paved areas will require a 400 --pound manhole ring.
Non --paved areas will require a 300 -pound ring.
END OF SECTION
September, 1990 63
XIV - A
WATER LINES AND APPURTENANCES
A. DESCRIPTION
This section contains the design standards for materials used in the
construction of grater lines. The intent of the design standards is
to indicate the minimum standard of quality to be met by the
materials used and work done in the installation and completion of
water lines and appurtenances. Better or higher quality of materials
may be used where the quality specified is not available and upon
approval of the Engineer representing the Trophy Club Municipal
Utility Districts. No added compensation for such substitution will
be allowed without prior written approval by the Engineer. The term
"approved equal" shall mean prior written approval by the Engineer
representing the Trophy Club Municipal Utility Districts. All
references to standards shall mean the latest edition of that
standard.
B. MATERIALS
(1) Ductile Iron Pipe
This material Standard covers the furnishing and coating of ductile
iron pipe for use in water and sewer projects as designated on
project drawings. Unless specified otherwise, installation shall be
governed by Section XIV --B. Except as otherwise specified herein, the
pipe and fittings shall be fabricated in accordance with the Standard
specifications of the American Water Works Association, as follows:
a. ASA A21.4/AWWA 0104 "Cement-Motar Lining for Cast -Iron
and Ductile Iron Pipe and fittings for Water".
b. ASA. A21.6/AWWA 0106 "Cast -Iron Pipe Centrifugally Cast
in Metal molds, for Water or Other Liquids".
c. ASA A21.10/AWWA 0110 'Gray -Iron and Ductile -Iron
Fittings, 2 Inch through 38 -Inch, for Water and Other
Liquids".
d. ASA A21.11/AWWA 0111 "Rubber Gasket ioints for Ductile -
Iron Pressure Pipe and Fittings".
e. ASA A21/50/AWWA 0150 "Thickness Design of Ductile --Iron
Pi pe"
f. ASA. A21.51/AWWA 0151 "Ductile -Iron Pipe, Centrifugally
Cast in Metal Holds or Sand -Lined Molds, for Water or
Other Liquids".
All Ductile -iron pipe purchased under this Material standard shall be
September, 1990 64
designed for Type 2 laying condition, thickness class 51, 12 feet of
cover and iron grade 60--42-10 (60,000 psi tensile strength, 42,000
psi yield strength and minimum 10% elongation).
(2) Ductile Iron Pipe, Lining, Coatings, Etc.
Ductile iron pipe furnished under this standard shall provide a
proper joint along any portion of the pipe barrel When reduced in
length by field cut-offs.
a. The entire length, of the pipe barrel shall be
essentially true and concentric. The pipe manufacturer
shall perform such random gauging of outside diameters
along the pipe barrel as are necessary to properly control
the pipe against mold imperfections or eliptical barrel
shapes.
b. The pipe barrel thickness tolerances required under
ANSI Specification A211.51 shall be met.
C. The full length of the pipe shall be cleaned prior to
pipe barrel gauging and coating applications.
d. All ductile iron pipe shall have a "Standard Outside
Coating" (Bituminous, either coal -tai: or asphalt base) in
accordance with ANSI Specification A21.6 (AWWA 0106)
e. The pipe shall have a cement-motar lining conforming to
the requirements for a "Standard Thickness Lining" as
defined in ANSI Specification A21.4 (AWWA C104). A
bituminous seal coat as specified in ANS A21.4 (AWWA 01.04).
A bituminous seal coat as specified in ANSI Specification
A21.4 shall also be required over the cement-motar lining.
f. All
with AN
(3) Joint T
Ductile iron pipe
manufactured with
joint type is not
project plans and
furnished.
ductile iron pipe shall be marked in accordance
SS Specification A2I.51.
ypes For Ductile Iron Pipe
purchased under this Material Standard shall be
either "Push -on" or mechanical type joints. When
specifically designated on purchase orders or
specifications, "Push -on" joints shall be
Both joint types shall be manufactured in full accordance with ANSI
Specification A21.11 (0111) with the stipulation that the glands for
mechanical joints be made of ductile iron and the mechanical joint
belts and nuts be made of a corrosive --resistant steel alloy equal to
Cor -Ten.
Special emphasis is placed on the fact that under ANSI Standard
A21.11, joint configurations shall be qualified for no leakage when
September, 1990 65
hydrostatically tested to twice a minimum working pressure of 350 psi
(700+ psi) in positions of axial alignment, and in positions of
maximum design joint deflection. The joints shall also be tested
under the conditions specified with the results stated while off -set
laterally.
It shall be noted here that cast iron
requirements of these Design standards
with the installation of ductile iron
iron fittings and specials as well as
shall be wrapped with polyethylene.
(4) Tests and Reports
fittings conforming to the
shall be used in conjunction
pipe. in general, all cast
the ductile iron pipe installed
a. Contractor requirements - when ductile iron pipe is
furnished as part of a construction contract, the
Contractor shall furn.ishL the Town with at least two
copies, of the manufacturer's sworn test certificates in
the form of test reports (see sub -paragraph c. below)
which indicate that each run of pipe furnished has met
specifications, that all control point inspections have
been made, and that tests have been performed as required
by ANS I specifications A21.51 and A21.11. certified
test reports relating to ductile iron pipe furnished for
contract installation must be supplied to the Engineer
not later than two weeks after beginning construction,
when the pipe is furnished by a company whose material of
a similar nature has been previously approved by the
Town, or prior to start of construction when the pipe is
furnished by a company whose similar material has not
previously been approved.
b. Town Purchase Requirements - The manufacturer's
certified test reports in the quantity and scope
indicated in sub -paragraphs a. and c., must be furnished
by the supplier for all pipe purchased directly by the
Town. Certification records shall have the Engineer's
approval before final payment will be rude.
C. Manufacturer's Certification - Each manufacturer's
certified test report shall include a statement, either
written or graphic or a combination of both, which
clearly indicates the methods and procedures used to
derive the inspection, test or laboratory data
reported. The certified test report data shall reflect
chemical composition of each melt used in the pipe
manufacture and shall contain, as a minimum,
representative data indicating compliance with specified
controls of the following requirements:
1. ,joint qualification
2. Tensile strength
September, 1990 66
3. Yield strength
4. Notched Charpy tests,
5. Pipe barrel thickness dimensions
See XIV-A,D.:, above and ANSI Specification A21.11. Stich joint
qualification may be by similarity, provided the manufacturer
requalifies joints in all sizes specified at regular and sufficient
intervals to assure the integrity of all molds and processes used to
manufacture the pipe. However, joints found to lean in field
installations shall be sufficient grounds for the Engineer to
disqualify joints and reject pipe, if he so chooses.
(5) Rejection
The failure of any ductile iron pipe sample to meet the minimum
inspection or test requirements provided in ANSI Standards A21.51 and
A21.11, or the amended requirements specified in this Material
standard, shall be cause for mandatory rejection of ductile iron pipe
represented by the sample, and such rejected pipe shall not be
supplied as part of the order. Should any ductile iron pipe be
shipped that is represented by a sample evidencing sub -standard
inspection or test data, the Contractor ( or supplier in the case of
Town purchase) shall be required to provide acceptable substitute
pipe and shall absorb all costs associated with the exchange. Should
local inspection or field operation reveal that the ductile iron pipe
does not meet this Material Standard requirements, the pipe shall be
rejected, and the Contractor and supplier, as applicable shall
replace the ductile iron pipe with acceptable pipe at no additional
cost to the Town.
(G) Fittings
Ductile iron fittings shall conform to the requirements of AWWA C110-
82 (ANSI A21.10-1982) designed for a working pressure of not Jess
than 150 psi.
(7) Service Lines
All service lines shall meet AWWA Standard C800, Type "KII copper
(ASTM 88) shall be used for sizes 3/4 inches through 2 inches.
Larger services shall conform to water main specifications contained
herein. Service saddles to be all bronze or approved equal and shall
be used on service sizes over 1 inch and through 2 inches. Fittings
shall be of red brass conforming to AST%I E62, being 85% copper and 5%
each of lead, tin, and zinc. Thread form for the inlet end of the
corporation stop shall be American rational Taper Pipe threads.
Dimensions of all threads shall conform to details given in AWWA
standard for underground service line fittings AWWA 0800-E6. No
joining of copper service lines shall be permitted where the joint
will be under pavement,
(8) Iron Pipe Protection
September, 1990 67
Protection of iron pipe shall conform to AWWA Standard 0105. Ductile
encased, as it is placed, in a loose sleeve or 8 mil polyethelene 66
plastic. Where the sleeve i, not practical to install, a sheet
overlapping one half of the circumference of the pipe, tied or taped
in place to give 100% coverage of the pipe, valve fittings, and
lineup to fire hydrants, shall be used.
