HomeMy WebLinkAbout1977-05-03 Resolution• •
RESOLUTION NO. 77-126
RESOLUTION ADOPTING REGULATIONS FOR OAKLAND C04ET ;RY
REGARDING THE RIGHTS OF LOT OVERS, THE MUMENANCE
PRACTICES, RULES FOR VISITORS
TW,REFLS, the City of Iowa City, Iowa, ovns and maintains Oakland
Cemetery for the benefit of its residents, and
WHEREAS, regulations regarding the rights of lot owners, the maintenance
of the cemetery grounds, the conduct of visitors,
are necessary for the operation of a cemetery.
NOW, THEREFORE, BE IT RESOLVED BY THE COUNCIL OF THE CITY OF I0114 CITY,
Ia,A, that the attached regulations for Oakland Cenetery be adopted.
It was roved by Vevera and seconded by Foster
that the Resolution as read be adopted, and upon roll call there were:
AYES: NAYS: ABSENT:
X
Balmer
x
deProsse
x
Poster
_
x Neuhauser
x
Perret
x Selzer
x
Vevera
Passed and approved this 3rd day of
1977.
D
J� Mayor ro em
ATTEST: f /
City Clery
BY Ti.l. ahuiu
REGULATIONS
Oakland Cemetery
•
Purchase of Lots. Persons desiring to purchase a lot in Oakland
Cariptery arc referred to the Cemetery Staff. Following the selection of
a lot, the prospective purchaser will be given a Lot Order. The Lot
Order and full payment are to be presented to the Finance Department in
the Civic Center. The transaction will be receipted and a deed will be
prepared by the City Clerk and mailed to the lot purchaser.
Ownership Rights. The terms "lot owner" or 'ownership" shall be defined
as the right to use a lot or part of a lot, as purchased from the City
for a consideration, for burial purposes only and under the existing or
subsequent rules and regulations as prescribed by the City for such use.
Lots or fractional lots, for which lot deeds have been issued by the
City, will not thereafter be divided except by consent of the City. All
lots are exempt from taxation and cannot be seized for debt (except
those owed to the Cemetery) nor can they be mortgaged.
Me City shall have the right to assume, at all times, that the lot
owner acquired the lot for the interment of herself/himself and family
members. Unless otherwise directed in writing and filed with the City
Clerk by the owner, devisees, or heirs, the City will permit the interment
of family members at the request of any interested person upon proof of
eligibility for burial as follows;
a. The surviving spouse of the lot owner shall have the first
right to interment or to direct the right of interment.
b. When there is no surviving spouse, the devisees or heirs
of the owner may, by agreement in writing, determine who
among them shall have the right of interment or direction
for interment, which agreement shall be filed with the
City Clerk.
i
c. In the event the owner, devisees, or heirs shall not
have arranged for future interments, then the devisees or
the heirs, as the case nay be, of such owner, shall have
the right to interment in order of their need.
the City Clerk shall notify the Cemetery personnel of any changes in
deed recording.
All burial rights in Cemetery lots purchased from the City occupy the
same position as real estate at the death of the owner. Only persons
whose names appear on the Cemetery records of the City will be recognized
as owners or part owners of lots. In case of the death of a lot owner
when the Cemetery lot is disposed of by a will, a certified copy of the
will shall be delivered to the City Clerk before the City will recognize
the change in ownership. If the deceased lot owner left no will, satisfactory
proof of descent shall be presented.
927
Lot owners may not Well or transfer their lots Arts of lots to
anyone whansoever. Transfer may be made only within the immediate
family, and only by surrender of the original deed and issuance of new
deeds by the City to the new owners of lots or parts of lots so trans—
ferred. Int owners desiring to dispose of lots or parts of lots may,
upon surrender of the original deeds, sell the lot or parts of lots back
to the City for an amount not to exceed the original purchase price of
the lot.
Certain older lots, no longer usable due to their small size, would have
no resale value and are best left open. Said lots could be used, Nvith
permission of the owners of heirs thereof, to further the Cemetery
beautification plan.
Interments. The funeral director, or person(s) making arrangements for
interment shall, as soon as there is knowledge of a pending service,
notify the Cemetery staff. Said notification, including all information
pertaining to the grave site and such other additional information as
required, shall be provided by the funeral director or person(s) assuming
responsibility for the service. Based on the information given then,
the Cemetery staff will locate the exact site and ascertain the earliest
possible time the service can be held.
No burial will be allowed until a burial permit is provided to the
Cemetery staff as required by the Code of Iowa, Chapter 144.32.
Any change in the location after the digging process has begun will
result in an additional charge as listed in the Schedule of Fees and
Charges.
A charge for opening and closing a grave and the sodding or seeding of
the ground will be made at a current rate set by the City. The payment
of said charge becomes the responsibility of the individual(s) in charge
of interment. The account becomes due upon receipt of a statement
issued by the City of Iowa City.
Graves shall be dug by the Cemetery staff and shall conform to all
applicable State laws.
A member of the Cemetery staff will be present at every interment or
service.
The interment of bodies of persons who have died of a contagious disease
shall be in strict accordance with the rules of the State Board of
Health.
If a permanent type outer container is not used for interment, a special
charge will be levied to cover the extra maintenance required. Said
special charge is listed in the Schedule of Fees and Charges.
The Interment of more than one body in a single casket will not be
allowed except in the case of a parent and infant or two children
interred at the same time. The limitation of nunbers of cremated
remains allowed in one grave is re6vlated only by space. In both cases,
multiple interments and/or cremated remains, marker regulations must be
observed.
Interments requilg special considerations) or • ]izing equipment not
normally available to the Cemetery staff could be provided upon request.
Adequate time must be allowed for preparation. Pees and charges must
reflect the cost of the extra equipment, time and materials. Generally
such practices would be arranged by advance notification.
Tn addition to interment of crenated remains on family lots, single
space, three foot by three foot (3, x 3') areas are available for
crenated remains in the area designated as Sunny Slope. Markers, if
used, must be flush with the contour of the existing grade with footings
not to exceed twenty-four inches (24"). Ashes must be interred and may
not be distributed into the atmosphere.
Single burial spaces, two feet by four feet (2' x 4') in size are
available in Babyland for children under the age of two (2) years.
Markers may be upright or flush and must conform to rules outlined in
the Stone and Monument Work section.
No internments of any body other than that of a human being will be
permitted.
Should weather become a factor or when several burials occur in a one
(1) or two (2) day period, the Cemetery Staff shall schedule interments,
working in close cooperation with the funeral directors. Tb avoid
conflict, it will be necessary to honor service communications from the
funeral directors according to the time received.
Whenever possible, interments will be scheduled to enter Oakland Cemetery
no later than 3:00 P.M. Monday through Saturday. IntexTwnts normally
will not be scheduled on Sunday or on an official City holiday.
Removals. Removals of bodies from graves in Oakland Cemetery will only
be made by the City in accordance with the requirements of the statutes
of the State and the rules of the State Board of Health. Charges made
by the City for remval will be made in accordance with the difficulty
of the work and are payable in advance. The minimum ch wge will be
equal to twice the current charge for opening a grave of similar size.
lot owners or their heirs desiring graves opened shall secure the
necessary disinterment permit from the State and deliver same to the
Cemetery Staff.
Public lots. Grandview Addition, Lots 60, 61, 62, 63, 64, and 65 have
Wow been designated as a burial ground for those persons for whom no
other place is provided. the graves will normally be dug in sequence
from the south end and extending northward in an orderly fashion except
in the case of a requested reservation of space for a spouse or sibling(s).
The Cemetery staff shall record all interments.
The west one fourth (wl/4) of Block Thirteen (13) of Oakland Cemetery
and any adltiomal space start may be required shall be designated as s
burial ground for any soldier who died in the service of his
country
and the same is hereby dedicated to all rnwhere of the Arned Forces.
If no funds are avlodmle for interment of the doc:c,d either from the
estate of Lha decowsed or from other private sources, Lha City of Iowa
City will bill the Federal, State or County agencies for payment of
services rendered by Oakland Cemetery. Said billing shall ask that the
City be paid for its service to the fullest amount or by not less than
thirty-three and one-third percent (33 1/3`l;) of all available funds.
Stone and Monument work. The City does not engage in stone or monument
installations or repair, however, all stone and monument work within
Oakland Cemetery shall be subject to the following regulations and
requiremrients:
All monuments or markers must either be flush with the ground or at
least six inches (61) or more in height. The base for all flush
monuments or upright markers must correspond as closely as possible
with the contour of the existing soil surface. No monument or
marker, flush or upright, may be established in such a fashion that
it extends beyond the boundaries of the designated lot or grave or
that will interfere with future grave openings.
The setting of monuments and markers and the transportation of all
tools, materials, etc., within the Cemetery grounds shall be
subject to the supervision and control of the Cemetery Superinten-
dent. No unnecessary damage to the existing turf will be allowed
and all debris is to be removed from the Cemetery except soil.
Excess soil must either be reoved from the Cemetery or may be
placed on the Cemetery stock pile; it may not be used to fill low
areas or be distributed on the adjacent lots. Heavy trucking will
not be permitted within the Cemetery, when in the opinion of the
Superintendent, such work might cause injury to grounds and drive-
ways. Once begun, all monument and stone work is to be completed
and any accumulated debris is to be removed from the site within a
seven (7) day period.
The local climate is such that marble is not recomnended as a
suitable material for monument use. Granite is a much more durable
stone. Bronze is an acceptable material. i
Stone work or monuments of any sort, once established in Oakland
Cemetery, may not be removed except by permission of the Super-
intendent.
Details concerning monument nt and/or marker restrictions for specific
areas of Oakland Cemetery are found in Individual Int Restrictions.
Vaults and Mausoleums. Vaults or mausoleums are not permitted on lots
less than one thousand (IOOO) square feet and the portion of the lot
occupied by the building shall not exceed twenty percent (200). In no
case will permission be given to set the building neamr to the lot line
than ten (10) feet.
An applications for permits to erect such structures shall be made in
writing to the Cemetery Superintendent. C:0n1plete plans and specifi-
cations of the proposed construction, including details of materials,
workmanship, method of construction, etc., shall rn=pmny such applica-
tion and the approval of the City shall be obtained thereon before any
coastructlon work is begun. The City reserves the right to prohibit the
erection of any structure that is not considered safe, suitable, desirable
or appropriate.
Before any vault olgausoleum may be erected, the Downer shall pay
the City an amount of not less than ten percent (10%) of the cost of the
structure. Said amount to be used by the City for the future care and
maintenance of the structure and the grounds. This amount shall be paid
to the Department of Finance.
Maintenance Practices. Oakland Cemetery, a non -perpetual care cemetery
assumes the responsibility for maintenance of all lots that have been or
will be sold. All mantes previously collected for perpetual care will
be held in a separate trust and the interest there from will be used to
maintain graves deeded under perpetual care. landscaping and main-
tenance of the Cemetery, including all lots therein, shall be under the
direction of the Cemetery Staff.
permission for permanent plantings must be acquired from the Cemetery
Staff. Generally, it will not be possible to locate evergreen or shrub
plantings directly on the grave site. In most cases, a nearby location
will be designated as part of a group planting, to enhance the entire
area.
Existing individual lot plantings may be trimmed or removed by the
Cemetery Staff when they have outgrown their usefulness or have become
unsightly or unmanageable. Individual plantings so removed will not be
replaced in the original position but could be re -installed as part of
a group planting.
No hedges, fences, or enclosures of any kind will be permitted on or
around lots. Existing enclosures will be reeved when they have deteri-
orated to an unattractive or unsafe condition.
Live flowers in plastic or paper mache containers are most welcome and
may be used at all times. Annuals or perennials planted on the graves
mist be limited to a small grouping directly next to the monument or
marker and must be tended by the planter. The Cemetery Staff assumes no
responsibility for the preservation, maintenance, or protection of any
type of grave decoration.
i
Placement of funeral or special anniversary flowers will be allowed for
a period of approximately five (5) days. After this period they will be
removed. Notification of placement of special flowers will be given to
the Cemetery Superintendent. Artificial wreaths, artifical flowers, and
holiday decorations may be used any time between November 15 and March 1
and for a period of three (3) days before and four (4) days following
Memorial Day. After that period, if not claimed, they will be removed
from the site. The Cemetery Staff assunes no responsibility for lost or
stolen articles. The use of flags and emblem may be used for a period
of three (3) days before and four (4) days following Memorial Day, but
they will be reeved and stored, without responsibility for preservation,
if still in place on the 6th day following Memorial Day.
All wooden boxes, glass jars and bottles, toys, cans, wired flowers, and
other objects that might create a mowing hazard will not be permitted
during the nnwing season except as designated and, when used, will be
removed and destroyed by the Commatery Staff without notice.
5
The City reservas a right for its workmen and thO-persons necessary
to the performance of normal Cemetery operation to enter upon or cross
over any lot in the Cemetery.
The City or its employees assume no liability for actual damages or
mental anguish in the performance of its normal operation, or loss by
vandalism or other acts beyond its reasonable control.
A lot owner should feel free to consult with the Cemetery Staff regarding
any item or clarification of the rules and regulations at any time.
Rules for Visitors. Visiting hours for the Cemetery are from 7:30 A.M. -
9:00 P.M. Visitors are requested to use designated walks and drives and
not to trespass unnecessarily on Cemetery lots, pick any flowers (either
wild or cultivated), injure any scrub, tree or plant, or mar or deface
any rmnument, stone, or structure in the Cemetery. The use of materials
such as are necessary to produce the art forms known as tracings or
rubbings is prohibited on any monument, stone, or statuary within the
boundary of Oakland Cemetery.
Brawn Street is designated as the entrance and exit for Oakland Cemetery.
Vehicles traveling within the Cemetery shall observe the hours of
visitation as previously stated and shall proceed at a rate not to
exceed fifteen (15) miles per hour. Drivers should be aware at all
times of the City's right to alter, change, or close alleyways, road-
ways, and other physical properties of the Cemetery.
Firearms will be allowed in the Cemetery only for use at military
funerals. Special permission must be obtained in advance from the
Cemetery Superintendent.
It is unlawful to bring, cause, or permit a dog or any animal to enter
the Ow etery except seeing eye dogs, unless confined inside a vehicle.
Individual Lot Restrictions. Graceland, Grandview, Prospect Hill,
Fairview, and all the numbered block sections are designated as having
unrestricted monument privileges that permit the erection of both
monuments and individual markers where the lot area is sufficient to
place the monument and/or markers on solid ground and will not interfere
with future grave openings.
On Graceland Drive, the monument must be on the west for lots #1 to #110
and Lots #160 to #208 and on the east for Lots #111 to #159 and all
markers, if used, must be flush with the contour of the existing soil.
Glenview, Cedarview, Oak Green, and the new section of Block 9 have
flush markers and allow only one marker per grave or double marker, as
for husband and wife, for two adjoining graves,
Babyland markers are restricted only by suitability and the size of the
two foot by foms•foot (2' x 9') area.
Fees and Pa nests. The payment of all fees and charges is due when
ed by the Ci ty.
W
RESOLUTION NO. 77-127
RESOLUTION APPROVING PRELIMINARY AND FINAL PLAT
OF ORCIJARD COURT SUBDIVISION
WHEREAS, the owners and proprietors, Ruth Martin, unmarried;
Shirley Stutzman and Stanley Stutzman, wife and husband; Jean Martin
Beachy and Ernest Beachy, wife and husband; Helen Martin Bontrager and
Lester Bontrager, wife and husband; Bernice Westfall, unmarried; and
Alvin F. Streb and Mary Joan Streb, husband and wife, have filed with the
City Clerk preliminary and final plats and subdivision of the following des-
cribed premises located in Johnson County, Iowa, to -wit:
and
Commencing at the East quarter corner of Section 16, T79N,
R6W of the 5th P.M.; thence North 365 feet to the North line
of West Benton Street; thence Westerly 370.5 feet on the
North line of West Benton Street to the centerline of Orchard
Street; thence Northerly 310. 12 feet on the centerline of Or-
chard Street, to the point of beginning, all In accordance
with Recorded Plats as recorded in Johnson County, Iowa;
thence N 870 26' 06" W, 440.96 feet; thence N 030 07' 21"
E, 254.82 feet to the Southerly right-of-way line of the C.
R. Land P. Railroad; thence northeasterly 428.67 feet, on
a 2100 foot radius curve concave Northwesterly (chord dis-
tance and bearing being N 87" 25' 11" E, 427,93 feet); thence
S 0° 09' 59" W, 268.42 feet; thence S 870 26' 06" E, 32,53
feet to the East line of Orchard Street extended Northerly;
thence S 0° 09' 59" W, 25.02 feet on the East line of Orchard
Street extended North; thence N 87° 26' 06" W, 32.53 feet
to the point of beginning,
WHEREAS, said property is owned by the above named persons and
the dedication has been made with the free consent and In accordance with
the desir^s of said awners and proprietors, and
WHEREAS, preliminary and fine) plats and subdivision have been
examined by the PlenninT end 7.m:!a; ^ 1E Wrjj,.a e�.'(.' ;armen ed Choc
said pn1111tituary and f1naJ plat; #,rid subdivision I.w uccat,tied and t,pproved .
and
17 -r4. -d " t —_
Ily "fire i.Yva! I
Res. No. 77-127 -2-
WHEREAS, said preliminary and final plats and subdivision an; found
to conform with Chapter 409 of the Code of Iowa (1975) and all other statutory
requirements.
NOW THEREFORE, BE IT RESOLVED, by the City Council of Iowa City,
Iowa, that said preliminary and final plats and subdivision located on the
above described real estate be, and the same is hereby approved, and the
dedication of the street therein as by law provided is hereby accepted.
BE IT FURTHER RESOLVED, that the City Clerk of Iowa City, Iowa, is
hereby authorized and directed to certify a copy of this Resolution to the Coun-
ty Recorder of Johnson County, Iowa.
BE IT FURTHER RESOLVED that the Building Inspector is hereby author-
ized to issue building permits for construction in said subdivision under the
ordinances of the City of Iowa City, Iowa.
It was moved by Foster and seconded by Balmer
that the Resolution as read be adopted.
Upon roll call there were recorded:
Aye Nay Absent
Balmer x
DeProsse x
Foster x
Neuhauser x
Ferret x
Selzer x
Vevera x
Dated this 3rd day of may , 1977 -
Carol d
977-
Caru a lrosse, ayur rrr en
Attrrt:
Abhle Gtultus, City C.11er1
RE• ION NO. 77-128 •
RESOLUTION ACCEPTING PRELIMINARY PIAT'
OF SUBDIVISION OF LOT 2, STURGIS CORNER ADD.
BE IT RESOLVED BY THE CITY COUNCIL OF IOWA CITYO IOWA, that the
val of the preliminary plat for the subdivision of Lot 2.
is Corner Addition
be granted with the following conditions:
1) that variances be granted for the paved street width,
the street right-of-way width, and the street sidewalk;
2) that an agreement be obtained to install a bituminous
pathway at such time as requested by the City;
3) that the City cannot require the dedication of the riverfront
area;
4) that at the time of the final plat for the rear part of
the lot, the determination be made as to the appropriateness
of a cul—de-sac.
5) that the land would be retained in its 'natural state' and that
at the time at which the land is transferred to the City it should
be minus any debris or junk; and
6) that the Public Works Dept. $ Traffic Engineering Div. are satisfied
with the proposed connector street to Benton Street.
as requested by Southgate Development.
i
It was moved by Balmer and seconded by Vevera
that the resolution as read be adopted and upon roll call there were:
AYES: NAYS: ABSENT:
x BALMER
x dePROSSL
xFOSTER
x
x PERRET
VEVERrxSELZER
Passed and approved this 3rd day
of May 1977.
MAYOR pro Tem
ATTEST: r ; .
ITY CIZRK Rreeived a Ap,:roved
By The Lugo[ Dopartmant
• LOrION NO. 77-129 •
RESOLUTION REVISING DFSI(N STANDARDS FOR PUBLIC FARMS
IMPROVE2+DM IN IM CITY, IDR.
WHEREAS, the City Council of the City of Iowa City, Iowa, by Resolution
No. 75-120 adopted certain standards for public inproverrent projects in
Iowa City, Iowa, arra
WEREAS, Ordinance No. 76-2807 authorizes the Department of Public Works
to develop and establish written policies, procedures, criteria and regulations
conoerning the inspection, determination and approval of standards for the
construction and/or development of storm water management structures, and
WHEREAS, pursuant to said ordinance the Department of Public Works has
developed revisions to design standards for public works inprovenents as
adopted by Resolution No. 75-120, a copy of which is attached to this resolution
and made a part hereof.
