Jil ..ADDIsoN PUBLIC WORKS DEPARTMENT Post Office Box 144 Addison, Texas 75001 September 20, 1993 Mr. Gary Oshel, P.E. Assistant City Engineer City of Farmers Branch P.O. Box 819010
Farmers Branch, Texas 75381 (214) 450-2871 16801 Westgrove Re: Engineering services for the NDCWSC Sanitary Interceptor Sewer Phase II Dear Gary: On Addison's behal f, I have reviewed
the proposed agreement and recommend that it be forwarded to the NDCWSC Board for their review and approval. It is my understanding that Addison's financial portion of this agreement
is 38.75% of the costs (a not to exceed fee of $61,505.94) and that the construction costs will be assigned in accorQance wi th the percentages outl ined in exhibi t 'B' of the inter/l!ocal
agreement dated March 18, 1991. SklC-y yours, 􀁾􀁾 R. Baumgartner, P.E. Director of Public Works JRB/gmk cc: Randy Moravec
SENT BY: ..􀁾􀀬􀀮 .:J. < 9-8-93; 8:33; MAILROOM-l 2149316643;# 1/11 IB FAX M.ESSAGE CITY OF FARMERS BRANCII n DAlE: 7-B_.' '13 This Is a --.-:-/....;./_ page transmission, including
this cover page. Our FAX telephone number Is (214)241-6305. In case 􀁾 a problem with this FAX transmission or difficulty in transmitting to uS pleaSi call CITY OF FARMERS BRANCH (214)
247-3131 􀁅􀁘􀁔􀀮􀁟􀁾􀁾􀁟INSTRUCTIONS: FROM: SPECIAL TO: (/oh 􀁊􀀱􀀮􀁬􀀡􀁃􀁕􀀣􀁮􀀺􀁦􀁬􀀿􀀱􀁾 􀁃􀁏􀁍􀁐􀁁􀁎􀁙􀀺􀀬􀀭􀀭􀀭􀀭􀀮􀀮􀁬􀁁􀁾􀁡􀀺􀀺􀀺􀀮􀀺􀀻􀀻􀀺􀀺􀀻􀀺􀀮􀂷􀁾􀀮􀀮􀀺􀀺􀀮􀀮􀀮􀀮􀀺􀀺􀀮􀀮􀀮􀀮􀁾􀁾􀁟􀁟􀀽􀁾
􀀷􀁾􀀯􀀧􀀭􀀮􀀮􀀡􀀭􀀷􀁬􀀭􀀭􀀭􀀮􀀮􀀺􀀺􀁾􀁾􀁾􀀽􀀭􀀭􀁾􀂷􀂷􀀭􀁾􀀭􀀭􀀭 􀁇􀁲􀁣􀁲􀀭􀂷􀁾􀀮
SENT BY: I 9-8-93 8:33 MAILROOM"" 2149316643:# 2/11 SHIMEK, JACOBS & FINKLEA CONSULTING ENGINEERS 􀁒􀁏􀁾􀁓 L. IACOBS, PoL I. C. FINKLEA, r.f, lAMES Eo LAUGHliN, P.E. KONALr> V, CONWAY,
P.E. JOHN W 8lRKllor-r, P,L MATI ARMSTRONG, I:t. IOE R, CAKTtk, f:F., GARY c. 􀁈􀁾􀁎􀁏􀁒􀁉􀁃􀁋􀁓􀀬 P,E. C. l. SHIMEK, PoE. IH:n Douglas Avenue, #620 Dallas, Texas 1!;22!; August 27,
1993 . .' t C" "I e t'" r I'of c. '.} 􀁾􀀢􀀮􀀧􀀢 !. .. tl . J-., .• '. \ 1\" 􀀧􀀩􀁾 II 1993 􀁾􀀻􀀬 ':. J ·:l I.".", ' (214) 3b1-79UO Mr. Gary M. Oshel, P.E. Project Manager North Dallas
County Water Supply Corporation Post Office Box 819010 Farmers Branch, Texas 75381-9010 Re: Sanitary Interceptor 􀁓􀁾􀁷􀁥􀁲 Phase II Dear Mr. Oshel: We are enclosing a copy of our proposal
to furnish professional engineering services on the Sanitflry 􀁬􀁮􀁢􀁾􀁲􀁣􀁾􀁰􀁴􀁯􀁲 Sewer Phase II project. Our proposal conforms to the various sections of your Standard Form of Agreement.
Our proposal includes our proposed Scope of Work, our proposed Basis of Payment and Estimated Time 􀁦􀁣􀁾 completion for the services. Based on our review of the proposed work, our current
opinion of probable constructi.on cost is approximately $1,770,000.00. This opinion is baaed on utilizing large diameter PVC sanitary sewer line as the sanitary sewer line construction
Inaterial. We anticipate the line sl:.:;e varyIng [rom 1S-inch in diametor to 30-inch in diameter. Our prelllhinary layout includes 13,250 linear feet of proposed line, 52 manholes and
two TRA meter stations. We certainly appreciate the opportunity to be of service to the North Dallas County Water Supply Corporation on this project. We are available at your conveni{;'nce
to discuss any questions you may have with our proposal to accomplish the project. Enclooure
SENT BY: 9-8-93 t. PROJECT DESCRIPTION 8:34 MAILROOM"" . 2149316643;# 3/11 The Engineer shall provide the following services: A. DBSIGN PHASB 1. Review available sanitary sewer studies
of the area to obtain deaign flows. 2. Make site visit to determine preliminary alignment of sanitary sewer line. 3. Plot preliminary alignment on 100 scale topographic mapa. Alignment
will genoraJ.ly follow that outlined in the Owner's request for qualifications for this project. 4. Identify areas along alignment that require special design considerations such as
boring and traffic control. 5. Meet with Owner to discuss preliminary horizontal aligrunent. 6. Provide TU Electric, Lone Star Gas, Southwestern Bell Telephone and Tel Cablevision with
plan of preliminary alignment. Request information on their facilities. 7. FinalizE! horizontal alignment. Horizontal alignment established with an effort to save ttees which may proposad
route. will be be along 8. siza sanitary sewer line based on maximum anticipated flows provided by Owner. It is our understanding the Owner's generated flows were calculated baaed on
maximum FAR zoning. Dosign will be based on Manning's equation with the pipe flowing full. 9. Review the velocity in the pipe for a flow of 25 percent of future anticipated flows. 10.
Review various types of pipe available and make recommendation to Owner of acceptable pipe materials. 11. Meet with Owner to discuss preliminary vertical alignment of sanitary sewer
line. Discuss with Owner aroas requiring special design considerations. 12. Finalize 􀁶􀁾􀁲􀁴􀁩􀁣􀁡􀁬 alignment. Vertical elevations along the route w;i.l.l be referenced to Owner supplied
bendunarks. 13. Prepare design report in letter form outlining decisions and design criteria and provide five Owner. ma.jor design copies to the 14. Prepare construction plans on 24-inch
x 36-inch 􀁲􀁾􀁰􀁲􀁯􀁤􀁵􀁣􀁩􀁢􀁬􀁥 sheets. Drawings shall generally be at a scale of l-inch equa.ls 20 feet.
SENT 􀁾􀁹􀀺 9-8-93 8:35 MAILROOM..., 2149316643;# 4/11 15. Prepare teChnical specifications and contract documents. 16. Utilize City of Farmers Branch standard sanitary sewer construction
details provided by the Owner. 17. Formulate an opinion of probable construction cost based on final design plana. 18. All construction plan sheets will be prepared utilizin9 AutoCAD
Release 12 on DOS Version 5.0. No specific computer aided 􀁤􀁲􀁡􀁦􀁴􀁩􀁮􀁾 and deBign 􀁳􀁰􀁥􀁣􀁩􀁾􀁩􀁣􀁡􀁴􀁩􀁯􀁮􀀤 will be utilized. One copy of electronic files of deeign planB will
be provided to the Owner under the following conditions: a. The electr.onic files are compatible with AutoCAD 12, operating on an IBM compatible PC using DOS 5.0. Release Version b.
Engineer does not make any warranty as to the compatibility of these files beyond the specified release of the above stated software. c. Because data stored on electronic medj,a can
deteriorate undetected or be modified, the Owner agrees that the Engineer will not be held liable for completeness or correctness of electronic media 􀁾􀁦􀁴􀁥􀁲 an acceptance period
of thirty days after. delivQry of these files. d. The electronic files are instruments of our service. Whera 􀁕􀁵􀁾􀁲􀁥 is a conflict between the hard copy drawings and the 􀁥􀁬􀁥􀁣􀁴􀁾􀁯􀁮􀁩􀁣
files, the hard copy files will govern in all cases. e. Both parties acknowledge mutual non exclusive ownership of the electronic files and each party-may use, alter, modify or delete
the files without consequence to the other party. f. All electronic files provided to the Owner will not contain engineers seal, handwritten dates and signatures. 19. All word processin9
will be prepared utilizing MS-Word Version 5.5 operating on 286 computers using DOS Version S.O. These files will not be provided to the Owner.
SENT BY: 9-8-93 B. BIDDING PHASE 8:36 MAILROOM---; 2149316643;# 5/11 1. Prepare and provide to the Owner one copy of 6 Notice to Contractors for their use 1.n publicly advertisin9 the
project and send notices to limited number of contractors who undertake the type of work presented in the construction plans. 2. Sell biddin9 documents and maintain list of those contractors
holding plans. Provlde at no cost one copy of the documents to Texas Contractors and Dodge Reports. 3. Issue addendum to all plan holders to interpret and clarify bidding documents.
4. Assist the Owner at the bid opening. 5. Prepare Tabulation of Bids and prOVide one copy to 􀁾􀁑􀁣􀁨 submitting contractor and five copies to the Owner. \ . 6. Assist the Owner in
recommendation of award involved. evaluating ba$ed on the bids 􀁲􀁥􀁣􀁾􀁩􀁶􀁥􀁤􀀮 Make engineering considerations 7. Assemble contract documents providing two copies to the Owner, two
copies to the Contractor and one copy for the Engineer.
.SENT BY: 9-8-93 C. CONSTRUCTION PHASE MAILROOM...; 2149316643;# 6/11 1. A6sist the Owner during the Preconstruction Conference. 2. Issue notice to contractor to proceed with construction
on behalf of the Owner. 3. Review shop drawings, catalog data, schedules, laboratory reports, shop and mill tests of materials and equipment submitted by the contractor. This review
ls for the benefit of the Owner and cover$ only general conformance with the information given by the Contract Documents. The contractor is to review and stamp his 􀁡􀁾􀁰􀁲􀁯􀁶􀁡􀁬 on
the submittals prior to submitt1ng to Engineer and review by the Engineer does not relieve the contractor of any responsibility such 􀁾􀁳 dimensions to be confirmed and correlated at
the job site, appropriate safety measures to protactworkers and the pUblic, or the necessity to construct a complete and workable facility in accordance with the contract documents.
4. Make 􀁰􀁥􀁾􀁩􀁯􀁤􀁩􀁣 visits to the site to observe the 􀁰􀁾􀁯􀁧􀁲􀁥􀁳􀁳 and quallty of the executed executed work and to formulate an opinion in general if the work is proceeding
in accordance with the intent of the design concepts and in conformance with the contract documents. (This is not full time on-site representation). 5. Issue instructions from the Owner
to the Contractor, issuing necessary interpretation and clarification of contract documents, preparing change orders with Owner's approval. 6. Prepare monthly pay requests from information
􀁰􀁲􀁯􀁶􀁩􀁤􀁾􀁤 by the Owner's on-site representative. Make recommendation to OWner for issuing payment to the contractor. 7. Accompany the Owner during their final inspection of the
project. 8. Prepare record drawings from information received Owner's on-site 􀁲􀁾􀁰􀁲􀁥􀁳􀁥􀁮􀁴􀁡􀁴􀁩􀁶􀁥 and from information from the contractor. from the received
SENT ,BY: 9-8-93 D. ADDITIONAL SERVICES 8:38 MAILROOM..., 2149316643;# 7/11 1. Design Field Surveys a. obtain permission to survey on private property. b. Conduct field surveys. c. Download
and process field notes. 2. Set permanent horizontal control for project at six locatiOhS along project route. This will include setting points in eXisting permanent structures along
the roule. 3. Meet with business community and 􀁩􀁮􀁴􀁥􀁲􀁥􀁳􀁴􀁾􀁤 parties to present horizontal alignment. Obtain input from concarned 􀁰􀁡􀁾􀁴􀁩􀁥􀁳􀀮 4. Attend approximately eight
􀁎􀁯􀁾􀁴􀁨 Dallas County Water Supply Corporation Board Meetings. 5. 􀁄􀁾􀁬􀁩􀁮􀁥􀁡􀁴􀁥 required permanent utility easements, conBtruction easements and right-of-way required proposed
sanitary sewer line and review requirements Owner. temporary for the with the 6. Prepare field note descriptions and plats required for land or easement acquisition by the Owner. Furnish
the Owner two copies of each documont for each property. No other on the ground survey for property work will be uhdertaken. Preparation of 25 descriptions and plats are included in
the Scope of Work. 7. Set centerline alignment west of Midway Road and along Road with stakes and flag9in9 every 500 feet and at in horizontal alignment one time for property owners
impact of improvement. Inwood changes to see a. Undertake geotechnical work to bore a maximum of fourteen locations with a. maximum overall depth of 210 feet. The materials will be tested
and the results made available to Cont.ractors. This work will be undertaken by a geotechni.cal subcommltant. The t:esults of this task will be to draw the log of borings on the cOnGtruction
plans for the contractors 􀁧􀁥􀁮􀁥􀁾􀁡􀁬 information. Ground water levels at the time the borings are made will be recorded and shown in the construction plans. 9. Reproduction of 􀁰􀁲􀁥􀁬􀁩􀁭􀁩􀁮􀁡�
�􀁹 and final documentG for review by Owner, distribution to utility companies and for preparation of contract documents. Potontial bidders will purchase plans for bidding purposes.
10. Provide construction staking for vertical control, horizontal control and cut states everyone hundred feet along the proposed line.
