Sewer Master Plan RFP's
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MEMORANDUM
March 15, 2006
TO:
The Honorable Mayor and City Council Members
FROM:
Michael C. Van Milligen, City Manager
SUBJECT: RFP for Engineering and Design Services for the Comprehensive Sanitary
Sewer Master Plan
City Engineer Gus Psihoyos recommends City Council approval of the issuance of a
Request for Proposal for engineering and design services for the Comprehensive
Sanitary Sewer Master Plan.
I concur with the recommendation and respectfully request Mayor and City Council
approval.
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Mic ael C. Van Milligen -
MCVM/jh
Attachment
cc: Barry Lindahl, Corporation Counsel
Cindy Steinhauser, Assistant City Manager
Gus Psihoyos, City Engineer
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MEMORANDUM
March 14,2006
TO:
FROM:
Michael C. Van Milligen, City Ma D.ge
Gus Psihoyos, City Engineer .
.' ,
SUBJECT:
RFP for Engineering and Design Services for the Comprehensive Sanitary
Sewer Master Plan
INTRODUCTION
The purpose of this memo is to present an RFP for engineering and design services for
the Comprehensive Sanitary Sewer Master Plan (CIP 7101644).
BACKGROUND
The City is in need of a sanitary sewer master plan to ensure that the city's present and
future service demands are met. To that end, $240,000 was included in the five-year
(FY06-10) capital improvement budget for the Comprehensive Sanitary Sewer Master
Plan. The funding includes $90,000 in FY06 and $150,000 in FY07.
In January, the City Manager approved an RFP committee consisting of Ken TeKippe,
Finance Director; Jonathan Brown, Water Pollution Control Manager; John
Klostermann, Street and Sewer Maintenance Manager; Gus Psihoyos, City Engineer;
Deron Muehring, Civil Engineer II; and Todd Irwin, Engineering Assistant II.
DISCUSSION
The study will be the first, and most important, step towards establishing a
comprehensive management plan for the City's sanitary sewer system. The plan will
involve the development of a model that accurately represents the particulars of the
large diameter sewers in the system (interceptor and collector sewers), use the model
to identify existing deficiencies while predicting deficiencies that might happen as a
result of future development, and outline a prioritized list of recommended
improvements.
A detailed RFP has been developed. The tentative schedule for the consultant selection
process is as follows:
RFPs released to public:
Responses due:
Staff recommendation to City Manager
City Manager Recommendation to Council:
Project Initiated by Consultant:
March 21, 2006
April 13, 2006
May 8,2006
May 15, 2006
May 29, 2006
RECOMENDATION
I recommend that the City release the attached RFP, soliciting proposals from qualified
consultants for engineering and design associated with the Comprehensive Sanitary
Sewer Master Plan.
BUDGET IMPACT
The estimated cost for the preparation of the Comprehensive Sanitary Sewer Master
Plan is estimated to be $240,000. Funds will come from the Comprehensive Sanitary
Sewer Master Plan FY2006 and FY2007 appropriations of $90,000 and $150,000
respectively.
ACTION STEP
I respectfully request authorization to release the RFP to the public.
Prepared by Deron Muehring
CC: Dawn Lang, Budget Director
Ken TeKippe, Finance Director
Don Vogt, Operations & Maintenance Manager
John Klostermann, Street and Sewer Maintenance Manager
Jonathan Brown, Water Pollution Control Manager
Deron Muehring, Civil Engineer II
Todd Irwin, Engineering Assistant II
CITY OF DUBUQUE
ENGINEERING DEPARTMENT
REQUEST FOR PROPOSALS
FOR
Photo: North Fork Catfish Creek Interceptor Sewer Service Area
Comprehensive Sanitary .Sewer
Master Plan
(Spring of 2006)
RFP Organization
COMPREHENSIVE SANITARY SEWER MASTER PLAN
1.0 Generallnformation
2.0 Introduction
3.0 Project Objectives
4.0 Project Budget and Schedule
5.0 Scope of Services
6.0 Proposal Requirements
6.1 Letter of Transmittal
6.2 Qualifications of the Firm
6.3 Fees and Compensation
7.0 Services by the City
8.0 Selection Criteria
9.0 Submission Requirements
Attachment A: Maps
Attachment B: Iowa Wastewater Facilities Design Standards,
Chapter 12: Iowa Standards for Sewer Systems
(May 1987)
Attachment C: City of Dubuque Insurance Requirements for
Professional Services
2
1.0 GENERAL INFORMATION
The City of Dubuque (City) is located in northeastern Iowa just across the
Mississippi River from Illinois and Wisconsin. The City is approximately 27
square miles in area, with a population of nearly 60,000 persons. Providing a full
range of services, the City's annual operating and capital budget is nearly $100
million. More information about the City organization can be found on the City's
official web site at www.citvofdubuQue.orQ.
The City of Dubuque' Engineering Department is seeking a consulting engineer
to prepare the City's Comprehensive Sanitary Sewer Master Plan (SSMP).
See the "Scope of Services" section of this Request for Proposals for more
details on the work to be performed. In general, the successful consultant
shall analyze existing hydraulic conditions of the sanitary sewer collection
system; develop a hydraulic model of the City's large diameter interceptor and
collector sewers; analyze the system under existing and potential future
development to identify system deficiencies; and develop a sanitary sewer
master plan that proposes specific improvements to address the City's short and
long range needs.
Proposals must be received no later than 4:00 p.m. CDT on April 13, 2006 at:
City of Dubuque
C/O Jeanne Schneider, City Clerk
50 West 13th Street
Dubuque, Iowa 52001-4864
Please direct all questions and correspondence regarding this RFP to Todd Irwin:
email (tirwin@cityofdubuque.org), phone (563-589-4201), or fax (563-589-4205).
All questions must be submitted in writing no later than April 7, 2006. No
questions will be responded to after this time. Responses to the questions will be
in an addendum format and provided no later than the end of the business day
on April 10, 2006.
2.0 INTRODUCTION
The City of Dubuque is seeking a design team with a specialized background
and project experience in hydraulic modeling and master planning of sanitary
sewer systems for communities of a similar size and topography.
3.0 PROJECT OBJECTIVES
The objectives of the SSMP are:
3.1 Build a computer model that accurately reflects the City's interceptors and
collectors;
3.2 Utilizing the model, identify deficiencies within the system
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3.2.1 Existing
3.2.2 Predicted
3.3 Prepare a prioritized list of recommended improvements, replete with
conceptual design and cost estimates.
4.0 PROJECT BUDGET AND SCHEDULE
A budget of $240,000 has been established for the SSMP. The anticipated
project schedule is as follows:
RFPs released to public:
Responses due:
Selection or Short list established:
Interviews (if required):
Staff recommendation to City Manager
City Manager Recommendation to Council:
Project Initiated by Consultant:
March 21, 2006
April 13, 2006
April 20, 2006
Week of April 25, 2006
May 8, 2006
May 15, 2006
May 29, 2006
5.0 SCOPE OF SERVICES
The scope of the work for the sanitary sewer master plan study shall, at a
minimum consist of performing the tasks described below in order to develop a
sanitary sewer master plan that is cost effective, reliable, flexible, and
expandable to meet future needs. The City will provide the successful consultant
with the AutoCAO@electronicfile and OTM of the attached maps.