NOW, =WORE, BE IT RESOLVED BY THE CITY COINCIL OF THE CITY OF ICIW CITY,
IOtQ:
1. That Revisions to Design Standards for Public Works Improvements as
proposed by the Department of Public Works be adopted.
2. That Section VII of the Design Standards for Public Works Improvements
in Iowa City, Iowa, as adopted by Resolution 75-120 be rescinded.
3. That copies of the revised standards be kept on file with the
City Clerk.
It was moved by Balmer and seconded by Foster
that the Resolution as read be adopted, and upon roll call there were•
x
Balmer
x
deprosse
x
Foster
x Neuhauser
x
Perret
x Selzer
x
vevera
Passed and approved this
3rd day of May 1977.
/ Mayor Pro Tem
AT =,
Cie
D21RECF,IYP��D A APPROVE
D
21 Jru —C DEPARTMEb-1
q-21
REVISIONS TO DESIGN STANDARDS
FOR PUBLIC WORKS IMPROVEMENTS
IOWA CITY
SECTION VII - STORM SEWERS
L
fr
Revisions
to Design Standards for Public Works Improvements
Iowa City,
Iowa
Section VI I - Storm Sewers Page L
c
VI1 - 1.0
Design Plows
'S
1.1
Estimated storm water flow shall be determined by the
use of a hydrograph to predict the peak rate of runoff
accumulation and total runoff at a point of investigation.
(i
A hydrograph need not be developed for each individual
��..
subwatershed created within a project by the construc-
tion of inlets and drainage. A hydrograph must, however,
eI
be developed for each project at the major
point of
interest, where excess storm water is discharged
from
dominant land within the project to servient land
y
outside of the project. In the event upstream
catchments deliver storm water runoff into the project
in significant amounts, examination of this watershed
will also be required by the hydrograph method.
�1
As an aid to the development of hydrographs for drainage
analysis, refer to Appendix 'A' of this document. The
method detailed in this appendix will be acceptable
for use on all projects in Iowa City.
1.2
The storm sewer system for each project shall be designed
to transport the rainfall excess from a five (5)
year
storm. The excess storm water passage shall be designed
to transport the peak rate of runoff from a 100 year
return frequency storm assuming all storm sewers are
{i.
inoperative and upstream areas are fully developed,
all in accordance with the Iowa City Ordinance re-
gulating storm water runoff.
4
1.3
Both the storm sewer drainage system and the excess
storm water passage shall be designed to discharge
into a storm water storage facility. The specific
location and method of construction of this storage
facility may vary in accordance with existing natural
L
drainage conditions and development planning. The
complete design and planning of storm water storage
facilities must be included with all plans submitted
for approval.
1.4
All storm sewers shall be designed with a slope that
provides sufficient energy to produce a velocity of
2.0 feetper
second when flowing full. Values of 'N'
used in the
Kutter's formula for various materials are
given in Appendix 'B' of this document.
L
fr
Revisions
to Design Standards for Public Works Improvements
Iowa City,
Iowa
Section VII - Storm Sewers Page 2
VII 2.0
Storage Requirements
2.1
All storm water storage areas must be designed to
contain and safely pass storm water runoff. The
combined capacity of these storage areas shall be
C
sufficient to contain the storm water runoff from
a 100 year storm from the development under design
I:
with a release rate of 0.15 cfs per acre. Adequate
spillway provisions must be constructed to transport
peak runoff from a 100 year storm assuming the outlet
to be plugged. This spillway shall provide for the
entire upstream watershed.
A low flow pipe capable of carrying minimal flows
pi
shall be put under dry bottom water storage areas
L
in those locations where flows from car washing,
sump pump drainage and other like uses would be a
nuisance to property owners abutting a storage area.
Such pipe shall be four (4) inches in diameter unless
otherwise approved by the City Engineer.
2.2
Where storm water storage facilities have the potential
to contain the runoff from the total tributary water-
shed they must be constructed to contain the main
channel flow and restrict the flow of all of the storm
water runoff as opposed to only the runoff from that
portion of the watershed containing the project under
consideration. Storage volumes should be calculated
to contain only the runoff from the project site,
however, the release rate must be calculated at 0.15
cfs per acre from the total tributary catchment. Over-
ver-
flow spillway requirements must be designed to transport
flow
peak storm runoff, as stated in Section 2.1, from the
entire tributary watershed under the existing conditions.
Future upstream storage will not be allowed for purpose
L
of design reductions.
If the development does not contain main channel flow,
Lwater
from upstream development must be piped through
the development to the storage area. Flow from upstream
should be calculated at 0.15 cfs per acre if the upstream
watershed will some ds)) be developed. If it is alread)•
�a
developed or can never be developed, actual flow should
be calculated and piped for a 5 year storm. All flows
for a 100 year storm from upstream, shall be handled by
an excess storm water passage.
2.3
In no case shall storage in excess of 5 inches per acre
be required.
Ery
b. All of the storm water runoff from pavement areas
other than streets shall be directed toward storm
sewer inlets. These inlets shall have a potential
of being surcharged a maximum of 1� feet.
c. Storm drainage design shall be accomplished so that
storm water runoff is not allowed to accumulate into
volumes that could become destructive and so that
the majority of excess rainfall is carried in conduits,
as opposed to curbs, open ditches or swales. A design
solution to improve efficiency of inlets is shown in
Appendix 'D'.
d. Ponding of storm water runoff shall not exceed u
depth of one (1) foot in a pedestrian mall area.
I
Revisions
to Design Standards for Public Works Improvements
Iowa City,
Iowa
Section VII
- Storm Sewers Pape 3
2.4
Energy dissipaters shall be provided at the discharge
points of all storm water storage facilities. These
need not take the form of a special structure unless
discharging to atmosphere into an open channel.
0�
Hydraulic structures, drop manholes and downstream
1144
storm drains may be used to control the potential
energy of temporarily stored storm water.
L2.5
Spillway facilities for all storage areas should be
accommodated into the design of the proposed improve-
i�
ment without an unusual condition or special structure
that will than
require other routine maintenance.
2.6
For specific information and details on storage
C
facilities, including alternative measures, with
advantages and disadvantages for reducing and
delaying storm runoff, refer to Appendix 'C' of
this report.
VII 3.0
Inlet, Pipe and Storm Sewer Appurtenance Design Standards
3.1
Inlets and pipes shall be located and sized so that
the following conditions are met:
a. For a five (5) year storm arterial streets shall
have two traffic lanes free of excess water at all
times. Local and collector streets shall be
designed to have one twelve (12) ft. traffic lane
free of water; however, there will be design leeway
to allow a maximum ponding period of ten (10) minutes
during the five (5) year storm. Storm water shall
L
not cross an intersection but can follow a curb
around its radius.
b. All of the storm water runoff from pavement areas
other than streets shall be directed toward storm
sewer inlets. These inlets shall have a potential
of being surcharged a maximum of 1� feet.
c. Storm drainage design shall be accomplished so that
storm water runoff is not allowed to accumulate into
volumes that could become destructive and so that
the majority of excess rainfall is carried in conduits,
as opposed to curbs, open ditches or swales. A design
solution to improve efficiency of inlets is shown in
Appendix 'D'.
d. Ponding of storm water runoff shall not exceed u
depth of one (1) foot in a pedestrian mall area.
I
�i
k 3.4 In all plans, a positive overland surface channel
must be provided so that excess storm water runoff
is safely transported downstream. This feature must
�y be clearly indicated on the plans. This overland
�+ surface channel must be continuous to the storm water
storage area or to the main drainage facility where
L the excess storm water runoff can be safely trans-
ported downstream.
3.5 Curb type inlets shall be used for all arterial streets.
Urate type inlets will be allowed for local and collector
streets (Neenah R-3065 or R-3067, or equal), alleys
(Neenah R-4670 grate or R-4781 grate with Neenah R-4699
frame, or equal),, rear yards (Neenah R -4340-A or R -4340-B
or equal), and pedestrian malls if storing water (Neenah
R-2500 or equal). Appendix 'E' of this document shows
these grate inlets and illustrates potential arrangements
of inlet and storm drainage facilities for residential
subdivision streets.
L3.6 Storm drains shall be constructed of reinforced concrete
pipe (RCP), concrete pipe (CP) , extra -strength vitrified
clay pipe (ESVCP), or plastic pipe (ABS or PVC -SDR 35 or
b! less) as recommended by the manufacturer for the purpose
:4 intended. Bedding and strength of pipe material will be
adequate to support all superimposed loads including
r H-20 live loads on all pavements. The recommended minimum
cover on all storm drains shall be two (2) feet under
pavements and one (I) foot under turf areas.
Revisions
to Design Standards for Public Works Improvements
Iowa City,
Iowa
Section VII - Storm Sewers Page 4
L
3.2
For a one hundred (100) year storm, the ponding of
surface water on local, collector, and arterial
ii
streets must not exceed a depth of one (1) foot at
the gutter. Water exceeding one (1) foot shall be
designed to overflow into an excess storm water
L'
passage. Note that when storing surface water on
a street over a sanitary sewer manhole, a water-
proof manhole frame and bolted lid will be required
(Neenah R -1916-F or equal).
3.3
The drainage and grading design shall be tested and
€
investigated to ensure that in a 100 year return
ib
frequency storm the depth of storm runoff in any
street, alley or pedestrian mall will not exceed
the level of any habitable floor elevation or the
e,
elevation of the first floor of any building
designed for public use.
k 3.4 In all plans, a positive overland surface channel
must be provided so that excess storm water runoff
is safely transported downstream. This feature must
�y be clearly indicated on the plans. This overland
�+ surface channel must be continuous to the storm water
storage area or to the main drainage facility where
L the excess storm water runoff can be safely trans-
ported downstream.
3.5 Curb type inlets shall be used for all arterial streets.
Urate type inlets will be allowed for local and collector
streets (Neenah R-3065 or R-3067, or equal), alleys
(Neenah R-4670 grate or R-4781 grate with Neenah R-4699
frame, or equal),, rear yards (Neenah R -4340-A or R -4340-B
or equal), and pedestrian malls if storing water (Neenah
R-2500 or equal). Appendix 'E' of this document shows
these grate inlets and illustrates potential arrangements
of inlet and storm drainage facilities for residential
subdivision streets.
L3.6 Storm drains shall be constructed of reinforced concrete
pipe (RCP), concrete pipe (CP) , extra -strength vitrified
clay pipe (ESVCP), or plastic pipe (ABS or PVC -SDR 35 or
b! less) as recommended by the manufacturer for the purpose
:4 intended. Bedding and strength of pipe material will be
adequate to support all superimposed loads including
r H-20 live loads on all pavements. The recommended minimum
cover on all storm drains shall be two (2) feet under
pavements and one (I) foot under turf areas.
Revisions to Design Standards for Public Works Improvements
Iowa City, Iowa
Section VII - Storm Sewers Page 5
All storm drains will be a minimum of four (4) inches
in diameter for control of storm runoff from storage
areas. Rear yard drainage pipes will be a minimum of
six (6) inches in diameter. All others will be a
Cminimum of ten (10) inches in diameter.
Specifications for acceptable bedding materials and
L methods of installation are contained in Appendix 'F'
of this document.
3.7 Manholes shall be designed and installed as follows:
e�
it a. at the end of each line;
p' b. at all changes in grade, size or alignment
L except for sewers thirty (30) inches or greater
in diameter which may be laid with changes in
alignment without manholes;
c. at all pipe intersections;
L
d.
at distances not greater than 400 feet for sewers
L,
fifteen (15) inches or less in diameter and 600
feet for sewers eighteen (18) inches to thirty
'J
(30) inches (Greater spacing may be permitted in
larger sewers and in those carrying a settled
effluent);
"514
e.
with a minimum diameter of forty-eight (48) inches;
f.
with a minimum diameter of twenty-three (23)
inches for the opening at the top of the manhole;
g.
so that the flow channel through storm sewer
manholes conforms in shape and slope to that of
L
the sewers;
h.
according to the Standard Manholes as shown in
LL
Appendix 'C'; and
i.
so that when a smaller sewer joins a larger sired
No
pipe. the invert of the lorper sewer is lowered
U
sufficiently to maintain the some energy gradient.
(An approximate method for securing this result is
to place the 0.8 depth point of both sewers at the
same elevation) .
L
Revisions to Design Standards for Public Works Improvements
Iowa City, Iowa
Section VII - Storm Sewers Page 6
VII - 4.0 Protection of Water Supplies
4.1 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.
L
4.2 Whenever possible, sewers should be laid at least ten
(10) feet horizontally from any existing or proposed
water main. Should local conditions prevent a lateral
separation of ten (10) feet, a sewer may be laid closer
Lthan
ten (10) feet to a water main, provided:
4.2.1 it is laid in a separate trench;
L4.2.2
it is laid in the same trench with the water
mains located at one side on a bench of
undisturbed earth; or
4.2.3 in either case the elevation of the crown of
the sewer is at least 18 inches below the
invert of the water main.
4.3 Whenever sewers must cross under water mains, the sewer
L
shall be laid at such an elevation that the top of the
sewer is at least IS inches below the bottom of the
water main.
a°
4.4 When the elevation of the sewer cannot be buried to
meet the above requirements, the water main shall be
relocated to provide this separation o r reconstructed
with slip-on or mechanical joint cast iron pipe, for
a distance of ten (10) feet on each side of the sewer.
One full length of water main should be centered over
the sewer so that both joints will be as far from the
C
sewer as possible.
VII - 5.0 Proper Backfilling
L5.1 Where the sewer crosses an existing or proposed sidewalk
or street, the sewer trench shall be backfilled with a
suitable material compacted to 901 of Modified Proctor
Dens5ty.
5.2 When using reinforced concrete pipe (RCP), Class 'C'
bedding will be used unless severe subgrade conditions
are encountered in which case the Tingineer shnll direct
Class '1' h edding to be u, -ed.
When using extra strength Vitrified clay pipe (BSVCP),
concrete pipe ICP), or plastic pipe Class 'b' bedding
will be used.
yi
i
Revisions
to Design Standards for Public Works Improvements
Iowa City,
Iowa
Section V IT - Storm Sewers Page 7
Class '➢' and Class 'C' beddings for all types of
pipe allowed are illustrated in Appendix 'F' of this
document.
5.3
If granular material is used for backfilling, all
L
concrete pipe storm sewer joints shall be sealed
with asphaltic material.
LVII
6.0
Open Channel Flow
6.1
All storm drainage shall be carried in paved channels
(curb and gutter) leading to an enclosed storm sewer.
Open channel flow, when permitted under special circum-
stances specifically approved by the City Engineer, must
be designed to accommodate the storm runoff from a 100
year return frequency storm. This runoff will be
calculated by examination of the total tributary watershed.
6.2
All open channel flow shall be accomplished within
dedicated rights-of-way or in acceptable easements
approved by the Iowa City Engineer. Acceptable methods
j
of controlling channel erosion will be followed. Allow -
L
able flow rates for various materials are contained in
Appendix 'll' of this document. Where velocities approach
the maximum value, special provisions shall be made to
protect against displacement, erosion or shock.
6.3
Maximum backslope shall be 4:1 in combination with good
,4
tai
soil erosion techniques.
VII 7.0
General
l7.1
When preliminary plats are submitted, an additional two
copies of the plat shall be submitted to Engineering
L
which have been hand marked showing the proposed storage
areas and volumes. Preliminary calculations supporting
the volume requirements for the entire subdivision or
PAD shall accompany these plans. It is not intended
that a final design be submitted; however, it will be
necessary to show that sound consideration has been
given to the accommodation of storm water management.
16
This step should preclude major changes on the final
cor!trviction ?re4;ings.
7.2 Final construction drawings shall be accompanied with
all calculations supporting the storm water management
design as well as proposed methods for erosion control.
These drawinEs shall he approved prior to final plat
approval.
M:t:
E,
c
I
I
li
L
El
E
L
I
I
L
L
I
I
Appendix 'A'
( Revisions to Design Standards for Public Works Improvements
Iowa City, Iowa
Section VII - Storm Sewers Appendix 'A'
L'
A. Instructions for hydrograph preparation using modified method
according to Chow."
I. Establish a composite runoff number 'N' for the watershed
F' under consideration by using Table A-1. Record data on the
hydrologic studies form under land use. Composite runoff
numbers resulting in a fraction can be rounded off to the
Lnearest whole number.
2. From Table A-2 interpolate and establish a runoff factor
'x' for each time distribution and frequency up to the
27limits of the hydrologic studies chart. Check to see that
the value recorded on the form is correct for the assigned
time, frequency and runoff number.
L3. Establish the slope and length of the stream from available
topographic data. Use Figure A-3 to establish a lag time
in hours and record all data on the form in the appropriate
locations.
4. Compute the ratio of time/lag time (T/Tp) and record on
the hydrologic studies form.
S. From Figure A-4 determine the appropriate 'z' factor for
each computed T/Tp value. Record these values in the 'z'
column on the hydrologic studies form.
6. Multiply the following factors to establish a quantity
of in -flow for each time and frequency. Record the answer
in each appropriate space on the hydrologic studies form.
LMultiplication factors:
Basin Area (in acres) X
C Climate Factor (1.19) X
Frequency Factor ('x' value) y.
Peak Reduction Factor ('z' value) Q
7. Determine the largest in-floa value and establish incre-
ments for the Quantity that will contain all rates of
in -flow. Recor Hese increments on the hydrologic
L studies form eme of tnz tie etot eeveacve•d f r "n", 'UiUl
4% the curves for the various frequency storpis.
C
*Ven '."e Choat, "f:ydrelog:c Dvtarninatiur, of haterwuy Areab for the
Design of Drainage Structures in Small Drainage Basins", Engineering
Experiment Station Bulletin No. 462
TABLE A-1: SOIL COVER-RIINOFP NUMBER 'N'
LAND USE DGSCRIPrrION
HYDROLOGIC
SOIL
GROUP
A
B
C
D
Cultivated land: without conservation
treatment
72
81
88
91
with conservation
treatment
62
71
78
81
Pasture or range land: poor condition
68
79
86
89
: good condition
39
61
74
80
Meadow: good condition
30
58
71
78
Wood or Forest land: thin stand, poor
cover, no mulch
45
66
77
83
good cover
25
55
70
77
Open Spaces, lawns, parks, golf courses,
cemeteries, etc.
good condition: grass cover on 75%
or more of the area
39
60
74
80
fair condition: grass cover on 50%
to 754 of the area
49
69
79
84
Commercial and business areas
(854 impervious)
89
92
94
95
Industrial Districts (724 impervious)
81
88
91
93
Resident is]:
Avp-:.gc lot size Average 4 Impervious
1/8 acre or less 65
77
85
90
92
1/4 acre 38
61
75
83
87
1/3 acre 30
57
72
81
86
1/2 acre 25
54
^D
FU
5'S
1 acre 20
51
b8
79
84
LAND USE DESCRIPTION
Paved parking lots, roofs,
driveways, etc.
HYDROLOGIC SOIL GROUP
A B C D
100 100 100 100
Streets and roads:
paved with curbs and storm sewers 100 100 100 100
gravel 76 85 89 91
dirt 72 82 87 89
I
TA81.1i A-2: RUNO1'F FACTOR
'X' vs.
5, 10,
25,
50 $ 100 YEAR FREQurNCY
Computation
of Runoff
Factor
Y,
for
5-Year
Frequency
Dura-
Rain-
Runoff
Factor
X for
N equal
to
tion
fall
100
95
90
85
80
75
70
65
60
•
in hrs.
in in.
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
0.10
0.55
5.50
3.00
1.50
0.40
0.00
0.00
0.00
0.00
0.20
0.85
4.25
2.50
1.30
0.70
0.25
0.00
0.00
0.00
...
0.30
1.07
3.67
2,20
1.20
0.77
0.37
0.07
0.00
0.00
...
0.40
1.19
2.98
1.88
1.15
0.73
0.40
0.13
0.03
0.00
...
C
0.50
1.31
2.62
1.72
1.08
0.70
0.42
0.18
0.08
0.00
...
0.75
1.53
2.04
1.39
0.93
0.63
0.41
0.23
0.13
0.04
1.00
1.68
1.68
1.18
0.82
0.57
0.38
0.23
0.14
0.07
...