SENT BY: SECTION 3 -PAYMENT 9-8-93 8:39 MAILROOM..., 2149316643:# 8/1 Owner shall pay Engineer for all services outlined in this agreement and perfot'ttled by the lo:ngineer on the basis
herein described below: Design Phase A lump sum fea of $96,288.00. Engineering design shall be invoiced to the Owner monthly in 􀁾􀁯􀁵􀁮􀁴􀁡 based on the Engineer's estimate of completion
of design phase. Bidding Phase A lump sum fee of $2,300.00. Engineer shall bill Owner upon t'eceipt of bids from contractors and recommended to Owner for award of a contract. 􀁾􀁾􀁮􀁳􀁴􀁲􀁵􀁣􀁴􀀱􀁯􀁮
Phase A lump sum fee of $14,692.00. Engineer shall invoice Owner based on the actual dollar amount percentage of completion of the 􀁣􀁯􀁮􀁾􀁴􀁲􀁵􀁣􀁴􀁩􀁯􀁮􀀮 Additional services Additional
services shall be as established in Section I DESCRIPTION, Item 0, and shall be paid based on salary cost multiplier of 2.30 with expenses at invoice cost times a mUltiplier and computer
run time at twenty five 􀁤􀁯􀁬􀁬􀁡􀁲􀁾 per hour. A maximum eKceed amount of $48,495.00 is established for additional services authorization from the Owner. PROJECT timelil a of 1.15
not to without Design Surveys •••...••••••..••••....••.••...•••..•.....••...... $15,400.00 Establishment of Permanent Horizontal Control ...•.••........•.. $ 1,450.00 Attend One Business
Community Meeting ••...••••••.....••••....•. $. 550.00 Attend Eight Water Supply Corporation Meetings ..•........•••••. $ 5,520.00 Easement and Right-of-Way Work .••••••..•••••....•••••.....••••.
$ 7,350.00 set Centerline Alignment for Property Owners •••.•.....•••...... $ 1,175.00 Construction Staking •••..•••.•...••••....••••••...•••••••...•.• $ 2,500.00 Geotechnip.al Investigation
(Subconsultant) ...•..•.......••.... , $10,000.00 Printing of Documents (Subcontractor) .....••.................•. $ 4,550.00 Total ......•••••.....••••.. __ -• • • . . . . . • • • •
. . . . . • • • • • . . . . • •• $48,495.00
SENT BY: 9-8-93 8:40 MAILROOM, 2149316643;# 9/11 SECTION 5 -TIME FOR PERFORMANCE 8. Engineer shall perform all services as provided for under thls agreement in a proper, efficient and
profes$1onal manner in 8cccordance with the following estimaled schedule: Description of Service Design Phase Bidding Phase Construction Phase Eatjmated Time For Completion (Time in
Montha) 51fi
SENT. BY: 3-8-33 MAILROOM...; 2143316643;#10/11 IIt III• •••, (t ••II •,I II,I II' •.. REIMBURSABLE METHODS APPLICABILITY. Most commonly used for assignments where the exact scope of
engineering work to be performed cannot be predeter 􀁬􀀱􀁬􀁩􀁮􀁥􀁤􀁾 or where the scope of services is likely to be modified during the course of the work. In addition, it is not an
unusual practice to employ reimbursable methods of compensation for projects to be designed for construction; for this type of application, the Consulting Engineer normally furnishes
the Client a bUdget, and the work is accomplished by a series of appropriations. Partial payments are usually based on monthly billings. SALARY COST TIMES A MULTIPLIER, PLUS DIRECT NONSALARY
EXPENSES. The multiplier that is applied to salary cost+: is a factor which compensates the Consulting Engineer for overhead,* plus a reasonable margin for contingencies, interest on
investment capital. 􀁲􀁥􀁡􀁤􀁩􀁮􀁥􀁳􀁳􀀢􀁴􀁯􀁾􀁳􀁥􀁲􀁶􀁥􀀮 and profit. The exact multiplier to be used in any case depends upon the size and complexity of the assignment, the proportionate
use of key personnel, the organizational structure and experience of the consulting firm,' and other fnctors. For average conditions. the multiplier ranges from 3.0 to 2.0, with 2.5
times salary cost normally considered adequate. NOJl::§.alary expenses'" includin subcontract ex enses) are reimbursed by the Client at actual invoice cost plus an agree serVlce charge
for han mg. _ _..i SCHEDULE OF REIMBURSABLE CHARGES. An alternative reimbursable method preferred by some clients is an agreed schedule of reimbursable charges, which lists the various
classification of engineering, technical, and 􀁮􀁯􀁮􀁾􀁴􀁥􀁣􀁨􀁮􀁩􀁣􀁡􀁬 employees, and the hourly billing rate of each classification. Non·labor expenses are billed at invoice cost.
plus a service charge for handling. PER DIEM. Personal services are often charged on a per diem basis, a method particularly well suiled to court work or similar assignments involvjng
inter,mittent personal services. The Consulting Engineer is compensated for all the time he devotes to the work. including travel time; and he is reimbursed for travel. subsistence,
and out-of-pocket expenses incurred while away from his home office. For services in court, or where the consulting Engineer appears as an expert, a per diem charge is considered to
have been earned for each day of such appearance, even though the Consultant may not be called to testify or, if called, may complete his testimony in a fraction of the day. Per diem
charges for Consulting Engineers should be commensurate with the nature of the assignment, and with the experience and professional standing of the Consultant. .Stl: l)t/i,lil;Q,t of
TermJl in Appendix, S,dQr, J;QSI, a.t dtjined, normally rllngu between 12J plm:cnt IIl1d IJj 􀁰􀁥􀁲􀁣􀀺􀁾􀁮􀁴 at 􀁤􀁩􀁲􀁾􀁃􀀯 Imtarits.
,SENT BY: 􀁾􀂷􀂷􀁾􀀮􀁉􀁬􀁬 ...:..::IliWIt: ....::a:... ....JiWIJC •.... 2143316643;#11/11 PERCENTAGE OF CONSTRUCTION COST* APPLICABILITY. Normally used for projects to be designed for
􀁣􀁯􀁮􀁾 struction where there is a reasonable relationship between construction cost and the engineering cost of design. The Basic Charge in percent covers those services described
in Section II a1; the Basic Services. The Special Services for a project to be designed for construction are usually furnished directly by the Client, or by the Consulting Engineer,
on the basis of salary cost times a multiplier. For the Special Services, [he multiplier varies from 3.0 to· 2.0. Direct non-labor costs for S eclal Services are reimburse . v 'ee cost
us a noml me arge or han ing. ;aa ....... USE OF CURVES. The curves of median compensation which follow are a plot of the compensation for Basic Services in percent versus the construction
cost of the work authorized 4ft one time by the Client. They represent median compensation; the appropriate COmlJemation for any give" m'signment may vary above or below these curves,
depending upon the relative complexity and various other factors. ** It is emphasized that thc curves should only be used to compare historical composite experience with compensation
determined by detailed cost analysis for any specific assignment. The curves should not be used to fix or determine such compensation. Curves A and B. page 15. arc the current version
of those prepared by the American Society of Civil Engineers for general engineering works, and reflect the composite experience and judgment of Consulting Engi· neers throughout the
United States, as indicated by responses to a detailed questionnaire. Curve C. page 17. applies to project types which experience has demonstrated require relatively higher engineering
cost per construction dollar. Alterations and changes to existing structures and facilities necessitate SUbstantially more engineering services than new work. Basic compensation for
alteration work should should be increased by at least one-third above the median compensation illustrated by the curves. •Sce Dt!{iniriofl 01 􀁔􀁥􀁲􀁭􀁾 In tile AIJPUldlx. 􀀮􀁾􀀢􀁲􀀺􀀢
•.zo ... _1 .... _ .1('
􀁓􀁅􀁾􀁔 BY: 8-19-93; 11:37 MAILR.OOM'" 2149316643;# 1/9 FAX MESSAG-E CITY OF FARMERS BRANCH , F1 DATE: eo;{􀁾 /,,» 7 I This is a h . page transmission, Including this cover page. Our
FAX telephone number Is (214)241-6305. In case of a problem with this FAX transmission or difficufty in transmitting to us please call CITY OF FARMERS BRANCH (214) 247·3131 EXT.__􀁾􀁟
TO: J􀁯􀁬􀀫􀀫􀁊􀁾􀀢􀀧􀀭􀁕􀁫􀀦􀁍􀁚􀀮􀀺􀁲􀀩􀀮􀀮􀀬􀁜􀁴􀁊􀀱􀁌􀀭􀀭 COMPANY 􀀺􀁟􀀮􀀮􀀮􀀺􀀮􀀮􀀻􀁾􀁾􀁾􀁴􀀩􀀮􀀮􀁜􀀽􀀮􀀡􀀭􀀴􀀰􀁾􀁎􀁲􀀡􀀮􀀮􀀭 􀁾 SPECIAL INSTRUCTIONS: 􀁾 '(t:JUiL 􀁾􀁜􀀩􀁜􀁾􀁗 IVNb
􀁾􀁾􀁾 􀁾􀀮 FROM: 􀁃􀁾􀁊􀁏􀁴􀁓􀁬􀁾􀁌 􀁾•I 􀀬􀁾 .:rt
II 􀁾􀁊􀁟• yfl.,'d .... "l rf5.elr L,'" e . >.e vJvr ;Lv>-I-e rC '" r -fo (" AGREEMENT THIS AGREEMENT is made by and between Carter & Burgess, Inc., hereinafter called "ENGINEER", and
the Town of Addison, Texas, hereinafter called "OWNER". WHEREAS, Owner desires Engineer to perform certain work and services set forth in Section 2, Scope of Services. WHEREAS, the Engineer
has expressed a willingness to perform said work and services, hereinafter referred to only as "services", specified in said Scope of Services, and enumerated under Section 2, of this
Agreement. NOW, THEREFORE, all parties agree as follows: Section 1. General Engineer shall furnish and pay for all labor, tools, materials, equipment, supplies, transportation and management
necessary to perform all services set forth in "Section 2." hereof for the Owner in accordance with the terms, conditions and provisions of the Scope of Services. Owner may, at any time,
stop any services by the Engineer upon giving Engineer written notice. Engineer shall be bound to Owner by the terms, conditions and responsibilities toward the Owner for Engineer's
services set forth in this Agreement. Section 2. Scope of Services The following services, when authorized in writing by a Notice to Proceed, shall be performed by the Engineer in accordance
with the Owner's requirements for the design of the Marsh Lane Sewer Interceptor. I. Project Definition A. This project consists of the design of a sanitary sewer relief system -from
near Marsh and Belt 􀁌􀁩􀁮􀁾􀀬 􀁥􀁡􀁾􀁴 _along Belt Line to Midway and north along Midway to Hutton Branch 'Creek, a length of approxirriately 12,700 linear feet. The system will be
desinged as a gravity interceptor system (micro tunnel and cut and cover) or a combination lift station, force main and gravity (cut and cover). The preferred alternative will r be recommended
as a result of a feasibility study to be conducted as a part of this project. This project will consist of related survey, geotechnical investigations, environmental investigations,
on-site representation, and any additional services relating to the project that may be requested in writing by the City. 9332760D.R02 1 January 13, 1994
/\ , II. Detailed Scope of Basic Services A. Phase I -Data Acquisition 1. Perform records research and, based on these records, determine: a. Location and description of existing easements
and rights-of-way (Le., TU Electric, drainageways, water and sewer lines, etc.). b. Location of existing utilities (water, sewer, gas, petroleum products, fiber optics, telephone, power,
cable TV). c. Property ownership of key parcels and easement research. 2. Review "as-built" plans and other pertinent data to determine: a. Location of sanitary sewer lines and manholes.
b. Location of water lines, valves and fire hydrants. c. . . . Location of storm sewer lines and channels. 3. Review previous reports and flow projections to be used for design.· ..
4. Gather available existing geotechnical data. 5. Prepare an existing facilities map based on existing plans, City topo maps, and records which locates: a. Existing roadway and railroad
rights-of-way and infrastructure. b. Existing easements. -'-. c. Existing utilities. . i d. Existing sanitary sewer lines and manholes. B. Phase II -Preliminary Design 1. Evaluate physical
constraints and diversion points. 2. Set preliminary alignment. 9332760D.R02 2 January 13, 1994
, I 3. Meet with utility companies, and appropriate property owners about improvement alternatives and easement requirements. 4. Develop preliminary plan and profile sheets. (1" = 40'
horizontal and 1" = 4' vertical) 5. Develop preliminary lift station design plans (if lift station alternative is selected). . 6. Develop preliminary drop structure design. 7. Prepare
construction cost estimates.for recommended alternative. C. Phase III -Final Design 1. Develop pipe material design and specification. 2. Complete plan and profile design. 3. Complete
lift station design (if lift station alternative is selected). 4. Complete drop structure design. 5. Prepare construction drawings and contract documents.. a. Plan and profile sheets
(1" = 40' horizontal and 1" = 4' vertical). b. Uft station Plan sheets. c. Detail sheets. d. Specmcations . 6. Prepare. estimate of construction costs and construction schedule. -..
7. Submit five (5) sets to 9ity for review. D. Phase IV -Bidding and Contract Award 1. Prepare advertisement for bids. 2. Receive and answer questions from bidders and prepare any necessary
addenda. 9332760D.R02 3 January 13, 1994
f 'I I, 3. Conduct pre-bid meeting. 4. Tabulate bids and evaluate apparent low bidder's financial, experience and availability report. 5. Make recommendation on contract award. E. Phase
V -Construction 1. Review shop drawings and submittals. 2. Make periodic site visits to review Contractor's general progress. 3. Provide survey control (not complete construction staking).
4. Review contractor's progress payment requests. 5. Answer questions from contractor and/or City during construction. 6. Prepare as-built plans. , F. Services Not Included 1. Detailed
construction staking. 2. Restaking control monuments after acceptance -by General Contractor. 3. Trench excavation safety plan. 4. Onsite representation during construction. 5. Flow
monitoring or T.V. inspection of existing lines. III. "Detailed ,Scope of Additional Services-A. Feasibility Study ;' 1. Size force· main, develop system head curves, preliminary pump
selection. 2. Establish preliminary lift station and gravity line sizes. 3. Establish preliminary alignments. 4. Develop capital cost estimates. 9332760D.R02 4 January 13, 1994
, , 5. Conduct life cycle cost analysis of lift station/force main vs. gravity system alternatives. 6. Prepare letter report with recommedation. B. Onsite Representative 1. Provide fulltime
on-site construction administration services including: a. Lift station, force main and gravity sewer installation inspection. b. Equipment and system testing. c. Final walk-through.
2. Prepare daily log of construction activities and field conditions. C. Surveying 1. Perform field surveys for the recommended alternative following City's concurrence to: a. Establish
control based on adjacent monumentation. b. Locate existing sewer lines and manholes. c. Make field ties to gas and petroleum products lines (Conoco, Explorer, Lone Star Gas, etc.) as
located in the field by owners of product line. d. Make field ties to other utilities such as power transmission towers and .substations, power poles, fiber optics cables, underground
utilities and vaults as located in the field by owner of the utilities. e. Locate existing easements, rights-of-way and property lines. f. Make field ties to topographic features . .
