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HomeMy WebLinkAboutResolution 2007-012RESOLUTION NO. 2007 -012 BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF NORTH RICHLAND HILLS, TEXAS: WHEREAS, the City Council of the City of North Richland Hills and its staff desire to establish minimum design criteria for all public works and utility improvements proposed to be installed; and WHEREAS, the City Council has a Subdivision Ordinance which references a "Design Manual" for said public works and utility improvements; and WHEREAS, revisions have been made to the Design Manual. NOW, THEREFORE, be it resolved that Resolution No. 95 -11 is hereby rescinded and the attached Public Works Design Manual shall be approved by passage of this Resolution and this Resolution shall take effect from and after its passage. PASSED AND APPROVED this the 26th day of February, 2007. lr(� zy.. � "���`a�f "`' %., CITY O N H RI AND 6y• Oscar Trevino, Mayor '�VTTESIh Patricia Hutson, City Secretary APP O E AS TO FORM AND LEGALITY: (/ wil,"I George A. 8taoles, City Attorney APPROVED gq LZL ROVED AS TO CONTENT: ) Mike Curtis, P.E., Public Works Director TABLE OF CONTENTS ' Section 1 -03 Sewerage System ................................................... ..............................8 A. General Sewerage System Extensions ......................... ............................... 8 B. Sanitary Sewer Improvements Design Criteria ............. ............................... 8 ' C. Lift Stations or Separate Treatment Facilities ............. ............................... 10 D. Connections .................................................................. .............................10 E. Altemate Sewage Systems ......................................... ............................... 10 F. Materials and Workmanship ........................................ ............................... 10 Section1 -04 Street System ......................................................... .............................13 A. Streets Required ......................................................... ............................... 13 B. Street Design Criteria .................................................. ............................... 13 C. Sidewalks ...................................................................... .............................16 ' D. Driveway Standards .................................................... ............................... 17 Section 1 -05 Storm Drainage Improvements .......................... ............................... 21 ' A. General ......................................................................... .............................21 B. Basis of Design ........................................................... ............................... 21 C. Preliminary Drainage Analysis Guidelines .................. ............................... 31 D. Drainage Study Guidelines ......................................... ............................... 31 Section 1 Page 34 Purpose......................................................................................... ..............................1 Installation ................................................................... ............................... 34 Section 1 -01 Construction Pl ans ................................................. ..............................2 A. Construction Plan Submittal Requirements ................... ............................... 2 Location ...................................................................... ............................... B. General Construction Plan Requirements ..................... ............................... 3 Section1 -02 Water System ......................................................... ............................... A. Water System Extensions ............................................. ............................... 5 5 ' B. C. D. Required Water Main Extensions .................................. ............................... Fire Hydrants ................................................................ ............................... Materials and Workmanship ......................................... ............................... 6 6 7 ' Section 1 -03 Sewerage System ................................................... ..............................8 A. General Sewerage System Extensions ......................... ............................... 8 B. Sanitary Sewer Improvements Design Criteria ............. ............................... 8 ' C. Lift Stations or Separate Treatment Facilities ............. ............................... 10 D. Connections .................................................................. .............................10 E. Altemate Sewage Systems ......................................... ............................... 10 F. Materials and Workmanship ........................................ ............................... 10 Section1 -04 Street System ......................................................... .............................13 A. Streets Required ......................................................... ............................... 13 B. Street Design Criteria .................................................. ............................... 13 C. Sidewalks ...................................................................... .............................16 ' D. Driveway Standards .................................................... ............................... 17 Section 1 -05 Storm Drainage Improvements .......................... ............................... 21 ' A. General ......................................................................... .............................21 B. Basis of Design ........................................................... ............................... 21 C. Preliminary Drainage Analysis Guidelines .................. ............................... 31 D. Drainage Study Guidelines ......................................... ............................... 31 A. Construction ................... B. Location ...................................................................... ............................... C. Plan Approval .............................................................. ............................... 37 �1 Section 1 -06 Street Lighting ..................................................... ............................... 34 A. Installation ................................................................... ............................... 34 B. Location ...................................................................... ............................... 34 C. Thoroughfare Street Lighting ...................................... ............................... 34 Section 1 -07 Masonry/Concrete Screening Wal ls ..................... .............................36 A. Construction ................... B. Location ...................................................................... ............................... C. Plan Approval .............................................................. ............................... 37 �1 'J 1 Section 1 -08 Earthwork and Tree Preservation ...................... ............................... 38 A. Definitions ................................................................... ............................... 38 B. Unplatted Multi -Lot Subdivision ................................... ............................... 39 C. Platted Multi -Lot Subdivision ....................................... ............................... 39 ' D. Single -Lot Subdivision ................................................ ............................... 40 E. Revised Grading ......................................................... ............................... 40 F. Testing ........................................................................ ............................... 40 ' G. Slopes ........................................................................... .............................40 H. Tree Preservation ....................................................... ............................... 40 1. Erosion Control ............................................................ ............................... 41 J Storm Water Pollution Prevention Plan ........................ ............................... 42 Appendix.................................................................................... 46 ............................... L' J r-- ' City of North Richland Hills Public Works Design Manual ' CITY OF NORTH RICHLAND HILLS, TEXAS PUBLIC WORKS DESIGN MANUAL Purpose: This following document contains the various construction criteria, techniques, and details which are the minimum requirements of the City of North Richland Hills for public facilities. This data is primarily intended for the use of the Developer and his Engineer to enable the ' applicant to provide the proper design for the public facilities associated with a proposed development. This criteria is not intended as an exhaustive list of the construction techniques available. In the event that specific circumstances dictate additional requirements, it shall be the responsibility of the Developer's Engineer to provide the necessary details for construction to be approved by the Public Works Department. ' This design criteria and details may be modified by administrative action of the City and subsequent Resolution by the City Council at such times as may be appropriate in keeping with the most up -to -date construction techniques and specifications. ' All water, sanitary sewer, street and drainage installations shall be in accordance e with the current City Standards and Specifications. All variance requests from the design criteria contained q 9 within this Design Manual that do not conflict with other ordinances, or designs which require approval from the Public Works Director must be submitted in writing to the Public Works Department. It will be at the discretion of the Public Works Director or his /her designee to approve any design variances. The City of North Richland Hills adopted a City Image Study in 2001 which addresses ' various design criteria not explicitly discussed within this Design Manual. During the plan review process all design elements will be reviewed to ensure the proposed development incorporates the criteria set forth in the City Image Study. A copy of the study can be obtained from the City upon request. Page 1 of 47 City of North Richland Hills Public Works Design Manual SECTION 1-01 CONSTRUCTION PLANS IA. Construction Plan Submittal Format All construction plans for proposed public water, sanitary sewer, street, drainage, and traffic control devices shall be submitted in the designated format: 1. Cover Sheet — containing the project title, legal property description, City name, vicinity map, Public Works signature block, sheet index, and submitting client information. The project title and legal description shall also be placed vertically along the right border in small print. The submitting client information shall contain the owner, engineer, and surveyor's name, address, and telephone number. 2. Plat - copy of current plat bound with plans. The signed plat shall be bound with the as -built drawings. ' 3. Site Plan — showing the location and width of all existing and proposed street and driveway approaches and median openings, noting the back -of -curb radii, all building footprints, location of proposed water, sanitary sewer, and drainage systems, proposed landscaping and parking layout, existing and proposed easements, limits of 100 year floodplain, lot lines, sidewalks, and street lights. 4. Drainage La out — containing a drainage area ma p and calculations with all existing contours, existing and proposed storm drains, and /or other drainage facilities. The drainage area map shall extend at least 200 feet beyond the limits of the drainage areas affecting the site in all directions. Plan and profile sheets shall be submitted for all storm drains, flumes, and channels. Stationing shall be generally left to right and with stationing beginning at the downstream end for all storm drains, flumes, and channels. Appropriate ' hydraulic grade line or water surface profile shall be plotted with all drainage design. Capacity, design discharge, velocity, velocity head shall be noted on each segment of drainage facility in the profile whenever one or more of these parameters change. 5. Utility Plan — showing the location and size of all existing and proposed water and sanitary sewer lines with adjacent existing or proposed top of curb grades. Provide the location of all existing and proposed fire hydrants adjacent to the site including the maximum coverage radius of each as outlined in later sections of this Design Manual. Plan and profile sheets shall be submitted for all sanitary sewer lines and for water lines 12 inches in diameter and larger. Stationing shall be generally left to right and with stationing beginning at the downstream end for all sanitary sewer lines. 6. Grading Plan — showing a topographical map of the subdivision which shows existing and proposed elevations and drainage patterns, and any Page 2 of 47 City of North Richland Hills Public Works Desiqn Manual ' watercourses. The plan must also include proposed flow arrows, cross sections, spot elevations, and finished floor elevations for properties adjacent to the floodplain, drainage easements, or other locations as determined by the Public Works Department. 7. Erosion Control Plan — showing a layout of development, storm drain inlets, storm drain manholes, drainage channels, detention /retention facilities, 5- foot contours, construction entrance, and other erosion control measures in accordance with the City of North Richland Hills' Texas Pollutant Discharge ' Elimination System (TPDES) General permit TXR040000. 8. Mailbox & Street Light Plan - showing a layout of the subdivision including all lots, lot numbers, sidewalks, curbs, curb ramps, curb inlets, storm drain manholes, water meters, fire hydrants, sanitary sewer manholes, clean -outs, street lights and mailboxes. The plan shall not include pipes, trees, centerlines, baselines, contours, culverts, services, street markings or construction notes. 