addendum no. 1 - charlotte, north carolinacharlottenc.gov/doingbusiness/lists/solicitations... ·...

ADDENDUM NO. 1

DATE ISSUED: May 1, 2017

FY17-RFQ-21

CONSTRUCTION MANAGER AT RISK SERVICES (CMAR) FOR

DOBY CREEK AND LITTLE SUGAR CREEK TRIBUTARY TO FAIRVIEW ROAD SANITARY SEWER IMPROVEMENTS

Proposers should acknowledge receipt of this addendum in their cover letter. Any Proposer not acknowledging receipt of an issued addendum may not be considered.

In the event additional changes or clarifications to this Request for Qualifications are warranted, all Proposers are responsible for monitoring CLTWater’s Contractor and Vendor Opportunities website at: http://charlottenc.gov/Water/Pages/Opportunities.aspx Please note the changes below. 1. Exhibit 1: Section 3 – Proposed Project Personnel, replace the text in the sections below with

the following:

Item A.2.

2. Provide three (3) similar gravity sewer projects by size, type, and duration that the proposed Project Manager for Preconstruction Phase Services (and proposed backup) has supervised/managed in the last 10 years for Applicant or other company. At least one example project must have a constructed value of at least $5,000,000. Proposers may provide wastewater treatment projects that include gravity sewer and/or trenchless pipe installation in lieu of gravity sewer projects. The following information shall be provided for all three projects:

Item B.2.

2. Provide three (3) similar gravity sewer projects by size, type, and duration that the

proposed Project Manager for Construction Phase Services (and proposed backup) has supervised/managed in the last 10 years for Applicant or other company. At least one example project must have a constructed value of at least $5,000,000. Proposers may provide wastewater treatment projects that include gravity sewer and/or trenchless pipe installation in lieu of gravity sewer projects. The following information shall be provided for all three projects:

http://charlottenc.gov/Water/Pages/Opportunities.aspx

Item C.2.

2. Provide three (3) similar gravity sewer projects by size, type, and duration that the proposed Site Superintendent (and proposed backup) has supervised/managed in the last 10 years for Applicant or other company. At least one example project must have a constructed value of at least $5,000,000. Proposers may provide wastewater treatment projects that include gravity sewer and/or trenchless pipe installation in lieu of gravity sewer projects. The following information shall be provided for all three projects:

2. Technical Memorandum No. 1 – Doby Creek Sanitary Sewer Improvements Routing Study completed by Hazen is attached and hereby incorporated into the RFQ as Exhibit 6.

Hazen and Sawyer • 9101 Southern Pine Blvd, Suite 250 • Charlotte, NC 28273 • 704.357.3150

Technical Memorandum

324

23-0

00

April 18, 2017

To: Charlotte Water

From: Kevin Bair, Hazen (Project Engineer/Preparer)Ellie Mierzejewski, Hazen (Project Engineer/Preparer)Jim Struve, Hazen (Project Manager/Reviewer)

Doby Creek Sanitary Sewer Improvements Routing Study

Technical Memorandum No. 1

Introduction

Charlotte Water (CLTWater) has retained Hazen and Sawyer (Hazen) toconduct an evaluation of the Doby Creek Sanitary Sewer to determine themost robust, expedient, and cost-effective course of action to upsize andincrease the hydraulic capacity of the existing gravity sewer toaccommodate current and future wastewater flows. As part of a separateconcurrent study, Brown and Caldwell performed hydraulic modeling todetermine the appropriate size of the replacement gravity sewer.Modeling results have estimated the size of the new gravity sewer to rangebetween 15 to 36-inches in diameter. This technical memorandum (TM)will consider the following key criteria as part of this evaluation.

Construction / Operation and Maintenance (O&M) Access Adjoining Property Owners Temporary / Permanent Construction Easements Materials of Construction Roadway Bores / Tunnels Stream Crossings Depth of Cover Rock Excavation Bypass Pumping Corrosion Protection

The findings of this evaluation are summarized herein along with recommendations (including a

construction cost estimate). Upon review and approval by CLTWater, the recommendations presented

herein will serve as the basis of design during development of plan and profile drawings and technical

specifications.