(9) Pretensioned Concrete Lined Cylinder Pipe
a. For all pipe diameters greater than 12 inches
reinforced concrete cylinder pipe shall be used.
b. Concrete cylinder pipe, pretensioned reinforcement,
shall comply with the applicable provisions of AWWA
Standard C-301 and C-308, latest edition.
C. The pipe manufacturer shall have had a successful
experience record in the design and manufacture of
concrete cylinder pipe and shall have had a
substantial footage of pipe of similar size and with
the same joint as offered for this project in
successful operation for at least five (5) years.
All pipe and fittings shall have be designed for the
worsting pressure or classes and the external load
shown on the plans.
(10) P.V.C. Pipe
Polyvinyl chloride pipe for water main use shall meet AWWA standard
C-900. Sizes 6 inches, 8 inches and 10 inches shall be Class 200 (DR
14), larder sizes shall be minimum Class 150 (DR 18). Outside
diameters small conform to that of ductile iron pipe.
C. GATE VALUES FOR ORDINARY WATER WORKS SERVICE
Resilient seat (wedge) gate valves which are to be installed as shown
on the drawings shall coliform strictly to the AWWA Standard
Specifications for Gate valves, AWWA 0500-71.
Unless otherwise specified, all gate valves shall have non -rising
stems and shall turn counter -clockwise to open. Valves shall have
wrench nuts for operation unless otherwise specified. In the event
the top of the operating art€t is more than six (61) feet deep from the
existing ground elevation, valve stem extensions shall be furnished
by the Contractor to bring the operating nut to within three (31)
feet of the existing ground level. No separate payment shall be made
for furnishing and installing the necessary valve stem extensions,
but will be considered subsidiary to the unit price bid for the
valve. All valves shall be for vertical installation.
September, 1990 68
D, AIR VALVES
The Contractor shall furnish and install air release valve assemblies
at locations and as shown on the drawings. The assembly shall
include air valve, gate valve, main line flanged outlet, vault, etc.,
as shown on the drawings. Air valves shall be for heavy duty use and
shall be of the combination -type to exhaust air when line is filling
and allow air to enter when the line drains. The valves shall be
APCO "Heavy -Duty„ combination Air Release Valves, Madel No. 1450.1
for two (211) inch, Model No. 1470.1 for three (311) inch, 1490.1
flanged for four (411) inch, and 1510.1 flanged for eight (8") inch,
or an approved equivalent. Valves shall have stainless steel floats
and ductile iron bodies, with an interior coating of rust inhibitor.
Gate valves for isolating the air valves shall be as specified
elsewhere in these standards. Air valve vaults shall be as shown on
the drawings. Concrete shall be 3000 psi unless otherwise shown on
the details. Payment for two (2") inch, three (31E) inch,
four (411) inch and eight (E") inch air valves shall include all labor
and materials, including the required gate valves, necessary to make
the complete installation, including vaults.
E. VALVE BOXES AND COVER
Valve boxes and covers shall be of cast iron of three pieces, base
housing, extension hollow shaft, and cover. The cover shall have
the word "WATER" cast in raised letters in its upper surface. Boxes
furnished shall be adjustable and the extension hollow shaft shall
have a 5 inch minimum diameter to readily admit a valve wrench.
Boxes shall be required on all valve locations and shall be adjusted
to proper grade when cleanup work is done. After adjustment to proper
grade, the upper 4 inch of the box shall be set in concrete forming a
square 2 foot g 2 foot. All valve boxes shall be compatible with the
Tyler standard 5 1/4 inch drop lid.
F. FIRE. HYDRANTS
(1) Fire hydrants shall meet AWWA C502 specifications.
(2) Fire hydrants shall be Mueller Improved Centurion, or
approved equal, and:
a. open left (counterclockwise)
b. Have G inch ductile iron pipe inlet with not less than 5
1/4 inch net valve opening.
C. Equipped with two hose nozzles with 2-1/2 inch National
Standard Thread, and one pumper nozzle with a 4 inch
National Standard Thread.
d. Have flanged, swivel, or slip joint with harnessing lugs
for restrained joints.
e. Have tapered pentagon operating nut, 1-1/4 inch point to
face at the base and 1-1/3 inch point to face at the top of
the nut.
September, 1990 69
(3) All fittings and valves used on fire hydrant installation
shall utilize a flanged, mechanical or other approved restraining
joint from the main liII9 to the connection at the hydrant. Hydrant
leads shall be of polywrap ductile (Class 51) or Class 200 P.V.C.
pipe (that portion between the valve and fire hydrant).
68
(4) Hydrants shall be of the compression -type which close with
the pressure and sl -}all be so designed as to provide for two drain
ports that are an integral part of the main valve assembly and work
automatically when the hydrant is operated. The main valve shall
remain closed without loss of water in the even of an accidental
removal of the top. The barrel shall be provided with a safety flange
assembly located at a point approximately 2!1 above the ground line,
and shall consist of a two-piece stem and two-piece barrel. The
safety flange assembly and stem shall be designed to preferentially
break in the event of a lateral. impact.
(5) Hydrants shall be of the dry -top design with all wonting
parts and operating threads sealed away from the water in any
Position. 13011 ring seal packing shall be used to prevent water and
oil leakage between the barrel and dry top of the hydrant. The stem
shall be bronze lined where it passes through the „011 ring seals. A
lubrication system shall be provided whereby oil is stared in a
reservoir and all bearing surfaces are completely force lubricated by
the normal operation of the hydrant and oil can be added without the
removal of the hydrant bonnet.
(6) Hydrants shall be designed so that regular maintenance,
including the installation of extension sections, may be performed
above the ground with no excavation necessary and, by means of swivel
flange, face the hydrant nozzles in any desired position.
(7) Iron castings shall be made from a superior quality of iron
with even grain and shall possess a tensile strength of not less than
32,000 pounds per square inch. Bronze castings shall be made from
bronze having a tensile strength of not less than 30,000 pounds per
square inch.
END OF SECTION
September, 1990 70
XIV - E
INSTALLATION OF WATER MAINS
A. DESCRIPTION
The Contractor shall furnish all labor, equipment, materials, and
appurtenances to make the installation and perform the work in a
workmanlike manner. AWWA C--600, C503 standards shall apply.
E. ALIGNMENT AND GRADE
(1) The water main shall be laid and maintained to the required
line and grade with fittings, valves and hydrants at the required
locations; spigots centered in bells and all valve and hydrant stems
plumb.
€21 Whenever obstructions not shown on the plans are
encountered during the progress of the work and interfere to such an
extent that an alteration in the plan is required, the Engineer shall
have the authority to change the plans and order a deviation from the
line and grade. Utility or service lines broken in the process of
construction shall be repaired and service restored.
(3) No ornamental shade or forest trees shall be cut without
written permission of the Engineer. In general where trees are
encountered, the Contractor will be required to tunnel under them.
The Contractor shall be responsible for all damages to adjacent
trees, plants, shrubbery, etc. Where culverts, concrete walks or
curbs exist, under which the new water lines are to be laid, they
shall be tunnelled in order to avoid injury to such structures. No
extra compensation shall be paid for such work. Damages to such
structures shall be the responsibility of the contractor.
C. EXCAVATION AND PREPARATION OF TRENCH
The trench shall be dug so that the pipe can be laid to the alignment
and depth required. No excavation shall be in excess of 300 feet
from the end of the finished pipeline. The sides of the excavation
shall be cut and maintained as nearly vertical as possible.
D. PROPER DRAINAGE OF DITCH
The excavated trench shall be so drained that the workmen may safely
work therein and so that the presence of water shall not interfere
with the proper construction of the water line. The Contractor shall
have available at all times all necessary equipment in proper working
order to dewater the trench. All water removed from excavations
shall be disposed of in a manner approved by the. Engineer and shall,
in no case, create unsanitary conditions, cause injury to persons or
property, or damage the work in progress. Nor shall it interfere
September, 1990 71
unduly with the use of streets, private driveways or entrances. The
expense of pumping, bailing, draining, etc. shall be borne by the
Contractor.
E. BELL HOLES
Bell holes shall be provided at each joint.