9. Detail Sheet — showing all details for improvements which are to become public. B. General Construction Plan Requirements All construction plans shall meet the following requirements: 1. Plans are to be designed, signed, sealed, and dated by a Professional Civil Engineer registered in the State of Texas. 2. Horizontal scale shall be 1 inch equals 50 feet 1 " =50' or larger, i.e. 1 "= 40' q ( ) 9 , vertical scale shall be 1 inch equals 5 feet (1" = 5') or larger. 3. Plan and profile sheets shall be 22 inches wide b 34 inches P y long. ' 4. Stationing shall be included on the plan view as well as the profile for all roads, water, sanitary sewer, storm drain and channel sheets. Elevations shall be calculated and provided in all profiles as indicated below. a. Straight grade - provide elevations at a maximum interval of 100 feet. b. Vertical curve - provide elevations at the beginning and ending points and at a maximum interval of 25 feet in between. t5. The developer shall furnish all easements and right -of -way (ROW) necessary for construction of electrical, gas, cable TV, and telephone service to the proposed subdivision. 6. Construction Plans will be reviewed by the Public Works Department and signed after all comments have been resolved. Construction must start Page 3 of 47 City of North Richland Hills Public Works Design Manual ' within one (1) year following the Public Works signature. Plans for projects which have not started construction within this time period must be submitted to the Public Works Department for a new review. Page 4 of 47 tCity of North Richland Hills Public Works Design Manual SECTION 1 -02 WATER SYSTEM A. Water System Extensions 1. Water systems shall be of sufficient size to furnish adequate domestic service, to provide adequate fire protection to all lots, and to conform to the City's current Master Water Distribution System Plan. Public water mains adjacent to federal, state, or county roadways shall be constructed outside the rights -of -way in a separate easement dedicated by separate instrument, not by plat. I1 IPage 5 of 47 2. All tee intersections of public water mains shall include at least two (2) gate valves. All four -way intersections of public water mains shall include at least three (3) gate valves. Four -way intersections shall be constructed of two tees. Cross fittings are not permitted. 3. The minimum size water main in single - family residential areas shall be 6 inches in diameter. 4. The minimum size water main in all other areas shall be 8 inches in diameter. Larger diameter mains will be necessary if water demand or fire flow requirements so dictate. A fire flow analysis may be required by the Public Works Director if deemed necessary to determine adequate proposed water main sizes. 5. Minimum depth of cover over all water mains smaller than 10 inches in diameter shall be 3 feet. Minimum depth of cover for water mains 10 inches and larger shall be 3.5 feet. 6. Where water mains are to be installed in rights -of -way having roads constructed without curb and gutter, a plan and profile sheet shall be submitted with the construction plans showing the proposed .water main ' profile, the existing street grades, and the preliminary future top -of -curb grades for at least 300 feet either side of the boundary of the proposed ' subdivision. 7. The minimum horizontal separation between any water main and a storm drain facility shall be equal to 2.5 feet or half the depth of the water line, whichever is Water greater. and sanitary sewer mains shall be separated in accordance with the requirements of the Texas Commission on Environmental Quality (Chapter 317). 8. The minimum easement width for a water main shall be 7.5 feet on each side of the pipe, for a total of 15 feet. I1 IPage 5 of 47 City of North Richland Hills Public Works Design Manual � e C. Il 9. Residential water services shall not normally be directly connected to water mains 16 inches in diameter or greater. Smaller diameter, parallel water mains are required for the connection of such water services 10. All water services shall be placed at the lot line, between lots, where possible and all water meters shall be located in City rights -of -way or inside a waterline easement, unless approved otherwise by the Public Works Department. 11. When a building sprinkler system is required, a separate fire line shall be required with a double detector check valve and vault that shall be located outside the building in a water line easement or right -of -way, immediately adjacent to the water main. Required Water Main Extensions 1. All water mains constructed within a proposed subdivision shall be extended to the perimeter of the proposed subdivision to allow for future extension of the water system into adjacent properties. 2. Sufficient water mains shall be constructed to minimize the length of pipe required to service fire hydrants or detector check vaults. Fire hydrants shall be served by no more than 150 feet of fire hydrant supply line. 3.- Connections to existing water mains shall be performed with tapping sleeves and valves unless otherwise specified. Tapping sleeve shall be JCM Industries JCM432, JCM462 or an approved equal. Fire Hydrants 1. At a minimum, the fire hydrant spacing must be designed to met all requirements of the current fire code. 2. In all single - family subdivisions, fire hydrant spacing shall be designed such that all lots within the proposed subdivision are within 500 feet radial distance of a fire hydrant. 3. In all other subdivisions, fire hydrant spacing shall be designed such that the entire subdivision is within 300 feet radial distance of a fire hydrant. 4. Fire hydrants located on the opposite side of a major collector or arterial street, (i.e., roadway width greater than 40 feet or as identified on the Master Thoroughfare Plan), from a development shall not be considered when determining adequate fire hydrant coverage for a development. 5. Dead end water mains shall always end with a fire hydrant or a blow -off hydrant. Page 6 of 47 City of North Richland Hills Public Works Design Manual 6. Fire hydrants shall be supplied by not less than a 6 -inch diameter main installed on a looped system or by not less than an 8 -inch diameter main if the system is not looped or the fire hydrant is installed on a dead end main exceeding 300 feet in length. Dead end mains shall not exceed 600 feet in length for main sizes under 10 -inch in diameter. D. Materials and Workmanship All materials and workmanship incorporated in water system extensions shall be in accordance with the currently adopted City Construction Specifications. Page 7 of 47 ' City of North Richland Hills Public Works Design Manual SECTION 1-03 SEWERAGE SYSTEM A. General Sewerage System Extensions 1. All subdivisions developed subsequent to this Ordinance must be served by City sanitary sewer collection, treatment and disposal systems approved by the Public Works Department. Each lot must be provided with an individual service. 2. Sanitary sewer facilities shall be provided to adequately service each lot or tract of the subdivision, and shall conform to the City's current Master Sanitary Sewer System Plan. 3. No sanitary sewer main shall be less than 6 inches in diameter. All sewers shall be designed with consideration for serving the full drainage area subject ' to collection by the sewer in question. Exceptions to this requirement may be made only upon the approval of the Public Works Director. 4. All sanitary sewer mains constructed within a proposed subdivision shall be extended to the perimeter of the proposed subdivision to allow for future extension of the sanitary sewer system into adjacent properties. 5. The minimum easement width for a sanitary sewer main shall be 7.5 feet on each side of the pipe, for a total of 15 feet. Page 8 of 47 6. The population density shall be based on 3.5 persons per single family unit, but shall not be less than 9.5 persons per acre. The contributing sewage ' flow shall be determined on the basis of an average flow of 120 gallons per person per day. Outfall Sewers and Collector Sewers shall be designed on the basis of Harmon's Formula for peaking factor. 14 Peaking Factor = (4 + P1/2) P = Population expressed in thousands. B. Sanitary Sewer Improvements Design Criteria 1. All services shall be placed at the center of each lot unless instructed otherwise by the Public Works Department. Service lines shall not be connected directly to manholes unless approved by the Public Works Director. The maximum depth for all sewer services shall be 10 feet. If the existing or proposed sewer main is deeper than 10 feet, a parallel sewer will be required to be constructed at a depth less than 10 feet. 2. Vertical curves in sanitary sewer mains will not be allowed. ' 3. Manhole spacing shall not exceed 500 feet. Page 8 of 47 n CJ City of North Richland Hills Public Works Design Manual 4. Sewer mains which require more than an 18 inch difference in flow lines must be accommodated with a 5 foot diameter manhole with an internal drop. 5. All sanitary sewer mains shall end at a manhole. Cleanouts will not be allowed. 6. Four (4) foot diameter manholes will be required as sampling ports on all automotive repair, food handling facilities, and any other industry deemed to discharge "abnormal sewage" as defined by Chapter 78 "Utilities ", Article IV "Sanitary Sewer System," Section 78 -211 of the City Charter and Code of General Ordinances. The manhole must be located between the public sewer main and the grease trap. 7. If a new sanitary sewer main is to be constructed adjacent to an existing street, the profile will need to include the existing top of curb grades. 8. All sanitary sewers constructed adjacent to federal, state or county roadways shall be constructed outside the ROW in a separate easement dedicated by separate instrument, not by plat. 9. The minimum horizontal separation between any sanitary sewer main and a storm drain facility shall be equal to 2.5 feet or half the depth of the sanitary sewer, whichever is greater. 10 11, 12. All sanitary sewer lines are to have one 13 foot minimum joint centered below water main crossings. Sewer services 6 inches and larger will require a connection into a manhole at the main. Minimum and maximum grades allowed for pipe size: Pipe Size (inches) Interior Diameter Minimum Slope in % Maximum Slope in % 6" 0.5 12.35 8" .33 8.40 10" .25 6.23 12" .20 4.88 15" .15 3.62 18" .11 2.83 21" .09 2.30 24" .08 1.93 27" .06 1.65 30" .055 1.43 36" .045 1.12 39" .04 1.01 Page 9 of 47 City of North Richland Hills Public Works Design Manual C. Lift Stations or Separate Treatment Facilities The provisions for lift stations or separate treatment facilities will not be permitted unless, in the opinion of the Public Works Director or designee, there is no feasible alternative which can provide the necessary service to the proposed subdivision. D. Connections No connection shall be made to any sanitary sewer within the City which will permit the entrance of surface water or waste which has other than domestic sewage characteristics without the specific authorization of the City Council. E. Alternate Sewage Systems Where public sanitary sewerage systems are not within 300 feet of the plat, alternate sewerage systems may be approved only if all of the following conditions are met: 5. A copy of the Tarrant County approved permit shall be submitted to the City prior to beginning construction of the system. IF. Materials and Workmanship All materials and workmanship incorporated in sanitary sewer system extensions shall be in accordance with the currently adopted City Construction Specifications. IPage 10 of 47 1. The proposed subdivision consists of three (3) lots or less. 2. The existing City sanitary sewer system is not and cannot feasibly, in the opinion of the Public Works Department, be made available to the area of development. 3. Percolation tests run by an independent testing laboratory are submitted to both the City and the Tarrant County Health Department with results showing that a septic tank and absorption field can be developed in accordance with state and county criteria to provide adequate disposal of the sewage. Where septic tank installations are permitted in lieu of a sanitary sewerage system, the plat must include dedicated sanitary sewer easements not less than 20 ' feet in width adjacent to all lots to facilitate the future installation of a sewerage system. Dedication of such easement shall prohibit fencing or other obstructions that would interfere with the future installation of sanitary sewers. 4. Installation of individual septic tanks shall be in accordance with the rules issued and regulations by the Tarrant County Health Department. 5. A copy of the Tarrant County approved permit shall be submitted to the City prior to beginning construction of the system. IF. Materials and Workmanship All materials and workmanship incorporated in sanitary sewer system extensions shall be in accordance with the currently adopted City Construction Specifications. IPage 10 of 47 City of North Richland Hills Public Works Design Manual 1. All proposed sanitary sewer lines shall use SDR -35 sewer pipe, unless the line is deeper than 10 -feet, then SDR -26 sewer pipe shall be used. 2. Post - Construction Television Inspection of Sanitary Sewer: a. General - After construction all sections of sanitary sewer mains shall have a television inspection performed. Work shall consist of fumishing all labor, material and equipment necessary for inspection of the sewer mains by means of closed circuit television. Satisfactory precautions shall be taken to protect the sewer mains from damage that might be inflicted by the improper use of cleaning equipment. proper documentation of any sewer service taps. In no case will the television camera be pulled at a speed greater than 30 feet per minute. Manual winches, power winches, TV cable, and powered rewinds or other devices that do not obstruct the camera view or interfere with proper documentation shall be used to move the camera through the sewer main. When manually operated winches are used to pull the television camera through the main, telephones or other suitable means of communication shall be set up between the two points or manholes. The cost of retrieving the TV camera under all circumstances, when it becomes lodged during inspection shall be incidental to TV inspection. The item shall also include all costs of installing and maintaining any bypass pumping required to provide reliable, regular sanitary sewer service to the area residents. All bypass pumping shall be incidental to the project. 