CITY OF TROY

DESIGN STANDARDS AND

CONSTRUCTION SPECIFICATIONS

PREPARED BY:

F-7587

JANUARY 2010

TABLE OF CONTENTS

SECTION 1 ROADWAY DESIGN SECTION 2 DRAINAGE DESIGN SECTION 3 DESIGN CRITERIA FOR WATER PROJECTS SECTION 4 DESIGN CRITERIA FOR WASTEWATER PROJECTS SECTION 5 CONSTRUCTION SPECIFICATIONS SECTION 6 STANDARD DETAILS City of Troy Sewer Details City of Troy Water Details City of Troy Roadway Details City of Troy Erosion Control Details APPENDIX BIBLIOGRAPHY CONSTRUCTION PLAN CHECKLIST

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City of Troy

Roadway Design

Section 1 Roadway Design

TABLE OF CONTENTS

TOPIC PAGE 1.1 Introduction ......................................................................................................... 1-2 1.2 Roadway and Right of Way Classifications ........................................................ 1-2 1.3 Geometric Design ............................................................................................... 1-4 1.4 Grades ................................................................................................................ 1-5 1.5 Lanes .................................................................................................................. 1-5 1.6 Sidewalks ............................................................................................................ 1-5 1.7 Driveways ............................................................................................................ 1-5 1.8 Pavement Design ................................................................................................ 1-5 1.9 Gated Entries ....................................................................................................... 1-6 1.10 Private Streets ..................................................................................................... 1-6 TABLES 1-1 Roadway Standards ................................................................................................. 1-2 1-2 Design Speeds ......................................................................................................... 1-4 1-3 Minimum Centerline Radius...................................................................................... 1-4 1-4 Minimum Stopping Sight Distance…………………………………………………………1-4 1-4 Allowable Street Grades ........................................................................................... 1-5

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Roadway Design

Section 1

Roadway Design

1.1 Introduction This section provides guidelines for the design of streets in the City of Troy. In the event the design criteria contained herein does not address a particular situation, the engineer may reference AASHTO, "A Policy on Geometric Design of Highways and Streets", latest edition. The proposed design is subject to the review and approval of the City Engineer or his authorized representative.

1.2 Roadway and Right-of-Way Classifications

There are two basic roadway classifications. These are as follows:

• Minor Collector - Two Lanes This classification is designed to carry neighborhood traffic to the major collectors. Direct residential driveway access is permitted, but not encouraged.

• Local Street - Two Lanes This classification is designed to provide access to residential areas.

Table No. 1-1 shows right-of-way and roadway width criteria

Table No. 1-1 ROADWAY STANDARDS

Name Classification Back to Back (ft)

Median Width (ft)

Parkway Width (ft)

Recommended Minimum ROW (ft)

C2U Minor Collector – 2 Lane

36 --- 11.5 60

L2U Local Street 31 --- 11.5 50

See Figure 1-1 for Typical Sections

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Roadway Design

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Roadway Design

1.3 Geometric Design

This section addresses the configuration of the roadway. Elements such as vertical alignment, horizontal alignment and sight distances are considered.1.3.1 Design Speed The various geometric design elements are typically affected by design speed. Table 1-2 shows the design speed for each street classification.

Table No. 1-2 Design Speeds

Classification Design Speed

Minor Collector - 2 Lane 30

Local Street 30

1.3.2 Horizontal Alignment Horizontal curvature is influenced by design speed, rate of roadway superelevation, and the side friction factor. Table 1-3 shows the minimum centerline radius for each roadway classification, based upon a cross slope of 2%.

Table No. 1-3 MINIMUM CENTERLINE RADIUS (Based upon 2% Cross-Section)

Classification Recommended Minimum Radius (ft)

Minor Collector - 2 Lane 300

Local Street 200

1.3.3 Sight Distance A significant design element is that of sight distance. Sight distance is the length of roadway ahead visible to the driver. Table No. 1-4 provides stopping sight criteria for vertical curves.

Table No. 1-4 MINIMUM STOPPING SIGHT DISTANCE

Design Speed Stopping Sight Distance

K Value for Crest Curves (Rounded)

K Value for Sag Curves (Rounded)

40 275-325 60-80 60-70

35 225-250 40-50 50-50

30 200-200 30-30 40-40

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Roadway Design

1.4 Grades Allowable grades for the City of Troy are shown in Table No. 1-6. Where the terrain is rolling, the Public Works Director or his authorized representative may approve steeper grades. Where the terrain is exceptionally flat, the Public Works Director or his authorized representative may approve flatter grades.

Table No. 1-5 ALLOWABLE STREET GRADES

Percent Grade Street Classification Maximum Minimum

Minor Collector - 2 Lane 8 0.5

Local Street 10 0.5

1.5 Lanes

Figures 1-1 and 1-2 show the lane widths for the two basic street classifications. Typically, for roadway configurations other than the City's two basic street classifications, traffic lanes will be a minimum of 12 feet in width. If turn lanes, deceleration lanes, or acceleration lanes are needed, they shall be 12 feet in width. The City Engineer may require a traffic study to determine the necessity and location of such elements. For roadway configurations where there is the higher probability that normal potential traffic movement may be blocked, in the opinion of the City Engineer, the minimum lane width shall be 18 feet. An example of this scenario is a divided gated entry.

1.6 Sidewalks

Sidewalks shall be constructed along streets as directed by the City Council under recommendation of the City Engineer. Where required, sidewalks shall be located as shown on the standard paving details.

1.7 Driveways

Driveway dimensions shall be as outlined in the subdivision regulations or as approved by the City Engineer. Residential driveways shall be a minimum of 11 feet wide and a maximum of 24 feet wide. Commercial driveways shall be a minimum of 24 feet wide and a maximum of 45 feet wide. Driveway details are provided on the Standard Paving Detail Sheet.

1.8 Pavement Design

The City of Troy roadway pavement sections are to be in accordance with geotechnical engineers design recommendation. Geotechnical recommendation shall be based upon classification. The minimum paving sections, reinforcing, and pavement strength are shown on the City's Standard Paving Details.

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Roadway Design

Unusual design conditions may be encountered which will preclude the use of the standard sections. For each project, a geotechnical investigation shall be made to determine the design conditions. For development projects, the developer shall enlist the services of an independent testing laboratory to provide the geotechnical report. Soil tests on the subgrade shall be made at intervals not to exceed 400 feet. If soil changes are noted, more frequent test samples shall be taken. Data provided shall include, but is not limited to, Atterburg Limits; percent of minus 200; and a lime or cement series, whichever is appropriate. (5) foot depth soil bearings shall be spaced at 500 foot intervals along street alignment. A pavement design which follows AASHTO Pavement Design procedures shall be provided. If the geotechnical report raises questions, the City Engineer or his authorized representative may also request a pavement design clarifications or additional analysis and/or recommendations. The minimum section for fire lanes shall be the same as that for local streets. Curbs shall be six inches high. For private streets, laydown curbs may be used in lieu of upright curbs. The laydown curb design shall attain a height of six or seven inches. The design will be subject to the approval of the City Engineer or his authorized representative.

1.9 Gated Entries

A traffic impact study shall be submitted to the City Engineer identifying required storage for any entry into a gated community. Required storage may be provided by two parallel entry lanes. A turn-around lane outside of the gate shall be provided. All gates shall be equipped with Opticon rapid entry systems, knox key overrides and power loss battery back-up.

1.10 Private Streets

Private streets, where permitted, shall be designed and constructed in accordance with the same standards for public streets as contained herein.

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City of Troy

Drainage Design

Section 2 Drainage Design Criteria

TABLE OF CONTENTS

2.1 INTRODUCTION……………………………………………………………………………...2-3 2.1.1 Objectives……………………………………………………………………………………2-3 2.1.2 Criteria Development……………………………………………………………………….2-3 2.1.3 Warning and Disclaimer of Liability……………………………………………………….2-4 2.2 GENERAL POLICY……………………………………………………………………...…...2-4

2.2.1 Drainage….………………………………………………………………………..2-4 2.2.2 Platting/Dedication of Easements for Drainage Facilities…….………...…...2-5 2.2.3 Drainage Facility Easements…………………………….…………...………...2-6 2.2.4 Development in Floodplains………………………………………….…………2-7

2.3 DRAINAGE DESIGN STANDARDS……………………………………………...…….....2-7

2.3.1 Design Storm Frequency……………………………………….……...……….2-7 2.3.2 Runoff Calculations…………………………………………….……...............2-7

2.3.5.1 Modified Rational Method………………………….……..……2-8 2.3.5.2 Time of Concentration………………………….………………2-11 2.3.5.3 Unit Hydrograph Methods………………….………………….2-11

2.3.3 Street Capacities…………………………………….………………………….2-11 2.3.4 Valley Gutters……………………………………….…………………………..2-12 2.3.5 Flow in Gutters and Inlet Locations……………….…………………………..2-12 2.3.6 Inlet Sizing………………………………………….……………………………2-13

2.3.6.1 Inlets on Grade…………………………………………………………2-13 2.3.6.2 Inlets in Sump…………………………………………………………..2-13

2.3.7 Hydraulic Design of Closed Conduits………….……………………………..2-16 2.3.8 Open Channels……………………….…………………………………………2-19 2.3.9 Roadside Ditches……………………..…………………………………………2-21 2.3.10 Culverts…………………………………………………………………………..2-21 2.3.11 Bridges……………………………………………………………………………2-22 2.3.12 Detention Facilities………………………...……………………………………2-22

2.4 STORM WATER POLLUTION PREVENTION…………………………………………..2-23

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2.5 CONSTRUCTION PLAN REQUIREMENTS ............................................................. 2-24

2.5.1 Drainage Area Maps ................................................................................. 2-24 2.5.2 Grading Plans ........................................................................................... 2-25 2.5.3 Storm Drainage Plans ............................................................................... 2-25 2.5.4 Channel Plans ........................................................................................... 2-27 2.5.5 Detention/Retention Facilities ................................................................... 2-27 2.5.6 Storm Water Pollution Prevention Plans ................................................... 2-28

2.6 SUBMITTAL REQUIREMENTS ................................................................................. 2-28 2.7 REGULATORY ISSUES ............................................................................................ 2-28 2.8 National Flood Insurance Program ............................................................................ 2-29 TABLES

Table 1 - Runoff Coefficients ................................................................................ 2-11 Table 2 - Manning's Roughness Coefficients “n" for Storm Drains ...................... 2-16 Table 3 - Minimum Grades for Storm Drains ........................................................ 2-17 Table 4 - Roughness Coefficients for Open Channels ......................................... 2-20

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Drainage Design

Section 2 DRAINAGE DESIGN CRITERIA

2.1 INTRODUCTION 2.1.1 Objectives The quality of life for the citizens of Troy depends in part upon adequate drainage facilities. This section establishes criteria, procedures and data for drainage evaluation to ensure the adequacy of new drainage facilities. The intent is to minimize potential negative drainage impacts caused by development. The use of this information will provide a consistent approach to analyzing drainage and constructing drainage improvements within the City of Troy. Because many engineering methods for analyzing drainage exist, these criteria for analyzing drainage are established to provide continuity of drainage design throughout the City. 2.1.2 Criteria Development These criteria have been developed using certain guiding principles or assumptions. These guidelines will assist the user in utilizing this information. The guidelines are as follows:

1. The user of these criteria is expected to be a registered professional civil engineer who is skilled in the appropriate disciplines necessary to evaluate drainage problems. Therefore, the terms used and the methods discussed herein should be familiar to the user.

2. This section does not contain the solution for drainage problems. It establishes

criteria and procedures to be used in designing drainage facilities in the City of Troy.

3. The criteria outlined are the minimum requirements. More stringent criteria may

be required if the City Engineer determines it is necessary in the interest of the City. Such determination will be made on a case-by-case basis.

4. The design engineer bears total responsibility for the adequacy of his design.

Approval of plans or calculations by the City does not relieve the engineer of this responsibility.

5. This document is not intended to limit creativity in developing solutions for

drainage problems. Evaluation of the applicability of innovative solutions and new products is encouraged. The intent is to encourage use of currently accepted procedures and the most current data and technology.

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6. This section recommends procedures, but does not present the theory on which the procedures are based. The user should be familiar with the theory upon which the herein described principles are based.

7. Design aids published elsewhere and commonly available may be referenced,

but are not reproduced in this Manual.

2.1.3 Warning and Disclaimer of Liability The degree of flood protection established in this section is considered economically reasonable, and is based on scientific and engineering considerations. However, runoff that exceeds that from the design storm can occur, and flood heights greater than the design height can occur. This document does not imply that land outside right-of-ways or easements will be free from flooding or flood damages. The criteria set forth herein shall not create liability on the part of the City of Troy, Texas, or any official, employee or consultant thereof, for any flood damages that result from reliance on this information or any administrative decision lawfully made. 2.2 GENERAL POLICY 2.2.1 Drainage The owner or developer of the property to be developed shall be responsible for the design and construction of all storm drainage facilities on and through the subject property. This responsibility includes all existing and proposed on-site drainage, the drainage directed to that property by prior development, and drainage that will result when upstream areas are fully developed. Proposed on-site drainage facilities must be designed to properly discharge the design flows resulting from fully developed watershed conditions. Provisions shall be made to allow for connection to the on-site storm drainage system from upstream, off-site drainage areas. It is recommended that a preliminary planning conference be initiated by the developer's engineer with the City Engineer prior to the submittal of any development plan in which erosion control, floodplain encroachment, wetlands issues, or natural channel requests are involved to determine the developer's responsibility in the design of these required drainage improvements and/or any required permitting. No increase or concentration of storm water may be conveyed off-site without easements and/or downstream drainage improvements. Increased storm water runoff attributable to new development must not exceed the capacity of the downstream drainage system as far as a recognized watercourse, as determined by the City Engineer. If no downstream drainage system exists, increased storm water runoff must not adversely affect adjoining property. In cases where the proposed runoff would

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Drainage Design

exceed the capacity of downstream facilities, the developer will be required to provide detention to prevent overloading of downstream systems. In all new developments where storm water runoff has been collected or concentrated, discharge shall be conveyed off-site by creeks, channels or storm sewer systems. Easements shall be provided by the developer to the City for off-site drainage facilities, as well as for on-site facilities. All flows shall be discharged in a non-erosive manner, and shall meet the established regulations governing storm water quality. The developer shall pay for the cost of all drainage improvements required, including any necessary off-site channels or storm sewers and acquisition of the required easements. If it is anticipated that additional runoff caused by the development will overload any existing downstream drainage facility, whether natural or improved, and result in hazardous conditions, approval of the improvements for the proposed subdivision may be withheld until appropriate provision has been made to accommodate the problem. If existing capacity is not available downstream and property damage could occur, the owner or developer shall provide a drainage system or detention facility to mitigate the deficiency. In any case, a letter of acknowledgement shall be obtained from the downstream property owner indicating that the downstream property owner is aware of proposed drainage improvements impacting drainage on or to said owner's property. 2.2.2 Platting Dedication of Easements for Drainage Facilities Property developments containing Floodway Easements, Detention Easements, or Drainage Easements shall include on the face of the plat standard language addressing these easements. Placement of any fill or property development is prohibited in the 100-year floodplain (whether so designated by FEMA or as determined locally) except as allowed in accordance with FEMA regulations. Easements for drainage facilities shall be designated as follows:

A. Floodway Easements Floodway Easements are to be used for open streams and channels, both natural and man-made. These easements will be maintained by the property owner or neighborhood association.

B. Drainage Easements Drainage Easements shall be used for man-made storm drain systems and drainage structures.

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Drainage Design

C. Detention Area Easements Detention basins shall be maintained in Detention Area Easements. Detention basins shall be maintained by the property owner or Home Owner's Association.

D. Access Easement All Floodway Easements, Detention Area Easements, and Drainage Easements shall include provisions for adequate access for maintenance such as dedicated and maintained Access Easements. These shall be sufficient to provide ingress and egress for maintenance. Access Easements are needed only when the area to be maintained does not border a public right-of-way.

2.2.3 Drainage Facility Easements The owner or developer shall provide all necessary drainage facility easements as defined above and as required for drainage structures, including storm drains, channels and streams. Easements shall be required in all upstream and downstream off-site locations where construction of drainage improvements is proposed or required. Minimum drainage easement widths for storm drain pipe shall be as follows: Storm Drain Diameter Min. Easement Width ≤ 24" 15' >24" 20' Storm drains deeper than ten (10) feet as measured from flowline to ground surface shall add an additional two (2) feet easement width for each foot of depth greater than ten (10) feet. Box culverts shall have a minimum easement width equal to the width of the culvert plus twenty (20) feet. Drainage easement widths for open channels shall be at least twenty (20) feet wider than the top of the channel that contains the runoff from the design storm, fifteen (15) feet of which shall be on one side to serve as access for maintenance purposes. An easement at least twenty (20) feet wide shall also be provided for the required access ramp(s). Drainage easements shall extend at least twenty-five (25) feet downstream of the outfall headwall and shall encompass all permanent facilities, including rock rip-rap. Drainage easements shall be provided where grading is required to establish positive slope from storm drainage system discharges to natural grade. Drainage easements shall be dedicated to encompass the limits of the 100-year fully developed floodplain.