1.25
1.78
1.43
1.02
0.72
0.50
0.35
0.21
0.14
0.07
C
1.50
1.87
1.25
0.90
0.65
0.45
0.32
0.20
0.13
0.07
".
2.00
2.02
1.01
0.76
0.55
0.40
0.29
0.20
0.13
0.08
2.50
2.11
0.84
0.64
0.46
0.35
0.26
0.17
0.11
0.08
E„
3.00
2.20
0.73
0.57
0.42
0.32
0.23
0.16
0.11
0.07
...
4.00
2.35
0.59
0.46
0.35
0.26
0.20
0.14
0.10
0.07
...
5.00
2.46
0.49
0.40
0.30
0.23
0.17
0.12
0.09
0.06
o'
6.00
2.56
0.42
0.34
0.26
0.20
0.16
0.11
0.08
0.06
7.00
2.67
0.38
0.31
0.24
0.18
0.14
0.10
0.08
0.07
:;:
8.00
2.72
0.34
0.27
0.22
0.17
0.13
0.09
0.07
0.05
...
i
Computation
of Runoff
Factor X
for
10-Year
Frequency
Dura-
Rain-
Runoff
Factor
X for
N equal to
tion
fall
100
95
90
85
80
75
70
65
60
in lirs.
in in.
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
0.10
0.63
6.30
3.50
1.60
0.60
0.00
0.00
0.00
0.00
0.00
0.20
0.99
4.95
3.00
1.70
1.00
0.50
0.00
0.00
0.00
0.00
0.30
1.22
4.07
2.57
1.53
1.00
0.57
0.17
0.07
0.00
0.00
0.40
1.40
3.50
2.35
1.50
1.00
0.63
0.30
0.13
0.00
0.00
0.50
1.63
3.26
2.26
1.54
1.06
0.70
0.40
0.24
0.10
0.00
0.75
1.76
2.35
1.67
1.16
0. 83
0.56
0.35
0.22
0.11
0.00
1.00
1.92
1.92
1.40
1.00
0.75
0.52
0.33
0.21
0.13
0.07
L
1.25
2.04
1.63
1.22
0.88
0.66
0.46
0.32
0.20
0.13
0.06
1.50
2.14
1.43
1.09
0.80
0.60
0.44
0.30
0.20
0.13
0.07
2.00
2.26
1.13
0.87
0.65
0.49
0.38
0.25
0.18
0.12
0.07
2.50
2.37
0.95
0.75
0.56
0.42
0.32
0.22
0.16
0.10
0.06
3.00
2.46
0.81
0.65
0.50
0. 38
0.29
0.21
0.14
0.10
0.06
4.00
2.61
0.65
0.52
0.41
0.31
0.24
0.18
0.13
0.09
0.06
5.00
2.72
0.54
0.44
0.38
0.27
0.21
0.15
0.11
0.08
0.05
L
6.00
2.82
0.47
0.38
0.30
0.23
0.19
0.14
0.10
0.08
0.04
7.00
2.90
0.41
0.34
0.27
0.21
0.17
0.12
0.09
0.07
0.04
8.00
2.99
0.37
0.31
0.25
0.19
0.16
0.12
0.08
0.07
0.04
I
E
E
L -
P,
L
L
L
I
E
c
L
L
L
I
ti
b,
e
L
I
1#1
E
t
Dura-
tion
in hrs.
(1)
0.io
0.20
0. 30
0.40
0.50
0.75
1.00
1.25
1.50
2.00
2.50
3.00
4.00
5.00
6.00
7.00
8.00
Computation of Runoff Factor X for 100 -Year Frequency
Rain- Runoff Factor X for N equa to
fall 100 95 90 85 80 75 70 65
in in,
(2)
(3)
(4)
(5)
0.91
9.10
5.50
2.90
1.42
7.10
4.75
3.00
1.80
6.00
4.33
3.03
2.03
5.08
3.83
2.75
2.24
4.48
3.48
2.60
2.56
3.41
2.72
2.11
2.77
2.77
2.24
1.77
2.89
2.31
1.89
1.50
3.01
2.01
1.65
1.33
3.20
1.60
1.33
1.09
3.28
1.31
1.10
0.91
3.41
1.14
0.95
0.79
3.58
0.90
0.76
0.64
3.66
0.73
0.62
0.52
3.79
0.63
0.54
0.46
3.86
0.55
0.47
0.40
3.95
0.49
0.42
0.36
60
(6) ( 7) (8) (9) (10) (11)
1.60 0.60 0.00 0.00 0.00 0.00
2.00 1.25 0.60 0.30 0.00 0.00
2.17 1.50 0.93 0.57 0.33 0.17
2.03 1.50 1.00 0.63 0.40 0.23
1.94 1.66 1.00 0.70 0.46 0.26
1.63 1.27 0.89 0.65 0.47 0.28
1.38 1.07 0.80 0.58 0.42 0.27
1.18 0.94 0.70 0.52 0.38 0.25
1.05 0.83 0.65 0.47 0.35 0.23
0.88 0.70 0.55 0.41 0.31 0.21
0.73 0.59 0.46 0.34 0.26 0.18
0.64 0.52 0.41 0.31 0.24 0.17
0.52 0.43 0.34 0.26 0.20 0.15
0.43 0.35 0.28 0.22 0.17 0.12
0.38 0.31 0.25 0.20 0.15 0.11
0.33 0.27 0.22 0.17 0.14 0.10
0.30 0.25 0.20 0.16 0.13 0.09
APPENDIX 'A'
8. Calculate the capacity of the drainage system under various
hydraulic conditions or establish an acceptable release rate
(0.15 cfs per acre maximum). Plot the value on the form so
that it forms an overlay of the curves established in
paragraph 7 above.
(+ 9. Determine the area between the various frequency curves and
the release rate for an eight (8) hour storm measured in
square inches. Establish the volume of storage contained
C in one (1) square inch by multiplying the appropriate value
of quantity and time with conversion factors to produce the
answer in acre feet. Calculate the storage requirement by
multiplying the area between the curves by the conversion
factor to produce acre feet. Record the required volume
bi of storage in the appropriate column on the hydrologic
studies form for the various frequency storms.
L10. These values represent an estimate of the volume that
should be provided to contain excess storm water runoff
from the various return frequency storms. While a rigorous
examination of the method will indicate that it is a con-
servative approach to predicting excess storm water runoff,
E, it is straight forward and the results are within acceptable
L limits.
B. Determination of estimated recurrence.
L1. Determine percentage of runoff or use information on com-
posite 'N' value from the hydrologic studies form. Compute
+� the average runoff and record values on the spaces adjacent
rti to 'Impervious Average Runoff' in the second column of the
estimated recurrence form.
�
� 2. The annual number of events for the Iowa City area and the
L• recurrence interval were computed from an analysis of rain-
fall events using Ralston 82 records of the U.S. Weather
Bureau. This data could be further refined by using addi-
L, tional records, however, for this purpose the six (6) year
period should be adequate. The estimated average duration
L of the storm was established to match the rainfall inten-
sity vs. duration curves found in Figure A -S.
M 3. Examination of the proposed control structure used to
regulate +.he discharge of etorm. weter runoff from a storege
area will have a specific release rate that can be calculated.
The quantity of storm runoff released will vary, depending
on the head available from the excess storm water being
stored. This variation should be min imired and the design
modified so that it becomes as uniform es possible. Divide
L the quantity of discharge by the acreage being drained,
this will be expressed as cfs/acre. Within a factor of 0.83t
this value is equal to inches/hour. Multiply this value by
w:
E
the estimated average duration and record the answer
in the appropriate space in column 7, headed 'Average
Runoff (in.) Released.
k 4. Subtract the value recorded in column 7 from the value
., recorded in column 2 and place the answer in the appropriate
11+' space in column 8.
5. Convert the figures in column 8 into acre feet by multiply-
ing by the catchment area in acres and dividing by 12.
Record the answer in column 9.
6. Examine the proposed storm water storage basin and calcu-
late the volume of storage being provided vs. the depth
of storage. Determine appropriate values for the storage
., elevation and volume in acre feet to utilize the total
Lgrid pattern in the lower left hand portion of the form.
Plot specific conditions of the storage facility on this
L grid and connect with a best -fit curve.
6
7. Review the data contained in column 9 and establish reference
points on the curve for significant storms, e.g. 808
annual, 5-10 year, 25-50 year, 100 year. Designate these
points on the curve for reference.
LB. Calculate the hours needed to drain the storage basin at the release rates established for column 7. Determine
appropriate values to utilize the total grid system in the
lower right portion of the form and plot a curve of best -
fit for these values. Again examine the data in column 9
9 and establish reference points on this curve for the same
significant storms.
L9. These data can be used to establish flood limits for various
storms, determine overflow events, and explain the duration
C of storage for various storms. It should be noted that the
majority of storms will require little or no storage, and
that storage will be required for extremely brief periods
following the storm.
i
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Revisions to Design Standards for Public Works Improvements
Iowa City, Iowa
Section VII - Storm Sewers Appendix 'B'
Values of N to be used with
Kutter
or Manning Formulas*
0.030
0,033
Condition
Type of Surface
New
Good -flair
Poor
Cast iron pipe
0.013
0.014
0.015
0.020
Wrought iron pipe
0.013
0.014
0.015
0.016
Brass or glass pipe
0.009
0.010
0.011
0.013
Smooth plastic pipe**
0.010
0.011
0.012
0.013
Riveted spiral steel pipe
0.013
0.015
0.017
0.019
Corrugated metal pipe**
0.020
0.025
0.027
0.030
Concrete pipe
0.013
0.015
0.017
0.020
Vitrified clay pipe
0.013
0.014
0.015
0.018
Common clay pipe
0.013
0.015
0.017
0.020
Asbestos cement pipe**
0,013
0.014
0.016
0.018
Concrete lined channel
0.013
0.014
0.016
0.018
Rubble lined channel
0.017
0.020
0.025
0.030
Straight earth channel
0.017
0.020
0.023
0.025
Winding earth channel
0.022
0.025
0.028
0.030
Dredged earth channel
0.025
0.027
0.030
0.033
Earth bottom, rubble side
channel 0.028 0.030 0.033 0,035
Clean, straight natural
stream
0.025
0.027
0.030
0,033
weedy. straight natural
stream
0.030
0.033
0.035
0,040
Winding, clean natural
stream
0.033
0,035
0.040
0,045
IK ending, weedy natural
stile uai
0.035
0.040
0.045
0,050
Type of Surface
Sluggish, large natural
stream
Sluggish, weedy nat rual
stream
Condition
New Good — Fa' Poor
0.050 0.060 0.070 0.080
0.075 0.100 0.125 0.150
*Adapted from Handbook of Applied Hydraulics, by C. V. Davis,
Table compiled3y Orton.
**Values from manufacturer's recommended design factors.
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9
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Appendix ICI
Revisions to Design Standards for Public Works Improvements
Gi Iowa City, Iowa
r� Section VII - Storm Sewers Appendix 'C'
L
Acceptable storage of excess storm water runoff may be accomplished
in numerous way's. Each of these methods should be examined to pro-
vide the specific project with the maximum advantage, least cost of
construction and minimum of inconvenience.
To aid in the design of acceptable measures for reducing and
delaying urban storm runoff in Iowa City the following grouping
of methods and accompanying advantage and disadvantage list has
C been excerpted from the Soil Conservation Service Technical
Release No 55. These methods are listed to provide a point of
reference for investigating alternative means of compliance with
the Iowa City Storm Water Control Ordinance.
The disadvantages of each control method are listed for the p rimary
L' purpose of providing both the design and review engineer with data
to investigate each control measure used, and develop an acceptable
solution for each potential difficulty. In all of these recommended
measures, the matter of economic construction should be stressed.
i Economics in construction does not mean the use of insufficient
materials or reduced quality, but additional investigation of
alternatives is required to determine the most efficient and
acceptable use of the materials and resources available on the
construction site.
Methods used to control runoff in urbanizing areas reduce the
volume and/or the rate of storm water runoff. The effectiveness
of any control method depends upon the availability of potential
storage, the inflow rate and the outflow rate. Because a great
;• variety of methods can be used to control peak storm water
flow, each method suggested should be evaluated for both effective-
ness and acceptability for the given project. Effective and accep-
table measures for reduction of peak runoff rates are, of course,
not limited to those listed.
L The details for the construction of each method suggested are
most important. These details should be carefully examined to
ensure that greater problems are not created by the construction
of a control device than are solved.
L
I
L
M �^.",£! r ' Ems' r" F,:."•.•M E®' MI R1 P - ti'•.: f r"' �'�' M FIT P'.FJ fif.!.
MEASURES FOR REDUCING AND DELAYING URBAN STORM RUNOFF
i AREA
REDUCING RUNOFF
Large flat roof
1.
Cistern storage
1.
Pool or fountain storage
Parking lots
1.
Porous pavement
2.
Concrete vaults and cisterns
beneath parking lots in high
value areas
3.
Vegetated ponding areas around
parking lots
4.
Gravel trenches
Residential
1.
Contoured landscape
2.
Ground -water recharge
a. perforated pipe
b. gravel (sand)
c. trench
d. porous pipe
e. dry wells
3.
Vegetated depressions
DELAYING RUNOFF
1. Ponding on roof by constricted .
downspouts
1. Increasing roof roughness
a, rippled roof
b. gravelled roof
1. Grassy strips on parking lots
2. Grassed waterways draining
parking lot
3. Ponding and detention measures
for inpervious areas
a. depressions
b. basins
1. Reservoir or detention basin
2. Planting a high delaying grass
(high roughness)
3. Grassy gutters or channels
4. Increased length of travel of
runoff by means of gutters,
diversions, etc.
': A.
ADVANTAGES AND DISADVANTAGES OF h1EASURES FOR REDUCING AND DELAYING RUNOFF
MEASURE ADVANTAGES DISADVANTAGES
Cisterns and covered ponds 1.
B. Surface pond storage
(usually residential,
commercial and industrial
areas)
C. Ponding on roof by con-
stricted downspouts
D. Increased roof roughness
1. rippled roof
2. gravel on roof
2.
3.
Water may be used for:
a. fire protection
b. watering lawns
c. industrial processes
d. cooling purposes
Reduce runoff while only
occupying small area
Land or space above cistern
may be used for other purposes
1. Controls large drainage areas
with low release
2. Aesthetically pleasing
3. Possible recreational benefits
a. boating
b. ice skating
C. fishing
d. swimming
4. Aquatic life habitat
S. Increases land value of
adjoining property
I. Runoff delay
2. Cooling effect for building
a. water on roof
b. circulation through
I. Runoff delay and some re-
duction (detention in
ripples or rrsrell
1.
2.
3.
4.
S.
Expensive to install
Cost required may be restrictive
if the cistern must accept water
from large drainage areas
Requires expensive cleaning and
maintenance
Restricted access
Reduced available space in
basements for other uses.
1. Requires advance land planning
2. Possible pollution from storm
water and siltation
3. Must be deep enough (+101) to
support fish life to prevent
mosquito breeding
4. May have excessive algal blooms
resulting in eutrophication
5. Maintenance problems with land/
water interface
6. Potential liability
I. Higher structural loadings or
greater flexure under loads
2. Clogging of constricted inlet
requiring maintenance
3. Freezing during winter (exp ansi
4. Potar,tial for leakage of roof
(water damage)
1. Somewhat higher structural
1 oadings
1. Higher pctfrticl for leafs
F ° PM19 PT& F° t'°_ rP _ WA P® "-I i;=' !® Pia r° !"4 M FMM- rMq [Z'
MEASURE ADVANTAGES
E. Grassed channel and vegetated 1. Runoff delay
strips 2. Some runoff reduction
(infiltration recharge)
3. Aesthetically pleasing
a. flowers
b. trees
- F. Ponding and detention 1. Runoff delay
measures on impervious 2. Runoff reduction
pavement
1. basins
2. constricted inlets
G. Dry reservoir or detention
basin
H. Ground -water recharge
1.
perforated pipe or
hose
2.
french drain
3.
porous pipe
4.
dry well
1. Routing flow over lawn
1. Runoff delay
2. Recreation benefits -baseball
football, etc., if land is
provided
3. Aesthetically pleasing
4. Could control large drainage
areas with low release
DISADVANTAGES
1. Requires use of some land
area for vegetated strips
2. Grassed areas must be mowed
or cut periodically (main-
tenance costs)
3. Increased difficulty of cleaning
1. Somewhat restricted movement of
vehicle
2. Interferes with normal use
during heavy runoff periods
3. Depressions collect dirt and
debris requiring extra main-
tenance.
1. Advance land planning is
necessary
2. Maintenance costs
a. Mowing grass
b. Herbicides
c. Cleaning periodically
(silt removal)
3. May require ur.de rdrain system
4. Siltation
1. Runoff reduction (infiltra- 1. Clogging of pores or perforated
tion) pipe
2. Cround-water recharge with 2. Initial expense of installation
relatively clean water (materials)
3. May supply water to garden or 3. Monitoring of water quality, if
dry areas required could prove expensjte
4. Little evaporation loss
1. Runoff delay 1. Possible erosion or scour,
2 Increased infiltration which requires added expense
3. Easy to ucc•omplish 2. Rending water on lawn in
depressions in poorly graded
areas
3. Potential for ice build-up
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Appendix IDI
REVISIONS TO DESIGN STANDARDS FOR PUBLIC WORKS IMPROVEMENTS
IOWA CITY, IOWA
SECTION=- STORM SEWERS APPENDIX
752.9
748.0
755 EXISTING GRADE-,
BEST FIT UNIFORM GRADE
4/350' a 1.14%
O
750 TYPICAL STORM
DRAIN SYSTEM
o F LOW O
+—WATER MAIN i
O �W/5� COVER M
745
0 50 100 180 200 250 ann a5n
STREET GRADE - ALLOWING EXCESS FLOW
TO REMAIN IN STREET CHANNEL
+1.79° -1.00° +3.00°
755 761.b
HIGH POINT 748.0
752.4
O
750'EXISTING GRADE !l' -O" HEAD FOR „
STORM DRAIN �-
SURCHARGE
0 FLOW 0
O N WATER MAIN
745 n W1 5* COVER d
n
N
0 50 100 150 200 4.50 300 560
REVERSE STREET GRADE - REOUIRING EXCESS
FLOW TO SURCHARGE STOP.M DRAINAGE SYSTEM
E TEMPORARILY STORE IN THE STREET
THESE REVERSE GRADE6 SHOULD BE CREATED TO EXAGGERATE THE NATURAL VARIATIONS
IN THE EXISTING TOPOGRAPHY AND MINIMIZE THE UFFECT ON ROADWAY RIDE LOCAL
STREETS WILL GENERALLY NOT BE AFFECTED BY CHANGES Of 4% TO 6% IF PROPER
VERTICAL CURVES ARE CONSTRUCTED.
0
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Appendix 'El
REVISIONS TO DESIGN STANDARDS FOR PUBLIC WORKS IMPROVEMENTS
IOWA CITY, IOWA
SECTION Mr - STORM SEWERS APPENDIX 'E'
8
L
PIPE LAID PARALLEL TO THE STREET
SHALL NOT LIE UNDER PAVING.
Ab—T
I I
W
W
LOCAL STREET
I
C_A
STORM SEWERI STORM SEWER
AT INTERSECTION PARALLEL AT STREET
QI I •TB
I H II J
C Co
5
I c
LWI
t
STORM SEWER
PERPENDICULAR TO STREET
NOTES
I. FLOWS ALLOWED TO PROCEED AROUND COR-
NER TO SUMP . AWAY FROM INTERSECTION
2. FLOWS NOT ALLOWED TO CROSS INTER-
SECTION
3. DISTANCE BETWEEN MANHOLES NOT TO
EXCEED 400 FEET
4. NO INLETS BETWEEN PTR IN RADIUS
6. M - MANHOLE
O - ORATE INLET OR INLET MANHOLE
C - CURB INLET
MANHOLE
INLET /// SIDEWALK PROPERTY
/
1 /ORATE INLET
WAY LINE--\ �— I/ft w^ , rAV
SECTION 8 - 8
CURB INLETS LOCATED TO KEEP TWO
It FOOT LANES FREE OF WATER IN
A 6 YEAR STORM.
SECTION A - A
ORATE INLETS LOCATED TO KEEP ONE
I: FOOT LANE FPEF OF WATCP IN /.