3. Vacuum Testing of Sanitary Sewer Manholes: a. General - This item shall govern the vacuum testing of all newly constructed sanitary sewer manholes. Page 11 of 47 b. Television Inspection Equipment - The television camera used for the inspection shall be one specifically designed and constructed for such inspection. The television camera and its lighting shall be suitable to allow a clear picture of the entire periphery of the pipe. The camera, television monitor, and other components of the video system shall be capable of producing picture quality to the satisfaction of the Public Works Department and if unsatisfactory, equipment shall be removed and revideotaped with proper equipment. C. Execution: Television Inspection - The cameras shall be moved through the line in either direction at a moderate rate, stopping when necessary to permit proper documentation of any sewer service taps. In no case will the television camera be pulled at a speed greater than 30 feet per minute. Manual winches, power winches, TV cable, and powered rewinds or other devices that do not obstruct the camera view or interfere with proper documentation shall be used to move the camera through the sewer main. When manually operated winches are used to pull the television camera through the main, telephones or other suitable means of communication shall be set up between the two points or manholes. The cost of retrieving the TV camera under all circumstances, when it becomes lodged during inspection shall be incidental to TV inspection. The item shall also include all costs of installing and maintaining any bypass pumping required to provide reliable, regular sanitary sewer service to the area residents. All bypass pumping shall be incidental to the project. 3. Vacuum Testing of Sanitary Sewer Manholes: a. General - This item shall govern the vacuum testing of all newly constructed sanitary sewer manholes. Page 11 of 47 1 City of North Richland Hills Public Works Design Manual 1 I b. Execution: Testing Procedure - Manholes shall be tested with all connections in place. Lift holes shall be plugged and all drop connections and gas sealing connections shall be installed prior to testing. The sanitary sewer mains entering the manhole shall be plugged and braced to prevent the plugs from being drawn into the manhole. The plugs shall be installed in the mains beyond the drop connections, gas sealing connections, etc. The test head shall be placed inside the frame at the top of the manhole and inflated in accordance with the manufacturer's recommendations. A vacuum of 10 inches of mercury (10" Hg) shall be drawn and the vacuum pump will be turned off. With the valve closed, the level of vacuum shall be read after the required test time. The required test time shall be determined from the table below in accordance with ASTM C1244 -93. MINIMUM TIME REQUIRED FOR VACUUM DROP OF 1" H 10 "H -9 "H SEC Depth of MH FT. 48 -Inch Dia. Manhole 60 -Inch Dia. Manhole 0 to 16' 40 sec. 52 sec. 18' 45 sec. 59 sec. 20' 50 sec. 65 sec. 22' 55 sec. 72 sec. 24' 59 sec. 78 sec. 26' 64 sec. 85 sec. 28' 69 sec. 91 sec. 30' 74 sec. 98 sec. For each additional 2' 5 sec. 5 sec. 2. Acceptance - The manhole shall be considered acceptable if the drop in the level of vacuum is less than one inch of mercury (1" Hg) after the required test time. Any manhole which fails to pass the initial test must be repaired with a suitable material and retested. The material and method used to repair the manhole shall be approved by the Public Works Department. Page 12 of 47 ICity of North Richland Hills Public Works Design Manual 1 SECTION 1 -04 STREET SYSTEM A. Streets Required All streets constructed within the City shall be required to be constructed with curbs and gutters. The required widths of all streets within the City shall be determined by the "Functional Classification" of the streets as contained in the most current revision of the Master Thoroughfare Plan of the City of North Richland Hills. B. Street Design Criteria Analysis, Sec. 94 -31. Trip Generation Data Form. 2. Traffic control devices shall be defined as all signs, signals, markings, and other devices used to regulate, warn, or guide traffic, placed on, over, or adjacent to a street, highway, pedestrian facility, or bikeway by the authority of the City of North Richland Hills. jAny traffic control device design or application shall be considered to be in the public domain and shall be designed and /or installed in accordance with the latest version of the Texas Manual on Uniform Traffic Control Devices or as directed by the Public Works Department. Page 13 of 47 1. The applicant for rezoning, preliminary plat and final plat is required to submit a "Trip Generation Data Form" completed by a licensed professional engineer with experience in transportation engineering. The trip generation estimates will be based on the latest data contained within the Institute of Transportation Engineers' (ITE) Trip Generation Manual. The only applicants which will not be required to submit the 'Trip Generation Data Form" will be Single - Family Residential developments of 10 lots or less and Duplex Residential developments of 5 duplex units or less. The Trip Generation Form will be submitted with the initial application forms. The Public Works Department will review the form and will determine if a Traffic Impact Analysis (TIA) will be required. The Public Works Department will consider the number of trips, the classification of adjacent streets, the proposed development type, and other pertinent information when making a determination of the need for a TIA. A TIA will be required automatically from the developer of a piece of property when the development is expected to generate 1,000 vehicle trips or more per day or an additional 100 vehicle trips or more in the peak direction (inbound or outbound) during the site's peak traffic hour or if the development is located along a principle arterial. The City may also require a TIA at any stage of development whether it meets this criteria or not if the City finds that special circumstances exist requiring a TIA. For the purposes of conducting a TIA, a level of service "C" is the minimum acceptable design service. Additional guidance for the TIA can be found in the City of North Richland Hills Building and Land Use Regulations, Chapter 94 Administration, Article 11, Traffic Impact Analysis, Sec. 94 -31. Trip Generation Data Form. 2. Traffic control devices shall be defined as all signs, signals, markings, and other devices used to regulate, warn, or guide traffic, placed on, over, or adjacent to a street, highway, pedestrian facility, or bikeway by the authority of the City of North Richland Hills. jAny traffic control device design or application shall be considered to be in the public domain and shall be designed and /or installed in accordance with the latest version of the Texas Manual on Uniform Traffic Control Devices or as directed by the Public Works Department. Page 13 of 47 City of North Richland Hills Public Works Design Manual 3. All streets within or abutting the proposed subdivision shall be paved, with curbs and gutters installed, in accordance with the City's Standards and Specifications. All paving shall be to the width specified on the Master ' Thoroughfare Plan and shall be constructed under the inspection of the Public Works Department. The construction costs of all street improvements shall be borne by the developer unless participation by the City has been n approved by City Council prior to the beginning of construction. This approval will be accomplished by a "City /Developer Agreement." 4. Underground City owned utilities required in the subdivision shall be placed under or across all streets after the rough grades are made, but prior to the paving being placed. Paving operations will not be allowed to start until the utility work is complete. Open cutting pavement to install new utilities is not allowed. The contractor must bore the utility under the existing street and use 3/8 inch steel encasement pipe that is at a minimum Class 51 steel. Spacers shall be used to center the utility pipe in the encasement pipe and the encasement pipe shall be grouted at the ends. 5. Street grades shall be designed such that excessive sand deposition from too low a water velocity or pavement scouring from too high a velocity is avoided. The minimum street grade permitted shall be 0.65 %. The minimum gutter line grade in all cul -de -sacs or "knuckles" shall be 0.75 %. The maximum street grade shall not exceed 8.0 %. Any deviation from this range of permissible grades shall require written approval of the Public Works Director. 6. Standard roadway widths from face -of -curb to face -of -curb shall be according to the following table: 7. STANDARD PAVEMENT WIDTHS Street Type Number of Traffic Lanes Lane Width (Feet) Median Width (Feet) R.O.W. Width (Feet) R2U 2 15 - 50 C2U 2 20 - 60 C4 U 4 12 - 68 M4U 4 12 - 70 M5U 5 12 - 80 M4D 4 12 18 90 M6D 6 12 18 110 P6D 6 12 18 110 The minimum classified width of a proposed street shall be enlarged under the following conditions. Page 14 of 47 1 I G' fl F, City of North Richland Hills Public Works Design Manual a. Adjacent to commercial or multi - family land uses where, in the opinion of the Public Works Department, additional width is necessary for proper access and circulation. b. Where, in the opinion of the City or in the opinion of the Developer, with the concurrence of the City, the aesthetic value achieved from extra width is dictated by special conditions. 8. The proposed streets shall be located in the center of the right -of -way to allow both parkways to be the same width. The final grade of all parkways, existing and proposed, shall be 1/4 -inch per foot from the top of curb to the property line. All parkways shall drain to the street. 9. All cul -de -sacs shall be installed with a 48 foot radius to the face of curb in a 58 foot radius ROW. 10. Standard reinforced concrete curb height and width is 6 inches with a 24 inch integral gutter section measured from the face of the curb. Any deviation from this section will require the approval of the Public Works Director. 11. The minimum pavement and subgrade thickness forthe various street widths shall be as indicated in the standard details. 12. Minimum horizontal curvature radii for design of street centerlines shall be as follows: Arterial 800 feet Collector 400 feet Residential 200 feet All street intersections shall be constructed to form a ninety (900) degree angle. 13. In order to maintain an adequate sight distance, the minimum "K" values for the computation of vertical curves in the formula L =KA, where L is the length of the vertical curve in feet, and A is the algebraic difference of the street grades in percent ( %) are listed below: Design Speed Crest Vertical Curve Sag Vertical Curve MPH K" Value "K" Value 30 28 35 40 60 60 50 110 90 14. The minimum radius for curb returns at intersections shall be 20 feet to the face of curb. 15. A tangent of at least 100 feet long shall be introduced between reverse curves on arterial and collector streets. Page 15 of 47 City of North Richland Hills Public Works Design Manual 16. At all street intersections there shall be provided a minimum 10 foot by 10 foot corner clip sidewalk and utility easement. 17. A minimum 15 foot x 70 foot sight and visibility easement is required at intersections on all collector /arterial streets. No obstructions will be,permitted within the sight visibility easement which interferes with a clear line of sight at elevations between 30 inches and 9 feet above the average curb grade. In situations where street intersections are proposed within a curve, sight ' visibility easements shall be designed to meet AASHTO standards. 18. Reinforced concrete valley gutters shall be required at all asphalt street intersections where gutter flowlines cross another street or at low points where water flow crosses the street. 19. Median openings shall be spaced a minimum of 600 feet center -to- center or 500 feet curb -to -curb, whichever is greater. ' 20. All new curb cuts must meet the Commercial /Industrial Driveway spacing requirements as defined in Driveway Standards, Section 2d or as approved by the Public Works Department. All curb cuts located on the Texas Department of Transportation (TxDOT) right -of -way must also conform to the TxDOT Access Management Policy. 21. There are areas within the City where soil conditions necessitate additional quantities of lime and /or subgrade redesign. The design engineer shall ' coordinate with the Public Works Department in this scenario to determine the extent of geotechnical analysis required. The Public Works staff shall determine the number of samples that the geotechnical engineerwill need to submit. 