HomeMy WebLinkAbout1974-08-06 Public hearingb � �.i i ar - •
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NOTICE OFPUBLIC- HEARING
NOTICE OF PUBLICHEARINGON PROPOSED ADOPTION BY
ORDINANCE OF AMENDMENTS TO-THE'SUBDIVISION CODE OF
THE CITY OF IOWA CITY: SAID AMENDMENT TO ESTABLISH
REQUIREMENTS AND PROCEDURES, FOR PLACEMENT AND CER-
TIFICATION OF UTILITY EASEMENTS ON PRELIMINARY AND
FII4AL PLATS
Notice is hereby given that a public hearing will be held
by the City .Council of.Iowa'City, Iowa at 7:30 P.M. on the
6th day of August, 1974, in the Council Chambers in the Civic
Center, Iowa City, Iowa. At which hearing the Council will
consider arguments for and against the proposed adoption
of amendments to the.Subdivision Code with regard to estab-
lishing requirements and procedures for the placement and
certification of utility easements on final plats; provide
for the endoresement'of preliminary and final plats by the
City; and repeal Section 2.50.4.D.3 (0) of the Municipal
Code of Iowa City.
Copies of the proposed Ordinance Amendment are on file for
public examination in the office of the City Clerk, Civic
Center, Iowa City, Iowa.
This notice is given pursuant to Section 414.4 Code of
Iowa, 1973.
Dated at Iowa City this 13th day of July, 1974.
,/
Abbie Stol us , C�; ty C er�c
Notice is hereby given that a public hearing will be held by
the City Council of Iowa City,.Iowa at 7:30 P.M. on the 6th day of
August, 1974, in the Council.Chambers in the Civic Center, Iowa City,
Iowa. At which hearing the Council.will consider arguments for and
against the proposed adoptionofdesign standards for streets,driveways and
alleys, sidewalks, water distribution systems, sanitary and storm sewers,
traffic signals and street lighting.
Copies of the proposed Design Standards are on file for public
examination in the office of the City Clerk, Civic Center, Iowa City,
Iowa.
This notice is given pursuant to Section 414.4 Code of Iowa, 1973.
Dated at Iowa City this day of July, 1974.
City Clerk
Publish twice ; ' and O�
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111\
OF PUBLIC HEARING -,ON
NOTICE
PROPOSED-DESIGN.STANDARDS .'
Notice is hereby given that a public hearing will be held by
the City Council of Iowa City,.Iowa at 7:30 P.M. on the 6th day of
August, 1974, in the Council.Chambers in the Civic Center, Iowa City,
Iowa. At which hearing the Council.will consider arguments for and
against the proposed adoptionofdesign standards for streets,driveways and
alleys, sidewalks, water distribution systems, sanitary and storm sewers,
traffic signals and street lighting.
Copies of the proposed Design Standards are on file for public
examination in the office of the City Clerk, Civic Center, Iowa City,
Iowa.
This notice is given pursuant to Section 414.4 Code of Iowa, 1973.
Dated at Iowa City this day of July, 1974.
City Clerk
Publish twice ; ' and O�
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PROPOSED DESIGNSTANDARDS FOR
PUBLIC.WORKS;IMPROVEMENTS
IN IOWA CITY, IOWA
CITY OF IOWA CITY, IOWA
DEPARTMENT OF PUBLIC WORKS
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PROPOSED DESIGNSTANDARDS FOR
PUBLIC.WORKS;IMPROVEMENTS
IN IOWA CITY, IOWA
CITY OF IOWA CITY, IOWA
DEPARTMENT OF PUBLIC WORKS
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Department of Public Works
To: Developers, Contractors, Engineers, and Architects
working in Iowa City
Here for your easy reference, is a brochure setting forth
the design standards for Public Works improvements as they
apply here in Iowa City.. We feelthat.attention to these
standards will result in ;less confusion and uncertainty on
your part while planning, designing and constructing these
facilities, as:well':as reducing the operating and maintenance
problems which the>City of Iowa City encounters once the
facility is built and in use.
This booklet contains standards for streets and alleys,
sidewalks, water distribution systems, sanitary and storm
sewers, traffic signals and 'street lighting. It should be
pointed out.that these standards,are by no means all
inclusive.: For more detailed information please contact the
Engineering.Division'of the Department of Public Works
which is responsible for the implementation of these design
criteria.
Thank you for your cooperation. We hope you enjoy working
in Iowa City.,
Respectfully yours,
RES :db
George R. Bonnett, P.E.
City Engineer
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TABLE %OF CONTEN'
I. STREETS ------- -- ------------------------ I-1--I-S
---- --
Ii. ALLEYS ---------------- II-1--TI-2
III. SIDEWALKS -------------------------------------
IV.
-----=---------------------------IV. DRIVEWAYS ----------------------- ------ IV -1
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V. WATER DISTRIBUTION SYSTEMS ------_ ---- V -1--V-2
' VI. SANITARY SEWERS ------------------------------ VI-1--VI-4
VII. STORM SEWERS ---------------------------- VII-I--VII-3
VIII. TRAFFIC CONTROL ------------------------------ VIII-I--VIII-II
IX. ROADWAY LIGHTING ----------------------------- IX -1-- IX -2
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Figure
1 -
Typical Street Cross -Section
Figure
2 -
Typical 30" Curb & Gutter
Figure
3 -
Typical Curb Cross -Section
Figure
4 -
Typical Alley Cross -Section
Figure
5 -
Driveway Diagram
Figure
6 -
Typical Manhole 6' or less.in Depth
Figure
7 -
Typical Manhole 6' or more -in Depth
Figure
8 -
Sanitary Drop Connection
Figure
9 -
Sanitary Riser
Figure
10
- Pipe Bedding
Figure
11
= Alley Catch Basin
Figure
12
- RA -3 Curb Intake'
Figure
13
- RA -4 Curb Intake
Figure
14
- RA -5 Curb Intake
Figure
15
- RA -6 Curb Intake
Figure
16
- RA -7 Throat Extension
Figure
17
- RA -8 Curb Intake
Figure
18
--Typical-Traffic Signal:,.Location
Figure
19
-. CuZ=-des; Sac Street
Figure
20_-,_,.t tLoop Street {
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SECTIOW I
STREETS
I-1.0 Street Classification -
1.1
All streets shall -be classified according to their functional
use 'which are defined as follows:
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Major Arterial - This type of Street_is a continuous route
providing for the.expeditious movement of large volumes of
through traffic across the city and between high traffic
generation points,and on 'which geometric design and traffic
control measures are used to facilitate the safe movement
of through traffic. <
Minor.Arterial - Provides for through traffic movement between areas
and across the.city, and direct access to abutting property;
subject to the necessary control of entrances, exits, and
curb use so as to increase the capacity and improve the
safety characteristics of the street.
Collector - This type of. street system provides for the movement
of: traffic between arterial routes and local streets, as
well as providing -,direct access'to abutting property;
moderate amounts of'low speed traffic, including some bus
traffic, can -be carried on these streets.
Local Residential - This type of.street serves only as a means
of access td abutting residential property and is planned
to be:a low speed, low trafficand short trip route.
Local Commercial = A street or road providing access to businesses
or commercial property.
Industrial - A street or road'.providing access to manufacturing
plants or industrial facilities.
I-2.0 Traffic Lane Widths
2.1
The minimum traffic lane width shall be 11 feet. -
2.2
For major arterial streets and industrial streets the lane width
shall be 12 feet. This is dues to the heavy volume of truck traffic
expected on these' -streets.
2.3
It should be kept in mind that in the design of local streets
the number`: of lanes for moving traffic will be a secondary con-
sideration:
2.4
Local "streets shall bedesignated for a minimum of 28 foot wide
pavement back to`back of curb., For CuZ-de-Sacs and Loop Streets
see Figures 29 and 20 respectively." Parking will be allowed on the
south and west side of the street only. Each residence will have
four off street ptarkina.spaces.
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3.1 .Separate turning'lanes'may be'included on arterial streets but will,
as a rule, not be found on other streets. Where separate turning
lanes 'are'required on -'the basis of 'a capacity analysis of the inter-
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streets where substantial truck traffic is involved, and 11 feet
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Parking Lane Width
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4.1 Parking lanes will not be provided on arterial streets.
4.2 Where provided for on local residential and collector streets,
the parking lane shall be 8 feet in width.
4.3 Where provided for within the commercial business district, paraZZeZ
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parking Zanes shaZZ be IO'feet'in width -and angZe parking Zanes shaZZ
be 9 feet in width.
I-5.0 Right -of -Way Width
5.1 The
right-of-way will be 80 feet in width for arterial streets
66 feet for collector and industrial streets and 50 feet for
I-3.0 Separate
Turn' •Lanes
boulevards that might be constructed within the right-of-way.
3.1 .Separate turning'lanes'may be'included on arterial streets but will,
as a rule, not be found on other streets. Where separate turning
lanes 'are'required on -'the basis of 'a capacity analysis of the inter-
section, then a width of 12 feet will -be used for major arterial
streets where substantial truck traffic is involved, and 11 feet
in width for minor arterial streets.
eI-4.0
Parking Lane Width
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4.1 Parking lanes will not be provided on arterial streets.
4.2 Where provided for on local residential and collector streets,
the parking lane shall be 8 feet in width.