The City reserves the right to modify the breadth of the scope following
receipt of proposals and following selection of the consultant. The tasks
below describe the broad areas of consideration and nature of the work to be
performed for each sanitary sewer interceptor and sanitary sewer collector basin.
A more detailed work program may be negotiated with the selected consultant(s).
5.1 Development of Sewer System Hydraulic Model Input
5.1.1 Compile Sewer Computer Model Input
5.1.1.1 Request, gather, collate, and examine all existing data;
5.1.1.2 Translate or convert all existing sewer system data to
computer model format.
5.1.1.3 Update any system information not yet recorded
including related databases and as-built drawings as
they become available;
5.1.1.4 Collect survey field data on all identified interceptor
sewers and collector sewers. The collection of field
data shall consist of, but is not limited to; locating the
center of all manholes on the interceptor sewers; the
main collector lines of each identified basin; and the
first upstream manhole of all connecting branch sewers;
measure depth to flow line of all located manholes to
establish elevations of all pipes; identify pipe sizes and
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types at each manhole; inspect and describe condition
of all located manholes. Note that a limited amount of
City-survey support is available at no cost to the
consultant. The extent of the City provided survey
support will be providing coordinates and ties to existing
GIS control points. GPS may be used to collect field
survey data. The accuracy of the collected data,
weather by GPS or conventional survey methods, shall
be plus or minus 0.1 feet vertically and plus or minus
0.5 feet horizontally.
5.1.2 Build and Calibrate Sewer Computer Model
5.1.2.1 Develop a computer model of the City's sewer
collection system incorporating existing data and data
collected in the field. The model must have the option of
including additional sewer pipes. The City has a 500-
node licensed version of XP-SWMM 10 but the City is
not committed to it use;
5.1.2.2 Field verify existing pipe networks and correct sewer
basin boundaries, provided by the City, and add any
additional basin boundaries determined by field
observations or examination of existing records.
Update the model and pipe networks maps;
5.1.2.3 Develop a sewer flow-monitoring framework to collect
data to improve the calibration of the model Flow
meters shall be left in place long enough to record
several rainfall events during both wet and dry weather
conditions. Note that the process of monitoring,
improving, and calibrating the model with flow data will
continue after the consultant's work is complete;
5.1.2.4 Calibrate the new model to actual sewage-flow
measurements; and
5.1.2.5 Document and report all assumptions, methodologies,
and quality assurances and controls (QA/QC) used.
5.2 Analyze the Current Sewer System
5.2.1 Determine the existing sewer system flow capacity and identify
any problem areas such as surcharging, pipe-size deficiencies,
and other inefficiencies within each interceptor and collector
sewer;
5.2.2 Detail the sewer network in a "current-condition report" by sub-
basin, describing current problems, and show all problems by
type on the map(s);
5.2.3 Develop an Infiltration and Inflow (1&1) modeling strategy and
compare sewer dry-flow versus rainfall data. Analyze 1&1 results
and report problem sub basins that may require further study;
5.2.4 Map and tabulate the current system, showing recommended
capital improvements to the existing system. Tabulate the existing
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available sewer-reserve peak-flow capacity in thematic maps and
calculate the peak flows that will trigger the need for new pipes;
5.3 Analyze System Based on Future Growth Alternatives
5.3.1 Research, collect, and compile all planning data and
demographics by sub-basin. The City has provided a current
(10/05) zoning map of the entire city, and a preliminary map of
possible annexation areas.
5.3.2 Using several scenarios (designed in cooperation with City staff),
run the sewer model, analyze and report the sewer-system
capacity deficiencies for the predicted growth, and show the
current level of growth that each sub-basin network can absorb
(i.e. how many more residential units can be added to the system
before full capacity is reached)
5.3.3 Analyze and report on sewer-system capacity expansions
required as modeled for current land use patterns. Using the
reserve peak flow, calculate when and where new pipes - up and
downstream - will be required to cope with maximum and
minimum growth predictions.
5.3.4 Provide a map of proposed collection system construction
projects or system expansions.
5.4 Develop Capital Project Implementation Program
5.4.1 Develop a project-numbering scheme that differentiates between
current and proposed projects.
5.4.2 Develop a list of all short and long-range construction projects
and improvements for the existing and proposed sewer system
required in the next 20-years. Provide justification for project
priorities as defined by their flow capacity limits.
5.4.3 Tabulate a theoretical project timeline that will accommodate
when projects will be required
5.4.4 Develop estimated budgets for each project to assist in the
financial consultant plan for future system improvements.
5.5 Documentation and Presentations
5.5.1 The consultant(s) shall be responsible for final document
development, editing, the addition of tables and graphics for any
section(s) related to this scope of work.
5.5.2 Ensure any project and policy recommendations are consistent
with current legislation, regulations, and guidelines, including the
Iowa Department of Natural Resources Iowa "Iowa Wastewater
Facilities Design Standards, Chapter 12: Iowa Standards for
Sewer Systems," May 1987 (see Appendix B).
5.5.3 The consultant(s) shall be expected to make presentations as
required, to the Public, the City of Dubuque City Council, and City
staff.
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5.6 Transition Sewer Model to City of Dubuque Personnel
5.6.1 Validate and correct all sewer data before providing it to the City.
5.6.2 Deliver the final and updated version of data, system maps,
AutoCAD drawing files, and attribute databases used in the
hydraulic model. The consultant shall not retain this information
unless agreed upon for demonstration purposes to promote the
City of Dubuque's work.
5.6.3 Provide training and support to assist in establishing an effective
City-sewer modeling capability. This will include familiarizing at
least two City Engineering staff members with model-
development effort and other assistance as needed. This task
shall be an ongoing effort throughout the consultants input.
5.6.4 Provide model documentation to include development
assumptions, strategies, and problem solutions. Include a f1ow-
monitoring strategic plan.
6.0 PROPOSAL REQUIREMENTS
The City of Dubuque, Iowa, reserves the right to reject any and all proposals
received.
The proposal should present and discuss a project approach to accomplish the
objectives of the project outlined herein. The proposal should discuss if the
proposed project approach differs from the scope of services in this RFP and
present the rational for the departure. The fees and compensation proposal (see
below) must reflect the scope of services outlined in the RFP and any departure
thereof proposed by the consultant.
The proposal will include the following information and must be organized in the
manner specified below.
6.1 Letter of Transmittal
Provide a letter of transmittal briefly outlining the consultant's
understanding of the work and the name, address, telephone number and
fax number of the consultant's primary contact person.
6.2 Profile of Firm
Provide and present the following information in a clear and concise
format. Consultants should present material that illustrates the firm's
experience and expertise with this type of project. Provide the Firm's
official name, address, and principal offices
6.3 Qualifications
6.3.1 Provide project references illustrating the experience such as
sanitary sewer design, sanitary sewer system studies, and sanitary
sewer master plan development of the team members proposed for
the City of Dubuque's SSMP.