22. All new public streets shall be constructed of concrete pavement in accordance with the standard details. Existing asphalt streets may be reconstructed with asphalt pavement if approved by the Public Works Department. C. Sidewalks 1. Sidewalks shall be constructed of 4 inch thick, 3,000 psi compressive strength concrete reinforced with #3 steel bars laid on maximum of 18 inch centers each way. t2. Sidewalks shall be a minimum of 4 feet in width. The sidewalk shall be located on the City parkway adjacent to the private property line. Sidewalks shall be graded at 1/4 inch per foot such that the sidewalk at the property line shall be no greater than 2 -1/2 inches higher than the top of curb on a typical 10 foot parkway. If the sidewalks are approved by the Public Works IPage 16 of 47 City of North Richland Hills Public Works Design Manual ' Department to be located adjacent to the curb, the sidewalks shall be a minimum of 5 feet in width. D. Driveway Standards 1. Residential Driveway Approaches a. Residential driveway approaches shall be constructed of 5 inch thick 3,000 psi compressive strength concrete reinforced with #3 steel bars on 18 inch centers each way. The driveway shall begin at the street curb and extend to the property line or to a point 10 feet from the face of the curb whichever is greater. The drive approach shall be constructed such that the height of the drive approach at the property ROW, with a normal 10 foot parkway, shall be 2 -1/2 inches higher than the top of the curb. The contractor shall not sawcut and /or remove or excavate within 4 feet of the existing curb more than 48 hours prior to the actual removal of the curb and construction of the driveway entrance. This is to prevent water from ponding against the ' back of the existing curb lines and undermining the subgrade. b. Width of Driveway Approaches: Residential driveway approaches shall not be less than 12 feet in width nor more than 20 feet wide measured at the property line. Specific variance to this criteria may be requested by the property owner. Any variance granted based on a specific design submittal must have the approval of the Public Works Department. C. Radius: Residential driveways shall be constructed with the return curbs having a rolled face disappearing at the sidewalk and joining the street curb with a minimum 5 foot radius and a maximum 10 foot radius. d. Provision for Joint Approaches: Driveway approaches shall be located entirely within the frontage of the premises they serve except that point, or cooperative, driveways with adjoining property holders may be permitted and may be required by the Public Works Director. When the joint drive approach is proposed by the developer, the request must be made by all the interested parties and all property ' owners involved. The design of the joint driveway facilities must be submitted with the request to be approved by the Public Works Director. e. Residential Driveway Approaches at Street Intersections: The drive approach on corner lots must be located to approximately line up with the side of the house or garage that is farthest from the intersection, or the drive approach edge farthest from the street intersection must be within 3 feet of the far side of the house or garage. Page 17 of 47 ' City of North Richland Hills Public Works Design Manual Only drive approaches in accordance with the above criteria will be allowed onto residential streets or the minor street at a street intersection. If both streets are residentially classified, a circulardrive will be allowed on a corner lot if one of its two approaches meets the above location criteria. The other drive approach can have its near side no closer than 15 feet to the property corner closest to the intersection. If both streets have the same classification, other than residential per the currently adopted City MasterThoroughfare Plan, the Public Works Director shall make the determination as to which street access will be allowed. The City may require a Traffic Impact Analysis (TIA) be provided to justify a property owner's request. 2. Commercial /Industrial Driveway Approaches a. Commercial and Industrial driveway approaches shall be constructed of 6 inch thick, 3,000 psi compressive strength concrete reinforced with #4 steel bars on 18 inch centers each way. The driveway shall begin at the curb of the street and extend to the property line or to a point 10 feet from the face of the curb, whichever is greater. The drive approach shall be constructed such that the height of the drive approach at the property line shall be 2-1/2 inches higher than the top of curb at the street. b. Width of Driveway Approach: The width of any commercial or 'industrial driveway approach shall not be less than 20 feet nor more than 35 feet measured along the property line. Specific variance to this criteria may be requested by the Developer. Any variance granted based upon a specific design submittal must have the approval of the Public Works Director. t C. Radius: Commercial and Industrial driveways shall be constructed with the return curbs having a rolled face disappearing atthe sidewalk and joining the street curb with a minimum 10 foot radius and a maximum 30 foot radius. d. Allowable Spacing for Driveway Approaches: On streets classified as Collector Streets, the minimum centerline spacing between driveways shall be at least 300 feet. On streets classified as Arterials, minimum spacing shall be at least 500 feet. This spacing criteria shall be applied irrespective of the number of individual properties located within the intervening distance. Deviation from this criteria may be requested by the Developer. Any deviation granted will be based on a specific design submittal and must have the approval of the Public Works Director. Before any deviation can be considered, it must be ' justified with a Traffic Impact Analysis (TIA) approved by the Public Works Department. Page 18 of 47 City of North Richland Hills Public Works Design Manual e. Provision for Joint Approaches: Driveway approaches shall be located entirely within the frontage of the premises and shall be located no closer than 10 feet from each side property line except that joint, or cooperative, drive approaches with adjoining property holders may be permitted in order to conform to the provisions of paragraph (d) above. Any request for joint drive access must be by agreement of all parties involved and a specific plan submittal must be included for approval of the Public Works Director. Both properties will be required to dedicate public ingress and egress easements to cover the approach and joint access area. f. Approaches on Properties other than Residential: The leading edge of driveway for the corner lot, if allowed, must be located a minimum of 100 feet from the point of intersection of the curb lines of both streets. g. Angle of Driveway Approach: The angle of the driveway approach with the curb line shall be ninety (900) degrees. h. Sidewalk to be Removed: Where a driveway approach y pp ach is to be built, the sidewalk shall be removed and the entire area replaced as a driveway. The drive approach shall extend to the property line. During the drive approach installation, all ditch grading upstream and downstream of the proposed driveway culvert is the responsibility of the property owner. Page 19 of 47 3. Driveways Crossing Bar Ditches a. The minimum culvert i e p p size shall be 18 inch diameter and only reinforced concrete pipe (RCP) may be used. The ends of all culvert pipe shall be cut at a 6:1 slope. Culvert pipe must be protected by headwalls, approved by Public Works. b. Radius: Driveways shall be constructed with the return curbs joining the edge of pavement at the street with a minimum 10 foot radius. C. The maximum slope from the edge of driveway to the top of the culvert pipe shall be 6:1. The sloped area around the end of the culvert pipe shall be sodded or hydromulched to resist erosion. d. The minimum cross slope on the drive shall be 1/8 inch per foot. The minimum longitudinal slope between the edge of pavement at the street and the valley over the culvert pipe shall be 1/4 inch per foot. e. Future maintenance of the drive approach and culvert pipe is the responsibility of the property owner. During the drive approach installation, all ditch grading upstream and downstream of the proposed driveway culvert is the responsibility of the property owner. Page 19 of 47 7 LA City of North Richland Hills Public Works Design Manual 4. General a. Driveway Approaches at Pedestrian Crossings: Driveway approaches shall not be located in street intersections or at established pedestrian crossings. b. Driveway Approaches at Obstructions: Driveways shall be kept at a minimum of 5 feet away from obstructions such as street light posts, fire hydrants, traffic signals, etc. C. Driveway Approach not to be Obstructed: Driveway approaches shall not be constructed or designed for parking of vehicles or for use as angle parking. d. Accumulative Width of Approaches: Driveway approaches shall not occupy more than forty (40 %) percent of the frontage of a lot or tract. Page 20 of 47 City of North Richland Hills Public Works Design Manual SECTION 1 -05 STORM DRAINAGE IMPROVEMENTS IA. General The criteria herein provided shall govern the design of storm drainage ' improvements within the City of North Richland Hills. Improvements shall include streets, alleys, storm sewers, channels, culverts, bridges, swales, and any other facilities through which storm water flows. All drainage improvements shall be constructed in accordance with City specifications and be in dedicated right -of -way (ROW) or drainage easement. The Developer shall provide all the necessary easement and ROW required for drainage structures, including storm sewers and open channels with access ramps. Easement width for storm sewer pipe shall not be less than 15 feet, and easement width for open channels shall be at least 25 feet wider than the top of the channel with 20 feet on one side to serve as an access way for maintenance purposes. The Developer shall be required to install at his own expense all storm sewers and drainage structures. This policy is applicable to all required drainage facilities including the channel improvements on the main channels and tributaries of Mackey, Calloway, Walkers Branch, Little Bear and Mesquite Branch Creeks, but ' excepting the main channel of Big Fossil Creek. The Developer shall be responsible for excavation and channel liner improvements based on the fully ' urbanized 100 -year frequency discharge for the channel. Any channel work necessary in the Little Bear Creek Corridor shall comply with the Little Bear Creek Corridor Ordinance. A Floodplain Development Permit is required for any proposed development within the FEMA designated Special Flood Hazard Area (SFHA). Development is defined as "any man -made change to improved or unimproved real estate, including but not limited to buildings or other structures, mining, dredging, filling, grading, paving, excavation or drilling operations or storage of equipment or materials." Such development is subject to: 1. All provisions of the latest Flood Damage Prevention Ordinance. 2. All federal laws and regulations which govern the National Flood Insurance Program (44 CFR). B. Basis of Design 1. Rational Method: The method of calculation for storm runoff for drainage areas less than 750 acres will be the Rational Method. The method is expressed by the following equation: Q =CIA Q = storm discharge at the design point in cubic feet per second. ' Page 21 of 47 ' City of North Richland Hills Public Works Design Manual ' C = runoff coefficient representing the ratio of peak runoff to the rainfall. I = average rainfall intensity for the time of concentration at the design point in inches per hour. (see Technical Paper No. 40) A = area contributing runoff to the point of design in acres. 2. Unit Hydrograph Method: Peak discharges for drainage areas exceeding ' 750 acres shall be determined by using the unit hydrograph method. The unit hydrograph for this method shall be developed by using the criteria as outlined in "Flood - Hydrograph Analysis and Computation ", U.S. Army Corps of Engineers, Engineering and Design Manuals, EM 110 -2 -1405, Washington D.C. dated August 31, 1959. Typically a unit period of 15 minutes should be used for the determination of the unit hydrograph. In lieu of this procedure, there are several ublic domain micro-computer mputer programs available which will provide satisfactory results. If the Developer elects to use a computer program, he should obtain prior approval from the Public Works Director or his designated representative. 3. Runoff Coefficient: Storm drainage improvements shall be designed based on the drainage areas being fully developed. The zoning as shown on the current City Zoning maps or the City's Master Land Use Plan, whichever is more restrictive, shall determine the particular coefficient value selected. The table below indicates the runoff coefficients for the different land uses. RUNOFF COEFFICIENT "C" IPage 22 of 47 Single Family Zoning Districts 0.55 ' Duplex Zoning Districts 0.60 Townhome Districts 0.65 Multi- family Districts 0.75 Commercial Districts 0.90 Industrial Districts 0.85 School, Church, and Institutional Districts 0.65 Parks and Agricultural District 0.30 4. Time of Concentration: The time of concentration shall be defined as the time required for a drop of water to flow from the upper limits of a drainage area to the point of concentration. Times of concentration shall be calculated for all inlets, pipe junctions, and other critical design points in the proposed storm sewer systems. The following minimum inlet times of concentration may be used in place of calculated times. When calculating inlet times, ' consider overland flow channelized at such time as the distance traveled exceeds 100 feet. IPage 22 of 47 City of North Richland Hills Public Works Design Manual ' Minimum Inlet Time of Concentration Type of Area Minimum of Inlet Time Business and Commercial 10 Minutes Industrial 10 Minutes ' Multi- family 10 Minutes Residential 15 Minutes Parks and Open Spaces 20 Minutes 5. Rainfall Intensit - Duration -Fre uenc : The rainfall intensit -duy ration- ' frequency compiled in Technical Paper No. 40 by the U.S. Weather Bureau, Department of Commerce shall be utilized in computing intensity. rainfall 6. Design Storm Frequency: Storm frequency to be used in design shall be as ' shown in the following table: ' Design Storm Frequency Type of Facility Minimum Design Frequencv ' Storm Sewers 5 Years Streets 5 Years Culverts, Bridges, Channels, ' Underpasses, and Creeks 100 Years A storm sewer shall be designed to pick up flow from the street when the runoff from a 5 -year frequency storm exceeds the capacity of the street to its ' top of curb, or the spread of water on a collector street does not leave one (1) traffic lane dry, or the spread of water on a arterial street does not leave two (2) traffic lanes dry, whichever is more restrictive. The combined ' capacity of the street and ROW and /or drainage easements and the storm sewer pipe shall be adequate to safely convey the runoff from a 100 -year ' frequency storm. 