4.3 Where provided for within the commercial business district, paraZZeZ
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parking Zanes shaZZ be IO'feet'in width -and angZe parking Zanes shaZZ
be 9 feet in width.
I-5.0 Right -of -Way Width
5.1 The
right-of-way will be 80 feet in width for arterial streets
66 feet for collector and industrial streets and 50 feet for
local streets. This width does not provide for medians or
boulevards that might be constructed within the right-of-way.
5.2 If medians or boulevards are to be constructed then additional
right-of-way maybe depending
required upon the design and width
of the median.
I-6.0
Shoulders
6.1 Where no curb and gutter is constructed there shall be a 10 foot
gravel or rock shoulder.
I-7.0 Medians
7.1 Generally speaking; medians will be found only in arterial streets.
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The width may vary anywhere from a minimum of 16 feet to a maximum
width of 30 feet.. At intersections, medians may be used to pro-
vide for separate, eft turn storage lanes.
7.2 Medians or boulevards constructed as part of local streets shall
conform 'to:the same design standards as set forth for arterial
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streets.
I-8.0 Street Grades
8.1 "street
The maximum grade for arterial and industrial streets s hall
be 8%0 for
collector streets 10% and local streets 12%.
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1:1-2
I-9.0 Pavement Cross Section
9.1 The pavement cross section for all pavements will be a 2% parabolic
crown. The cross section -is as shown in Figure I. This cross
slope is equivalent'to 1/4 -inch per foot.
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I-10.0 Design Speed
10.1 A design speed will be used in establishing the geometric features
for arterial streets only.. For arterial streets the design speed
will be 'assumed to'be;35 miles per hour. This highway design
speed shall;be used to establish features such as the supereleva-
tion rate, critical length;of grade,.intersections, curbs, etc.
I-11.0 Curb and Gutter Section>
11.1 A curb and gutter.cross-section shall consist of a 6 inch
vertical -curb with a 30 inch concrete gutter which includes the
curb. The design shall be as. shown in Figure 2.
11.2 Where the street paving, is` .integral Portland Cement concrete then
there shall be no separation between the curb and gutter section
and the paving. The design shall be as shown in Figure 3.
11.3 On cul-de-sacs and; loop streets located in local residential
areas a,6 inch roll -type curb will be permitted as shown in
Figure 3.
I-12.0 Pavement Material and -Thickness
12.1 The pavement slab may be constructed of the following materials:
12.1.1 Non -reinforced Portland Cement concrete conforming to
the Iowa State Highway Commission C-3 mix or M-3 mix
as applicable.
12.1.2 Full depth, -Asphaltic Concrete hot mix conforming to the
Iowa State,Highway Commission standards for Type "B"
base and 1'3/4" minimwn'thickness Type "A" surface course.
All asphaltic concrete'streets -shall have Portland Cement
concrete curb and gutter.
DeZeted.reference 'to roZZed stone base
12.2 The required pavement thickness in` -inches is as outlined in the
following table:
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13.1 The area between the sidewalk and curb will normally be grass and
will slope at the rate of 1/3 inch per foot from the sidewalk towards
the curb. This will provide for the drainage of land within the
street right-of-way to the gutter.
13.2 As a rule a minimum space, primarily for storage of snow, will be
4 feet.between the sidewalk-an,d curb. However, on arterial
streets it may be necessary to reduce this figure.
1-14.0 Corner Radius
14.1 The corner radius, at intersections will depend on the functional
classification of the intersecting streets. The following
criteria shall apply:
Arterial Arterial a 30.0 feet
Arterial - Collector. 35.0 feet
Arterial `- Local 17.5 feet
Arterial'- Industrial 25.0 feet
Collector,- Collector 25.0 feet
Collector Local 17.5 feet
Local - Local 17.5 feet
I-15.0 Street.Capacity
15.1 The design; hour volume of traffic (DHV) used in the design of
arterial streets will be the 30th highest hourly volume. As a
rule, the 'design hour volume will be considered to be approximately
10 to 12`k:of the average daily traffic for a 24-hour period.
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Cement :Full
`;Depth.,
Deleted RoZZed "
r'
--Portland
., :,,..
Base AZterrsative
Concrete:.'` Asph.
Concrete
Stone
Major Arterial
'.'10"
1211*
Minor Arterial
9 *
11
Industrial
8
10
*Thickness requirements
Collector
8
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for arterials are intended
as a guide only. Specific
Residential
7
8z
projects miZZ be designed
on the basis of soiZ con-
ditions and projected
I-13.0 Cross Slope (Sidewalk'to Curb)
traffic loading.
13.1 The area between the sidewalk and curb will normally be grass and
will slope at the rate of 1/3 inch per foot from the sidewalk towards
the curb. This will provide for the drainage of land within the
street right-of-way to the gutter.
13.2 As a rule a minimum space, primarily for storage of snow, will be
4 feet.between the sidewalk-an,d curb. However, on arterial
streets it may be necessary to reduce this figure.
1-14.0 Corner Radius
14.1 The corner radius, at intersections will depend on the functional
classification of the intersecting streets. The following
criteria shall apply:
Arterial Arterial a 30.0 feet
Arterial - Collector. 35.0 feet
Arterial `- Local 17.5 feet
Arterial'- Industrial 25.0 feet
Collector,- Collector 25.0 feet
Collector Local 17.5 feet
Local - Local 17.5 feet
I-15.0 Street.Capacity
15.1 The design; hour volume of traffic (DHV) used in the design of
arterial streets will be the 30th highest hourly volume. As a
rule, the 'design hour volume will be considered to be approximately
10 to 12`k:of the average daily traffic for a 24-hour period.
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i-ib.0 viae W earance
16.1 No obstructions of any type, including traffic control devices,
shall be placed closer than "2 -feet to the back edge of the curb.
I-17.0 Open Ditches
17.1 Where 'a curb and gutter section is not required and open ditches
are provided -for drainage, the minimum ditch grade shall be 1.0%
and the maximum grade shall be 3.0%. In addition, it will be
necessary -to place a concrete pipethroughall drive approaches
constructed through the drainage ditch. The size pipe required
will be a Punct on of, the area to; be drained.
17.2 The cross slope shall be a desirable 4 to 1 slope with a maximum
permittedslope` of 2 to 1.
I-18.0 Acceleration - Deceleration Lanes-
18.1 As a general rule, ,speed change lanes such as acceleration and
deceleration lanes will not_be added to pavements except where
industrial streets_intersect:with.major arterial streets and
heavy truck traffic warrants the construction of such lanes.
1-19.0 Subgrade Requirements.
19.1 The subgrade shall :be scarified to a depth of 6 inches below the
pavement,`and compacted to 90% of Modified Proctor Density for
PortZand �Cement.concrete pavement and to 95% of Modified Proctor
Density for Asphaltic Cement. concrete pavement.
19.2 The subgrade in, fill shall be 90% of Modified Proctor Density
except for the top 6 inches which shall meet the requirements for
the appropriate surface material.
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■ SECTION:II
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ALLEYS
11-1.0 Alley Classification
1.1 Residential All . ey - A route located between local roads used
primarily for access to the rear of residential property.
1.2 Commercial Alley,- A route located between commercial streets
used primarily for access to the rear of commercial property.
11-2.0 Pavement Width:
2.1 Residential alleys shall have a pavement width of 16 feet.
2.2 Commercial alleys shall have a pavement width of 20 feet.
11-3.0 Right -of -Way Width
3.1 The right-of-way shall be 20 feet for all alleys.
II -4.0 Alley Grades
4.1 The maximum grade for _alleys shall be 14% for residential and
10% for'commercial or:industri- 1 alleys. The minimum grade
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shall be 0.5% for all types of alley.
II -S.0 Pavement Cross -Section
5.1 The pavement shall have a 4% inverted crown cross-section. This
will be as'shown i n Figure 4.
11-6.0 Pavement Material and -Thickness
6.1 The pavement slab may be constructed of the following materials:
6.1.1 Non -reinforced Portland Cement concrete conforming to
the Iowa,State Highway Commission C-3 mix or M-3 mix
as�applicable.
6.1.2 Full depth AsphalticConcrete hot mix conforming to the
Iowa State Highway Commission standards for Type "B"
base and 1,3/4'
minim m thickness Type "All surface course.
Deleted reference to - Rolled :Stone -Base Alternative
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6.2 The required " thicknessche"s, 'i'sa" d below:,,:,
ortland Cement'4eted Reference' to_ROZZedt
-, Depth De
Concrete Aspfi. Concreto- Stone Base AZternatiVe
611 71?
6.3 There will be no curb and gutter sections built as part of alleys.
11-7.0 Subzrade Reouirements
7.1 The subgrade shall -be scarified to a depth of 6 inches below the
pavement,and compacted to 90% of Modified Proctor Density for
PortZand Cement concrete pavement and to 95% of Modified Proctor
Density for Asphattic,Cement.concrete pavement.
7.2 The subgrade infiZZ shaZI be 90% of Modified Proctor Density
except.for the top 6.,inches which.shaZZ meet the requirements for
the appropriai;e:surface materiaZ.
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III -1.0 Width
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SECTION,
SIDEWAI
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III -1.0 Width
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1.1 Sidewalks shall be a minimum of 4 _feet in width except in the
Central BusinessDistrict or in other areas specifically
approved by the City where the width may be greater.
1.2 Sidewalks shall be located l foot from the property line.
III -2.0 Cross Slope
2.1 All sidewalks shall slope to the street at a rate of 1/4 inch
per foot.