F. PIPE FOUNDATION
The trench shall be excavated to a depth so as to provide a uniform
and continuous bearing and support for the pipe on sand embedment, as
shown on the plans, at every point between bell holes. Ally part of
the bottom of the trench excavated below the specified grade shall be
corrected with approved material, thoroughly compacted as directed by
the Engineer. Ledge rock, boulders and large stones shall be removed
to provide a clearance of at least six (G) inches below and on each
side of all pipe and, fittings. Where the bottom of the trench is
found to be unstable or to include ashes, cinders, all types of
refuse, vegetable or other organic material, which, is in the
judgement of the Engineer should be removed, the contractor shall
excavate and remove such unsuitable material to the width and depth
determined by the Engineer. Before the pipe is placed, the subgrade
shall be made by backfilling with an approved material thoroughly
compacted as directed by the Engineer.
G, BACKFILL
LL
Backfill is divided into two, major categories, embedment, and trench
backfill material.
(1) Embedment is the material upon which the pipe rests, and
which covers sewer lines to a depth of (1') foot and water lines to a
depth of six (G") inches. Embedment shall be composed of (a) six
(G'=) inches of Crushed Limestone bedding material upon which the pipe
rests and extends to the pipe spring line with the remaining portion
of the embedment consisting of granular embedment, or (b) all
granular embedment. Unless otherwise specified, sewer pipe embedment
and large water rain pipe, 16 inches in diameter and larger,
embedment shall consist of alternate (a) above.
a. Trench Foundation Materials
1, Washed Gravel is a clean Mashed gravel ranging in
size from 1 inch to 1!4, inch not to exceed. 10 of
fines, or 5% of coarser materials. Washed gravel
shall in no event contain in excess of 5% clay.
2. Ballast Mone is washed stone ranging fry n 3 -inch to
6 -inch in greatest dimension.
3. Crushed Limestone conforming to the requirements the
Material Requirements of these Design standards may
September, 1990 72
be used in lieu of washed gravel for Bret trench
C0TIS UL€Ct10I3.
b. Granular Emlb-ediment shall be defined as free flowing
sandy material which contains no clay and is reasonably
free of organic material and meets the following
requirements:
1. Gradation:
Sieve Size
271
ill
4 0
=200
°3 Retained
0
0--10
0-a0
95 nein.
2. Scil Resistivity: Material furnished for use as
embedment for water mains must have a resistivity of
not less than 5,000 ohms/cm3. 1t shall be subject to
testing for compliance to this requirement at the
time of delivery, and if not meeting this resistivity
shall be removed from the project and disposed of at
the Contractor's expense.
3. Granular embedment shall not form muck nor mud when
wet.
(2) Trench backfill material is material required to fill the
trench from the top of the granular embedment to ground elevation or
subgrade of a street.
a. Street Backfill: crushed limestone will be used for
trench backfill in finished streets.
sand material obtained from an approved source
consisting of durable particles, free of thin or
elongated pieces, lumps of clay, soil, loam or vegetable
matter and meets the following gradation may be used in
lieu of crushed limestone for street backfill with the
approval of the Engineer.
Size Sieve Passing size Sieve Passing
100 "50 20-40
1C 60--100 1,�iioo 10-40
"200 0-10
Compaction shall be of 95% Proctor density.
b. Trench Back -fill: Type B and C backfill for trenches
shall meet the following requirements:
September, 1990 73
Type Backfill
B C
MATERIAL REQUIREMENTS Sandy Trench
_ Gravel Excavation
ROCK
of rock by volume allowed regard --
less of trench width 50% 50
Greatest dimension of rock allowed
in trenches a feet or Less in width 3 inch 3 inch
of maximum allowable dimension
rock to total backfill volume,
regardless of trench width 3% 36
Greatest dimension of rock allowed
in trenches greater than 4 feet in
width. Total volume not to exceed 1%
of backfill 6 inch 6 inch
All rock must be reasonable uniform in distribution throughout the
backfill material in order to be considered acceptable for use,
regardless of the width of trench, in which the material is to be
used.
CLAY OR GUMBO
% of backfill, by volume, of clay or
gumbo lumps permitted, regardless of
trench width 25% 25%
Largest dimension of clay or gumbo
lump in trenches 4 feet or less in
width 6 inch 6 inch
Largest dimension of clay or gumbo
lump permitted in trenches greater
than 4 feet in width. Total volume
not to exceed 10 10 inch 10 inch
All lumps must be reasonable uniform in distribution throughout the
backfill material in order to be considered acceptable for use
regardless of the width of trench in which the material is to be
used.
C. Additional backfill requirements when approved for use
in streets:
1. Type B backfill
a. Maximum liquid limit shall be 35
September, 1990 74
b. % or less of total volume shall pass Q00
sieve
C. Maximum plastic index (PI) shall be 8
2. Type C backfill
a. Material meeting requirements and having a PI of
8 or ,less shall be considered as suitable for
compaction by jetting.
b. Material meeting requirements and having a PI of
9 or more shall be considered for use only with
mechanical compaction.
C. Material shall be of such characteristic that it
will stabilize without the use of lime or other
similar additive and foam a suitable street sub-
base material.
d. Material unsuitable for use as Type C backfill
shall be considered as spoil, and Type E
backfill will be used.
d. Alternate Allowable for Type C backfill
1. Type C: when Type C backfill material is not
available in sufficient quantities from trench
excavation, the Contractor may be allowed to bring
in material which does not meet the requirements for
Type B backfill if the following conditions are
complied with.
a. Engineer's approval must be obtained before
being brought in and Used.
b. Superior soil characteristics for use in street
subgrades to that of excavated material being
used on the project as Type C backfill material,
but of lower quality than Type B.
C. 35% or less of the total volume shall pass 1200
sieve.
d. Soil characteristics that will stabili2e without
the use of lime or other similar additives and
form an acceptable street sub -base material.
September, 1090
7J
H. COMPACTION METHODS
(1) General: Granular embedment, in all cases, shall be
compacted. Compaction of embedment and backfill shall be
accomplished either by jetting with water or by mechanical tamping,
or by a combination of such methods, unless otherwise specified.
(2) Compaction by Jetting: Compaction of any backfill material
by flooding will not be permitted. After sufficient time has elapsed
for the free moisture to be gone from the embedment material, the
remaining bacl•_=ill shall be placed in layers, not exceeding three
(3') feet in depth, and thoroughly settled by jetting with water.
The water for compacting backfill in trenches will be available to
the Contractor at the nearest fire hydrant. All such connections
shall be properly maintained to prevent leakage, damage, interference
with traffic, or unsightliness. The Contractor shall mate
arrangements with the municipal Utility District to pay for this
service.
(3) Compaction by Tamping: After the free water has disappeared
from the embedment material, material suitable for mechanical
compaction may be used as backfill. If hand pneumatic tampers are
used, the backfill shall be placed in layers not exceeding three (31')
inches, and thoroughly tamped in place. If heavier tampers are used,
that is, operated by combustion engine, electric motor, or hydraulic
cylinder, the thickness of the layers may be increased to a maximum
of thirty (3011) inches, provided the required density is obtained.
Such backfill shall be placed in uniform layers completely across the
trench and compaction shall progress in an orderly and uniform
manner. Utmost care must be taken with tamping in this manner to
prevent injury to the pipe. If compaction by use of a sheep's foot
roller is elected, the backfill shall be placed in lifts not
exceeding eight (S") inches in thickness.
I. BEDDING AND EMBEDMENT INSTALLATION
(1) Sanitary Sewer Pipe, and Water Pipe 16 Inches and Larger:
The initial bedding layer placed to receive sanitary sewer pipe or
large water mains, 16" inches in diameter and larger, shall be
crushed limestone conforming to Material Standards, the initial
bedding layer shall be a minimum of six (6") inches thick which shall
be brought up to a grade slightly higher than that required for the
bottom of the pipe, and shall have recesses scooped out to receive
the pipe bells. The pipe shall be placed on the initial bedding and
brought to grade by tamping. Each pipe section shall have uniform
bearing on the bedding for the length of the pipe, except immediately
at the joint. Wedging or blocking up pipe will not be permitted.
With the pipe set firmly on grade, bell holes shall be filled and the
crushed limestone bedding material extended to the pipe spring line.
Granular embedment material shall then be added to a compacted depth
September, 1990 7G
of six (G") inches above water mains or twelve (1211) inches above
sewer pipe.
(2) Water Distribution Pipe 12 inches and Less:
Bedding and embedment for small water pipe (pipe diameters 12 inches
or less) shall consist of embedment material conforming to the
requirements of the Material Standard. This material shall extend
from six (611) inches below the pipe, filling the trench to a
compacted depth of six (G") inches above the pipe.