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Off-site drainage easements shall be included in the record drawings submittal, prior to acceptance of the subdivision. These easements shall be shown on 24" x 36" sheets, to follow the signed and filed plat. Drainage easements are required to allow access for maintenance and repairs, and to prevent property owners from making modifications that would compromise the function of the system. However, the property owner is responsible for all necessary maintenance of the easement (excluding structures such as pipes, headwalls, etc. 2.2.4 Development in Floodplains It is the policy of the City of Troy to limit development or fill in the 100-year floodplain. Development or fill within the limits of the floodplain will require engineering analysis that shows the development or fill causes no rise in the 100-year water surface elevation except as allowed by current FEMA. 2.3 DRAINAGE DESIGN STANDARDS 2.3.1 Design Storm Frequency All drainage facilities shall be designed based on runoff from the design storm as indicated below, assuming that the entire contributing drainage area is fully developed. The City of Troy Zoning Map shall be used to identify the anticipated makeup of undeveloped areas. All open and closed drainage systems shall be designed to provide positive overflow and protection of all public and private property during a storm event having a 100-year recurrence interval, regardless of the design storm frequency of a particular drainage facility. DRAINAGE FACILITY DESIGN STORM FREQUENCY Closed Storm Sewer Systems 10-year Closed Systems at Street Low Point or Sag 25-year with positive overflow Culverts and Bridges* 50-year Channels** 50-year *Bridges shall have minimum 2' freeboard. **Channels shall have minimum 1' freeboard. 2.3.2 Runoff Calculations

Design flow of storm water runoff is to be calculated using the Modified Rational Method for storm drainage systems serving a drainage area less than two hundred (200) acres. This method will primarily be used for the design of storm drainage systems and small channels. Runoff from drainage areas larger than two hundred (200) acres will be determined using a unit hydrograph method.

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Drainage Design

2.5.1 Modified Rational Method The Rational Method is based on the direct relationship between rainfall and runoff, and the method is expressed by the following equation:

where: = the storm flow at a given point in cubic feet per second (cfs)

= Antecedent precipitation factor that varies with recurrence interval (see values

below).

RECURRENCE INTARVAL (Years)

2 to 10 1.00 25 1.10 50 1.20 100 1.25

C = a coefficient of runoff representing the ratio of rainfall to peak runoff. Typical values for C in the City of Troy may be found in Table 1 of this Manual.

I = the average intensity of rainfall in inches per hour for a period equal to the time of

flow from the uppermost point of the drainage area to the point under consideration. The intensity-duration-frequency curve for use in the City of Troy may be found in Figure 1.

A = the area contributing to the point of design, in acres. The size and shape of the watershed must be determined for each design point. The area of each watershed may be determined through the use of planimetric-topographic maps of the area, and supplemented by field surveys in areas where topographic data has changed or where the contour interval is insufficient to adequately determine the direction of flow. Drainage areas within the development will be delineated based on field-surveyed topo. The outline of the drainage area contributing to the system being designed and an outline of the sub-drainage area contributing to each inlet point shall be determined and shown on the drainage area map. Drainage areas shall conform to the natural topography of the watershed contributing to the proposed storm drainage facilities. Where discharge toward off-site adjacent property is redirected, concentrated, or discharged at a new location, the developer shall obtain a written acknowledgement from the downstream property owner or any other property owner who may be adversely affected. No diversion of drainage from one

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Drainage Design

watershed to another shall be permitted without the express written approval of the City Engineer. When calculating the quantity of storm water runoff, rainfall intensity will be determined from the rainfall intensity-duration-frequency curves, shown in Figure 1. Runoff coefficients, as shown in Table 1, shall be the minimum used, based on full development under current City of Troy zoning regulations. Larger coefficients may be used if considered appropriate to the project by the City Engineer. For small drainage areas, roadways, land uses other than those listed in Table 1, and miscellaneous land uses like parks, schools, planned developments, etc., where the designated runoff coefficient is not representative, a composite runoff coefficient shall be calculated, using 0.30 for pervious areas and 1.00 for impervious areas.

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Drainage Design

Figure 1: City of Troy Intensity-Duration-Frequency Curves

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TABLE 1

RUNOFF COEFFICIENTS

HYDROLOGIC SOIL GROUPS

Type of Land Use

A

B

C

D

Parks or Open Areas 0.35 0.37 0.39 0.41

SF Residential (Min. 7200 SF lots) 0.50 0.52 0.55 0.58

SF Residential (Min. 6000 SF lots) 0.60 0.63 0.66 0.70

Industrial 0.65 0.68 0.72 0.76

Multi-Family 0.65 0.70 0.77 0.80

Commercial 0.65 0.71 0.87 0.90

Retail 0.90 0.96 0.98 1.00

2.5.2 Time of Concentration The time of concentration is defined as the longest time, without unreasonable delay, that will be required for water to flow from the upper limit of a drainage area to the design point under consideration. The time of concentration to any point in a storm drainage system is a combination of the "inlet time" and the time of flow in the drain. The inlet time is the time for water to flow overland to the first storm drain inlet in the proposed drainage system. 2.5.3 Unit Hydrograph Methods Runoff from drainage areas larger than two hundred (200) acres will be determined using the SCS Unit Hydrograph method. This method can be implemented by using the Corps of Engineers' HEC-1, or HEC-HMS computer programs. Other software may be used only with the approval of the City Engineer. The rainfall duration must be large enough to capture all excess rainfall as well as provide reasonable runoff volumes when performing storage analyses. Computation intervals shall not be greater than 15 minutes. The effects of urbanization should be reflected in the precipitation loss rates. The Soil Conservation Service (SCS) curve number method may be used in this way. Suitable curve numbers for various urban land uses have been published in TR-55. 2.3.3 Street Capacities Street capacities shall be calculated as open channels using Manning's equation. Figure 4 provides a graphical solution for the capacity of triangular gutters. For all undivided collector streets, one ten-foot lane shall remain clear during the five-year storm. Local residential streets shall accommodate the five-year storm within the curbs. Inlets shall be provided where the flow in the street exceeds the above limits.

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2.3.4 Valley Gutters The use of valley gutters to convey storm water across a street intersection is subject to the following criteria:

A. A major collector street as determined by the City Engineer shall not be crossed with a valley gutter.

B. An undivided collector street shall not be crossed with a valley gutter unless approved by the City Engineer.

2.3.5 Flow in Gutters and Inlet Locations Storm drain conduit and inlets shall begin at the point where the depth of flow based on the 5-year storm frequency reaches the height of the top of curb. Inlets are then to be located as necessary to maintain that maximum depth of flow. If, in the judgment of the City Engineer, the flow in the gutter would be excessive under these conditions, consideration should be given to extending the storm sewer to a point where the gutter flow can be intercepted by more reasonable inlet locations. Multiple inlets at a single location are permitted in extenuating circumstances, to a maximum of twenty (20) feet. Where possible, inlets should be placed upstream from an intersection to prevent large amounts of water from running through intersections. Inlets should also be located on the lower traffic volume street at an intersection where necessary to prevent water from entering these intersections in amounts that would cause the allowed street capacity to be exceeded. In the case of parking lots, the preferred practice will be to intercept the water before it enters the street gutter. Inlets shall be placed at intersections such that the beginning of the inlet transition does not fall within the curb return radius. Standard (nonrecessed) curb inlets shall be used on all streets. Where water is conveyed from a street directly into an open channel, it shall be conveyed through an approved type of curb inlet or flume, and not through a curb cut. Curb inlets and drop inlets can be used to divert runoff to the storm sewer system. Selection of the type of inlet depends on the location and conditions, and is at the discretion of the design engineer, subject to approval by the City Engineer. Positive overflow shall be provided at all low points. Positive overflow shall refer to a means for safely conveying excess flow overland when underground storm drainage systems do not function properly or their capacity is exceeded. Such overflow shall be in a public right-of-way or dedicated easement. Calculations may be required to demonstrate the capacity of the overflow provisions. Minimum finish floor elevations adjacent to such overflows shall be no less than 12" above the overland flow water surface elevation.

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2.3.6 Inlet Sizing Under normal conditions, the minimum curb inlet size shall be five (5) feet. Standard inlet sizes will be in increments of five (5) feet to a maximum of twenty (20) feet. Calculations for all inlets shall be submitted to the City Engineer for review. The following equations may be used to compute inlet capacity. 2.3.6.1 Inlets on Grade The capacity of a curb inlet on grade may be expressed by the following equation:

Where: Q = Discharge into inlet in cfs. Lo = Length of inlet opening in feet.

= + .

= Gutter depression in feet.

= Depth of flow in approach gutter in feet.

Figure 5 may also be used to determine on grade inlet capacity. 2.3.6.2 Inlets in Sump The capacity of inlets in sump may be expressed by the following equation:

Where:

= Capacity of curb opening in cfs.

= Length of inlet opening in feet.

= Depth of flow at inlet in feet.

Figure 6 may also be used to determine capacity of sump inlets.

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2.3.7 Hydraulic Design of Closed Conduits After completing the computations of the quantity of storm runoff entering each inlet, the size and gradient of pipe required to carry the design storm are to be determined. All hydraulic gradient calculations are required to begin at the outfall of the system. The following is the criteria for the starting elevation of the hydraulic gradient:

A. The 100-year water surface elevation in a creek, stream, or other open channel is to be calculated for the time of the peak pipe discharge in the same storm and that elevation used for beginning the hydraulic gradient.

B. When a proposed storm sewer is connected to an existing storm sewer system, the hydraulic gradient for the proposed storm sewer should start at the elevation of the existing storm sewer's hydraulic gradient.

All closed conduits shall be hydraulically designed for full flow through the use of Manning's equation (below or from Figure 9):

where: = flow (cfs)

A = cross sectional area of conduit or channel (sq. ft.) V = velocity of flow in conduit (fps) n = roughness coefficient of the conduit or channel (see Table 2) R = hydraulic radius, the area of flow divided by the wetted perimeter. ( )

= friction slope (ft.lft.)

P = wetted perimeter

TABLE 2

MANNING’S ROUGHNESS COEFFICIENTS “n” FOR STORM DRAINS

Materials of Construction Manning’s Coefficient

Monolithic Concrete Structure 0.015

Concrete Pipe

Good alignment, smooth joints 0.013

Fair alignment, ordinary joints 0.015

Poor alignment, poor joints 0.017

High Density Polyethylene Pipe (HDPE) 0.012

The hydraulic grade line (HGL) shall be designed to be at least two (2) feet below the top of curb elevation. Where this is not possible, the hydraulic gradient shall be at least 1.5 /2g below the gutter line, where V is the velocity in the lateral. Once the HGL is

set, the depth and slope of the pipe may be determined. The pipe shall be located so that the inside top of the pipe is at or below the HGL and at or above the minimum slope

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shown in Table 3. In some situations, generally at the upstream end of a pipe system, the inside top of the pipe may be above the HGL, which results in partial flow. In such cases, the pipe capacity and velocity shall be calculated at normal depth, neglecting minor losses. The HGL shall be shown in the profile on the plans for all storm drain lines, including inlet leads.

Table 3

MINIMUM GRADES FOR STORM DRAINS

Pipe Size (inches)

Concrete Pipe Slope Ft/Ft (n=0.013)

18 0.00177

21 0.00144

24 0.00121

27 0.00103

30 0.00090

33 0.00079

36 0.00070

39 0.00063

42 0.00057

45 0.00052

48 0.00048

54 0.00041

60 0.00036

66 0.00031

72 0.00028

78 0.00025

Closed drainage system conduit shall be reinforced concrete pipe (RCP), or reinforced concrete box sections. The minimum slope of a pipe or box section should be capable of producing a velocity of at least 2.5 feet per second when flowing full. Table 3 gives the minimum slopes for storm drain pipes based on this criterion. From the time storm water first enters the storm drainage system at the upstream inlet until it discharges at the outlet, it will encounter a variety of structures such as inlets, manholes, junctions, bends, and enlargements that will cause minor head losses. In general, these minor losses can be expressed as a function of velocity head. The minimum storm sewer pipe diameter shall be 15-inches. The junction of in-line pipes of different diameters shall be made such that the crowns (inside tops or soffits) are at the same elevation. When lateral pipes connect to trunk mains, they shall be connected with the center of the lateral matching the center of the trunk main. Where a storm sewer system discharges into a lake, the outside top of the pipe shall be set below the normal pool of the lake. The impact on tailwater from fluctuations in the

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lake level should be considered in designing the pipe system. Where storm sewers discharge into channels or streams, adequate measures must be taken to control erosion using concrete headwalls, rock riprap, and/or other means as necessary. Storm drain junction boxes are needed for access to underground storm sewers for inspection and cleanout. Junction boxes should be located at junctions with other storm drain main lines, and at abrupt changes in alignment or grade. For pipes larger than 24- inches, junction boxes or other access points shall be located at intervals not to exceed eight hundred (800) feet. They shall be located at intervals not to exceed four hundred (400) feet for pipes 24-inches in diameter or smaller. A junction box with appropriate frame and lid should be provided for the following storm drain sizes. When the storm drain pipe diameter is 39-inches or less, a four (4) foot square junction box should be provided. When the storm drain pipe diameter is greater than 39-inches up to 48-inches, a five (5) foot junction box should be provided. When the storm drain pipe is greater than 48-inches or is a box culvert, a minimum six (6) foot square junction box or a specially designed junction box should be provided. The invert of the junction box should be rounded to match the inverts of the pipes entering the junction box in order to reduce eddying and resultant head losses. The invert should be rounded to a minimum depth equal to the design flow depth. At junctions with other storm drain main lines, the maximum interior angle of intersection of pipes in the junction box shall be ninety degrees (90°), measured with respect to the upstream side of the main. Storm sewers will typically be located in the center of the roadway. Storm sewers should be straight between junction boxes where possible. Where curves are necessary to conform to street layout, the radius of curvature should not be less than two hundred (200) feet. Short radius bends at junction boxes should rarely be necessary because pipe alignments usually follow street alignments. The minimum radius of curvature should not be less than the pipe manufacturer's recommendation, which must be provided as documentation. A headwall shall be constructed at the outfall of any storm drainage system. If the outlet velocity exceeds the maximum permissible velocity for the channel (6 ft/sec), erosion protection or energy dissipation is required. Erosion protection shall consist of concrete and/or gabion channel improvements, or an apron of grouted rock riprap between the storm sewer headwall and the channel. The apron shall be a length equal to 10 times the diameter of the discharge pipe. The width of the apron shall vary from a width of 5 times the diameter of the discharge pipe at the discharge point to a width equal to the diameter plus half the length of the apron or the width of the channel, whichever is greater. Other methods may be used to calculate apron dimensions if approved by the City Engineer.

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2.3.8 Open Channels If the outlet velocity of an improved channel discharging into an existing channel exceeds the maximum permissible velocity for the existing channel, erosion protection is required. This protection shall consist of a channel reach of rock riprap or other energy dissipation measures between the end of the improved channel and the existing channel. The dimensions and median stone diameter of the energy dissipation reach shall be specified as required to protect the channel from erosion. Freeboard is the height of the improved channel above the designed water surface. Minimum freeboard shall be one (1) foot, and additional freeboard must be provided to accommodate super elevation or other factors causing a rise in the water surface. For waterways included in the Flood Insurance Study (FIS), flood elevations shall be determined by the same methodology as used in the FIS, unless other methods are approved by the City Engineer. Should other methods be approved, such as HECRAS, the results of the modeling must be compared with and reconciled with the FIS results. The hydraulic effects of flood plain encroachments shall be evaluated over a full range of frequencies from the 10-year through 500-year storm event. The composite roughness coefficient should account for the sediment and debris that could accumulate in the channel. The roughness coefficients shown in Table 4 are the minimum and should be increased at the discretion of the design engineer to account for expected conditions. If the possibility exists that high bed loads or debris can accumulate in the channel, the 'n' factor should be adjusted or other measures taken to ensure that flow shifts from super-critical to sub-critical will not cause flooding. All channels shall be designed to operate in sub-critical conditions except at hydraulic jumps, such as at culverts, bridges and drop structures, and shall be designed for stable flow (Froude number less than 0.90). All instances of super-critical flow, or places where flow passes through critical depth, shall be lined to prevent scour and erosion. Channels shall be designed to convey the 100-year storm, assuming fully developed watershed conditions, with one (1) foot of freeboard to the top of channel bank. Maximum allowable channel velocities shall be as shown in Table 4; however, good engineering judgment may indicate that lower velocities are necessary in specific situations. Drop structures, if needed to provide grade control and maintain sub-critical flow, must be constructed of reinforced concrete lining or gabion structures. The roughness values and maximum velocities given in Table 4 should be used as a guide. Actual conditions may warrant use of alternate values. Any deviation from the values presented in Table 4 shall be approved by the City Engineer before being used for design. Documentation of 'n' values may be required by the City Engineer for conditions not listed in Table 4.

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2.3.9 Roadside Ditches Roadside ditches, where permitted, shall be designed to convey runoff from a 10-year storm. All roadside ditches shall be protected with sod, back sloping, and/or other bank protection designed and constructed to control erosion. Any earthen slopes shall have proper vegetative cover and shall be no steeper than three horizontal to one vertical (3:1). 2.3.10 Culverts A culvert is used to convey surface runoff through roadway embankments. Culverts shall be designed to convey the 100-year storm without overtopping the roadway. The culvert length shall be chosen to provide minimum three horizontal to one vertical embankment slopes. The culvert flowline shall be aligned with the channel bottom and the skew angle of the stream. The culvert skew shall not exceed forty-five degrees (45°) as measured from a line perpendicular to the roadway centerline without the approval of the City Engineer. The allowable headwater is the depth of water that can be ponded at the upstream end of the culvert. The headwater shall be based on the design storm, and shall not increase the flood hazard of adjacent property. A minimum of one (1) foot of freeboard is required between the 100-year headwater, based on fully developed conditions, and either the top of curb or edge of pavement. Depending on the type of hydraulic operation, a culvert may function either under inlet control or outlet control. Inlet control exists when the barrel capacity exceeds the culvert inlet capacity and the tailwater is not high enough to control culvert operation. Headwater depth and entrance conditions control the culvert capacity. Outlet control exists when the culvert inlet capacity exceeds the barrel capacity, or the tailwater elevation is high enough to create a backwater condition through the culvert. The tailwater elevation and the slope, length and roughness of the culvert determine the culvert capacity. Both types of operation must be considered, and the culvert capacity will be based on the type of operation that yields the higher headwater of the two. Inlet control must not be assumed without the prior approval of the City Engineer. The tailwater shall be determined for the design discharge, based on the hydraulic conditions of the downstream channel. Open channel flow methods should be used for this analysis. A headwall or wingwalls and apron shall be constructed at both ends of all culverts except driveway culverts. For small culverts (30" in diameter or less), a sloped end section or a sloped headwall may be specified. Current TxDOT specifications shall be used for end treatments. Headwalls are not required for driveway culverts less than or equal to 30" diameter.