2.2 Sidewalks shall .be required on both sides of all streets except
industrial streets.
2.3 The street edge of the sidewalk surface shall be located above
the curb 1/3 inch for every foot horizontally from the curb.
TTI -3.0 Material and Thickness
3.1 Sidewalks shall be constructed of four inch thick non -reinforced
Portland Cement concrete conforming to the Iowa State Highway
Commission C-3; mix.
3.2 Sidewalks crossing driveways shall, be constructed of 6 inch
non -reinforced Portland'Cement concrete conforming to the Iowa
State Highway Commission C-3 mixi
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SECTION IV
DRIVEWAYS
IV -1.0 Driveway Material and Thickness
The driveway'slab >extending from the.street to private property
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inches in thickness.
1.2
All driveways shall have one inch preformed expansion at front
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SECTION IV
DRIVEWAYS
IV -1.0 Driveway Material and Thickness
1.1
The driveway'slab >extending from the.street to private property
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conforming to the'Iowa State Highway Commission C-3 or M-3 mix 6
1.1
The driveway'slab >extending from the.street to private property
shall be 'constructed of.non-reinforced Portland Cement concrete
conforming to the'Iowa State Highway Commission C-3 or M-3 mix 6
inches in thickness.
1.2
All driveways shall have one inch preformed expansion at front
and back of=sidewalk.
IV -2.0 Driveway Width
2.1
Maximum curb opening along any street shall be 42 feet.
2.2
Except as noted in 2.3 below, the maximum driveway width shall
not exceed 24 feet -as measured along the street side of the
sidewalk line.
2.3
On streets marked.as permanent state or federal highway roads,
a driveway may be constructed with a maximum width of 36 feet
as measured along the street':side-of the sidewalk line.
IV -3.0 Driveway Location
3.1
No portion of a driveway except the curb return shall be
constructed within 20 feet of a corner and in no case closer than
3 feet,to the property line as extended. See Figure 5 for
typical driveway locations.
3.2
Where more than one driveway approach on a street front serves
a single parcel,of land, there.:shall be at least 20 feet of
space between driveways.
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V-1.0 Pipe Standards
1.1 All mains 'shall be a minimum of 6.inches in diameter. A larger
size maybe required depending upon water demand and fire flows.
1.2 All water mains shall be constructed of Class 22 pipe or if
greater than 12 inches in diameter, Class 23 cast iron pipe.
The use of ductile pipe will'be permitted in certain instances
and required where there is a possibility of settlement of the
pipe such. -as where a water main may cross over an old sewer
trench`orwhere a main may be located under some type of structure.
1.3 Either mechanical'joint..or push -on joints will be permitted.
V-2.0 System Design
2.1
2.2
2.3
2,4
2.5
2.6
2.7
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A cast iron pipe coefficient of. C 100 in the Hazen -Williams
formula shall be used for.original design.
All mains shall be looped except for short runs to serve cul-de-
sacs where the distance is less than 1,000 feet.
Thrust.blocks shall be designed and'used whenever there is a
change -in -direction (either horizontal or vertical), change of
diameter, or=at dead ends. The thrust block shall be concrete
with the concrete formed'between.the fitting and the undisturbed
trench' wa11.
Valves shall be installed as follows: 3 at each cross connection,
2 at each tee connection, and one on.each hydrant branch. The
frequency of valve installation shall be such that in the event
of ; -a main break, -.not more than 800 feet of main in residential
areas`or 400 feet of main in commercial areas will be shut off
to isolate -the leak,
Fire hydrant spacing will be on an average distance of 800 feet
which'will.ge'neraily mean one hydrant for every two blocks in
residential • areas` and one hydrant per block in commercial and
industrial areas.
Water mains will not be laid under a building.
Water mains may be laid.in pedestrian malls or in alleys.
No mains shall pass through or come into contact with any part
of a sewer. manhole,
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SECTION V
WATER DISTRIBUTION SYSTEM
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1.1 All mains 'shall be a minimum of 6.inches in diameter. A larger
size maybe required depending upon water demand and fire flows.
1.2 All water mains shall be constructed of Class 22 pipe or if
greater than 12 inches in diameter, Class 23 cast iron pipe.
The use of ductile pipe will'be permitted in certain instances
and required where there is a possibility of settlement of the
pipe such. -as where a water main may cross over an old sewer
trench`orwhere a main may be located under some type of structure.
1.3 Either mechanical'joint..or push -on joints will be permitted.
V-2.0 System Design
2.1
2.2
2.3
2,4
2.5
2.6
2.7
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A cast iron pipe coefficient of. C 100 in the Hazen -Williams
formula shall be used for.original design.
All mains shall be looped except for short runs to serve cul-de-
sacs where the distance is less than 1,000 feet.
Thrust.blocks shall be designed and'used whenever there is a
change -in -direction (either horizontal or vertical), change of
diameter, or=at dead ends. The thrust block shall be concrete
with the concrete formed'between.the fitting and the undisturbed
trench' wa11.
Valves shall be installed as follows: 3 at each cross connection,
2 at each tee connection, and one on.each hydrant branch. The
frequency of valve installation shall be such that in the event
of ; -a main break, -.not more than 800 feet of main in residential
areas`or 400 feet of main in commercial areas will be shut off
to isolate -the leak,
Fire hydrant spacing will be on an average distance of 800 feet
which'will.ge'neraily mean one hydrant for every two blocks in
residential • areas` and one hydrant per block in commercial and
industrial areas.
Water mains will not be laid under a building.
Water mains may be laid.in pedestrian malls or in alleys.
No mains shall pass through or come into contact with any part
of a sewer. manhole,
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' V-3.0 Fire Flows in`Commercial'and Industrial Districts
3.1 The distribution 'system-;shall'be designed so -:that the minimumAr�r
pressure at any junction-during.maximumfire'` flow will be 20
psi.
3.2 High.serv.ice pumping will be;.available during the fire demand .
with an effective pressure of 105 psi at the Water Treatment
Plant.
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V-4.0 Installation of. Mains
4.1
4.2
4.3
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4.4
4.5
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Water mains shall have a minimum cover of 5 feet measured
from the 'top of.the pipe to the ground to prevent freezing.
Under normal conditions water mains shall be laid at least
10 feet horizontally from any sanitary sewer, storm sewer or
sewer.manhole. The distance'shall be measured edge -to -edge
of pipe.
Under unusual conditions a water main may be laid closer to a
storm or sanitary sewer provided that:
a) The bottom of the water main is at least 1S inches above
the 'top of the sewer; or,
b) where this vertical' separation cannot be obtained, the sewer
shall be constructed.of materials and with joints that are
equivalent to water main standards of construction and
shall be pressure tested to assure watertightness prior to
backfilling.
Under normal conditions water mains crossing storm, sanitary
or house' sewers: shall be laid to provide a separation of at
least.18 inches between the>bottom of the water main and the
top of the sewer.
Under unusual conditions where.18 inches vertical separation as
described in the above -section cannot be maintained, the following
construction shall be used:
a) Sewers passing over or under water mains should be constructed
of materials' described in Item V-1.2.
b) Water mains passing under sewers shall, in addition, be
protected by providing:'
1) a_vertical separation of at least 18 inches between the
bottom`of.the sewer and the top of the water main; or
2) :adequate structuralsupport for the sewers to prevent
excessive deflection of joints and settling on and
breaking .the;: water mains, or
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3.1 The distribution system-shall,be designed so that the minimum
pressure at ,,any junction during minimum fire flow will be 20
psi.
3.2 Nigh service pumping will be available during the fire demand
with an effective pressure of 10S psi at the Water Treatment
Plant,
V-4.0 Installation of Mains
4.1 Water mains shall -have a minimum cover of 5 feet measured
from the top of the pipe to the ground to prevent freezing.
4.2 Under normal conditions water mains shall be laid at least
10 feet horizontally from any sanitary, sewer, storm sewer or
sewer manhole. The distance shall be measured edge -to -edge
of pipe.
4.3 Under unusual conditionsa water main may be laid closer to a
storm or sanitary sewer -provided that:
a) The bottom of the water main is at least 18 inches above
the top.of the'sewer;or
b) where this vertical. separation cannot be obtained, the sewer
shall be constructed of materials and with joints that are
equivalent to`water``main.standards of construction and
"shall be pressure tested to'assure watertightness prior to
backfilling.
4.4 Under normal conditions water -mains crossing storm, sanitary
or house sewers shall be laid to provide a separation of at
least .Winches between the bottom of the water main and the
top of the sewer..
4.S Under.unusual conditions where ,l8 inches vertical separation as
described in,the.above section -cannot be maintained, the following
construction shall be used:
a) Sewers passing.;over.`or underwater mains should be constructed
of materials described in Item V=1.2.
b) Water mains passing under sewers shall, in addition, be
protected by providing:
1) a vertical. -separation of at least 18 inches between the
bottom of. -the sewer and the ;top of the water main; or
2) adequate structural support for the sewers to prevent
excessive deflection -of joints and settling on and
breaking the water: mains; or
V-2
V-5.0 Proper Backfilling
' 5.1 Where the water -line 'crosses an existing or proposed sidewalk
or street, the -trench shall be backfilled with a suitable
' material -compacted to:90% of Modified Proctor Density.
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that the length of the`: water pipIa be centered
at the
point of. crossing so that the: joints will be
equidistant
and as:.far` as`possible`from`'the sewer.