6 YEAR STORM.
CAL STREET
kTE INLET
lun° inLc, rnmmL, KtYLK01eLc UKATt CURB INLET FRAME, REVERSIBLE GRATE
$ CURB BOX TO BE NEENAH R-3086 B CURB BOX TO BE NEENAH R-3087
OR APPROVED EQUAL OR APPROVED EQUAL
/GRADE GRADE
BEHIND BEHIND
CURB
I+—CURB
.STREET
GRADE
i
' IY
/STREET CURB
/ GRADE
`GROUT FRAME '
TO WALL d• 2,-OY °
IN 10
WALLS TO BE G" °
POURED CONCRETE w o
OR PRECAST RE- __ �, •;
INFORCED CON- a i
CRETE SECTION$ •Y• a
�� BARS#12 C. �• ' a,;'
1 VERT. S HORI
1SYMM.COVER
fJ
•: a °.
-$Y SAND CUBHION-
SECTION A -A
i
t
A
CURB INLET FRAME,
REVERSIBLE GRATE B
CURB BOX TO BE
NEENAH R-3065 OR
APPROVED EQUAL -.c�
TYPICAL STREET INLET MANHOLE
GRADE BEHIND CURB
STREET GRADE
BRICK OR CONCRETE AS REQUIRED
.o','.o,,•; TO MAX, OF 4" TO MEET STREET
'•�•,'; GRADE LINE. 24" MAX. HEIGHT
GROUT FRAME TO • . , ' : ' • •p, •, • .. OF SPACER RINGS, IN -
0
•O•"•' .o,• CLUDING C.I. CURB
;', p 2-O� MIN. • o'. • .'.'n .' : •.a.:
SPACER RING OR ,4• INLET FRAME.
MANHOLE WALL
FLAT TOP
CEMENT MORTAR JOINTS
WITH RUBBER GASKET
AS SHOWN OR COLD BI-
TUMINOUS COMPOUND
JOINTS MADE IN SAME
MANNER AS SEWER PIPE
JOINTS WITH S" STRIP
MASTIC PAINT AROUND
OUTSIDE OF JOINT.
STEPS TO BE SPACED AT 12" °
MIN. TO IS" MAX. FOR STEP°.'.
DETAIL SEE APPENDIX 'G'. •:o
STEPS ARE NOT REQUIRED
IF MANHOLE IS THAN E
FEET IN DEPTH. •o'
DIA, FOR OVER 24" PIPE
`SLOPE 1" TO IO"
S£CT'ION A - A
48" PRECAST CON—
CRETE SECTIONS CON-
FORMING TO A.S.T.M.
SPECIFICATION C-75
TYPICAL PEDESTRIAN
MALL INLET
FRAME S GRATE TO BE
NEENAH R-2800 OR AP-
PROVED EQUAL
~4 BARSA 12"C. -C,
HORIZ, s VERT.
3" MIN. COVER
A B
PAVING
TYPICAL REAR
YARD INLET
BEEHIVE GRATE TO BE NEENAH
R-4340 A OR R-4340 B WITH
C.I. FRAME OR APPROVED EQUAL
GRADE
o"•
GROUT
°•
FRAME
s
°
t
e TO WALL
' •o. G __ ' e
WALLS TO BE B"
'O••' '�'
°
o
°• POURED CONCRETE
° „
N
OR PRECAST RE -
'o '•, Z'- 0 DIA.
G
INFORCED CON-
••
•,•0
c
CRETE SECTIONS
12" I"
o
_
°.•
E -OM DIA.
.',o•':o.•. .a•.• :o:.'.'
�_�•O• ' • �• ' P_' �.• _ B" SAND CUSHION
SECTION A —A SECTION B — 0
B
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9
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VARIABLE LENGTH VARIABLE LENGTH
• ----- '
- - -_ I -- -- j-------- --�
I
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A 1
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TYPICAL ALLEY INLET
r4 BARS 012"C.•C.
VERT. B HORIZ.
eMIN. COVER—
D •
O .
D•o
V
f LEWOTH
SECTION A - A
wl
J
m
4
I �
I
NEENAH R-4670 OR
R-4781 ORATE WITH
NEENAH R-4899 FRAME
OR APPROVED EQUAL
PAVEMENT
4°
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Appendix IF'
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41
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REVISIONS TO DESIGN STANDARDS FOR PUBLIC WORKS IMPROVEMENTS
IOWA CITY, IOWA
SECTION 3M: - STORM SEWERS APPENDIX 'F'
NOTEsr
I. PIPE SHALL BE LAID ON UNDIS-
TURBED SOIL.
2, BELL HOLES SHALL BE HAND
SHAPED SUCH THAT THE BARREL
OF THE PIPE LIES ON UNDISTURBED
SOIL.
3. BACKFILL SHALL BE HAND TAMPED
UP TO 12 INCHES ABOVE THE TOP
OF THE PIPE.
CLASS "C" BEDDING FOR RCP
♦��1��1�1��111/1/11/11111
BEDDING������111��111��11��������11111111�1111111�1111.
� . r
♦� 11�111���111111111/1♦ ON PIPE -
'COMPACTED GRANULAR
����111�1/11��11����11�����111111111111111''
����111111111�����1�11���11��11�111,111111
DISTURBED SOIL.
2. BELL HOLES SHALL BE HAND SHAPE -1 PIPE LIES ON COMPACTED BEDDING.
OF
'
HAND TAMPED
PLACED
Up TO 12 INCHES ABOVE THE TOP
BACKFILL
OF THE PIPE.
•ems•• � � �. `
�i �s ��. D/Y • T
COMPACTED GRANULAR BUND
091TER1AL Belt
CLASS "B" BEDDING FOR RCP
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1. PIPE SHOULD BE LAID ON COM-
f����������4•�•�4�����1��
PACTED GRANULAR
OOOi�i000�000Qp00
MATERIAL WHICH
�i0�0i�i'0 IS TO BE PLACED
OVER UNDIS-.
w IURSED SOIL.
2. BELL HOLES SHALL
BE HAND
SHAPED SUCH THAT
THE BARREL
OF THE PIPE LIES
HAND
ON COMPACTEr
BEDDING
PLACED
BACKFILL 3. BACKFILL SHALL BE
HAND TAMPED
UP TO 12 INCHES
ABOVE THE
TOP OF THE PIPE.
12 II
MIN.
°°°e°0°e°e°��-.vn9� =D/4(4"MIN.)
UNDISTURBED SOIL '-COMPACTED GRANULAR MATERIAL
UNDISTURBED BOIL
MODIFIED CLASS "B" BEDDING
FOR ESVCP AND CP
HAND
PLACED
BACKFILL
D/P • T
NOTES,
I. PIPE SHOULD BE LAID ON COM-
PACTED GRANULAR MATERIAL WHICH
IS TO BE PLACED OVER UNDIS-
TURBED SOIL.
2. BELL HOLES SHALL BE HAND
SHAPED SUCH THAT THE BARREL
OF THE PIPE LIES ON COMPACTED
BEDDING.
B. BACKFILL SHALL BE HAND TAMPED
UP TO 12 INCHES ABOVE THE
TOP OF THE PIPE.
0/4 (1" MIN.)
GRANULAR MATERIAL
CLASS "B" BEDDING FOR PLASTIC
PIPE (PVC AND ABS, SDR 3S OR LESS)
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Appendix IGI
REVISIONS TO DESIGN STANDARDS FOR PUBLIC WORKS IRAPROVEMENTS
IOWA CITY, IOWA
SECTION - STORM SEWERS APPENDIX
BRICK OR CONCRETE AS REQUIRED TO
MAX. OF 4" TO MEET STREET GRADE
MANHOLE FRAME AND LID TO LINE. 24" MAX. HEIGHT OF SPACER
BE NEENAH R-1670 OR AP- RINGS, INCLUDING C.I. MANHOLE FRAME.
PROVED EOUAL.--_—_—�
GROUT FRAME TO
SPACER RING OR
MANHOLE WALL
•< :.: "
° I-IIMIN. '•a..'•'O.'.o.;'o',,.'o:
FLAT TOP
'o •'
6' DIA. FOR OVER 24" PIPE
•'e'
CEMENT MORTAR JOINTS WITH
RUBBER GASKET AS SHOWN OR
•;.?
'�•d
COLD BITUMINOUS COMPOUND
O
'°;:•
JOINTS MADE IN SAME MAN-
STEP
' ;a
NER AS SEWER PIPE JOINTS
n
WITH 6" STRIP MASTIC PAINT'o'
STEPS ARE NOT RE -
AROUND OUTSIDE OF JOINT.
TYPICAL MANHOLE 6OR LESS IN DEPTH
OUIRED IN STORM
••'o••o.
SEWER MANHOLE
.�e ' �RE
o�'
4B" RECAST CON -
LESS THAN 3 FT.
'; .'e
12" MIN,
••
CRETE SECTIONS
DEEP.
'o ' .
16.. MAX..°
CONFORMING TO
A.S.T.M. SPECIFI-
;e''D•
e.
o. '4
CATION C-73
NEENA H
R- 1830E OR
APVROVI'D
E01JAL
STEP DETAIL
O
°
4' DIA. FOR 24" PIPE B UNDER
'o •'
6' DIA. FOR OVER 24" PIPE
o••
10
O
� •. v o� o •' a ..�. m
TYPICAL MANHOLE 6OR LESS IN DEPTH
NEENA H
R- 1830E OR
APVROVI'D
E01JAL
STEP DETAIL
GROUT FRAME TO MANHOLE FRAME AND LID TO BE
SPACER RING OR NEENAH R-1670 OR APPROVED
MANHOLE WALL .0• . ... EQUAL
I�-II" MIN.
11
��, •c'.• BRICK OR CONCRETE AS RE-
•�=' ••:o OUIRED TO MAX. OF 4" TO
2i -0" MEET STREET GRADE LINE. 24"
• MAX. HEIGHT OF SPACER
RINGS, INCLUDING C.I. MAN -
•.'o 'O.•' • HOLE FRAME.
is •'�
0
'•0
•e•
CEMENT MORTAR JOINTS WITH
'r '
RUBBER GASKET AS SHOWN OR
.
FOR24"
PIPE B UNDER
�•
•L•
o'
COLD BITUMINOUS COMPOUND
•° • •
JOINTS MADE IN SAME MANNER �. •'
q3° PRECAST CON-
OVER 24" PIPE
'
AS SEWER PIPE JOINTS WITH :
CRETE SECTIONS
STEP
•'°•
;o•
S" STRIP MASTIC PAINT AROUND
CONFORMING 70
A. S.T. M. SPECIFI-
OUTSIDE OF JOINT. :e.:
'o
CATION C-75
°
12" MIN.
10..
:."•
16 MAX. ?.•',
0
NEENAH
R-I9E01: OR
APPROVED
ECUAL
STEP DETAIL
'•0
°• '
4' DIA,
FOR24"
PIPE B UNDER
•O
• �.
6' DIA,
POR
OVER 24" PIPE
•e:
'o
°
10..
O O
O ... O. � • e.
BM
TYPICAL
1NANHOLE
8'
OR MORE IN
:DEPTH
NEENAH
R-I9E01: OR
APPROVED
ECUAL
STEP DETAIL
Appendix 1H,
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Revisions to Design Standards for Public Works Improvements
Iowa City, Iowa
Section VII - Storm Sewers Appendix Ili'.
Mean Non -Eroding Velocities
Velocity
in Feet Per Second
New
Shallow
Deep
Material of Channel Bed
Construction
Ditch
Canal
Fine sand or silt, non -
colloidal
0.5
0.5-1.5
1.5-2.5
Coarse sand, sandy loam,
non -colloidal
0.5-1.0
1.0-1.5
1.8-2.5
Silty loam or sand loam
non -colloidal
0.5-1.0
1.0-1.8
2.0-3.0
Clayey loam or sandy clay
non -colloidal
1.0-1.5
1.5-2.0
2.3-3.5
Fine gravel
1.0-2.0
2.0-2.5
2.5-5.0
Colloidal clay or non -
colloidal gravelly loam
1.0-2.0
2.0-3.0
3.0-5.0
Colloidal, well graded gravel
1.5.2.0
2.3-3.5
4,0-6.0
Pebbles, broken stone, shale
or hardpan
1.5.2.5
2.5.4.0
5.0-6.5
Sodded gutters and 4:1 side
slopes
1.5-3.0
3.0-5.0
5.0-6.5
Ung -routed cobbles or bituminous
paving
2.5.5.0
5.0-7.5
6.0-9.0
Stone masonry or gabions
5.0-7.0
7.5-15.0
15.0-20.0
Solid rock or concrete
15.0.20.0
35.0-25.0
20.0-25.0
Measures to Control Velocit of
Mean anne Tota
1. Check dam or ditch check in channel. This may be temporary
in order to allow channel aging to occur or to establish
soil stabilizing growth.
2. Energy dissipators installed in critical reaches of the stream
3. Crossover driveway with culvert.
Measures to Stabilize Channel
Side Slopes to Control Erosion
1. Revetment paving with gabions or grouted cobbles .
2. Bituminous or concrete pavement.
3. Soil cement, lime or bituminous stabilization of adaptable
material.
4. Stabilize soil with vegetation that will not obstruct flow.
ORDINANCE NO. �6-1.007
AN ORDINANCE REGULATING THE RATE OF DISCHARGE OF STORM WATER RUNOFF:
L' SPECIFYING CRITERIA FOR DETERMIN114G RUNOFF RATES; ESTABLISHING DEVELOP-
MENT STANDARDS FOR THE CONSTRUCTION OF RUNOFF CONTROL FACILITIES: AND
• SETTING FORTH PROCEDURES FOR THE ADMINISTRATION THEREOF.
SECTION I. PURPOSE. It is the purpose of this ordinance to establish
maximum rates for the discharge of storm waters into the various watercourses
of Lhv: City for the purpose of promoting the health, safety and general welfare of
Lthe pup-rLation by minimizing or eliminating dangers of flooding to life and
property.
It is further the intent of this ordinance that runoff control devices be
proviclr•.cl as areas of land are developed or redeveloped for urban use. It is not
the inLent•of this ordinance to utilize areas for the sole purpose of storing or
detainirri excess storm water, but to permit such areas to be used for other
compatible urban uses as well.
L` SECTION II. DEFINITIONS.
A. Storm Water Runoff. Water that results from precipitation which is not
i� absorbed by soil or plant material.
{G, B. Natural Drainage. Water which flows by gravity in channels formed by
the surface topography of the earth prior to changes made by the efforts of man.
:L C. Excess Storm Water. That portion of storm water runoff which exceeds
the transportation capacity of storm sewers or natural drainage channels serving
La specific watershed.
D. Excess Storm Water Passage. A channel formed in the ground surface to
^ carry storm water runoff through a specific area.
E. Storm Water Runoff Release Rate. The rate at which storm water runoff
Cis released from dominant to servient land.
F. Storm Water Storage Area. An area designated to temporarily accumulate
L excess storm water.
i
G. Tributary Watershed. The entire catchment area that contributes storm
water runoff to a given point.
H. Dry Bottom Storm Water Storage Area. A facility that is designed to
he normally dry and which accumulates excess storm water only during periods when
the restricted storm water runoff release rate is less than the storm water inflow
rate.
1. Wet Bottom Storm Water Storage Area. A facility that contains a body of
water and which accumulates excess storm water during periods when the restricted
eturm vomer runoff re-leaee rate is lase then the storm water inflow rate.
1 0. Cuntrul Structure__ A facility constructed to regulate the volume
storm water runoff that a conveyed during a specific longth of time.
[� Ordinance No. 7b-2807
i page 2
�j K. Positive Gravity Outlet A term used to describe the drainage of an
area in a manner that: will ensure complete removal of all surfaco water by mennu
Lof natural gravity.
L. Safe. Storm Water Drainage Capacity. The quantity of storm water runuff
r, that can be transported within a channel, passage, conduit, tube, duct, or com-
bination thereof in such a manner that the elevation of the water does not rise
sufficiently above the level of the adjacent
ground surface so As to cause
damuyc to structures or facilities located thereon.
M. Low Flow. The transport or flow of a normal or usual volume of storm
water as opposed to a high or peak volume which would utilize overflow facilities.
LIJ. City. The City of Iowa City, Johnson County, State of Iowa.
O. Director of Public Works The Director of Public Works or his/her
designate.
LSECTION III. REGULATIONS. The Department of Public Works of the City of
City,
Iowa IOWd, shall develop and establish written policies, procedures,
criteria and regulations concerning the inspection, determination and approval
Of the standards for the construction and/or development of storm water manage-
ment structures.
4� Such rules and regulations shall be adopted by resolution by the City Council.
SECTION IV. ADMINISTRATION
A. Prior to the construction of any storm water control structure or storm
water detention facility on the construction or development site, the developer
shall obtain a building permit. No such permit shall be issued until the following
documents have been submitted to the Director of Public Works and approved:
I. Piens and proposed methods for the prevention and control of
erosion.
zoaion.
L
2. Plans, specifications and all calculations for the control of
storm water runoff as required by this ordinance and any rules and regula-
tions promulgated by the Director.
B. No building permits for habitable structures shall be issued for any
development or redevelopment not con4,lying with this ordinance.
L C. Any decision of the Director shall be pursuant to written specifica-
tions and regulations as adopted by the City council.
�1
SECTTUN V. ADMINISTRATIVE REVIEW Any person affected by any decision of
the Director which has been given in connection with the enforcement of any
1 provision of this ordinance say request, and shall be granted, a hearing on the
matter before the Housing Appeals Board, provided that such person shall file in
the offices of the Director a written petition requcuting such hearing and setring
forth a brief steten.ent of the grounds thereture. Upon receipt of such petition,
the Director shall set a time and place for such hourinq and shall givu the
Petitioner written notire therf-4. At such hearing, tine Ixtitioner shall he given
an opportunity to be heard and to show wiry such decision should be modiiivd or
J:
16 ze0�
Fags 3
t,r
withdrawn. The hearing shall be commenced not later than thirty (30) days after
t the date on which the petition was filed.
After such hearing, the )lousing Appeals Board shall sustain, modify or wi
draw the decision of the Director, depending upon its findingsth-
, The proceedings
at such hearing, including the findings, and decision of the housing Appeals
Board, shall be summarized, reduced in writing and entered as a matter of public
t!t record in the office of the Director. Such record shall also include a copy of
every notice or order issued in connection with the matter. No hearing shall be
valid unless a majority of the Board is present and no decision at a hearing
shall be valid and binding unless reached by a majority of the whole Board.
Following the decision of the Housing Appeals Board, all parties shall be notified
of the decision by delivery to them of a copy of such decision by personal service
or by certified mail, return receipt requested. An
y person ed by
sion of the Housing Appeals Board may seek relief therefrom ingany vcourt of e deci-
compateut jurisdiction, as provided in the laws of this State. An appeal pursuant
to this section shall not stay the effect of the Director's order unless so
ordered by the Housing Appeals Board.
SECTION VI. APPLICATION. This ordinance shall apply to any residential
development comprising a gross aggregate area of two (2) acres or more or to any
commercial, industrial, institutional, governmental, utility or other development
or redevelopment comprising a gross aggregate area of one (1) acre or more. The
'1 gross aggregate shall include streets and other dedicated lands.
SECTION VII. EMERGENCY. Notwithstanding any other provisions of this
C; r' ordinance, whenever in the judgment of the Director of Public Works a condition
occurs in a storm water storage area that creates a dangerous and imminent health
and safety hazard, the Director shall order such action as shall be effective
immediately or in the time and manner prescribed in the order itself.
SECTION VIII. GENERAL REQUIREMENTS
A. Storm Water Release Rate. The controlled release rate of storm water
W runoff she., not exceed the existing safe storm water drainage capacity of the
downstream system as determined by the Director. The release rate shall be the
C average value computed with excess storm water representing 50• of the available
storage volume.
L Such release rate shall be computed as a direct ratio of the area of the
tributary watershed and shall not exceed
drained. 0.15 cubic feet per second per acre
Where a proposed development contains only a portion of a watershed or
portions
e and stoag
bebased upDnethe aproportion dof the area release being tdevelopedrasecomparedmtot
thehentire
watershed tributary to the proposed storage area.