7. Flow in Streets: Street capacity shall be determined by utilizing Manning's equation: ' Q = 1.486 AR" So" n Q = discharge in cubic feet per second n = Manning's roughness coefficient, use 0.016 for pavement and gutters ' A = cross - sectional area of flow in square feet R = hydraulic radius in feet So = street or gutter slope in feet per foot ' For parabolic crown streets, the cross slope shall be represented by the following formula: 1 Page 23 of 47 City of North Richland Hills Public Works Design Manual W/2 Y = 4CX 2 W2 C X All discharge of runoff from street to an open channel shall be in a flume or through an inlet with adjoining pipe and headwall. 8. Storm Drain Inlets: The capacity of a depressed curb inlet on grade will be based on the following equation: q, = 0.7 1 I Hl)5/2 - (H2)5/2 Hi - H2 q, = discharge into inlet per foot of inlet opening in c.f.s. /ft. (maximum allowable is 1.0 c.f.s. /ft.) H, = a +yo H2 = a = gutter depression in feet Yo = depth of flow in approach gutter in feet The capacity of low point or drop inlets will be (maximum allowable is 2.0 c.f.s. /ft) determined based on the broadcrested weir formula: q, = 3.0 (H1)3 /2 9. Storm Sewer Systems: Storm sewers shall be designed using the continuity equation and Manning's equation. Q = AV and Q = 1.486 AR 2/3 Sf12 n Q = discharge in cubic feet per second A = cross - sectional flow area normal to pipe in square feet V = mean velocity of flow in feet per second n = Manning's roughness coefficient R = hydraulic radius in feet Sf = friction slope in feet per foot The coefficient of roughness to be used in design shall be as shown below: Page 24 of 47 ICity of North Richland Hills Public Works Design Manual ' Manhole or Inlet in line 0.50 Manhole or Inlet with lateral 0.25 Lateral only 0.75 ' Enlargements or contractions 0.30 hj for beginning inlet is 1.25V,2 ' 2g IPage 25 of 47 ' Pipe Material Reinforced Concrete ' Pipe................................... ............................... 0.013 Flumes .............................. ............................... 0.015 Streets............................... ............................... 0.016 Corrugated Metal Pipe ' Annular, unpaved with bituminous coating......... 0.024 Annular, 25% paved with bituminous coating..... 0.021 ' Annular, 100% paved with bituminous coating.. 0.013 Helical, unpaved with bituminous coating 0.014 0.26* .......... - Helical, 100% paved with bituminous coating .... 0.013 Thermoplastic Pipe ............. ............................... 0.010 - 0.13* * To be determined by diameter and size of corrugations. ' Storm sewer pipes shall be designed so that the mean velocity of flow is equal to or greater than 2.5 feet per second and equal to or less than 15 feet ' per second. Pipes may be designed on a horizontal radius provided that the minimum centerline radius is equal to thirty (30) pipe diameters and the cumulative degree of curvature does not exceed sixty (600) degrees between ' points of entry. Pipes shall not be designed with vertical curves. The minimum pipe size is 24 inches in diameter. If a lateral does not exceed 50 feet, an 18 inch diameter pipe may be used. The appropriate hydraulic grade line shall be plotted for all storm drainage design. The elevation of the hydraulic grade line shall in no case be closer to the gutter flow line than 1.5 foot. The head loss for each structure shall be computed as: V - Kj Vie = hj where; 2g 2g V2 = outflow velocity V, = inflow velocity ' g _ 32.2 ft. /sect Kj head loss coefficient hj = head loss (minimum = .2 ft.) Head Loss Coefficients (Kj) ' Manhole or Inlet in line 0.50 Manhole or Inlet with lateral 0.25 Lateral only 0.75 ' Enlargements or contractions 0.30 hj for beginning inlet is 1.25V,2 ' 2g IPage 25 of 47 ' City of North Richland Hills Public Works Design Manual Points of entry into the main storm drain shall be provided at least eve 500 feet. every ' 10. Open Channels: When the runoff exceeds the capacity of a 72 inch P Y diameter concrete pipe or equivalent cross sectional pipe area (i.e., 2 -51 inch diameter concrete pipe), the discharge may be carried in an open channel. Open channels shall be designed to carry the 100 -year frequency storm runoff from a fully urbanized watershed with 1 foot of freeboard. All open ' channels will be earthen and incorporate the design features of the City of North Richland Hills' City Image Study including but not limited to reinforced concrete pilot channels, maximum 5:1 side slopes, terracing, landscaping, ' and low retaining walls. All open channels shall have a minimum bottom width of 8 feet. ' a. Full Concrete Lining: Concrete lined channel will not be allowed in the City of North Richland Hills unless written approval is received from ' the Public Works Director. If approval is granted, the Public Works Department will establish the design standards. ' b. Partial Concrete Liner: Partial concrete lined channels will not be allowed in the City of North Richland Hills unless written approval is received from the Public Works Director. If approval is granted the ' Public Works Department will establish the design standards. C. Earthen Channels: Earthen channels shall be constructed at locations approved by the Public Works Department. The following stipulations shall be met: ' 1. The velocity of flow will not exceed 6 feet per second. 2. The design features outlined in the City of North Richland Hills' ' City Image Study shall be incorporated into the design of all open channels. Alternative designs that meet the intent of the City Image Study may be submitted for review by the Public ' Works Director. 3. Adequate design features are provided to protect outside slopes in channel curves. 4. Sufficient energy dissipation is designed and constructed at all locations where concrete lining meets earthen slopes and bottoms. 5. Sufficient easements are dedicated to provide protection of adjacent properties or facilities. ' Page 26 of 47 ICity of North Richland Hills Public Works Desiqn Manual ' 6. Drainage easements are dedicated to encompass the area below the elevation of the water surface profile of a fully urbanized 100 -year frequency storm, plus one foot of freeboard and any additional area necessary to provide access for maintenance, but not less than 60 feet in width. 7. Arrangements have been made for perpetual maintenance of the channel by the adjacent property owners or a Home Owners Association (HOA). ' 8. That, in the judgment of the Public Works Director, the appropriate use of the neighboring property or the health and ' safety of persons affected will not be substantially injured. 9. Fences shall not be placed closer than 10 feet from the top of ' the earthen channel. A minimum 10 foot erosion control easement shall be dedicated to the City on both sides of the channel. ' Earthen channels shall be terraced with side slopes not steeper than p p 5 feet horizontal to 1 foot vertical. A reinforced concrete pilot channel ' not less than 5 feet in width shall be constructed to a minimum grade of 1.0 %. (If no concrete pilot channel is constructed the minimum grade of an earthen channel shall be a minimum of 1.5 %.) The side slopes shall be smooth, free of rocks, and contain a minimum of 6 inches of top soil. The pilot channel shall be constructed as approved by the Public Works Department. The easement width for an earthen ' channel shall extend at least 15 feet beyond one side of the channel and 10 feet beyond the other side and shall not be cross - fenced. The top of bank areas shall remain open for maintenance purposes. After proposed earthen side slopes are cut, slopes shall receive 6 ' inches of topsoil, hydro mulch, and a soil retention blanket. The furnishing and placing of topsoil shall conform to the Texas Department of Transportation (TxDOT) Specification Item 160. The furnishing and placing of hydro mulch shall meet the requirements of ' the latest version of the North Central Texas Council of Governments' (NCTCOG) Standard Specifications for Public Works Construction, currently Items 2.02.4 "Fertilizer" and 202.6.4.4 "Hydraulic Mulching ". ' The soil retention blanket will be American Excelsior Hi- Velocity Curlex or equal as approved by the Public Works Director. The soil retention blanket will be furnished and placed in accordance with the manufacturer's recommendation. In no instance shall the placement method per the manufacturer's recommendations be less than that required in TxDOT Specification Item 169. The water surface profile (hydraulic grade line) for the 100 -year ' frequency storm shall be shown. Maximum permissible mean ' Page 27 of 47 ' City of North Richland Hills Public Works Design Manual velocities for the 100 -year frequency discharge shall be 6 feet per second. ' Special consideration should be given to outlet structures on channels where the structures meet earthen banks. ' One reinforced concrete access ramp shall be provided at all intersections of every open channel with a public street. Access ramps shall be a minimum of 12 feet wide with a maximum slope of ' sixteen (16 %) percent. The ramps shall be designed to meet the intent of the City Image Study. ' requirement that erosive conditions shall not be created around, under or near a fence structure. ' Unless drainage improvements are in a dedicated right -of -way or drainage easement as approved and accepted by the Public Works Director or his authorized agent, all such drainage improvements shall remain the ' responsibility of the owner for safety and maintenance and shall be considered private drainage facilities. Residential lot grading shall be conducted in a manner which will not allow ' runoff to cross more than two (2) lots (including the lot on which the drainage originates) before it enters a street or drainage easement. If this is not Page 28 of 47 d. Detention Ponds: Detention ponds shall be designed in accordance with Chapter 102, "Floods and Stormwater Management," Article III " Stormwater Management ", Division 2 "Design ", of the North Richland ' Hills Building & Land Use Requlations. 11. Bridges and Culverts: All bridges and culverts shall be designed in accordance with the current edition of the "Hydraulic Manual" prepared by the Texas Department of Transportation, Bridge Division. The fully urbanized 100 -year frequency storm hydraulic grade line shall be plotted. All ' culverts shall have headwalls and wingwalls upstream and downstream. All culverts shall pass the fully urbanized 100 -year frequency storm runoff without allowing runoff to pass over the road. All bridges shall have channel bottom and slopes concrete lined. The low point on the bridge structure shall be at least 1 foot above the fully urbanized 100 -year frequency storm water ' surface. 12. Lot Grading: The minimum and maximum lot grades ° ' q g are 1.5 /o (1.5 V. 100 H) and 25% (1'V:4'H), respectively. Diverting or impounding the natural flow of surface waters, which results in damages to the property of another by the overflow of the water diverted or impounded, shall not be permitted. Fences (private and public screening) shall be constructed such that blockage of surface water flow does not occur. This includes the ' requirement that erosive conditions shall not be created around, under or near a fence structure. ' Unless drainage improvements are in a dedicated right -of -way or drainage easement as approved and accepted by the Public Works Director or his authorized agent, all such drainage improvements shall remain the ' responsibility of the owner for safety and maintenance and shall be considered private drainage facilities. Residential lot grading shall be conducted in a manner which will not allow ' runoff to cross more than two (2) lots (including the lot on which the drainage originates) before it enters a street or drainage easement. If this is not Page 28 of 47 ' City of North Richland Hills Public Works Design Manual ' possible, then a drainage easement must be provided and any necessary facilities shall be constructed and installed by the Developer. ' When more than two (2) residential lots are graded to drain across each other, a concrete flume will be required to carry storm water runoff. The flume shall be designed to carry the 100 -year frequency storm runoff ' assuming a fully urbanized watershed. Flumes shall be constructed of 5 -inch thick, 3000 psi compressive strength concrete reinforced with #3 steel bars 18 inches on center. The flume shall have a minimum 3 foot width with 6 ' inch curbs. The flume shall be placed in a permanent drainage easement at least 10 foot in width with a minimum of 18 inches of easement on each side of the flume. No fencing will be permitted that encroaches or crosses the ' flume. Commercial lot grading will be conducted in a manner which will take all ' runoff to the adjacent streets or drainage easements. No lot area will drain onto adjacent properties without approval of the Public Works Director. Commercial or institutional land use with a runoff coefficient higher than 0.55 (as in the case of schools, churches, and municipal facilities) which does not require actual commercial zoning shall be subject to the above commercial ' lot grading policy. Finished floor elevations shall be set a minimum of 1 foot above the top of curb at the centerline of the lot or 1.5 feet above the100 -year frequency storm water surface elevation, whichever is higher. ' All lots that have a minimum finish floor requirement due to the presence of flood plain or other factors must have FEMA Elevation Certifications prepared and submitted by a licensed professional surveyor for review and acceptance by the City's Floodplain Administrator on two separate occasions during the construction process. An Elevation Certificate must be prepared, ' submitted, and accepted prior to the slab being poured and a second Elevation Certificate must be prepared, submitted, and accepted prior to issuance of the Certificate of Occupancy. Elevation Certificate information ' may be found on FEMA's website (www.fema.gov). 