V-5.0 Proper Backfilling
' 5.1 Where the water -line 'crosses an existing or proposed sidewalk
or street, the -trench shall be backfilled with a suitable
' material -compacted to:90% of Modified Proctor Density.
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SECTION VI
SANITARY.SEWERS
VI -1.0 Type of Flows Permitted -
1.1 All sewage flows shall be based on the future projected land use
for the area under consideration. -
1.2 Sanitary sewers and storm sewers shall be kept separate. No
combined sewers shall be constructed.
1.3 Nothing shall be permitted in the sanitary sewers except sewage.
This means that.footing drains, downspouts, sump pumps, etc. will
not be aUbwed t6.dis6harge into.the sewer system. Air conditioning
condensation water is'allowed in the sanitary sewer.
VI -2.0 Design Flows
2.1 All sewers shall have a slope that.will give a mean velocity,
when flowing full, of not less than 2.0 feet per second based
on Kutters'formula using'an "N" value of 0.013.
2.2 Sewage flows will be based on peak rates with the pipe flowing
full which will be taken as.approximately 2.5 times the normal
flow. Infiltration will be allowed for by the addition of 100
gallons per capita per day.
2.3 The peak wet weather flows for various usage are as follows:
a) Dwellings
b)
1)
Single Family
(100 gal/cap day)
x 2.5(peak factor)+
(infiltration)
2)
Mobile Homes`
(50.gal/cap day)
x 2.5 (peak factor)+
(infiltration)
3)
Milti Family -
(75.'gal/cap'day)
x 2.5(peak factor)+
(infiltration)
4)
Motels and Hotels
(50 gal/cap day)
x 2.5(peak factor)+
(infiltration) _
Schools
Without gyms, cafeteria or. showers
(10:gal/cap day) x 2.5 (peak factor)+
(infiltration)
VI -1
100 gal/cap day
100 gal/cap day
100 gal/cap day
100 gal/cap day
100 gal/cap day
= 350 gpcpd;
= 225 gpcpd:,
287 gpcpdi
225 gpcpd..
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2)_ -With gyms,_-, 'cif e�t6fia'and showers
day) f actor) + 100, gal/cap day
(20 gal/da �`d a x peak
g ap.-, 150:
pd7
gpcpd
(infiltration)
c) Office Buildings
(10 gal/cap day) x 2.5(peak factor)+ 100 gal/cap day
12S
gpcpd
(infiltration) -
ndustr4al.
d) Light Industrial
(14,000 gal/acre day) x 2.5(peak factor)+ 1200 gal/acre day
36,200
gpapd
(infiltration),
gpcpd
= gallons per capita per day
gpapd
= gallons per acre per day
2.4
Where velocities :greater than 15 feet per second are attained special
proviiionshall be madeto protect against displacement, erosion
or shock.
2.5
When a -smaller sewerI joins a larger one, the invert of the larger
sewer -shall be lowered sufficiently to maintain the same energy
gradient. An approximate I . method for securing these results is to
place the 0.8 depth'.point of both sewers at the same elevation.
VI -3.0 Pipe Standards
3.1
Extra strength vitrifi-ed-clay..pipe shall be used for sanitary sewers
15 inches', --in diameter-o.rless. Reinforced concrete pipe shall be
used.for sewers %larger.than,15 inches. Special conditions may
require the use. -,Of reinforced concrete pipe for diameters smaller
than 15 inches.or . the -use of.cast iron pipe. Pipe will be of
sufficient strength to support the superimposed loads.
3.2
All sanitary sewersshall be,a minimum of 8 inches in diameter.
3.3
In general, sanitary sewer, s shall be sufficiently deep so as to
receive sewageby gravity frombasementsas well as to prevent
freezing. -
3.4
Sanitarysewer joints shall b . e des igned to,minimize infiltration
and to preventthe entrance of roots. Allowable infiltration
day.
shall.not ex'ceed,SOO gallons per inch diameter per mile per
3.5.
A 4 -inch diameter se . rvice wye of a material equal in quality to
the:main sewer.shall be installed wherever a residential service
connection is anticipated. House services connected with tees
are not acceptable.
h le Standards
VI -4.
4.1 'Manholes shallibe installed as follows:
a) at the end of !each line;
VI -2
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at .;all changes in grade, size; or alignment;
71
c)at all_ intersections` and
d) at distances not greater than 400 feet for sewers 15 inches
or less_ -in diameter and 600 feet for sewers 18 inches to
30 inches Greater spacing may be permitted in larger
sewem and in those carrying.a settled effluent.
4.2 A drop -pipe shall be provided for a.sewer entering a manhole at
an elevation of 24 inches or more above the manhole invert. Where
the difference in elevation between the incoming sewer and the
manhole invert is less than 24 inches the invert shall be filleted
to prevent solids daposition.;
4.3 The minimum diameter of -manholes shall be 48 inches. The minimum
diameter of the -opening -at the top of the manhole shall be 23
inches.
4.4 The flow channel through.sanitary sewer manholes shall be made
to conform in shape, and.slope to that of the sewers.
4.5 Standard manholes, drop connection and riser are shown in Figures
6, 71 '8 and 9.
V:-5.0 Protection of Water Supplies
5.1 There shall be no. physical connection between a public or private
potable water supply system and'a'sewer appurtenance which would
permit the passage of any sewage or polluted water into the potable
supply.
5.2 Whenever possible, sewers should be laid at least 10 feet,
horizontally, from any existing or proposed water main. Should
local conditions:prevent a lateral' separation of 10 feet, a sewer
may be laid closer than 10'feet to 'a water main if:
a) it is laid in a separate trench;
b)' it, is laid in,the same trench with the water mains located
at one side'on a bench of`undisturbed earth; or
c)' in either case the elevation.of the crown of the sewer is
at least 18.inches below the invert of the water main.
5.3 5.3 Whenever sewers must cross under water mains, the sewer shall be
laid at such an elevation.that the top of the sewer is at least
18 inches -below the bottom of -the water main.
5.4 When the elevation of .the sewer cannot be buried to meet the above
requirements, the.;water main shall be relocated to provide this
separation:or reconstructed•with slip-on or mechanical -joint
cast iron pipe, for a distance -of 10 feet on each side of the
sewer. :One -full, --'length of wat1. er main should be centered over the
sewer so that both joints will.be as far from the sewer as possible.
VI 3:,
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VI -6.0 Proper. Backfilling'ij
6.1 Where the sewer cross.esan4lexj.stinfi or proposed sidewalk or street;
' the sewer trench.°.shall be,backfilled with a suitable material
compacted to 90% modified Proctor Density.
' 6.2 Normally the pipe shall be Class "C" bedded with hand tamping
around the lower half of the pipe. If severe sub -grade conditions
are encountered the Engineer shall direct Type "B" bedding to be
used. Class "C":and Class "B'.1 bedding is as shown in Figure 10.
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VII -1.0 Design Flows
1.1
Storm water flows shall b.e based.on the "Rational Formula",
Q `CIA where C is' :the coefficient of.runoff, I is the rain
intensity ih inches per hour, and A is the area in acres.
1.2
Depending upon the_area through which the storm sewer will be
constructed.`the sewer will bedesigned for a 5 year storm. In
high risk areas the storm sewer may be designed for a 10 year
storm.
1.3
All sewers shall have a slope ;that will give a mean velocity,
when flowing full,`of.not less than 2.0 feet per second based
on Kutters formula using an "N" value of 0.013.
1.4
Where velocities greater than 15 feet per second are attained
special.provision'shall;be made.to protect against displacement,
erosion or shock.
VII -2.0 Inlet and Pipe Design --Standards
2.1
Inlets and pipes shall be located and sized so that the following
conditions are met:
a) Fora 5 year storm:
1) Streets, except for arterials, shall have one 12 -
,.foot traffic lanefree.of storm water flowing or
.ponded in .the gutter. Arterial streets shall have
two traffic<.lanes free -of storm water.
2. Approximately 80% of qU storm mater from a street
above an'intersection.ahaZZ be intercepted.
3) .Accesses to;the buildings along pedestrian malls shall
be free of'storm:water.
4)_ Storm water. -from a- pedestrian mall shall not flow
across the sidewalks at either end of the mall.
b) The final design shall be.checked to ensure that in a SO
year storm the.depth of water in any street, alley, or
pedestrian mallwill.not exceed the level at which it
would flow over the curb or edge of slab of that street,
alley or pedestrian mall. ;
2.2
Curb type inlets shallbe_ used.in streets. Grate type inlets shall
be used in'alleys,and pedestrian malls. The types of inlets to
be used are shown'in Figures::11, 12, 13, 14, 1S, 16 and 17.
VII -1
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3.1 Storm' sewer pipe will be.reinforced concrete pipe unless special
conditions require`, the use of cast iron pipe. The pipe will be
a minimum of 2,000-D strength to support superimposed loads.
3.2 All storm sewer pipe shall be a minimum of 12 inches in diameter.
VII -4.0 Manhole Standards
4.1
Manholes shall be`installed as follows:
a) at°the end of each line;
b) at<all changes -in grade, size or alignment except for
sewers 30>inches`or`greater in diameter which may be
laid with"changes in alignment without manholes;
c) av-a11 interse.ctions;.and
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inches to -30 inches. :`Greater' spacing may be permitted
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in'larger-sewers and in -those carrying a settled effluent.