-g. Make spot ties necessary for ground and pipeline· profiles. 2. Prepare metes and bounds descriptions and exhibits for necessary easements up to a total of 30 exhibits. 9332760D.R02
5 January 13, 1994
D. Geotechnical Investigations 1. Soil borings For micro tunnel alternative, a total to twenty-one (21) borings spaced on approximately 500' on center to a depth range of 25 to 70 feet
deep with an additional three borings to be· used as needed for additional information. All sample will be packaged in the field and preserved for viewing by bidders. Rock samples will
be preserved in wooden rock core boxes. For lift station/force main alternate, a total of 13 borings spaced 1000' on centers ranging in depth from 10' to 20' are bUdgeted. 2. Piezometers
Four (4) piezometers will be installed consisting of 2-inch PVC well screen and riser pipe for monitoring groundwater levels. 3. Take up to eight wastewater grab samples and analyze
pH, dissovled oxygen, total sulfides, dissolved sulfides, total suspended solids and BOD5 • Conduct sovent scan on four of the eight grab samples. 4. Prepare geotechical report. 5. Scope
of services does not include material testing during construction. E. Pipeline Corrosion Analysis 1. Develop computer model of Midway/Belt Line Interceptor with information obtained
from grab samples. 2. Evaluate corrosion potential and appropriate pipe materials. F. Environmental Investigations Definition of Services The objective of the Phase I ESA is to evaluate
the potential for selected environmental risks to the. project. .The 􀁲􀁾􀁳􀁾􀁬􀁾􀁳 of the Phase I ESA will be based primarily on a review of published data sources as well as. a site
reconnaissance along the alignment. A separate, more detailed Phase II ESA may be needed if the results of1he Phase I indicate a potential for environmental risks. 1. The PhaseI ESA will identify the following documented risks: a. Proximity to documented regulatory agency sites, including leaking underground storage tanks. b. Current and former area land-use
activities associated with 9332760D.R02 6 January 13, 1994
potential waste disposal or industrial operations. c. Previous on-site oil and gas well drill sites. Scope of Work 1. Regulator Agency Site Search Task 1 will include review of documented
site listings from the following regulatory agencies. U.S. Environmental Protection Agency Region VI (USEPA) Texas Water Commission (TWC) Texas Department of Health (TDH) Docum.ented
regulatory agency sites "located within a 1/2-mile radius will be compiled and plotted on a composite site map. 2. Title Search Task 2 will include review of a title search of the site
to trace the ownership and use of the property for the past 50 years up to original development. Available chain-of-title documents regrading the property, including recorded deeds and
leases, will be examined for suspect previous owners or activities. 3. Historical Aerial Photograph Review Task 3 will include the review of selected historical aerial photograph enlargements
of the site typically available from the U.S.D.A. Agricultural Stabilization Conservation Conservation Service and various local aerial survey companies. The photographs will be reviewed
to evaluate previous land-use" characteristics along and immediately adjacent to the alignment. 4. Site Reconnaissance Task 4 will include a walking site reconnaissance to evaluate current
land conditions and to assess any anomalies identified from the aerial photograph review. A drive-by reconnaissance of properties within a 1/4 mile radius will also be conducted to identify
any potentially highrisk industries or environmental features which could impact the alignment. Photographs of anomalous surface features identified from Task 3 will also be obtained.
The site reconnaissance will also include observations for surficial indications of the presence of underground storage tanks, electrical equipment containing PCBs, or other hazardous
materials. .-, ".. :,. 􀁾 9332760D.R02 7 January 13, 1994
5. Other Relevant Data Task 5 will include an evaluation and review of available geological and hydrologic literature obtained for the alignment from the U.S.D.A. Soil Conservation Service,
the U.S. Geological Survey, and the TWC. 6. Report Task 6 will include an evaluation of the data obtained from Tasks 1 through 5 and the preparation of a Phase I ESA report for the site.
The report will describe the various work products and will list the documented regulatory agency sites identified within a 1/2-mile radius of the project. The report will include our
professional opinion regarding the potential for environmental risks and will provide recommendations for additional investigation, if risks are identified. A cost estimate and schedule
for completion of any recommended additional work will be included in our report. 7. Basis for fee estimate of environmental investigation a. City will secure permission for site access
and provide survey plats of the properties along the alignment. b. Environmental sampling sampling of soil, surface water, or groundwater or analytical testing for EPA hazardous waste
constituents is not included. c. A detailed review of regulatory agency files for individual sites/facilities of environmental concern is not included. d. A detailed evaluation of geologic
faulting, groundwater quality, and potential wetlands areas is not included. 8. Additional Services for Environmental Investigations -(not included in this scope) The following services
are not-􀁩􀁮􀁣􀁬􀁵􀁤􀁾􀁡 -in the standard Phase I -ESA scope of work, but can be provided by C&B at the City's request. Selection of these services may be based on recommendations set
forth in the Phase I ESA report. Due to the varying time required for performing these tasks, additional services will be provided on a time and material basis. The City may set a not-to-exceed
amount if desired. a. Indoor environmental sampling, including, but not limited to, radon, asbestos-containing building materials, urea-formaldehyde building materials, and lead-based
paint. 9332760D.R02 8 January 13, 1994
b. c. d. e. f. g. h. i. j. k. J. Section 3. Payment Local municipal records review including, but not limited to, building inspection records, zoning maps and ordinances, and utility
routing maps. Identify easements and leases affecting the subject property. Drinking water supply sampling for the presence of lead and copper. Written confirmation from jurisdictional
utility company of the presence of polychlorinated biphenyls (PCBs) In dielectric fluids in transformers. Subsurface investigation to confirm the presence of underground storage tanks
or related soil/groundwater impairment. Subsurface investigation•. of on-site wastewater disposal systems. In-depth interviews with previous owners/occupants or adjacent landowners,
if available. In-depth review of operational status and compliance history of all RCRA sites within a 1/2 mile radius of the subject property. Engineering evaluation of on-site improvements,
including, but not limited to, parking lots, drainage structures, buildings, heating, ventilation, and air conditioning systems, plumbing systems, electrical systems, and life safety/fire
protection systems and compliance with the Americans with Disabilities Act (ADA). Boundary or topographic surveys of subject property. Wetlands Phase I ESA to define the presence of
wetlands on the subject property. Owner shall pay Engineer for all services autporized in writing as properly performed by Engineer on the basis herein described, subject to additions
or deletions for changes or extras agreed upon in writing. . Basis of Compensation Payments shall be made monthly by Owner to Engineer based upon statements submitted by Engineer for
work performed. 9332760D.R02 9 January 13, 1994
, ! Compensation for performing basic and additional services will be on the basis of actual salary cost (defined below) times a multiplier of 2.5, however, such salary cost shall not
exceed the hourly billing rate ranges set forth in Exhibit 'C' attached hereto and made a part hereof for all purposes. Direct non-labor expenses (defined below) will be charged at actual
cost times 1.05. For the gravity system (micro tunnel), the maximum fee for basic services will be $200.684.00 (See attached Exhibit 'A' Payment Schedule), and Engineer agrees to perform
the basic and additional services to complete th(:l Project for the maximum fee of $393.332.00. For the lift station/force main alternative, the maximum fee for basic services. will
be $130.492.00. (See attached Exhibit 'A' -Payment Schedule), and the Engiheer agrees to perform the basic and additional services to complete the project for a maximum of $303.843.00.
Salary cost is defined as the cost of salaries of engineers, technicians, draftsmen, stenographers, surveymen, clerks, laborers, etc. for time directly chargeable to the project, plus
social security contributions, unemployment, excise and payroll taxes, employment compensation insurance, medical and other insurance benefits, sick leave, vacation, holiday pay, and
contributions to a pension or retirement plan. Direct non-labor expenses are defined as all non-labor expenses incurred by the Engineer which are directly chargeable to this project.
These expenses include the cost of supplies, transportation, equipment, travel, communications, reproductions, and similar incidentals. " Section 4. " Responsibilities" a. Engineer shall
be responsible for the professional quality, technical' accuracy," and the coordination of all design, drawings, specifications, plans and other services furnished by Engineer under
this Agreement. Engineer shall, without additional compensation, correct or review any errors or deficiencies in the design, drawings, specifications, plans and other services. " b.
Neither Owner's review, approval or acceptance of, nor payment for any of the services required under this Agreement, shall be construed to operate as a waiver if any rights under this
Agreement or of any cause of action arising out of the" performance" of this Agreement, 'and -Engineer shall be and remain liable to Owner in accordance with applicable law for all damages
to Owner caused by Engineer's negligent performance .,of any of the services furnished under this Agreement. ' c. The rights and remedies of Owner under this Agreement are as provided
by law. 9332760D.R02 10 January 13, 1994
Section 5. Time for Performance a. Engineer shall perform all services as provided for under this Agreement in a proper, efficient and professional manner in accordance with the Owner's
requirements. As time is of the essence for this Agreement, such services shall be completed according to the schedule shown in Exhibit 'B'. b. In the event Engineer's performance of
this Agreement is delayed or interfered with by acts of the Owner or others, Engineer may request an extension of time for the performance of same as hereinafter provided, but shall
not be entitled to any increase in fee or price, or to damages or additional compensation as a consequence of such delays. c. No allowance of any extension of time, for any cause whatever,
shall be claimed or made to the Engineer, unless Engineer shall have made written request upon Owner for such extension within 14 calendar days after the cause for such extension occurred,
and unless Owner and Engineer have agreed in writing upon the allowance of additional time to to be made. Section 6. Documents a. All instruments of service (including plans, speCifications,
drawings, reports, designs, computations, computer programs, estimates, surveys, other data or work items, etc.) prepared under this Agreement shall be submitted for approval of the
Owner. All instruments of service shall be professionally . sealed as may be required by law or by Owner. b. Such instruments of service, together with necessary supporting documents,
shall be delivered to Owner, and Owner shall have unlimited rights, for the benefit of Owner, in all instruments of service, including the right to use same on any other work of Owner
without additional cost to Owner. 1:1', in the event Owner uses such instruments of service on any work of Owner other than that specified in the Scope of Services, defined in Section
2, provided Engineer completes this Agreement, under those circumstances Owner hereby agrees to, protect, 􀁤􀁥􀁦􀁾􀁮􀁤􀀬 indemnify and hold harmless the Engineer, their .officers, agents,
servants and employees (h-ereimifter individually and collectively referred to as "Indemnities"), from and against suits, actions, claims, losses, liability or damage of any charactl)r,
and from and against costs and expenses, including, in part, attorney fees incidental to the defense of such suits, actions, claims, losses, damages or liability on account of injury,
disease, sickness, including death, to any person or damage to property including, in part, the loss of use resulting therefrom, arising from any inaccuracy, such use of such instruments
of service with respect to such other work except where Engineer participates in such other work. 9332760D.R02 11 January 13, 1994
c. Engineer agrees to and does hereby grant to Owner a royalty-free license to all such instruments of service which Engineer may cover by copyright and to all designs as to which Engineer
may assert any rights or establish any claim under the design patent or copyright laws. Engineer, after completion of the project, agrees to furnish the originals of all such instruments
of service to the Owner. The license granted herein by Engineer shall survive termination of this Agreement for any reason. Section 7. Termination a. Owner may suspend or terminate this
Agreement for cause or without cause at any time by giving written notice to the Engineer. In the event suspension or termination is without cause, payment to Engineer, in accordance
with the terms of this Agreement, will be made on the basis of services reasonably determined by Owner to be satisfactorily performed to date of suspension or termination. Such payment
will be due upon delivery of all instruments of service to Owner. b. Should the Owner require a material modification of its contract with Engineer, and in the event Owner and Engineer
fail to agree upon such modification to this Agreement, Owner shall have the option of terminating this Agreement and the Engineer's services hereunder at no additional cost other than
the payment to Engineer, in accordance with the terms of this Agreement, for the services reasonably determined by Owner to be properly performed by the Engineer prior to such termination
date. Section 8. Insurance a. Engineer shall provide and maintain Workman's CompensatiolJ and Employer's Liability Insurance for the protection of Engineer's employees,. as required
by law. Engineer shall also provide and maintain in full force and effect during the term of this Agreement, insurance (inclUding, but not limited to, insurance covering the operation
of automobiles, trucks and other vehicles) protecting .. Engineer and Owner against liability from damages because of injuries, including death, suffered by any person or .persons there
than employees of Engineer, and liability for damages to property"," arising from or growing out of Engineer's operations in connection with the performance of this Agreement. b. Such
insurance covering personal and bodily injuries or death shall be in the sum of not less than Two Hundred Fifty Thousand Dollars ($250,000.00) for one (1) person, and not less than Three
Hundred Thousand Dollars ($300,00.00) for anyone (1) occurrence. Insurance covering damages to property shall be in the sum of not less than Three Hundred Thousand dollars ($300,000.00)
for anyone (1) occurrence, and Three Hundred Thousand Dollars ($300,000.00) aggregate. 9332760D.R02 12 January 13, 1994
c. Engineer shall also provide and maintain Professional Liability Insurance coverage to protect Engineer and Owner from liability arising out of the performance of professional services,
if any, under this Agreement. Such coverage shall be in the sum of not less than $1,000,000.00. d. A signed Certificate of Insurance, satisfactory to Owner, showing compliance with the
requirements of this Section shall be furnished to Owner before any services are performed under this Agreement, and shall further indicate that each and every policy for liability insurance
coverage as required herein includes a "Contractual Liability Coverage" endorsement covering the Agreement under ·Section 9." hereof. Such Certificate of Insurance shall provide for
ten (10) days written notice to Owner prior to the cancellation or modification of nay insurance referred to therein. e. Owner shall be named as an "additional insured" party on the
insurance policies. Section 9. Indemnification For Injury and Performance Engineer further specifically obligates itsel'l' to Owner in the following respects, to wit: The Engineer hereby
agrees to protect, defend, indemnify and hold harmless the Owner, their officers, agents, servants and employees (hereinafter individually and collectively referred to as "Indemnities"),
from and against suits, actions, claims, losses, liability or damage of any character, and from and against costs and expenses, including, in part, attorney fees incidental to the defense
of such suits, actions, claims, losses, damages or liability on account of injury, disease, sickness, including death, to any person or damage to property including, in part, the loss
of use resulting therefrom, arising from any act, error, omission or neglect of the Engineer, its officers, employees, servants, agents or subcontractors,or anyone else under the Engineer's
direction and control, and arising out of, occurring in connection with, resulting from or caused by the performance or failure of performance of any work or services called for by this
Agreement, or from conditions created by the performance or non-performance of any work or services called for by this Agreement, or from conditions created by the performance or non-performance
of said work or services. In the event one or more of the· Ihdemnities is determined by a court of law to be jointly or derivatively negligent or liable for such damage or injury, the
Engineer shall be obligated to indemnify 􀁏􀁷􀁮􀁾􀁲 as provided herein on a proportionate basis in accordance with the final judgement, after all appeals ar exhausted, determining such
joint or derivative negligence or liability. The Engineer is not responsible for the actions of the Owner's contractor to perform the construction of the improvements covered under this
Agreement. Acceptance and approval of the final plans by the Owner shall not constitute nor be deemed a release of this responsibility and liability of Engineer, its employees, associates,
agents and Engineers for the accuracy or competency qf their designs, 9332760D.R02 13 January 13, 1994
working drawings and specifications, or other documents and work; nor shall such approval be deemed to be an assumption of such responsibility by the Owner for any defect in the designs,
working drawings and specifications, or other documents prepared by Engineer, its employees, contractor, agents and Engineers. Section 10. Indemnification For Unemployment Compensation
Engineer agrees that it is an independent contractor and not an agent of the Owner, and that Engineer is subject, as an employer, to all applicable Unemployment 􀁃􀁯􀁭􀁰􀁥􀁮􀁾􀁡􀁴􀁩􀁯􀁮
Statutes, so as to relieve Owner of any responsibility or liability from treating Engineer's employees as employees of Owner for the. purpose of keeping records, making reports or payments
of Unemployment Compensation taxes or contributions. Engineer further agrees to indemnify and hold Owner harmless and reimburse it for any expenses or liability incurred under said Statutes
in connection with employees of Engineer. Section 11. Indemnification For Performance Performance Engineer shall defend and. indemnify Owner against and hold Owner and the premises harmless
from any and all claims, suits or liens based upon or alleged to be based upon the non-payment of labor, tools, materials, equipment, supplies, transportation and management costs incurred
by Engineer in performing this Agreement. Section 12. Assignment. Engineer shall not assign or sublet this Agreement, or any part thereof, without the prior written consent of 􀁏􀁷􀁾􀁥􀁲􀀮
Section 13. Applicable Laws Engineer shall comply with all Federal, State, County and Municipal laws, ordinances, regulations, safety orders, resolutions and building codes relating
or applicable to services to be performed under this Agreement. Section 14. Default of Engineer In the event Engineer fails to comply or becomes disabled and unable to comply with the
provisions of this Agreement as to the quality or character of the service or time of performance, and the failure is not· 􀁣􀁯􀁲􀁲􀁾􀁣􀁴􀁥􀁤 within ten (10) days after written notice
by Owner to Engineer, Owner may, at its sole discretion without prejudice to any other right or remedy: a. Terminate this Agreement and be relieved of the payment of any further consideration
to Engineer except for all work determined by Owner to be satisfactorily completed prior to termination. Payment for work satisfactorily completed shall be for actual costs, including
reasonable salaries and travel expenses of Engineer to and from meetings called by Owner at which 9332760D.R02 14 January 13, 1994
Engineer is required to attend, but shall not include any loss of profit of Engineer. In the event, of such termination, Owner may proceed to complete the services in any manner deemed
proper by Owner, either by the use of its own forces or by resubletting to others. In either event, the Engineer shall be liable for all costs in excess of the total contract price under
this Agreement incurred to complete the services herein provided for and the costs so incurred may be due or that may thereafter become due to Engineer under and by virtue of this Agreement.