April 18, 2017

Charlotte Water 2 of 12Doby Creek Sanitary Sewer Improvements Routing StudyTechnical Memorandum No. 1

Table of Contents

1. Project Overview....................................................................................................... 3

2. Key Evaluation Criteria ............................................................................................. 3

2.1 Construction / Operation and Maintenance (O&M) Access ..................................................... 3

2.2 Adjoining Property Owners..................................................................................................... 4

2.3 Temporary / Permanent Construction Easements................................................................... 4

2.4 Materials of Construction........................................................................................................ 4

2.5 Roadway Bores / Tunnels ...................................................................................................... 5

2.6 Stream Crossings .................................................................................................................. 7

2.7 Depth of Cover....................................................................................................................... 7

2.8 Rock Excavation .................................................................................................................... 8

2.9 Bypass Pumping .................................................................................................................... 8

2.10 Corrosion Protection .............................................................................................................. 8

3. Construction Schedule.............................................................................................. 9

4. Construction Cost Estimate .................................................................................... 10

5. Recommendations .................................................................................................. 11

Appendix ....................................................................................................................... 12

April 18, 2017


1. Project Overview

The segment of Doby Creek sanitary sewer to be upsized is bound to the south by Mineral Springs Road

and to the north by the Mallard Creek Greenway. The existing sewer was constructed circa 1969 in a 20-

foot wide dedicated utility easement and consists of approximately 15,725 LF of predominantly vitrified

clay pipe ranging in size from 8 to 15-inches in diameter. The slope of the existing sewer is relatively flat

and shallow (i.e. 0.6% slope with an average depth of cover of 6-feet). As a result, there are multiple aerial

stream crossings along its alignment. Additionally, the existing sewer crosses under three major roadways

– University City Boulevard, University Pointe Boulevard, and WT Harris Boulevard. Figure 1 (appended

to the end of this TM) illustrates the upstream and downstream tie-in connections, alignment, and pipe sizes

of the existing Doby Creek sanitary sewer to be upsized.

The new upsized sewer is proposed to be installed in the existing pipe trench, where possible, in order to

expedite permitting, minimize cost, and to lessen the impact to the existing sewer corridor. However, this

will necessitate temporary bypass pumping.

2. Key Evaluation Criteria

2.1 Construction / Operation and Maintenance (O&M) Access

Due to limited easement width, roadway constraints (i.e., steep embankments), and stream crossings, the

Contractor will need several points of ingress / egress along the existing sewer easement to facilitate

construction. In order for CLTWater to facilitate future maintenance activities, it may be practical to keep

these access points as permanent rights of entry.

Based on recent site investigations, several potential ingress / egress access points for construction and

future O&M activities were identified and are summarized below and illustrated in Figures 2 through 5

appended to the end of this TM. These access locations will necessitate the acquisition of permanent

easements.

No. 1 – Mineral Springs Road at the upstream tie-in location

No. 2 – Doby Springs Drive (this will require a new permanent creek crossing)

No. 3 – Access from Vance High School access road

No. 4 – Access from Vance High School parking lot

No. 5 – Blyth easement in Duke ROW near Vance High School off of IBM Drive

No. 6 – Gated access off WT Harris Boulevard entrance ramp

No. 7 – Parking lots by Marriott and Wells Fargo properties off of Research Drive

No. 8 – Louis Rose Place between WT Harris Boulevard and Mallard Creek

No. 9 – Mallard Creek Greenway

April 18, 2017


2.2 Adjoining Property Owners

There are 15 properties that adjoin the existing Doby Creek sanitary sewer easement. Table 2.1 summarizes

the property owners name and associated parcel identification number, and references its respective

appended Figure number illustrating the parcel location with respect to the Doby Creek sanitary sewer.

Table 2.1: Properties Adjoining Doby Creek Sanitary Sewer

Property Owner Parcel ID No. Figure No.

IBM Corporation 04708213, 04708214, 04739110, 0473101, 04739109 2, 3, 4

CLT Mecklenburg Board of Education 04739108, 04739109 3

Ashford CLT LP 04714112 4

Charlotte Research 04714107 5

Polymers Center of Excellence 04714103A 5

Moldflow Corp 04714103B 5

KMB LLC 04714110, 04714117, 04714113 5

Assoc. of America TeachersInsurance & Annuity

04717131 5

Charlotte Mecklenburg School (CMS) and IBM are the predominant adjoining property owners. In prior

discussions with Charlotte Real Estate staff, acquiring additional temporary and permanent construction

easement from either entity will require significant time and effort (upwards of 6 months), and will most

likely require condemnation. Additionally, before easement discussions can begin, Charlotte Real Estate

requires plan and profile drawings be developed to the 90% completion level.