6.3.2 For at least three references list:
6.3.2.1 Project name and location;
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6.3.2.2 Contact person and telephone number;
6.3.2.3 Cost of work (actual cost vs. initial estimated cost);
6.3.2.4 Time required to complete the project; and
6.3.2.5 The role and responsibility the members of the firm's
proposed "Comprehensive Sanitary Sewer Master Plan"
team.
6.3.3 Provide abbreviated resumes highlighting their experience in
relation to the work referenced above of the personnel who will
be working on the Comprehensive Sanitary Sewer Master Plan
(including sub-consultants). Include their education, as well as,
specialized and technical competence to perform the tasks they will
be called on to do in conjunction with the Comprehensive Sanitary
Sewer Master Plan.
6.4 Schedule
Specify the Firm's ability to integrate this project into its work schedule and
when the firm would initiate the work. Provide the estimated time, in
months, to perform the scope of services for each sanitary sewer basin.
6.5 Scope
Include any thoughts that would improve the development of the plan and
recommend any work not identified in this RFP that is considered
essential for the preparation of the Comprehensive Sanitary Sewer Master
Plan.
6.5.1 The proposal should include a list of deliverables.
6.5.2 The proposal should specify anticipated City resources in terms of
personnel, facilities or equipment utilized by the consultant during
the project contract period.
6.6 Fees and Compensation
Complete Appendix A, outlining the proposed compensation structure for
the completion of the project. The purpose is to help the City better
understand the relative costs associated with the different aspects of the
project. It will also allow the City to gauge the level of effort identified by
responders for each of the project tasks. Do not enter the actual dollar
amount of each task in Appendix A, list only the task as a percentage of
the total project cost. Appendix A is to be submitted with the proposal.
The actual fees should be in a separate enclosure as the proposals will be
reviewed initially without the benefit of knowing the consultant's proposed
fee for services.
Taxes
The City of Dubuque is exempt from all State sales tax. Do not include
sales tax in the Firm's proposal price. Tax exemption certificates will be
supplied upon request.
8
6.7 Contract
A contract for the project and the scope outlined in the consultant's
proposal shall be included with the submittal in a separate enclosure. The
contract must address the City's insurance requirements (see
attachment).
7.0 SERVICES BY THE CITY
The City of Dubuque has a geographical information system referred to as the
Dubuque Area Geographical Information System, or DAGIS. Available
topographical mapping includes 2-foot contours, digital terrain data, parcel
outlines, building outlines, edge of pavement, storm sewers, sanitary sewers,
water main, and aerial orthogonal photos.
8.0 SELECTION CRITERIA
Proposals will be screened to ensure that they meet the minimum requirements
of the proposal format. A review of qualifying proposals will identify firms that
most closely meet the needs of the City of Dubuque. The City will evaluate
proposals based upon the following criteria (not necessarily listed in order of
importance):
8.1 Qualifications and experience of the firm, reference checks, achievements
and completion of similar projects.
8.2 Project team qualifications and experience with similar projects of the
principal consulting staff proposed to work on the project, variety and
application of various disciplines within the team, and availability and
qualifications of any subcontracting staff.
8.2.1 Project Manager
8.2.2 Lead Project Engineer(s)
8.2.3 Staff Engineers
8.2.4 Field Crew
8.3 Grasp of the project requirements, the firm's understanding of the scope,
preparation and level of interest.
8.4 Design approach/methodology in completing the scope of work and
services, technical alternatives, and creativity.
8.5 Responsiveness, general attitude and ability to communicate to audiences
with varying technical backgrounds.
8.6 Local economic impact, ability to incorporate local firms.
8.7 Schedule evaluation, time required to complete the project.
8.8 Fees.
As additional information becomes available, the City reserves the right to modify
selection criteria at any time during the selection process. All proposers will be
notified of any said change in criteria and allowed to respond.
9.0 SELECTION PROCESS
9.1 Prooosal Review: The RFP committee will review the proposals and rank
them based on which consultants best meet the criteria listed above.
9
9.2 Interviews: Consultants remaining after the initial screening may be invited
to interview.
9.3 Staff Recommendation: City staff will make a recommendation to the City
Manager as to the consultant who, in the opinion of the committee, would
best meet the needs of the City for the Comprehensive Sanitary Sewer
Master Plan.
9.4 Consultant Selection bv City Council: The City Council will choose the
consultant for the Comprehensive Sanitary Sewer Master Plan. The City
of Dubuque is an Equal Employment Opportunity Employer.
10.0 SUBMISSION REQUIREMENTS
Proposals are to be signed by an officer of the firm authorized to bind the
submitter to its provisions. Proposals are to contain a statement indicating the
period during which the proposal will remain valid. A period of not less than
ninety (90) days is required. The proposal submitted by the firm shall become an
integral part of the contract between the City and the Firm and representations,
covenants, and conditions therein contained shall be binding upon the person,
firm or corporation executing the same. Failure to manually sign proposal will
disqualify it.
An original plus 10 copies of the proposal must be received in the office of the
City Clerk by 4:00 p.m. CDT on April 13, 2006 at:
City of Dubuque
C/O Jeanne Schneider, City Clerk
50 West 13th Street
Dubuque, Iowa 52001-4864
Each firm assumes full responsibility for delivery and deposit of the completed
proposal package on or before the deadline. Proposals received after the
specified time will be returned unopened. The City of Dubuque is not responsible
for any loss or delay with respect to delivery of the proposals.
The City of Dubuque is not liable for any cost incurred by any firm before the
execution of an agreement or contract. Nor shall the City of Dubuque be liable
for any costs incurred by the firms not specified in contract documents. The City
shall become owners of the proposals upon submission.
10
APPENDIX A
Task Group % of Project Cost
Startup, Project Management and Miscellaneous
Project Tasks
Collect survey field data on all identified interceptor
sewers and collector sewers.
Develop a computer model of the City's sewer
collection system incorporating existing data and
data collected in the field.
Develop and install a sewer flow-monitoring
framework
Calibrate the model to actual sewage-flow
measurements
Determine the existing sewer system flow capacity
and identify any problem areas such as
surcharging, pipe-size deficiencies, and other
inefficiencies within each interceptor and collector
sewer
Develop an Infiltration and Inflow (1&1) modeling
strategy and compare sewer dry-flow versus rainfall
data. Analyze 1&1 results and report problem sub
basins that mav reauire further studv
Using several scenarios (designed in cooperation
with City staff), run the sewer model, analyze and
report the sewer-system capacity deficiencies for
the predicted growth, and show the current level of
orowth that each sub-basin network can absorb
Develop a list of all short and long-range
construction projects and improvements for the
existing and proposed sewer system required in the
next 20-years. Provide justification for project
oriorities as defined bv their flow caoacitv limits.
Documentation and Presentations
Provide training and support to assist in
establishing an effective City-sewer modeling
caoabilitv.
NOTE: If there are other tasks that do not fit within the task groups outlined
above that you, the Consultant, feel are essential to achieve the project's
objective, please include the new tasks and their corresponding percent of the
total project's cost.
11
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ATTACHMENT B
Adopted Sept. 6, 1978
Amended March 28, 1979
Amended May 20, 1987
IOWA WASTEWATER FACILITIES DESIGN STANDARDS
CHAPTER 12
IOWA STANDARDS FOR SEWER SYSTEMS
12.0 GLOSSARY
12.0,1 Lateral- A sewer that discharges into a sub-main or other sewer and has no other common sewer
tributary to it.