13. Off -Site Drainage: In respect to offsite drainage, the following provisions ' shall apply: a. The Developer shall be responsible for all runoff from property upstream of his proposed development as though it were all fully developed. Runoff coefficients utilized to design drainage systems for the properties involved shall use the current zoning and /or the future ' use of the property as shown in the Future Land Use Plan, whichever is the most intensive use. Page 29 of 47 City of North Richland Hills Public Works Design Manual ' b. Effect of the development's drainage design on downstream properties and adjacent properties shall be given proper consideration. Water concentrated in streets, pipes, drains, culverts, ' and channels will be moved to a recognized watercourse without damage to intervening structures or undue spreading across intervening land. "recognized A watercourse" shall herein be defined as either an open channel with hydraulic characteristics which provide capacity for at ' least a 10 -year frequency storm after ultimate development of its watershed, or an underground storm drain with capacity for at least a 5 -year frequency storm plus overland relief sufficient to safely ' discharge up to a combined 10 -year frequency flow (based on ultimate watershed development) without damage to adjacent property. Such 10 -year capacity shall extend at least 100 feet downstream from the point of discharge or from the Developer's property line, whichever is the greater distance. Typical examples of such "recognized watercourses" are the main channels of Mackey, Calloway Branch, Walkers Branch, Big Fossil, Little Bear, and Mesquite Branch Creeks, or those tributary creeks, streams, channels, or underground storm drains which meet the hydraulic capacity requirements of a "recognized watercourse ". Bar ditches are not considered "recognized watercourses." ' The Developer is responsible for constructing all offsite channelization or underground storm drain with overland relief required to discharge ' concentrated storm water from the low end of his development to the recognized watercourse, and also to obtain all the necessary easements from intervening land owners. Calculations will be required to show that connecting offsite drainage ways are capable of handling any increase in runoff due to development, concentration, or diversion for at least the 10 -year storm frequency. ' Any drainage easements necessary due to the Developer's alteration of existing concentrated discharge locations (i.e., existing creeks, channels, or storm sewers) shall be acquired by the Developer at no cost to the City. ' C. Where the preliminary drainage analysis by the Developer indicates that additional runoff from the developing property will overload downstream drainage facilities and result in hazardous conditions, the ' City may withhold approval of the development until appropriate provisions have been made. These provisions shall include any drainage studies or plans necessary to indicate the offsite drainage problem will be corrected by offsite drainage construction. d. When required, the Developer will furnish to the City, a "hold harmless ' agreement" and a "release of liability" indemnifying the City of North Page 30 of 47 City of North Richland Hills Public Works Design Manual ' Richland Hills from any liabilities due to damages caused to the downstream property owner by the discharge of storm drainage water from the said development. ' C. Preliminary Drainage Analysis Guidelines ' The purpose of a Preliminary Drainage Analysis is to determine the need for drainage facilities and drainage easements either within the proposed development or offsite. These guidelines shall be used as the minimum for a Preliminary Plat. ' When requested by the Public Works Department, a Preliminary Drainage Analysis shall be submitted with a Replat or Short Form Plat. The Preliminary Drainage Analysis shall consist of the following items: ' 1. A topographical map drawn at a scale of 1" = 200' and depicting the watershed which drains to and across the subdivision. The map must ' include the subdivision and an area extending for 200 feet in all directions from the proposed subdivision as a minimum. The map must also include contour lines at one or two foot vertical intervals. Data from the City topo maps will be acceptable where available. Data from USGS Quad sheets will be acceptable only where City topo maps are not available. The map shall indicate any offsite or adjoining areas outside the limits of the area being platted which are relevant to onsite drainage. Show any proposed or existing drainage and utility easements, water bodies, streams, and railroads, parks, cemeteries, and drainage ditches. Show location of existing utilities including gas and petroleum lines, electric, telephone and TV cable. Also, the location of any existing structures located within the area being proposed for subdivision. The datum for all topography shall be that of the United States Coast and Geodetic Survey or the City of North Richland Hills GIS datum. The Preliminary Analysis shall be sealed by a Registered Professional Engineer licensed by the State of Texas. 2. Calculation of the drainage areas, time of concentration, and storm water runoff rate for the 5, 10, 25 and 100 year frequency storms. 3. Identification of special flood hazard areas as defined by the Flood Damage Ordinance and as located by the current Flood Insurance Rate Map. D. Drainage Study Guidelines A Drainage Study is required when it has been determined that the area being developed will require storm water drainage facilities or drainage easements either within the development or offsite. The following criteria shall be used for the engineer to prepare a Drainage Study. Page 31 of 47 Backwater calculations shall comply with normally accepted standards as required by FEMA for application for a Letter of Map Revision (LOMR). In addition, the calculations must begin with a previously defined Base Flood i Elevation (BFE). The calculations shall continue upstream through the project until the proposed BFE is within 0.01 feet of the existing BFE or the ' limits of the existing Zone "A" have been reached. A LOMR will be required prior to issuing building permits. Page 32 of 47 City North Richland Hills of Public Works Design Manual 1. The study shall analyze the effect of the subdivision on existing downstream drainage facilities. The study shall be sufficient to verify compliance with the criteria contained in Subsection B, paragraphs 6, 7, and 10 above. 2. The study shall include a topographical map as defined above in Subsection C, "Preliminary Drainage Analysis Guidelines." 3. Delineation and calculation of drainage areas together with proposed flow arrows shall represent flow patterns from runoff after all proposed ' improvements have been installed. Surface water drainage patterns shall be shown for each and every lot in the proposed subdivision and for each lot adjacent to the proposed subdivision. 4. In addition to those calculations required by the Preliminary Drainage Analysis, this study shall also include: a. Hydraulic calculations to each lateral, manhole, inlet and outlet structure on the pipe. Head losses shall be calculated as described in ' Subsection B. b. Inlet calculations utilizing the minimum time of concentration for the zoning type which is contributing the largest "CA" to the inlet. 5. If any portion of the proposed subdivision or its offsite improvements (including pipes or ditches) fall within the limits of a Federal Emergency Management Agency (FEMA) floodplain, additional backwater calculations may be required. Additional calculations in the form of a Conditional Letter of Map Revision will be required if: a. Any portion of the proposed subdivision is determined to be located within a FEMA Zone "A" floodplain; or b. Any portion of the proposed subdivision is determined to be located within a FEMA Zone "AE" floodplain and the overall subdivision (including all phases) is 5 acres or larger; or 'C. Any portion of the proposed improvements from a subdivision include dredging or filling within a FEMA designated floodway. Backwater calculations shall comply with normally accepted standards as required by FEMA for application for a Letter of Map Revision (LOMR). In addition, the calculations must begin with a previously defined Base Flood i Elevation (BFE). The calculations shall continue upstream through the project until the proposed BFE is within 0.01 feet of the existing BFE or the ' limits of the existing Zone "A" have been reached. A LOMR will be required prior to issuing building permits. Page 32 of 47 ICity of North Richland Hills Public Works Design Manual n n i 6. The Drainage Study shall be sealed by a Registered Professional Engineer licensed by the State of Texas. The following certification shall be included on the study and signed and sealed. I, , a Professional Engineer registered in the State of Texas, have prepared this drainage study in compliance with the latest published requirements and criteria of the City of North Richland Hills, and have verified that the topographic information used in this study is in compliance with said requirements and is otherwise suitable for developing this workable Plan of Drainage which can be implemented through proper subsequent detailed construction planning. Signature , P.E., (Seal) IPage 33 of 47 City of North Richland Hills Public Works Design Manual I SECTION 1-06 STREET LIGHTING A. Installation Street lights in all subdivisions shall be installed on approved metal poles. 1. Poles must be approved by a public electric utility holding a City franchise and the Public Works Department. ' 2. Poles shall be contracted and paid for by the Developer during the construction phase of a subdivision and before building permits are issued. ' 3. Poles not purchased through a public electric utility holding a City ranchise, Y shall be certified in writing by an engineer to meet the specifications as trequired by a public electric utility holding a City franchise and the Public Works Department. IB. Location C. Thoroughfare Street Lighting Street lights on thoroughfares shall be the following type. ' 1. Street Light • 400W MH lamp ' • Tempered glass lens • Mounted on 35 -foot pole • Manufacturer: KIM 1A/RA252 /400MH480 /BL -P /SAL -TMI on a SAL35- 64400 /BL -P pole Page 34 of 47 The location of street lights shall be as follows: 1. At all intersections. 2. Where a new street intersects an existing street. 3. Where a block is 600 feet or longer, a street light shall be installed every 600 feet or mid - block, whichever is the shortest distance. 4. If more than one mid -block light is required, they shall be installed to create an equal balance of light throughout the entire length the block. of 5. If a cul -de -sac block is 300 feet or longer, a street light shall be installed in the end of the cul -de -sac. 6. Street lights shall be installed at any other location as may be directed by the Public Works Director for the welfare and safety of the community. C. Thoroughfare Street Lighting Street lights on thoroughfares shall be the following type. ' 1. Street Light • 400W MH lamp ' • Tempered glass lens • Mounted on 35 -foot pole • Manufacturer: KIM 1A/RA252 /400MH480 /BL -P /SAL -TMI on a SAL35- 64400 /BL -P pole Page 34 of 47 ' City of North Richland Hills Public Works Design Manual • Provide pole with the factory base cover. The factory finish pole is to match the fixture. The pole shall have 1 set of banner stanchions. ' 2. Street Light (Signal Pole) • 400W MH lamp • Tempered glass lens ' . Mounted on signal pole • Manufacturer: KIM 1A/RA252 /400MH480 /BL -P /SAL -TMI on a SAL35- 64400/BL-P pole • Provide with swept arm with finish to match fixture and mounting bracket to match signal pole mounting boss. 3. Pedestrian Light • 100W MH lamp • Tempered glass lens • Mounted on 12 -foot pole • Manufacturer: KIM 1A/RA252 /400MH480 /BL -P /SAL -TMI on a SAL35- 64400 /BL -P pole • Provide pole with factory base cover. The factory finished pole should match the fixture. The fixture voltage should be verified prior to ordering fixtures. Only specified fixtures or approved equals shall be provided. Provide black fixtures, poles, base covers, mounting arms and adaptors. All designs must be approved by the Public Works Department. i I Ll IPage 35 of 47 City of North Richland Hills Public Works Design Manual ' SECTION 1-07 MASONRY /CONCRETE SCREENING WALLS A. Construction Masonry or concrete screening walls shall be constructed according to the following specifications. 1. Concrete foundations shall have a minimum compressive strength of 3000 psi at 28 days. Compressive strength tests conducted by an independent testing laboratory shall be submitted to the City staff for confirmation. All testing costs shall be paid by the developer or his contractor. 2. Reinforcing steel shall be billet steel conforming to the requirements of ASTM A- 615- GR.60. 3. Concrete for piers shall be placed within 8 hours of drilling pier holes. 4. Brick masonry shall be as approved by the City. ' "S ". 5. Mortar shall be Type 6. Construction shall be in accordance with the requirements of the "Recommended Practice for Engineered Brick Masonry" Brick Institute of America. 7. Use #9 Gauge 1 -3/4 inch wide 9 alvanized ladder wire to extend horizontal in wall panel on every course. ' 8. The wall shall be a minimum of 6 feet in height as measured from m the nearest/adjacent sidewalk grade. No masonry or concrete screening wall or column shall exceed 8 feet in height unless the wall is functioning as a retaining wall and is designed as such. 9. Unless it has been determined by the Public Works Director that no drainage problems are anticipated, an opening designed to allow for storm water drainage shall be provided. The opening shall be a uniform 2 inches high the full length between columns. ' 10. Prefabricated screening fences such as "brickcrete" or "woodcrete" may be substituted for on -site masonry construction, provided that the finish resembles typical masonry constructed fences. No ordinary concrete finishes or traditional smooth faced concrete block as a finish shall be allowed along collector or arterial streets. However, a concrete finish consisting of exposed aggregate shall be allowed. ' 11. A 12 inch wide concrete mow strip shall be centered under the wall. ' 12. Screening walls must be contained within a 2.5 foot screen wall easement. Page 36 of 47 City of North Richland Hills Public Works Design Manual 13. Screening wall maintenance shall be the responsibility of the property owner or homeowners association. 