b. Owner may, without terminating this Agreement or taking over the services, furnish the necessary materials, equipment, supplies and/or help necessary to remedy the situation, at the
expense of the Engineer. Section 15. Adjustments in Services No claims for extra services, additional services or changes in the services will be made by Engineer without a written agreement
with Owner prior to the performance of such services. Section 16. Execution Becomes Becomes Effective This Agreement will be effective upon execution of the contract by and between Engineer
and Owner. Section 17. Agreement Amendments This Agreement contains the entire understanding of the parties with respect to the SUbject matter hereof and there are no oral understandings,
statements, or stipulations bearing upon the· meaning or effect of this Agreement . which have not been incorporated herein. This Agreement may only be modified, amended, .supplemented
or waived by a written instrument executed by the parties except as may be otherwise provided therein. Section 18. Written Notices All notices, demands and communications 􀁨􀁾􀁲􀁥􀁵􀁮􀁤􀁥􀁲
shall be in writing and may be served or delivered personally upon the party for whom intended, or mailed to the party for whom intended at the address set forth on the signature page
of this Agreement. The address of a party may be changed by notice given pursuant to this Section. 9332760D.RQ2 15 January 13, 1994
Section 19. Gender and Number The use of any gender in this Agreement shall be applicable to all genders, and the use of singular number shall include the plural conversely. IN WITNESS
WHEREOF, the parties hereto have executed this Agreement on this the /'2 􀁾 day of 4pn1 ,19 qi . OWNER: Town of Addison, Texas 􀁂􀁹􀀺􀀺􀁅􀁾􀁬􀁊􀁾 Ron Whitehead City Manager 5300 Beltline
Road P.O. Box 144 Addison, Texas 75001-0144 Witness: Ctkf2AN--City Secretary ENGINEER: 􀁾􀁾 J. Phillip Deaton, P.E. Vice President 7950 Elmbrook Drive Suite 250 Dallas, Texas 75247 Witness:
Co W1'1£-,' ( 9332760D.R02 16 January 13, 1994
ADDITIONAL SERVICES MARSH LANE INTERCEPTOR SEWER TOWN OF ADDISON A. Onsite Representative B. Surveying c. Geotechnical Investigations D. Landscape Architecture E. Environmental Investigations
9332760D.R02 17 January 13, 1994
EXHIBIT "A" PAYMENT SCHEDULE TOWN OF ADDISON MIDWAY/BELT LINE WASTEWATER INTERCEPTOR I. BASIC SERVICES -GRAVITY SEWER ALTERNATIVE A. Phase I -Data Acquisition/Facility Map B. Phase II
-Preliminary Design C,. Phase III -Final Design D. Phase IV -Bidding and Contract Award E. Phase V -Construction SUBTOTAL: II. ADDITIONAL SERVICES -GRAVITY SEWER ALTERNATIVE A. Feasibility
Study B. On-site Representation C. Surveying D. Geotechnical Investigations E. Pipeline Corrosion Analysis F. Environmental Investigations SUBTOTAL: TOTAL GRAVITY SEWER ALTERNATIVE III.
BASIC SERVICES -LIFT STATION/FORCE MAIN_ ALTERNATIVE A.-Phase I -Data Acquisition/Facility Map l B. Phase II -Preliminary Design C. Phase III -Final Design D. Phase IV -Bidding and Contract
Award E. Phase V -Construction SUBTOTAL: 93327601.R01 $ 9,792.00 78,468.00 96,440.00 3,360.00 12.624.00 $200,684.00 $ 15,800.00 85,994.00 48,732.00 32,955.00 6,680.00 3.415.00 $193,576.00
.. $393,332.00 8,280.00 46,144.00 61,044.00· 3,360.00 11.664.00 $130,492.00
IV. ADDITIONAL SERVICES -LIFT STATION/FORCE MAIN ALTERNATIVE A. Feasibility Study B. On-site Representation C. Surveying D. Geotechnical Investigations E. Pipeline Corrosion Analysis
F. Environmental Investigations SUBTOTAL: TOTAL LIFT STATION/FORCE MAIN ALTERNATIVE 93327601.R01 15,800.00 85,994.00 48,732.00 12,730.00 6,680.00 3.415.00 $173,351.00 $303,843.00
ACTIVITY EXHIBIT IIBII SCHEDULE TOWN OF ADDISON MIDWAY/BELT LINE WASTEWATER INTERCEPTOR ACTIVITY COMPLETION DATE Notice to Proceed Data Acquisition Feasibility Study Preliminary Design
City Review Prepare Easements Obtain Easements Final Design City Review Advertise Bids Receive Bids Contract Award Begin Construction Complete Construction -As-Built Plans 93327601.R01
May 1, 1994 June 1, 1994 July 15, 1994 October 1, .. 1994 October 14, 1994 November 1, 1994 January ·1, 1995 January 16, 1995 February 1, 1995 February 10, 1995 March 10, 1995 March
31,1995 April 14, 1995 September 1, 1996 " -Septebmer 8, 1996
, , , EXHIBIT "C" BILLING RANGES TOWN OF ADDISON MIDWAY/BELT LINE WASTEWATER INTERCEPTOR POSITION Principal Project Manager Registered Professional Land Surve¥or Senior Technician ...
Technician Drafter Secretary Party Chief Instrumentman Rodman Survey Technician Mileage -$0.275jmile Blue Lines -$0.09jS.F. 93327601.R01 ;' HOURLY BILLING RATE RANGE $95 -$100 65 -80
45 -78 52 -60 39 -48 27 -40 27 -40 33 -45 25 -30 19 -22 40 -56
MIDWAY/BELT LINE WASTERWATER INTERCEPTOR GRAVITY SEWER ALTERNATIVE TOWN OF ADDISON PRELIMINARY COST ESTIMATE UNIT DESCRIPTION aUANT. UNIT PRICE AMOUNT 1. 24" Sanitary Sewer by Micro
Tunnel, Complete in Place with Shaft Excavation and Shoring @400' O.C. 9,000 LF .$400.00 $3,600,000.00 2. Drop Structures 8 EA 15,000.00 120,000.00 3. Concrete Remove and Replace at
Drop Structures (15' x 25') each x 25 Shafts 1,050 SY 50.00 52,500.00 4. 24" Sanitary Sewer by Open 3,000 LF 135.00 405,000.00 Cut 5. 36" Steel Casing by Bore 300 EA 300.00 90,000.00
6. 5' Diameter Manhole 12 SY 3,000.00 36,000.00 7. Pavement Removal/Replacement 500 SY 45.00 22.500.00 TOTAL $4,326,000.00 i 93327601.R01
Basic Services Phase I -Data Acquisition MIDWAY/BELTLINE INTERCEPTOR GRAVIlY SEWER ALTERNATIVE TOWN OF ADDISON MAN-HOUR ESTIMATE P.M./P.E. TECH. Drafter Secretary ($80/hr) ($58/hr) .
($40/hr) ($40/hr) • Review existing reports/plans 16 -0--0--0-• Coordinate with utility companies and collect plans 12 24 -0--0-• Gather existing geotechnical data 6 -0--0--0-• Prepare
existing facilities map 12 40 40 -0-• Review existing flow data and projections 10 -0--0--0-$4,480.00 3,712.00 $1,600.00 -0-Subtotal: $9,792.00 Phase n. -Preliminary Design • Evaluate
easement requirements 30 30 -D--0-• Establish diversion points 24 24 -0--0-• Evaluate existing easements, utilities, and set preliminary alignment 60 60 40 -0-• Develop preliminary plan
and profile sheets 160 240 240 12 • Preliminary design drop shafts 60 " . 80 120 6 • Preliminary design detail sheets 20 60 60 -0-i • Prepare cost estimates 16 12 -0-10 29,600.00 29,348.00
18,400.00 1,120.00 Subtotal: $78,468.00 93327601.R01
93327601.R01
I 􀁾􀀧􀁦 Phase V -Construction (continued) P.M./P.E. TECH. Drafter Secretary ($80/hr) ($58/hr) ($40/hr) ($40/hr) • Review contractor's progress pay request 24 -0--0-24 • Prepare as-built
plans 4 8 24 -0-$10,240.00 464.00 $960.00 960.00 Subtotal: $12.624.00 Basic Services $200,684,00 93327601.R01
MIDWAY/BELTLINE WASTEWATER INTERCEPTOR GRAVITY SEWER ALTERNATIVE TOWN OF ADDISON ADDITIONAL SERVICES A. ADDITIONAL SERVICES Phase I -Feasibility Study (F.M. vs. Gravity) P.M./P.E. TECH.
Drafter Secretary ($80/hr) ($58/hr) ($40/hr) ($40/hr) • Establish design criteria and flows (interim, ultimate) 6 -0--0--0-• Size F.M, develop system curves 18 -0--0--0-• Pump curves
and selection 10 -0-4 -0-• Size lift station/layout 24 20 16 -0-• Define preliminary alignments -0--0-and line sizes 12 12 • Identify easement requirement 12 10 -0-2 and evaluate cost
• Develop present worth cost -0-4 analysis (capital, O&M) 24 12 • Prepare letter report 24 6 16 6 $10,400.00 3,480.00 1,440.00 480.00 Subtotal: 15,800.00 93327601.R01
B. ON-SITE REPRESENTATION Phase V -Construction RepresentativeOnsite Representative ($62/hr) • Fulltime onsite representative (8 month period) 1,387-$85,994 Subtotal: $85,944.00 *The
total construction time for this project is estimated to be 15 months. However, with the anticipated milestone dates presented herein and in Carter & Burgess' contact for the Marsh Lane
Interceptor, there is an anticipated overlap period in construction of 7 months. During that period we propose that a single on-site representative can monitor both projects concurrently.