2.3 Temporary / Permanent Construction Easements

Temporary and permanent construction easements (TCEs and PCEs) will need to be acquired for the

following construction related activities:

All ingress / egress points of access (total of 9 locations)

All roadway bores (total of 4 locations)

TCEs and /or PCEs will also be required north of WT Harris Boulevard to realign the existing Doby Creek

sewer away from the meandering stream and from under the Duke Energy high voltage overhead electrical

(OHE) power lines. The additional easement will also provide sufficient buffer to protect the new upsized

sewer from future stream bank erosion. Locating the new sewer away from under the Duke Energy OHE

power lines will mitigate the potential of external pipe corrosion from stray currents, and more importantly,

will allow construction and future O&M activities to be more safely performed.

2.4 Materials of Construction

To mitigate the potential of internal corrosion due to microbial activity, non-ferrous pipe material (i.e., glass

reinforced plastic or polyvinyl chloride) is recommended when depth of cover is sufficient to protect the

April 18, 2017


pipe from anticipated construction / maintenance traffic loadings. To provide added pipe protection to

resist earth and live loads, crushed stone is recommended to be bedded from 6-inches below to 6-inches

above top of pipe.

Ferrous pipe material (i.e., ductile iron) is recommended for shallow bury conditions (i.e., < 3-feet). In

these instances, the ductile iron shall be specified with a protective internal lining such as Protecto 401.

When ductile iron pipe parallels or crosses under high voltage OHE power lines, the pipe is recommended

to be wrapped in a polyethylene baggy (i.e., Polywrap) for protection of external corrosion caused by stray

electrical currents.

Carbon steel or ductile iron pipe is recommended for all aerial stream crossings. The selection of pipe

material is dependent upon the length of the crossing. Since carbon steel can be fabricated to any length,

carbon steel is recommended for aerial crossings in excess of 40-feet. The carbon steel wall thickness is

recommended to include a sacrificial wall thickness allowance to account for internal / external corrosion.

Ferrous pipe at all aerial stream crossings will be bonded and grounded, and then isolated from buried pipe

with dielectric material.

Precast concrete manholes will be installed at all roadway bores / tunnels, aerial stream crossings, and

tributary sewer tie-in locations. Manhole spacing will not exceed 350-feet so as to accommodate sewer

inspection and cleaning equipment. Manholes will be specified to receive a microbial induced corrosion

(MIC) protective system utilizing either a concrete admixture or a 100% solids epoxy coating. Manholes

will be raised 2-feet above grade, installed with sealed / lockdown covers, and vented approximately every

1,000-feet.

2.5 Roadway Bores / Tunnels

Four (4) roadway bores / tunnels will be required for construction of the new upsized sanitary sewer. The

location of each bore / tunnel and its anticipated casing length is summarized in Table 2.2

Table 2.2: Roadway Bores / Tunnels

Location Casing Length

University City Boulevard 350 LF

CMS Access Road between Martin Middle School and Vance High School 160 LF

University Pointe Boulevard 120 LF

WT Harris Boulevard 460 LF

Encroachment contracts will be required with CDOT and NCDOT. The bores / tunnels will be permitted

to allow the contractor to either auger bore or hand-mine tunnel. The casing pipe will be a minimum

diameter of 48-inches in the event rock is encountered requiring the tunnel to be hand-mined. Additional

TCEs / PCEs will be required at each bore / tunnel entrance and exit pits. The existing sanitary sewer to be

abandoned under the roadways will be plugged and filled with flowable fill. Photos 2.1 through 2.4

illustrate the location of each bore / tunnel and the relatively steep roadway embankments that must be

negotiated.

April 18, 2017


Photo 2.1: University City BoulevardPhoto 2.2: School Access Road between James

Martin Elementary School and Vance High School

Photo 2.3: University Pointe Boulevard Photo 2.4: WT Harris Boulevard

April 18, 2017


2.6 Stream Crossings

The existing sanitary sewer alignment has eight (8) stream crossings. A preliminary site investigation

confirmed that the new upsized sewer will also require eight (8) stream crossings due to existing rock

outcroppings, connections to existing tributary sewers, and the meandering nature of Doby Creek. The

location of each stream crossing is illustrated in Figures 2 through 5 appended to the end of this TM.