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If the outlet velocity exceeds the maximum permissible velocity for the channel (see Table 4), the exit velocity may be mitigated with either channel improvements for erosion protection or energy dissipation. Erosion protection may consist of an apron of rock riprap between the storm sewer headwall and the channel. The apron length, width, and median stone diameter shall be specified as required to protect the channel from erosion. The minimum velocity in the culvert barrel shall be 2.5 feet per second in a 5-year storm. Maximum allowable velocity in the culvert is 15 feet per second in a 100-year storm. However, downstream conditions will generally impose more stringent limits. The minimum driveway culvert diameter shall be fifteen (15) inches. Culvert material shall be limited to reinforced concrete unless approval is obtained from the City Engineer for alternate materials. All culverts that connect open channels or drainage ways that cross existing or proposed roadways shall be limited to a reinforced concrete rectangular section. The culvert shall be of sufficient size and slope to convey the required design storm flow. Any exception to this requirement must be approved by the City Council. 2.3.11 Bridges Bridges shall be designed to span the entire stream or channel without restricting flow. To the extent possible, bridges will span streams and channels at a ninety-degree (90°) angle. Flow hydraulics through the bridge shall be modeled using HEC-2 or HEC-RAS. Bridges shall be designed so that the lowest point of the bridge, the low chord, will be a minimum of two (2) feet above the 100-year water surface elevation, assuming fully developed upstream conditions. 2.3.12 Detention Facilities Storm water runoff attributable to new development must not exceed the capacity of the downstream drainage system until it reaches a recognized watercourse. If no downstream drainage system exists, increased storm water runoff must not adversely affect adjoining property. In cases where the proposed 100-yr runoff would exceed the capacity of downstream facilities, detention will be required. Permanent impoundments of water shall be constructed in such a way that negative effects on aesthetics, function, flooding, health, and safety are minimized. Such improvements shall be allowed at the discretion of the City Engineer. The Developer shall be responsible for all necessary permitting required by the TNRCC for impounding public water. The City Engineer may require calculations and/or other documentation that no negative impact is created.

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All storage facilities serving drainage areas greater than fifty (50) acres shall be designed and analyzed using reservoir routing of an inflow hydrograph. The software program or computational method must be approved by the City Engineer. The analysis should consist of comparing the design flows at a point or points downstream of the proposed storage site with and without storage. Design calculations shall show the effects of the detention facility in each of the 5- and 100-year storm events. This may require the use of multi-stage control structures. The detention facility shall be designed to provide the required detention for all of the above-listed frequencies. Detention storage facilities serving drainage areas smaller than fifty (50) acres may use the Modified Rational Method for storage calculations. All calculations must be provided to the City Engineer for review. Detention facility embankments shall be designed to provide a minimum freeboard of one (1) foot above the 100-year storm water elevation. Certain impoundments are subject to State of Texas regulations. The potential for the impact of sedimentation on the detention facility should be evaluated. A means of access for maintenance of the facility shall be provided. The outlet control structures for storage facilities typically include a principal outlet and an emergency overflow. The principal outlet functions to restrict the outflow and cause the runoff to use the available storage volume. The principal outlet shall be designed to accommodate the multiple frequency storms listed above while maintaining the minimum freeboard of one (1) foot. The emergency overflow shall be paved and provide positive overflow. The outlet control structure may be drop inlets, pipes, culverts, weirs, or orifices. Checks should be made to determine if the outlet structure is controlled by weir or orifice flow. The tailwater on the structure could significantly affect its capacity. The engineer should carefully evaluate the tailwater depth. For detention facilities in a series, the lower facility should not cause inundation of the upper outlet control structure. The calculation of the hydraulic capacity for outlet control structures is based on the type of structure used. See a standard hydraulic text. All Texas National Resource Conservation Commissions' (TNRCC) requirements for impoundment and dam safety shall apply. These requirements relate to both the size and the hazard classification of the embankment. Copies of all materials submitted to TNRCC for permitting, along with the TNRCC permits, must be submitted to the City Engineer for review. 2.4 STORM WATER POLLUTION PREVENTION All construction activity, regardless of size, shall comply with the North Central Texas Council of Governments "Storm Water Quality Best Management Practices for

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Construction Activities" Manual (BMP's), current edition, except as modified in this section. All construction activities on sites greater than one (1) acre in the City of Troy shall comply with the provisions and regulations of the National Pollution Discharge Elimination System, Phase II. Operators must obtain coverage for storm water discharges from a construction site under the NPDES General Permit program. Construction sites involving disturbances less than one acre do not require an NPDES permit, but are still subject to all the provisions of that permit except for reporting to the EPA. When a Notice of Intent (NOI) is submitted to the EPA, a copy shall be submitted to the City as well. It is the intent of the City of Troy that sediment from construction sites be contained on the site. Accordingly, Storm Water Pollution Prevention Plans (SWPPP) must address two stages. Stage I refers to the infrastructure construction phase of the development. The NCTCOG BMP's will apply during this stage. Inlet erosion protection devices shall be installed until streets and alleys have been paved. Immediately after paving, an erosion control blanket (or other erosion control method as approved by the City Engineer) shall be installed adjacent to paved surfaces such as alleys, streets, flumes, etc., in addition to the placement of silt fence along the down slope boundaries of the site. Stage 2 refers to the period of time after acceptance of the subdivision by the City and prior to completion of homes or other buildings. During this stage, an erosion control blanket (or other erosion control method as approved by the City Engineer) shall be placed adjacent to all streets and alleys and at the project perimeter to contain sediment within the block and prevent transport to the pavement. The maintenance of this perimeter erosion control system becomes the builder’s responsibility once a building permit is issued. Otherwise, the developer is responsible for the perimeter erosion control until the subdivision or phase is 95% built out. 2.5 CONSTRUCTION PLAN REQUIREMENTS All construction plans prepared for construction of public works or private development drainage facilities shall be sealed by a Professional Engineer who is registered in the State of Texas and is experienced in civil engineering work. Plans shall include the following information in addition to those items included on the checklist in the Appendix of this Manual. 2.5.1 Drainage Area Maps Generally, a map having a scale of one (1) inch equals one hundred (100) feet is suitable unless dealing with large off-site drainage areas. Off-site drainage areas may

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be shown at a smaller scale. The City Engineer may require a larger scale if necessary to depict the necessary information in a readable format. The drainage area map shall show the boundary of all drainage areas contributing runoff into the proposed system. The area shall be further divided into sub-areas to determine flow concentration points or inlet locations. Drainage area maps shall show streets, zoning, zoning boundaries, existing ground on one (1) or two (2) foot contours (show proposed contours within the limits of the site) and a hydrologic summary table showing drainage area calculations for both existing and proposed conditions. Direction of flow within streets, alleys, natural and man-made drainage ways, and at all system intersections shall be clearly shown on the drainage area map or paving plans. This includes sags, crests and corners. All existing and proposed drainage facilities shall be clearly shown and differentiated on the drainage area map. All existing structures and improvements, such as streets, parking lots, buildings, etc. shall be shown on the drainage area map. Where detention is to be provided, the means for accommodating any increase in runoff due to the development shall be clearly depicted, including limits of proposed detention facilities and/or downstream improvements. The drainage area map shall also identify the means for handling runoff that is conveyed to or through the site from upstream. 2.5.2 Grading Plans Grading and drainage plans shall be prepared for all proposed developments, and shall show in detail the proposed grading and the proposed drainage patterns. Existing and proposed contours at one (1) foot intervals shall be shown on all commercial and industrial developments. Grading plans for residential developments shall show existing contours at one (1) foot intervals, and shall depict proposed grading by the use of spot elevations and flow arrows. Spot elevations shall be shown at the top of the curb adjacent to each lot line, and adjacent to each building corner as well as the upper end of each swale. The grading plan shall clearly show swales, ditches and other means of conveying storm water runoff across the proposed site. Finish floor elevations shall be shown, and flow arrows used to indicate flow patterns. In residential developments, storm water may not cross more than one lot before being discharged to a street, alley, channel or other public storm drainage facility. In all other developments, concentrated storm water may not be discharged to an adjacent property (other than a recognized watercourse) except in a dedicated easement and an approved storm drainage system. Runoff from adjacent lots or properties must be collected and conveyed in an easement rather than across lots. Positive overflow shall be provided at sump or low point inlets. Minimum finish floor elevations adjacent to such overflows shall be no less than 12" above the overland flow water surface elevation, with positive drainage provided away from the building. Minimum finish floor elevations shall be set at least two (2) feet above the 100-year

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base flood elevation of any adjacent stream for which base flood elevations have been set as depicted on the most current Flood Insurance Rate Map. 2.5.3 Storm Drainage Plans Storm drain plans shall include the following in addition to all items specified in the plan checklist:

• Plan and profile sheets at a scale not greater than 1 "=50' horizontally, and 1 "=5'vertically. The storm drainage system shall be shown on separate sheets from the paving plans.

• Detailed geometry to facilitate construction, including stations at all junctions, structures, pipe size changes, inlets, and all changes in direction, including PC's, PT's, and PI's, along with complete curve data.

• Surface flow arrows shall be shown at all intersections and high points.

• Storm drain pipes shall generally be located in the center of the roadway.

• Junction boxes shall be constructed at all pipe intersections except inlet lead lines.

• Junction boxes or in-line structures shall be spaced a maximum of 400' apart for pipe 24-inches or smaller in diameter, and a maximum of 800' apart for pipe 27-inches or greater in diameter.

• Storm drain pipe shall be reinforced concrete pipe (RCP) in all public right-of-ways. Other pipe materials may only be used with the approval of the City Engineer.

• Where multiple inlet leads intersect the main at the same or similar station, a junction box shall be constructed.

• All property lines, right-of-way lines, and easements shall be shown, and the storm drain facilities tied to these as appropriate.

• All existing and proposed utilities shall be shown in the plan view, and in the profile view where such information is available.

• Profiles shall include existing ground line at the center of the proposed storm drain, proposed ground line at the center of the proposed storm drain, hydraulic grade line (HGL) for the design storm with HGL elevations at each junction, end of pipe, and pipe size change. Pipe flowline elevations shall be shown at fifty (50) foot intervals along the pipe. The size, length and slope of each pipe shall be shown, along with the runoff to be conveyed (Q required), the capacity of the pipe at full flow (Q provided), and the velocity at .

• The hydraulic grade line shown shall include all minor losses at appurtenances.

• The starting (downstream) elevation of the hydraulic grade line shall be based on downstream conditions. Determination of this starting elevation must be documented.

• Indicate the size and type of inlet, top of curb elevation, flowline elevation, and lead line size and slope. All inlet laterals shall be shown in profile in the plans and shall show the HGL.

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• All storm drain pipe connections shall match at the crowns of the pipe. Laterals shall connect to the main such that the center of the lateral matches the center of the main.

• Specify and provide details for required backfill and embedment, using NCTCOG backfill requirements.

• Identify erosion protection measures for storm drain outfall structures, where required.

• Identify benchmarks.

• Inlet leads shall connect to the main at a thirty-degree (30°) angle or greater (no connections greater than sixty degrees (60°) shall be permitted without a junction box. No connections greater than ninety degree (90°) will be permitted.

• Applicable City of Troy Standard Construction details shall be included in the construction plans. Modifications to these standard details may be made only with the approval of the City Engineer.

2.5.4 Channel Plans

• Plan and profile sheets at a scale not greater than 1 "=50' horizontally, and 1 "=5' vertically.

• Detailed geometry to facilitate construction, including stations at all junctions, structures, and all changes in direction, including PC's, PT's, and PI's, along with complete curve data.

• All property lines, right-of-way lines, and easements shall be shown, and the channel facilities tied to these as appropriate.

• All existing and proposed utilities shall be shown in the plan view, and in the profile view where such information is available.

• Profiles shall include existing ground line at the center of the proposed channel, proposed ground line at the center of the proposed channel, proposed right and left top of bank, 100-year water surface elevation, and flowline elevations at each structure, grade change, etc., as well as at 50-foot intervals along the channel.

• The runoff to be conveyed (Q required), the capacity of the channel at full flow (Q provided), and the velocity at shall be shown.

• Identify erosion protection measures for storm drain outfall structures.

• A typical section(s) shall be depicted on the plans, showing bottom width, side slopes, lining (if applicable), depth, etc.

• Earthen channels shall have side slopes no steeper than 3:1.

• Actual cross sections shall be shown at no less than 100-foot intervals.

• Specify compaction requirements where fill must be placed. 2.5.5 Detention/Retention Facilities

• Detention facilities shall be required within development projects. Show all hydrologic, routing, storage and outlet calculations. The Modified Rational method may be used for drainage areas less than fifty (50) acres. For larger

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drainage areas, a unit hydrograph method that employs reservoir routing calculations must be used.

• Provide detailed plans showing all aspects of the outlet structure(s), along with hydraulic calculations of the outlet(s).

• Grading plans must be provided for the facility. The bottom slope shall be a minimum 2% towards the outlet structure, and a concrete pilot channel shall be provided through the pond for low flows.

• Show downstream conditions and provide information that shows the effect of the discharge on downstream properties and/or structures.

• Show adequate erosion control measures at outlet structure(s).

• Show normal pool elevation, 5-year, 25-year, 50-year and 100-year pool elevations, and overflow facilities.

• Show existing and proposed contours to depict slopes of embankments. The maximum slope of embankments shall be 3:1.

• Show emergency overflow provisions. 2.5.6 Storm Water Pollution Prevention Plans

• Storm Water Pollution Prevention Plans shall be prepared and sealed by a registered professional engineer. The engineer shall attest that the SWPPP fully complies with the requirements of this manual and with EPA requirements.

• Contours or other indication of flow direction shall be shown on the plan.

• Show the location of all structural sediment control measures.

• Erosion and sediment control calculations must be shown on the SWPPP.

• Stabilization measures must be identified.

• Maintenance and inspection procedures must be outlined.

• Project sequencing and/or phasing must be identified.

• Both construction (Stage 1) and post-construction (Stage 2) conditions shall be shown.

2.6 SUBMITTAL REQUIREMENTS Any information that is submitted to the City for review shall be accompanied by a completed copy of the checklist found in the Appendix of this Section. The checklist is intended as an aid to those submitting drainage information for review. A completed checklist will minimize the need for additional information to complete a proper technical review by the City. The items shown on the checklist should be considered minimum requirements for plan submittal. 2.7 REGULATORY ISSUES 2.7.1 U.S. Army Corps of Engineers 404 Permits The U.S. Army Corps of Engineers (USACE) has been directed by Congress under Section 404 of the Clean Water Act (33 USC 1344) to regulate activities impacting all

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waters of the United States, including wetlands. The USACE has developed a permitting process to ensure compliance with the Clean Water Act. Developers will be expected to ensure that all requirements of the Clean Water Act are met. The City of Troy assumes no responsibility for the compliance of the Developer with this or any other Federal regulations. However, the Developer should be aware that under current regulations, many of the streams within the City of Troy are likely to be considered jurisdictional waters by the USACE. As a result, permitting will likely be required for any projects impacting these streams by fill, excavation, utility crossings or roadway crossings. In many cases, these permits carry significant compensatory mitigation requirements to offset losses of jurisdictional waters and their associated habitat. 2.7.2 EPA Phase II Storm Water Issues Construction activities in City of Troy are subject to the regulations associated with Phase II of the National Pollutant Discharge Elimination System (NPDES) program. Any activities that involve disturbance of more than one (1) acre must obtain a permit from TCEQ. The City of Troy will use NCTCOG Best Management Practices (BMP's) in implementing the Phase II program. 2.8 NATIONAL FLOOD INSURANCE PROGRAM The City of Troy is a participant in the National Flood Insurance Program administered by the Federal Emergency Management Agency (FEMA). Copies of the Flood Insurance Rate Maps (FIRM) are available from the City, for a fee, depicting the 100-year floodplain developed for insurance rating purposes. Floodplain management in the City of Troy is under the direction of the City Engineer, who also functions as the Floodplain Administrator.