(:1) Acceptable Trench Material:
Where sand of a quality meeting the requirements for granular
embedment is encountered in the trench excavation, it may be hauled
and used alone the route of the trench. If the line is located in an
easement, the Contractor must obtain the permission of the property
owner before removing the material outside the limits of the property
on which it is found to another location for installation.
(4) Material Stockpiling:
When excavated material is to be used as embedment, the material must
be carefully segregated in stockpiles to prevent its becoming
contaminated by unsuitable material.
J. Th.E14CH BACKFILL
1. Paved Streets and Special Situations
a. Paved streets: Trenches in the roadway of paved streets
shall be backfilled with crushed limestone backfill
compacted to a minimum of 95% Standard Proctor Density,
and the 'top 9 inches shall be compacted to a minimum of
100% Standard Proctor Density.
Trenches in the area between the roadway and the street right-of-way
shall be backfilled as specified for Unpaved Streets below.
b. Special Situations: in areas specifically designated in
the plans and specifications, the entire trench shall be
backfilled above the embedment material with crushed
limestone backfill compacted to obtain a minimum of 95%
Standard Proctor Density. in certain areas other than
those delineated in the plans and specifications, such as
driveways and similar traveled areas, the trench above
granular embedment shall, at the direction of the
Engineer, be backfilled with crushed limestone backfill
compacted to achieve a minimum of 95% Standard Proctor
Density.
C. The Contractor shall obtain the services of an
independent testing laboratory to perform soil density
tests on all water and sanitary sewer trench backfill
under existing or proposed pavement or gravel. surfacing
September, 1990 77
and curbs and gutters, in Street R.O.W., Parking bots,
Driveways and Emergency Accesses. Tests shall be
performed at two (2) feet vertical intervals beginning at
a level 2 feet above the top of all installed pipes and
continuing to the top of the completed backfill, at
intervals along the trench of not to exceed 2030 linear
feet, to assure a minimum density of 95% Standard
Proctor Density. Test reports shall be furnished to the
Engineer upon completion of testing, as part of the
qualification for acceptance of the installed pipe. The
Municipal Utility Districts expects to perform
unannounced spot checks of the compaction tests for
verification and control purposes. The cast for the
testing described herein shall be considered as
subsidiary to the pipeline installation and no other
compensation will be allowed. Any compaction tests
performed by the Municipal Utility Districts as described
above will be performed by the Municipal Utility
Districts at their expense and will not be charged to the
Contractor. However, the cost of providing access to the
level of trench backfill to be tested will be a cost to
the Contractor.
(2) Type C Backfill:
Excavated material used for Type C backfill must be mechanically
compacted unless the contractor can furnish the Engineer with
satisfactory evidence that the P.I. of the excavated material is less
than 8. Such evidence shall be a test report from an independent
testing laboratory and must include representative samples of soils
in all involved areas, with a map showing the location and depth of
the various test holes.
(3) Unpaved Streets:
a. General: Trenches in unpaved streets shall be backfilled
above the top of the embedment with Type "C" backfill
materials. When the required amount of Type "C" backfill
material is not available from trench excavation, and at
the direction of the Engineer, Type "B" materials shall
be used. All backfill material shall be compacted to a
minimum of 9Oo Standard Proctor Density by means of
jetting, tamping, or a combination of such methods.
b. Alternate Allowable: The Contractor may elect to haul in
materials from sources outside the project to minimize or
eliminate the possible need of tamping. Should the
Contractor so elect, materials hauled in shall meet
requirements of Type "B" backfill.
c. Gravel Surfaced Streets: Trenches in gravel surfaced
streets shall be backfilled as prescribed above for
Unpaved Streets up to a point 9 inches below street
surface. The top 9 inches of trench shall be backfilled
with modified Type "A" of "flexible base" crushed
September, 1990 78
limestone compacted to a minimum of 90% Standard Proctor
Density.
(4) Paved Alleys: Trenches in paved alleys shall be backfilled
as described for Paved Streets,
(5) Unpaved Alleys: Trenches in unpaved alleys shall be
backfilled as prescribed above for backfill of trenches in Unpaved
Streets.
(G) Gravel Surfaced Allays: Trenches in gravel surfaced alleys
shall be backfilled as prescribed above for backfill of trenches in
Gravel Surfaced Streets.
(7) Locations Other Then Streets or Alleys: sinless otherwise
specified in the Special Contract Documents, no density
determinations will be made on backfill of trenches outside streets
and alleys. Compaction shall be accomplished by jetting or other
method acceptable to the Engineer and the entire construction area
shall be left in a neat and orderly condition with excess material
mounded over the trench.. After a length of time deemed by the
Engineer to be suitable permit settlement of the trench surface, and
prier to final acceptance of the project, the trench surface shall be
brot:ght to a smooth grade, with a maximum crown of G inches to 1
foot.
(8) Backfilling Around Structures: Excavation around structures
shall be backfilled with excavated or other material (as required
above, depending on location) to the elevation shown on the plans.
The backfill material shall be placed in layers not exceeding four
(41") inches in thickness, adding sufficient water to moisten the
materials, and shall be compacted until the material is of the same
density as the undisturbed earth in the walls of the excavated area
around such structures.
K. BLASTING
No blasting will be allowed.
L. SHEETING, SHORING AND BRACING
See Town of Trophy Club design standard Section XVII "Trench
Excavation Safety Protection".
M. INTERRUPTION OF SERVICE
No valve or other control on the existing system shall be operated
for any purpose by the Contractor without supervision by the
Engineer and the Town of Trophy Club Municipal utility Districts'
representative. The Contractor shall operate all valves, hydrants,
blowoffs, and curb close valves on any of the water lines, the
Contractor will be required to give ample notice to customers before
the water is shut off.
September, 1990 79
'i. LAYING OF PIPE
(1) Proper implements, tools and facilities satisfactory to the
Engineer shall be provided and used by the Contractor for the safe
and convenient prosecution of the work. All pipe, fittings, valves
and hydrants shall be carefully delivered to the site and lowered
into the trench piece by piece by means of a derrick, ropes or other
suitable tools or equipment in such a manner as to prevent damage to
water main materials, protective coating or lining. Upon no
circumstance, shall water main materials be dropped or dumped into
the trench.
(2) The pipe and fittings shall be inspected for defects and
while suspended, be rung with a light hammer to detect cracks. All
lumps, blisters and excess coating material shall be removed from the
bell and spigot ends of each pipe and the inside of the bell or
coupling, and outside of the spigot shall be wirebrushed and wiped
clean and dry and free of all objectionable material before the pipe
is laid. Every precaution shall be taken to prevent foreign material
from entering the pipe while it is being placed in the line. Each
length of pipe shall be swabbed with a suitable swab before being
placed. If the pipe -laying crew cannot put the pipe into the trench
and in place without getting earth into it, the Engineer may require
a heavy tightly woven canvas bag of suitable size be placed over each
end and left in place until connection is ready to be made. wring
laying operations, no debris, tools, clothing, or other material
shall be placed in the pipe. After placing the length of the pipe in
the trench, the spigot end shall be centered in the bell and forced
home and brought to correct line and grade. The pipe shall be secured
in place with embedment material tamped under it.
(3) At times when pipe laying is not in progress, the open ends
of the pipe shall be closed by a watertight plug or other means
approved by the Engineer. This provision shall apply during the noon
hour as well as overnight. If water is in the trench, the seal shall
remain in place until the trench is pumped completely dry and in no
case shall the pipe be used to drain the trench.
(4) The cutting of pipe for inserting valves, fittings, or
closure, shall be done in a neat and workmanlike manner without
damage to the pipe or cement lining and so as to leave a smooth end
at right angles to the axis of the pipe. The flame cutting of pipe by
means of a torch, electric or oxyacetylene, or with a chisel or cold
cut and sledge will not be permitted.
(5) The pipe shall be laid with bell or coupling ends facing in
the direction of laying, unless otherwise directed by the Engineer.
(G) Wherever it is necessary to deflect the pipe from a
straight line, either in the vertical or horizontal plane, to avoid
obstructions or plumb stems or on long radius curves, the amount of
deflection allowed shall not exceed that recommended by the
manufacturer and shall be approved by the Engineer.
September, 1990 SO
0. JOINTING
No lead or cement joint material shall be permitted. Jointing of
pipe shall be with self-sealing gasket of material meeting the
requirements of AWWA CIII-72 standards or approved by the Engineer.