Where it can be demonotrated by the Developer that a higher storm water
release rate will not be contrary to the purpose and intr.nt of this Ordinance and
where Duch proposed releasr rate will not adversely affect properties deein the do
stream portion wn-
used aal the wdtprupriata. w uhed, thr Director nary I..•rmit Duch releases rat, t.o !K
;; mt:d np
' Ordinance No. 76-2P07
Pagn 4
EB. - Iixcrza Storm Water Passage,
a� 1. An excess storm water passage shall ba provided for all storm
161a water storage areas. Such passage shall have capacity to convey through
the proposed development the excess storm water from the tributary water-
shed. The capacity of such excess storm water passage shall be constructed
in such a manner as to transport the peak rate_ of runoff from a 100 year
�= return frequency storm assuming all storm sewers are inoperative, all upstream
areas are fully developed in accordance with the City's current land use
L` plan, and that antecedent rainfall has saturated the tributary watershed.
2. No buildings or structures shall be constructed within such
1L passage, however, streets, parking lots, playgrounds, park areas, pedestrian
walkways, utility easements and other open space uses shall be considered
compatible uses. In the event such passageway is reshaped or its capacity to
tninsport excess storm water otherwise restricted, the Director shall notify
sH� the agency, party or parties causing said restriction to remove the same,
and set a reasonable time for its removal. If said presons refuse to or are
L unable to comply with said order, the Director shall cause said restrictions
removed at the expense of said persons.
3. Where a proposed development contains existing natural drainage,
appropriate land planning shall be undertaken to preserve said natural drainage
�I as part of ,the excess storm water passage.
C. Determination of Storage Capacity. The volume of required storm water
storage shall be calculated on the basis of the runoff from a 100 year return
frequency storm. Such calculation shall be made in accordance with the hydro -
graph method of analysis as discussed in "A Computerized Method for the Hydrologic
Design of Culverts," I.11.R.B.P. HR -164 published by the Engineering Research
Institute, Iowa State University, Ames, Iowa. Rossmiller and Dougal, February,
1974, or other method approved by the Director. The applicable storm water
.runoff release rate shall be considered when calculating the required storm water
�.N storage capacity.
CD. Compensating Storage. In the event the orderly and reasonable develop-
ment of an area requires the storage of excess storm water to be located elsewhere,
compensating storage (the storage of an equal volume of excess storm water) may
., be provided at an alternative location provided, however, that the feasibility and
Ldetails of storm water control shall be approved by the Director.
L E. Easements. Easements which cover excess storm water passages, storm
water storage areas and other control structures shall be granted to the City for
the purpose of repair, alteration or to insure their .proper operation, however,
the City shall reserve the right not to accept such easement or any portion
` thereof.
SECTION IX. DRY BOTTOM STORM WATER STORAGE AREAS.
A. nesign Criteria.
a
J. Primar, and Secondary Uueb. Ury bottom storm water storage areas
Lshall be designed to serve a secondary purpose for recreation, open apace,
parking lot, or similar type of use that will not be adversely affected by
occasional int-emittent flooding.
(d
Ordinance No. '76-2007
5. Page 5
2. Drain fi stem. A syutom of drains "hall bn provided to transport
low flow storm water runoff thruugh ntoraqu areas. Such drainage systems
g� shall have a positive gravity uutlot to a natural pasnago or storm drain
INL with adequate capacity as described in Sectiun VIII, subsection B.
Multiple outlets from a storm water storage area are to be avoided
if the outlets are designed to be less than four (4) inches in diameter.
3. Storage Duration. The combination of storage of excess storm water
runoff from a 100 year return frequency storm and the allowable release
rate shall not result in a storage duration in excess of forty-eight (48)
hours.
4. Grades. Where turf areas are used for the bottom of dry bottom
storage areas, the minimum grades for such areas shall be two (2) porcent
M units horizontal to 1 unit vert.ical). Maximum side slopes for turf
+p shall be twenty-five (25) percent (4 units horizontal to 1 unit vertical).
Storage area side slopes shall follow the natural land contours in order to
i
minimize the amount of earth work necessary to create the storage facility.
5. Erosion Control. Erosion control measures consisting of mulch,
hydro -seeding, nurse crops, sod installation or other approved means shall
e, be utilized to control soil movement within and around the storage basin.
Energy dissipating devices or stilling basins shall be provided to
ensure that downstream soil erosion is alleviated and the regime of the down-
stream drainage facility is not disturbed.
6. Control Structures. Control structures shall be designed as simple
as possible and shall not require manual adjustments for normal operation.
Control structures shall be designed to maintain a relatively uniform flow
independent of storm water storage volume. Inlet structures shall be
f constructed in such a manner to prevent high velocity flow; to provide for
the interception of trash and debris and for soil erosion control. Inlets
shall be designed to eliminate turbulent flow conditions during any portion
Cof the storm water storage cycle.
Overflows for each storm water storage area shall be provided in
L the event a storm in excess of the design capacity occurs. Such overflows
shall be constructed to function without specific attention and shall become
part of the excess storm water passage.
LSECTION X. WET BOTTOM STORM WATER STORAGE AREAS.
A. Design Criteria. Wet bottom storm water storage areas shall be designed
in accordance with the design criteria governing the construction of dry bottom
.,i sttd'r. wt -ter storage areas, except fcor drains as required by Section IX.R.1.
The following additional regulations shall apply,
L1. Construction. The water surface area shall not exceed 1/)0 of
thr tributary watershed. Hinimuauurawl watar depth uhall be four (4) feet.
rb If fish are to be used to keep the pond clean, at least 1/4 of the pond
area shall have a minimum depth of ten (30) fact.
E, Page 6
Facilities shall be provided to lower the pond elevation by
gravity flow for cleaning Purposes and land/water interface maintenance.
Protection of the land/water interface shall be provided to alleviate soil
erosion due to wave action.
2. Control Structures. Control structures for storm water release
shall operate at their maximum rate with only minor increases in the water
".• surface level.
3. Stagnation Control, Measures shall be included in the design to
Q' prevent pond stagnation. Such measures may include fountain aeration or
other approved means to ensure aerobic pond conditions.
C4. Determination of Storage Capacity. When calculating the storage
rapacity of wet bottom storage areas, only the volume available to store
excess otorm water shall be considered. Permanent water storage does not
constitute control of excess storm water runoff,
SECTION XI. MISCELLANEOUS STORM WATER STORAGE AREAS.
A. Paved Surfaces, Paved surfaces, including automobile parking lots in
proposed storm water storage areas shall have minimum grades of one (1) percent
(100 unsorage
its
maximum,anpavementd shallbbase design e limited oani construc-
tion shall be accomplished in such a manner as to prevent damage from flooding.
Control structures in paved areas shall be accessible for maintenance and clean-
ing. The use of vortex control facilities at inlets to ensure that the maximum
allowable release rates are being developed shall be required as necessary,
ere
depth shaliparking
restrictedare
to theused
morestore
remote, leastwater,
used areaseof the parking
facility,
8. Rooftop Surfaces Rooftop storage of excess storm water shall be designed
with permanent -type control inlets and parapet walls to contain gxcess storm water.
Adequate structural roof design shall be provided to ensure that roof deflection
'I does not occur which could cause roof failure. Overflow areae shall be provided
LL to ensure that the weight of stored storm water will never exceed the structural
capacity of the roof -
C. Underground Storage Underground storm water storage facilities shall
L• be designed for easy access to accommodate the removal of accumulated sediment.
Such facilities shall be provided with positive gravity outlets,
LSECTION XII. CONTROL IN EXCESS OP REQUIREMENTS
Provision of Control Exceeding Requirements In the event etunr. water
runo!f control can be V-=+ ed in excess of the requirements of this ordinance
and the benefit of such additional control would accrue to the City of Iowa City
at large, the City may provide public participation in the increased coat t:!
the control of storm water runoff in proportion to the additional benefits
received.
91
IM
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L'
ordinance No. 76-2.RO7
Pago 7
SECTION XIII. REPEALER. All ordinances or parts of ordinances in conflict
with the provisions of this ordinance are hereby repealed.
SECTION XIV. SEVERABILITY CLAUSE. If any section, provision or part of
the ordinance shall be ajdudged to be invalid or unconstitutional, such adjudL-
cation shall not affect the validity of the ordinance as a whole or any section,
provioion or part thereof not adjudged invalid or unconstitutional.
SECTION XV. EFFECTIVE DATE. This Ordinance shall be in effect after its
final passage, approval and publication as required by law.
It was moved by deProsse and seconded by Perret th
that the ordinance be finally adopted, and upon roll call ere were:
ALES: NAYS: ABSENT:
x
Balmer
x _
deProsse
x
Foster
x
Neuhauser
x
Perret
x
Selzer
x
Vevera
C.
ayor
AITESTzi �,�1 . 1
City Clerk
First Consideration 8/24/76
Vote for passage: Neuhauser, Vevera, deProsse, Foster: Aye.
Selzer, Balme8r: N1T. Perret: Absent.
Second Consideration
vote for passage: Foster, Neu auser, Perret, Vevera, deProsse: Aye
Selzer, Balmer- Nay. None absent
LDate of Publication SqgfQVKUQ-r 30, 1971,
Passed and approved this 7th day of September., 1976.
uY -
C
,0
NORDINANCE N0. 76-2816
( AN ORDINANCE AmENDiNG ORDINAN= No. 76-2807 WHICH REGULATES THE
�+ RATE OF DISCHARGE OF STORM MTER RLJNOFP BY EVCPING A NEW EFFEC-
TIVE DATE OF SAID ORDINANCE ADD REPEALING SECTION XV OF ORDINANCE
CNO. 76-2807.
SECTION I. PURPOSE. The purpose of this ordinance is to amend Ordinance
No. 76-2807 which regulates the rate of discharge of stoup water runoff by enacting
t a new effective date for said regulations.
W
SECPZIX9 II. AMENUMffNP. Section XV shall now state as follows:
CThis Ordinance shall become effective on the 6th day of November,
1976.
SECTION III. REPEALER. Section XV of Ordinance No. 76-2807 is hereby repealed
and all ordinances or parts of ordinances in conflict with the provisions of this
ordinance are hereby repealed.
■3 sECPION iv. EFFECTIVE DATE. This ordinance shall be in effect after its
final passage, approval and publication as required by law.
It was moved by Balmer and seconded by deProsse
Passed and aaroved this 2nd day of NoMflber _ . 19 76
that the Ordinance be finally adopted, and upon roll call there were:
LAYES:
NAYS:
ABSENTS
x
Balmer
x
deProsse
y
x
Foster
_^
x
Neuhauser
x
erret
x
S
Selzer
x
Vevera
OX-1'Nf
ATTEST:
Mayor
City
Clerko
L
It was moved by Balmer and seconded by deProsse that the rule
First Consideration
requiring the ordinance to be considered and voted on for
passage at two Council meetings prior to the meeting at
which it is to be finally passed be suspended, the first and
Second Consideration
seca:rd .conside-natiom ang vote be waive_', .and that the Coa -
nanee be voted upon for final passage at this time. loll call:
Date of Publication
deProsse, Foster, Neuhauser, Perret, Selzer, Vevera, Balmer: Ay
Nays: now. hbtion adopted, 7/0.
Passed and aaroved this 2nd day of NoMflber _ . 19 76
RESOLUTION NO. 75-120 ,6qq
RESOLUTION ADOPTING STANDARDS FOR PUBLIC WORKS INPROVENENT
PROJECTS IN IOWA CITY, IOWA.
WHEREAS, the City of Iowa City, Iowa, pursuant to the laws of the State of
Iowa has the power to make or contract for public improvements for the general
welfare of the citizens of Iowa City, Iowa, and
WHEREAS, the City Council upon the recommendation of the City Engineer deems
it in the interest of the health, cafety, and welfare of the citizens of tit,
City of Iowa City, Iowa, to establish standards for Public Works improvements, and
WHEREAS, the Department of Public Works has devised standards for planning,
designing and constructing Public Works improvements in Iowa City, Iowa•.
NOW THEREFORE BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF IOWA CITY,
IOWA:
Lz
and construction of any and all Public Works improvements in Iowa City, Iowa.
2, that copies of said standards be kept on file with the City Clerk.
It was moved by Brandt and seconded by Davidsen
that the Resolution as read be adopted, and upon roll call there were:
AYES t NAYS t
1.
that the
Proposed
Design
Standards for Public
Works Improvements
Davidson
in
Iowa City,
Iowa, be
adopted
as the standard for
all designing, planning
Lz
and construction of any and all Public Works improvements in Iowa City, Iowa.
2, that copies of said standards be kept on file with the City Clerk.
It was moved by Brandt and seconded by Davidsen
that the Resolution as read be adopted, and upon roll call there were:
AYES t NAYS t
ABSENT:
X
Brandt
x
Czarnecki
X
Davidson
X deProsse
X
Neuhauser
1 YOR
LTTr1MZ6
1
CITY LUN(r, 11
Passed and approved this 6th day of May 1075.
0
PROPOSED DESIGN STANDARDS FOR
PUBLIC WORKS IMPROVEMENTS
IN IOWA CITY, IOWA
CITY OF IOWA CITY, IOWA
DEPARTMENT OF PUBLIC WORKS
R• ri) . 1975
ft5�
10011
FROM:
RE:
e
CITY OF IOWA CITY
DEPARTMENT OF PUBLIC WORKS
14EM0RANDUM
DATE: April 2, 1975
Neal Berlin, City Manager and City Council Members
Dick Plastino, Director of Public Works
Design Standards
Attached is a final draft of the proposed Design Standards
for lows City, Iowa. Council had various questions regarding
cul-de-sacs. Inspection of present ordinances reveals that
the folio wing definitions occur in Chapter 9.50 of the City Code.
LOCAL, ST1ttET - A street which provides for direct access
to ai1utt.ing property and for the movement of local
tr.nrfic.
C11-ol -SAC - A local street closed at one end with a turn-
Nround--a radial, circular or loop drive at the
tormination and of a cul-de-sac permitting a vehicle
to reverse its direction while continuing its forward
:,;ovement.
Sect_ca 9.50.5 of the Code further states that "local streets
shall be p tved 28 feet and cul-de-sacs shall be paved with a 28
feet wide paving at the outer edge of which shall be 1S feet inside
tha circurr"rrence of the right-of-way and the inner edge of which
shell be 43 feet from the circumference of the right-of-way. Cul-
de-sacs shill not exceed 900 feet in length. A cul-de-sac shall
be weasured from the centerline of the street from which it commences
to the certnr of the turn -around."
The Code aeums to make it clear that a cul-de-sac is a local
street wit:. a loop on the end; therefore in the Design Standards
the refe!-e-10 to pavement width simply says local streets shall be
26 f -et vide. In addition, we have a drawing on the next to the
iati page df this document which shows a picture of a cul-de-sac.
.;, bhliei,e this makes the intent of both the City Code and the
Ai? r-ferenre to parking prohibition has been deleted. it
S14! ^ '''k•' helitf that the purpose of the Design Standards
is tb pPrVidd a working document for contractors, subdevelopers
and engineers involved with the physical facilities of the City.
A parking prohibition does not fit into this category and we strongly feel
that perking prohibition references should be handled in the Zoning
Ordinance sand not in a dnrument designod tote'_!), and :;pecificully tow•urd
physical design parameters.
Designndards
W1 -0U.
-2- Agh April 2, 1975
The Planning and Zoning Commission has reviewed the attached
document and consensus has been reached that the document is adequate
as shown. Ile are hopeful that Council will accept this document so
that it may become an established working guide for developers,
contractors, engineers and architects working in Iowa City,
Department of Public Works
To: Developers, Conjfaetnss, Engineers, and Architects
working in Iowa City
(t [sere 2 -or ;•oi,i' -%ay .refs*endo, is a brochure setting forth
the decinn ^tan•acr6v for Public Works improvements as they
rpp7.Y l:cn: .3 fytja Citp. PTe feel that attention to these
standarar r:?.1.1 ropuTt in loss confusion and uncertainty on
Your psrt ahi"a planning, designing and constructing these
faciliiieo, 6-A Wall cs reducing the operating and maintenance
problem.: w.hich tha City of Iowa City encounters once the
facility i3 bu_.ls and in use.
This boo'c.'•.et oentains standards for streets and alleys,
tt sicenalke, t•:etAt distribution systems, sanitary and storm
rewars, trafEi.o signals and street lighting. It should be
,?cinteC nu` 0r.9: thcix:a standards are by no means all
inclusive. ;1'0-V mora dotailed information please contact the
Engineerin:; Mvinion of the Department of Public Works
which i3 rr.•ephngible for the implementation of these design
cricerir..
"flank you for ;your cooperation. We hope you enjoy working
_ in ?be:a City,
Respectfully yours,
L
Georg Bonnett, P.E.
City Engineer
l:1
0 Rholdb
L
a
TABLE OF CONTENTS
E, I. STREETS -------------------------------------- I -1--I-5
`j
II.
ALLEYS ---------------------------------------
II-1--iT-2
i
- PI."ca„ ,u" Curb 6 Gutter
------------------------------------
Figure 3 -
Typichl CLwrb Croos-Section
III.
SIDEWALKS
III -1
IV.
DRIVEWAYS ------------------------------------
IV -1
"igu.c 5 -•
V.
WATER DISTRIBUTION SYSTEMS -------------------
V -1--V-2
yp.vsi Manhole 6' or more in Depth
VI,
SANITARY SEWERS ----- _==4=--------------------
VI-1--VI-4
VII.
STORld SEWEr.S---------------------
VII-I--VII-3
VIII.
TRAFFIC C01'7 bf, --wM1Y MYYb ww-----------------
VIII-1--VIZI-ii
IN..
ROADS WP:: ------------------------------
IX -1-- ZX -2
`j
Figurr, ?. •-
u;.Cs1 f;treat. Crous-Section
�.
Figure 2
- PI."ca„ ,u" Curb 6 Gutter
Figure 3 -
Typichl CLwrb Croos-Section
Fiqurc n, -
Typi.C51 Al.lcry Croos-Section
Figure 5 -
nriver,av Diagram
"igu.c 5 -•
TypiVbl Manhole 6' or lees in Depth
Figure 7 -
yp.vsi Manhole 6' or more in Depth
ere
,e tar, Drop Connection
:'igura 9 -
Sa,.ii ;:ury Moor
LF:.yure
:.1
- A".1ev Catoh Bevin
a.c .._
- ,•a,...: ''erl� Srtake
figuree3
;
- IiA-� rurb Intake
F'cure 14
- nn -G ('urb ?ntcke
Figure 15 -
RA -6 Curb Intake
y/
Fiqure 16 -
RA -7 Throat Extension
Figure 17 -
RA -D Curb Intake
Figure 18 -
Typical Vraffic Simnel Location
'-
FfOurs 70 -
Cut -di Sao r�-,, '
Figure PO -
fypl6al argp ,)Irh 1 7• 17.:4{.;,,:'�,
sirr10N I
I� STREETS
bs
1-1,0 Street Classification
1,1 All stracts shall be classified according to their functional
use which are defined as follows:
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
goggrotion points, u'nd on which geometric design and traffic
eoatrol measures ere 6sed to facilitate the safe movement
of ctil'tiiigh traffic.,
6fino: A4'Ca�id. = 6 fc vzaes fCz through traffic novement between areas
"4 c=royo ¢Aw 61ty, W dirrct access to abutting property;
B��ljBCe tti 6W srscsftsry control of entrances, exits, and
e rg llgd 6cr 49 50 int•Ppase the capacity and improve the
slii•4iv eliNitisbclintias of the street.
elle set ^'thio typl, of street system provides for the movement
of ttaryic bottom arterial routes and local streets, as
.101 ss 17701,11di:,g direct access to abutting property;
nrOcratr cnottotZ of low speed tr..fic, including some bus
t.sfy"d, omi bo carried on these streets,
iocrl 110017Ontitll - This type of street serves only as a means
Ay491 to zlm-tting residential property and is planned
t 4 c low Opo od, low traffic and short trip route.
1.0ca: Ci.vwhrfoisl - A street or road providing access to businesses
{ 6a tsorcinl property,
j'I lnuu:;t:,.11 A soon: or road providing access to manufacturing
elPotc Cr in'l::ftTlal facilities.