In the event the construction of these two projects does not follow this anticipated schedule, this amount of the contract will be adjusted accordingly by the Town of Addison. C. SURVEYING
Phase I RPLS TECH. I TECH.II Crew Secretary ($75/hr) ($52/hr) ($40/hr) ($85/hr) ($40/hr) • Deed Sketch -0--0-80--0--D-• Deed Research -0-48 -0--0--0--0-2,496.00 3,200.00 -0--0-Subtotal:
$5,696.00 Phase II • Field Note Reduction -0-30 -0--0--0-• Computations -0-48 ---0--0--D-• • Analyzation 12 48 -0--0--0-;' • CADD Mapping 6 60 -0--0--0-(30Parcels) • Field Note 6 48 -0--0--0-Descriptions (30) • Word Processing -0--0--0--0-6 • Easement Research -0--0-80 -0--0-93327601.R01
• Horizontal/Vertical -0-4 -0-32 -0-Control Phase II (continue) • Locate/Tie Corners -0--0--0-60 -D-• Tie Improvements -0--0--0-100 -D-• Profile Alignment -0--0--0-40 -D-• Locate Utilities
8 -0--0-60 -0-$2,400.00 12,376.00 3,200.00 24,820.00 240.00 Subtotal: $43,036.00 Surveying Total: $48,732.00 93327601.R01
D. GEOTECHNICAL INVESTIGATIONS MIDWAY/BELTLINE WASTEWATER INTERCEPTOR GRAVITY SEWER ALTERNATIVE TOWN OF ADDISON BUDGET SCHEDULE FIELD SERVICES Borings Piezometer Wastewater LABORATORY
TESTING Geotechnical Wastewater ENGINEERING REPORT PLAN REVIEW TOTAL $ 19,415.00 $ 600.00 $ 1,250.00 $ 1,700.00 $ 1,030.00 $ 8,460.00 $ 500.00 $ 32,955.00 3 Weeks 1.5 Weeks 2 Weeks 6.5
Weeks E. PIPELINE CORROSION ANALYSIS P.M./P.E. .-TECH. Drafter Secretary ($80/hr) ($58/hr) ($40/hr) ($40/hr) • Conduct corrosion analysis 48 f 10 12 0 model • Evaluate pipe material
12 10 -0-6 4,800.00 1,160.00 480.00 240.00 Subtotal: $6,680.00 93327601.R01
{ " F. ENVIRONMENTAL INVESTIGATIONS Schedule of Fees HOURLY EST. POSITION RATE HOURS COST Staff Environmental Engineers/Scientist $70.00 12 840.00 Geologist/Field Specialist $60.00 18
1,080.00 Environmental Technician $50.00 6 300.00 Drafting/CADD $45.00 6 270.00 Clerical $35.00 5 175.00 Regulatory Review $250.00 250.00 Title Search $300.00 300.00 Photos $200.00 200.00
Environmental Investigations TOTAL: 3,415.00 ADDITIONAL SERVICES $193,576.00 TOTAL BASIC AND ADDITIONAL SERVICES (GRAVITY AND SEWER) 93327601.R01 $393,332.00
MIDWAY/BELT LINE WASTEWATER INTERCEPTOR LIFT STATION AND FORCE MAIN ALTERNATIVE TOWN OF ADDISON PRELIMINARY COST ESTIMATEUNIT DESCRIPTION QUANT. UNIT PRICE AMOUNT 1. 24" Sanitary Sewer
by Cut and 4,000 LF $125 $500,000.00 Cover 2. 21" Sanitary Sewer by Cut and 2,800 LF 120 336,000.00 Cover 3. 18" Sanitary Sewer by Cut and 2,700 LF 110 297,000.00 Cover 4. 36" Steel
Casing by Bore 300 LF 300 90,000.00 5. 30" Steel Casing by Bore 500 LF 275 137,500.00 6. 5' Diameter Manhole 18 EA 3,000 54,000.00 7. 14" Force Main 3,500 LF 65 227,500.00 . 8. 3.5 MGD
Urt Station 1 EA 250,000 250,000.00 9. Air Release Valve 2 EA 2,500 5,000.00 10.Pavement Removal 1,000 SY 45 45,000.00 Replacement TOTAL $1,942,000.00 t 93327601.R01
" , MIDWAY/BELTLINE INTERCEPTOR !, LIFT STATION/FORCE MAIN ALTERNATIVE TOWN OF ADDISON MAN-HOUR ESTIMATE Basic Services Phase I -Data Acguisition P.M./P.E. TECH. Drafter Secretary ($80/hr)
($58/hr) ($40/hr) ($40/hr) • Review existing reports/plans 12 -0--0--0-• Coordinate with utility companies and collect plans 6 36 -0--0-• Gather existing geotechnical data 2 . -0--0--0-•
Prepare existing facilities map 12 24 40 -0-• Review existing flow data and projections 8 -0--0--0-$3,200.00 3,480.00 1,600.00 -0-Subtotal: $8.280.00 Phase II -Preliminary Design ..
Evaluate easement requirements 16 16 -0--0-• Identify diversion points 8 16 -0--0-• Evaluate existing easements, utilities, and set preliminary 12 80 80 -0-alignment • Develop preliminary
plan and profile 􀁳􀁨􀁥􀁥􀁴􀁾 40 120-160 -0-• Preliminary mechanical design 16 40 60 8 , • Preliminary structural design 16 20 60 8 • Preliminary electrical design 8 20 20 8 • Prepare
cost estimate 16 16 -0-10 $10,560.00 19,024.00 15,200.00 1,360.00 Subtotal: $46.144.00 93327601.R01
Phase III -Final Design P.M./P.E. TECH. Drafter Secretary ($80/hr) ($58/hr) ($40/hr) ($40/hr) • Pipe material design & specifications 16 -0--0-4 • Complete mechanical design 40 40 60
2 • Complete structural design 48 60 60 2 • Complete electrical design 20 18 24 -D-• Complete P&P sheets & 120 160 ·240 24 specifications • Prepare contract documents 40 20 -0-12 • Prepare
cost estimates 20 40 -0--0-$24,320.00 19,604.00 15,360.00 1,760.00 Subtotal: $61.044.00 Phase IV -Bidding/Contract Award • Prepare advertisement 4 -0--0-4 • Conduct Pre-Bid meeting 6
-0--0-2 • Addenda preparation/questions 16 -0--0-4 • Receive and evaluate bids/recommend award 10 -0--0-2 $2,880.00 -0.00--0.00-480.00 Subtotal: $3,360.00 Phase V -Construction .. •
Review shop drawings and I submittals 16 -0--0--D-• Periodic onsite review of 36 -0--0--0-progress • Answering questions 36 -0--0--0-93327601.R01
· Phase V • Construction t(continued) • Review contractor's progress pay request • Prepare as-built plans Basic Services 93327601.R01 P.M.jP.E. ($80jhr) 24 4 $9,280.00 TECH. ($58jhr)
-08 464.00 Drafter Secretary ($40jhr) ($40jhr) -0-24 24 -0-960.00 960.00 Subtotal: $11 ,664.00 $130.492.00
, ,. MIDWAY/BELTLINE WASTEWATER INTERCEPTOR LIFT STATION/FORCE MAIN ALTERNATIVE TOWN OF ADDISON ADDITIONAL SERVICES A. ADDITIONAL SERVICES Phase I -Feasibility Study (F.M. vs. Gravity)P.M./P.E.
TECH. Drafter Secretary ($80/hr) ($58/hr) .($40/hr) ($40/hr) • Establish design criteria and flows (interim, ultimate) 6 -0--0--0-Size F.M, develop system curves' 18 -0--0-.. • -0-•
Pump curves and selection 10 -0-4 -0-• Size lift station/layout 24 20 16 -0-• Define preliminary alignments and -0--0-line sizes 12 12 • Identify easement requirement and 12 10 -0-2
evaluate cost • Develop present worth cost analysis -0-4 (capital, O&M) 24 12 • Prepare letter report 24 6 16 6 10,400.00 3,480.00 1,440.00 480.00 Subtotal: 15.800.00 B. ON-SITE REPRESENTATION
Phase V -Construction· Representative Onsite Representative ($62/hr) . • Fulltime onsite representative (8 month period)* 1,387 $85,994 Subtotal: $85,994.00 ... *The total construction
time for this project is estimated to be 15 months. However, with the anticipated milestone dates . presented herein and in Carter & Burgess' contract for the Marsh Lane Interceptor,
there is an anticipated overlap period in construction of 7 months. During that period we propose that a single on-site representative can monitor both projects concurrently. In the
event the construction of these two projects does not follow this anticipated schedule, this amount of the contract will be adjusted accordingly by the Town of Addison. 93327601.R01
" 􀁉􀁃􀁾􀀧􀁓􀁕􀁒􀁖􀁅􀁙􀁉􀁎􀁇 Phase I RPLS TECH. I TECH.II Crew Secretary ($75/hr) ($52/hr) ($40/hr) ($85/hr) ($40/hr) • Deed Sketch -0--0-80--0--D-• Deed Research -0-48 -0--0--0--0-2,496.00
3,200.00 -D--0-Subtotal: $5,696.00 Phase II • Field Note Reduction -0-30 -0--0--D-• Computations -0-48 -0--0--D-• Analyzation 12 48 -0--0--D-• CADD Mapping 6 60 -0--0--0-(30 Parcels)
• Field Note Descriptions 6 48 -0--0--0-(30) • Word Processing -0--0--0--0-6 • Easement Research -0--0-80 -0--D-• Horizontal/Vertical Control -0-4 -0-32 -D-• Locate/Tie Corners -0--0--0-60
-D-• Tie Improvements -0--0--0-100 -D-• Profile Alignment -0--0--0-40 -D-• Locate Utilities 8 -0--0-60 -0-2,400.00 12,376.00 3;200.00 24,820.00 240.00 Subtotal: $43;036.00 , Surveying
Total: $48,732.00 93327601.R01
, ".O-,(GEOTECHNICAL INVESTIGATIONS I "j' MIDWAY/BELTLINE WASTEWATER INTERCEPTOR LIFT STATION/FORCE MAIN TOWN OF ADDISON BUDGET FIELD SERVICES SCHEDULE Borings Piezometer Wastewater
LABORATORY TESTING Geotechnical Wastewater ENGINEERING REPORT PLAN REVIEW TOTAL E. PIPELINE CORROSION ANALYSIS $ 5,625.00 $ 600.00 $ 1,250.00 $ 925.00 $ 1,030.00 $ 2,800.00 $ 500.00
$12,730.00 2 Weeks 1 Weeks 2 Weeks 5 Weeks P.M./P.E. TECH. Drafter Secretary ($80/hr). .. ($58/hr) ($40/hr) ($40/hr) • Conduct corrosion analysis model 48 10 12 0 • Evaluate pipe material
12 i 10 -0-6 $4,800.00 1,160.00 480.00 240.00 Subtotal: $6.680.00 93327601.R01
􀀧􀁾􀀺􀀧􀀮􀁅􀁎􀁖􀁉􀁒􀁏􀁎􀁍􀁅􀁎􀁔􀁁􀁌 INVESTIGATIONS :-..,. Schedule at Fees HOURLY EST. POSITION RATE HOURS COST Staff Environmental Engineers/Scientist $70.00 12 840.00 Geologist/Field
Specialist $60.00 18 1,080.00 Environmental Technician $50.00 6 300.00 Drafting/CADD $45.00 6 270.00 Clerical $35.00 5 175.00 Regulatory Review $250.00 250.00 Title Search $300.00 300.00
Photos $200.00 200.00 Environmental Investigations TOTAL: 3,415.00 ADDITIONAL SERVICES $173,351.00 TOTAL BASIC AND ADDITIONAL SERVICES (LIFT STATION/FORCE MAIN) $303,843.00 93327601.R01
·1Ii ", j; I, I: I; I' I" IIII,I, III. II-. III. I...-.: Design Report For MIDWAY/BELT LINE SEWER INTERCEPTOR ADDIsoN PRELIMINARY· FOR REVIEW ONLY These dccuments are for Design Review
and not 􀁩􀁮􀁾􀁥􀁮􀁤􀁥􀁤 for Construction, Bidding or Permit Purposes. They were prepared by, or under the supervision of: JOHN H. LINDNER, P.E. 64694, Type or Print Name PI July 1994
Submitted By: Carter & Burgess, Inc. 7950 Elmbrook Drive #250 Dallas, Texas 75247
B. Gravity Alternative . . . . . . . . . . . . . . . . . . . . . . . . .. 23 C. Opinion of Probable Cost 23 III. SEWER ALIGNMENT. . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . .. 5 A. Sewer Alignment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5 V. GRAVITY ALTERNATIVE 19 A. Gravity Sewer
Sizing 19 B. Method of Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19 II. WASTEWATER DESIGN FLOWS 2 A. Existing Design Flows -Avg. Daily, Peak
2 B. Ultimate Design Flows -Avg. Daily, Peak 4 C. Lift Station Flows. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 51 TABLE OF CONTENTS .........................