12.0.2 Sub-main - A sewer into which the wastewater from two or more laterai sewers is discharged and which
discharges into a main or trunk.
12.0.3 Main - The principal sewer to which sub-mains are tributary; also called trunk sewer.
12.0.4 Trunk - The principal sewer to which sub-mains are tributary; also called main sewer.
12.0.5 Interceptor - A sewer used to transport the fiows from main and trunk sewers to a central point for
treatment and discharge.
12.0.6 Out-fall - A sewer that receives wastewater from a treatment plant and carries it to a point of final
discharge.
12.1 GENERAL
The Iowa Standards for Sewer Systems are designed to be used for review of plans and specifications and the
construction of sanitary sewer systems and extensions to such systems. When engineering justification
satisfactory to the executive director is provided, substantially demonstrating that variation from the standards will
result in either 1) at least equivalent effectiveness while significantiy reducing costs, or 2) improved effectiveness,
such a variation from standards may be accepted by the executive director.
12.2 DESIGN PERIOD
In general, sewer system design shall consider the estimated ultimate tributary popuiation, except in considering
parts of the system that can be readily increased in capacity. Simiiarly, consideration shall be given to the
maximum anticipated capacity of institutions, industrial parks, etc. Laterais and sub-mains shall be designed for
estimated ultimate development. The design of trunks (mains) and interceptors shall take into consideration a
reasonable planning period (50 years) and cost effectiveness. When the project does not provide for the ultimate
capacity, a report detailing a plan for providing the ultimate capacity shall be developed.
12.3.1 Assumptions
12.3 MINIMUM BASIS OF DESIGN
12.3.1.1
12.3.1.2
12.3.1.3
12.3.1.4
12.3.1.5
12.3.1.6
Dry Weather Flow
One hundred gallons per capita per day (gpcd) shall be used in design calculations as
the minimum average dry weather flow. This 100-gpcd value may, with adequate
justification, include maximum allowable infiltration for proposed sewer lines.
Sewer Design Capacity
Maximum hourly domestic flow, additional maximum wastewater flow from industrial
plants, inflow and groundwater infiltration, and sewage pumping station capacity shall be
considered in determining the required capacities of sanitary sewers.
Infiltration Design Allowance
If no actual data is available, an assumed infiltration design allowance for existing sewers
should be added to the design flow. For existing systems, the minimum infiltration design
allowance for the existing sewers shall be no less than 200 gallons per inch of pipe
diameter per mile of pipe (gpdpipm). Allowance for service lines should be included.
Design Flow
The minimum design flow may be determined when the average dry weather flow is
known. The minimum design flow may be calculated by multiplying the average dry
weather flow by the ratio found in Appendix I.
Minimum Design Equivalents
Type of development:
a. single famiiy - 3-3.5 units/acre, 3 people/unit, or 10 people/acre
b. multi-family (med. Density - 4.5 units/acre, 3 people/unit, or 15 people/acre
c. multi-family (high density) - 6-12 units/acre, 2.5 people/unit, or 30 people/acre
d. commercial - 5000 gpd/acre
e. industrial- 10,000 gpd/acre
Carrying Capacity of Pipe
Pipe sizes 8" - 15" shall carry the design flow at a depth of no more than 0.75 of the pipe
diameter.
2
12.4 MATERIALS
Standards shall be listed below for the respective materials.
a.
Rinid Pines Material Soec. Joint Snec.
Clav ASTM C 700-75 ASTM C425-75
Non Reinforced Concrete ASTM C 14-75 ASTM C 443-76
Reinforcement Concrete ASTM C 76-76 ASTM C 443-76
ASTM C 655-73
Concrete Pressure Pioe ASTM C 361-76 ASTM C 361-76
Cast Iron ANSI A21-1-67
(AWWA C101-67)
ANSI A21-6-75
(AWWA C106-75)
ANSI A21.8-75 ANSI A21-11-72
(AWWA C108-75) IAWWA C111-72\
ANSI/AWWA C11 0-77
Ductile Iron ANSI A21.50-76 ANSIA21.11-72
IAWWA C150-76) IAWWA C111-72)-
ANSI A21.51-76
(AWWA C151-76)
ANSI/AWWA C110-77
ASTM A536-77
b.
Fiexible Pi es
Material Sec.
Joint Sec.
Pol vin I Chloride PVC
ASTM D3212-76
ASTM D2855-77
c.
Com osite Pi es
Material Sec.
Joint Sec.
ASTM D2680-76
ASTM D2680-76
d. Pressure Pipe
All pipes for pressure applications shall conform insofar as appropriate, to the standard specifications
referred to in the "Iowa Standards for Water Supply Distribution Systems".
All other sewer pipe material shall conform with the appropriate ANSI, AWWA or ASTM specifications.
3
12.5 DETAILS OF DESIGN
12.5.1 Diameter
No public gravity sanitary sewer shall be less than eight inches in diameter, with the following exception.
For un-sewered communities, six-inch diameter sewers may be used for the last 800 feet (approximately
two blocks) of sewer, provided the six-inch sewer has sufficient hydraulic capacity and is a dead end not
subject to future extension. A manhole or a clean out must be provided at the end of the six-inch lateral
sewer pipe.
12.5.2 Depth
Sewers should be sufficiently deep so as to receive sewage from basements and to prevent freezing.
Precautions such as insulation and increased slope shall be provided for sewers that cannot be placed at
a depth sufficient to prevent freezing.
12.5.2 Slope
All sewers shall be designed and constructed to give average velocities when flowing full of not less than
2.0 feet per second based on Kutter's formula using an "n" value of 0.013 for raw sewage. The following
are the minimum slopes which shall be provided.
Sewer Size
Minimum Slope (ft.l100 ft.)
8"
10"
12"
15"
18"
21"
24"
27"
30"
36"
0.400
0.280
0.220
0.150
0.120
0.100
0.080
0.067
0.058
0.046
Smaller "n" values may be considered when the wastes are treated, or for pipes 48 inches or larger. A
velocity less than 2.0 fps may be considered only under the following conditions.
a. Deep or continuous rock excavation.
b. Velocities down to 1.5 feet per second may be accepted only when a lift station can be
eliminated, and where the ratio of the cost of constructing a lift station and sewer to the cost of
constructing a sewer only is greater than five. Cost ratios shall be based on a lift station designed
to meet not more than the minimum standards of the Iowa Department of Water, Air and Waste
Management.
Under no circumstances will the average design velocity when flowing full be allowed to drop below 1.5
feet per second based on Kutter's formula using an "n" value of 0.013.
The following exceptions to the above requirements in this section shall apply for unsewered communities
only.
A minimum velocity of 2.0 feet per second when flowing full should be maintained in all sewer mains.