(1 T.-rfFir i-.�-�JI).t •�i �.:.h�
traffic lane width except for local residential shall
he
L �•' or F•+^r >brin! vt «eete erd industrial streets the lane width
shell fa 15 fetlt, Thlb is due to the heavy volume of truck traffic
F7tet�e^ !-" theSO £trp°tr,
•' " �!`" ! !'ti Ac{ -ti ih ei!h$ that in the design of local streets
fl b rU`ti'! of ionos for moving traffic will be a secondary con-
sideration,
2.4 Lae&l strreis shell be designated for u einimus of Ze foot wide
' pavement back to back of curb.
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!° 1-3,0 Separate Turn Lanes
(11 3.1 Separate turning lanes may be included on arterial streets but will,
as a rule, not he found on other streets, where separate turning
lanes are required on the bnsis of a capacity analysis of the inter-
section, than a width of 12 feet will be used for major arterial
streets where substantial truck traffic is involved, and 11 feet
rin width for minor arterial streets,
°a 1-4.0 Parking Lane Width
4,1 Parking lanes will not be provided on arterial streets.
4,2 Where pfoi%idod for on local residential and collector streets,
the parking land' shall be 8 feet in width,
4.3 Whore prey ded for within the commercial business district, paraUeZ
,g oarki^.J tcnov aha" be 10' fc^.t it: width and angle parking Zana shaZZ
t in width.
1-,.0 liirht-or-Nay width
The right -01-Way Will be 80 feet in width for arterial streets,
Z feat For collector and industrial streets and 50 feet for
I;cal seroots, Tids Width does not provide for medians or
be,,, yards that might he constructed within the right-of-way.
5,2 If medians c.,r boulovards are to be constructed then additional
eight-cf-%fL y may be required depending upon the design and width
of ihu median,
T-5.0 Ehouiens
Mhc- • nu ou;vb and gutter is constructed there shall be a 10 foot
�. ;rcvnl or rock shoulder.
I-'1,0 nJz�iar.s
7.2 Genercily :,t!nn�ing, medians will be found only in arterial streets,
The W'Ah may Vv*y anywhere from a minimum of 16 feet to a maximum
r.ldtn of bP feet, ht intersections, medians may be used to pro-
1 iqh (0 r,e^arnte !eft turn storage lanes.
!;'Viblls a?uQ'j:'v •atua cen6tructed as part of local streets shall
400b±tr to the rens design otandsrds as set forth for arterial
i(irot6.
., 1-4.0 Street Grades
8.1 The maximum street grade for arterial and industrial streets shell
be 81, for collector streets 10% and local ctroets :2t,
1-2
8.2 The minimum grade for gutter drninago will lie 0.51.
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1-9.0 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 1, This cross
slope is equivalent to 1/4 inch per foot,
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1-10.0 Design Speed
10.1 A design speed will be used in establishing the geometric features
1� for arterial streets only. For arterial streets the design speed
will be assumed to be 35 miles per hour. This highway design
speed shell be used to establish features such as the supereleva-
tion rate, critical length of grade, intersections, curbs, etc.
CI-11.0
Curb
and Cutter Section
11.1
A curb and gutter cross section shall consist of a 6 inch
b
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.
L11.3
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.
1.12.0 Pavement Material and Thickness
C,
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.
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12.1.2 Pull depth Asphaltic Concrete hot mix conforming to the
11..
Iowa State Highway Commission standards for Type 'B"
base and 1 319" minfmwn thickness 'type "A" surface eouree,
0.11 asphaltic concrete streets shell have Portland Cemert
concrete curb and gutter.
OeZeted referenoe to roLZed atone baee
12.2 The required pavement thickness in inches is as outlined in the
following table:
�H
!f 1-5
N
E
E
C
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Portland Cement Full Depth
Concrete Asph. Concrete
Deleted Rolled
Stone Base Alternative
Major Arterial
10"
12""
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Minor Arterial
9
11 "
14.1 The corner radius at intersections will depend on the functional
Industrial
g
10
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criteria shell apply:
"Thickness requirements
Collector
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for arterialo are intended
CArterial
- Local
17.5 feet
as a guide only. Specific
Residential
7
B�
projects will be designed
25.0 feet
Collector - Local
on the basis of soil con-
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Local - Local
17.5 feet
ditions and projected
1-13.0 Cross Slope (Sidewalk to
Curb)
traffic loading.
(DW) used in the design of
13.1 The area between the
sidewalk and curb
will normally be gross 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 and curb. However, on arterial
streets it may be necessary to reduce this figure.
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1-4
1.14,0 Corner Radius
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14.1 The corner radius at intersections will depend on the functional
classification of the intersecting
streets. The following
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criteria shell apply:
Arterial - Arterial
30.0 feet
Arterial - Collector
25.0 feet
CArterial
- Local
17.5 feet
Arterial - Industrial
25.0 feet
Collector - Collector
25.0 feet
Collector - Local
17,5 feet
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Local - Local
17.5 feet
i -1L.0 Street Capacity
15.1 The design hour volume of traffic
(DW) used in the design of
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artorial streets will be the 30th
highest hourly volume. As a
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rule, the design hour volume will
be considered to be approximately
10 tc 111 of the average daily traffic for a 24 -four period,
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15.2 Design criteria for arterial streets shall be in accordance with
the Highway Capacity Manual published in 1965 by the Highway
Research Board and shall he equivalent to "Level of Service - C".
1-16,0 Side Clearance
16.1 No obstructions of any typo, including traffic control devices,
shall be placed closer than 2 feet to the back edge of the curb.
1-17,0 Open Ditches
17.1 Where a curb and gutter section is not required and open ditches
are provided for drainnge, 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 pipe through all drive approaches
constructed through the drainage ditch. The size pipe required
will be a function of the area to be drained.
17.2 The cross slope shall he a desirable A to I slope with a maximum
permitted slope of 2 to 1,
1-18,0 Acceleration — Deceleration Lanes
1R.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.
F 1-19.0 Subgrade Roquirements
19.1 The Subgrade shall be scarified to a depth of 6 inches below the
t, pavement, and compacted to 90% of Modified Proctor Density for
Il. Portland Cement concrete pavement mid to 95% of Modified Proctor
Density for Asphaltic Cement concrete pavement,
29.2 The aubgrade in fill ahaZZ be 905 of Modified Proctor Deneity
1• except for the top 6 inches which ahalZ meet the requirements for
the appropriate surface material.
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HSECTION lI
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ALLEYS
11-1.0 Alley
Classification
E3
1.1
Residential Alley - 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.
1I-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.
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I1-3.0 Right
-of -Way Width
3.1
The right-of-way shall be 20 feet for all alleys.
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11-4.0 Alley Grades
4.1 The maximum grade for alleys shall be 149 for residential and
108 for commercial or industrial alleys. The minimum grade
shall be 0.58 for all types of alley.
I1-5.0 Pavement Cross -Section
5.1 The pavement shall have a 49 inverted crown cross-section. This
will be as shown in 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 Pull depth Asphaltic Concrete hot zix conforr:ng to the
Iowa State Highway Commission standards for Type "g"
base and 1 3/0" minim on thiokneee Type "A" surface couree.
Deleted reference to Rolled Stone Baec Alternative
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M-1
6.2 The required pavement thickness in inches is as outlined below:
Portland Cement Pull Depth Deleted Reference to Rolled
Concrete Asph. Concrete Stone Baoe Alternative
6„ 711
6,3 There will bo no curb and gutter sections built as part of alleys.
11-7.0 Subgrade Requirements
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
Portland Cement concrete pavement and to 95A of Modified Proctor
Density for Asphaltic Cement concrete pavement.
7.2 The eubgrade in fill shall be 90% of Modified Proctor Density
except for the top 5 inches which ohall meet the requirements for
the appropriate surface material.
II -7
SECTION 1Ii
SIDEWALKS
III -1.0 Width
1,1 Sidewalks shall be a minimum of 4 feet in width except in the
Central Business District or in other areas specifically
approved by the City where the width may be greater.
1.2 Sidewalks shall be located 1 foot from the property line,
111.2.0 Cross Slope
2.1 All sidewalks shall slope to the street at a rate of 1/4 inch
per foot.
L2.2 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.
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III.3,0 Materiel and Thickness
3.1 Sidewalks shall he constricted 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 mix,
111-4.0 Curb Ramps
4.1 All sidewalks shall provide a curb ramp for accommodation of the
handicapped at all intersections.
4.2 Curb ramps shell be located in line with the public sidewalk as
shown in Figure 20.
4.3 Curb ramps shall be at least 48 inches wide and should be sloped
n't not greater than one inch of rise per twelve inches lineal.
distance. A slope no greater then one inch of rise per eight
inches lineal distance may be used where necessary.
4.4 Romps shall be sloped from the sidewalk intersection to the curb
us shown in Figure 20.
ESECTION IV
DRIVEWAYS
]V-1.0 Driveway Materinl and Thickness
1.1 The driveway slab extending from the street to private property
shall be constructed of non -reinforced Portland Cement concrete
C conforming to the Iowa State Highway Commission C-3 or M-3 mix
inches in thickness.
1.2 All driveways shall have one inch preformed expansion at front
Cand back of sidewalk.
,j 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,
6 2,3 On streets marked as permanent state or federal highway roads,
a driveway may he constructed with a maximum width of 36 feet
�j as measured along the street side of the sidewalk line.
4 - .
L` 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 S 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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SECTION V
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WATER DISTRIBUTION SYSTEM
V-1.0 Pipe
Standards
1,1
All mains shall be a minimum of 6 inches In diameter. A larger
size may be required depending upon water demand and fire flows.
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All water mains shall he constructed of Class 22 pipe or if
greater than 12 inches in diameter, Class 23 cast iron pipe,
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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 or where 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
td
2.1
A cast iron pipe coefficient of C - 100 in the llazen-Williams
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formula shall be used for original design,
2.2
All mains shall be looped except for short runs to serve cul-de-
sacs where the distance is less than 1,000 feet.
2.3
Thrust blocks shall be designed and used Whenever there is a
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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 wall.
2.4
Valves shall be installed as follows; 3 at each cross connection,
.,
2 at each tee connection, and one on each hydrant branch. Ile
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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
I,
to isolate the leak.
2.5
Fire hydrant spacing will be on an average distance of BOO feet
"
which will generally mean one hydrant for every two blocks in
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residential areas and one hydrant per block !n commercial and
industrial areas.
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2.6
Water mains will not be laid under a building.
2.7
Water mains may be laid in pedestrian malls or in alleys.
2.8
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
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3,1
The distribution system shall be designed so that the minimum
pressure at any junction during, maximum fire flow will be 20
psi.
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3,2
high service pumping will be available during the fire demand
with an affective pressure of 105 psi at the Water Treatment
Plant.
V-4.0 Installation of blains
L4,1
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
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10 feet horizontally from any sanitary sewer, storm sewer or
sewer manhole. The distance shall be measured edge -to -edge
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of pipe.
4,3
Under unusual conditions a water main may be laid closer to a
storm or sanitary sower provided that:
a) The bottom of the water main is at least 18 inches above
the top of the sewer; or
Lb)
where this vertical separation cannot be obtained, the sewer
shall be constructed of materials and with joints that are
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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 18 inches between the bottom of the water main and the
Ltop
of the sewer,
4.5
Under unusual conditions where 18 inches vertical separation as
described in the above section cannot be maintsined, the following
construction shell be used.
a) Sewers passing over or under water mains should be constructed
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of materials described in Item V-1.2.
b) Nater mains passing under sewers shall, in addition, be
protected by
providing:
1) a vertical separation of at leset 18 inches between the
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bottom of the sewer and the top of the water main; or
2) adequate structural support for the sewers to prevent
f'xcrssive deflectior of joints one settling on and
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breaking the water mains; or
V-2
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3) that the length of the water pipe be centered at the
point of crossing so that the joints will be equidistant
and as far as possible from the sower.
V-5.0 Proper Backfilling
5.1 Where the water line crosses an existing or proposod sidewalk
or street, the trench shall be backfilled with a suitable
material compacted to 90% of Modified Proctor Density.
V-3
iSECfiON VI
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SANITARY SEWERS
VI -1,0 Type
of Flows Permitted
1,1
All sewage flows shell be based on th o future projected
lend use
for the area under consideration,
1,2
Sanitary sewers and storm sowers shall he kept separate.
No
combined sewers shall be constructed.
L1,3
Nothing shall be permitted in the sanitary sewers except
sewage.
This means that footing drains, downspouts, etanp pwapa,
etc. will
not be allowed to discharge into the sewer system. Air
conditioning
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condensation water is allowed in the sanitary sewer.
L' 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.
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2,2 Sewage flows will be based on peak rates with the pipe flowing
Im 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.
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2.3 The peak wet weather flows for various usage are as follows:
a) Dwellings
1) Single Family
(100 gal/cap day) x 2,5(peak factor)+ 100 gal/cap day
(infiltration) • 350 gpcpd
2) Mobile Homes
(50 gal/cap day) x 2,5 (peak factor)* 100 gal/cap day
(infiltration) • 225 gpcpd
L' 3) Milti Family
(75 gal/cap day) x 23(peak factor)• 100 gal/cap day
(infiltration)
4) Mottle and Hotels
-a (50 fblicap da)j x 23(pebk fartor)* :Of J;Wcap dcy
(infiltration)
b) Schools
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• 287 gpcpd
■ 225
1) without , cafeteric or showers
(10 gel/cap day) x 23 (peak factor)• 100 gel/cap day
(infiltration) • 125 gpcpd
LE. VJ•1
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2) With , cafeteria and showers
(20 gal/cap day) x 2.5(peak factor)+ 100 gal /cap day
(infiltration) - 150 gpcpd
c) Office Buildings
(10 gal/cup day) x 2.5(peak factor)+ 100 gal/cap day
(infiltration) = 1255 gpcpd
d) Light Industrial
(14,000 gal/acre day) x 2.5(peak factor)+ 1200 gal/acre day
(infiltration) • 36,200 gpapd
gpcpd • gallons per capita per day
gpapd - gallons per acre per day
2.4 Whore velocities greater than 15 feet per second are.att ained special
provision shall be made to protect against displacement, erosion
or shock.
2.5 When a smaller sewer joins a larger one, the invert of the larger
sewer shall be lowered sufficiently to maintain the same energy
gradient. An approximate method for securing these results is to
place the 0.8 depth point of hoth sewers at the same elevation.
V1-3.0 Pipe Standards
3.1 Extra strength vitrified clay pipe shall be used for sanitary sewers
15 inches in diameter or less. Reinforced concrete pipe shall be
used for sewers larger then 15 inches. Special conditions may
require the use of reinforced concrete pipe for diameters smaller
than 15 inches or the use of cost iron pipe. Pipe will be of
sufficient strength to support the superimposed loads.
3.2 All sanitary sewers shall be a minimum of 8 inches in diameter.
3.3 In general, sanitary sewers shall be sufficiently deep so as to
receive sewage by gravity from basements as well as to prevent
freezing.
3.4 Sanitary sewer joints shall he designed to minimize infiltration
and to prevent the entrance of roots. Allowable infiltration
shall not exceed 500 gallons per inch diameter per mile per day,
3.5. A 4 -inch diameter service 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.
V1-4.0 Manhole Standards
{' 4.1 Manhwies shall be'lnstal led Ja follows:
a) at the end of each line;
VI -2
VI -5.0 Protection of Water Supplies
C 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
C 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 $operate trench;
Lb) 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 1s
at least 18 inches below the invert of the water main.
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J 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 he buried to meet the above
requireaseutb, 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 water xs: r, should be centered over the
{; sewer so that both joints will he as for from the sewer as possible.
4'I-3
b) at all changes in grade, size, or alignment;
j,
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
sewers and in those carrying a settled effluent.
4.2
A drop pipe shall be provided for a sower 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
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manhole invert is loss than 24 inches the invert shall be filleted
to prevent solids deposition.
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
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to conform in shape and slope to that of the sewers.
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4.5
Standard manholes, drop connection and riser are shown in Figures
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6, 7, 8 and 9.
VI -5.0 Protection of Water Supplies
C 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
C 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 $operate trench;
Lb) 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 1s
at least 18 inches below the invert of the water main.
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J 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 he buried to meet the above
requireaseutb, 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 water xs: r, should be centered over the
{; sewer so that both joints will he as for from the sewer as possible.
4'I-3
6 VI -6.0 Proper Backfillin
6.1 Where the sewer crosses an existing or proposed sidewalk or street,
L the sewer trench shall he beckfllled 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
Cused. Class "C" and Class "B" bedding is as shown in Figure 10.
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SEMON VII
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1) Streets, except for arterials, shall have one 12 -
STORM SRWERS
foot traffic lane free of storm water flowing or
VII -1.0 Design
Flows
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two traffic lanes free of storm water.
2. Approarbmately 809 of all atom" water from a etreet
1.1
Storm water flows shall be based on the "Rational Formula",
3) Accesses to the buildings along pedestrian malls shall
Q • CIA where C is the coefficient of runoff, I is the rain
Cintensity
L4)
in inches per hour, and A is the area in acres,
1.2
Depending upon the area through which the storm sewer will be
across the sidewulks at either and of the mall.
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constructed the sewer will he designed for a S year storm, In
C
b) The final design shell be checked to ensure that in a 50
high risk areas the storm sewer may be designed for a 10 year
year storm the depth of water in any street, alloy, or
storm.
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1.3
All sewers shall have a slope that will give a mean velocity,
alley or pedestrian mall.
when flowing full, of not less than 2,0 feet per second based
be used in alleys and pedestriun mulls, The types of inlets to
on Kutters formula using an "N" value of 0.013.
L1.4
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Where velocities greater than 15 feet per second are attained
v11.7
special provision shall be made to protect against displacement,
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erosion or shock.
a: Vii -2.0 Inlet and Pipe Design Standards
d 2,1 Inlets and pipes shall be located and sized so that the following
L conditions are met:
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a) For a 5 year storm:
1) Streets, except for arterials, shall have one 12 -
foot traffic lane free of storm water flowing or
ponded in the gutter. Arterial streets shall have
two traffic lanes free of storm water.
2. Approarbmately 809 of all atom" water from a etreet
{1+'
above on interaeot{on ahall be intercepted.
3) Accesses to the buildings along pedestrian malls shall
be free of storm water,
L4)
Storm water from a pedestrian mall she]] not flow
across the sidewulks at either and of the mall.
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b) The final design shell be checked to ensure that in a 50
year storm the depth of water in any street, alloy, or
pedestrian mall will not exceed the level at which it
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would flow over the cw b or edge of slab of that street,
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alley or pedestrian mall.
2.2 Curb type inlets shall be used In streets, Grate type inlets shall
be used in alleys and pedestriun mulls, The types of inlets to
be used are shown in figures 11, 12, 13, 14, IS, 16 and 17.
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V11-3.0 Pipe Standards
3,1 Storm sewer pipe will he reinforced concrete pipe unless special
conditions require the use of cast iron pipe, 1'ho pipe will be
a minimum of 2,000 0 strength to support superimposed loads.
3,2 All storm sewer pipe shall be a minimum of 12 inches in diameter.
V11-4,0 Manhole Standards
4,1 Manholes shall be installed as follows:
a) at the end of each line;
b) at all changes in grnde, size or alignment except for
sewers 30 inches or greater in diameter which may he
laid with changes in alignment without manholes;
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 sewers and in those carrying a settled effluent.
1!` 4,2 Tho minimum diameter of manholes shall be 48 inches, The minimum
C: diameter of the opening at the top of the manhole shall be 23
Inches.
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4.3 The flow channel through storm sewer manholes shall he made to
conform in shape and slope to that of the sewers.
4,4 Standard manholes are shown in Figures 6 and 7.
4.5 When a 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
Js to place the 0.8 depth point of both sewers at the same ele•
vat i on.
VII -5.0 Protection of Water Supplies
5,1 There shall be no physical connection between a public or private
1potable 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 wuter mein. Should local conditions
, revent a luteral separation of 10 foot, a sewer may be laid closer
-then In feet to a water main if:
a) it is laid in a separate trench;
VII -2
b) it is laid in the same trench with the water mains located
at one side on a bench of undisturbed earth; or
L' c) in either case the elevation of the crown of the sewer is
at least IS inches below the invert of the water main.
;j 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.
C5.4 When the elevation of the sewer cannot be buried to meet the
above requirements, the water main shall be relocated to provide
C 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 water main should be centered over
the sewer so that both joints will be as far from the sewer as
8 possible.
Ir 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 909 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
Cused. Class "B" and Class "C" bedding are as shown in Figure 10.
6.3 If granular material is used for baakfilting aZZ storm sever
Joints ahaZI be sealed with asphaltic material.