14. All masonry or concrete screening walls shall be designed by a Professional Structural or Civil Engineer licensed in the State of Texas. Sealed plans shall be submitted to the City for review and permitting. B. Location 1. No masonry or concrete screening wall shall be located on public right -of- way. 2. Adequate sight visibility easements shall be provided at all street intersections. 3. The location and placement of a masonry or concrete screening wall shall be coordinated with the Public Works Department to avoid conflicts with utility and drainage easements. C. Plan Approval 1. Plans are to be designed, signed, sealed and dated by a professional Civil Engineer licensed in the State of Texas and furnished with the following information: a. The title shall include the legal name of the property on which the wall is being constructed. b. A plan view of the wall showing its location, limits, and stationing. C. A profile of the wall including grades for the top of the concrete mow - strip, adjacent top of curb, sidewalk and finished floor of proposed and /or existing adjacent slabs. d. Elevation view of a typical column. e. Elevation view of the wall. f. Mow -strip detail. g. Drainage clearance under wall (uniform 2 inches). h. Steel tensile strength. i. Concrete compressive strength. j. Wind load calculations. Page 37 of 47 ICity of North Richland Hills Public Works Design Manual 1 SECTION 1-08 EARTHWORK AND TREE PRESERVATION J u This section shall apply to all subdivisions which are proposed for development; are existing and require additional grading; or are single lot subdivisions (platted or unplatted) which are proposing excavation or fill. A. Definitions 1. Clear- Cutting - the removal of all trees or a significant majority of the trees within an area of land. 2. Conceptual Grading Plan - A topographical map of the subdivision with sufficient perimeter area to provide a clear definition of the initial elevations, watercourses, and drainage patterns. In addition, the plan includes proposed flow arrows, cross - sections and spot elevations sufficient to control the magnitude of excavation and fill. The plan must be sealed and signed by a Registered Professional Engineer licensed by the State of Texas. 3. Excavation - The removal of turf, soil, rock or weeds such that the surface is 6 inches lower than the initial elevation. 4. Fill - The deposition of rock, concrete, soil or sod such that the cumulative thickness of all materials is equivalent to 6 inches or greater. 5. Final Grading Plan - A topographical map of the subdivision with sufficient perimeter area to provide a clear definition of the initial elevations, watercourses and drainage patterns. In addition, the plan includes 1 foot contours, spot elevations and flow arrows. The plan is in sufficient detail and scale to determine limits and depths of excavation or fill. The plan must be signed and sealed by a Registered Professional Engineer licensed by the State of Texas. 6. Grading - The movement of dirt, top soil, grass, native material, brush, trees, landscaping or other forms of surface material which will result in a long term difference of 6 inches or greater from the initial elevation. 7. Initial Elevation - The mean sea level elevation as it existed 5 years prior to the current date. 8. Multi -Lot Subdivision - A division of any tract of land into two or more parcels. 9. Protected Tree - Any self supporting woody perennial plant which has a caliper of 4 inches or more when measured at a point of 4.5 feet above ground level and which normally attains an overall height of at least 15 feet at maturity, usually with one (1) main stem or trunk and many branches. It may appear to have several stems or trunks as in several varieties of oaks. Page 38 of 47 ICity of North Richland Hills Public Works Desiqn Manual 10. Selective Thinning - Thinning should include selective clearing of undesirable trees to allow unrestricted growth of young vigorous trees, especially hardwoods. Fifty to sixty percent shade is more desirable and conducive to all activities. Dense shade is the least desirable. On densely wooded properties selective thinning may be used to accomplish a required tree survey on the property. B. Unplatted Multi -Lot Subdivision ' When a multi -lot subdivision has been proposed for platting and the final plat has been approved by the Planning and Zoning Commission, but has not yet been approved by the City Council, the following provisions shall govern the excavation and fill process. 1. A conceptual grading plan shall be submitted to the Public Works Department. The plan will be reviewed for consistency with City ordinances and policies. If the concept is approved, a 30 -day permit will be issued to allow grading to begin. 2. The process must be inspected by a Public Works Department representative and all fill shall be tested for compaction. 3. Areas which fail the compaction tests shall be excavated the material P , replaced (or new material imported, depending on moisture content) irecompacted and retested. 4. Areas which have been filled without adequate compaction tests or without inspection by a City Representative shall be considered as areas which have failed the compaction tests. ' C. Platted Multi -Lot Subdivision When a multi -lot subdivision has been platted in accordance with the existing Subdivision Ordinance and the plat has been filed with the County, the following provisions shall apply. 1. A final grading plan shall be submitted to the Public Works Department. The plan will be reviewed for consistency with City ordinances and policies. If the plan is approved by the Public Works Department, the applicant will be allowed to begin the excavation and fill process. 2. The process must be inspected by a City Representative and all fill shall be tested for compaction. 3. Areas which fail the compaction tests shall be excavated, the material replaced (or new material imported, depending on moisture content) recompacted and retested. IPage 39 of 47 tCity of North Richland Hills Public Works Design Manual 4. Areas which have been filled without adequate compaction tests or without inspection by a City Representative shall be considered as areas which have failed the compaction tests. 5. Areas of a multi -lot subdivision which are not graded at the same time as the rest of the subdivision will be required to comply with the provisions of a single -lot subdivision. D. Single -Lot Subdivision All single lot subdivisions shall be required to obtain a Grading and Excavation q 9 Permit as required by the current North Richland Hills Building Code. Note that a single -lot subdivision shall be considered multi -lot if the subject parcel and any adjacent parcels are owned by the same individual or entity. E. Revised Grading In all situations where the foot print of the building exceeds the pad shown on the ' approved grading plan, a revised plan shall be submitted to the Public Works Department. F. Testing All compaction shall be tested by an approved soil testing laboratory. 1. The testing facility ust maintain a current permit with the Public Works Y p Department. A sample application is included in the Appendix. The Public Works Department may disallow any and all firms which cannot or refuse to meet the minimum criteria established in the application. t2. All fill must be compacted to 95% Standard Proctor Dry Density. ' 3. Samples shall be taken at the rate of one (1) per 6 inch lift per 500 cubic yards of fill, or; one (1) per lot, whichever is greater. G. Slopes Slopes created by excavation or fill shall not exceed 4 horizontal to 1 vertical. rH. Tree Preservation Chapter 114, Article II "Trees" of the North Richland Hills Building & Land Use Regulations contains complete criteria and regulations for tree preservation. This section only identifies applicability. ' 1. Tree preservation applies to real property as follows: a. All vacant and undeveloped property. ' Page 40 of 47 City of North Richland Hills Public Works Design Manual Ib. All property to be redeveloped, including additions and alterations. 1 C. All easements and rights -of -way, except those included in a preliminary plat approved by the Planning and Zoning Commission shall meet the terms and provisions of this article. d. The yard areas of all developed property, excluding developed single family residential property. 2. Protected Trees a. A "protected tree" is any tree that has a trunk caliper of 4 inches or more, as measured 4.5 feet above natural grade level. ' b. Protected trees shall not include the following species: Black Willow - (Salix nigra) Bois d'Arc (Maclura pomifera - female only) Cottonwood - (Populus deltoids) Chinaberry - (Melia azeoarach) Hackberry - Celtis occidentalis laevigata) Honeylocust - (Gleditsia triacanthos) Mesquite - (Prosopis glandulosa) Mulberry - (Morus alba) ' Tree of Heaven - (Ailanthus altissirna) 3. If the Tree Preservation Ordinance applies to a property, a tree survey shall be submitted with the construction plans. The tree survey shall identify protected and unprotected trees with their respective caliper and species, trees to be removed, and the means that the protected trees shall be replaced. Trees shall be replaced by new plantings or by payment into the Re- Forestation Fund in accordance with Ordinance No. 2422, Section 700. I. Erosion Control 1. A separate two year Erosion Control Maintenance Bond in the amount of 100% of the installation costs for the proposed erosion control measures must be provided prior to beginning any grading activities or construction of public infrastructure improvements. 2. Silt fences shall include wire mesh backing on the down stream side and be supported by steel posts. 3. A minimum of one roll width of Curlex matting (or approved equal) is to be placed at the back of curb following the parkway grading. ' Page 41 of 47 City of North Richland Hills Public Works Design Manual ' 4. All areas disturbed during construction, including areas outside the construction boundary, are to be seeded, hydromulched, or sodded to re- establish vegetation. ' J. Storm Water Pollution Prevention Plan The Texas Commission on Environmental Quality (TCEQ) issued the Texas Construction Storm Water General Permit (CGP) that regulates the storm water discharge from construction sites one (1) acre or larger. Storm water discharge is ' defined in this document as discharge from construction activity including clearing, grading and excavation, and construction materials or equipment storage or maintenance, or other industrial storm water directly related to the construction Iprocess. The CGP requirements set forth below apply to construction sites disturbing more ' than five (5) acres: 1. Prepare Storm Water Pollution Prevention Plan (SWP3) a. Components of SWP3 ' (1) Site Description (a) Project type (e.g., office park), total acres disturbed (b) Runoff coefficient before and after project (2) Site Plans (a) Drainage patterns (b) Location of borrow and fill areas (c) Location of equipment, material, chemical, waste, and fuel storage areas (d) Outfall locations (where runoff leaves property) (e) Location of physical controls (retention ponds, field ' outlets, silt fence) (3) Name of receiving water and city (4) Wetlands /endangered specifies /habitats (5) Historic registry properties affected (6) Description of erosion control /sediment controls to be installed ' and responsible party (7) Sequence of major construction phases, estimated and actual ' dates (8) Structural control maintenance - responsible parties Page 42 of 47 ICity of North Richland Hills Public Works Design Manual J r J (9) Identify non -storm water discharge (e.g., landscape watering) (10) Identify industrial storm water discharges (e.g., dedicated concrete plant) (11) Best Management Practices (BMPs) for material stockpiles, chemical storage, and waste disposal (12) Inspections (a) Designate individual(s) who will conduct inspections (must be qualified individual or other person under supervision of qualified individual) (b) Inspection and corrective action summary forms /reports (c) Regularity of inspections (once per week or every two (2) weeks and after 0.5 inch rain event) (d) Copy of permit text 2. Post sign at construction entrance a. File Notice of Intent (NOI) (1) Must be filed by operator with day to day authority to direct construction activities, to make changes to the design of the storm water controls or to specify the BMPs to be implemented. (2) The CGP requirements for construction sites between one (1) - five (5) acres or less than one (1) acre but is part of a common plan of development disturbing one (1) - five (5) acres does not require filing the notice of intent. 3. Designate and identify qualified individual(s) 4. Implement SWP3 a. Implement all physical controls, BMPs, inspections, and control maintenance. (1) Erosion /sediment controls (a) Flow diversion - dikes, swales, pipe slope drains, concrete flume (b) Surface flow management - silt fence, straw bale berm, soil retention blanket (c) Permanent drainage - storm sewer drain inlets, culverts, drain pipes (d) Sediment traps - retention pond, rip -rap barrier, filter fence Page 43 of 47 ' City of North Richland Hills Public Works Design Manual ' (e) Source controls - vehicle tracking, stockpile berms, fuel storage /transfer, equipment maintenance, dust control, sanitary waste (f) Dewatering - sump pit, settling basin, lift station b. Best Management Practices (BMPs) (1) Vehicle tracking offsite (a) Dust suppression ' (b) Inspect vehicles prior to departure (c) Wash off vehicle in designated area (d) Collect wash water, discharge to sanitary sewer or trap in retention pond (e) Use large gravel at construction entrances and heavily traveled internal roads (2) Stockpile management (a) Keep pipe, rebar, parts and construction material stockpiles organized (b) Confine stockpiles or berms (c) Keep amount on site as small as reasonable possible (3) Controls maintenance protection barriers free of silt buildup (a ) Inlet p p (b) Replace /clean gravel and rip -rap stone (c) Silt fence secure and free of buildup (d) Replace straw or sand bag berms (e) Repair soil blanket tears (f) Remove sediment buildup in retention pond, outfalls For a complete list of acceptable BMPs, refer to the latest version of the NCTCOG Reference Manual - Storm Water Quality Best Management Practices Manual for Construction Activities. 