However, in specific cases where savings in sewer cost are possible or a lift station couid be eliminated, a
minimum sewer velocity of 1.5 feet per second when flowing full will be permitted. An "n" value of 0.013
shall be used for design of PVC pipe, vitrified clay pipe, and ASS truss pipe. Minimum slopes for 8"
sewers flowing full at 2.0 feet per second and 1.5 feet per second shall be 0.40 ft.l100 ft. and 0.22 fl./100
ft. Minimum slopes for 6" sewers flowing full at 2.0 feet per second and 1.5 feet per second shall be 0.60
ft.l100ft. and 0.34 ft.l100 ft. In cases where a minimum sewer design velocity of 1.5 feet per second is
4
used, the city will be required to give written assurance to the department that any additional sewer
maintenance required by reduced slopes and velocities will be provided.
12.5.4 Alignment
Sewers 24 inches or less shall be laid with straight alignment between manholes.
The following exceptions to the above requirement in this section shall apply for unsewered communities
only.
Vertical and horizontal curved or variable grade sewer construction may be proposed by the design
engineer. Whenever curved or variable grade sewer construction is proposed, the design engineer is to
develop a proposed design basis and submit it to the department for review.
The city will be required to give written assurance that arrangements will be made for hydrauiic sewer
cleaning equipment to be available when necessary for cleaning curvilinear sewers.
12.5.5 Increasing Size
When sewers of different sizes and greater than 10 inches in diameter are joined, the inverts should be
placed to maintain energy gradient. An approximate method for securing these resuits is to place the 0.8
depth point of both sewers at the same elevation.
12.5.6 High Velocity Protection
Where velocities greater than 15 feet per second are attained, special provisions shall be made to protect
against displacement by erosion and shock.
12.5.7 Manholes
12.5.7.1
Location
a. Manholes shall be installed:
1. at the end of each sewer line;
2. at all changes in pipe size, grade or alignment;
3. at all sewer pipe intersections;
4. at intervals not exceeding 400 feet for sewers 24 inches or less or at
intervals not exceeding 500 feet when adequate cleaning equipment is
available.
b. Spacing of manholes over 500 feet may be permitted in sewers larger than 24
inches if the owner has adequate cleaning equipment.
c. Clean outs may be permitted in place of a manhole at the end of lines which are
less than 150 feet in length.
d. The following exceptions to the requirements for manhole iocation and clean outs
in this section shall apply for unsewered communities only.
Manhole spacing for 6 and 8-inch sewers shall be a maximum of 400 feet or at intervais
not exceeding 500 feet when adequate cleaning equipment is available. All other sewers
shall have a maximum manhole spacing of 800 feet, with manholes also to be placed at
the junctions of sewers. When the manhole spacing exceeds 400 feet, the city will be
required to give written assurance that appropriate sewer cleaning equipment suitable to
clean the distances between manholes will be made available when necessary.
Cleanouts can be installed at the ends of sewers of any size in lieu of manholes. If the
sewer is ever extended, the clean out must be removed and a sewer manhole
5
12.5.7.2
12.5.7.3
12.5.7.4
12.5.7.5
12.5.7.6
constructed at that point if the maximum distance between manholes has been reached.
Cleanout lids should be bolted down to prevent entry of foreign objects.
Drop Type
A drop pipe should be provided for a sewer entering a manhole at an elevation of 24
inches or more above the manhole invert. Where the difference in elevation between the
incoming sewer and the manhole invert is less than 24 inches, the invert should be
filleted to prevent solids deposition.
Diameter
The minimum diameter of manholes shall be 48 inches. The minimum diameter of
manhole openings shall be 22 inches.
Water Tightness
Manholes shall be pre-cast or poured in place concrete. Manholes shall be waterproofed
on the exterior.
Inlet and outlet pipes shall be joined to the manhole with a gasketed flexible watertight
connection or any watertight connection arrangement that allows differential settlement of
the pipe and manhole wall to take place.
Frame and Cover Assembly
Manhole covers shall be non-vented; however, covers with a pick hole are acceptable.
Frame and cover assemblies shall weigh at least 300 pounds when installed in areas
subject to vehicular traffic and at least 200 pounds in other areas.
Watertight cover assemblies shall be required on manholes subject to flooding. Bolt
down cover assemblies shall be required on manholes subject to inundation on a
floodplain.
Flow Channel
The flow channel through manholes shall be made to conform in shape and slope to that
of the sewers.
12.5.8 Protection of Water Supplies
12.5.8.1
12.5.8.2
12.5.8.3
Cross Connections
There shall be no physical connection between a public or private potable water supply
and a sewer, or appurtenance thereto, which would permit the passage of any
wastewater or polluted water into the potable water supply.
Wells
Sewers constructed of standard sewer materials shall not be laid within 75 feet of a public
well or 50 feet of a private well. Sewers constructed of water main materials may be laid
within 75 feet of a public well and within 50 feet of a private well but no closer than 25
feet to either.
Horizontal Separation of Gravity Sewers from Water Mains
Gravity sewer mains shall be separated from water mains by a horizontal distance of at
least 10 feet unless:
6
a. the top of a sewer main is at least 18 inches below the bottom of the water main,
and
b. the sewer is placed in a separate trench or in the same trench on a bench of
undisturbed earth at a minimum horizontal separation of 3 feet from the water
main.
When it is impossible to obtain the required horizontal clearance of three feet and a
vertical clearance of 18 inches between sewers and water mains, the sewers must be
constructed of water main materials meeting both a minimum pressure rating of 150 psi
and the requirements of Sections 8.2 and 8.4 of the "Iowa Standards for Water Supply
Distribution Systems." However, a linear separation of at least 2 feet shall be provided.
12.5.8.3
Separation of Sewer Force Mains from Water Mains
Sewer force mains and water mains shall be separated by a horizontal distance of at
least 10 feet unless:
a. the force main is constructed of water main materials meeting a minimum
pressure rating of 150 psi and the requirements of Section 8.2 and 8.4 of the
"Iowa Standards for Water Supply Distribution Systems" and
b. the sewer force main is laid at least four linear feet from the water main.
12.5.8.5
Separation of Sewer and Water Main Crossovers
Vertical separation of sanitary sewers crossing under any water main should be at least
18 inches when measured from the top of the sewer to the bottom of the water main. If
physical conditions prohibit the separation, the sewer may be placed not closer than 6
inches below a water main or 18 inches above a water main. The separation distance
shall be the maximum feasible in all cases.
Where the sewer crosses over or less than 18 inches below a water main one full length
of sewer pipe of water main material shall be located so both joints are as far as possible
from the water main. The sewer and water pipes must be adequately supported and
have watertight joints. A low permeability soil shall be used for backfill material within 10
feet of the point of crossing.
12.5.8.6
Exceptions
Should physical conditions exist such that exceptions to Sections 12.5.8.3, 12.5.8.4, and
12.5.8.5 of this standard are necessary, the design engineer must detail how the sewer
and water main are to be engineered to provide protection equal to that required by these
sections.
12.5.9 Connection of Dissimilar Pipe
Suitable couplings shall be used for joining dissimilar materials. The leakage limitations on these joints
shall be in accordance with Section 12.7 of these standards.