....................... LIST OF TABLES Existing Flows (Year 1993) Ultimate Flows (Year 2028) Peak Flow Projections at Midway Meter Station Force Main Sizes Pump Selection Lift Station
Cost Estimate Lift Station and Force Main System Cost Estimate Lift Station Alternative-Life Cycle Cost Micro Tunnel Construction Cost Estimate Comparison of Opinion of Probable Cost
Annual Payment Schedule for the Alternatives I. INTRODUCTION IV. LIFT STATION /FORCE MAIN SYSTEM ALTERNATIVE. . . . . . . . . . . . . . . . . . .. 10 A. Force Main Sizing 10 B. Pump
Selecti0rl . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 11 C. Lift Station Sizing 11 D. Gravity Sewer Sizing 16 VI. LIFE CYCLE COST EVALUATION
, 20 A. Lift Station/Force Main System Alternative 1. Capital Costs 20 2. Annual Costs " 20 a. Pumping Power Cost . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 20 b. Operation
and Maintenance Costs 23 c. Equipment Replacement Costs . . . . . . . . . . . . . . . . . . . . .. 23 Table 1 Table 2 Table 3 Table 4 Table 5 Table 6 Table 7 Table 8 Table 9 Table 10
Table 11 􀁉􀁾 Ir II IIIIIII IIIIIIII III
IIIIIIIIIIIIIIIIIII Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 APPENDIX Appendix A Appendix 8 Appendix C Appendix D LIST OF FIGURES Drainage Areas Peak Flow Projections
at Miqway Meter Station Alignment of Sewer System Head Curves for 8 Inch Force Main System Head Curve for 12 Inch Force Main Plan View of Lift Station Section View of Lift Station Preliminary
Profile of Force Main . Gravity System Preliminary Profile of Micro Tunnel System Calculation of Daily Power Usage Detailed Alignment Plan Sheets (24" x 36")
•IIII􀁾IIIIIIIIIIIII I. INTRODUCTION The purpose of this report is to evaluate the feasibility of alternative means of conveying wastewater flows from the Hutton Branch drainage basin
and a majority of the Rawhide Creek drainage basin in Addison into the Marsh Lane Interceptor. These drainage areas consist of Midway, A1, A2 and A3, as shown on Figure 1, which are
currently served through the cities of Carrollton and Farmers Branch. Wastewater flows from these areas will be conveyed by the proposed Marsh Lane Interceptor, currently in final design
by Carter & Burgess, into the eO-inch diameter sewer tunnel currently being constructed for the North Dallas County Water Supply Corporation (NDCWSC). All Towfl of Addison flow conveyed
by this proposed system will be metered by a single meter station located at Farmers Branch Creek and Marsh Lane. In April 1993, the Rawhide Creek Lift Station went into operation. The
purpose of this lift station and force main was to transport a majority of the Rawhide Creek drainage basin to the east into the City of Dallas' collection system. This was necessary
because continued growth in Addison was exceeding the contractual amount of flow the City of Farmers Branch would accept. This temporary lift station will be abandoned with the completion
of the Midway/Beltline, Marsh Lane and NDCWSC Tunnel Sewer interceptor projects. This design report will evaluate the feasibility of the following: • Alternate 1 -All gravity system
(tunneling and cut and cover) • Alternate 2 -Combination of lift station, force main and gravity system (cut and cover). A complete gravity system alternative requires a considerable
length of tunnel construction due to the excessive depths associated with crossing the ridge between the Hutton Branch and Rawhide Creek drainage basins. The feasibility will be based
on a 50 year life cycle cost comparison between these two alternatives. Each alternative was evaluated on the following criteria: a. Present and future wastewater flows; b. Alignment
of each system; c. c. Construction, operational and maintenance costs; d. Disruption to the public and to traffic; e. Right of way acquisition. 93315401D.R15
II. WASTEWATER DESIGN FLOWS IIIIIII!. I. I: II􀁉􀁾 I: IJ IJ A. 93315401 D.R15 Existing Design Flows -Avg. Daily, Peak Wastewater flows from the Midway drainage basin consist currently
of flows metered at the Midway Meter Station (shown on Figure 1) and flows in the Kellway Circle area, which is located just south of Hutton Branch and east of Midway Road. . Wastewater
flows from drainage basins A1, A2 and A3 were metered entirely by the Marsh North Meter Station prior to April 1993. Since that time, as previously discussed, a large portion of this
flow has been pumped from the Rawhide Creek Uft Station (shown on Fig. 1) to the east into the City of Dallas collection system and is metered by the Arapaho Meter Station. The existing
average daily flows shown in the table below are based on annual average flow data for 1992 and 1993. The peak flows are based on a peaking factor 2.67 presented in the Addison Drainage
Basin Analysis Report, April 1990, prepared by Ginn, Inc. For a lift station and force main alternative, the total flow from the Midway drainage basin (Midway Meter Station and Kellway
Circle) represents the flow that must be pumped. Flow from areas A1, A2 and A3 will enter the gravity portion of the proposed system. TABLE 1 EXISTING FLOWS .(YEAR 1993) Drainage Basin
Average Daily Peak Flow Flow (MGD) (MGD) Midway-Midway Meter Station .13 .35 􀁾􀀿 -Kellway Circle .01 .03 A1,A2&A3 -Rawhide Creek Lift .45 1.20 Station -Marsh North Meter .04 0.11 Station
TOTAL 0.63 1.69 2
/􀁾 --,..... SPRI 􀀧􀁏􀁴􀀮􀁾􀁽 􀁏􀁾􀀧􀀬􀀨􀀮 ?\..\ 􀁾 I' « '\" 􀁾 I ....."::-::I1 f • "-"-.' , '/0 .,.-.. •••!r . \.\'0 " 􀁾􀁣􀁾􀀫􀁳 z ::J 0 ::E 0:: <t 􀁇􀁌􀁁􀁓􀁾 I-INVERRARY <t 􀀬􀁾􀀬􀀬􀀻􀁉
􀁾<t 0-------)IIrI1 --------' ;;><; zorr-j ::0 :I,I I, :1 \\ '\\1 \\\ ." 􀁉􀀮􀀧􀀮􀀺􀀺􀀢􀁾􀀧􀀭 , \\ Ii :' Ii Ii I' :' ::1, I o ./1-'-􀁾\ 1 oel 0' 1,Ii-joe! \ I VlI ,/0\ iI. 􀀼􀁴􀁾 • .:...----">.
\ --. \ -II r'--...􀀫􀁾􀀭 Ir, I" T : I .' T/1 ' A \ VALLEY 􀀭􀀫􀀭􀁾􀀯􀀿􀀭 ... -... 􀁾􀁜 LhNGLAND RD]'. 1 , ._-. /.. .:.-;' " WESTGROVEI 􀁗􀁍􀁡􀁾􀁗􀁦􀁁􀁾􀁬 [Nl 􀁾􀀧􀁾 IT [XJ-I • If----'
; SUNBEL T BELTWAY DRI t􀁉􀁾 _"""""" _L -----r--= -N-.--:---I 1 0 I 0 " 􀁾 _ I-ft -I S,, eWn t-.... _, ..-,I, 0\:,I , >-: <t, S:: 0'-,I ::2:',, EL TW001; ""'1' tJt11AK SPRING MI LLS
SCALE: 1"=1500' ,/" /' " 􀀯􀁾 􀁾 ./􀁾 -o I"!/' .TI 0:: :/I 􀀺􀁾 T Vl " 0 I -,--------.:.._-tlr 0:: -I 􀁦􀀦􀀮􀁾 /: z T :::: LNEg) ,': 0 l.') ,/i 2; ,/: c:: , ,0-,I I, , , I ' 􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾�
�􀁾􀁾􀁾􀁾􀁾􀁾􀁾􀁾􀁾 , ,,/) , ,-/,/COMMANDER MIDWAY ______ METER STATION I /􀁛􀁑􀀩􀁛􀁒􀀱􀁾􀁄􀁾􀁾􀁀􀁾 􀁾􀁛􀁒􀀱􀁾􀁾􀁾 􀁛􀁐􀁄􀁀􀁍􀁛􀁒􀀱􀁾 iJ 􀁾􀂮 . __ :r--J( ... ./( SKYLANE o0:: >W-I 00::
􀁾􀀱 ../../,/.,-' U¥i] D[D) \'1M 􀁾W '1 ®@(WIT[}=fl ,,I .//,/' IDR ,􀀮􀁾􀀮.\ ."-.,,,/LN "'DR _.-//􀀭􀀭􀁾􀀷􀀭􀀱􀀭􀀭􀀭􀀭􀀽􀀭􀀭􀀭􀀭􀀭􀀭􀀧 SIDgEY \ R 1\\ \ ,, ,/;' I, I .,/,' ... I _ ...
"'-TRINITY SIMPSON RAWHIDE 􀁾MARSH NORTH 8c METER STATA 0 -I OR RD <t -I -I >>-'-" I Tt.u •,/􀁾􀀭􀀧 .... Ju::../::2: >--I o /' , ./\, IC'/I/-.r--/wVl 0 -Z 0:: W 0:: .--•• 0-0:: of 0::
I-I W /Z ./., W ,//.'􀁾􀀭􀀭􀀭􀀭􀀭􀁉􀀭􀀮􀀮􀀭 ,/' ,
B. Ultimate Design Flows'-Avg.Daily. Peak Drainage Land Area Equivalent Ave. Daily Peak Areas (Acres) Population Discharge Discharge (MGD) (MGD) A1 67.48 3376 0.14 0.21 A2 80.75 8558
0.34 0.68 A3 208.46 13,558 0.55 0.97 Midway 263.98 35,342 1.38 2.91 TOTAL 620.67 60,834 2.41 4.77 93315401D.R15 .. Ultimate wastewater flows ofthe affected drainage areas were provided
in the Addison Drainage Basin Analysis Report developed by Ginn, Inc. in April 1990. These flows were based on population projections, flow meter records and projected per capita flows.
Table 2 shows the ultimate projected 'flows at the affected drainage areas. The weighted peaking factor of 1.9 is used in the report for peak flow calculations. TABLE 2 ULTIMATE FLOW
(YEAR 2028) 4
C. Lift Station Flows A. Sewer Alignment As previously mentioned, the drainage area that must be served by a lift station, if a completely gravity system is selected, is the Midway drainage
area. The ultimate flows shown on Table 3 are projected to be achieved in the year 2028. The Ginn report stated that the projected flows to the year 2028 would increase linearly from
the average daily now in 1988 to the projected average daily flow in 2028. This relationship was adjusted to match the actual discharges metered at the Midway Metering Station in 1993.
This value was then increased at equal increments to the projected ultimate discharge in the year 2028. Figure 2 and Table 3 show the projected peak discharges at the Midway Meter Station
by year to the year 2028 is provided on the following pages. -Construct an all gravity system utilizing tunnel methods due to excessive depth of cuts. -Construct a lift station and force
main to serve the Midway drainage area with a graVity system beginning at the drainage divide. 5 The general alignment for the Midway/Belt Line Sewer has been studied in previous reports
including the Rawhide Creek Lift Station and Force Main Routing Study prepared by Carter & Burgess and the Evaluation of Strategic Alternatives for Transporting Wastewater to the TRA
System prepared by Espey Huston. This alignment is shown on Figure 3. -Ease and cost of right-of-way acquisition -Existing utilities impacted -Impact on traffic -Impact on businesses
-Constructability -Construction cost -Operation and maintenance costs Along this alignment, the drainage divide between the Hutton Branch Creek and the Rawhide Creek drainage areas is
located where Dooley Road and Wright Brothers Drive intersect Midway Road. Therefore, in order to serve the Midway drainage area, two primary alternatives exist: The same general alignment
can be used for both alternatives. However, due to differing methods of construction, each alternative will have significantly different impacts on the following considerations: III.
SEWER ALIGNMENT 93315401D.R15 II􀁾IIIIIIIIIIIIII
F !'SbF.W 􀀮􀁾􀁾􀁾􀁾􀀿􀀺􀁪􀁦􀀭􀀻􀀭􀀮􀁲􀁾􀁾􀁾 􀁾􀁾􀁾􀁾􀁾􀁾􀀺􀁾􀀮 􀁾􀀺􀀻􀀩􀁾􀀧 􀁾􀁾􀀢􀀢􀀺􀀻􀁩􀀬􀀬􀁲􀀻􀁥􀀭􀀬􀀬􀁾􀀬􀀭􀀬􀀭􀁲􀀡􀁩􀀭••• FIGURE 2 PEAK FLOW PROJECTION MIDWAY METER STATION 3.5
II􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀁉 3 2.5 Q􀁾2 ::E .s􀁾 1.5 􀁾􀁾 1 0.5o I I I I I I I I I 1990 1995 2000 2005 2010 2015 2020 2025 2030 YEAR
IIIIIIIIIIIIIIIIIII 93315401D.R15 Table 3 Midway Meter Station Peak Flow Projections TABLE 3 Year Discharge (MGD) 1994 0.38 1995 0.404 1996 0.482 1997 0.561 1998 0.640 1999 0.718 2000
0.797 2001 0.876 2002 0.954 2003 1.033 2004 1.112 2005 1.190 2006 1.269 2007 1.348 2008 1.426 2009 1.505 2010 1.584 2011 1.663 2012 1.741 2013 1.820 2014 1.899 2015 1.977 2016 2.056
2017 2.135 2018 2.213 2019 2.292 2020 2.371 2021 2.449 2022 2.528 2023 2.607 2024 2.685 2025 2.764 2026 2.843 2027 2.921 2028 3.000 7
/, :. /SPRI 􀁥􀁴􀀮􀁾􀁾 􀁯􀀯􀁬􀀮􀁾 r'\.. , ... ....--_.\./􀀧􀁾 ":-----: ....... 􀁾􀁃􀁎􀁪 􀁾 II >-: :5!::.: Q:>c.::. ,··•,,I VERDE Vl <t ...J RD III ,: II "n" , , ,,/"\. /".•,,.., RD "".
􀁾 BE M'f__JB.H I I <:. :I " .. f0-:: : ". -J I...... · , ,.::J I ,"-a :,,,.., z X :>I!: (." ". , ... , .\,," ........ ,.\.;:?" \ , ' /' 􀁾-....".. ----''"''\IIIII _-----J KELLER I f-I
Vl 􀀯􀁾r. >u I 0:: T 􀁾 Z<t _ ;;.' ..., (' 􀁾 cE < 􀁇􀁌􀁁􀁓􀁾 -<'-I NvERRAP" -J ::J "' DR VALLEY 􀁾a􀁾􀁉􀀯 ../'-􀀬􀁾 '0 ,./W /-J l"'-r·,-D o0:: ,, >:;: 􀁾0->:s: :>0:: 0-1·......... -l-L._
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,,' ,/, >W-J 00:: <t fo0:: , r-··)' .. ...,,' I COMMANDER I D-? 􀀢􀀮􀁾. 􀀧􀁜􀁜􀀩􀁾 􀁾􀁾􀀧􀀰􀀧􀁜 DR >-I -.-,,----§5 􀁾􀁉 :-sTt::i:.'Y--MTfcHELL'--;' I I 'CD >-: 1 I <t W I .,/,/, /I I'_,,\.'-"",,/\,,
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I 93315401D.R15 The proposed alignment is shown in more detail at the back of this report on the 􀁔􀁯􀁷􀁾 of Addison's 1:'=100' scale sewer maps. The proposed sanitary sewer will start
at the POint of connection with a proposed 24 inch line. The 24 inch sewer is currently under design as part of the Marsh Lane Interceptor for the Town of Addison by Carter &Burgess,
Inc. This point is located in 'an easement on the east side of Marsh Lane approximately 85 feet north of the Marsh North Metering Station. The proposed Midway/Belt Line sewer will run
within the easement north approximately 260 feet along Marsh Lane to the intersection with Belt Line Road, then continue east along the south side of Belt Line Road within an existing
5 foot easement which would need to be increased to 15 feet a distance of approximately 600 feet. At this point, the sewer would cross Belt Line Road and continue east along the north
side of the road for approximately 1950 feet to Surveyor Road. An easement will have to be acquired along this section. The sewer then continues north in the pavement of Surveyor Road
for approximately 1000 feet to the St. Louis and Southwestern Railroad. The parkway of Surveyor is very congested with existing utilities and does not offer space for construction of
this sewer line. Within the north and south right-of-way of the railroad there are several existing underground utilities that include petroleum products lines, Sprint Fiber Optics and
other utilities. Among the other existing utilities is a 60-inch water main and a 8-inch force main sanitary sewer in railroad right-of-way. The Town of Addison owns a 50 foot drainage
easement on the south side of the railroad tracks and a 40 foot railroad and utility easement on the north side of the tracks. The existing 8-inch Rawhide Creek force main located along
the north edge of the railroad could be abandoned and removed. The proposed sanitary sewer could be placed in the alignment of the force main. The flow in this force main will be collected
at the Rawhide Creek Lift Station located approximately 400 feet east of the intersection of Beltline Road and Surveyor Blvd. There is adequate space to construct the proposed sewerlnth.e
'. abandoned alignment along the northside of the St. Louis and Southwestern Railroad for approximately 2480 feet to the west edge of Midway Road. The sewer would then be bored under
Midway Road to the right lane of northbound Midway Road. To reduce the impact on the large numberof . businesses along this stretch of Midway Road, the sewer will run north)nthe inside
lane for a distance of approximately 4820 feet to the 􀁾􀁯􀁲􀁴􀁨􀀱􀀳􀁲􀁮􀀮􀁲􀀺􀀺􀁹􀁲􀁢􀁯􀁦 Keller Springs Road. At this point, Midway Road is located In the 􀀹􀀡􀁴􀁾􀀬􀁾􀁦 Carrollton.