4.2
The minimum diameter of manholes..shall be 48 inches. The minimum
C
inches.
4.3
The channel through storm sewer manholes shall be made to
,flow
conform in shape and slope to that of the sewers.
4.4
Standard manholes are .shown in Figures 6 and 7.
4.5
Whena smaller sewer _.joins a :larger size pipe, the invert of the
Vii -3.0 Pipe Standards
energy gradient.``° An approximate method for securing this result
is to:place the.0.8 depth pointlof both sewers at the same ele-
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3.1 Storm' sewer pipe will be.reinforced concrete pipe unless special
conditions require`, the use of cast iron pipe. The pipe will be
a minimum of 2,000-D strength to support superimposed loads.
3.2 All storm sewer pipe shall be a minimum of 12 inches in diameter.
VII -4.0 Manhole Standards
4.1
Manholes shall be`installed as follows:
a) at°the end of each line;
b) at<all changes -in grade, size or alignment except for
sewers 30>inches`or`greater in diameter which may be
laid with"changes in alignment without manholes;
c) av-a11 interse.ctions;.and
d) at distances not greater than 400 feet for sewers 15
inches:or less in diameter and 600 feet for sewers 18
inches to -30 inches. :`Greater' spacing may be permitted
in'larger-sewers and in -those carrying a settled effluent.
4.2
The minimum diameter of manholes..shall be 48 inches. The minimum
diameter of, the opening at the top of the manhole shall be 23
inches.
4.3
The channel through storm sewer manholes shall be made to
,flow
conform in shape and slope to that of the sewers.
4.4
Standard manholes are .shown in Figures 6 and 7.
4.5
Whena smaller sewer _.joins a :larger size pipe, the invert of the
larger sewer should be lowered sufficiently to maintain the same
energy gradient.``° An approximate method for securing this result
is to:place the.0.8 depth pointlof both sewers at the same ele-
vation.
VII -5.0 Protection of Water Supplies
5.1
There shall be no physical connection between a public or private
potable water supply'system;and a sewer, or appurtenance thereto
which 'would permit, the passage of any sewage or polluted water
into the,.potable=supply.
5.2
Whenever. possible, sewers should be laid at least 10 feet, horizontally,
from any,. existing or:.proposed water main. Should local conditions
prevent a lateral separation., of- 10 feet, a sewer may be laid closer
than JO; feet to'`a water main:
a) -it is laid in a separate trench;
VII -2
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b) it is laid. in the same;: trench with the water mains located
at=one side on a;bench of undisturbed; earth; or
c) in either.case the elevation of the crown of the sewer is
at least 18 inches below the invert of the water main.
5,3 Whenever ' sewers must cross under water mains, the sewer shall be laid `at such.an.elevation that the;aop of the sewer is at least
18 inches below the' bottom of ;`the .water main.
' 5.4 When the":elevation of -..t he sewer cannot be buried to meet the
above requirements, the'.water'main shall be relocated to provide
this separation or reconstructed -'with slip-on or mechanical -joint
cast iron pipe,'fcr a.distance of 10<feet on each side of the
sewer.One fulllength`of water main should be centered over
the sewei.so that both joints will be as far from the sewer as
possible.
' VII -6.0 Proper Backfilling
6.1 -Where the -sewer, crosses -an existing or proposed sidewalk or
street, the sewer trench shall be backfilled with a suitable
material compacted to -90% of 'Modified Proctor Density.
6.2 Normally the pipe shall -;be Class "C".`bedded with hand tamping
around the -lower-half of the. -'pipe. If severe sub -grade conditions
are encountered the Engineer.shall direct Class "B" bedding to be
used. Class "BI.1'and Class ^C" bedding are as shown in Figure 10.
' 6.3 If granularmateriaZ is;"used for backfilting alt storm sever
J oints'shaZZ be_ sealed with asphaltic material.
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VIII -1.0 Number.of Lenses per Signal Face .
1.1 Each signa1'face, except in pedestrian signals, shall have at
least threelenses, but _not more than five. The lenses shall
be red, yellow or..green .in color, and shall give a circular or
arrow: type .of indication. Allowable exceptions to the above are:
1.1.1 Where a single section ;green_arrow lens is used alone to
indicate a continuous movement.
1.1.2 Where one. or more indications are repeated for reasons of
safety or impact.-
VIII-2.0
mpact.VIII-2 0 Size and Design of.Signal Lenses
2.1 The as of all.signa1 lenses, except in pedestrian signals,
shall be circular;. There shall be two sizes for lenses, 8
inches and.'12 inches nominal'diameter.
2.2 Twelve -inch lenses normally should be used:
2.2.1 For intersections with 85 percentile approach speeds exceeding
40mph.
2.2.2 For intersections where signalization might be unexpected.
2.2.3 For special problem.locations, such as those with conflicting
or`competing background lighting.
2.2.4 For intersections where drivers may view both traffic con-
trol and=lane-direction-control signs simultaneously.
2.2.5 For all'arrow indications:
Arrows shall be -pointed vertically upward to indicate a straight -
through movement and in a horizontal direction to indicate a
turn at approximately right angles. When the angle of the turn
is -substantially different from a right angle, the arrow should
be positioned on:an upward slope at an angle approximately equal
to that of,the°turn.
Each arrow lens-shall>.show only one arrow direction. The arrow
shall be the only illuminated part of the lens visible.
In no case shall. letters or. numbers be displayed as part of a
vehicular signal indication'.`
VIII -1
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VIII -3.0 Number and oc . a 01
3.1 The, visibility, J( and number 'of.'. signal f aces f or. each
approach I I to :an in . tersectiowor;-_a-Mid-block crosswalk shall be
as follows:
A minimum of. two signal faces for through -traffic shall
be"provided and should; be continuously visible from a
point at _.least:the following distances in advance of
'and to the-stop.linej.unleis physical obstruction of
their visibility exists:
8S Percentile Minimum Visibility
Speed Distance (Ft.)
20 100
25 17S
30 2SO
35 325
4
40. 00
45 475
3.1.2 where physical condi I tions prevent drivers from having a
continuous us view' of at-Je.ist two signal indications as
Afie&herei
spec n, a suitable sign shall be erected to
warn approaching traffic. it may be supplemented by a
Hazard�Identification.,Beacon. A beacon utilized in this
manner
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annr ''. may I b e i nterco.nn I ected with the traffic signal con-
tr6l . lerin such a manner as to flash yellow during the
period when drivers: - p I assing this beacon, at the legal
speed f 1 6 roadway', . 1 r the . may encounter a red signal upon
arrival. -at:.the .'sigfial,izPd' lol6ation.
3.1.3 . A.singl , 6. signal face 45:P.ermissible for the control of
an exclusive turn lane.. Such a signal face shall be in
addition.m the minimum . '. -um:0. - f two signal faces for through -
traffic When . -the.indications of a_separate signal face
or face I s c6nt . Tol 11 1 ng . ane,xcl.usive turn lane will also be
visible'to:traffic .,.41thlother allowable movements, a
,-
sign LEFT (or'RIGHT)-TURN.-.-SIGNAL shall be located adjacent
to � such", signE� . 1 . face. Whenthe face consists entirely of
arrowinidicatiopss'_,such4 I sign is not required.
3.1.4 Except.where-.the width':of the intersecting street or other
conditions make I -ijphysically impractical, at least one
and preferably .,both.bf.the signal faces required by
'paragraph 3.1.1 . above shall be located not less than 40
Where
.,feet nor MOTe.than,J20.feet beyond the stop line.
both 6f-th6 s I i g nal - face's,required by paragraph 3.1.1 above
a p6ii-motinted, . they hall both be on the far side of
are %s
the intersection,�oneon-the right And one on the left or
on the median . island.,if practical. The signal face re-
quir4'.byparagraph3.1...3 above shall conform to the same
locatibn requirements ' ei-s ai:the signal faces required by
paragraph 3. 1. 1 to, theextent practical.
VIII -2 ,
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of the intersecting street or
3.1.5 Except where the width
`other.conditions:?mak ell 1t..physically impractical, at
1.east -`and `preferably both of the signal faces re-
lone
quired -by paragraph 3.1.1 above shall be located between
two lines inters ecting°-with the center of the approach
lanes at the stop, line, one making an angle of approximately
20 degrees to the right of the center of the approach
extended, and the other makng'an angle of approximately
20 degrees to the left of the center of the approach
extended.
3.1.6 Near -side signals should be ,located as near as practicable
to the stop line.
'
3.1.7 Where a signal face controls a specific lane or lanes of
approach,,_,its transverse position should be unmistakably
in line with the path',of.that movement.
3.1.8 Required signa L faces.for any one approach shall be not
less than::eight`feet apart measured horizontally between
centers of faces.
3.1.9 When the nearest signal face is more than 120 feet beyond
the stop, :line,asupplemental near side signal indication
tshall
be provided.
3.1.10 A signal face mounted d on a'span wire or mast arm should
the driver's
'
be.located as near as practicable to the line of
normal view.
3.1.11 supplemental signal faces should be used when an engineering
'
study has shown that:,they are'. needed to achieve both advance
and immediate intersection -visibility. When used, they
should; be located to provide optimum visibility for the
'
movement to be,controlled . The following limitations
apply
Left. arrows shall not be used in near -right faces.
a. ,turn
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b. Right turn arrows -shall not be used in far -left faces.