P. CONCRETE CYLINDER PIPE LAYING AND JOINTING
(1) Concrete cylinder pipe, fittings, specials and valves are
to be installed at locations shown on the plans.
(2) Unless otherwise indicated, pipe in trenches shall be laid
to the grade shown on the approved shop drawings. Each joint of pipe
shall be laid on an even and uniform grade and to the elevations
shown to avoid the requirements of additional special pipe and/or
fittings. The grade line shown on the plans is -the invert or flow
line of the pipe line. The Contractor shall establish the grade line
in the trench or excavation from grade stakes established by the
Engineer.
Q. VALVE AND FITTING SETTING
(1) Valves shall be located as shown on the plans or as
directed by the Engineer.
(2) Valves, fittings, plugs, and caps shall be set and jointed
on pipe in the manner heretofore specified for cleaning, laying and
jointing pipe. Valves shall be carefully handed and lowered into
position in such a manner as to prevent damage to any part of the
valve. The valve shall be placed in proper position with the stem
truly vertical. Valve bores shall be placed over all valves and
shall not transmit shock or stress to the valve. The box shall he
centered and plumb over the wrench nut of the valve and brought to
grade during the cleaning up process. The upper 4 inches of each box
shall be encased in a concrete square 2 feet X 2 feet in size.
R. WET CONNECTION
(1) where an existing water line, G inches or larger, is to be
cut for the purpose of malting a tie-in, setting a valve or fitting,
and it is necessary to drain the line, the operation will be
considered a wet connection. The extension to any existing line
which does not require cutting, but simply the removal of a plug or
where tapping sleeves and valves are installed, will not be
considered a wet connection even though it may be necessary to drain
water from the existing lime. Wet connections shall require
disinfecting to spe-�!ifications enumeri ed later in this document.
(2) Price bid for wet connection shall include the cutting off
of all valves and turning on the same valves when the operation is
completed. This operation of the valves will not be done by the
September, 1990 81
Municipal utility Districts forces, but will be done by the
Contractor under the supervision of the Trophy Club Municipal Utility
Districts.
S. HYDROSTATIC TEST
(1) Before final acceptance by the Town of Trophy Club, all
water lines shall be filled with water from the distribution system
of 'the Trophy Club municipal Utility Districts, and examined for
leakage. Any leaks occurring must be repaired and left in an
absolutely tight condition before being covered up.
(2) In the event the Contractor elects to backfill the ditch
before the pipes are filled with water and tested, he shall apply a
hydraulic test pressure of not less than 750 pounds per square inch,
and maintain same over a continuous period of not less than four
hours. He shall furnish adequate and satisfactory equipment and
supplies necessary to make such hydrostatic tests. Accurate
measurement of the water added to the lines during the test shall be
made and if the tests indicate a leakage in excess of a rate equal to
fifty gallons per inch or nominal diameter of pipe per mile over 24
hours, then the Contractor will be required to find the leaks and
eliminate them.
S. STERILIZATI"ON DE WATER LINES AND FITTINGS
(1) Water main sterilization shall be in accordance with AWWA
Specification 601. The Contractor shall sterilize all gaskets, pipe
lines, and appurtenances installed by him before they are put into
service. sterilization shall be dome in the following manner:
(2) All gasket material shall be dipped in a strong solution of
HTH, or similar chlorine compound solution just before use in the
pipe.
(s) Prior to chlorination, the main shall be flushed as
thoroughly as possible with the water pressure and outlets available.
Each valved section of newly laid pipe shall be flushed
independently. This shall be done after the pressure test and may be
done either before or after the trench shall have been backfilled.
METHODS:
a. Chlorine Liquid or Gas
b. Hypochlorite Solution
c. Dry Hypochlorite
(4) A chlorine gas -water mixture shall be applied by means of a
solution -feed chlorinating device. The dry gas may be fed directly
through proper devices for regulating the rate of flow and providing
effective diffusion of the gas into the water within the pipe being
treated. Chlorinating devices for feeding solutions of the chlorine
gas or the gas itself must provide means for preventing the backflow
of hater into the chlorine cylinder.
September, 1990 82
(5) On approval by the Engineer, a mixture of water and
chlorine bearing compound of known chlorine content may be
substituted as an alternate for liquid chlorine.
(G) The point of application shall be at the point of filling
of the pipeline extension, or any valved section of its, and through
a corporation stop inserted in the top of the newly laid pipe.
The water injector for delivering the chlorine -bearing solation into
the pipe should be supplied from a tap on the pressure side of the
elate valve controlling the flow into the pipeline e�_tension.
(7) As a joint of clean pipe is laid and just prior to the
laying of the succeeding joint, a measured amount of HTH or equal
shall be placed in the joint with a spoon. When new lines are ready
for the water test, they shall be filled very slowly so as not to
wash the chlorine compound to one end of the newly laid line.
(8) The strength of the chlorine mixture in the pipe line shall
be such that, after filling, it shall test at least 50 parts per
million. The solution shall remain in the pipeline for at least 6
hours. At the end of the 6 -hour period if it does not test 10 ppr7, it
shall remain in the line an additional hour for each part below 10
ppm.
(9) Where existing mains are cut, when that portion is pat back
or reconnected, it shall be treated with a strong solution of HTH or
equal.
END OF SECTION
September, 1990 83
ORDINANCE
1991-02
ORDINANCE 200505
ORDINANCE, NO. 91-02
ORDINANCE NO. 2003-02
TOWN OF TROPHY CLUB, TEXAS
ORDINANCE NO. 0 91-02
AN ORDINANCE OF THE TOWN COUNCIL OF THE TOWN
OF TROPHY CLUB, TEXAS ADOPTING DESIGN
STANDARDS FOR PAVING, DRAINAGE AND UTILITY
IMPROVEMENTS, PROVIDING A SEVERABILITY CLAUSE
AND DECLARING AN EFFECTIVE DATE
BE IT ORDAINED BY THE TOWN COUNCIL OF THE TOWN OF TROPHY
CLUB, TEXAS:
Section 1. The Design Standard for Paving, Drainage
and Utility Improvements appended to this Ordinance (the
"Design Standards") are hereby approved and adopted by the Town
of Trophy Club, Texas.
Section 2. The Design Standards shall govern the
construction, installation, use, maintenance and operation of
paving, drainage, utility and other improvements (including all
types and classes of pavement, curbs and gutters, driveway
approaches, sidewalks and similar construction) within the Town
of Trophy, Texas, upon, subject to and to the extent provided
in the laws and ordinances of the Town of Trophy Club, Texas
and the State of Texas, including, without limitation, the
Subdivision Regulations adopted by Town ordinance No. 91- 03 ,
as amended from time to time hereafter.
Section 3. if any section, article, paragraph,
sentence, clause, phrase or word in this Ordinance or the
Design Standards, or the application thereof to any person or
circumstances is held invalid or unconstitutional by a court of
competent jurisdiction, such holding shall not affect the
validity of the remaining portion of this Ordinance or the
Design Standards, and the Town Council hereby declares that it
would have passed such remaining portions despite such
invalidity, which such remaining portions shall remain in full
force and effect.
Section 4. This Ordinance shall take effect
immediately upon its passage and publication as required by law.
PASSED AND APPROVED by the Town Council of the Town of
Trophy Club, Texas this the 15th day of January, 1991.
yor, Town of rophy Club,
Texas
0619X/5
ATTEST.
Z
To n`ttecretary,
Town, of Trophy Club, Texas
[SEAL]
APPROVED AS TO FORM:
0 - &" �-
Town Attorney,
Town of Trophy Club, Texas
-2-
08].9X/6
STORM DRAINAGE & APPURTENANCES
A. DESCRIPTIONS
The purpose of these design standards is to protect the general
health, safety and welfare of the public by reducing flooding
potentialities, controlling excessive runoff, minimizing erosion and
siltation problems, and eliminating damage to public facilities
resulting from uncontrolled storm water runoff.
E. PRELIMINARY DRAINAGE STUDY
The subdivider shall be responsible for submitting a preliminary
drainage study. Each drainage study shall address the upstream
acreage, drainage areas on site, existing topographic contour lines,
on a basis of five (51) foot vertical. interval. The scale shall not
be smaller than one inch (111) = two hundred feet (2001) unless a
variation is specifically approved by the Town Engineer. The time of
concentration for each drainage area on site and drainage through the
site, runoff coefficient for each area, 5 --year, 25 -year and 100 -year
flows for each drainage area, preliminary street grades, proposed
rerouting of natural drainage ways, proposed and existing inlets and
storm sewer locations, proposed easements (including width of
easement and configuration of channels), downstream conditions, all-
weather access, and the developed 100 -year flood plain without
channelization. The preliminary study shall be prepared by a
Registered Professional Engineer in the state of Texas. The
preliminary drainage study shall be submitted along with the
Preliminary Plat or site plan, where required. After the staff has
reviewed the submission and all requirements are met, recommendations
will be forwarded to the Planning and Zoning Commission, then to the
Town Council.