Therefore, the sewer will be placed outside the 􀁥􀁡􀁳􀁴􀁣􀁵􀁲􀀹􀀮􀁾􀁰􀀬􀁣􀁴 continue north for a distance of approximately 2100 feet to 􀁴􀁨􀁥􀁦􀁙􀁉􀁬􀀹􀁗􀁾􀁙􀁩􀁾􀁾􀁴􀁥􀁲 Station on
the east side of Midway Road. This will require 􀁥􀁾􀁳􀁥􀁬􀀻􀁷􀁭􀁴􀀻􀁗􀀢􀁗􀀬􀁾􀁩􀁜􀀬 acquisition in this area and/and/or use of the drainage 􀁲􀁩􀁧􀁨􀁴􀀭􀁯􀁦􀀭􀁷􀁡􀁙􀁾􀀺􀁑􀀮􀁯􀁲􀁴􀁨􀀧
􀁦􀁋􀁾􀁊􀀱􀁾􀀬􀁃􀁬􀁙 Circle. .;.;;;, " 􀀬􀀺􀁩􀁾 For a lift station/force main alternative, it is desirable to 􀁬􀁯􀁣􀁡􀁴􀁥􀁦􀀮􀀺􀀢􀁾􀀬􀀬􀀬 near the low point of the system near Hutton
Branch Creek 􀁃􀁬􀁑􀀬􀁧􀀬􀁾􀁾􀀺􀀺􀁴􀀮 to minimize the depth of the structure. The 􀁡􀁬􀁩􀁾􀁾􀁭􀁥􀁮􀁴􀀮 plan 􀁾􀁾􀁾􀀬􀀺 '. proposed location on Kellway Circle to avoid siting a.llft stat.lqn.;;
Midway road where it would be more noticeable. ThiS 􀁲􀁥􀁱􀁕􀁬􀁲􀁾􀁪􀁾􀀧 diameter sewer lines to intercept Ilow at the 􀁍􀁩􀁤􀁷􀁾􀁹 Meter 􀁾􀀡􀁾􀀻 Kellway Circle area and convey flow
to the lift station." 9
A. Force Main Sizing LIFT STATION I FORCE MAIN SYSTEM ALTERNATIVE One alternative for conveying Hutton Branch and Rawhide Creek drainage basih flow into the Marsh Lane Interceptor is
with a combination lift station, force main and gravity system. 10 8-inch force main with 1.0 MGD pumping capacity. parallel 8-inch with a 12-inch force main and install 3.0 MGD pumping
capacity. ·Phase I ·Phase 11-1. Provide a velocity capable of resuspending settled solids. 2. Cause minimum friction head loss within the design flow range so that the selected pumps
can operate efficiently. Using the above mentioned design criteria and given the disparity between initial peak flows (0.38 MGD) and ultimate peak flows (2.91 MGD), it is necessary to
consider two parallel force mains. Since design flows are going to steadily increase, it is not desirable to optimize pipe size or pump selection on initial condition flows. For example,
in order to obtain velocities above 3.5 FPS with the initial flow of 0.38 MGD, a 4-inch force main would be required. However, this would have to be paralleled within a few years. Head
requirements for the lift station are composed of two components, static head and frictional head losses within the pipe. The maximum static head is the difference in elevation between
the "pump off" elevation in the wet well and the elevation at the point of discharge provided that there are no intermediate high points in the main that exceed the hydraulic grade line,
the frictional head loss within the pipe is determined by the Hazen-Williams equation as follows: The length of force main required on this project is approximately 2,500 linear feet.
The selection of the force main was based on the following factors: It is more desirable to install a force main initially that will serve design flows for a 10 year period, if possible.
From Table 3, this results in a design flow initially of about 1.0 MGD, which allows for an 8-inch force main to be installed. It does require a larger pump to be installed initially
than that which is absolutely necessary in order to maintain velocities of 3.5 FPS minimum. However, it allows installation of a pump that will be in service closer to its useful life
as opposed to installation of a temporary "throwaway" pump. . Therefore, the proposed phasing for a lift station alternative is as follows: IV. 93315401D.R15 ••
III[I III􀁾I􀁾t,o,. B. hf ;:; ( 149 xQ )1.85 CX02.63 where hf = frictional head loss in feet per 1000 feet of pipe Q = discharge in gallons per minute C = roughness coefficient D = pipe
diameter in inches The selection of force main sizes is summarized in Table 4. It was determined that during Phase 1, when design flow is 1 MGD a 8 inch force main should be in service
in order to maintain a velocity of at least 3.5 feet per second. During Phase 2, a parallel 12-inch force main will be put into service to handle the design 'flow. Profile for the proposed
force main and gravity system is provided in Appendix A. Pump Selection The pumping requirements comprised of static head and friction headloss through the force main. The pumping units
were selected to operate properly and efficiently under both new pipe (C = 140) and old pipe (C = 100) conditions. Figures4 and 5 show the system head curve for different "C" values. Table 5 summarizes the selection of pumps for the two phases. Two 1.0 mgd pumps operating alternately at constant speeds
were selected for the initial phase to provide a firm capacity of 1.0 mgd. For the final phase, two 1.8 mgd pumps and one 1.2 mgd pump operating at constant speed were considered. The
1.2 mgd pump was selected to meet the low flow and average flow conditions, and the 1.8 mgd pump would meet any additional pumping capacity required. The second 1.8 mgd. pump would operate
as a back up. This combination of pumps would provide an optimal pumping capacity for the lift station while providing a firm capacity of 3.0 mgd with the largest pump out of service.
Lift Station Sizing As discussed in the previous section, the range of peak flow to the lift station varies from 0.35 mgd in 1994 to 3.0 rngd in 2028. The design of the pump station
was considered in two phases to optimize the operation of the pump station. In the initial phase (1994-2001) I the pumps were selected to discharge a design flow rate of 700 gpm (1.0
mgd). During the second phase (20022044), the design l'Iow rate was 2100 2100 gpm (3.0 mgd). The design flow rate represents an estimated peak flow condition that has to be pumped from
the lift station (Sta. 129+09 Elevation = 579.00) to the point of connection with the gravity system (Sta. 99+02 and Elevation = 637.47), approximately 3100 feet apart. 11
FORCE MAIN SIZES (Length =3100 ft.) . Q =1.0 MGD C =140 C =120 Pipe Static Friction Total C =120 Size Velocity Head Loss Head Friction Total (Inches) (fps) (feet) (feet) (feet) Loss
Head (feet) (feet) 6 7.88 58.50 102.76 161.26 136.68 195.18 8 4.43 58.50 25.12 83.62 33.43 91.93 10 2.84 58.50 8.56 67.06 11.38 69.88 Q =3.0 MGD C =140 C =120 Pipe Static Friction Total
Friction Total Size Velocity Head Loss Head Loss Head (Inches) Q (fps) (feet) (feet) (feet) (feet) (feet) 8" 1.07 4.74 58.5 28.42 87.42 37.90 96.40 & Parallel 10" 1.93 5.48 58.5 28.76
87.26 38.10 96.60 8" 0.77 3.39 58.5 15.62 74.12 20.78 79.28 & Parallel 12" 2.24 4.40 58.5 15.46 73.96 20.56 79.06 93315401D.R15 TABLE 4 12
FIGURE 4 SYSTEM HEAD CURVE FOR 8 INCH MAIN 1200 r-,------------------------------, 1000 800 +0> Q) 􀁾..=... 600 =:c: f3 400 200o I I I ! I ! I I o 500 1000 1500 2000 2500 3000 3500 4000
Flow in gpm _____ C=100 -+--C=110 --+--C=120 --a-C= 130 􀁾 C=140
FIGURE 5 SYSTEM HEAD CURVE FOR 12 INCH MAIN 250 I I 200 ;..> Q) ..E .S 150 ::c: 􀁾 100 50 I I I I I I! o 500 1000 1500 2000 2500 3000 3500 4000 Flow in gpm _ C=100 ---+--C=110 -+---C=120
-e-C=130 -+-C=140
TABLE 5 Design No. of Pump Head Phase 1 Flow Pumps Capacity (Feet) HP (MGD) (Each) 1994-2001 1.0 2 694 gpm 92 30 Design Flow No. of Pump Head Phase 2 (MGD) Pumps Capacity (Feet) (HP)
2002-2028 3.0 2 1249 gpm 94 50 1 833 gpm 94 40 A wet pit/dry pit type of lift station was considered instead of a submersible lift station because it is typically easier to operate and
maintain. The wet well volume was based on requirements to prevent short-cycling of the pump and motor, to provide sufficient suction head for the pumping unit, and allow free discharge
of the influent line. The most critical requirement was that of preventing frequent pump starts in order to prolong the life of the units. For pumping units that operate between 20 and
100 horsepower (the range of units required for this lift station), the time between starts of the motor or the "cycle time" should not be less than fifteen minutes. The cycle time is
a function of the pumping rate and the quantity of flow entering the station. The minimum wet well volume required for a single pump can be determined as follows: v = TQ/4 where, V =
Volume of wet well required in gallons, T = minimum cycle time in minutes (15 minutes in this case), Q = pump capacity in gallons/minute. The volume of the wetwell was designed for a
peak flow of 3.0 mgd with one 1.2 mgd pump and 1.8 mgd. pump operating in combination to provide the design flowrate. The dimensions of the wet well and the operating depths for the
pump combination are shown in Figures 6 and 7. In the sizing of the wet well, consideration was also given to the detention time of the wastewater at low flow conditions to avoid septic
conditions to develop. During the initial phase, for the 1.0 mgd pump with an operating depth of 1.4 feet and an inflow of 0.07 mgd (minimum recorded flow), the detention time will be
52 minutes. 93315401D.R15 15
D. Gravity Sewer Sizing The proposed sewer is designed as a gravity system from Station 137+03 at elevation 604.30 to the point of discharge at elevation 551.76. The design of the gravity
sewer is based on the following factors. (1) Maintaining a minimum velocity of 2.0 feet per second to prevent solids settling in the pipe during low flow periods and to prevent occurence
of velocities greater than 10 feet per second at peak flows. (2) Provide a slope to minimize depth of cuts while maintaining adequate velocities along the length of the pipe. The gravity
sewer design is based on Manning's Equation described as follows: 93315401D.R15 16
Hf--·_8_'􀁾􀀮H-" 18_'􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀮􀀬􀀮􀁾 r----...,...---------+-+------....--... . (( )': I .......... . PUMP 1 o PUMP 2 In o ........ --. . ,.:::.:::-. 􀁩􀀿􀂷􀀺􀀺􀀺􀀬􀁾􀀺􀀺􀀻􀂷􀁲􀂷􀂷􀂷􀂷􀂷􀂷􀂷�
�􀂷􀂷􀂷􀂷􀂷􀀭􀂷􀀭 -. 􀀭􀀮􀀭􀂷􀀭􀀭􀀺􀀭􀂷􀀭􀀭􀁊􀀺􀀺􀀺􀀺􀀺􀂷􀀺􀀺􀀺􀀺􀁲􀁾􀂷􀁾 􀀺􀁻􀀧􀀺􀀧􀀮􀁾􀀮􀀧􀀺􀀽 .----------.-..... V FUTURE PUMP 3 LIFT STATION PLAN FIGURE 6 SCALE: 1" =5'
ALARl.t HIGH LEVEL ELEV. 602.0 rt-II IIIIII I UMP 2 ONI IIIIII 580.5 II 􀁾 OF 􀁐􀁕􀁾􀁾􀁟.._. 1\./􀁾􀁉􀁜 􀁁􀀭􀀭􀀫􀀭􀀭􀀭􀁊􀀭􀁆􀀭􀀬􀁖􀀮􀀮􀀬􀀮􀀧􀁜􀁾 I II 585.5 ALARM HIGH L VEL 􀁾􀀱􀀲􀀢
INLET--584.0 INI TI AL. FUr RE ( 581.5 FUTURE (PUMP 1 ON 580.4 INI TI AL (PUM ONI 579.0 ALL PUMPS OF I 7ft ELEV. 573.5 i LIFT STATION SECTION FIGURE 7 SCALE. 1H "6'
v = 1.49 R2/3 S'/2 n where v = velocity of flow in -!!.sec n = Manning IS roughness coefficient r =Hydraulic radius of pipe in feet s = Slope of pipe in Z. A Manning's "n" value of 0.013
was used in the design calculation. A profile of the combination lift station, force main and gravity sewer is provided in Appendix B. V. GRAVITY ALTERNATIVE The second alternative evaluated
was a complete gravity system constructed by a combination of micro tunneling through the incline at Midway Road and open cut construction. The system would consist of 10,300 feet of
24" sanitary sewer pipe installed by micro tunnel and 3,400 feet by open cut. Permanent drop structures would be constructed at a maximum of 800 feet on center and at connections of
some of the existing sanitary sewers. Micro tunneling would extend from station 124+00 to station 21 +00 and reach depths up to 70 feet. At the station 21 +00 the sanitary sewer would
be installed by cut and cover construction for 2200 feet at a depth of less than 20 feet. A complete preliminary profile is provided in Appendix B. A. Gravity Sewer Sizing The sewer
was designed as discussed in Section IV., using Manning's equation. A Manning's "n" value of 0.013 was used in the design. A pipe profile for this alternative is provided in Appendix
C. B. Method of Construction Construction of the gravity system depends on the depth of sewer along the designated alignment discussed earlier. The profile of the proposed sewer is provided
in Appendix C. Sewer at a depth greater than 20 feet was assumed to be installed by tunneling. Tunneling is anticipated to be performed from Sta. 124+00 to Sta. 21 +00. At Sta. 21 +00
the sewer will be at depths less 93315401D.R15 19
than 20 feet and the pipe installed by cut and cover construction. At road and railroad crossings the sewer will be bored under to reduce pavement cuts. VI. LIFE CYCLE COST EVALUATION
In order to compare the two design alternatives, microtunnel or lift station, it was necessary to analyze the operating and maintenance costs as well as capital costs of each system
over a 50 year period. All costs analyzed were related to construction, operation and maintenance of each system. The alternatives were compared based on total life cycle cost and present
worth cost analysis. The cost for the lift station comprise of capital cost and annual costs, wrlich include power cost, O&M cost and equipment replacement cost. For the micro tunnel
alternative, the life cycle cost is essentially the construction cost. Maintenance costs for the gravity feed system are considered negligible and were not considered in the cost analysis.