A far- side median mount signal shall be considered as
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a far -left signal forthis application.
At signalized mid -block crosswalks, there should be at
least one signal face over the traveled roadway for each
approach. In -other respects, a traffic control signal at
forth
amid location.;shali''meet the requirements set
-block
herein. ,
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VIII -4.0 Height of Signal Faces
4.1 The bottom.of the housing.of a 'signal face, not mounted over a
roadway, shall not less than8 feet nor more than 15 feet
above the sidewalk.or, if none, above the pavement grade at the
center of the highway as shown,in Figure 18.
The :bottom 'of the housing of,a`signal face suspended over a
roadway ;shall not be .less than,15'feet nor more than 19 feet
' above the pavement grade at the center of the roadway as shown
in Figure 18.
Within the,,above 'limits,'optimum visibility and adequate clearance
should be the guiding considerations in deciding signal height.
Grades on.approaching streets;may.be important factors, and should
be considered in determining the most appropriate height.
'VIII -5.0 Transverse Location of Traffic -Si nalSupports and Controller Cabinets'
' S.1 In the plavement of signal supports, primary consideration shall
be given to ensuring the.:proper visibility of signal faces as
described.:in sections VIII-3.0`and VIII -4.0. However, in the
' interest of safety, signal supports and controller cabinets should
be placed as, far as practicable from'the edge of the traveled way
without adversely affecting signal visibility.
' 5.2 Supports for post -mounted signal heads at the side of a street
with curbs -shall -have a.horizontal clearance of not less than 4
feet. 'from'.'the face of'awertical.curb. Where there is no curb,
supports for post=mounted signal heads shall have a horizontal
clearance of not less than two feet from the edge of a shoulder,
within the limits of:normal.vertical.clearance. A signal support
should not obstruct a -crosswalk.
VIII -6.0 Warrants for. Traffic Signals
6.1 A comprehensive investigation.of traffic conditions and physical
characteristics of the location is..required-to determine the
necessity.for a signal instal-lation and to furnish necessary data
for the proper design..and operation of a signal that is found to
be warranted. Such data Idesirably should include:
' 6.1.1 The number of.vehi,cles entering the intersection in each
hour from each:approach during 16 consecutive hours of a
representative day. The'.16 hours selected should contain
' the greatest percentage of the 24-hour traffic.
6.1.2 Vehicular volumes for ea& traffic movement from each
' approach; classified -by vehicle type (heavy trucks,
passenger cars =and light trucks, and public -transit ve-
hicles),,during'ea6h'15=minute period of the two hours
in the morning -and of,the two hours in the afternoon
during which total traffic entering the intersection is
greatest;
VIII :"4
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6.2
same;perio s as: -t eve icular;counts <in paragraph .U.1.2
above an& also.during"_`hours of, highest pedestrian volume.
Where young or elderly persons need special consideration;
the, pedestrians'may,be classified by general observation
and recorded by age;.groups`as follows:
a, under 131years
b. _ 13 to 60 years
c. :over 60 -years`
6.1.4 The 85 -percentile speedof all vehicles on the uncontrolled
approaches to;,the location.
6.1.5 A conditions diagram showing details of the physical lay-
out, including such features as intersectional geometries,
channelization,''grades, sight -distance restrictions, bus
stops and routing's,,parking conditions, pavement markings,
street lighting }drive'ways, location of nearby railroad
crossings, distance to nearest signals, utility poles and
fixtures, and adjacent land use.
6.1.6 A collision diagram 'showing accident experience by type,
location,';direction of movement, severity, time of day,
date, and day -16f week for at least one year.
6.1.7 The following data are also desirable for a more precise
understanding:of the operation of the intersection and may
be; obtained during the periods specified in 6.1.2 above:
a. 'Vehicle -seconds delay determined separately for
each approach..
b. The number and distribution of gaps in vehicular
traffic on the major street when minor -street
traffic..finds'it possible to use the intersection
safely.
c. --Tho 85-percentilespeed of vehicles on controlled
approaches ata point near to the intersection but
unaffected by -the control.
d. Pedestrian delay time for at least two 30 -minute
peak pedestrian delay periods of an average week-
day or .1 ike periods of a Saturday or a Sunday.
An investigation of the `'need .for: traffic signal control should in-
clude where ;applicable,.at least an analysis of the factors con-
tained' -in -the following warrants:
Warrant 1 - Minimum vehicular volume.
Warrant 2 -;Interruption 'of continuous traffic.
Warrant 3 -'_Minimum pedestrian volume.
Warrant 4-;School.cioss ngs.
Warrant 5 -Progressive. -movement.
movement.
Warrant 6 - Accident experience.
Warrant 7 -::Systems.`
Warrant 8 -:Combination of .warrants.
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6.1.3
Pedestrian volume counts on
each crosswalk during
the
• d h', -h•
same;perio s as: -t eve icular;counts <in paragraph .U.1.2
above an& also.during"_`hours of, highest pedestrian volume.
Where young or elderly persons need special consideration;
the, pedestrians'may,be classified by general observation
and recorded by age;.groups`as follows:
a, under 131years
b. _ 13 to 60 years
c. :over 60 -years`
6.1.4 The 85 -percentile speedof all vehicles on the uncontrolled
approaches to;,the location.
6.1.5 A conditions diagram showing details of the physical lay-
out, including such features as intersectional geometries,
channelization,''grades, sight -distance restrictions, bus
stops and routing's,,parking conditions, pavement markings,
street lighting }drive'ways, location of nearby railroad
crossings, distance to nearest signals, utility poles and
fixtures, and adjacent land use.
6.1.6 A collision diagram 'showing accident experience by type,
location,';direction of movement, severity, time of day,
date, and day -16f week for at least one year.
6.1.7 The following data are also desirable for a more precise
understanding:of the operation of the intersection and may
be; obtained during the periods specified in 6.1.2 above:
a. 'Vehicle -seconds delay determined separately for
each approach..
b. The number and distribution of gaps in vehicular
traffic on the major street when minor -street
traffic..finds'it possible to use the intersection
safely.
c. --Tho 85-percentilespeed of vehicles on controlled
approaches ata point near to the intersection but
unaffected by -the control.
d. Pedestrian delay time for at least two 30 -minute
peak pedestrian delay periods of an average week-
day or .1 ike periods of a Saturday or a Sunday.
An investigation of the `'need .for: traffic signal control should in-
clude where ;applicable,.at least an analysis of the factors con-
tained' -in -the following warrants:
Warrant 1 - Minimum vehicular volume.
Warrant 2 -;Interruption 'of continuous traffic.
Warrant 3 -'_Minimum pedestrian volume.
Warrant 4-;School.cioss ngs.
Warrant 5 -Progressive. -movement.
movement.
Warrant 6 - Accident experience.
Warrant 7 -::Systems.`
Warrant 8 -:Combination of .warrants.
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Warrant 1,:_Minimum Vehicular Volume
The.Marrant is intended for
application where the volume of intersecting traffic
is the principalreason for consideration of signal
installation: .The warrant is satisfied when, for each
of any 8 hours of an 'average day, the traffic volumes
given in'the ;_table below exist on the major street and
on the higher=volumeminor-street approach to the inter-
section. -
MINIMUM VEHICULAR VOLUMES FOR WARRANT 1
Vehicles per hour
Vehicles per hour on higher -volume
Number'of lanes for moving on major street minor -street ap-
traffic on'.each approach (total of both ap- proach (one di -
Major Street Minor -:St reet proaches) rection only)
1 --- ----- 1 -- --- - S00 150
2 or more ---' 1 ---------- 600 150
2.or more --- 2 or more.-- 600 200
1 ---- -- --- 2 or more - S00 200
These major -street and minor -street volumes are for the same
8 hours.`'During those 8 hours, the direction of higher
volume on.the minor street may be on one approach during
Some .hours 'and on the opposite approach during other hours.
When the 85 -percentile -'speed of major -street traffic exceeds
40 miles`: per hour, or when the intersection lies within
the built-up area of aeisolated community having a population
of less 'than.1�000, .the minimum vehicular volume warrant is
70 percent"of the requirements above (in recognition of
differences in .the.nature`and operational characteristics
of traffic`•in urban and rural environments and smaller
municipalities).`
6.2.2
Warrant 2, Interruption of Continuous Traffic
The Interruption of Continuous Traffic warrant applies
to operating conditions where the traffic volume on a
major street is'so-heavy-that traffic on a minor intersecting
suffers excessive delay or hazard in entering or crossing
the majorstreet. The warrant is satisfied when, for each
of any.8:hours of an average'day, the traffic volumes given
in.the table below exist on the major street and on the
-
higher -volume minor -street approach to the intersection,
and;the,signal-installation will not seriously disrupt
progressive traffic flow.
' MINIMUM EHILULAK"VULUM b I'VK'VVAKMAINI c
Vehicles per hour.
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Vehicles per hour on higher -volume
Number of lanes for moving, on major street minor -street ap-
traffic on;each approach (total of both ap- proach (one di -
Major Street. Minor Street Proaches), rection only)
1 -------- 1 ---------- 750 75
2 or more.--- 1-7-1 --- 900 75
2 or more -- 2 or more 900 100
1 ----------- 2 or more -- 750 100
These majc -street and minor -street volumes are for the same
8 hours. During those`8 hours, the direction of higher
volume on: -the minor street may be on one approach during
some hours and :on -the opposite approach during other hours.