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Section 3 Design Criteria for Water Projects

TABLE OF CONTENTS

TOPIC PAGE 3.1 General……………………………………………………………………………….3-2

3.1.1 Average Day Water Use……………………………………………………..3-2 3.1.2 Maximum Day…………………………………………………………………3-2 3.1.3 Maximum Hour………………………………………………………………. 3-2 3.1.4 Population Density …………………………………………………………. 3-2 3.1.5 Persons Per Residential Connection …………………………………….. 3-2 3.1.6 Fire Flow …………………………………………………………………….. 3-2 3.1.7 Design Size …………………………………………………………………. 3-2 3.1.8 Demand Computations …………………………………………………….. 3-2 3.1.9 Supply Storage Versus Pumping …………………………………………. 3-2 3.1.10 Elevated Storage Depletion ……………………………………………… 3-2 3.1.11 Quick Closing Valves ……………………………………………………... 3-2

3.2 Design Criteria ………………………………………………………………………… 3-3

3.2.1 Minimum Line Size …………………………………………………………. 3-3 3.2.2 Sizing Mains ………………………………………………………………… 3-3 3.2.3 Main Location ……………………………………………………………….. 3-3 3.2.4 Valve Location and Requirements ………………………………………... 3-4 3.2.5 Fire Hydrant Location ………………………………………………………. 3-4 3.2.6 Fire Lines ……………………………………………………………………. 3-5 3.2.7 Pressure Regulators ……………………………………………………….. 3-6 3.2.8 Air Release and Vacuum Relief Combination Valves ………………….. 3-6 3.2.9 Blow Off Valves and Vaults ……………………………………………….. 3-6 3.2.10 Clean-Out Wyes …………………………………………………………... 3-6 3.2.11 Water Sample Stations …………………………………………………… 3-6 3.2.12 Back-Flow Prevention Devices ………………………………………….. 3-7 3.2.13 Meters Larger than 2-lnches In Size ……………………………………. 3-7

3.3 Easement Requirements …………………………………………………………….. 3-7

3.3.1 Minimum Easement Width ………………………………………………… 3-7 3.3.2 Format. ………………………………………………………………………. 3-7 3.3.3 Temporary Construction Easements …………………………………….. 3-8

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Section 3 DESIGN CRITERIA FOR WATER PROJECTS

3.1 GENERAL The following are the minimum standard design criteria that must be met for all water improvements in order to meet the requirements of 30 TAC Chapter 290, Sections 290.38 through 290.47, the City of Troy Ordinance #7234 (Subdivision Ordinance), and the City of Troy Policy and to be approved for incorporation into the Troy Water System. 3.1.1. AVERAGE DAY WATER USE: 215 gallons per capita, per day (GPCD). 3.1.2. MAXIMUM DAY: For "Maximum day" unrestricted use, multiply the annual

Average day by 2.25. 3.1.3. MAXIMUM HOUR: For the "Maximum Hour" unrestricted use, multiply the

maximum day by 2.00. 3.1.4. POPULATION DENSITY: A minimum of 18 persons per acre shall be used to

determine design flows, unless actual population data or projections are available.

3.1.5. PERSONS PER RESIDENTIAL CONNECTION: 3.5 people/connection. 3.1.6 FIRE FLOW: Fire flow should be rated at 1,000 gallons per minute (GPM) in

residential areas. Fire flow for commercial and industrial areas should be a minimum of 1,500 GPM or per current Fire Code requirements.

3.1.7. DESIGN SIZE: Water mains should be sized to meet Maximum Hour or

Maximum Day plus Fire Flow, whichever is greater. However, no pipe size shall be less than 8-inch.

3.1.8. DEMAND COMPUTATIONS: The following formulas shall be used:

Maximum Day/Connection=((2.25)(215GPCD)(3.5p/c))/1,000,000=0.00169 MGD Maximum Hour/Connection = ((2.00)(0.00169 MGD)) = 0.00338 MGD

3.1.9. SUPPLY STORAGE VERSUS PUMPING: The maximum hour demand should

be supplied with not less than 60% from pumping capacity and not more than 40% from available "elevated" storage.

3.1.10. ELEVATED STORAGE DEPLETION: Elevated water storage should be

maintained not less than 33% full during maximum hour demand period. 3.1.11. QUICK CLOSING VALVES: Quick-closing valves will not be permitted in any

water facility connected to the City of Troy Water System.

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3.2 DESIGN CRITERIA 3.2.1. Minimum Line Size: The following design criteria shall be considered the

minimum basis for sizing water lines in various locations to be incorporated into the City of Troy Water distribution system: a. Residential Water Service: The minimum size residential water service

line for new residential development shall be 1-inch. b. Residential: The minimum water main size for a residential (defined as

"single-family" detached or two-family/duplex housing) area is six (6) inches (I.D.), or such larger size as may be necessary to properly serve the proposed and existing development.

c. Commercial Water Lines: The minimum water main size for a commercial

area is eight (8) inches (I.D.), or such larger size as may be necessary to properly serve the proposed and existing development.

3.2.2. Sizing Mains:

a. Multi-Family Demand: Peak demand for multi-family development shall be determined on the basis of not less than that required under the following formula published in June 1967, AWWA Journal.

Where: U is equal to the number of apartment units Q is equal to Water Demand in GPM (gallons per minute)

b. Fire Flow Requirements: In addition to the normal maximum hour water

service requirements, full consideration shall be given to fire flow requirements as superimposed upon the maximum day demand conditions, elevation, and the type of development proposed, in arriving at the final water main capacity.

c. Fire Flow Demands: Fire flow should be rated at 1,000 gallons per minute

in residential areas and 1,500 gallons per minute (GPM) in commercial areas

3.2.3. Main Location: The following design criteria shall be considered to be the normal

locations for water mains in the City of Troy Water distribution system:

a. Residential Water Service: The normal location of the residential water service shall be in the parkway in front of the property or lot to be served

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and the meter box shall be abutted to and adjacent to the roadway right-of-way.

b. Normal Main Location: For mains located within the public right-of-way, the normal location shall be five feet from North or East right-of-way line (either existing or proposed). In general, mains located within an easement shall be centered within the easement, unless other public or private facilities are also within the easement. Separation between water mains and other utilities shall be maintained in accordance with these standards.

3.2.4. Valve Location & Requirements: The following design criteria shall be

considered to be the standard locations and requirements for valves.

a. Fire Hydrants: All fire hydrants leads shall have a gate valve (min 6-inch) anchored to the water main.

b. Valves: The City Engineer shall approve all gate valves in the City of Troy. c. Isolation Valves: Valves shall be located to allow isolation of specific

sections of the distribution system in a manner that minimizes the number of individual users that experience interruption of service when valves are closed. Generally, this will be a section of a water main along a public street between two cross streets. Water valves are usually located at street intersections or at water line crosses or tees. The City Engineer shall approve the location of valves.

d. Transmission Mains: All water line connections (water services, mains

etc.) shall have a gate valve at connections to a water transmission line. Transmission mains shall include all mains greater than or equal to (8) inches.

3.2.5. Fire Hydrant Location: The following design criteria shall be considered to be the

normal locations for fire hydrants in the City of Troy. Only Superior Mueller fire hydrants or approved equal with fittings that match fire hydrants in use by the City of Troy Fire Department will be allowed. All hydrants shall be painted red. The City of Troy Fire Department shall review fire hydrant locations.

a. Maximum Hydrant Spacing:

(1) One and Two Family Residences: For all one and two family

residences, fire hydrants must be installed within (or along) a 500 foot radius along a direct horizontal line from the residence, and must be within 800 feet "hose lay" using the most direct route of access between fire hydrant and all points of the building.

3-5

City of Troy

Water Design

(2) Other Land Uses: For all other land uses, fire hydrants must be installed within (or along) a 300 foot radius along a direct horizontal line from the building, and must be within 500 feet "hose lay" using the most direct route of access between fire hydrant and building.

b. Cul-de-Sacs: Streets longer than 300 feet, which end in a cul-de-sac, must

have a fire hydrant in the cul-de-sac. All water lines in cul-de-sacs must be looped.

c. Intersections: Fire hydrants shall be installed at all street intersections. d. Street Location: All fire hydrants must be installed at least two and one

half (2-1/2) feet, but less than six (6) feet, from the back of the curb of the paved street or edge of a designated approved fire lane. Normal location is three (3) feet behind the curb. Location for fire hydrant should be selected to provide shortest possible lead under street pavement.

e. Ground Elevation: The ground line on the fire hydrant in a standard

installation shall be set even with the elevation of the top of the adjacent existing or proposed curb (elevation specified). When parkways are to be developed with a rolling or irregular slope, the ground line index on the fire hydrant shall be set to the proposed ground elevation (specified) at the point of installation. Fire hydrants shall have a minimum one-inch clearance from base to flange.

f. Private Fire Hydrant: Where the fire hydrant is on a metered line, fire

hydrant must be maintained by Owner and must not be obstructed. g. Siamese Connection: Siamese connection must be within 50 feet of a fire

hydrant.

h. Minimum Clearance: Hydrants shall be installed such that a minimum 36" clearance from all obstructions is maintained.

3.2.6. Fire Lines: The following design criteria shall be considered to be the normal

requirements for fire lines in the City of Troy Water distribution system. All projects requiring fire lines shall be presented to the City of Troy Fire Department for review:

a. Double Detector Check Valve: All fire lines are required to have a double

gate double detector check valve assembly. The double detector check valve and vault shall be privately owned and maintained and shall be located outside of public rights-of-way or utility easements.

b. Siamese Connection: When Siamese connection is required, it must be

located on the discharge (customer) side of the meter.

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City of Troy

Water Design

c. Fire Line Testing: The City of Troy Fire Department shall inspect and test

all fire lines on owner side of meter, gate valve, or back flow preventor. 3.2.7. Pressure Regulators: In low areas where pressures may exceed 80 psi, builders

and plumbers should be advised that in such locations pressure reducing devices should be installed in accordance with the current Plumbing Code adopted by the City of Troy. Pressure reducing valves will not be installed in the public water system.

3.2.8. Air Release & Vacuum Relief Combination Valves: Combination air and vacuum

relief valves shall be installed in high points along feeder mains, transmission mains or major mains to exhaust trapped air or relief vacuum from the water distribution system. The size and type are as follows:

Water Line Size Size of Relief Valve Type of Relieve Valve

16-inch & Smaller 1-inch Combination

These combination relief valves shall be installed in vaults.

3.2.9. Blow-off Valves & Vaults: In low points along transmission lines (16-inch and larger), blow-off valves and vaults shall be required in the system to drain the mains. The sizes generally are:

Size of Water Main Size of Blow-off 16-inch and below 4-inch

18-inch to 42 inch 4-inch 42-inch and above 4-inch

3.2.10. Clean Out Wyes: In strategic locations along lateral water lines, water feeder mains, water transmission mains, etc., cleaning wyes shall be provided for passing "Cleaning Pigs" through the water line to sweep trash, dirt and debris from the pipe. These wyes shall be supplemented with chlorination and sampling points, as required for disinfecting of the water main. The City Engineer will approve location of these wyes (chlorination and sampling points).

3.2.11. Water Sample Stations: Water sample stations are required to meet regulatory

requirements. These stations may be installed at the request of the City at major intersections, water transmission line tees/crosses, large water meters, or other locations to be designated by the City.

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City of Troy

Water Design

3.2.12. Back Flow Prevention Devices: All irrigation or non standard service connections to the City of Troy Water Distribution System shall have a back flow prevention device.

3.2.13. Meters Larger than 2-lnches In Size: Water meters that are larger that 2 inches in size shall have the following:

a. Meter Vault: Meter shall be installed in a vault. b. Bypass: All meters larger than 2-inches shall have a bypass. c. Type of Meter: All meters larger than 2-inch shall be a combination meter

(large and small meter). d. Purchase: All meters shall be purchased from the City of Troy.

3.3 EASEMENT REQUIREMENTS The following easement requirements are for water and wastewater mains not installed in street right-of-way: 3.3.1. Minimum Easement Widths

a. For water line pipe less than 16-inch (I.D.) and wastewater pipe less than 18-inch (I. D.), at a maximum depth of 10 feet (measured from ground level to flowline of pipe), the width of required permanent easement is 15 feet.

b. For all mains with depths greater than 10 feet (measured from ground

level to flowline of pipe), the following equation will apply: ((Depth of Pipe) x 2) + (O.D.' of Pipe) + (2 feet) = Easement Width'

NOTE: 1. O.D. is outside diameter of pipe. 2. Width is rounded up to nearest 5 ft.

Easement shall not exceed fifty (50) feet in width unless required by special circumstances.

3.3.2. Format: All easement instruments shall be in a standard City format. For each easement submitted, a minimum of two easement instruments with original signature(s) of the property owner(s) and notary signature/seal is required. If the easement is to be acquired by the City, a minimum of two easement instruments in a standard City format is required. All easement instruments shall be in a form acceptable to the City.

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City of Troy

Water Design

3.3.3. Temporary Construction Easements: Approach water and/or wastewater lines or other facilities to be constructed outside the developer's property, may require additional temporary construction easements. These easements are in addition to the above listed permanent easements.

4-1

City of Troy

Waste Water Design

Section 4 Design Criteria for Wastewater Projects

TABLE OF CONTENTS

TOPIC PAGE 4.1 General ………………………………………………………………………………..4-2 4.2 Wastewater Mains and Laterals ........................................................................4-2

4.2.1 Preliminary Study ………………………………………………………….....4-2 4.2.2 Final Plans …………………………………………………………………....4-3

4.3 Wastewater Lift Stations and Force Mains ………………………………………..4-4 4.4 Design Criteria ...................................................................................................4-4

4.4.1 Basic Design Requirements ................................................................... 4-4 4.4.2 Wastewater Laterals ...............................................................................4-7 4.4.3 Sizing of Mains ........................................................................................4-8

4.5 Easement Requirements ...................................................................................4-9 TABLES 4-1 Minimum and Maximum Grades for Wastewater Pipe ..................................... 4-9

Section 4

4-2

City of Troy

Waste Water Design

DESIGN CRITERIA FOR

WASTEWATER PROJECTS

4.1 GENERAL The following are the minimum standard Design Criteria that must be met for all wastewater main improvements in order to meet the requirements of 30 TAC Chapter 317, Sections 317.1 through 317.3, and to be approved for incorporation into the City of Troy Wastewater Collection System. 4.2 WASTEWATER MAINS AND LATERALS 4.2.1. PRELIMINARY STUDY

For all new development, the City may require a Preliminary Sewer Study. The study shall include:

a. Estimates of the current and/or future population load within the

watershed. Population figures shall be determined from actual data and projections where possible. In the absence of specific data, the population may be obtained by multiplying the gross watershed area (see Item 4.2.1.b) by 18 persons per acre.

b. A map showing the following information:

(1) The total area within the natural drainage limits to be served by the

proposed mains/laterals, including "off-site" areas. (2) Contours at a maximum five-foot interval for the entire watershed. (3) All existing recorded subdivisions, proposed subdivisions,

preliminary plats or concept plans. (4) Location of all natural and man-made water and drainage ways. (5) Location and alignments of proposed mains, including point of

connection to existing wastewater collection facilities. (6) Proposed rights-of-way, lots, and utilities. (7) All existing state, county, and City, roads, streets, and right-of-way

dedicated for public use and any proposed (see master thoroughfare plan) street,

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City of Troy

Waste Water Design

(8) Property lines and utility easement lines of all tracts in the vicinity of the main locations with present ownership shown.

4.2.2. FINAL PLANS Final plans shall include, at a minimum, the following information.

a. Plan View and Layout showing:

(1) All proposed sewer mains and laterals with proper stationing and alignment information, including bearings, curve data and horizontal control points. In general, stationing for all proposed mains shall begin at 0+00. Stationing shall be equated to stations of existing mains at points of connection. If the proposed main is an extension of an existing main, the stationing shall begin with the station of the existing main at the point of connection.

(2) Other proposed improvements including streets, utilities, and storm

drain facilities. (3) Property information including set and found corners, all existing

and proposed rights-of-way, easements, lots and property ownership.

(4) Contours based on actual field or aerial survey at a maximum two-

foot interval. (5) Location of all proposed sanitary sewer services to individual lots.

b. Profile for each main showing:

(1) Field-determined elevation of any existing manhole invert, stub, or wastewater main to which the proposed wastewater line is to connect.

(2) Elevation of the ground at centerline of the proposed main at each

half station. (3) Elevation at any draw, creek, depression, pond, lake or water

course within any portion of the centerline, with proper reference made as to location with respect to centerline.

(4) As appropriate elevation of service stub out of each existing house

or building to be served directly by the main. In case service stub is not available, finish floor or basement elevation should be shown at the front and back of the house. In any event, care should be taken

4-4

City of Troy

Waste Water Design

to properly locate the existing house and points of elevation taken with relation to centerline.

(5) All existing or proposed underground facilities that cross or are

immediately adjacent to the main. (6) All proposed rim and flowline elevations at each manhole, including

flowline of any main or lateral connections. (7) The plot of the main on the profile sheet shall be from left to right,

beginning at the lowest flow line elevation, and progressing right in increasing stations to the highest flow line elevation.

4.3. WASTEWATER LIFT STATIONS AND FORCE MAINS Wastewater Lift Stations, when allowed, will be designed in accordance with 30 TAC Chapter 317, Sections 317.3 (Lift Stations). The City will provide guidance for determining the proposed capacity and future expansion capacity. The lift station will also have remote monitoring capability. Wastewater force mains will be sized to meet the ultimate capacity of the lift station. The force main material will be a pressure grade pipe acceptable to the City. 4.4 DESIGN CRITERIA 4.4.1. BASIC DESIGN REQUIREMENTS

The following basic practices are considered standard requirements. Under isolated conditions, warranted only by special situations, the City of Troy may recommend and/or approve variations to some of these standards.

a. Normal Main Location: The normal location of the wastewater main shall

be 5 feet off the south or west curb and gutter or edge of roadway improvement.

b. Wastewater Main Line Size: The minimum size for a wastewater main

shall be 6-inch. c. Wastewater Service Lines: The minimum size for a single-family or duplex

wastewater service line shall be 4-inch. The typical location for service lines is at the center of the lot.

d. Wastewater Main Material:

(1) SDR-35 PVC pipe shall be used unless conditions, such as depth

dictate another pipe material

4-5

City of Troy

Waste Water Design

(2) SDR-26 PVC pipe shall be used when a main crosses within nine

(9) feet of a water line. No joints will be allowed in the sewer main within nine (9) feet of a water main.

e. Manholes: Manholes shall be placed at all points of change in alignment,

grade or size of wastewater main, intersection of two or more wastewater mains, at the end of the line that is greater than 300 feet, and any locations to provide accessibility for maintenance ease.