A USACOE Nationwide Permit 3 or 12 will be necessary as construction activities will be required within

Doby Creek. Activities within the stream will be limited to the greatest extent possible so as to avoid

mitigation. No more than 150 LF of the stream can be permanently impacted without mitigation. A

permanent stream crossing located downstream of WT Harris Boulevard will be required to allow access

for the Contractor’s bore / tunnel equipment and for future CLTWater’s maintenance activities.

2.7 Depth of Cover

Pursuant to the existing record drawings, the majority of the existing length of sewer (13,510 LF) is installed

at a depth less than 6-feet. Of the remaining sewer length, approximately 1,560 LF is installed at a depth

between 6 to 8-feet and approximately 655 LF at a depth between 8 to 12-feet.

A 100 LF segment of existing 12-inch diameter sanitary sewer located immediately south of WT Harris

Boulevard is installed partially above grade (refer to Photo 2.5). It appears that this was done to minimize

rock excavation due to the presence of significant rock outcroppings along the stream bank and within the

stream. During detailed design, Hazen will evaluate if this segment can be re-aligned into the hillside to

allow some depth of cover for pipe protection.

Photo 2.5: Segment of Exposed Sanitary Sewer

April 18, 2017


2.8 Rock Excavation

Rock is prevalent throughout the project area. It is believed to be the primary reason the original sewer was

constructed at a shallow depth and why there are multiple aerial stream crossings. Hazen’s geotechnical

Subconsultant (S&ME) will be obtaining a rock core to determine if the existing rock is rippable via

conventional construction equipment or requires more expensive means and methods such as blasting by

explosives or jack-hammering. It is estimated that approximately 1-foot of rock will be required for removal

along the entire length of the new upsized sewer.

2.9 Bypass Pumping

The new upsized sanitary sewer is proposed to be installed predominantly in the existing sewer’s pipe trench

(i.e., dig and replace). To provide uninterrupted sewer service to CLTWater’s customers within the Doby

Creek Watershed, a temporary bypass pumping system will be required. This system will allow the

Contractor to “dig and replace” while bypassing flow around the active construction zone with mechanical

pumps.

The Contractor will be required to furnish and maintain the temporary bypass pumping system throughout

the construction duration. To mitigate the potential for sewer spills, redundant equipment (i.e., pumps,

controls, and suction / discharge piping) will be required. To size the system correctly, recent flow

monitoring data was obtained from Frazier Engineering, P.A. (Feb to Mar 2016) and CLTWater (Sep to

Nov 2016). The data is summarized in Table 2.3.

Table 2.3: Flow Monitoring Summary

Location

PipeDiameter(inches)

PipeCapacity

(mgd)

AverageDaily Flow

(mgd)1

PeakHourly Flow

(mgd)2

Upstream of Doby Creek 10 1.30 0.43 0.91

Downstream of Doby Creek 12 1.51 0.56 1.32

1. Frazier Engineering, P.A., Flow Monitoring Report University City Apartments, April 28, 2016.2. CLTWater flow monitoring data from Sep 26th rainfall event (5-inches of rainfall).

Based upon the data summarized in Table 2.3, the Contractor will be required to provide a temporary bypass

pumping system sized to convey a flow ranging from 0.4 mgd (average daily flow) to 3.0 mgd (peak hourly

flow).

2.10 Corrosion Protection

Directly North of WT Harris Boulevard, the existing sewer parallels under a Duke Energy high voltage

OHE power line for approximately 300 LF (refer to Photo 2.6). According to the Ductile Iron Pipe Research

Association, overhead alternating current power lines normally do not cause corrosion or safety concerns

to buried unrestrained ductile iron pipelines. This is because ductile iron pipelines are considered

electrically discontinuous due to the rubber-gasketed jointing system that offers a sufficient amount of

electrical resistance. However, in order to adhere to the limit of approach regulations governing

construction equipment, it is recommended that the new upsized sewer be re-aligned out from under the

OHE power line. As an extra precaution, Hazen recommends wrapping the pipe in a polyethylene baggy

April 18, 2017


(i.e., Polywrap) for protection of external corrosion caused by stray electrical currents if ductile iron pipe

is installed. If non-ferrous pipe is installed in this segment, no added protection (i.e., Polywrap) will be

required.