12.5.10 Inverted Siphons
Inverted siphons should have not less than 2 barrels, with a minimum pipe size of 6 inches and shall be
provided with necessary appurtenances for convenient flushing and maintenance; the manholes shall
have adequate clearance for rodding; and in general, sufficient head shall be provided and pipe sizes
selected to secure velocities of at least 3.0 feet per second for average flows. The inlet and outlet details
7
shall be arranged so that the normal flow is diverted to 1 barrel, and so that either barrel may be cut out of
service for cleaning.
12.5.11 Sewer Crossing Under a Waterway
The top of all sewers entering or crossing streams shall be at a depth below the naturai bottom of the
stream bed sufficient to protect the line. One foot of cover over the top of the line is required where the
sewer is located in rock or cased and three feet of cover is required in other material. In major streams,
more than the three feet of cover may be required.
In paved channels, the top of the sewer line should be placed below the bottom of the channel pavement.
Sewer out falls, headwalls, manholes, gate boxes, or other structures shall be so located that they do not
interfere with the free discharge of flood flows of the stream. Sewers located along streams shall be
located outside of the stream bead.
Sewers entering or crossing streams shall be constructed of cast or ductile pipe with mechanical joints or
shall be so otherwise constructed that they will remain water tight and free from changes in alignment or
grade. Sewer systems shall be designed to minimize the number of stream crossings. The stream
crossings shall be designed to cross the stream as nearly perpendicular to the stream flow as possible.
Construction methods that will minimize siltation shall be employed. Material used to backfill the trench
shall be stone, course aggregate, washed gravel or other materials which will not cause siltation. Upon
completion of construction, the stream shall be returned as near as possible to its original condition. The
stream banks shall be seeded and planted, or other methods employed to prevent erosion. The design
engineer shall include in the project specifications the method or methods to be employed in the
construction of sewers in or near streams to provide adequate control of siltation.
12.5.12 Aerial Crossings
Support shall be provided at all joints in pipes utilized for aerial crossings. The supports shall be
designed to prevent overturning and settlement.
Precautions against freezing, such as insulation and increased slope, shall be provided. Expansion
jointing shall be provided between above-ground and below-ground sewers.
For aerial stream crossings, the impact of floodwaters and debris shall be considered. The bottom of the
pipe should be placed no lower than the elevation of the 50-year flood.
12.6 DETAILS OF CONSTRUCTION
12.6.1 Excavation
12.6.1.1
Trench Bottom
The trench shall be excavated to grade. Bell holes shall be the minimum size that will
permit construction of satisfactory joints and ensure uniform bearing of the barrel on the
trench bottom, while avoiding bearing on the bells.
12.6.1.2
Trench Width
The width of the trench shall be ample to allow the pipe to be laid and jointed properly
and to allow the backfill to be placed and compacted as needed. The trench sides shall
be kept as nearly vertical as possible. When wider trenches are dug, appropriate
bedding class and pipe strength shall be used.
12.6.1.3
Rock Removal
Ledge rock, boulders and large stones shall be removed to provide a minimum clearance
of four inches below and on each side of all pipe.
S
12.6.1.4
12.6.2 Bedding
12.6.2.1
12.6.2.2
12.6.2.3
12.6.2.4
12.6.3 Installation
12.6.3.1
12.6.3.2
12.6.3.3
Dewatering
All water entering the excavations or other parts of the work shall be removed until all the
work has been completed. No sanitary sewer shall be used for the disposal of trench
water, unless specifically approved by the engineer and then only if the trench water does
not ultimately arrive at existing pumping or sewage treatment facilities.
Rigid Pipe
Bedding classes A, B, or C, as described in ASTM C12-74 (ANSI A106.2) or ASCE MOP
No. 37, shall be used for all rigid pipe provided the proper strength pipe is used with the
specified bedding to support the anticipated load.
Flexible Pipe
Bedding classes I, II, or III, as described in ASTM D2321-74 (ANSI K65.171) shall be
used for all flexible pipe provided the proper strength pipe is used with the specified
bedding to support the anticipated load.
Composite Pipe
Except as described in ASTM D2680-76, the bedding classes for composite pipe shall be
the same as for flexible pipe.
Bearing and Support
If the material encountered at the bottom of the trench is not satisfactory for bedding pipe,
the unsatisfactory material shall be removed and replaced by material that will give
proper support and compaction.
Rigid Pipe
Installation procedures, as described in ASTM C12-74 (ANSI A106-2) shall be used for
all rigid pipe provided the proper strength of pipe is used.
Flexible Pipe
Installation procedures, as described in ASTM D2321-74 (ANSI K65.171) shall be used
for all flexible pipe provided the proper strength pipe is used.
Composite Pipe
Installation procedures for composite pipe shall be the same as for flexible pipe except as
specified in ASTM D2680-76.
9
12.6.4 Backfill
Backfill shall be of suitable material removed from excavation except where other suitable material is
specified. Debris, frozen materials, large clods or stones, organic matter, or other unstable materials shall
not be used for backfill within 2 feet of the top of the pipe.
Backfill shall be placed in such a manner as not to disturb the alignment of the pipe.
12.7 TESTING
12.7.1 Deflection Test
Deflection tests shall be performed on all flexible pipe. The deflection test shall be conducted after the
final backfill has been in place at least 30 days.
No pipe shall exceed a deflection of 5%.
If the deflection test is to be run using a rigid ball or mandrel, it shall have a diameter equal to 95% of the
inside diameter of the pipe and the tests shall be performed without mechanical pulling devices.
12.7.2 Allowable Leakage
The maximum allowable infiltration or exfiltration for any new gravity sanitary sewer section, including all
manholes, is 200 gallons per inch of diameter per mile of pipe per day. Manholes may be tested
separately.
12.7.3 Leakage Test
12.7.3.1
Line Infiltration Test Using a Weir
The crown of the pipe shall be covered with not less than two feet of water at the highest
point in the section tested. The test head shall be maintained for not less than 24 hours
before a weir measurement is made.
The infiltration should be measured by means of a V-notch weir located in the
downstream manhole. All service connections and stubs shall be capped or plugged to
prevent the entrance of ground water into the line at these connections.
12.7.3.2
Line Exfiltration Test
The inlet of the upstream and downstream manholes shall be closed with watertight
bulkheads. Then the sewer and the upstream manhole shall be filled with water until the
elevation of water in the upstream manhole is two feet higher than the top of the pipe in
the line being tested, or two feet above the existing ground water in the trench, whichever
is the higher elevation. The exfiltration will be measured by determining the amount of
water required to maintain the initial water elevation for one hour from the start of the test.
If the average head above the section being tested exceeds two feet, then allowable
leakage can be increased by 5% for each additional foot of head. This test is preferable
for dry areas where ground water head over the pipe does not exist at the time of the
test.
12.7.3.3
Line Low-Pressure Air Test
ASTM C828-76T, Low Pressure Air Test of Vitrified Clay Pipe Sewer Lines (4 to 12 in.),
shall be utilized when air testing sewer pipe.
10
12.7.3.4
Manhole Exfiltration Test
The inlet and outlet of the manhole shall be plugged and the manhole filled to at least the
depth that is used in testing the line. Allow the water to stand one hour and refill to the
original elevation. After a specific time, usually 15 minutes to 1 hour record the difference
in elevation and convert into gallons per hour lost through manhole leakage.
To get actual line exfiltration subtract manhole loss from loss determined during line
exfiltration test.