(1) Distance Between Manholes: On wastewater mains, the maximum

distance between wastewater manholes shall meet the requirement of TCEQ.

(2) Wastewater Manholes In the Flood Plain: For wastewater main

manholes located in the 100 year flood plain, manhole covers and rings shall have gaskets and shall be bolted or have approved means of preventing inflow. Where gasket manholes are required for more than three manholes in a sequence, a venting method, such as raising the rim at least one foot above 100-year flood plain, will be provided on every third manhole. If this is not practical, an approved alternate venting method, which will minimize inflow, will be used.

(3) Manhole at End of Line: All wastewater mains and laterals shall end

(highest point) with a manhole. (4) Offset Manholes: When connecting a new lateral to an existing

wastewater main, which is 24-inch and larger, then use an offset wastewater manhole (see Figure 120 of the General Contract Documents).

(5) Concrete Collars: All wastewater main manholes, where the rim is

at approximately ground level, shall have a concrete collar to secure the manhole frame. Manholes located in concrete paved areas or street will not require concrete collars.

(6) Shallow Manholes: All manholes that have a depth of four (4) feet

or less are Shallow Manholes. (7) Flowlines of Wastewater Mains: In manholes with pipes of different

sizes (diameters), the tops of pipes generally shall be placed at the same elevation (crown to crown). Outside drop manhole, installation is required if the connecting wastewater main has an elevation difference greater than 3 feet. For elevation difference 3 feet or less, construct a hydraulic slide to reduce turbulence.

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City of Troy

Waste Water Design

(8) Manhole Covers: Manhole covers of nominal 32-inch or larger

diameter are required for all wastewater manholes where personnel entry is anticipated.

(9) Manhole Inserts: To reduce inflow. and infiltration into the

wastewater collection system, all manholes shall be equipped with a watertight manhole insert. Pipe sizes smaller than 1S-inch shall have a plastic insert installed. Pipe sizes 18-inch and above shall have a stainless steel lockable insert installed.

(10) Manhole Testing: Manhole testing shall be tested using vacuum

testing, meeting the ASTM requirements.

f. Horizontal Deflection in Wastewater Mains: Horizontal deflection in wastewater mains shall be accomplished by joint deflection only. The minimum radius shall be per the manufacturer's recommendations, but in no case be less than 200 feet.

g. Wastewater Main Material: PVC or plastic pipe shall be a minimum SDR

35, ABS or PVC solvent weld or rubber ring joints will be allowed. Joint tightness of 25 psi for one hour will be required.

h. Inverted Siphons: Inverted siphons are not allowed at any location. i. Aerial Crossing: Pipe with restrained joints or monolithic pipe shall be

required between manholes on each end of bridged sections. Bridged sections hall be designed to withstand the hydraulic forces applied by the occurrence of a 100-year flood, including buoyancy. Pipe material shall also be capable of withstanding impact from debris. Bank stabilization shall be provided to prevent erosion of bank sections. Pier supports shall be spaced and designed to ensure that adequate grade, slope and structural integrity are maintained.

j. Minimum Spacing From Water Line: The purpose of maintaining minimal

spacing between water and wastewater mains is to protect the public water distribution system from contamination from wastewater. Contamination may occur when vacuum develops within the water main due to breakage or malfunction of a relief valve. The minimum horizontal space between a new wastewater main and a water main shall be as defined by TCEQ.

k. Minimum Cover: All sewer mains and laterals shall be installed at a sufficient depth below finished grade to satisfy the following.

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City of Troy

Waste Water Design

(1) Not less than two feet below the bottom of any drainage facility being paralleled.

(2) Far enough below the bottom of such drainage facility to permit a 4-

inch service line to pass under the drainage course with one foot of cover, approach the proposed main on at least a 1.00% grade, and match top of pipe with the proposed main at the point of connection.

(3) Not less than five feet below the finished grade of the street in

which it is to be located. (4) Where the topography requires that a wastewater main line is to be

installed with less than 2-1/2 feet of cover, the pipe shall be either encased in concrete or constructed of ductile iron pipe through the restricted area.

I. Wastewater Line Testing: The wastewater main is required to be tested by

air or water to a specified condition and the pipe is required to be examined by television camera. To be able to accomplish these test phases, the system shall incorporate the following features: (1) Where steep grades in wastewater pipe between normally spaced

manholes impose excessive test pressure in the lower pipe segments and Contractor tests with water, the pipe shall incorporate tees for test purposes as appropriate between manholes. Such tees shall have the branches the same size as the run diameter; the branch shall be oriented up; the run shall be wrapped to just below the branch bell with concrete encasement; and the branch shall incorporate a plug. After test, the tees shall be plugged and then blocked with concrete.

(2) Project requirements shall contain provisions for the independent

contractor to use television camera equipment to be installed or removed at the end of all wastewater mains. In all cases a manhole is required at the end of the wastewater main for that and other maintenance purposes.

4.4.2. WASTEWATER LATERALS

The design of wastewater laterals follows the same basic design procedures as those outlined for mains, except that the information required is reduced in complexity to conform to the reduced function of a lateral. The Preliminary Map prepared for the main may be utilized to show lateral system also.

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City of Troy

Waste Water Design

4.4.3. SIZING OF MAINS:

a. Wastewater Discharge from Residential Areas. Populations shall be determined assuming ultimate developed conditions for single and multi-family areas. If actual population data or projections cannot be determined for a given area, then a minimum density of 18 persons per acre shall be applied. Design loads for residential areas can then be determined in the following manner: (1) Average load per person per day equal to 100 gallons (2) Average load per person in (GPM)= 100/1,440= 0.0694 GPM (3) Average load of a given population (in GPM)

(0.0694 GPM) x (population) = (load in GPM) (4) Ratio of Design Load to Average Load is expressed by:

Where: M = Ratio of Design Load to Average Load P = Population in thousands

(5) Design Load = M times the average load generated by the ultimate population to be served by the main being designed plus infiltration/inflow.

b. Wastewater Discharge from Commercial and Industrial Areas. The design

wastewater flow from commercial areas shall be 7,200 gpd/acre, unless other more accurate discharge data can be determined.

c. Infiltration and Inflow. All sewer mains and laterals in the City of Troy shall

be designed to accommodate groundwater infiltration and stormwater inflow. Infiltration and inflow discharges shall be 500 gpd/inch-diameter/mile and shall be included in the total design load.

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City of Troy

Waste Water Design

TABLE 4-2 Minimum and Maximum Grades for Wastewater Pipe

Size of pipe in Inches I.D.

Minimum Slope in Percent

Maximum Slope in Percent

6 0.50

8 0.40 8.40*

10 0.30 6.23*

12 0.22 4.88*

15 0.16 3.62*

18 0.12 2.83*

21 0.09* 2.30*

24 0.08* 1.93*

27 0.06* 1.65*

30 0.055* 1.43*

33 0.05* 1.26*

36 0.045* 1.12*

39 0.04* 1.01*

Note * - TNRCC minimum/maximum requirements per Chapter 317 30TAC 4.5 EASEMENT REQUIREMENTS

Refer to Section 3.3 under water design criteria for easement requirements.

5-1

City of Troy

Construction Specifications

Section 5

Construction Specifications

5.1 GENERAL The City of Troy has adopted the Standard Specifications for Public Works Construction, current edition, as published by the North Central Texas Council of Governments (NCTCOG). The following portions of this Section address amendments to those specifications that the City of Troy has chosen to make. 5.2 PART I GENERAL PROVISIONS

1.24.3 TRENCH SAFETY Add the following: 'The CONTRACTOR shall comply with the US Department of Labor Occupational Safety and Health Administration (OSHA) regulations pertaining to excavations, trenching, and shoring and shall provide and familiarize its employees involved with excavation and trenching with the provisions in OSHA Pamphlet No. 2226, Excavating and Trenching Operations. The CONTRACTOR agrees to defend, indemnify and hold harmless the OWNER, its officers, agents and employees, and the ENGINEER against any claims, lawsuits, judgments, costs and expenses, including attorney's fees, for any personal injury, property damage or other harm for which recovery of damages is sought, including any injury, death or damage suffered by the CONTRACTOR'S own employees, arising out of or occasioned by the use of any trench excavation plans, regardless of their origin, or by any negligent, grossly negligent, strictly liable or intentional employee or laborer (whether or not an employee of the CONTRACTOR or a subcontractor) in the performance or supervision of actual trench excavation under the contract. This indemnity applies regardless of whether OWNER'S or Engineer's negligence or fault in the administration of this contract or in the preparation, review or approval of the OWNER'S or CONTRACTOR'S trench excavation plan contributed to the injury, death or damage. OWNER accepts no liability whatsoever as a result of its preparation, review or approval of any trench excavation plan under this contract; OWNER makes no warranty, express or implied, concerning the adequacy or correctness of any trench or excavation plan. The provisions of this paragraph are solely for the benefit of the parties to the contract and are not intended to create or grant any rights, contractual or otherwise, to any other person or entity. This paragraph shall not be construed to waive any governmental immunity of the OWNER. This paragraph controls in the event of a conflict with any other indemnity or OWNER-warranty provision in the specifications.

5-2

City of Troy

Construction Specifications

1.24.5 PAYMENT FOR SPECIAL SHORING Delete the entire paragraph and replace with the following: "No separate payment shall be made for special shoring. All costs for trench safety measures, including any costs associated with special shoring shall be included in the bid item for Trench Safety."

5.3 PART II MATERIALS 2.9.5 POLYETHYLENE WRAP FOR METAL PIPE AND FITTINGS Under (a) General, revise: " .in a corrosive soil environment." To read: ".in all underground installations." 2.12.20 POLYVINYL CHLORIDE (PVC) WATER PIPE Under (b) Thickness Class, add the following: "All PVC water pipe shall be Class 200, DR 14."

5.4 PART III CONSTRUCTION METHODS

4.5.2 FLEXIBLE BASE (CRUSHED LIMESTONE), CONSTRUCTION METHODS Under (d) Density, add the following: "After final compaction, density tests shall be taken at minimum 500-foot intervals. If any tests reveal that the base fails to meet minimum compaction requirements, the material shall be recompacted and retested until the minimum density is achieved. The City may also require CONTRACTOR to test base by proof rolling. If soft spots are revealed during proof rolling, these areas shall be recompacted, even if they met required density. Retests shall be at the CONTRACTOR'S expense." 6.2.8 EXCAVATION Under (b) Excavation Classifications, add the following: "No additional payment shall be made for excavation of rock or other soil types causing difficulty in excavation activities. It shall be the responsibility of the

5-3

City of Troy

Construction Specifications

CONTRACTOR to satisfy himself as to the types of soil materials present at the site." 6.7.2 UNDERGROUND CONDUIT INSTALLATION, SANITARY SEWER Under (d) Infiltration Test, revise: " ... shall be as specified in the plans." To read: " ... shall be 0.10 gallons per hour per foot of height of the manhole or structure." 6.7.3 UNDERGROUND CONDUIT INSTALLATION, WATER CONDUIT INSTALLATION Under (m) Fire Hydrants (2) Installation, revise: " ... on well-compacted or undisturbed soil surrounded by clean gravel or stone (min. of 7 CF) ... " To read: " ... on a 24" x 24" x 4" reinforced concrete (minimum 3,000 psi) pad with four (4) No.3 bars ... " 6.7.3 UNDERGROUND CONDUIT INSTALLATION, WATER CONDUIT INSTALLATION Under (m) Fire Hydrants (3) Measurement and Payment, revise: "The hydrant lead shall be paid for at the unit price bid for installing pipe." To read: "No separate payment shall be made for the hydrant lead. All costs for hydrant leads shall be included in the unit price bid for fire hydrants." 6.7.3 UNDERGROUND CONDUIT INSTALLATION, WATER CONDUIT INSTALLATION Under (r) Blocking (2) Measurement and Payment, delete this paragraph and replace with:

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City of Troy

Construction Specifications

"No separate payment shall be made for concrete blocking. All costs associated with concrete blocking shall be included in the appropriate bid items for water pipe, valves, hydrants and fittings." 6.7.3 UNDERGROUND CONDUIT INSTALLATION, WATER CONDUIT INSTALLATION Under (t) Manholes (3) Brick, delete this paragraph and replace with: "Brick manholes are not allowed." 8.3.2. CONCRETE SIDEWALKS AND DRIVEWAY APPROACHES, MATERIALS Under (b) Reinforcement, revise: " ... reinforcing, when required, shall be ... " To read: " ... reinforcing shall be ... "

City of Troy Sewer Details

BORED STREET CROSSING DETAIL

SCALE: nts

METAL PIPE (14 GA.)

1. ENDS OF THE ENCASEMENT PIPE WILL BE SECURELY AND PERMANENTLY SEALED TO PREVENT INFLOW OF MOISTURE. (BRICK & MORTAR, CONCRETE OR RUBBER CASING BOOTS).2. STEEL CASING PIPE IS ACCEPTABLE FOR WATER AND SEWER CROSSINGS. CON- TRACTOR WILL SUBMIT DETAILS ON THE PROPOSED ENCASEMENT PIPE TO THE CITY ENGINEER FOR APPROVAL. 36 KSI MIN YIELD STRENGTH - 0.25 WALL THICKNESS MIN. AS SHOWN ABOVE.

CARRIER PIPE AS SPECIFIED IN PLANS

ENCASEMENT PIPE AS SPECIFIED

PAVEMENT

CORRUGATED

PVC, D.I., CONC.CARRIER

SIZE

4"6"8"

10"12"14"16"18"20"24"

15"15"18"21"21"30"30"30"26"36"

CONCRETECURB & GUTTER

14" 0.250"16" 0.250"18" 0.250"20" 0.281"22" 0.312"24" 0.344"26" 0.375"28" 0.406"30" 0.406"34" 0.469"

CONCRETE PIPE (CLASS III)

STEEL CASING

MINIMUM ENCASEMENT

2"15"15"18"21"24"27"30"33"36"

SCREW TYPECAST IRON

STOPPER

STANDARD CLEANOUT

SHOWN ON PLANSDIAMETER OF PIPE AS END VIEW

SCALE: nts

IN-LINE

END-LINE

45Á BEND

6" MIN.

45Á "WYE"

6" MIN.6" CLEANOUT

6" MIN.

NO. 1684 OR APPROVED

STANDARD CASTING TRINITYVALLEY IRON & STEEL CO.

EQUAL

STOPPER

CLEANOUT

6" MIN.2000 LBS.CONCRETE

COMPACTEDBACKFILL APPROVEDSELECT MATERIAL

COMPACTED BACKFILLAPPROVEDSELECT MATERIAL

GENERAL EMBEDMENT AND BACKFILL SPECIFICATIONS

1. SAND (FOR PIPE EMBEDMENT) SHALL BE SAND, BLOW SAND, OR SIMILARMATERIAL. NO CRUSHER FINES SHALL BE ALLOWED. NO CLODS, ROCKS, OROTHER OBJECTIONABLE MATERIAL WILL BE PERMISSIBLE.

2. CRUSHED STONE (FOR PIPE EMBEDMENT) SHALL BE CRUSHED STONECONFORMING TO ASTM DESIGNATION 57 FOR CRUSHED AGGREGATE ANDHAVING THE FOLLOWING SIEVE ANALYSIS:

3. PEA GRAVEL (FOR PIPE EMBEDMENT) SHALL BE CRUSHED STONECONFORMING TO ASTM DESIGNATION 57 FOR CRUSHED AGGREGATE ANDHAVING THE FOLLOWING SIEVE ANALYSIS:

4. SELECT MATERIAL (AS APPROVED BY THE OWNER) - MATERIAL WHICH ISFREE OF ROCKS, LUMPS, CLODS, ORGANIC MATTER, OR DEBRIS. SELECTMATERIAL BENEATH ASPHALT SHALL HAVE P.I. OF 12 TO 22 AND SHALL BECOMPACTED TO 95% DENSITY ASTM D-698 AT OPTIMUM MOISTURE. ALLOTHER SELECT MATERIAL SHALL BE COMPACTED TO 85% DENSITY ASTMD-698.

5. CONCRETE (FOR EMBEDMENT AND ENCASEMENT) SHALL CONFORM TOASTM C94. THE COMPRESSIVE STRENGTH OF THE CONCRETE SHALL BE ATLEAST 3000 PSI.

6. BEGINNING AND ENDING OF ENCASEMENTS SHALL NOT BE MORE THAN 6INCHES FROM A PIPE JOINT.

7. WHERE WATER AND SEWER LINES PARALLEL WITH LESS THAN 10 FEETHORIZONTAL CLEAR DISTANCE, NO ENCASEMENT IS REQUIRED IF BOTH LINESARE 150 PSI PRESSURE RATED.