When the 8S -percentile speed of major -street traffic exceeds
h
40.'miles per our, or when the intersection lies within
the built=uparea of an is community having a population
of less than 10,000, ,the interruption of continuous traffic
warrant is 70 percent of the requirements above (in recog-
nition of. in the nature and operational char-
acteristics of`iraffic in urban and rural environments
and smaller municipalities).
Warrant 3', Minimum Pedestrian Volume
The Minimum Pedestrian Volume warrant is satisfied when
for each`o.f any,8 hours of an average day, the following
traffic volumes exist:'
a. On the major street, 600 or more vehicles per hour
enter.::the intersection.(total of both approaches);
or where there is, `A raised median island 4 feet or
more'in width, 1,000 or more vehicles per hour (total
of both approaches) enter the intersection on the
major street;. and
b.. During the same:8 hours as in paragraph (a) there
are 1S0 or>more pedestrians per hour on the highest
volume crosswalk crossing the major street.
When the.85-percentile speed of major -street traffic
exceeds 40 miles per 'hour, ,or when the intersection
lies within the -built -up -area of an isolated community
having a`population:of less than 10,000, the minimum
pedestrian volume warrant:is 70 percent of the requirements
above (in.recognition`_of differences in the nature and
operational characteristics of traffic in urban and rural
"environments and: smaller municipalities).
.,VIII -7
ni vu SIM JupU4VbVIW LVl.: �J00036,171811S GrU33Lll; Lila main
'
street.- = If such a"signal is'installed at an intersection
within,a signal..system,.it should be equipped and operated
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with control,deviceV which provide proper coordination.
Signals :installed according to this warrant shall be
equippe4iwith`ped6strian'indications conforming to re-
quirements set forth in -other sections of this Manual.
Signals may be installed at nonintersection locations
(mid -block) provided.:the requirements of this warrant
are met,,and provided that the related crosswalk is not
closer 'than 150:' to another established crosswalk. Curb-
side parking should be.prohibited for 1001 in advance
of and 20.',beyond the crosswalk. Phasing, coordination,
and installation must conform to standards set forth
in this -Manual. Special attention should be given to
the signal headlplacement'and the signs and markings
used at:'nonintersection locations to be sure drivers
areaware of this special application.
6.2.4 Warrant 4, School Crossing
A traffic control -signal may be warranted at an established
school"crossing`when,a_traffic engineering study of the
frequency<.and-=adequacy'of gaps in the vehicular traffic
stream as related to.the number and size of groups of
l
schoochildren":at the school crossing shows that the
number of adequate gaps in the traffic stream during the
period when the children are using the crossing is less
than the number:-of"minutes in the same period.
When traffic control signals are installed entirely
under this warrant:
a. .Pedestrian indications shall be provided at least
for each crosswalk established as a school crossing.
b. At an intersection,' the signal normally should be
traffic -actuated;, As a minimum, it should be semi -
traffic -actuated .but full actuation with detectors
on allapproaches'may"be desirable. Intersection in-
stallations.that,.can be fitted into progressive
signal systems may have pretimed control.
c. At non. -intersection crossings, the signal should
be;pedestrian-actuated, parking and other obstructions
to view should'be prohibited for at least 100 feet
in advance of and 20 feet beyond the crosswalk, and
the.nstallation should include suitable standard
signs and ;pavement'markings. Special police super -
V. on,and/or"enforcement should be provided for a
new:no-intersection installation.
-
' 6.2.5 Warrant 5, Progressive "Movement µ~
iecessitates traffic
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Progressive�movement.,coiitrol somet mes n
signal installations at intersections where they would
not otherwise be"warranted, in'order to maintain proper
grouping ,of vehicles -and effectively regulate group speed.
The Progressive`Movement warrant is satisfied when:
a. On a -one-way street or a'street which has predominantly
unidirectional traffic; the adjacent signals are so
far ,apart that they do not provide the necessary degree
of vehicle 'platooning and speed control, or
b. On a,two-way street, adjacent signals do not provide
the<necessary degree.'of.platooning and speed control
and. the proposed and',adjacent signals could constitute
a progressive signal system.
The installation of.a signal according to this warrant
should be`basedon the 85 -percentile speed unless an
engineering study indicates that another speed is more
desirable.
The installation of a signal according to this warrant
should not'be considered where the resultant signal
spacing -would be less than 1,000 feet.
6.2.6 Warrrant.6, Accident Experience
The Accident,Experience warrant is satisfied when:
a.. Adequate trial of less restrictive remedies with
satisfactory observance and enforcement has failed
to:- reduce the accident frequency; and
b. Five or more reported accidents, of types susceptible
of correction by:traffic signal control, have occurred
within a 12` -month period, each accident involving
personalinjury or property damage to an apparent
extent of $100 or more; and
C. There exists a volume of vehicular and pedestrian
traffic not less than; 80 percent of the requirements
specified•either;,in the minimum vehicular volume
warrant- or the minimum pedestrian volume warrant;
and
d. Thersignal installation will not seriously disrupt
progressive traffic flow.
Any traffic signal installed solely on the Accident
Experience warrant should be semi -traffic -actuated
(with .control devices which provide proper coordination
if installed at an intersection within a coordinated
system)--and-normally should be fully traffic -actuated
if installed at an isolated intersection.
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of traffic flow networks.
The Systems warrant is applicable when the common inter-
section of two,or more major routes has a total existing,
or immediately.projected,,entering volume of at least
800vehicles during the,peak hour of a typical weekday,
or each of any:five hours of a Saturday and/or Sunday.
A major.route'as used --in the above warrant has one or more
of the following characteristics:
a. It is part -of the street or highway system that
serves as"the principal network for through traffic
flow;
b. It connects areas.of'principal traffic generation;
c. .It includes'.rural"or suburban highways outside of,
entering or"traversing a city;
d. It has surface street freeway or.expressway ramp
terminals,-
e.
erminals;e. It appears as a major.route on an official plan
such -as a major street plan in an urban area traffic
and -transportation study:
6.2.8; Warrant 8,, Combination of'Warrants
In exceptional.cases, signals occasionally may be
justified.where,'no single: warrant is satisfied but
where two or more of_`Warrants 1, 2 and 3 are satisfied
to the 'extent of 80 percent or more of the stated
values.
Adequate•.trial "of other remedial measures which cause
less "delay and inconvenience to traffic should precede
installation of signals under this warrant.
6.3 Pedestrian signal indications'shall be installed in conjunction
with vehicular.traffic signals '(which meet one or more of the
traffic signal ,warrants<°previously set forth) under any of the
following conditions:
6.3.1'` When a.traffic signal is installed under the pedestrian
volume or school crossing` warrant.
6.3.2 When an..exclusive interval or phase is provided or made
available for pedestrian movement in one or more directions,
with all, confl'icting,vehicular movements being stopped.
6.3.3 When vehicular indications are not visible to pedestrians
such as in one-way.,streets',.at "T" intersections; or when
the vehicular indications -are in a position which would
-... -
-6.2.7 Warrant 7, Systems Warrant 4-1
r.
A'traffic'signal.=installation"at-,some intersections
may he.warranted`to encourage concentration
and organization
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of traffic flow networks.
The Systems warrant is applicable when the common inter-
section of two,or more major routes has a total existing,
or immediately.projected,,entering volume of at least
800vehicles during the,peak hour of a typical weekday,
or each of any:five hours of a Saturday and/or Sunday.
A major.route'as used --in the above warrant has one or more
of the following characteristics:
a. It is part -of the street or highway system that
serves as"the principal network for through traffic
flow;
b. It connects areas.of'principal traffic generation;
c. .It includes'.rural"or suburban highways outside of,
entering or"traversing a city;
d. It has surface street freeway or.expressway ramp
terminals,-
e.
erminals;e. It appears as a major.route on an official plan
such -as a major street plan in an urban area traffic
and -transportation study:
6.2.8; Warrant 8,, Combination of'Warrants
In exceptional.cases, signals occasionally may be
justified.where,'no single: warrant is satisfied but
where two or more of_`Warrants 1, 2 and 3 are satisfied
to the 'extent of 80 percent or more of the stated
values.
Adequate•.trial "of other remedial measures which cause
less "delay and inconvenience to traffic should precede
installation of signals under this warrant.
6.3 Pedestrian signal indications'shall be installed in conjunction
with vehicular.traffic signals '(which meet one or more of the
traffic signal ,warrants<°previously set forth) under any of the
following conditions:
6.3.1'` When a.traffic signal is installed under the pedestrian
volume or school crossing` warrant.
6.3.2 When an..exclusive interval or phase is provided or made
available for pedestrian movement in one or more directions,
with all, confl'icting,vehicular movements being stopped.
6.3.3 When vehicular indications are not visible to pedestrians
such as in one-way.,streets',.at "T" intersections; or when
the vehicular indications -are in a position which would
6.3.5_ Pedestrian signal indications also may be installed under
any of`the_following conditions:
' a. When any volume of pedestrian activity requires use
of a pedestrian clearance interval to minimize
vehicle -pedestrian conflicts or when it is necessary
to assist pedestrians in making a safe crossing.
b'. When multi -phase indications (as with split -phase
timing) would tend -to confuse pedestrians guided
only by vehicle signal indications.
c. When pedestrians cross.part of the street, to or
from an island, during a particular interval (where
they shouldnot be permitted to cross another part
of that street during any part of the same interval).