The storm drainage calculations for the subdivision shall be
summarized in a table form. The format shall be in accordance with
the Storm Drainage Summary table shown in Appendix E. This table
should correspond to the drainage may and preferably be in close
proximity to that map on the engineering drawings.
C. EASEMENT
Natural waterways and channels should be used wherever practical to
carry runoff. Any modification to existing waterways and channels
must be approved by the Engineer. where a subdivision is traversed
by a water course, drainage way, natural channel or streams, there
shall be provided an easement or right-of-way conforming
substantially to the limit of such water course, plus additional
width to accommodate future needs.
September, 1990 84
(1) Storm drainage easements of fifteen (151) feet minimum
width small be provided for e.,cisting and proposed enclosed drainage
systems. Easements shall be centered on the systems. Larger
easements, where necessary, shall be provided as directed by the
Engineer.
(2) storm drainage easements along proposed or existing open
channels, shall provide sufficient width for the required channel and
such additional width as may be required to provide ingress and
egress of maintenance equipment; to provide clearance from fences and
space for utility poles; to allow maintenance of the channel bank;
and to provide adequate slopes necessary along the bank.
(3) Storm drainage easements shall be provided for emergency
overflow drainage ways of sufficient width to contain within the
easement storm water resulting from a 100 -year frequency storm less
the amount of storm water carried in an enclosed system.
D. FLOOD HAZARDS
(1) New Development: Level of the 100 -year Flood - it is hereby
required, until a regulatory floodway is designated, that no new
construction, substantial improvements, or other development
(including fill) shall be permitted in an area having special flood
hazards, unless it is demonstrated that the cumulative effect of the
proposed development, when combined with all other existing and
anticipated development, will not increase the water surface
elevation of the 100 -year flood at any point within the. Town's
subdivision jurisdiction..
(2) 100 -year Flood Hazard Areas on plats - New subdivision in
an area having special flood hazards shall show the
following on the plat:
a. A flood easement for that area which is subject to
inundation by the 100 -year flood.
b. The surface elevation of the 100 --year flood at
intervals of at Least every five hundred (500) lineal
feet. This must be based on a certified engineering
survey taking into consideration the full development
of the watershed.
(3) Access to Subdivisions - New "island" subdivisions, lots or
streets teat would: be surrounded by the flood grater of the 100 -year
flood, unless the area is accessible to high ground by a street
elevated above the 100 --year flood level.
E. GENERAL DESIGN REQUIREMENTS
(1) The purpose of this section is to establish standard
criteria, principles, procedures and practices for design of storm
drainage facilities.
September, 1990 25
a. The design factors, formulas, graphs and procedures
presented or referred to herein are intended for
use as engineering guides in the design of drainage
facilities and in the solution of drainage problems
involving the quantity, method of collection,
transportation and disposal of storm water.
b. Methods of design other than those indicated or
referred to herein may be considered in complex and
difficult cases where experience clearly indicates
they are preferable; however, these deviations
shall not be attempted until approval has been
obtained from the Engineer.
C. The methods outlined or referred to herein include
accepted principles of surface drainage engineering
and should be a working supplement to basic design
information obtainable from text books and
publications on drainage.
d. Developers Design, Responsibility - The requirements
set forth herein are considered minimum
requiremelats. The developer or subdivider and lais
engineer shall bean: the total responsibility for
the adequacy of design.
(2) The three different types of basic drainage features are as
follows:
a. closed systems
b.Reinforced Concrete Lined Open Channels
C. Natural Channels
(3) Storm water runoff shall be carried in storm sewer pipe
when either of the following apply:
a. The runoff can be carried in a pipe of sixty (60")
inches in diameter or smaller; or
b. Where it is necessary for the protection of
adjacent facilities that the storm water be carried
in an enclosed facility Headwalls and energy
dissi,oators shall be constructed at the outfall of
all storm sewer systems. When it is mutually
agreeable to both the Town and the owner or
subdivider, a concrete lined channel may be used in
lieu of the closed pipe.
(4) Reinforced concrete lined opera channels should be Used when
the criteria outlined in Section XV E (?)(a) is exceeded:
a. Reinforced concrete lined channels shall conform to
the following:
September, 1990 86
I. Channels draining an area with a "CA" factor of
250 or less shall be lined with reinforced
concrete in an manner which will contain the
design frequency storm plus one foot (1') of
freeboard within the concrete lining.
2. Channels draining an area with a "CA" factor of
more than 250 but less than 500 shall be
concrete lined to contain the runoff from a
five (5) year return frequency storm with the
balance of the required design frequency storm
contained within grassed slopes no steeper than
three (3) horizontal to one (1) vertical and
with a minimum of one foot (11) freeboard.
3. Channels draining an area with a "CA" factor of
more than 500 but less than 2,000 shall be
constructed with a reinforced concrete pilot
channel not less than twelve feet (12') in
width and have a. least six inch (G") curbs, a
four inch (_=") depressed invert, and an
appropriate edge protection as accepted by the
Town Engineer. The remainder of the channel
shall consist of earthen side slopes with
proper vegetation cover on slopes not steeper
than 3 to 1.
4. Channels draining an area having a "CA" factor
of more than 2,000 shall be governed by the
criteria outlined in section XV E(5).
b. The ma _imam permissible average velocities in
channels shall conform to the velocities as shown
in Table "Z -V-1 unless otherwise approved in writing
by the Town Engineer.
(5) Natural channels may be preserved when the criteria in
Section XV E(4)(a)(4) above are met or when the developer desires to
preserve natural channels within his addition for purposes of
aesthetics and/or open space. The following criteria shall apply
when natural channels are to be preserved:
a. An application for preservation of a natural
channel shall be submitted to and approved by the
Engineer prior to approval of the preliminary plat.
This application shall contain the following
information furnished by the developer or
subdivider.
1. Topographic, hydrologic and hydraulic
information sufficient to properly evaluate the
proposal and showing that: (i) before any site
work has begun, all land having an elevation
below the twenty-five. (25) year return
September, 1990 87
frequency flood elevation is contained within
an easement dedicated to the public for the
purpose of providing drainage; (ii) the channel
easement has a minimum hydraulic capacity to
accommodate a twenty-five (25) year return
frequency storm based on a fully developed
water shed; ( iii) that all minor channel
improvements, such as reshaping, realignment,
etc., are protected with sodding, backsloping,
cribbing, or other hank: protection that is
designed and constructed to control erosion
from the twenty-five (25) year return frequency
flood.. An analysis shall also be made to
determine the effects of the 100 --year flood as
required by Section XV E(7)(e)(1).
September, 1990 88
Table zV-1
MINIMUM ROUGHNESS COEFFICIENTS
AND MAXIMUM PERMISSIBLE VELOCITIES
FOR CHANNELS
September, 1990 °0
Coefficient
Max. Permissible
of Roughness
Mean Velocity
Channel
DescriRtion "n"
fps
I. MINOR NATURAL STREAMS
A.
Fairly regular section
1. Some grass and weeds;
little or no brush................0.030
3
to
8
2. Dense growth of weeds,
depth of flow materially
greater than weed height ..........
0.035
3
to
8
3. Some weeds, light brush
on banks ..........................0.035
3
to
8
c. Some weeds, heavy brush
on banks..........................0.050
3
to
8
5. Some weeds, dense willows
on banks ..........................0.030
3
to
8
6. For trees within channels
with branches submerged at
high stage, increase all
values above by... ............ ...
0.010
B.
Irregular section with pools,
slight channel meander, use Al
to A5 above, and increase all
values by............................0.010
C.
Flood Plain - Pasture
1. Short grass .......................0.030
3
to
8
c. Tall grass ........................01.035
3
to
3
D.