8. WHERE MINIMUM COVER, 42" IS NOT AVAILABLE, CONCRETE ENCASEMENTWILL BE REQUIRED.

9. ALL CONCRETE ENCASEMENTS MUST BE INSPECTED BY THE CITY OF TROYPRIOR TO PLACING EMBEDMENT AND/OR BACKFILL.

% RETAINEDSIEVE SIZE

00 - 5

95 - 10090 - 10040 - 75

% RETAINED

80 - 100100

15 - 70LESS THAN 2

1"1 1/2"

#41/2"

#8

3/8"1/2"

#10#4

SIEVE SIZE

1. CONTRACTOR SHALL MAKE AN EXAMINATION OF THE PROJECT SITE AND COMPLETELY FAMILIARIZEHIMSELF WITH THE NATURE AND EXTENT OF THE WORK TO BE ACCOMPLISHED. NO EXTRACOMPENSATION WILL BE ALLOWED FOR ANY WORK MADE NECESSARY BY UNUSUAL CONDITIONSOR OBSTACLES ENCOUNTERED DURING THE PROGRESS OF THE WORK, WHICH CONDITIONS OROBSTACLES ARE READILY APPARENT UPON A VISIT TO THE SITE. IF THERE ARE ANY QUESTIONS INTHIS REGARD OR IF THERE ARE ANY DISCREPANCIES BETWEEN THE PLANS AND ACTUAL SITECONDITIONS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER PRIOR TO SUBMISSION OF BIDS.

2. THE CONTRACTOR SHALL CONTACT ALL LOCAL UTILITIES COMPANIES AND ANY OTHER UTILITYCOMPANY THAT SERVES THE AREA AT LEAST 72 HOURS PRIOR TO CONSTRUCTION TO VERIFYLOCATIONS OF EXISTING UTILITY LINES. THE FOLLOWING ARE THE TELEPHONE NUMBERS OF THEENTITIES MOST LIKELY TO BE AFFECTED.

TEXAS ONE CALL 1-800-245-4545TEXAS EXCAVATION SAFETY SYSTEM 1-800-344-8377ONCOR (DENNIS LANTRIP) 1-254-554-2243CITY OF TROY, TEXAS 1-254-938-2505CABLEVISON 1-254-200-3401CENTROVISION 1-254-773-1163SOUTH WESTERN BELL 1-800-869-8344AT&T (CHARLIE KOHL) 866-624-5622 or 1-254-773-8575

3. PRIOR TO THE BEGINNING OF ANY CONSTRUCTION, THE CONTRACTOR SHALL VERIFY HORIZONTALAND VERTICAL LOCATIONS OF ALL EXISTING UTILITIES LOCATED WITHIN THE VICINITY OF ANYWORK. IF THE EXISTING UTILITIES ARE IN ANY WAY DIFFERENT FROM WHAT IS SHOWN ON THEDRAWINGS, THEN IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO NOTIFY THE OWNER ANDTHE PROJECT ENGINEER BEFORE PROCEEDING WITH ANY CONSTRUCTION. THE CONTRACTORSHALL BE RESPONSIBLE FOR ALL REPAIRS TO FIX DAMAGES INCURRED TO EXISTING UTILITIESDURING CONSTRUCTION.

4. CONTRACTOR SHALL MAKE ALL DUE PRECAUTIONS TO PROTECT EXISTING UTILITIES. IF ANY DAMAGEOCCURS, TO EXISTING UTILITIES, DAMAGE IS TO BE REPAIRED IMMEDIATELY TO AT LEASTPREEXISTING CONDITION AT NO ADDITIONAL COST TO THE OWNER.

5. THE CONTRACTOR SHALL NOTIFY THE APPLICABLE UTILITY COMPANY IMMEDIATELY TO OBTAINPROCEDURE DIRECTIONS. WHEN UNALLOCATED OR INCORRECTLY LOCATED UNDERGROUNDPIPING OR A BREAK IN THE LINE OR OTHER UTILITIES AND SERVICES ARE ENCOUNTERED.CONTRACTOR TO COOPERATE WITH THE APPLICABLE UTILITY COMPANY IN MAINTAINING ACTIVESERVICE IN OPERATION.

6. ALL BARRICADES AND SIGNS SHALL CONFORM TO THE LATEST EDITION OF THE TEXAS MANUAL ONUNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS.

7. WHERE NEW CONSTRUCTION TIES TO EXISTING FACILITIES, THE PROPER SAW CUT AND CONNECTIONSHALL BE MADE USING GOOD WORKMANSHIP AND PROPER TRANSITION TECHNIQUES TO BEAPPROVED BY THE ENGINEER.

8. THIS PROJECT SHALL CONFORM TO THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS FORPUBLIC WORKS CONSTRUCTION NORTH CENTRAL TEXAS LATEST EDITION. THE TECHNICALSPECIFICATIONS INCLUDED WITHIN THE PROJECT MANUAL SHALL SUPERSEDE ABOVE REFERENCEDSPECIFICATIONS.

9. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO SUPPLY AND INSTALL ALL MATERIALS SO AS TOMEET OR EXCEED PROJECTS SPECIFICATIONS, STATE AND CITY OF TROY, TEXAS CODES ANDORDINANCES.

10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PAYING AND OBTAINING PERMITS FROM THE CITY,STATE, OR OTHER REGULATORY AGENCIES TO PERFORM WORK.

GENERAL CONSTRUCTION NOTES (Sheet 1)

GENERAL CONSTRUCTION NOTES (Sheet 2)

11. ALL DEMOLITION AND EXCAVATED MATERIALS SHALL BE LEGALLY DISPOSED OF OFF THE SITE,UNLESS OTHERWISE INSTRUCTED BY THE OWNER, OR BY THE OWNERS REPRESENTATIVE.

12. THE CONTRACTOR SHALL CONTACT THE ENGINEER AND THE CITY OF TROY PROJECTREPRESENTATIVE 48 HOURS BEFORE COMMENCING CONSTRUCTION COMMENCES.

13. ALL CONSTRUCTION OPERATIONS TO BE ACCOMPLISHED IN ACCORDANCE WITH APPLICABLEREGULATIONS OF THE U.S. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA).COPIES OF THE OSHA STANDARDS MAY BE PURCHASED FROM THE U.S. GOVERNMENT PRINTINGOFFICE; INFORMATION AND RELATED REFERENCE MATERIALS MAY BE OBTAINED FROM OSHA, 903SAN JACINTO, AUSTIN, TEXAS.

14. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FOR ALL JOB SITE SAFETY, MANAGEMENTOF JOB SITE PERSONNEL, SUPERVISION OF THE USE OF JOB SITE EQUIPMENT AND DIRECTION OFALL CONSTRUCTION PROCEDURES, METHODS AND ELEMENTS REQUIRED TO COMPLETE THECONSTRUCTION OF THE PROPOSED IMPROVEMENTS.

15. CONTRACTOR TO MAINTAIN ACCESS TO PUBLIC AND PRIVATE FACILITIES DURING CONSTRUCTION.ALL CONSTRUCTION ACTIVITIES SHALL BE COORDINATED WITH THE CITY OF TROY.

16. BLASTING IS NOT PERMITTED ON THIS PROJECT.

17. CONTRACTOR SHALL TRANSITION NEW UTILITY CONSTRUCTION, SO AS TO MINIMIZE DAMAGE TOEXISTING VEGETATION, PLANTER BEDS, UTILITIES, SIDEWALKS, AND ROADWAYS. TRANSITIONSSHALL BE APPROVED BY OWNER OR ENGINEER.

18. THE CONTRACTOR SHALL PROTECT ALL SANITARY SERVICES AND MAINTAIN SERVICE THROUGHOUTTHE DURATION OF CONSTRUCTION. IN THE EVENT THAT A SERVICE IS DAMAGED DURINGCONSTRUCTION THE CONTRACTOR SHALL REPAIR THE SERVICE AT NO ADDITIONAL COST TO THEOWNER.

19. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL AREAS DISTURBED BYCONSTRUCTION FOR A PERIOD EQUAL TO, BUT NOT EXCEEDING, 12 MONTHS.

20. ALL ADDITIONAL PIPING NEEDED TO PROVIDE/ENSURE TEMPORARY POTABLE WATER SERVICESSHALL BE PROVIDED AT NO ADDITIONAL COST TO THE OWNER.

21. IT IS THE CONTRACTORS RESPONSIBILITY TO REESTABLISH AND RESTORE EXISTING VEGETATIONAND LANDSCAPING DISTURBED BY CONSTRUCTION.

22. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REMOVE EXCESS SPOILS AND MATERIALDISTURBED BY CONSTRUCTION.

23. ANY EXISTING PAVEMENT, CURBS, AND/OR SIDEWALKS DAMAGED OR REMOVED BY THECONTRACTOR THAT ARE NOT A PART OF THIS CONTRACT ARE TO BE REPAIRED BY THECONTRACTOR TO AT LEAST THE PREEXISTING CONDITION, AT HIS EXPENSE, BEFOREACCEPTANCE OF THE WORK.

24. CONSTRUCTION SPOILS OR MATERIALS TO BE USED FOR PROPOSED CONSTRUCTION, SHALL NOTBE STOCKPILED OR STORED WITHIN 100 YEAR FLOOD PLAIN.

25. NEW SANITARY SEWER MAIN AND SERVICES SHALL BE CONSTRUCTED PER THE LATEST TEXASCOMMISSION ON ENVIRONMENTAL QUALITY STANDARDS AND SPECIFICATIONS.

SCALE: nts

INTERNAL DROP CONNECTION

24" O

R M

OR

E

A DROP MANHOLE SHALLBE REQUIRED WHEN THE

24" OR HIGHER THANTHE FLOWLINE OUT.

INCOMING FLOWLINE IS

NOTE:

BELL AND SPIGOTPVC CROSS

DROP CONNECTION NOTE:

1. PROVIDE INVERT IN MANHOLE BASE FOREACH DROP CONNECTION.

TYPE &DIMENSIONS OFMANHOLE ASSPECIFIED ONPLANS

SCALE: nts

CAST IRON MANHOLEFRAME & COVER(DIA. AS STATED ONPLANS)

NEW VENT(PER

VENTILATIONDETAIL)

SHOWN WITH FLAT TOP

HOLES AS REQUIREDW/ OPTIONAL RUBBER

BOOTS

MIN. THICKNESS BELOW INVERT

RUBBER O-RINGGASKET PER ASTMC-443 ORRAMNEKJOINTSEALANTBASE SECTION,KNOCKOUTS ASREQUIRED.OPTIONAL 48" DIASANITARY ONLYCONCRETE INVERT

3090

DIMENSIONS AND WEIGHTS

1811

2350

1300

868

RISER

1. LIFTING INSERTS AS REQUIRED.

2. ALL JOINTS SHALL BE SEALED w/ RUBBER O-RING GASKET OR RAM-NEK JOINT SEALANT.

3. STRUCTURE TO BE PLACED ON MIN. 6" STABILIZED BASE.

4. PRECAST MANHOLES SHALL CONFORM TO THE LATEST CITY OF TROY SPECIFICATIONS.

5. MANHOLE FRAMES SHALL HAVE 32" RING AND LID ASSEMBLY.

6. ALL NEW MANHOLES ARE TO HAVE AN ECCENTRIC CONE UNLESS OTHERWISE STATED ON PLANS.

NOTES

RISER SECTION

CHANNEL WIDTH TOBE SAME AS PIPE SIZE

DEPTH AS REQUIRED

96

*

8-1/29

(in)

ADJUSTMENTRINGS ASREQUIRED

72

84

60

48

8-1/2

8-1/2

8-1/2

7

8

6

8-1/2

(in)W

(in)

5

B*

SHOWN WITH ECCENTRIC CONEPRECAST CONCRETE MANHOLE

FOR SANITARY SEWER

CONCENTRIC CONE

CLASS 1 EMBEDMENT

PIPE EMBEDMENT

SCALE: nts

6" MIN. IN ROCK1/8 O.D. (4"MIN.,

O.D. + 18" MIN

DUMPEDCRUSHED STONE

PLUS 4OPTIMUM MOISTURE

NATIVE MATERIALCOMPACTED TO90% MAX DENSITYASTM D698 WITHIN

O.D. + 24" MAX

6" MIN.

TRENCH WIDTH

SEWER SERVICE CONNECTION

45 DEGREE BEND

SCALE: nts

ELECTROFUSIONSERVICESADDLE

4" SDR 35 PVC

SEWER MAIN

ROTATE FITTING 45DEGREE MAXIMUM TOMINIMIZE CUT FORSERVICE

45 DEGREE "WYE" AND PLUG

4" MINIMUM CONCRETEENCASEMENT ON

OUTSIDE OF BOX ANDUNDERNEATH THE BOX

3" MIN.

12"

EXISTING YARD LINE

6" CAST IRON MUSHROOMLID STAMPED WITH THELETTER "S" FOR SANITARYSEWER.PER ACT SUPPLY254-742-0888, ORPRE-APPROVED EQUAL.(SET IN PVC PIPE)

NON-SHEARING COUPLING

PROPERTY LINE

(SEE NOTES)

1. THE CONTRACTOR SHALL FURNISHAND INSTALL A PLUG ON 45 DEGREE"WYE'S" AT LOCATIONS WHERE YARDLINES DO NOT EXIST.

City of Troy Water Details

90 DEGREE BEND IN LIEU OF THE PARALLEL HYDRANT TEE. MUELLER H-10360, H-10357

STANDARD FIRE HYDRANT

TYPE "A"NOTES:

OR APPROVED EQUAL.

RIGHT HAND THREAD

VERTICAL VALVE

GATE VALVE (TYPICAL)

SCALE: nts

12"x12"x4" CONCRETE

18"x18"x4" CONCRETE

ADJUSTABLE VALVE BOX

(SE

E P

LAN

S)

42" M

IN.

6" GATE VALVE

SWIVEL FITTING

12"x12"x4" CONCRETE

6" GATE VALVE (TYP.)

6" I.D. MIN.

HYDRANT

SLAB.

AS NECESSARYPROVIDE BLOCKING

SLAB.

SWIVEL FITTINGS

A

6" GATE VALVE

ASWIVEL FITTINGS

MA

IN

THRUST BLOCKING HYDRANT

SLAB.

TYPE "B"

* MJ PARALLEL HYDRANT TEETYLER PIPE CAT. NO 5-119SMJ x MJ x SWIVEL OR APPROVED EQUAL.

* IF APPROVED BY CITY ENGINEER, CONTRACTORMAY SUBSTITUTE THE APPROPRIATE SIZED TEE AND A

2000 PSI CONCRETE4"

THRUST BLOCKING

3" -5"

BREAK AWAY POINT

2' MIN. - 6' MAX.

18" -

30"

GRANULAR MATERIAL

.

.

.

1. All fire hydrants shall be of the national standard three (3) way breakaway type no less than 5-1/4" insize and shall conform to provisions of the latest A.W.W.A. Specifications C-502 and shall be placedupon approved water mains of not less than six inches in size.2. Valves shall be placed on all fire hydrant leads.3. All fire hydrants shall be installed so that the steamer connections will face the fire lane or street.4. All fire hydrant installations to contain stiff or rigid type connections.5. All fire hydrants shall be right hand thread open-counter clockwise, close-clockwise. A stem extensionis required for depths greater than 42 inches.6. Fire hydrants shall be installed so as the breakaway point shall be no less than 3" and no greater than5" above the final graded surface.

BARRELEXTENSION ASREQ'D. TO MEETHEIGHTREQUIREMENTS

CURB ANDGUTTER (IFAPPLICABLE)

STEM EXTENSION*REQUIRED WHENEVERVALVE NUTS ARE MORETHAN 4" BELOW GRADE

12"x12"x4" CONCRETE SLABSCONTRACTOR SHALL INSTALLCONCRETE THRUSTBLOCKING IN THE EVENTSWIVEL FITTINGS ARE NOTUSED

"A"

Plugs & Tees

Area

1.06

1.89

4.25

7.54

2.95

11.33

7.70

7.86

.83

ABOVE DIMENSIONS / REQUIREMENTS ALSO PERTAIN TO VERTICAL BENDS.

DIM "X" TO BE A MIN. OF (1) FT. BUT IS TO BE INCREASED WHERENECESSARY TO PROVIDE BEARING AGAINST UNDISTURBED TRENCH WALL.

ALL CONCRETE SHALL BE 2000 PSI

WRAP AND PLUG ALL SURFACES IN CONTACT WITH CONCRETE THRUST BLOCKWITH 6 MIL. POLYETHYLENE.

NOTES:

Dim."X"Pipe

Size

8"

6"

1'6"

1'6"

12"

16"

10"

2'0"

1'6"

1'6"

18"

20"

24" 2'0"

2'0"

2'0"

4" 1'0"

3'8"

3'3"

2'11"

2'7"

2'0"

1'9"

1'3"

1'0"

1'0"

"A"

SCALE: nts

Max.Vol.

MinArea"E"Max.

Vol.MinArea"D"

22.5 Degree Bends 11.25 Degree Bends

.05

.05

.83

.83

.11

.05

.05

.83

1.48

.83

.17

.12

.11

2.22

1.51

1.54

1'0"

1'0".05

.05

1'0"

1'2"

1'0"

.22

.10

.07

.83

.831'0"

1'0"

2.94

1.65

1.15

1'3"

1'8"

1'3"

1'5"

1'7"

.33

.23

.22

4.42

3.07

3.01

2'0"

2'6"

1'10"

1'10"

1'0" 1'0".83 .05 .83 .05

45 Degree BendsMinArea

Max.Vol. "C""B"Min Max.

Vol.

90 Degree BendsMinArea

.08

.05.83

1.44

.43

.18

.13

5.76

3.25

2.26

.15

.09

.34

.79

.24

2'3"

1'9"

1'6"

1'3"

1'0"

.65

.45

.44

8.65

6.01

5.89

1.20

.82

.84

3'2"

2'9"

2'6"

1'6"

1'2"

3'0"

2'3"

2'0"

.56

.24

.17

.11

.06

4'3"

3'9"

3'5"

.84

.59

.57

16.0

11.12

10.89

10.65

6.00

4.17

2.66

1.50

.05 1'0" .05.83 1'0" .83 .05

WATER BLOCKING TABLE

Max.Vol.