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SECTION IX
,
ROADWAY LIGHTING
IX -1 0 Average Horizontal Footcandles
1.1 The following values of.:street lighting intensity are design
objectives which should :be met:
Average Horizontal Footcandles
Area
Roadway Classification Classification
Downtown Intermediate outlying
wn
2.0 1.2 0.9
Arterial
1,2 0.9 0.6
Collector
0.9 : 0.6 0.2
'Local
1.2 The area classifications are defined as follows.
Downtown
a.
municipality in a business development where
That portion of.a
there are large numbers of pedestrians and a heavy
ordinarily
demand for parking,*pace during periods of peak traffic or
heavy
a sustained .high pedestrian volume and a continuously
11 during business and in-
demand<for;off-street parking space
This definition applies to
'
dustrial employment hours:
developed'industrial and `business areas outside of,
densely
as:those that are within, the central part of the
as:well
municipality:
b. Intermediate.
That portion of a municipality which is outside of a down-
influence of a
town-area,_but generally.,within the zone of
often by
business or``industrial development, characterized
and asome-
a moderately heavy nighttime pedestrian traffic
than is found is a downtown area.
what.lower parking turnover
c. Outlying and Rural
A residential development, ora mixture of residential and
by few
commercial establishments, characterized pedestrians
and a low parking demand or turnover.
1.3 All street lighting systems suffer loss of light output due to
itself, and are all subject
the natural aging.ofthe light source
of dust and dirt on the
to further loss due to the"accumulation
nc
for a normal maintenance
luminaire. The:'design:should.allow
in the``aizing°of the street lighting system.
factor
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IAOUNTING : kIGMTS
RATIO .TRANSVERSE DISTANCE
UOUNTINO HEIGHT
IX -2.0 Current Installation Practice
2.1 The required lumen.output'and mounting height is as follows:
Roadway•Classification Luminaire Mounting Height
Local - 7000 lumen ASA Type III 26 ft.
Collector .10,1000 lumen ASA Type III 28 ft.
Arterial 200000 'lumen ASA Type III 30 ft.
2.2 The general criteria forAhe"location of street lights are as
follows:-
2.2.1 A_street light -,at all intersections.
2.2.2 Street lights at 'mid -block` locations if the blocks are
more than 4560 feet in'length.
2.2.3 Closer spacing,. -'
pacing of street ;lights in problem areas such
as mayor.arterials or.',high,pedestrian areas, as determined
by'an engineering study.-
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IAOUNTING : kIGMTS
RATIO .TRANSVERSE DISTANCE
UOUNTINO HEIGHT
IX -2.0 Current Installation Practice
2.1 The required lumen.output'and mounting height is as follows:
Roadway•Classification Luminaire Mounting Height
Local - 7000 lumen ASA Type III 26 ft.
Collector .10,1000 lumen ASA Type III 28 ft.
Arterial 200000 'lumen ASA Type III 30 ft.
2.2 The general criteria forAhe"location of street lights are as
follows:-
2.2.1 A_street light -,at all intersections.
2.2.2 Street lights at 'mid -block` locations if the blocks are
more than 4560 feet in'length.
2.2.3 Closer spacing,. -'
pacing of street ;lights in problem areas such
as mayor.arterials or.',high,pedestrian areas, as determined
by'an engineering study.-
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NOTE: PROVIDE EXPANSION JOINTS`
EVERY 150', & CONTRACTION
JOINTS ;EVERY 15'
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PLACE 1/4" HIGH R- 3w ' R= 3+` n ••�
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TYPE "Be ASPHALTIC. CONCRETE
BASE COURSE
CITY OF IOWA CITY, IOWA
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
TYPICAL 30"'CURB 6 GUTTER
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NOTE: PROVIDE EXPANSION JOINTS`
EVERY 150', & CONTRACTION
JOINTS ;EVERY 15'
TYPE *4 ASPHALTIC: CONCRETe 3� 4.5� _
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PLACE 1/4" HIGH R- 3w ' R= 3+` n ••�
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TYPE "Be ASPHALTIC. CONCRETE
BASE COURSE
CITY OF IOWA CITY, IOWA
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
TYPICAL 30"'CURB 6 GUTTER
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ENGINEERING DIVISION
TYPICAL ALLEY CROSS-SECTION
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DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
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ENGINEERING DIVISION
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DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
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CITY OF IOWA CITY, IOW4
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TYPICAL MANHOLE 6' OR MORE
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CITY OF IOWA CITY, IOW4
V DEPARTMENT OF PUBLIC TIORKS
.. ENGINEERING DIVISION
TYPICAL MANHOLE 6' OR MORE
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o{ mgnhole � cE' .S gndcr DEPARTMENT ENGINEERINGPDIVISIONRKS
�'lgnho% 'A�aw�ny.
SANITARY DROP CONNECTION.
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�'lgnho% 'A�aw�ny.
SANITARY DROP CONNECTION.
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TYPE M-3 CONCRETE
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CITY OF I0WA CITX, IOWA
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
SANITARY RISER
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1. PIPE BEDDING SHALL BE PLACED
ON UNDISTURBED SOIL AND
COMPACTED.
2. BELL HOLES SHALL BE HAND
SHAPED SUCH THAT THE BARREL
OF THE PIPE LIES ON COMPACTED
SEDDINGr
3. BACKFILL SHALL BE HAND TAMPED
TO THE TOP OF THE PIPE,
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CITY OF IOWA CITY, IOWA
DEPARTMENT OF PUBLIC: WORKS
ENGINEERING DIVISION
PIPE BEDDING
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4 OFF STREET PARKING
SPACES ARE REQUIRED M N.
Vof
900•
MAX.
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NO PARKING ONE SIDE
4 OFF STREET PARKING
SPACES ARE REQUIRED M N.
Vof
900•
MAX.
-,12000-: °
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25"
MIN.
TYPICAL LOOP
STREET
FIGURE
20
_
P11-1
TO ALL TAXPAYERS OF THE CITY OF IOWA CITY, IOWA, AND TO OTHER
PERSONS INTERESTED:
Public notice is hereby given that the City Council of the
City of Iowa City, Iowa, will conduct a public hearing on plans,
specifications and form of contract for the construction of
THE CIVIC CENTER PARKING FACILITY
in said City at 7:30 o'clock -P.M. on the 6th day. of
August , 19 74, said meeting to be held in the
Council Chambers in the Civic Center.in said City.
Said plans, specifications and form of contract are now on
file in the office of the Clerk in the Civic Center in Iowa City,
Iowa, and may be inspected by any persons interested.
Any persons interested may appear at said meeting of the
City Council for the purpose of making objections to said plans,
specifications or contract or the cost of making said improvement.
This notice given by order of the City Council of the City
of Iowa City, Iowa.
AUDIO 0LU11UJ
City Clerk of Iowa City, Iowa
14r
' r r f `•J t?, �# � S "-�'.. -� 1� i s. a ] 1 ... � R � ?r yX (.
• c �
-
r
NOTICE OF PUBLIC HEARING
Public Notice is hereby giventhat public hearing will be held
by the City Council on-,,Augus.t,.6 . 1974 . at 7:30 p.m.
CDT, in the Council Chambers'of the City :Hall,' on a proposed Resolution
of Necessity for the construction of 1974 Concrete Repair program
within the City `of'Iowa City,,Iowa: -
At said time and place, Last above mentioned, any interested persons
may appear and file objections thereto. Dated this 20th day of duly
1974 .
Abbie.Stolfus, City Cler
No. 2
Public notice* is hereby given that the City Council of the
City of Iowa Cityi. Iowa, will conduct a public hearing on plans,
specifications and form of contract for the construction of
1974 CONCRETE REPAIR -PROGRAM #2
in said City at 7:30 o1clock p.m., on the 6th day of
-August 1974 , said meeting to be held in the
Council Chambers in the Civic Center in said City.
Said plans, specifications and form of contract are now on
file in the office of the Clerk in the Civic Center in Iowa City,
p -
Iowa, and may be inspected by.any..persons interested.
Any persons interested may appear at said meeting of the
City Council for the purpose of making objections to said plans,
specifications or contract or the cost of making said improvement.
This notice given by order of the City Council of the City
of Iowa City, Iowa.
,.-. FUBLIGHEARING ON"
NOTICE: J
O
PLANS,
'SPECIFICAT bNS. ' ANDFORM OF CONTRACT
FOR
1974,CONCRETE REPAIR PROGRAM #2
IN THE CITY OF IOWA CITY, IOWA
TO ALL TAXPAYERS
OF THE CITY OF IOIVA CITY, IOIVA, AND
TO OTHER
PERSONS INTERESTED:
Public notice* is hereby given that the City Council of the
City of Iowa Cityi. Iowa, will conduct a public hearing on plans,
specifications and form of contract for the construction of
1974 CONCRETE REPAIR -PROGRAM #2
in said City at 7:30 o1clock p.m., on the 6th day of
-August 1974 , said meeting to be held in the
Council Chambers in the Civic Center in said City.
Said plans, specifications and form of contract are now on
file in the office of the Clerk in the Civic Center in Iowa City,
p -
Iowa, and may be inspected by.any..persons interested.
Any persons interested may appear at said meeting of the
City Council for the purpose of making objections to said plans,
specifications or contract or the cost of making said improvement.
This notice given by order of the City Council of the City
of Iowa City, Iowa.