Flood. Plain -- Cultivated Areas
1. No crop...........................0.030
3
to
8
2. Mature row crops..................0.035
3
to
8
September, 1990 °0
Table XV -1 (continued)
MINIMUM ROUGHNESS COEFFICIENTS
AND MAXIMUM PERMISSIBLE VELOCITIES
FOR CHANNELS
Coefficient Max. Permissible
of Roughness Mean Velocity
Channel pe_scription "n" fas
3. Mature field crops................0.040 3 to 8
E. Flood Plain - Uncleared
1. Heavy weeds, scattered
brush.............................0.050 3 to 8
2. Wooded............................0.120 3 to 8
II. MAJOR NATURAL STREAMS
Roughness coefficient is usually less than
for minor
streams of similar description on account
of less
effective resistance offered by irregular
banks or
vegetation on banks. Values of "n" for
larger
streams of mostly regular Sections, with
no bounders
or brush may be in the ranee form 0.028
to 0.033.
III.UNLINED VEGETATED CHANNELS
Clays (Bermuda Grass).............0.035
5
to 8
Sandy and Silty Soils
(Bermuda Grass)...................0.035
3
to 5
IV. UNLINED NON -VEGETATED CHANNELS
Sandy Soils
0:.030
1.5
to 2.5
Silts
0.030
0.7
to 1.5
Clays
0.030
3.0
to 5.0
Coarse Gravels
0.030
5.0
to 8.0
Shale
0.030
6.0
to 10.0
Rock
0.025
15
V. LINED CHANNELS
Meat Concrete... .................. 0.015 15
Riprap (Broken Concrete and
Rubble)...........................0.030 15
September, 1990 90
2. when the natural channel to be preserved is one
which has had a Flood Plain Information report
prepared on it by the Corps of Engineers, the
100 -year return frequency storm shall be as
shown in that particular report unless
otherwise directed by the Town Engineer or his
authorized designee.
(6) Determination of Design Discharge:
a. The two (2) methods acceptable for use in the Town
of Trophy Club are:
1. Design Runoff - The Modified Rational Method of
computing runoff will be used on small
watersheds of 1000 acres or less. The Modified
Rational Method is expressed by the following
equation:
Q = CC IA, where
A
a = peak runoff in cfs
C = runoff coefficient
C = antecedent precipitation factor
A
I = average rainfall intensity in inches per
hour for the time of concentration
A = drainage area
C = values to be used in this formula are
A shown in Table XV -2
Table XV --2
ANTECEDENT PRECIPITATION FACTOR "C "
Recurrence Interval (years) C
A
2 to 10 1.0
25 1.1
50 1.2
100 1.25
ldote: The product of (C) (C ) should not exceed 1.0
A
b. Unit hydrograph techniques shall be used for
areas greater than 1,000 acres. The technique
and the data to be used for the determination
of the design discharge shall be approved by
the Engineer prior to the calculations being
completed. A complete set of all detail
calculations must be submitted to the Town.
Engineer for approval prior to completion of
the plans for the drainage system.
September, 1990 91
(7) Drainage Area:
a. Area of the watershed shall be determined using the
information required by Section XV -B.
b. outline of drainage areas must follow natural drainage
features in nonurbanized areas. Consideration shall be
given to many -made features in urbanized areas,
C. Runoff Coefficient - The runoff coefficient for
undeveloped land shall be in accordance with the
ultimate land use as shown on the Comprehensive Plan as
adopted by the Town of Trophy Club. The runoff
coefficient for land uses shall be determined as shown
in Table XV --3.
d. Time of Concentration - The time of concentration is
defined as the longest time, without unreasonable
delay, that will be required for a drop of water to
flow from the upper limit of the drainage area to the
point of concentration. Time of concentration is
composed of the inlet time and the time of flow in the
storm drainage facility. Inlet time is composed of
overland flow time plus the time of flow in the gutter
required to reach the inlet. The minimum inlet time of
concentration shall be in accordance with Table XV -4.
Under circumstances which will produce times of
concentrations its excess of those as shown in Table
XV -4, the time of concentration shall be determined by
using Figure XV -1, the Nomograph for Time of
Concentration. (see next page for Figure XV -1)
e. Design storm Frequencies - The design storm frequencies
shall be as shown in Table XV --5.
1. In connection with the design of facilities
such as Low Point Inlets, Culverts, Bridges,
Channels and Creeks shown above, the discharge
for a 100 -year return frequency storm and the
resulting possible damages therefrom shall be
evaluated to determine if said damages are
sufficient to warrant the enlargement of the
planned facility. In any areas where storm
water runoff concentrates at low points of
grade or where discharge in excess of the
design discharge flows across private property,
the following information shall be shown:
a. The 100 -year design discharge.
b. The depth of inundation of this discharge.
C. An evaluation of the possible damages
resulting from the above information.
September, 1990 92
A it 0.40 (AV, GRASS) n s 0.02
e ■ 1.094 r = 1,0%
Ir■ 20 YIN. I<< 2.4 MIN.
20 TOTAL TIME OF CONCENTRATION+20.042.4+22-4 YIN.
NOMOGRAPH
FOR TIME OF CONCENTRATION
Figure XV -1
u
L
— 40 4
QTs]I �w
_2 a 1—
20 E-- 2
15 k_ L5
S k—OA
5 h -Os
4 OA
3 O.3
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uj
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aal
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a
�
600
=
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U
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700
a
tn
0.02(PVMT)
–
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O
to
w
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SOO
I"
OAI
z
la
( r
0.03
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U
400
a.o+
a10 /�
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0.10Z
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BARE PACKED SOIL)
'
/
0
W
W
'
W
11.,
0.02
rp
Z
t
�♦
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1.00
Z
X200
0-30 (POOR GRASS)
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O
60
0.10
J
W
Li
70
U
Z
—60
O
U
50
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O
40
W
I
OVERLAND FLOW
GUTTER
FLOW
P
30
1 200L
, 4C0'
A it 0.40 (AV, GRASS) n s 0.02
e ■ 1.094 r = 1,0%
Ir■ 20 YIN. I<< 2.4 MIN.
20 TOTAL TIME OF CONCENTRATION+20.042.4+22-4 YIN.
NOMOGRAPH
FOR TIME OF CONCENTRATION
Figure XV -1
u
L
— 40 4
QTs]I �w
_2 a 1—
20 E-- 2
15 k_ L5
S k—OA
5 h -Os
4 OA
3 O.3
Table XV -3
Runoff Coefficient for Land Use Types
Type of Land Use
Table XV -5
Runoff
Coefficient
"C"
Facility
HYDROLOGIC
SOIL GROUPS
Storm sewers (with inlets
on grade)
A
B
C
D
Parks or Open Areas (Lots over 1.0 Acres)
years
channels and czee]:s*
25
years
(Lots 1.0 Acre or Less)
.35
.37
.39
.41
Residential (lysin.
7200 sq.ft. Lots)
.50
.52
.55
.58
Residential (Min.
6000 sq.ft. Lots)
.60
.63
.66
.70
Industrial
.65
.68
.72
.76
Apartments
.65
.70
.77
.80
Business
.65
.71
.87
.90
Mercantile
.95
.96
.98
1.00
SOIL GROUP CLASSIFICATION
Grouj2 A Deep sand, GROUP C Clay Loam, shallow sandy
aggregated silts loam,
Group B sandy loam Group D Heavy plastic clays
Table XV -4
Minimum Inlet Time of Concentration
Type of Land Use Minimum Inlet Time
Park and Open Areas 20 minutes
Residential 10 minutes
Industrial 10 minutes
Business 10 minutes
Mercantile Distract 5 minutes
channels and creels shall have at least one (1)
* Large bridges are those that span greater than
fifty (50) feet.
September, 1990 93
Table XV -5
Design Storm Frequencies for Storm Drainage Facilities
Facility
Storm Design
Frequency
Storm sewers (with inlets
on grade)
5
years
Storm sewers draining low
point inlets
25
years
channels and czee]:s*
25
years
Culverts and small bridges
25
years
Large bridges**
50
years
Floodways between building
lines
100
years
channels and creels shall have at least one (1)
* Large bridges are those that span greater than
fifty (50) feet.
September, 1990 93
Table XV -6
Permissible Spread of Water
TVPe of Street
Major Collector (Divided)
Minor Collector
Local (Standard)
Local (split curb grades)
Low gutter flow
High gutter flow
Spread of Water
one lane each side
Two outside lanes
Height of curb
Height of curb
* Higher of crown elevation or low gutter elevation
f. Rainfall Intensity - The relationship between
rainfall intensity, duration, and frequency shall
be determined by Figure XV -2. These curves have
been developed from the U.S. Weather Bureau
Technical Paper No. 40.
(8) Permissible Spread of Water in Streets - In order that
excess storm water will not collect in streets or thoroughfares
during a storm of the design frequency, the following spread of water
values as shown in Table XV -6 shall be used for the various types of
streets.