Photo 2.6: Existing Sewer Under Duke Energy OHE Power Line

3. Construction Schedule

Due to capacity limitations of the existing Doby Creek sanitary sewer and long lead times associated with

acquiring TCEs / PCEs and with obtaining NCDOT encroachment contracts, it is recommended that the

project be phased to expedite the construction schedule. Phase 1 will consist of dig and replacement of the

existing sewer with new while deferring all the roadway bores to Phase 2. Phasing will allow the majority

of the work to be started / completed while encroachment contracts and easement acquisition activities are

pursued. Table 3.1 illustrates the phased construction schedule.

Table 3.1: Phased Construction Schedule

Project Milestone Tentative Date

Phase 1 AdvertisePhase 1 Contractor NTPPhase 1 Substantial Completion

Aug 2017Nov 2017Aug 2018

Phase 2 AdvertisePhase 2 Contractor NTPPhase 2 Substantial Completion

Jan 2018April 2018Oct 2018

It is anticipated that design, including permitting, will be completed by August 2017 and January 2018 for

Phase 1 and Phase 2, respectively. This will allow 6 months for acquiring easements and obtaining

encroachment contracts for all the roadway bores / tunnels. Both Phase 1 and Phase 2 assume a 3 month

April 18, 2017


period from project advertisement through Contractor notice-to-proceed (NTP). Construction duration is

estimated at 9 months for Phase 1 and 6 months for Phase 2.

4. Construction Cost Estimate

Tables 4.1 and 4.2 summarize the estimated construction costs for Phase 1 and Phase 2, respectively. The

cost estimates are based on recent construction bids of projects of similar size and complexity. The cost

estimates do not include engineering fees associated with detailed design, bidding, construction

administration or field construction observation services. The total construction cost for both Phase 1 and

Phase 2 is estimated at $9,242,835.

Table 4.1: Phase 1 Construction Cost Estimate

Item Description Quanity Unit Unit Cost Extended Total

15-inch Sanitary Sewer 500 LF $165 $82,500

21-inch Sanitary Sewer 8,985 LF $225 $2,021,625

30-inch Sanitary Sewer 2,020 LF $315 $636,300

36-inch Sanitary Sewer 3,130 LF $375 $1,173,750

4-foot Diameter Manholes 35 Ea $6,000 $210,000


Aerial Stream Crossings 7 Ea $15,000 $105,000

Temporary Bypass Pumping 1 LS $200,000 $200,000

Clearing and Grubbing 14,540 LF $5 $72,700

Tie-In Connections 7 Ea $6,000 $42,000

Sedimentation Erosion Control 14,540 LF $4 $58,160

Seeding and Mulching 14,540 LF $1 $14,540

Rock Excavation 2,700 CY $40 $108,000

Select Backfill 2,700 CY $25 $67,500

Additional Stone 2,700 Ton $15 $40,500

Subtotal10% Engineering Contingency

$5,039,575$503,960

Subtotal3% Mobilization

$5,543,535$166,310

Subtotal3% Construction Allowance

$5,709,845$171,300

Total $5,881,145

April 18, 2017


Table 4.2: Phase 2 Construction Cost Estimate

Item Description Quanity Unit Unit Cost Extended Total



Guaranteed Bore / Tunnel 1,100 LF $2,200 $2,420,000



Tie-In Connections 4 Ea $6,000 $24,000

Sedimentation and Erosion Control 1 LS $20,000 $20,000

Seeding and Mulching 1 LS $10,000 $10,000

Rock Excavation 825 CY $40 $33,000

Select Backfill 825 CY $25 $20,625

Additional Stone 825 Ton $15 $12,375

Subtotal10% Engineering Contingency

$2,880,650$288,070

Subtotal3% Mobilization

$3,168,720$95,060

Subtotal3% Construction Allowance

$3,263,780$97,910

Total $3,361,690

5. Recommendations

To accommodate growth in the University City area, the Doby Creek sanitary sewer requires upsizing.

Based upon hydraulic modeling performed by Brown & Caldwell, the size of the new upsized sewer will

range between 15 and 36-inches in diameter. The new upsized sewer will predominantly be installed in the

existing pipe trench to minimize easement acquisition and rock removal. A phased construction schedule

is recommended to expedite the work effort due to immediate hydraulic limitations in the existing sewer

and long lead times to acquire TCEs / PCEs and to obtain encroachment contracts for the four (4) roadway

bores / tunnels. The estimated construction costs for each phase are summarized in Table 5.1.

Table 5.1: Estimated Construction Costs

Phase 1 $5,881,145

Phase 2 $3,361,690

Total Project $9,242,835

April 18, 2017


Appendix A: Figures

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