12.7.3.5
Exceptions
Replacement of existing sewers, which have service connections, may be exempted from
the leakage testing requirements.
12.7.4 AlignmentTest
Sewers shall be checked for alignment by either using a laser beam or lamping. The light should be
visible through the section of pipe lamped. The results of the alignment test shall be evaluated by the
design engineer.
11
INSURANCE SCHEDULE C
INSURANCE REQUIREMENTS FOR PROFESSIONAL SERVICES TO THE
CITY OF DUBUQUE
1. All policies of insurance required hereunder shall be with an insurer authorized to do
business in Iowa. All insurers shall have a rating of A better in the current A.M. Best
Rating Guide.
2. All policies of insurance shall be endorsed to provide a thirty (30) day advance
notice of cancellation to the City of Dubuque, except for 10 day notice for non-
payment, if cancellation is prior to the expiration date. This endorsement supersedes
the standard cancellation statement on the Certificate of Insurance.
3. shall furnish a signed Certificate of Insurance to the City of
Dubuque, Iowa for the coverage required in Paragraph 6 below. Such Certificates
shall include copies of the following endorsements:
a) Commercial General Liability policy is primary and non-contributing.
b) Commercial General Liability additional insured endorsement.
c) Governmental Immunities Endorsement.
shall also be required to provide Certificates of Insurance
of all subcontractors and all sub-sub contractors who perform work or services
pursuant to the provisions of this contract. Said certificates shall meet the same
insurance requirements as required of
4. Each certificate shall be submitted to the contracting department of the City of
Dubuque.
5. Failure to provide minimum coverage shall not be deemed a waiver of these
requirements by the City of Dubuque. Failure to obtain or maintain the required
insurance shall be considered a material breach of this agreement.
6. Contractor shall be required to carry the following minimum coverage/limits or
greater if required by law or other legal agreement:
a) COMMERCIAL GENERAL LIABILITY
General Aggregate Limit
Products-Completed Operations Aggregate Limit
Personal and Advertising Injury Limit
Each Occurrence Limit
Fire Damage limit (anyone occurrence)
Medical Payments
$2,000,000
$1,000,000
$1,000,000
$1,000,000
$ 50,000
$ 5,000
10f2
June 2005
INSURANCE SCHEDULE C (Continued)
INSURANCE REQUIREMENTS FOR PROFESSIONAL SERVICES TO THE
CITY OF DUBUQUE
This coverage shall be written on an occurrence form, not claims made form. All
deviations or exclusions from the standard ISO commercial general liability form CG
0001 or Business owners BP 0002 shall be clearly identified. Form CG 25 04 03 97
'Designated Location (s) General Aggregate Limit' shall be included.
Governmental Immunity endorsement identical or equivalent to form attached.
Additional Insured Requirement:
The City of Dubuque, including all its elected and appointed officials, all its
employees and volunteers, all its boards, commissions and/or authorities and
their board members, employees and volunteers shall be named as an additional
insured on General Liability including "ongoing operations" coverage equivalent
to ISO CG 20100704.
b) Automobile $1.000,000 combined sinale limit.
c) WORKERS COMPENSATION & EMPLOYERS LIABILITY
Statutory for Coverage A
Employers Liability:
Each Accident
Each Employee Disease
Policy Limit Disease
$ 100,000
$ 100,000
$ 500,000
$1,000,000
d) PROFESSIONAL LIABILITY
e) UMBRELLA/EXCESS LIABILITY .
'Coverage and/or limit of liability to be determined on a case-by-case basis by
Finance Director.
Completion Checklist
o Certificate of Liability Insurance (2 pages)
o Designated Location(s) General Aggregate Limit CG 25 04 03 97
o Additional Insured CG 20 10 07 04
o Governmental Immunities Endorsement
20f2
June 2005
A~QRQ.
PRODUCER (563)556-0272
INSURANCE AGENCY
STRHT ADDRESS
cm, STATE, ZIP CODE
CATE IMMiDDlYYYY)
02/28/2005
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION
ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE
HOLDER. THIS CERTIFICATE DOES NOT AMENO, EXTEND OR
ALTER THE COVERAGE AFFORDED BY THE POUClES BELOW.
THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDIN'
AWi REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR
MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCllIBEO HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH
POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS
POLICY EFFIECTlYE POUCY EXPlRATION
CERTIFICATE OF LIABILITY INSURANCE
FAX (563)556-4425
I....... C~ny
Street Address
City, State, Zip Code
INSURERS AFFORDING COVERAGE
_..._.._......_._.._----,-~-
INSURER' Insurance ~any
INSURER B
INSURER C
INSURER 0
INSURER E
TYPEOFIN~
GEHI!R^l UASlUTY
X COMMERCIAL GENERAl LlABILff"r'
CLAIMS ~ [!] OCCUR
POLICY NUMBER
LIMITS
$
$
MED EXP (Any 008 petliOO) $
PERSONAl & ADV INJURY $
$
PRODUCTS - CQMP/OP AGO .s
EACH OCCURRENCE
DAMAGE TO RENTEO
A
x
GENERAL AGGREGATE
A
X AHYAUTO
AlL OWNED AUTOS
SCHEDULED AUTOS
HtREOAUTOS
NOH-OWNED AUTOS
COMBINED SINGLE liMJT $
(Ea&l:::ciOOra)
BOOll y tNJURv $
{Per person)
<- BODiLY INJURY $
(Pl'lraccideot)
PROPERTY DAMAGE $
(?Qf~j
AUTO ONLY. EA ACCIDENT $
OTHER THAN "ACe $
AUTO ONLY AGG $
EACH OCCURRENCE $
$
$
$
$
x
GARAGE i.iA8JUTY
ANY AUTO
EXCESSlUMBRELLA UA8lUTY
X OCCUR 0 CLAIMSMAOE
DEDUCTtBLE
X RETENTION 1
WORKERS COMPENSATfONAND
EMPLOYERS' UAElUTY
A PH'( PAOPRtETORIPARTNERiEXECUTIVE
OFFICEflJMEMBER EXCLUDED?
If yes. <lNCl'IbeU!'lll:W
SPECW. PROVtstONS below
UEsSIONAL LIABILm
E L. EACH ACCIDENT S
E.L.D1SEASE-EAEMPlOYE $
E L. DISEASE. POLICY lIMIT $
$1,000.000
NAlCtI
1000
50,
5,
1,000
2000
1,000,
100,
100
500
DEacRP110N OF OPERA'f'JQMI1 LOCAT1OHSI VEHIClES I EXct.U8IOHS ADDED BY ENOOftSi1IIENT J SPECIAL PROVISfONS
E CTIY OF DUBUQUE IS AN ADDITIONAL INSURED ON GENERAL lIABIlITY POLICIES INCL. ONGOING " COMPLETED
ERATIONS COVERAGE EQUIVILANT TO ISO CG 2010 0704 " CG 2037 0704. GENERAL LIABILITY POLICY IS PRIMARY
NON-CONTRIBUTING. FORM CG 2504 0397 "DESIGNATED LOCATIONS" GENERAL LIABILITY AGGREGATE LIMIT SHALL BE
WOED. GOVERNMENTAL IPIlUNITIES ENDORSEMENT IS INCLUDED. ALL POLICIES OF INSURANCE SHALL BE ENDORSED
PROVIDE T1fIRTY (30) OAY ADVANCE NOTICE OF CANCElLATION m THE CITY OF DUBUQUE.