(9) Head Losses: The design techniques and methods used in the
determination of all head losses shall be approved by the Engineer.
(10) Flow in Gutters: The drainage capacities of streets and
gutters shall be determined by Manning's formula using an "n" value
of 0.013 for concrete streets. Streets shall be designed to flow not
more than curb sleep during a five (5) year return frequency storm.
(11) Curb Inlets -- Inlets shall preferably be located at street
intersections, at low prints of grade or where gutter flow exceeds
the permissible spread of water criteria. Inlets shall be
constructed in accordance with the standard details shown in this
section.
a. Gutter Depression - A gutter depression of six (6)
inches shall be constructed for all curb inlets within
the corporate limits of the Town of Trophy Club.
b. Recessed Inlets - Inlets located on Major Collector
streets shall be recessed in order to minimise
interference of the gutter depression with travel
lanes. At locations where pedestrian activity will be
crossing the inlet, a recessed inlet will not be
September, 1990 94
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permitted, and a depression of less than six (6) inches
may be required. These locations may require additional
inlet width to compensate for the reduced depression.
C. Carry-over Flow - If the inlet cannot capture one
hundred (100%) percent of the flow, then the amount of
flow which passes the inlet must be added to the next
downstream inlet.
(12) Flow in Storm Drains and Their Appurtenances
a. Minimum Grades - Storm drains should operate with
velocities of flow sufficient to prevent excessive
deposits of solid materials. Storm drains shall be
designed to have a minimum mean velocity flowing full
of two and one half (2.5) feet per second (f.p.s.)
Minimum grades for both concrete pipe with n = 0.013
and flowing at two and one half (2.5) f.p.s, are shown
in Table .XV -7.
TABLE XV -7
minimum Grades for Storm Drain Pipelines
Pipe Size Slope Pipe size
inches) (ft/ft) (inches)
slope
(_ftlft_)_
15
0.0023
45
0.0005
18
0.0018
48
0.0005
21
0.0015
54
0.0004
24
0.0013
60
0.0004
27
0.0012
66
0.0003
30
0.0009
72
0.0003
33
0.0008
78
0.0003
36
0.0007
84
0.0003
39
0.0006
96
0.0002
42
0.0006
b. Maximum Velocities -- The slope of a storm sewer should
be such that excessive velocities will not damage the
pipeline or drainage structures. The maximum desirable
velocities for storm sewers is as shown in Table XV -8.
Descriiation
Table XV -8
Maximum Desirable Velocity in storm Drains
Maximum Desirable Velocity
Culverts (all types) 15 f.p.s.
Storm Drains (Inlet Laterals) Poo limit
Storm Drains (Collectors) 15 f.p.s.
Storm Drains (Mains) 12 f.p.s.
September, 1990 95
C. Pipeline Located. in Streets - All storm drain pipelines
located in streets shall be installed at a depth
sufficient to permit all water lines to be above the
storm drain pipelines when the water line has a minimum
cover of three (3) feet.
d. Discharge of Storm Drain. - Where storm drain pipelines
discharge in to water courses, the invert of the pipe
shall be at the same grade as the low point of the
water course. The storm drain shall have a headwall
constructed where it discharges into the water course.
Adequate riprap or other erosion protection shall be
provided.
(13) Manholes - Storm drain manholes shall be located at
intervals not to exceed five hundred (500) feet for twenty-four (34)
inch in diameter or smaller pipes. In general, manholes should be
located at street intersections, storm pipe junctions or changes of
grade and changes of alignment. Storm drain manholes for pipelines
greater than twenty-four (24) inches in diameter shall be located at
points where design indicates entrances into the pipe are desirable.
In no case shall the distance between manholes be greater than eight
hundred (800) feet.
(14) Lateral Lines - The minimum size storm sewer line from the
inlet boy: to the collector lines shall be eighteen (18) inches in
diameter.
(15) Culvert Design - The design of culverts shall be adequate
for the maximum discharge expected.. The standards of Design for
culverts shall conform to the latest edition of the "Hydraulic
Manual" of the Texas Highway Department.
END OF SECTION
September, 1990 96
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Curb Curb
Radius Tangent Natural Gutter Grade
Top Of Curb
I �
L3/4"Chamfer �t
3'-- O'►
Length "L ,► 31W0„
ELEVATION
STANDARD CURB INLETS
8 ' AND /O' CURB INLETS
GENERAL NOTES
1. PROVIDE A MINIMUM OF 2 INCHES CLEAR CONCRETE COVER ON
REINFORCING FOR TOP SURFACE OF INLET AND MANHOLE COVERS.
2. PROVIDE A MINIMUM OF 1-1/2 INCHES CLEAR CONCRETE COVER
ON REINFORCING FOR INLET AND MANHOLE MALLS AND BASES.
3. TRIM STEEL TO CLEAR PIPE AT OUTLET.
Plal e 15.6
XVI
TRENCH E'CAVATION SAFETY PROTECTION
A. DESCRIPTION
This item will consist of the basic requirements which the Contractor
must comply with in order to provide for the safety and health of
workers in a trench. The contractor shall develop, design and
implement the trench ei,:cavation safety protection system. The
Contractor shall bear the sole responsibility for the adequacy of the
trench safety system and providing "a safe place to work." for the
workman.
The trench excavation safety protection system shall be used for all
trench excavations deeper than five (5) feet. The Excavating and
Trenching Operation Manual of the occupational Safety and Health
Administration, U.S. Department of Labor, shall be the minimum
governing requirement of this item and is hereby made a part of this
specification. The Contractor shall, in addition, comply with all
other applicable federal, state and local rules, regulation and
ordinances.
END OF SECTION
September, 1990 97
xv I I
FINAL CLEAN-UP
A. Upon completion of the pavement, and before acceptance and final
payment will be made, the paving Contractor shall backfill behind the
curbs with selected material, level off the area between the curbs
and street right of way lines to provide a normal 1/4 inch per foot
slope from the top of the curb as outlined under "General
Requirements", or as shown on the plans.
The Contractor shall clean and remove from the site of the work
all surplus and discarded materials, temporary structures and debris
of every kind. The Contractor shall leave the site of the work in a
neat and orderly condition, flush with curb and sidewalk or sidewalk
grade. surplus and waste materials removed from the site of the work
shall be disposed of by the Contractor at locations outside the
limits of the Town of Trophy Club.
B. in subdivision development, before final acceptance is given on
the street, within the subdivision adjacent to the street which has
been improved, cleaned and at a grade approved by the Engineer which
will provide proper drainage, and that the area between the back of
curbs and street lines is graded as called for above, or as shown on
the plans. Any surplus material that has been placed shall be-
removed
eremoved and disposed of in a manner suitable to the Engineer.
C. Utility Appurtenances: Prior to final acceptance and before a
letter of acceptance will be issued the paving Contractor shall bring
all water valves, sewer manholes, sewer cleanouts and all other
water, sewer appurtenances that are in the paving up even with the
finished grade of the paving. where utility appurtenances are not
completed the paving shall be blocked out and the paving Contractor
shall not be held responsible for the replacing of the paving after
the completion of the utility appurtenances.
END OF SECTION
September, 1990 98
FINAL ACCEPTANCE
A. FINAL ACCEPTANCE
When the improvements provided by the specifications and the
contract shall have been completely performed on the part of the
Contractor, the Contractor shall notify the Engineer that the
improvements are ready for final inspection. The Engineer will then
make such final inspection, and if the work is satisfactory and in
accordance with the specifications and contract, he will issue a
letter of acceptance to the Contractor with a copy to the developer
and the Town of Trophy Club. It shall be the responsibility of the
.Developer to obtain from the Town of Trophy club a letter of
acceptance for the paving in the subdivision. it shall be the
responsibility of the developer to withhold the final payment until
such time as a letter of acceptance has been issued by the Town of
Trophy Club. In subdivision developments, water connections will not
be made for the individual lots until a letter of acceptance for the
paving has been obtained by the Contractor.
Before a letter of acceptance is issued by the Engineer, the
Contractor shall test all sewer mains by means of a "ball test" or
other suitable means approved by the Engineer to make sure all
sanitary sewer mains within the project are free from dirt or other
foreign materials. A representative of the Town and/or Municipal
Utility District (MUD) shall be present when the Contractor is
testing the sewer mains.
The letter of acceptance will not be given by the Town of Trophy
Club until copies of all test results as well as Maintenance Bonds
are submitted and accepted by the Town of Trophy Club.
END OF SECTION
September, 1990 99