A. Lift Station/Force Main System Alternative 1. Capital Costs Capital cost for this alternative alternative includes construction of the lift station and the force main with all the
required appurtences. The construction estimate for the lift station is provided in Table 6. The total construction cost for the force main/gravity sewer alternative was estimated to
be $2,763,118. The details of the cost estimate are presented in Table 7. 93315401D.R15 2. a. Annual Costs Pumping Power Cost --Cost of electricity used is 7¢/kilowatt hour, based on
current local rates of similar lift stations. Horsepower requirement (Le., kilowatts) is based on total dynamic pumping head for average flow conditions. The annual volume pumped is
increased from the existing annual average flow (Section 2.1) in equal yearly increments to the ultimate average design flow in the year 2028 and maintained constant thereafter. The
cost of electricity is increased at a rate of 4% per year. Appendix C provides the calculations used to determine the power cost per year based on the projected average flow per year.
The estimated annual power cost for the life cycle of the project is presented in Table 8. The energy cost or the "pumping cost" for the 50 year design period are estimated to be $4,751,104.
20
TABLE 6 CONSTRUCTION ESTIMATE FOR LIFT STATION ITEM QUANTITY UN DESCRIPTION COST/UNIT TOTAL COST 1 1900 CY EXCAVATION $5.00 $ 9,500.00 2 2000 SF SHORING 10.00 20,000.00 3 100 CY CONC.
FLOOR 200.00 20,000.00 4 228 CY CONC. WALLS 350.00 79,800.00 5 45 CY CONC. TOP SLAB 350.00 15,750.00 6 10 CY CONC. BEAMS 400.00 4,000.00 7 2 EA 1.0 MGD PUMP 15,000.00 30,000.00 8 1 LS
DEWATERING 10,000.00 10,000.00 9 765 SF SUPER STRUCTURE 70.00 53,550.00 10 1 LS STAIRS AND PLATFORMS 3,000.00 3,000.00 11 1 LS HVAC SYSTEM 7,000.00 7,000.00 12 1 LS SITE WORK 7,000.00
7,000.00 13 1 LS ELECTRICAL AND INSTRUM 20,000.00 20,000.00 14 1 LS PIPING AND VALVES 25,000.00 25,000.00 TOTAL $ 304,600.00 93315401D.R15 21
TABLE 7 CONSTRUCTION ESTIMATE FOR LIFT STATION AND FORCE MAIN ALTERNATIVE ITEM NO. QUANTITY UNIT DESCRIPTION COST/UNIT TOTAL COST 1 3925 LF FURNISH AND INSTALL 24" DIAMETER $125.00 $490,625.00
GRAVITY SEWER PIPE @10'·15' DEPTH 2 2790 LF FURNISH AND INSTALL 21" DIAMETER $120.00 $334,800.00 GRAVITY SEWER PIPE @10'·15' DEPTH 3 3200 LF FURNISH AND INSTALL 18" DIAMETER $115.00
$368,000.00 GRAVITY SEWER PIPE @10'-20' DEPTH 4 3100 LF FURNISH AND INSTALL 12" DIAMETER $65.00 $201,500.00 FORCE MAIN COMPLETE 5 3100 LF FURNISH AND INSTALL 8" DIAMETER $55.00 $170,500.00
FORCE MAIN COMPLETE 6 300 LF FURNISH AND INSTALL 36" STEEL $300.00 $90,000.00 CASING BY BORE 7 500 LF FURNISH AND INSTALL 30" STEEL $275.00 $137,500.00 CASING BY BORE 8 20 EA FURNISH
AND INSTALL 5.0' DIAMETER $3,000.00 $60,000.00 MANHOLES @5'-10' DEPTH COMPLETE 9 2 EA FURNISH AND INSTALL COMPLETE $2,200.00 $4,400.00 AIR RELEASE VALVES 10 7000 SY REMOVE AND REPLACE
PAVEMENT $50.00 350,000.00 11 1 LS FURNISH AND INSTALL 3.5 MGD LIFT $304,600.00 304,600.00 STATION COMPLETE WITH PUMPS, PIPING, VALVES, ELECTRICAL AND INSTRUMENTATION COMPLETE SUBTOTAL
2,511,925.00 10% CONTINGENCY 251,192.50 TOTAL CONSTRUCTION COST $ 2,763,117.50 NOTE: ITEM NUMBER 4, THE 12" FORCE MAIN IS ESTIMATED AT A LOWER RATE SINCE IT WOULD BE INSTALLED IN THE
SAME EXCAVATION AS ITEM NUMBER 5 THE 8" FORCE MAIN. 93315401D.R15 22
b. Operation and Maintenance Costs--Cost for lift station maintenance was calculated based on 5 percent of the total equipment cost per 􀁹􀁾􀁡􀁲􀀮 The maintenance costs were projected
for a 50 year period at an inflation rate of 4.5% per year. The lift station maintenance cost do not include pump replacement cost. Annual labor cost for the operation of the lift station
was calculated based on 8 hours of maintenance per week at a rate of $45 per hour. Operational cost was increased at a rate of 6% per year. The annual maintenance and operational cost
from year 1994 to 2044 is provided in Table 8. The life cycle cost of maintenance and operations are estimated at $646,934 and $5,795,792 respectively. c. Equipment Replacement Costs
As discussed in Section IV, the 2 initial 1.0 MGD pumps must be replaced with higher two-1.8 MGD and one-1.2 MGD pumps to meet the increased I10w to the lift station in the future. Pumps
must be replaced in the year 2001. It is assumed that the pumps have a life time of 20 years and and have to be replaced in the years 2021 and 2041 during the 50 year period. The present
cost for equipment replacement was estimated to be $86,900. An inflation rate of 4.0% per year was applied to the present cost of the pumps to estimate the cost of replacing the equipment.
B. Gravity Alternative The construction cost for this alternative include the cost of installing pipe by tunnelling at depths greater than 20 feet and by cut and fill at stretches of
lower depths. The details of the cost estimate is provided in Table 9. The total cost of construction was estimated at $4,974,772. C. Opinion of Probable Cost The capital cost for the
lift station/gravity sewer alternative and the microtunnel alternative are $2,763,118 and $4,974,772, respectively. The total project life cycle cost for capital cost, O&M costs, energy
cost and replacement cost for the lift station alternative is $14,972,622. A present worth cost analysis was done to compare the two alternatives. The analysis period for the project
was 50 years and an interest rate 6% was applied to the total life cycle annual costs. Details of the analysis are presented in Table 10. The present worth expense for the lift station
alternative was $3,425,952 and for the microtunnel alternative was $4,974,772. 93315401D.R15 23
TABLE 8 LIFT STATION -GRAVITY SEWER ALTERNATIVE ANNUAL COST ESTIMATE FOR POWER, O&M COSTS I Present Worth Interest Rate 6.0% Replacement Inflation Rate 4.5% Operation Cost Inflation
Rate 6.0% Maintenance Cost =% of EQuipment Cost 4.0% Maintenance cost inflation rate 4.5% Total Eqipment Cost $71,500 Equipment Replacement Cost $86,900 Year Power Cost Maintenance Operations
Total Annual Cost Cost Cost 1 1994 $1,633 $2,860 $18,771 $23,265 .. 2 1995 $2,259 $2,989 $19,898 $25,145 3 1996 $2,943 $3,123 $21,092 $27,157 4 1997 $3,689 $3,264 $22,357 $29,310 5 1998
$4,503 $3,411 $23,698 $31,612 6 1999 $5,389 $3,564 $25,120 $34,074 7 2000 $6,353 $3,724 $26,628 $36,705 8 2001 $7,399 $4,730 $28,225 $40,355 9 2002 $8,534 $4,943 $29,919 $43,396 10 2003
$9,765 $5,166 $31,714 $46,644 11 2004 $11,096 $5,398 $33,617 $50,111 12 2005 $12,537 $5,641 $35,634 $53,812 13 2006 $14,094 $5,895 $37,772 $57,761 14 2007 $15,775 $6,160 $40,038 $61,973
15 2008 $17,589 $6,437 $42,440 $66,467 16 2009 $19,545 $6,727 $44,987 $71,259 17 2010 $21,653 $7,030 $47,686 $76,369 18 2011 $23,923 $7,346 $50,547 $81,816 19 2012 $26,365 $7,677 $53,580
$87,622 20 2013 $28,992 $8,022 $56,795 $93,809 21 2014 $31,816 $8,383 $60,203 $100,402 22 2015 $34,850 $8,760 $63,815 $107,425 23 2016 $38,107 $9,155 $67,644 $114,905 24 2017 $41,603
$9,567 $71,702 $122,872 25 2018 $45,354 $9,997 $76,004 $131,355 26 2019 $49,375 $10,447 $80,565 $140,387 27 2020 $53,686 $10,917 $85,398 $150,001 28 2021 $58,303 $11,408 $90,522 $160,234
29 2022 $63,249 $11,922 $95,954 $171,124 30 2023 $68,543 $12,458 $101,711 $182,712 31 2024 $74,208 $13,019 $107,814 $195,041 32 2025 $80,269 $13,605 $114,282 $208,156 33 2026 $86,750
$14,217 $121,139 $222,106 24
Year Power Cost Maintenance Operations Total Annual Cost Cost Cost . 34 2027 $93,679 $14,857 $128,408 $236,943 35 2028 $104,279 $15,525 $136,112 $255,916 36 2029 $109,493 $16,224 $144,279
$269,996 37 2030 $114,968 $16,954 $152,936 $284,857 38 2031 $120,716 $17,717 $162,112 $300,545 39 2032 $126,752 $18,514 $171,838 $317,104 40 2033 $133,090 $19,347 $182,149 $334,585 41
2034 $209,616 $20,218 $193,078 $422,912 42 2035 $220,097 $21,127 $204,662 $445,887 43 2036 $231,102 $22,078 $216,942 $470,122 44 2037 $242,657 $23,072 $229,959 $495,687 45 2038 $254,790
$24,110 $243,756 $522,656 46 2039 $267,529 $25,195 $258,381 $551,106 47 2040 $280,906 $26,329 $273,884 $581,119 48 2041 $294,951 $27,513 $290,317 $612,782 49 2042 $309,699 $28,752 $307,736
$646,187 50 2043 $325,184 $30,045 $326,201 $681,430 51 2044 $341,443 $31,397 $345,773 $718,613 Life Cycle Cost $4,751,104 $646,934 $5,795,792 $11,193,831 Present Worth $257,930 $35,121
$314,644 $607,695 25
TABLE 9 CONSTRUCTION ESTIMATE MICRO TUNNEL GRAVITY SYSTEM ITEM QUANTITY UNIT DESCRIPTION COST/UNIT TOTAL COST NO. 1 10,240 LF FURNISH AND INSTALL 24" $ 375.00 $3,840,000.00 DIAMETER
SEWER BY MICRO TUNNEL COMPLETE WITH SHAFT EXCAVATION &SHORING AT 400' O.C. 2 14 EA FURNISH AND INSTALL JACKING $6,000.00 $ 84,000.00 PITS AND 6' M.H. 3 2180 LF FURNISH AND INSTALL 24"
$ 125.00 $ 272,500.00 DIAMETER GRAVITY SEWER PIPE @10'-20' DEPTH 4 1300 LF FURNISH AND INSTALL 15" $ 70.00 $ 91,000.00 DIAMETER PIPE @10'-20' DEPTH 5 250 LF FURNISH AND INSTALL 36" $
300.00 $ 75,000.00 DIAMETER STEEL CASING BY BORE 6 9 EA FURNISH AND INSTALL 5.0' $ 2,780.00 $ 25,020.00 DIAMETER MANHOLES @10' -15' DEPTH COMPLETE 7 3000 SY REMOVE AND REPLACE $ 45.00
$ 135,000.00 PAVEIVIENT SUBTOTAL 4,522,520.00 10% CONTINGENCY 452,252.00 TOTAL CONSTRUCTION COST $4,974,772.00 93315401D.R15 26
An annual payment analysis was also conducted for the two alternatives. The annual capital disbursement or payment was estimated at an interest rate of 4.5% for a period of 20 years.
The annual bond payment for the lift station alternative is $212,418 and for the microtu,nnel . option is $382,441. For comparison of the two alternatives, allocation for power and operations
and maintenance and replacement costs were made. The annual cost allocation were estimated at 45% for 50 years. The total annual capital allocation for the lift station/gravity sewer
alternative is $245,959 and for the microtunnel alternative is $382,441. An annual payment schedule for the two alternatives from 1994 to 2044 is presented in Table 11. For the micro
tunnel alternative, debt retirement was considered and for the lift station/gravity sewer alternative, total payment included debt reitrement, power and O&M costs, and annual allocation
for equipment replacement. 93315401D.R15 27
') TABLE 10 COMPARISON OF OPINION OF PROBABLE COSTFOR1HE 'TWO AL1ERNAl1VES LIFT STA110N/GRAVITY SEWER LIFE CYCLE COST ANALYSIS MICRO ruNNEL Initial Capital Cost $2,763,118 $4,974,772
Life Cycle Replacement Cost for 50 years $1,015,674 -Life Cycle Annual Cost for 50 years $11,193,831 -Total Life Cycle Cost $14,972,622 $4,974,772 PRESENT WORlH COSTANALYSIS Present
Worth Cost for Capital Cost $2,763,118 $4,974,772 Present Worth Cost for O&M $607,695 -Present Worth Cost for Replacements $55,139 -Total Present Worth Cost $3,425,952 $4,974,772 ANNUAL
PAYMENT ANALYSIS Initial Capital Cost $2,763,118 $4,974,772 Interest rate for bond 4.50% 4.50% No:ofyears 20.00 20.00 Capital recovery factor 0.0769 0.0769 Annual Bond Payment for 20
years $212,418 $382,441 Present Worth Cost for O&M $607,695 -Interest rate 4.50% No:ofyears 50.00 Capital recovery factor 0.0506 Annual O&M Cost Allocation for 50 years $30,751 -Present
Worth Cost for Replacements $55,139 -Interest rate 4.50% No:ofyears 50.00 Capital recovery factor 0.0506 Annual Replacement Cost Allocation for 50 years $2,790 -Total Annual Payment
$245,959 $382,441
APPENDIX A