SHOuLD AHY OF THEADOve DESCRIBED POLICIES BE CANCELLED BEFORE THE
EXPIRAllON DATE fHEReOF, THE'1SSUiNGtNSUReR'WK.l-~MAlL
~ DAYS WRITTEN NOTICE 1'0 THE CERTIFlCATS HOWER NAMED TO THE LEFT,
_'OMlCI~Ill)l_lmllllgiX/llX'*IiIClln1OIlIMICiIIIB~XX
--lO(lUliIIlllICIIIlIllCftJlIIIUll(lIKlWI'W"'~li'J(XXXXXXXXX
AUTtIQftIZEO RIPftE8ENTAnYe
cm OF DUBUQUE
cm HALL
50 W. Blll STREET
DUBUQUE, IA 52001
ACORD 26 (20011081
@ACORDCORPORATlON 1988
IMPORTANT
If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement
on this certificate does not confer rights lothe certificate holder in lieu of such endorsement(s).
If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may
require an endorsement. A statement on this certificate does not confer rights to the certificate
holder in lieu of such endorsement(s).
DISCLAIMER
The Certificate of Insurance on the reverse side of this tonn does not constitute a contract between
the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it
allinnatively or negatively amend, extend or alter the coverage afforded by the po~cies listed thereon.
SPECIMEN
'081
, ROLle)' NUMBER:
COMMERCIAL GENERAL LlABlun
CG 25 04.03 97
THIS ENDORSEMENT CHANGES THE POLICY, PLEASE READ IT CAREFULLY.
DESIGNATED LOCA TION(S)
GENERAL AGGREGATE LIMIT
This endorsement modifies insurance provided under the fOllowing:
COMMERCIAL GENERAL LIABILITY COVERAGE PART
SCHEDULE
ANY AND ALL COVERED
Designated Location(s):
Of no entry appears above, information required to complete thiS endorsement will be shown in the Declarations
as applicable to this endorsement.)
A. For all sums which the insured becomes legally
obligated to pay as damages caused by
'occurrences" under COVERAGE A (SECTION
I), and for all medical expenses caused by acci-
dents under COVERAGE C (SECTION I), which
can be attributed only to operations at a single
designated "location" shown In the Schedule
above:
1. A separate Designated location General
Aggregate Limit applies to each designated
"location", and that limit Is equal to the
amount of the General Aggregate Limit
shown in the Declarntlons.
%. The Designated Location General Aggregate
Limit is the most we will pay for the sum of all
damages under COVERAGE A, except darn-
ages because of "badDy Injury" or "property
damage' included in the "producls:completed
operations hazard", and for mediCal expenses
under COVERAGE C regardless of the, nurn-
berof:
a. 'Insureds;
b. Claims made or "suits" brought; or
Co Persons or organizations making claims
orbringing "suits".
3. Any payments made under COVERAGE A
for damages or under COVERAGE C for
medical expenses shall reduce the Desig-
nated Location General Aggregate Umit for
that designated "location". Such payments
shall not reduce the General Aggregate limit
shown in the Declarations nor shall they I1l-
duce any other Designated Location General
Aggregate Limit for any other designated
"location" shown in the Schedule above.
4. The limits shown in the Declarations for Eacl1
Occurrence, Fire Damage and Medical ex-
pense continue to apply. However, instead of
being subject to the General Aggregate Limit
shown in the Declarations. sUSllJlmits will be
subject to the applicable Designated Location
General Aggregate Limit.
SPECIMEN
CG 25 04 03 97
Copyright, Insurance Services Office, Inc., 1996
Page 1 of2
o
rl._._ .a.
~ '\ .
POLICY NUMBER:
C.OMMERCIAL GENERAL LIABILITY
CG 20 10 07 04
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.
ADDITIONAL INSURED - OWNERS, LESSEES OR
CONTRACTORS - SCHEDULED PERSON OR
ORGANIZA nON
This endorsement modifies insurance provided under the following:
COMMERCIAL GENERAl LIABILITY COVERAGE PART
SCHEDULE
The City of Dubuque, including all its
elected and appointed officials, all its
employees and volunteers, all its boards,
commissions and/or authorities and their
board members, employees and volunteers.
Location s Of Covered 0 rations
A. Section II - Who Is An Insured is amended to
include as an additional insured the person{s) Of
organlzatlon{s) shown in the Schedule, but only
with respect to liability for "bodily injury", "property
damage" or "personal and advertising injury"
caused, in whole or In part, by:
1. Your acts or omissions; or
2. The acts Of omissions of those acting on your
behalf;
In the performance of your ongoing operations for
the additional insured(s) at the location{s) desig-
nated above.
SPECIMEN
B. With respect to the insurance afforded to these
additional insure<ls, the following additional exclu-
sions apply:
This insurance does not apply to 'bodily injury" or
"property damage" occurring after:
1. All work, including materials. parts or equip-
ment furnished in connectlon with such work,
on the project {other than service, maintenance
or repairs} to be performed by or on behalf of
the additional insured(s} at the location of the
covered operations has been completed; or
2. That portion of "your work" out of which the
injury or damage arises has been put to Its in-
tended use by any person or organlzatlon other
than another contractor or subcontractor en-
gaged in performing operations for a principal
as a part of the same project.
CG 20 10 07 04
@ ISO Properties, Inc., 2004
Cl
Page 1 of 1
CITY OF DUBUQUE, IOWA
GOVERNMENTAL IMMUNITIES ENDORSEMENT
1. Nonwaiver of Governmentallmmunitv. The insurance carrier expressly agrees and
states that the purchase of this policy and the including of the City of Dubuque, Iowa
as an Additional Insured does not waive any of the defenses of governmental
immunity available to the City of Dubuque, Iowa under Code of Iowa Section 670.4
as it is now exists and as it may be amended from time to time.
2. Claims Coveraqe. The insurance carrier further agrees that this policy of insurance
shall cover only those claims not subject to the defense of governmental immunity
under the Code of Iowa Section 670.4 as it now exists and as it may be amended
from time to time. Those claims not subject to Code of Iowa Section 670.4 shall be
covered by the terms and conditions of this insurance policy.
3. Assertion of Government Immunitv. The City of Dubuque, Iowa shall be responsible
for asserting any defense of governmental immunity, and may do so at any time and
shall do so upon the timely written request of the insurance carrier.
4. Non-Denial of Coveraqe. The insurance carrier shall not deny coverage under this
policy and the insurance carrier shall not deny any of the rights and benefits
accruing to the City of Dubuque, Iowa under this policy for reasons of governmental
immunity unless and until a court of competent jurisdiction has ruled in favor of the
defense(s) of governmental immunity asserted by the City of Dubuque, Iowa.
No Other Chanqe in Policv. The above preservation of governmental immunities shall
not otherwise change or alter the coverage available under the policy.
SPECIMEN
1 of 1
June 2005