WATER BLOCKING DETAIL

"X"

"X"

"X"

"A"

"D" 22 DEGREE 30' BENDS

"E" 11 DEGREE 15' BENDS

"C" 45 DEGREE BENDS

"B" 90 DEGREE BENDS

SCALE: nts

DOUBLE RESIDENTIAL WATER SERVICE

ROW

CORPORATION STOPSERVICE SADDLE CURB STOP

FORD

MUELLER

MCDONALD

WATER MAIN

SERVICE SADDLE

LIMITS OF NEW CONSTRUCTION

MIN 1"

TYPE "K" SOFT COPPEROR CTS HDPE (PE SDR-9 3408)**

MIN 1" TYPE "K" SOFT COPPER ORCTS HDPE (PE SDR-9 3408)**

CURB STOP WITH 1" X 3/4" METERBUSHING(FORD A34 OR APPROVED EQUIV.)

1" CTS PACK JOINT X FIPT CURB STOPFORD No. B41444 OR

APPROVED EQUIV.

AY MCDONALD 4762-22 (TEE) -or-FORD TEE No. T441444 OR APPROVED EQUIV.

CORPORATION STOP

METER BOX EJIW NO. 32413701LID NO. EJIW 32131001 (BY CITY)

OR APPROVED EQUIVALENT MANUFACTURER

HDPE SERVICES SHALL BE GRADE "A" VIRGINMATERIAL, SLEEVED IN SCH 40 PVC, AND BEDDED INSAND 3" ABOVE AND 3" BELOW PIPE

*

**

*** DOUBLE SERVICE SHALL SUPPORT A MAXIMUM OF TWOMETERS

B43444W

P24350

6100M-22

FC-202

DR2S

--

F1000-4

P15008

4701-22

MIN 1" TYPE "K" SOFT COPPER ORCTS HDPE (PE SDR-9 3408)**

SCALE: nts

FLUSH VALVE ASSEMBLY

NATURAL GROUND

MIN 20'

VALVE BOX

VARIES

PVC CL 150

GATE VALVE CAST IRON CAPMETER BOX

W/BLOCKINGDIMJ 45 DEGREE BEND

PIPE SIZE(IN)

REQUIRED GPM AT 2.5FPS

FLUSH VALVE ANDPIPE SIZE (IN)

6"

8"

10"

FOR ALL OTHER PIPE SIZES, ENGINEER TO SPECIFY FLUSH VALVE AND PIPE SIZE PER AWWA C-651

RESTRAIN VALVEASSEMBLY WITHLOCKING RESTRAINT(MEGA-LUG ORAPPROVED EQUIVALENT)

REDUCER TO BEINSTALLEDAFTER 45 DEGREE BEND

220

400

600

4"

4"

6"

WITH NECESSARY EXTENSION.(MUELLER H-10360 OR EQUAL)

VALVE BOX, TOP INSERTS INSIDE

SCALE: nts

TYPICAL GATE VALVE

18" X 18" X 4"CONCRETE SLAB

VERTICAL VALVE

LID

ADJUSTABLE VALVE BOX

C-900 PVC RISER

CLASS 2 EMBEDMENT

PIPE EMBEDMENT

SCALE: nts

CLASS 3 EMBEDMENT

CONCRETE2000 PSI

NATIVE MATERIAL

SUPPORT

BRICK OR

OPTIMUM MOISTURE

CONC. BLOCK

COMPACTED TO90% MAX DENSITYASTM D698 WITHIN

O.D. + 18" MIN

SAND

PLUS 4

COMPACTED TO

ASTM D698 WITHIN90% MAX DENSITY

NATIVE MATERIAL

OPTIMUM MOISTURE

O.D. + 24" MAX

4" MIN.

6" MIN. NORMAL12" MIN. UNDERPROPOSED PVMT.

PLUS 4

TRENCH WIDTH

O.D. + 18" MINO.D. + 24" MAX

1/4 O.D. (4"MIN.,6" MIN. IN ROCK)

6" MIN.

TRENCH WIDTH

SCALE: nts

SINGLE RESIDENTIAL WATER SERVICE

ROWMIN 1"

LIMITS OF NEW CONSTRUCTION

CORPORATION STOPSERVICE SADDLE CURB STOP

FORD

MUELLER

MCDONALD

TYPE "K" SOFT COPPEROR

CTS HDPE (PE SDR-9 3408)**

WATER MAIN

SERVICE SADDLE

CORPORATION STOP1" TAPERED "CC" X 1" CTS PACKJOINT WITH SET SCREW ONCOMPRESSION FITTING

B43444W

P24350

6100M-22

FC-202

DR2S

--

F1000-4

P15008

4701-22

OR APPROVED EQUIVALENT MANUFACTURER

HDPE SERVICES SHALL BE GRADE "A" VIRGINMATERIAL, SLEEVED IN SCH 40 PVC, AND BEDDED INSAND 3" ABOVE AND 3" BELOW PIPE

METER BOX EJIW NO. 32413701LID NO. EJIW 32131001 (BY CITY)

*

**

CURB STOP WITH 1" X 3/4" METERBUSHING(FORD A34 OR APPROVED EQUIV.)

UTILITY CROSSING

WITH 3 COATS MASTIC TYP.PAINT ROD, NUTS AND THREADSMIN. 2 EA. 3/4" ANCHOR TIE RODS

SCALE: NTS

EXISTINGWATER MAIN

12" MIN. (SEENOTES)

1. WHERE MINIMUM COVER CAN NOT BEMAINTAINED, CONTRACTOR SHALLCONSTRUCT NEW WATER MAIN BENEATHEXISTING UTILITY.

2. WHERE NEW WATER MAIN CONSTRUCTIONINTERSECTS AN EXISTING SANITARY SEWERMAIN, CONTRACTOR SHALL CONSTRUCT THENEW WATER MAIN PER TCFQ STANDARDSAND GUIDELINES.

CLEARANCE

#4 REINF. BAR (TYP)

MIN.

BLOCKING

SEE

DETAILS

12"

NOTES

6" MIN.

EXISTING GROUND

SEE CONCRETEBLOCKING DETAIL

SCALE: nts

WATER SERVICE SECTION

5. A MIN. OF 12" OF COVER ON ALL SERVICE LINES.

SERVICE SADDLE WITH TAPERED (CC) THREADS

4. 36" X 2" X 2" STAKE PAINTED BLUE MUST BE INSTALLED AT ALL WATER SERVICES.

3. CURB STOPS WILL BE STRAIGHT LOCKING TYPE AND HAVE A BALL CORPORATION VALVE

1. SERVICE TAPS REQUIRE DOUBLE STAINLESS STEEL, EPOXY COATED DUCTILE IRON

SERVICE CONNECTIONS:

WITH A SET SCREW COMPRESSION FITTING ON THE PACK JOINT

MIN. DEPTH2'-0"

SHORT SERVICE

3' BLUE 2" X 2" STAKE

LC OF METER

1'-0"

45 Degree 45 Degree

CURB STOP WITH LOCK WINGCTS PACK JOINT X FIPT(WITH SET SCREW ONCOMPRESSIONFITTING, ONLY STRAIGHT ISACCEPTABLE,NO ANGLE STOP)

LIMITS OF NEW CONSTRUCTION(CONTRACTOR INSTALLATION)

TO STRUCTURE

FINISHED GRADE

ROW LINE

TAPERED "CC" THREAD X CTS PACK JOINTCORPORATION STOP WITH SET SCREW ONCOMPRESSION FITTING

(LONG SERVICE)

RESIDENTIALWATER SERVICE

SHORT AND LONGCOPPER AND HDPE SERVICE (TYPICAL)

PAVEMENT

CURB & GUTTER WITH "W" ETCHEDWHERE SERVICE LINE IS NEAREST TOCURB

LONG SERVICE UNDERPAVED ROAD(HDPE SERVICE SHALLBE SLEEVED WITH PVCSCH 40 PIPE TWICE THEDIAMETER OF THE SERVICE SIZEFROM BOCTO BOC)

WATER MAIN

SERVICE SADDLE SHALLBE EPOXY COATED D.I.WITH DOUBLE STAINLESSSTEEL STRAPSWITH TAPERED "CC"THREAD

2. SUBSTITUTION OF HDPE PIPE FOR SERVICES SHALL BE PERMITTED AFTER APPROVALBY THE DIRECTOR OF UTILITIES WITH MATERIAL SPECIFICATIONS AND SAMPLE SUBMITTAL

WATERLINE NOTES:

1. WATERLINE SEPARATION DISTANCES FROM EXISTING SANITARY SEWER SHALL CONFORM TO THEREQUIREMENTS AS SET FORTH BY THE TEXAS COMMISSION ON ENVIRONMENTAL QUALITY.

2. ALL WATER MAIN CONSTRUCTION SHALL CONFORM TO THE LATEST TEXAS COMMISSION ONENVIRONMENTAL QUALITY STANDARDS AND SPECIFICATIONS.

3. ALL CONNECTIONS TO EXISTING WATER MAINS SPECIFIED WITHIN CONTRACT DRAWINGS SHALLBE PROVIDED VIA TAPPING SLEEVE AND VALVE SIZED OF THE EXISTING WATERLINE. THECONNECTION SHALL INCLUDE ALL INCIDENTAL EQUIPMENT AND MATERIALS AS REQUIRED TOPERFORM THE TAP.

4. WATER LINES TO BE LAID TO THE FOLLOWING MINIMUM DEPTHS: 42 INCHES BELOW FINISHEDGRADE, TOP OF VALVE STEMS TO BE 18 INCHES TO 36 INCHES BELOW FINISHED GRADE.

5. PRESSURE TAPS TO BE IN ACCORDANCE WITH THE APPLICABLE TECHNICAL SPECIFICATIONS.CONTRACTOR TO DO ALL EXCAVATIONS ETC., ALSO FURNISH, INSTALL AND AIR TEST THE SLEEVEAND VALVE. IF A PRIVATE CONTRACTOR MAKES THE TAP, A CITY OF TEMPLE INSPECTOR MUST BEPRESENT. CONCRETE BLOCKING TO BE PLACED BEHIND AND UNDER ALL TAP SLEEVES IN AMINIMUM OF 24 HOURS AFTER MAKING THE TAP.

6. ALL CONNECTIONS TO EXISTING WATER MAIN SPECIFIED WITHIN CONTRACT DRAWINGS SHALL BEPROVIDED VIA TAPPING SLEEVE AND VALVE SIZED TO THE APPROPRIATE SIZE OF THE EXISTINGWATERLINE. THE CONNECTION SHALL INCLUDE ALL INCIDENTAL EQUIPMENT AND MATERIALS ASREQUIRED TO PERFORM THE TAP.

7. WATER LINE TESTING AND STERILIZATION TO BE PERFORMED IN ACCORDANCE WITH APPLICABLETECHNICAL SPECIFICATIONS. THIS WORK IS SUBSIDIARY TO FURNISHING AND INSTALLINGWATERLINES

8. ABOVE GROUND PORTION OF FIRE HYDRANTS ON MAINS UNDER CONSTRUCTION ARE TO BEWRAPPED IN POLYETHYLENE BAG OR ENVELOPE TAPE INTO PLACE, WHICH IS TO BE REMOVED BYTHE CONTRACTOR WHEN THE MAINS ARE ACCEPTED AND PLACED IN SERVICE.

9. ALL WATER LINE FITTINGS AND BENDS ARE TO BE DUCTILE IRON UNLESS NOTED OTHERWISE.

10. ALL UNDERGROUND DUCTILE IRON PIPE AND FITTINGS TO BE WRAPPED WITH MINIMUM OF 8MILLIMETER THICKNESS POLYETHYLENE WRAP APPROVED BY THE DUCTILE IRON PIPEASSOCIATION.

11. CONTRACTOR TO PROVIDE ADEQUATE THRUST BLOCKING TO WITHSTAND TEST PRESSURES.

12. DO NOT EXCEED MANUFACTURE'S RECOMMENDATION FOR CURVATURE OF LINES AND/ORDEFLECTION OF PIPE JOINTS.

13. CONTRACTOR TO PROVIDE PIPE MANUFACTURE'S PLUGS OR CAPS AT ALL PIPE STUB-OUTS ONWATER LINES NOT CONNECTING TO OTHER LINES. REMOVE PLUGS OR CAPS AND CONNECT TOEXISTING LINES WHERE SHOWN ON PLANS.

14. WHERE A NEW WATERLINE CROSSES WITHIN 18 INCHES UNDER A STORM WATER PIPE OR DITCH,THE WATER LINES SHALL BE CONCRETE ENCASED FOR AT LEAST 12 INCHES OUTSIDE EACH SIDE OFTHE STORM WATER PIPE TRENCH OR DITCH.

15. IT IS THE CONTRACTORS RESPONSIBILITY FOR PAYING ANY TAPPING COSTS OR ADDITIONALFEES REQUIRED BY THE CITY OF TEMPLE TO PROVIDE NEW UTILITY SERVICES.

16. WHERE A NEW POTABLE WATERLINE CROSSES AN EXISTING, NON PRESSURE RATEDWASTEWATER LINE, ONE SEGMENT OF THE WATER LINE PIPE SHALL BE CENTERED OVER THEWASTEWATER LINE SUCH THAT THE JOINTS OF THE WATERLINE PIPE ARE EQUIDISTANT AND ATLEAST 9' HORIZONTALLY FROM THE CENTERLINE OF THE WASTEWATER LINE. THE POTABLEWATERLINE SHALL BE AT LEAST 2' ABOVE THE SEWER LINE.

City of Troy Roadway Details

REINFORCED CONCRETE PAVEMENT

STANDARD 24" CURB & GUTTER

SEE SITE PLAN

PREPARED SUBGRADE

TYPICAL REINFORCED CONCRETE PAVEMENT SECTION

SCALE: NTS

WIDTH VARIES

NOTE:1. METHODS, THICKNESSES, AND MATERIALS USED TOCONSTRUCT PAVEMENT SECTION SHALL CONFORM TOGEOTECHINICAL REPORT

6"

ADAPT GUTTER TO ALLOWDRAINAGE TO FLOW INACCORDANCE TO GRADINGCONTOURS

(THICKNESS PER GEOTECH)

(PER GEOTECH SPECIFICATIONS)

#4 BAR 16" O.C.E.W. OR PERGEOTECHNICAL REPORT, WHICHEVER ISMORE STRINGENT

6-5/

8"

6"

3"6"

4" =R

6"

3"

3"

12"

24"

6"

12"

STANDARD 24" CURB AND GUTTER

SCALE: nts

ADAPT GUTTERTO ALLOWDRAINAGETO FLOW INACCORDANCETO GRADINGCONTOURS

END AREA 1.56SQ. FT.

#3 BAR(TYP.)3"=R

1/2" DIA. DOWELS

21'-0" MIN.

22'-0" MIN.

DRIVE APPROACH DETAIL

SCALE: nts

JOINTSEXPANSION

1/2" DIA. DOWELS

CONTRACTION

PROVIDE EXPANSION JOINTS & DOWELS

SIDEWALK

JOINT

PROPERTY LINE18'-0" MIN

1.5 R (TYP.)

1/2" PREMOLDED EXPANSION

SIDEWALK

PROPERTY LINE

JOINT MATERIAL IN ALLEXPANSION JOINTS

#4 DIA. BARS AT 12"O.C.B.W.

6x6 #6 WIRE MESHALLOWED

HMAC ROADWAY

CONSTRUCTION IN EXISTING

3000 PSICONCRETE

PAVEMENT REPLACEMENT

SCALE: nts

NEW 2" HMAC

WIDTH OF TRENCH CUT +2'

TOP TRENCH WIDTH

SA

W C

UT

HM

AC

6"

SA

W C

UT

HM

AC

EXIST. HMACROAD WAY

SEEEMBEDMENT

DETAILS

24" OR PERGEOTECHNICAL

REPORT, WHICHEVER ISMORE STRINGENT

COMPACTED SUBGRADE(PER GEOTECHNICAL REPORT)

PAVEMENT SECTION DETAIL

SEE PLANS FOR STREET WIDTH

SCALE: nts

SLOPE PER PLANSHMAC

(PER GEOTECHNICALREPORT)

CRUSHEDLIMESTONE BASEMATERIAL(PERGEOTECHNICALREPORT)

GEOGRIDREINFORCEMENT(PERMANUFACTURER'SSPECIFICATIONS)

NEW REINFORCEDCONCRETEDRIVEWAYAPPROACH

Existing Edge of Asphalt

CONNECTION TO EXISTING ROADWAY

SCALE: NTS

SAW CUT, REMOVE AND REPLACE HMAC TO MATCH EXISTING

RADIUS LENGTHSEE PLANS FOR

New

Cur

b &

Gut

ter

RADIUS LENGTHSEE PLANS FOR

DRIVE WIDTHSEE PLANS FOR

New

Cur

b &

Gut

ter

2'

NEW PAVEMENT EXTENTS

2'

Existing Edge of Asphalt

2'

TRANSITION NEWCURB TO MATCHEXISTING/NEWPAVEMENT SECTION

TRANSITION NEW CURB TOMATCH EXISTING/NEW

PAVEMENT SECTION

1/2"

5'-0"

1/2" 0 DOWELL BARS 2'-0" LONG WITHAPPROPRIATE DOWEL CUP ON THE END

SIDEWALK PLAN

SCALE: NTS

A- SEE PLAN WIDTH

A

5'-0"

40' MAX EXPANSION JOINT SPACING

1/2"PREMOLDEDEXPANSIONJOINTMATERIAL

CONTRACTION JOINT3/8" DIA. 12" O.C.