VII -7.0 Requirements for Storm Sewer
t1 7.1 All storm drainage will normally be carried in an enclosed storm
Lsewer. Open channel flow is permitted only under special circum-
stances and with specific approval of the City Engineer.
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Yal VII -S
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SECTION VIII
TRAFFIC CONTROL SIGNALS
VIII -1,0 Number of Lenses per Signal Face
1.1 Each signal face, except in pedestrian signals, shall have at
least three lenses, 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 Size and Design of Signal Lenses
2,1 The aspect of all signal 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
40 mph.
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 shell show only one arrow direction. ".he mow,
shall be the only illuminated part of the lens visible.
In no case shall lettere or numbers be displayed as part of e
vehicular signal indication.
IVIII -3.0 Number and Location of Signal Faces
3. 1.2 Where physical conditions prevent drivers from having a
continuous view of at least two signal indications as
specified herein, 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 may be interconnected with the traffic signal con-
troller in such a manner as to flash yellow during the
period when drivers passing this beacon, at the legal
speed for the roadway, may encounter a red signal upon
arrival at the signalized location.
3.1 .3 A single signal face is permissible for the control of
an exclusive turn lane. Such a signal face shall be in
addition to the minimum of two signal faces for through -
traffic. When the indications of a separate signal face
or faces controlling an exclusive turn lane will also be
visible to traffic with other allowable movements, a
sign LEFT (or RIGHr) TURN SIGNAL shall be located adjacent
to such signal face. When the face consists entirely of
arrow indications, such a sign is not required.
i 3.1.4 Except where the width of the intersecting street or other
conditions make it physically impractical, at least one
end preferably both of the signal faces required by
! paragraph 3.1.1 above shall be located not less than 40
feet nor more than 120 feet beyond the stop line. Where
both of the signal faces required by paragraph 3.1.1 above
are post -mounted, they shall both be on the for side of
the intersection, one un the right and one on the left or
■ an the median island if practical. The signal face re-
quired by paragraph 3.1.3 above shall conform to the same
location requirements as the signal fares required by
paragraph 5.1.1 to the extent prertical.
3.1 The visibility, location and number of signal faces for each
approach to an intersection or a mid -block crosswalk shall be
as follows:
3.1.1 A minimum of two signal faces for through -traffic shall
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be provided and should he continuously visible from a
point at least the following distances in advance of
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and to the stop line, unless physical obstruction of
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their visibility exists:
85 Percentile Minimum Visibility
Speed Distance (Ft.)
20 100
25 175
30 250
35 325
40 400
45 475
3. 1.2 Where physical conditions prevent drivers from having a
continuous view of at least two signal indications as
specified herein, 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 may be interconnected with the traffic signal con-
troller in such a manner as to flash yellow during the
period when drivers passing this beacon, at the legal
speed for the roadway, may encounter a red signal upon
arrival at the signalized location.
3.1 .3 A single signal face is permissible for the control of
an exclusive turn lane. Such a signal face shall be in
addition to the minimum of two signal faces for through -
traffic. When the indications of a separate signal face
or faces controlling an exclusive turn lane will also be
visible to traffic with other allowable movements, a
sign LEFT (or RIGHr) TURN SIGNAL shall be located adjacent
to such signal face. When the face consists entirely of
arrow indications, such a sign is not required.
i 3.1.4 Except where the width of the intersecting street or other
conditions make it physically impractical, at least one
end preferably both of the signal faces required by
! paragraph 3.1.1 above shall be located not less than 40
feet nor more than 120 feet beyond the stop line. Where
both of the signal faces required by paragraph 3.1.1 above
are post -mounted, they shall both be on the for side of
the intersection, one un the right and one on the left or
■ an the median island if practical. The signal face re-
quired by paragraph 3.1.3 above shall conform to the same
location requirements as the signal fares required by
paragraph 5.1.1 to the extent prertical.
At signalized mid -block crosswalks, there should be at
least one signal face over the traveled roadway for each
approach. In other respect$, a traffic control signal at
a mid -block location shell meet the requirements set forth
herein.
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VIII -3
3.1.5
Except where the width of the intersecting street or
other conditions make it physically Impractical, at
least one and preferably both of the signal faces re-
quired by paragraph 3.1.1 above shall be located between
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two lines intersecting 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 making an angle of approximately
20 degrees to the left of the center of the approach
rextended,
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3,1.6
Near -side signals should be located as near as practicable
to the stop line,
3.1.7
Where face
a signal controls a specific lane or lanes of
approach, its transverse position should be unmistakably
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in line with the path of that movement.
•3,1.8
Required signal 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, a supplemental near side signal indication
shall he provided,
3,1.10
A signal face mounted on a spun wire or mast arm should
be located as near as practicable to the line of the driver's
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
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should be located to provide optimum visibility for the
movement to be controlled. The following limitations
apply;
a. Left turn arrows shall not be used in near -right faces.
b. Right turn arrows shall not be used in far -left faces,
A far -side median mount signal shall be considered as
a far -left signal for this application.
At signalized mid -block crosswalks, there should be at
least one signal face over the traveled roadway for each
approach. In other respect$, a traffic control signal at
a mid -block location shell meet the requirements set forth
herein.
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VIII -3
VIII -4.0 Height of Signal Faces
4.1 The bottom of the housing of a signal face, not mounted over a
roadway, shell not be less than 8 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,
i The bottom of the housing of a signal face suspended over a
roadway shall not be loss 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
he considered in determining the most appropriate height.
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VIII -S.0 Transverse Location of Traffic Signal Supports and Controller Cabinets
5.1 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
i 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,
S,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 a vertical 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.
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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 installation and to furnish necessary data
for the proper design and operation of a signal that is found to
be warranted. Such date desirably should include:
j6.1.1 The number of vehicles 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 2d.hour traffie.
6.1.2 Vehicular volumes for eaci. traffic movement from each
approach, classified by vehicle type (heavy trucks,
passenger cars and light trucks, and public -transit ve-
hicles), during each 1S -minute period of the two hours
in the morning and of the two hours in the afternoon
during which total traffic entering the iutersection is
greatest.
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6,1.3 Pedestrian volume counts on each crosswalk during the
same periods as the vehicular counts in paragraph 6.1.2
above and 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 13 years
b. 13 to 60 years
c. over 60 years
6.1.4 The 85 -percentile speed of 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 goometrics,
channelization, grades, sight -distance restrictions, bus
stops and routings, parking conditions, pavement markings,
street lighting, driveways, 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 of 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. The 85 -percentile speed of vehicles on controlled
approaches at a 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 like periods of a Saturday or a Sunday.
6.2 An investigation of the need for traffic signal control should in-
e2ude Aere applicable, at least am analysis of the factors con-
tained in the following warrants:
Warrant I - Minimum vehiculur volume.
Warrant 2 - Interruption of continuous traffic.
Warrant 3 - Minimum pedestrian volume.
Warrant 4 - School crossings.
Warrant 5 - Progressive movement,
Warrant 6 - Accident experience.
Warrant 7 - Systema,
Warrant 8 - Combination of warrents.
VIII -5
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 major street. The warrant is satisfied when, for each
of any 8 hours of an overage 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
j progressive traffic flow.
VI'I'I.6
6.2.1 Warrant 1, Minimum Vehicular Volume
The Minimum Vehicular Volume warrant is intended for
application where the volume of intorsecting traffic
•
is the principal reason 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-volumo minor -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 Street proaches) rection only)
1 ----------- 1 ---------- Soo ISO
2 or more --- 1 ---------- 600 ISO
2 or more --- 2 or more -- 600 200
1 ----------- 2 or more -- Soo 200
These major -street and minor -street volumes are for the same
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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.
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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 vehicular volume warrant is
70 percent of the requirements above (in recognition of
6
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 major street. The warrant is satisfied when, for each
of any 8 hours of an overage 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
j progressive traffic flow.
VI'I'I.6
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MINIMUM VEHICULAR VOLUMES FOR WARRANT 2
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 Street proaches) rection only)
1 ----------- 1 ---------- 750 7S
■ 2 or more --- 1 ---------- 900 75
D 2 or more --- 2 or more -- 900 100
1 - 2 or more -- 750 100
These majcr-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
!9 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 an isolated 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 differences in the nature and operational char-
acteristics of traffic in urban and rural environments
and smaller municipalities).
j 6.2.3 Warrant 3, Minimum Pedestrian Volume
7 The Minimum Pedestrian Volume warrant is satisfied when
' for each of 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);
3 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
1 b. During the same 8 hours as in paragraph (a) there
are 150 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 eonsunity
having a population of leas then 10,000, the minimum
y 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).
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A signal installed under this warrant at on isolated
intersection should be of the traffic -actuated type
with push buttons for pedestrians crossing the main
street. If such a signal is installed at an intersection
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within a signal system, it should be equipped and operated
with control devices which provide proper coordination.
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Signals installed according to this warrant shall be
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equipped with pedestrian 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 100' 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 head placement and the signs and markings
used at nonintersection locations to be sure drivers
are aware of this special application.
6.2.4 Warrant 4, School Crossing
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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
school children 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;
B. Pedestrian indications shall be provided at lesst
for each crosswalk established as a school crossing,
b. At nn intersection, the signal normally should be
traffic- actuated. As a minimum, it should be semi -
traffic -actuated, but full actuation with detectors
on all approaches may be desirable, intersection in-
stallations that can be fitted into progressive
signal systema may have pretimed control,
c. At non -intersection crossings, the signal shmId
be pedestrian-actuaLed, parking and other obstructions
to view should be prohibited for at least 100 feet
In advance of and 20 feet beyond the eretewt'_i', etx'
the installation should include suitable standard
signs and pavement markings. Special police super-
vision and/or enforcement should be provided for ■
new nnn-intersection installation.
6.2.5 Warrant 5, Progressive Movement
Progressive movement control sometimes necessitates traffic
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
a the necessary degree of platooning and speed control
3 and the proposed and adjacent signals could constitute
a progressive signal system.
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The installation of a signal according to this warrant
should be based on 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 Warrant 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 11 -month period, each accident involving
personal injury 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. The signal installation will not seriously disrupt
progressive traffic flow,
Any traffic signal installed solely on the Accident
Experience warrant should be semi -treffie- actuated
+-4th corirci devices which provide proper coard.netior,
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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li 6.2.7 Warrant 7, Systems Warrant
A traffic signal installation at some intersections
may he warranted to encourage concentration and organization
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
800 vehicles during the peak hour of a typical weekday,
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or each of any five hours of a Saturday and/or Sunday.
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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;
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b. It connects areas of principal traffic generation;
a
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. It appears as a major route on an official plan
such as a major street plan in an urban area traffic
and transportation study.
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6.2.8 Warrant
8, Combination of Warrents
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 8D percent or more of the stated
values.
Adequate trial of other remedial measures which cause
less delay and inconvenience to traffic should precede
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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:
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6.3.1 When a traffic signal is installed under the ped cotrien
volume or school crossing warrant.
6.3.2 When an exclusive interval or phase is provided or made
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available for pedestrian movement in one or more directions,
with all conflicting vehicular movements being stopped.
6.3.3 When vehicular indications are not visible to pedestrians
such as in one-way otroets, at 'T" intoraoctions; or when
the vehicular indications arc in a position which would
adequately serve pedestrians.
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VI11=10
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6.3.4 At
established school crossings at intorsections signalized
under
any warrant.
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 should not be permitted to cross another part
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of that street during any part of the same interval).
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SECTION IX
ROADWAY LIGATING
IX -1.0 Average fforfzontal footcandles
1.1 The following values of street lighting intensity are design
objectives which should be met:
Average Horizontal Footcandles
Roadway Classification Area
Classification
Downtown Intermediate Outlying
Arterial 2,0 1.2 0.9
Collector 1,2 0.9 0.6
Local 0.9 0,6 0.2
1.2 The area classifications are defined as follows:
a. Downtown
That portion of a municipality in a business development where
ordinarily there are large numbers of pedestrians and a heavy
demand for parking space during periods of peak traffic or
a sustained high pedestrian volume and a continuously heavy
demand for off-street parking space during business and in-
dustrial employment hours. This definition applies to
densely developed industrial and business areas outside of,
as well as those that are within, the central part of the
municipality,
1 b. Intermediate
That portion of a municipality which is outside of a down-
town area, 1 but generally within the zone of influence of a business or industrial development, characterized often by
a moderately heavy nighttime pedestrian traffic and a some-
what lower parking turnover than is found if 9 downtown area.
C, Outlying and Rural
A residential development, or a mixture of residential and
commercial establishments, characterized by few pedestrians
and a low perking demand or turnover,
1.5 All street lighting systems suffer lose of light output due to
the natural aging of the light source Itself, and are all subject
to further loss due to the orPtmulation of dust and dirt on the
luminaire. The design should 01-10b for a noawal maintenance
' factor in the siting of the street lighting system,
M
1,3,1 The Horizontal footcandles can be calculated by the
equation: Lamp Lumens(initial) x Coefficient
Avg Horizontal Pootcandlo • of Utilization x maintenance factor
' m na ro spacing z Road width
The coefficient of utilization can be determined from the
<' following graph:
s
h
I
RaTI0 TRANOVERiE DISTANCE
moumfino NEIONr
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.
1 Collector 10,000 lumen ASA Type 111 28 ft.
Arterial 20,000 lumen ASA Type III 30 ft.
1 2.2 The general criteria for the location of street lights are as
follows:
1 2.2.1 A street light at all intersections.
i
2.2.2 Street lights at mid -block locations if the blocks are
more than 600 feet in length.
2.2.3 Closer spacing of Street lights in problem areas such
as major arterials or high pedestrian areas, as detemined
by nn engineering study.
EI IX -2
M.I. ) umm rsr W.r
am r.ei rrr rs_a um m.'. c•AIN M� r;+W,+ r.r r e�-s:i rrr 7m• --w
L
X'
39
43
45bl4d9,-
D
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its
�nK
StN
M
L
X'
39
43
45bl4d9,-
D
�-
5
;6
CROWN FOR TYPICAL STREET WIDTHS
"tf
NOTE: PROVIDE EXPANSION JOINTS
EVERY 150' & CONTRACTION
JOINTS EVERY 15'
TYPE 'A' ASPHALTIC CONCRETE
SURFACE COURSE W/ TACK COAT
R• 3�
\ PLACE, 1/4' HIGH 6�
.,0 i •; Q �'/ 1 ti's
VARIES ��p���� ,'ti.l•,pyri' :6,
Nb^ /
_ TYPE "S' ASPHALTIC CONCRETE
BASE COURSE
M
0
r
CITY OF IOWA CITYI IOWA
VZPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
TYPICAL 70" CURB & CUTTER
r.1 pre 2
a
6"
�l .• p! p '.Ap�' ', GOyp
pl��•
DETAIL OF INTEGRAL ROLL CURB
3 "t—A, 6"
tk'� •, •. a
47
1j. , • P
p .
DETAI L OF INTEGRAL CURB
CITY OF IOWA CITY, IOWA
DEPARTp%EMT Or PUBLIC WORY,B
ENGINEERING DIVISION
I TYPICAL CURB
T CROSS-SECTION
�I
I ricwre 3
0
WRIGHT OF WAY
L
L 16 FOR RESIDENTIAL ALLEY,
20 FOR COMMERCIAL ALLEY
A
0.
CITY OP 'IOWA CITY) IOWA
DEPARTMENT OF PUBLIC WORKS
SNGXNEERING DIVISION
TYPICAL ALLEY CROSS-SECTION
Figure 4
4i STATE OR FEDERA"HIGHWAY
MAX
MAX
PPP td 36
Piz
li
or LIAZ
SERVICE 'STATION ON A CORNER SITE
_j
OT UNK RESIDENTIAL DRIVE
CITY OF IOWA CITY, IOWA
DEPARTMENT Of PUBLIC WORKS
ENGINEERING DIVISION
r
si
C.I. M•?)hole frau
a»d Covar (•s roguired)
Ile em h ' P-1670 (solid)
We0"Ah R-2500 (90--W) Brick or concrefe ov
or equo f. ropirod fo Max, of 4" to
?"oo e s tore d 9rada. Ane.
Strraf grade liver Z'¢" Max, hoi$hf o•c
spacer rings, inclul
C.I. Ha•nho/e Frame,
Grout frame io
Manhole Wall
Flat Top
S tel
(Ser de
Sfeps •re
re4uired i
sower 'n7•v+
/res fh•-A
dreg
lY/I1,eh
T
h� I
+ op Oct
I
.00'
STEP DETAIL
� oU
tl
d � o
4,
F .
U
U 04
V 9 u
n u
U U hu
N
o�
to J�
v V1
rd
CITY OF IOW% CITY, InWh
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
TYPICAL MANHOLE 6' OR LESS
IN DEPTH
Figure 6
'•;
Cemo�f` �norfar dol»ts h/ith ! :!
a
rubbar govmt as shown ••y;/�
or cold b;tummous tom.
,o•,n
pound foinf5 9nade !n
•.�
7/7G i//09777Ch as Seu/r♦
0' $A
5" pipe oints e0 th it 5trip
mastic paint around '^
�• ;;
^'
. v .
outelde of joint :•;:,
,t
:e e.
16" vn•x. •.
tail)
•::
•'�:
n 5ro►7n
�
p,y
ho I&
4' dia, for 24" Pipe w Undrr
•s •. ••6
�q
!o. for Durr 4Pipelot
.00'
STEP DETAIL
� oU
tl
d � o
4,
F .
U
U 04
V 9 u
n u
U U hu
N
o�
to J�
v V1
rd
CITY OF IOW% CITY, InWh
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
TYPICAL MANHOLE 6' OR LESS
IN DEPTH
Figure 6
C. 1. Manhole frame
and Cover Cas rvtww4
Neenah R-1670 (solid)
Naen4h R•2506 Cytiied)
or aqua l
step
(See dctai/)
steps ara not -
required i7, stor
sewer menholee
less then 3 ft
d..f,
Ne eel• h
R• 19608
DP es,,./
90.401. /i"e
l a
—6t0Utft4fieto977477h01e walls
Briclt or concroia as
regained to Max. of 4' to
7neeE stet grade line,
24 Max. h.iphf of
.:;:•; u. spacer riwys , ;wc/udi•ny
C.I. Manhole Ring,
�Cemsntmortbrjondscoith
tubber gasket as shown
•�
'!;;.;
o�
h
or Gold btuminous Com-
pound jointsrnade i";f;,
w!:^
Same Wa»nor a$ Seiner•A
Q.
if/j
PPCjoi„t5 udth 6”sa`►IP
R IV
maSIPC point arou?)d
'A
e,°-
outs)de of joint
;.;%:
e
/2 7"h%
oy
h C4 a
a
'
&Max.
%::
u v
4.
a0
r!t:
for 24' • 0 W*der
?v
.::'•
i.. op orer iN
/0"
STEP DETAIL
J
CITY OF IOWA CITY, T01119%
DEPARTMENT OF PITPL'C IVI-INKS
ENGINEERING DIv16ION
TYPICAL KANHOLE 6' OR W)RC
IN DEPTH
YJ cure 1
�:.' •� �� •' f%, it j j. '..
•'.. •o. %:.'. •, p•�•�o.: 0.
1'
/0"
STEP DETAIL
J
CITY OF IOWA CITY, T01119%
DEPARTMENT OF PITPL'C IVI-INKS
ENGINEERING DIv16ION
TYPICAL KANHOLE 6' OR W)RC
IN DEPTH
YJ cure 1
Standard Vitrified Tee ., , .,o,
Breok End of Tee
I .I qs Nece59rary
i I �
1 I ,
Qa
•i
M4nho% Wall
Drgo conriealion to be used
POO enferIngg rzan-
lo/e s more ahoh 24" obow
aoled Ape..
fol• genarn/ d/mcr,�siar�d
f inonhc% see .SYonowid
*rho/a '0rowing,
Monho/e Bose .
CITY OF IOWA CITY, IOWA
DEPARTMENT nF PUBLIC WORY.S
ENCS'NEERING DIVISION
SANITARY DROP CONNECTION
Figure 0
41
rot, Munhok
Drgo conriealion to be used
POO enferIngg rzan-
lo/e s more ahoh 24" obow
aoled Ape..
fol• genarn/ d/mcr,�siar�d
f inonhc% see .SYonowid
*rho/a '0rowing,
Monho/e Bose .