AND/OR PROPOSED STRUCTURES.SHALL PROVIDE DRAINAGE AWAY FROM EXISTINGCROSS SLOPE ON SIDEWALK SECTION. SLOPE

" PER 12"ı2. CONTRACTOR SHALL MAINTAIN A

MAY BE USED IN LEIU OF REBAR SHOWN.1. #10 WELDED WIRE MESH WITH 6" x 6" OPENING

NOTES:

#4 @ 12" O.C.E.W

VARIES

4"

1/4" R

3" TYP.

SEE PLANS

NATURAL GROUND

1 1/2"

6" TYP.

#4 @ 12" O.C.E.W.

SIDEWALK SECTION

SCALE: NTS

4" MIN.

4" SAND CUSHION

TYPICAL MINOR COLLECTOR, UNDIVIDED SCALE: NTS

60' RIGHT-OF-WAY

36' BOC-BOC

12' 18' 18' 12'

5' 5' 6" CURB6" CROWN

2% SLOPE 2% SLOPE2% SLOPE

SIDEWALK

3:1 MAXCUT/FILL SLOPE

(TYP)

TYPICAL LOCAL STREET, UNDIVIDED SCALE: NTS

50' RIGHT-OF-WAY

31' BOC-BOC

9.5' 15.5' 15.5' 9.5'

5' 4'

4" CROWN

2% SLOPE 2% SLOPE2% SLOPE7" CURB

SIDEWALK

3:1 MAXCUT/FILL SLOPE

(TYP)

City of Troy Erosion Control Details

SCALE: NTS

TREE PROTECTION DETAIL8'

MIN

IMU

M 2"x4" WOOD SLATS

BOTTOM AS NEAR TOGROUND AS POSSIBLE

1. THE CONTRACTOR SHALL PROVIDE STRAPPED ON PLANKING TO AHEIGHT OF EIGHT FEET (8'-0"), OR TO THE LIMITS OF THE LOWERBRANCHING, UPON ALL TREES THAT ARE LOCATED WITHIN THE VICINITYOF ANY PROPOSED CONSTUCTION.

2. ANY ROOTS EXPOSED BY CONSTRUCTION ACTIVITY SHALL BE PRUNEDFLUSH WITH THE SOIL. BACK FILL ROOT AREAS WITH GOOD QUALITY TOPSOIL AS SOON AS POSSIBLE. IF EXPOSED AND ROOT AREA IS NOT BACKFILLED WITHIN TWO (2) DAYS, COVER WITH ORGANIC MATERIAL IN AMANNER WHICH REDUCES SOIL TEMPERATURE, AND MINIMIZES WATERLOSS DUE TO EVAPORATION.

3. PRIOR TO EXCAVATION OR GRADE CUTTING WITHIN TREE DRIPLINE.MAKE A CLEAN CUT BETWEEN DISTURBED AND UNDISTURBED ROOTZONES WITH A ROCK SAW OR SIMILAR EQUIPMENT TO MINIMIZE DAMAGETO REMAINING ROOTS.

4. TREES MOST HEAVILY IMPACTED BY CONSTRUCTION ACTIVITIESSHOULD BE WATERED DEEPLY ONCE A WEEK DURING PERIODS OF HOT,DRY WEATHER. TREE CROWNS SHOULD BE SPRAYED WITH WATERPERIODICALLY TO REDUCE DUST ACCUMULATION.

5. ANY TRENCHING REQUIRED FOR THE INSTALLATION OF LANDSCAPEIRRIGATION SHALL BE PLACED AS FAR FROM EXISTING TREE TRUNK ASPOSSIBLE.

6. NO LANDSCAPE TOPSOIL GREATER THAN FOUR INCHES (4") SHALL BEPERMITTED WITHIN THE DRIPLINE OF A TREE. NO SOIL IS PERMITTED ONTHE ROOT FLARE OF ANY TREE.

7. PRUNING TO PROVIDE CLEARANCE FOR STRUCTURES, VEHICULARTRAFFIC, AND EQUIPMENT SHALL TAKE PLACE BEFORE CONSTRUCTIONBEGINS.

TREE PROTECTION NOTES:

EXISTING GRADE

R.O.W.

ROADWAY

PLAN VIEW

PROFILE

50' MIN.

8'' MIN.

50 MIN.

GRADE TO PREVENT RUNOFFFROM LEAVING SITE

PROVIDE APPROPRIATE TRANSITIONBETWEEN STABILIZED CONSTRUCTION

ENTRANCE AND PUBLIC RIGHT-OF-WAY

STABILIZED CONSTRUCTION EXIT

SCALE: N.T.S.

20' M

IN.

1. STONE SIZE: 3-5" CRUSHED ROCK.

2. LENGTH: AS EFFECTIVE BUT NOT LESS THAN 50'.

3. THICKNESS: NOT LESS THAN 8".

4. WIDTH: AT LEAST 20'.

5. WASHING: WHEN NECESSARY, VEHICLE WHEELS SHALL BE CLEANEDTO REMOVE SEDIMENT PRIOR TO ENTRANCE ON TO PUBLIC ROADWAY.WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZEDWITH CRUSHED STONE AND DRAINS INTO AN APPROVED TRAP ORSEDIMENT BASIN. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERINGANY STORM DRAIN, DITCH OR WATERCOURSE USING APPROVEDMETHODS.

6. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITIONTHAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLICROADWAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITHADDITIONAL STONE AS CONDITIONS DEMAND, AS WELL AS REPAIR ANDCLEAN OUT OF ANY MEASURE DEVICES USED TO TRAP SEDIMENT. ALLSEDIMENTS THAT IS SPILLED, DROPPED, WASHED, OR TRACKED ON TOPUBLIC ROADWAY MUST BE REMOVED IMMEDIATELY.

7. DRAINAGE: ENTRANCE MUST BE PROPERLY GRADED ORINCORPORATE A DRAINAGE SWALE TO PREVENT RUNOFF FROM LEAVINGTHE CONSTRUCTION SITE.

NOTES:

NOTES

1. STEEL POSTS WHICH SUPPORT THE SILTFENCE SHALL BE INSTALLED ON A SLIGHTANGLE TOWARD THE ANTICIPATED RUNOFFSOURCE. POST MUST BE EMBEDDED AMINIMUM OF 1".

2. THE TOE OF THE SILT FENCE SHALL BETRENCHED IN WITH A SPADE OR MECHANICALTRENCHER, SO THAT THE DOWNSLOPE FACEOF THE TRENCH IS FLAT ANDPERPENDICULAR TO THE LINE OF FLOW.WHERE FENCE CAN NOT BE TRENCHED INTOTHE SURFACE (E.G. PAVEMENT), THE FABRICFLAP SHALL BE WEIGHTED DOWN WITHWASHED GRAVEL ON UPHILL SIDE TOPREVENT FLOW UNDER FENCE.

3. THE TRENCH MUST BE A MINIMUM OF 6"DEEP AND 6" WIDE TO ALLOW FOR THE SILTFENCE FABRIC TO BE LAID IN THE GROUNDAND BACKFILLED WITH COMPACTEDMATERIAL.

4. INSPECTION SHALL BE MADE WEEKLY ORAFTER EACH RAINFALL EVENT AND REPAIROR REPLACEMENT SHALL BE MADEPROMPTLY AS NEEDED.

5. SILT FENCE SHALL BE REMOVED WHENTHE SITE IS COMPLETED STABILIZED SO ASNOT TO BLOCK OR IMPEDE STORM FLOW ORDRAINAGE.

6. ACCUMULATED SILT SHALL BE REMOVEDWHEN IT REACHES A DEPTH OF 6". THE SILTSHALL BE DISPOSED OF ON AN APPROVEDSITE AND IN SUCH A MANNER THAT WILL NOTCONTRIBUTE TO ADDITIONAL SILTATION.

6"MIN.

6"MIN.

FABRIC TOE-IN

SILT FENCE SCALE: nts

FLOW

TRENCH (BACKFILLED)

SILT FENCEGEOTEXTILEFABRIC (TYPICAL)

6-1

City of Troy

Appendix

Section 6

Appendix

BIBLIOGRAPHY American Association of State Highway and Transportation Officials (AASHTO), A Policy on Geometric Design of Highways and Streets, 2001 Brater, Ernest and Horace King, Handbook of Hydraulics, McGraw-Hill Book Company,

New York: 1976. City of Carrollton Code, "Stormwater and Flood Protection Ordinance," 1994. City of Dallas, "Drainage Design Manual," 1993. City of Denton, "Drainage Design Criteria," 1990. City of DeSoto, "Drainage Design Manual," 2001 City of Fort Worth, Texas, "Policy and Procedure for Processing Water and Wastewater

Projects for Design and Construction," 1999 City of Fort Worth, Texas, "Storm Drainage Criteria and Design Manual," 1967 City of Fort Worth, Texas, "Traffic Engineering Design Standards and Policy

Guidelines," 1987 City of Keller, Texas, "Design and Technical Construction Standards," 1989 Debo, Thomas N. and Andrew J. Reese, Municipal Storm Water Management, Lewis

Publishers, Boca Raton, 1995. Federal Emergency Management Agency, "FIS Guidelines and Specifications for Study

Contractors," 1993. Federal Highway Administration, Hydraulic Design of Highway Culverts, Hydraulic

Design Series No.5, Washington: 1985. Federal Highway Administration, "Culvert Analysis Microcomputer Program," HY8,

FHWA-EPD-87-101. Stahre, Peter and Ben Urbonas, Stormwater Detention, Prentice Hall, New Jersey:

1990.

6-2

City of Troy

Appendix

Texas State Department of Highways and Public Transportation, Bridge Division, Hydraulic Manual, 3rd Ed., Austin: 1985.

U.S. Army Corps of Engineers, Hydrologic Engineering Center, "Generalized Computer

Program, HEC-1," February 1990. U.S. Army Corps of Engineers, Hydrologic Engineering Center, "Generalized Computer

Program HEC-2, Water-Surface Profiles," 1984. U.S. Department of Agriculture, Soil Conservation Service, "Urban Hydrology for Small

Watersheds," Technical Release 55, June 1986. U.S. Weather Bureau, Rainfall Frequency Atlas of the United States, Technical Paper

No. 40, Superintendent of Documents, Washington: 1961. Water Environment Federation and American Society of Civil Engineers, Design and

Construction of Urban Stormwater Management Systems, New York: 1992. Water Environment Federation and American Society of Civil Engineers, Design and

Construction of Sanitary and Storm Sewers, New York: 1970.

6-3

City of Troy

Appendix

CONSTRUCTION PLAN CHECKLIST

The items indicated below shall be shown on all construction plans where appropriate. This checklist should be considered a guide, and may not include all required elements of a complete set of construction plans. A completed copy of this checklist shall be submitted to the Town Engineer with all submitted construction plans. Provide an explanation for all information not provided or not applicable. Provided Not

Provided Not

Applicable Description

General

______ ______ ______ Title block with name of subdivision or project on all sheets

______ ______ ______ North arrow and graphic scale on all applicable sheets

______ ______ ______ Engineer's seal and signature on all sheets (final plans)

______ ______ ______ Legend of all symbols used, existing and proposed

______ ______ ______ Sheet numbers, including total number of sheets

______ ______ ______ Survey control data including at least two benchmarks shown on all sheets

______ ______ ______ Ownership/property information for adjacent properties

Cover sheet

______ ______ ______ Name of subdivision or project

______ ______ ______ Names of Mayor, Council members, Town Manager, MUD Manager, Director of Public Works

______ ______ ______ Date of Preparation

______ ______ ______ Name, address, phone and fax number of Engineer

______ ______ ______ Name, address, phone and fax number of Developer

______ ______ ______ Vicinity Map

______ ______ ______ Index of all sheets

Paving Plans

______ ______ ______ Plans 24" x 36" or 22" x 34" sheets

______ ______ ______ Horizontal scale no smaller than 1" = 40'

______ ______ ______ Vertical scale no smaller than 1" = 4'

______ ______ ______ Centerline stationing, curve data, bearings, and coordinates and end stations, PC, PI and PT for all curves

______ ______ ______ Existing grade contours at one-foot interval

______ ______ ______ PI's and Curb return stations labeled, curb return radius dimensioned

______ ______ ______ Streets and rights-of-way dimensioned to back of curb

______ ______ ______ Flow arrows in plan view, with high points and flow through intersections shown

______ ______ ______ Top and flowline elevations of all inlets

______ ______ ______ Existing grade at left and right right-of-way and centerline shown and labeled in profile

______ ______ ______ Complete vertical curve data

6-4

City of Troy

Appendix

Provided Not Provided

Not Applicable

Description

______ ______ ______ Centerline station of all intersecting streets in profile

______ ______ ______ Legend for all symbols used, existing and proposed

______ ______ ______ All existing and proposed utilities

______ ______ ______ Top of curb grades at 50-foot intervals in profile

______ ______ ______ Drainage area map depicting contours and drainage areas for all runoff either from or through the site

______ ______ ______ Existing and proposed storm drains and inlets (with sizes)

______ ______ ______ Sub-area delineations for each design point, alley, street and off-site area

______ ______ ______ Current zoning shown on drainage area calculation table

______ ______ ______ Design points of concentration or collection labeled

______ ______ ______ Drainage areas and flow rate calculations (both existing and proposed)

______ ______ ______ Flow direction arrows shown at all street crests, sags, alleys and intersections

______ ______ ______ Pipe hydraulic calculations

______ ______ ______ Street and alley capacity calculations

______ ______ ______ Inlet calculations

______ ______ ______ Ditch and channel hydraulic calculations

______ ______ ______ Other hydraulic calculations

______ ______ ______ Calculations address off-site runoff (existing and proposed) both to and from the site

Storm Drainage Plans

______ ______ ______ Plan and profile of all proposed storm drain systems no smaller than 1” = 40’

______ ______ ______ Stationing along centerline of pipe

______ ______ ______ Curve data

______ ______ ______ Pipe size, length, grade and material for each pipe segment in profile

______ ______ ______ Station and offset to block corners

______ ______ ______ Station and offset to inlets, culverts and other special structures

______ ______ ______ Junction box provided at all junctions of trunk lines

______ ______ ______ Minimum Class III RCP pipe specified

______ ______ ______ Inlets provided where street or alley capacity is exceeded

______ ______ ______ Property lines, right-of-way lines and easements

______ ______ ______ Existing and proposed ground elevations on profiles

______ ______ ______ Hydraulic grade line, velocities, Q required and Q provided

______ ______ ______ Size of inlet shown on plan view, lateral size, street station, flowline elevation and top-of-curb elevation

______ ______ ______ Future streets and grades, where applicable

______ ______ ______ Hydraulic grade line with elevations at each appurtenance

______ ______ ______ Outlet erosion/sedimentation protection provided

______ ______ ______ Hydraulic grade line at outfalls

6-5

City of Troy

Appendix

Provided Not Provided

Not Applicable

Description

______ ______ ______ Profiles for all laterals

______ ______ ______ Headwalls shown at all discharge points

______ ______ ______ Existing and proposed utilities shown

______ ______ ______ Two benchmarks shown on each sheet

______ ______ ______ Alley capacity calculations provided

______ ______ ______ Curb provided along alleys within 10 feet of inlet

______ ______ ______ Flow line elevations and pipe slope shown in profile

______ ______ ______ Off-site easements provided, where applicable

______ ______ ______ Off-site letters of acknowledgement, where applicable

______ ______ ______ Standard City details used or waived

Grading Plans

______ ______ ______ Existing contours shown (1' contour interval)

______ ______ ______ Proposed contours shown (1' contour interval) for commercial and industrial developments

______ ______ ______ Proposed spot elevations and flow arrows shown for residential developments, including top of curb elevations and at each building corner

______ ______ ______ Flow arrows on lots, streets and alleys

______ ______ ______ Minimum finish floor elevations adjacent to streams, channels and low point inlets shown

______ ______ ______ Overflow swales provided at all low point inlets

Channel Plans

______ ______ ______ Plan & profile showing horizontal and vertical alignment of channel with centerline stationing and curve data

______ ______ ______ Profile including proposed flowline, top of bank on each side, existing ground line at center of proposed channel, 100-year water surface

______ ______ ______ Channel capacity and velocity shown

______ ______ ______ Channel design based on subcritical flow

______ ______ ______ Erosion protection (temporary and permanent) shown

______ ______ ______ Property lines, easements and right-of-way shown

______ ______ ______ Existing and proposed utilities

______ ______ ______ Typical section(s) with min. 4:1 side slopes

______ ______ ______ Two benchmarks shown on each sheet

______ ______ ______ USACE 404 permit application (copy attached)

______ ______ ______ FEMA CLOMR application (copy attached)

Storm Water Pollution Prevention Plans (SWPPP)

______ ______ ______ Erosion control measures comply with NCTCOG BMP's

______ ______ ______ Notice of Intent (NOI) (copy attached)

______ ______ ______ Sealed by Professional Engineer

6-6

City of Troy

Appendix

Provided

Not

Provided

Not

Applicable

Description

______ ______ ______ Location of construction structural control measures shown

______ ______ ______ Sequencing and/or phasing identified

______ ______ ______ Maintenance and inspection procedures outlined

______ ______ ______ Stabilization measures identified

______ ______ ______ Post-construction measures shown

______ ______ ______ Description of all fittings and their locations

______ ______ ______ Crossings of all other utilities and storm drain lines in profile

______ ______ ______ Existing and proposed finished grade in profile

______ ______ ______ Flowline elevations shown at 50-foot interval in profile