CITY OF IOWA CITY, IOWA
DEPARTMENT nF PUBLIC WORY.S
ENCS'NEERING DIVISION
SANITARY DROP CONNECTION
Figure 0
Tr,
,6
m
PLAN
SERVICE PIPE IF SPECIFIED
SEE SPECS,
r/' OR 45'
i'
6(MIN,i ,�,'•
'f
,1
1' 1 1 1. 1 1
•• r.• I'
v
Ib • 1'I/, /
o
PLAN
SERVICE PIPE IF SPECIFIED
SEE SPECS,
r/' OR 45'
Z SECTION
z'
t�
n
STAKE TO WALL OF TRENCH
INSTALL RISER PIPE TO BEAR
FIRMLY AGAINST UNDISTURBED
WALL OF TRENCH. STAKE
RISER APE IN PLACE PRIOR
TO BACKFILLING TO PREVENT .
MOVEMENT OF PIPE.
SELECT VERTICAL, 30' OR
45' POSITION OF RISER
PIPE TO SUIT TRENCH WALL
CONDITIONS,
NOTCH WALL OF TRENCH TIO
RECEIVE PIPE WHERE
POSSIBLE.
STOPPER AT END OF PIPE (TYR)
TRENCH WALL
RISER PIPE
'T'lftANCN (SIZE AS SPECIFIED)
TYPE M-3 CONCRETE
CITY OF IOI4A CITY, ZONA
DEPARTMrNT OF PUBLIC WORKS
ENGINEERING DIVISION
SANI:'ARY RISER
Figure 9
i'
6(MIN,i ,�,'•
'f
,1
Z SECTION
z'
t�
n
STAKE TO WALL OF TRENCH
INSTALL RISER PIPE TO BEAR
FIRMLY AGAINST UNDISTURBED
WALL OF TRENCH. STAKE
RISER APE IN PLACE PRIOR
TO BACKFILLING TO PREVENT .
MOVEMENT OF PIPE.
SELECT VERTICAL, 30' OR
45' POSITION OF RISER
PIPE TO SUIT TRENCH WALL
CONDITIONS,
NOTCH WALL OF TRENCH TIO
RECEIVE PIPE WHERE
POSSIBLE.
STOPPER AT END OF PIPE (TYR)
TRENCH WALL
RISER PIPE
'T'lftANCN (SIZE AS SPECIFIED)
TYPE M-3 CONCRETE
CITY OF IOI4A CITY, ZONA
DEPARTMrNT OF PUBLIC WORKS
ENGINEERING DIVISION
SANI:'ARY RISER
Figure 9
I
I
f:I
CLASS "C" BERING
SOIL
NOTES:
-1. PIPE SHALL BE LAID ON
UNDISTURBED SOIL.
2. BELL HOLES SHALL BE HAND
SHAPED SUCH THAT THE BARREL
OF THE PIPE LIES ON UNDISTURBED
SOIL.
9. BACKFILL SHALL BE HAND TAMPED
TO THE TOP OF THE PIPE.
CLASS "B" BEDDING
NOTES:
L PIPE BEDDING SHALL BE PLACED
ON UNDISTURBED SOIL AND
COMPA�TEO,
2. BELL HOLES SHALL BE HAND
SHAPED SUCH THAT THE BARREL
OF THE PIPE LIES ON COMPACTED
BEDDINGi
3. BACKFILL SHALL BE HAND TAMPED
TO THE TOP OF THE PIPE.
CITY 01P IOWA CITY, IOWA
OSPARTMENiT OF PUBLIC WORKS
Et1rrrZTRINC T)TVT1SI0N
PIPE BEDDING
Figure 10
Variable engths -�
v A I'
�t I
�3
I
i
A
I
i
18"x 24"'R�4670 or
22"x 48" R- 4781 NEENAH.
or equivalent
c
l is
,
momse�
I
i
A
I
i
18"x 24"'R�4670 or
22"x 48" R- 4781 NEENAH.
or equivalent
•
c
l is
,
•
l is
,
Variable Length —
f
It
Wal!
SECT ON A -A CITY OF IOWA CITY, IOWA
DEPARTMCNT OF PU[iL1C WORKS
ENGINEERING nIVISION
ALLEY CATCH M5111
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CITY OF IOWA CITY, IOWA
DEPARTMENT OF PUBUC WORKS
ENGINEERING VIVISION
TYPICAL CUL DE SAC
FIGURE 98
Y LIP CURB
TYPICAL
Y
L
l'+
Y
ME
EXPANSION JOINTS
CITY OF 111UA CITY. I011A
DEPARTIICNT Of PUBLIC WORKS
ENGINEERING DIVISION
TYPICAL DROP -CURB FOR
SIDMALE
PIGURE 201
RESOLUTION NO 77-130
RESOLUTION APPROVING PLANS, SPECIFICATIONS AND
FORMOF CONTRACT FOR THE MUSCATINE AVENUE
IMPROVEMENT PROJECT FAUS M-4052(829)--81-52
WHEREAS, on the 5th day of April, 1977, plans , specifications,
and form of contract from the Department of Public Works, Iowa City,
Iowa, were filed with the Iowa Department of Transportation, Ames,
Iowa, for the construction of the Muscatine Avenue Improvement
Project within the City of Iowa City, Iowa, and
WHEREAS, said project is to be funded in part by Federal Aid
to Urban Systems monies, and
WHEREAS, notice of hearing on plans, specifications and form
of contract was published by the City of Iowa City, Iowa, as
required by Law:
NOW, THEREFORE BE IT RESOLVED BY THE CITY COUNCIL OF THE
CITY OF IOWA CITY, IOWA:
That the said plans, specifications and form of contract
attached to this Reso lution and by this reference made a part
hereof, are hereby approved as the plans, specifications and form
of contract for said Musratine Avenue Tmprovement Prnject. Further,
that bids will be opened by the Iowa Department of Transportation
on the 24th day of May, 1977.
Racelved C Approved
By The legal Dapinment
a4l
4�
Resolution # 77-130
Page 2
It was moved by_ Foster and seconded by Perret
that the Resolution as read be adopted, and upon roll call there
were:
AYES: NAYS: ABSENT:
X Balmer
% deProsse
X Foster
X Neuhauser
X— _ Perret
X Selzer
X Vevera
Passed and approved this 3rd day of May 19 77
Mayor Pro Tem
Ouji Received & Approved
City Clerk By The Legal Department
i� 0
RESOLUTION NO. 77-131
RESOLUTION AWARDING CONTRACT FOR THE CONSTRUCTION OF THE FY 78
LANDFILL EXCAVATION PROJECT AND WORK INCIDENTAL TO CONSTRUCTION
7W-MTTFUR-TRE--Gf7 OWA ITY, IOWA.
WHEREAS, Barkers, Inc.. R. R. I, Iowa City
has submitted the best bid for the construction of the above-
named project.
NOW, THEREFORE, BE IT RESOLVED BY THE COUNCIL OF THE CITY OF IOWA CITY, IOWA:
1. That the contract for the construction of the above-named project is hereby
awarded to Barkers, Inc. for 861,920.00.
subject to the condition that
awardee secure adequate performance bond and insurance certificates.
It was moved by Balser and seconded by FOSter
that the Resolution as read be adopted, and upon roll call there were:
AYES: NAYS: ABSENT:
x
Balmer
deProsse
Foster
x
Neuhauser
Perret
x
Selzer
x
Vevera
Passed and approved this ,,d day of _
May
19 77 .
i
MAYOR Pro '1W�y
ARTEST t /A6/ 1
CITY CLM Received & C.pproved
0y 71m Lcpol Jepjrtmsrd
• RESOLUTION NO. 77-132 •
RESOLUTION PROHIBITING PARKING ON THE WEST SIDE
OF OAKLAND STREET FROM THE INTERSECTION OF OAKLAND STREET
WITH SHERIDAN AVENUE TO A POINT 75 FEET NORTH OF THE INTER-
SECTION OF OAKLAND STREET AND SHERIDAN AVENUE
WHEREAS, the Ordinances of the City of Iowa City, Iowa, allow
the City Council to prohibit parking by resolution on designated streets,
and
WHEREAS, the City Council deems it in the public interest to
prohibit parking on the West side of Oakland Street from the intersection
of Oakland Street with Sheridan Avenue to a point 75 feet North of the
intersection of Oakland Street and Sheridan Avenue.
NOW THEREFORE BE IT RESOLVED BY THE CITY COUNCIL OF IOWA CITY,
IOWA:
1) That parking is hereby prohibited on the West side of Oakland
Street from the intersection of Oakland Street with Sheridan Avenue to
a point 75 feet North of the intersection of Oakland Street and Sheridan
Avenue.
2) That the City Manager is hereby authorized and directed to
cause appropriate signs to be posted to effectuate the provisions of
this Resolution.
It was moved by Perret and seconded by vevera
that the Resolution asrea�op , and upon roll call there were:
AYES: NAYS: ABSENT:
x DAUBER
x dePROSSE
x TOSTER
x NEUIUWSER
.x PFRRET
x SELZER
rocelve:l A
x VI?VI ItA
by The Jou o Depuffm="t
GYRI
Resolution No. � •
Page 2
Passed and approved this 3rd day of ' may 1977.
C� z M. "a pm""—
Payor Pm Ten
Attest ���
City Clerk
RESOLUTION NO. 77-133
RESOLUTION CHANGING THE PARKING REGULATION ON EAST
SIDE OF GRANT STREET FROM COURT STREET SOUTI4 75 FEET.
Whereas, the Ordinances of the City of Iowa City, Iowa, allow the City
Council to prohibit parking by resolution on designated streets, and,
Whereas, the City Council deems It in the pub tic interest that certain
regulations be modified and changed, and,
Whereas, Resolution #77-40 was passed to facilitate a detour route for the
City bus system, and the detour route has been altered and no longer uses
Grant Street,
NOW THEREFORE BE IT RESOLVED BY THE CITY COUNCIL AS FOLLOWS:
I. That Resolution #77-40, which prohibited parking on the east side
of Grant Street from Court Street south 75 feet, be rescinded.
2. That the City Manager Is hereby authorized and directed to cause
appropriate action to be taken to effectuate the provisions of
this Resolution.
It was moved by Vevera and seconded by Poster that the
Resolution as read be adopted, and upon roll call there were:
AYES: NAYS: ABSENT:
Balmer
deProsse
x Foster
x Neuhauser
S Perret
X Seller
X Vevera
Passed and approved this irA day of May, 1977,
r ,l
Mayor Pro Tern
City Clerk Abbie 510)AUs
Itccvlvod 8 Approved
By Tire tepid Department
M
RESOLUTION NO. 77-134
RESOLUTION AUTHORIZING ABANDONED BICYCLE SALE
WHEREAS, the Police Department of the City of Iowa City,
Iowa has during the past months stored a number of bicycles
which have been abandoned by their owner's; and
WHEREAS, the Police Chief has made every effort to locate
the owners of these bicycles and has been unsuccessful in his
effort; and
WHEREAS, the total number of bicycles which have been
accumulated have now become a storage problem, and the same
are a burden on the City of Iowa City, Iowa; and
WHEREAS, it is in the public interest that said bicycles
be sold at public ,auction to the highest bidders.
NOW THEREFORE BE IT RESOLVED BY THE CITY COUNCIL OF IOWA
CITY, IOWA:
1. That the Police Chief is hereby authorized and directed
to sell the abandoned bicycles at public auction to the highest
cash bidder therefore, and that Notice of said sale shall be pub-
lished in the Iowa City Press -Citizen once each week for two con-
secutive weeks, the date of the last publication being no more
than one week prior to the day of the sale.
2. That the proceeds from the sale of these bicycles shall
be paid into the Public Safety Fund portion of the budget of
the City of Iowa City, after first deducting therefrom the costs
of the sale.
It was moved by Bauer and seconded by Perret that
the Resolution as read be adopted, and upon roll ca there were:
AYES: NAYS: ABSENT:
Balmer x
deProsse x
Foster _ x
Neuhauser x
Perret x
Selzer x
Vevera r.
ATTEST: �.
City Clerk
n
Mayor Pro Tan
Passes ano approves chis 3ra aay of May, 1477.
Rece(ved d Approved
By Tl,e Lequl Dupartmunt
92q
4
a
CO MGC
A. • //y� //y,�,/�//�� • LMC CENTER. 119E WASHINGTON ST."
rfpl V///j/{J// VVVW IOWA C. IOWA U249
Y V i19J5'.1909
�IPu1 CRL 10114
`rrM1 UD '
POLICE DEPARTMENT
May 17, 1977
Iowa City Press -Citizen
319 E. Washington Street
Iowa City, Iowa 52240
Gentlemen:
Could you please run the following classified display ad
in the Iowa City Press -Citizen for two consecutive Saturdays,
May 28, 1977 and June 4, 19777
Thank you.
PUBLIC AUCTION
Of abandoned bicycles now in the
possession of the Police Department,
and to be sold to the highest cash
bidder.
SUNDAY
JUNE 5, 1977
AT 1:00 PIM,
at the old Post Office Building
Washington and Linn Streets
HARVEY D. MILLER, Police Chief
Sincerely, ``o• —
FLAXNIL`r D.tif"ILLEP.
Police Chief
s/; f 7 7
9.?q
., • RESOLUTION NO. 77-135 •
RESOLUTION AUTHORIZING ASSIGNMENT OF JUDGMENT
�
7
WHEREAS, on February 2, 1973, in the District Court of Iowa in and
for Johnson County, a Judgment in the case of Owens v. the City of Iowa
City, was entered against the City of Iowa City, in the amount of $22,899
in favor of the Plaintiff, Bernard Owens; and,
WHEREAS, Hawkeye Security Insurance Company as insurer of the City of
Iowa City, Iowa, on liability claims, on behalf of the City of Iowa City,
entered into negotiations and settled the Judgment against the City of
Iowa City, in favor of Bernard Owens for the sum of $17,000; and,
WHEREAS, as a result of said settlement and the insurance policy between
Hawkeye Security Insurance Company and the City of Iowa City, Iowa, the
rights of the City of Iowa City are subrogated to Hawkeye Insurance Company;
and,
WHEREAS, Hawkeye Insurance Company filed an action at law in the District
Court of Iowa against the Chicago, Rock Island and Pacific Railroad Company,
entitled City of Iowa City, Iowa, and Frank Smiley v. the Chicago, Rock
Island and Pacific Railroad Company, Cause No. 41495, and the Chicago, Rock
Island and Pacific Railroad Company entered into a Confession of Judgment on
September 21, 1976, in favor of the City of Iowa City, Iowa; and,
WHEREAS, the Hawkeye Security Insurance Company is the rightful owner of
said Judgment on Confession as a result of its rights under subrogation, under
its insurance policy with the City of Iowa City, Iowa, and has requested that
the City of Iowa City, Iowa, assign the Judgment on Confession in its name to
the Hawkeye Security Insurance Company, so that the Hawkeye Security Insurance
Company may file a claim in bankruptcy against the Chicago, Rock Island and
Pacific Railroad Company; and,
HILEWAS, tlu City Cuuncil ut the City of lows Clty, Iowa, deems le In the
public interest and pursunnt to low to assign sold Confession of Judgment to
the Hawkeye Security Insurance Company.
93�
Res. No. 77-135 • •
NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF IOWA CITY, IOWA,
as follows:
1. That the Judgment on Confession in favor of the City of Iowa City,
Iowa, against the Chicago, Rock Island and Pacific Railroad Company, in
Cause No. 41495, the hereby assigned to the Hawkeye Security Insurance
Company.
2. That the Mayor and City Clerk are hereby authorized and directed to
execute any and all papers in order to carry out the provisions of this
Resolution, including the assignment of the Confession of Judgment, a copy
of which is attached hereto, and by this reference made a part hereof.
It was moved by Foster and seconded by Perret
that the Resolution as read be adopted, and upon roll call there were:
AYES: NAYS: ABSENT:
X
John Balmer
x
Carol deProsse
S
L. P. Foster
S
David Perret i
X
Max Selzer
x J
Robert Vevera
X
Marr/y��N'euh//aulIs''er
Carol deProsse
ATTEST:
.��
Abbiq 6tolfus, Clerk
Passed and approved this 3rd duy of May 1977.
b..L-AND k w
BY 11!T
ASSIGNMENT OF MONEY JUDGMENT
The City of Iowa City, Iowa, hereinafter referred to as assignor, in
consideration of the sum of Seventeen Thousand Dollars ($17,000) previously
paid by Hawkeye Security Insurance Company, an Iowa corporation hereinafter
referred to as assignee, on a judgment obtained against the assignor, does
hereby transfer and assign to assignee a certain final judgment recovered
by assignor against the Chicago, Rock Island and Pacific Railroad Company
in the District Court of the State of Iowa in and for Johnson County on
September 21, 1976, for the sum of Four Thousand Dollars ($4,000) with
interest as provided by law from September 21, 1976, and costs of Twenty—
two Dollars and 70/100 ($22.70), a transcript of which judgment is attached
hereto, and all right, title, interest, claim, and demand therein, with
full authority to assignee to demand and receive the amount of the judgment
and costs to assignee's own use, and on payment of the judgment or any part
thereof, to acknowledge satisfaction of or discharge the same.
Assignor authorizes assignee to serve out execution and all other
legal processes necessary to the enforcement of the judgment, the same to
be done at assignee's own costs.
Assignor covenants with assignee that there is now due on the judgment
the sum of Four Thousand Dollars ($4,000) plus interest from September 21,
i
1976, and Twenty-two Dollars and 70/000 ($22.70) costs. Assignor has not
received and will not receive the amount due on the judgment or any part
thereof, and assignor will not discharge or release the judgment. Assignor
has not done and will not do anything to hinder or prevent assignee from
enforcing the judgment.
In witness whereof, 7 have executed this assignment at Iowa City, Iowa,
this 3rd day of MY , 19-:7.
NJ�ayor I'M 71Ya [, City of Iowa City
(,;.Lc r4., Cis v' ul luwu Cil
IN THE DISTRICT COURT OF 1014A Ili AND FOR JO]iNSON COUNTY
CITY OF IOWA CITY, IOWA, and
;
FRANK SMILEY,
)
7 4W
"
E5
J
p ^f?3
c
Plaintiffs
)
N0. 41495o•�
VS.
)
JUDGMENT ON
.:�0
CO\rESS?DZl-2r
N I
rj
CHICAC0, ROCK ISLAND and
PACIFIC RAILROAD COMI`-kNY,
ooh
= -
)
y
O
Defendant
)
N
AND NOW, to -wit, on this' o�:.�`day of
1976,
the same being one of the regular days of the District Court of Iowa in
and for Johnson County, the above entitled matter coming on before the
Court upon the Stipulated Judgment filed herein by the Plaintiffs and.
the Defendant by and through their attorneys and the sum hereinafter ,
stated as provided in Chapter 676 of the Code of Iowa_
IT 1S ACCORDINGLY ORDERED ADJUDGED AND DECREED by the Court that
Lite Plaintiffs, City of Iowa City, Iowa, and Frank Smiley, shall have
and recover judgment against the Defendant, Chicago, Rocl, Island and
Pacf.fic Railroad Company, in the sum of Your Thousand Dollars ($4,000.00)
With interest as provided by law from this date and the costs hereof
taxed at$ pi�•70
-T-__-�
E. J. 6'u -Lacher, Clerk of the District
Court c Iowa in and for Johnson County
App Veda as to form:
� Jay„H! lion'ohao
,
/ T
B. A. l ebtit er ------
Copy to:
Jay H. lionahao
330 fact Court Street
Iowa City, Iowa 57740
n, A, 'Velu-t er
:600 Ruuu Crum
Dee HnLu•a, 7owe 50:tU9
e
0
STATE OF IOWA )
SS
COUNTY OF JOHNSON )
On this 3rd day of May, 1977, before me, a notary
public in and for said county, personally appeared Carol
deProsse and Abbie Stolfus, to me personally known, who
being by me duly sworn did say that they are the Mayor
Pro Tem and Clerk of the City of Iowa City, Iowa, that the
seal affixed to said instrument is the seal of the City
of Iowa City, Iowa, and that said instrument was signed
and sealed on behalf of the City of Iowa City, Iowa, by
authority of its City Council, and Carol deProsse and
Abbie Stolfus acknowledged the execution of said instrument
to be the voluntary act and deed of said City of Iowa City,
Iowa, by it voluntarily executed.
Notary Public, State of Iowa