5. Update plan as necessary based on inspection findings and project changes. a. If modifications to storm water management, erosion control, or BMP's are required, such changes must be implemented prior to the next anticipated storm event or as soon as possible. If needed, revisions to the SWP3 shall be made within 7 calendar days after inspection. 6. File Notice of Termination when final stabilization is achieved or when operational control ceases. ' Page 44 of 47 1 City of North Richland Hills Public Works Desiqn Manual a. Stabilization practices include temporary vegetation, preserving existing vegetation, permanent landscaping, mulching, geotextiles, sodding, buffer strips, protection /preservation of trees, erosion control ' blankets /mats. b. Stabilization must be initiated not more than 14 days after ' construction activities cease or if activities are not planned to resume within 21 days. I C. Initial stabilization must commence as soon as possible when adverse weather conditions persist beyond 14 days. J Page 45 of 47 d. Final stabilization is defined as at least 70% vegetative cover in all areas. ' For sites disturbing between one and five acres, all CGP requirements apply, except filing a Notice of Intent (NOI). ' A complete copy of this documentation (as required by the state) must be submitted either by the developer's engineer during plan approval or by the contractor afterthe construction plans are approved. This information must be submitted to the City ' priorto scheduling a pre- construction meeting. The City construction inspectors will make periodic reviews of the required maintenance schedules as outlined in the ' SWP3. The erosion control standards described within this section are an outline of the ' state requirements set forth in the Construction General Permit issued by TCEQ. The engineer /contractor should contact TCEQ for the application and complete details of the CGP. J Page 45 of 47 City of North Richland Hills Public Works Design Manual APPENDIX STANDARD DETAILS Detail No. Category Description 1 M -1 Misc. General Notes, Sht. 1 of 3 1 M -2 General Notes, Sht. 2 of 3 1 M -3 General Notes, Sht. 3 of 3 2M NRH Project Sign 3M Trench Embedment and Backfill Details 1 P Paving Residential Streets Hot Mix Asphalt Concrete Pavement 2P Residential Streets Reinforced Concrete Pavement 3P Collector Streets Hot Mix Asphalt Concrete Pavement 4P Collector Streets Reinforced Concrete Pavement 5P Arterial & Industrial Streets Hot Mix Asphalt Concrete Pavement 6P Arterial & Industrial Streets Reinforced Concrete Pavement 7P Pavement Marking Details 8P Typical Left Turn Lanes 9P Concrete Valley Details 1013-1 Curb Ramp Details I 10P -2 Curb Ramp Details II 10P -3 Curb Ramp Details III 10P-4 Curb Ramp Details IV 1 OP -5 Curb Ramp Details V 10P -6 Curb Ramp Details VI 11 P -1 Residential Drive Details 11 P -2 Residential Drive Details 12P Commercial Drive Details 13P Drive with Culvert Details 14P -1 Combination Rail Type C301 14P -2 Combination Rail Type C301 14P -3 Combination Rail Type C301 15P -1 Permanent Asphalt Pavement Replacement 15P -2 Temporary Asphalt Patch 1 D Drainage Channel Liners 2D Storm Drain Flood Limits 3D Reinforced Concrete Channel Liner Details 4D Concrete Pilot Channel 5D Concrete Flume 6D Concrete Channel Apron for S.D. with Vertical Headwall 7D Concrete Channel Apron for S.D. with Sloping Headwall 8D Concrete Collar Details 9D Storm Drain Tap Detail 10D Concrete Plug Details Page 46 of 47 0 n n City of North Richland Hills Public Works Design Manual Detail No. Category Description 11D Drainage Standard Drop Inlet 12D -1 Standard 4' Square Storm Drain Manhole/Vault, Sht. 1 of 2 12D -2 Standard 4' Square Storm Drain Manhole/Vault, Sht. 2 of 2 13D -1 Standard 5' Square Storm Drain Manhole/Vault, Sht. 1 of 2 13D -2 Standard 5' Square Storm Drain Manhole/Vault, Sht. 2 of 2 14D -1 Standard 6' Square Storm Drain Manhole/Vault, Sht. 1 of 2 14D -2 Standard 6' Square Storm Drain Manhole/Vault, Sht. 2 of 2 15D Angled Storm Drain Manhole/Vault Detail 16D -1 Standard Curb Inlet, Detail No. 1 16D -2 Standard Curb Inlet, Detail No. 2 16D -3 Standard Curb Inlet, Detail No. 3 17D Inlet Protection Block and Gravel 18D -1 Channel Access Ramp, Sht. 1 of 2 18D -2 Channel Access Ramp, Sht. 2 of 2 1W Water Valve and Thrust Block Details 2W Detail of Valve Locations at Street Intersections 3W -1 Fire Hydrant Details 3W -2 Fire Hydrant and Water Meters 4W Water Service Connection Details Single and Double 5W 2" Water Service 6W Domestic 4" Meter Installation 7W Irrigation 4" Meter Installation 8W Detector Check Installation Details 9W Blow -Off Hydrant is Sewer Sanitary Sewer Manhole Details 2S Precast Concrete Manhole Details 3S Sanitary Sewer Drop Manhole Details 4S Sewer Service Connection Details Page 47 of 47 J t4RH CITY OF NORTH RICHLAND HILLS GENERAL NOTES 1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF NORTH RICHLAND HILLS' STANDARDS AND SPECIFICATIONS. 2. UTILITY CONTRACTOR AND STREET CONTRACTOR ARE TO NOTIFY A CITY TECHNICAL CONSTRUCTION INSPECTOR AT (817) 427 -6440, AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION. 3. ALL CONSTRUCTION BARRICADING TO BE IN ACCORDANCE WITH CURRENT "TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS" GUIDELINES. 4. DEVELOPER / CONTRACTOR IS RESPONSIBLE FOR COORDINATING PERMISSION FROM TXDOT FOR ANY WORK IN STATE ROW. 5. ALL MANHOLE LIDS SHALL BE PAINTED BLACK. 6. PRIOR TO FINAL ACCEPTANCE OF A DEVELOPMENT, THE CITY MAY REQUIRE A FIELD SURVEY PROVIDED BY A REGISTERED PROFESSIONAL SURVEYOR TO VERIFY THAT THE AS -BUILT COORDINATES MATCH THE APPROVED DESIGN. WATER: 7. ALL WATER MAINS SHALL BE PVC AWWA -C900, DR18, CLASS 150. 8. GATE VALVES SHALL CONFORM TO ANSI /AWWA C509 -87J. 9. CITY ORDINANCE PROHIBITS ANYONE (OTHER THAN CITY EMPLOYEES) FROM OPENING OR CLOSING A WATER VALVE WHICH IS PART OF THE ACTIVE SYSTEM. 10. ALL FITTINGS SHALL BE RESTRAINED WITH ANCHORING COUPLINGS OR RESTRAINING HARNESSES. 11. ALL FITTINGS SHALL BE WRAPPED WITH 8 MIL POLYVINYL PLASTIC. 12. WATER SERVICES SHALL NOT BE DIRECTLY CONNECTED TO WATER MAINS SIXTEEN (16 ") INCHES IN DIAMETER OR GREATER. 13. THE MINIMUM HORIZONTAL SEPARATION BETWEEN ANY WATER MAIN AND A STORM DRAIN FACILITY SHALL BE EQUAL TO 2.5 FEET OR HALF THE DEPTH OF THE WATER LINE, WHICHEVER IS GREATER. 14. ROUTE WATER LINES AROUND STORM DRAIN INLETS WITH A MINIMUM OF 12" CLEARANCE OUT -TO -OUT. 15. MINIMUM DEPTH OF COVER OVER ALL WATER MAINS SMALLER THAN TEN (10 ") INCHES IN DIAMETER SHALL BE THREE (3) FEET. MINIMUM DEPTH OF COVER FOR WATER MAINS TEN (10 ") INCHES AND LARGER SHALL BE THREE AND ONE -HALF (3.5') FEET. 16. DETECTOR CHECK ASSEMBLY SHALL BE LOCATED IN AN UNDERGROUND VAULT WITHIN A WATER LINE EASEMENT. DETECTOR CHECK EQUIPMENT SHALL NOT BE LOCATED WITHIN BUILDINGS. 17. A BILCO LID K -5 (3.5'x 3.5') OR APPROVED EQUAL IS REQUIRED ON DETECTOR CHECK VAULTS. A TRAFFIC -RATED LID IS REQUIRED WHEN VAULT IS LOCATED IN AN AREA SUBJECT TO VEHICULAR TRAFFIC. 18. ALL PORTIONS (EXCLUDING CHAINS) OF FIRE HYDRANT ABOVE GRADE SHALL BE PAINTED WITH TNEMEC SERIES 02H HI -BUILD TNEME- GLOSS. COLOR: CHILEAN RED. 19. BLOW -OFF HYDRANTS ARE TO BE SURROUNDED WITH HIGH - VISIBILITY CONSTRUCTION FENCING FOR THE DURATION OF CONSTRUCTION ACTIVITY. 1**4ftH CITY OF NORTH RICHLAND HILLS GENERALNOTES SANITARY SEWER: 19. ALL SANITARY SEWER PIPE SHALL BE SDR 35 PVC (ASTM D- 3034), UNLESS THE LINE IS DEEPER THAN 10 FEET, THEN SDR 26 PVC SHALL BE USED. 20. ALL SANITARY SEWER LINES ARE TO HAVE ONE JOINT CENTERED BELOW WATER MAIN CROSSINGS. 21. WHEN PLACING A NEW SANITARY SEWER MANHOLE OVER EXISTING VITREOUS CLAY PIPE, INSTALL NEW PVC PIPE ACROSS THE MANHOLE AT A LENGTH TO BE DETERMINED BY THE CITY REPRESENTATIVE. 22. SEWER MAINS WHICH REQUIRE MORE THAN AN EIGHTEEN (18 ") INCH DIFFERENCE IN FLOW LINES MUST BE ACCOMMODATED WITH A FIVE (5') FOOT DIAMETER MANHOLE WITH AN INTERNAL DROP. 23. ALL SANITARY SEWER MAINS SHALL END IN A MANHOLE. CLEANOUTS WILL NOT BE ALLOWED. 24. THE MINIMUM HORIZONTAL SEPARATION BETWEEN ANY SANITARY SEWER MAIN AND A STORM DRAIN FACILITY SHALL BE EQUAL TO 2.5 FEET OR HALF THE DEPTH OF THE SANITARY SEWER, WHICHEVER IS GREATER. 25. THE MAXIMUM DEPTH FOR ALL SEWER SERVICES SHALL BE 10 FEET. 26. INDIVIDUAL 4" SANITARY SEWER SERVICES WILL NOT BE PERMITTED IN MANHOLES WITHOUT THE EXPRESS PERMISSION OF THE PUBLIC WORKS DEPARTMENT. 27. A MANHOLE MUST BE PROVIDED AT THE MAIN FOR ALL 6" AND LARGER SANITARY SEWER SERVICES. 28. SERVICES WHICH ARE CONNECTED TO MANHOLES SHALL BE INSTALLED A MINIMUM OF 8 INCHES ABOVE THE MAIN FLOWLINE. DRAINAGE: 29. ALL STORM DRAINAGE PIPE SHALL BE ASTM C -76, CLASS III REINFORCED CONCRETE, UNLESS NOTED OTHERWISE. 30. ROCK RIP RAP RUBBLE SHALL USE 12" (MINIMUM) ROCKS AND BE GROUTED SO THAT 6" OF THE ROCKS ARE EXPOSED. 31. NO PRECAST INLETS ARE PERMITTED FOR PUBLIC DRAINAGE SYSTEMS. STREETSCAPE: 32. ALL STREETSCAPE FEATURES (TRAFFIC SIGNALS, POLES, STREET LIGHTS, STREET SIGNS, ECT.) MUST BE DESIGNED IN ACCORDANCE WITH CURRENT ADOPTED STANDARDS. CONTRACTOR SHALL CONTACT THE PUBLIC WORKS DEPARTMENT AT (817)-427 -6400 FOR A CURRENT LIST OF APPROVED STREETSCAPE MATERIALS. GENERAL NOTES (2 OF 3) Nd9KTH KICHL,AND H I L L S R 02 -26 -2006 FIGURE 1M-2 J MitH CITY OF NORTH RICHLAND HILLS GENERAL NOTES PAVING: 32. ALL PAVEMENT FOR PUBLIC STREETS MUST BE CONSTRUCTED USING A PAVING MACHINE. 33. "CURB RAMPS" ARE TO BE CONSTRUCTED ON ALL PERMANENT CURB RETURNS AT INTERSECTIONS OF ALL STREETS OR AS DIRECTED BY THE PUBLIC WORKS DEPARTMENT. 34. ALL CONCRETE SHALL BE CLASS "C" CONCRETE AND SHALL HAVE 4.5 LB /IN OF CEMENT /SY, MAXIMUM SLUMP OF 5 INCHES, AND A 3600 PSI COMPRESSIVE STRENGTH AT 28 DAYS, UNLESS SPECIFIED OTHERWISE. CONCRETE SHALL BE PLACED WHEN TEMPERATURE IS 35° F AND RISING, IF THE TEMPERATURE IS 40° F AND FALLING THEN PLACEMENT SHALL BE STOPPED. NO FLYASH SHALL BE ALLOWED IN THE CONCRETE MIX. 35. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACING TEMPORARY STREET PATCHES INSTALLED ON PUBLIC STREETS WITH PERMANENT REPAIRS WITHIN 21 CALENDAR DAYS OF OPEN CUTTING THE STREET, OR AS DIRECTED BY THE ASSISTANT PUBLIC WORKS DIRECTOR. 36. TRAFFIC LANE MARKINGS SHALL BE INSTALLED WITH APPROVED RAISED MARKINGS (TRAFFIC BUTTONS TYPE 1C, 1A, ETC.) UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DEPARTMENT. ALL PAVEMENT MARKING "LEGENDS" SHALL BE INSTALLED WITH APPROVED THERMOPLASTIC MARKINGS. GRADING / EARTHWORK / EROSION CONTROL: 37. ALL AREAS DISTURBED DURING CONSTRUCTION, INCLUDING AREAS OUTSIDE THE CONSTRUCTION BOUNDARY, ARE TO BE SEEDED, HYDROMULCHED, OR SODDED TO RE- ESTABLISH VEGETATION PRIOR TO FINAL ACCEPTANCE. 38. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COST OF A MAXIMUM NUMBER OF PASSING FIELD DENSITY TESTS ON LIME STABILIZED SUBGRADE EQUAL TO THE RATIO OF 1 PER 100 LINEAR FEET OF STREET AND ALL FAILING DENSITY TESTS AND REQUIRED MOISTURE - DENSITY CURVES. 39. ALL FILL SHALL BE COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD PROCTOR METHOD (ASTM D -698). 40. STOCKPILING OF EXCESS FILL WILL NOT BE ALLOWED WITHIN CITY LIMITS WITHOUT OBTAINING A FILL / EXCAVATION PERMIT. 41. PARKWAY GRADING SHALL NOT RESULT IN SLOPES GREATER THAN 4' HORIZONTAL TO V VERTICAL (4:1). 42. ALL PARKWAY GRADING SHALL BE COMPLETED IN ACCORANCE WITH THE APPROVED PLANS PRIOR TO THE CITY ACCEPTING THE PROJECT. 43. A ROW OF CURLEX® MATTING (OR APPROVED EQUAL) OR SOLID SOD SHALL BE PLACED BEHIND THE BACK OF CURB IN PARKWAYS. 44. SLOPES CREATED BY EXCAVATION OR FILL SHALL NOT EXCEED 3' HORIZONTAL TO V VERTICAL (3:1) FOR A PERIOD MORE THAN 120 DAYS. IF LONGER THAN 120 DAYS THE SLOPE SHALL NOT EXCEED (4:1). 45. ALL STATE AND LOCAL REQUIREMENTS MUST BE MET PERTAINING TO STORM WATER POLLUTION GENERAL NOTES (3 OF 3 PREVENTION PLANS (SWPPP). 3.2.26 PROJECT SIGN: SUBSIDIARY TO BID ITEMS. THE CONTRACTOR SHALL FURNISH AND MAINTAIN ALL- WEATHER PROJECT SIGN AS ILLUSTRATED BELOW. THE SIGN SHALL HAVE A BLUE BACKGROUND WITH WHITE FRAME AND LETTERING. IT SHALL BE LOCATED AT THE PROJECT SITE AS DIRECTED BY THE OWNER'S PROJECT REPRESENTATIVE. *8, -0" *4" NORTH RICHLAND HILLS *3" *4 11 BOND FINANCED *3" A *4" A *3„ o *4„ *3„ *4" *3" *4" *3" __, *2, -0" I *4, -0„ 00 I M 4 "x4 "x10' S4S TREATED + Ln SECTION A- A * NRH PROJECT SIGN * SIGNS TO BE USED IN RESIDENTIAL AREAS SHALL BE HALF OF THE NE3RTH DIMENSIONS SHOWN. _ RICHLAND HILLS R 02 -26 -2007 FIGURE 2M PROJECT-$------- FOR CONSTRUCTION OF PROJECTED COMPLETION -_ 20__ MISCELLANEOUS TRENCH EMBEDMENT AND BACKFILL DETAILS NATIVE TRENCH MATERIAL (NO ROCKS OVER 3" IN DIA.) NOT TO SCALE NATIVE TRENCH MATERIAL (NO ROCKS OVER 3" IN DIA.) CUSHION SAND `—NORMALLY AWWA C -900 DR -18 CLASS 150 PVC WATER INSTALL TRACING WIRE ON NEW TRUNK LINES NATIVE TRENCH MATERIAL (NO ROCKS OVER 3" IN DIA.) L NORMALLY SDR 35 PVC — OVER 10' DEEP. USE SDR 26 PVC SANITARY SEWER ASTM C -76 RCP 3 "OF;4.'— 1.. WASHED ROCK BELOW PIPE AS BEDDING STORM DRAIN NO ROCKS LARGER THAN 1" DIA. -" TO 1" WASHED ROCK TO SPRING LINE GENERAL NOTES: PEA GRAVEL 1. ALL TRENCH BACKFILL SHALL BE OR 110 CHAT COMPACTED TO 95x STANDARD PROCTOR DRY DENSITY (ASTM D -698). 2. MECHANICALLY COMPACTED TRENCH BACKFILL SHALL BE PLACED IN NO GREATER THAN 6' LIFTS. TESTING SHALL BE AT THE RATE OF ONE TEST PER LIFT PER 500 FEET OF TRENCH. AND WHERE CITY'S REPRESENTATIVE REOUIRES ADDITIONAL TESTS. 3. 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LINE TO TERMINATE FOR INTERSECTIONS. BUTTONS TO BE TYPE "Y" WITH TYPE IIAA BUTTONS ON 20 FT. CENTERS. TYPE IIAA BUTTONS TO BE USED AT THE START AND END OF STRIPES AT INTERSECTIONS. TYPICAL CONTINUOUS LEFT TURN LANE 32' 4' TYPE IIAA 6" C/C • • • • • • • • • • • • • • NOTE: ALL BUTTONS TO BE TYPE "Y" AND TYPE IIAA. OUTSIDE LINE TO BE ON 4 FT. CENTERS AS ABOVE. INSIDE DASH TO BE ON 4 FT. CENTERS AS ABOVE. TYPE IIAA BUTTONS AT START OF EACH DASH TO MATCH TYPE IIAA BUTTONS IN THE LINE. LINES AND DASHES TO TERMINATE AT INTERSECTIONS WITH TYPE IIAA BUTTONS. SPECIAL PROVISIONS: 1. BUTTONS AS PER ITEM 672 TXDOT STD. SPECS. 1993. 2. ADHESIVE - TYPE II M AS PER ITEM 575 TXDOT STD. SPECS. 1993. 3. CONSTRUCTION - AS PER ITEM 672.4 TXDOT STD. SPECS. 1993. 4. REMOVAL - AS PER ITEM 677 TXDOT STD. SPECS. 1993. 5. ALL CONCRETE STREETS TO BE SAND BLASTED BEFORE BUTTON APPLICATION. 6. DESIGN TO BE APPROVED BY CITY OF NORTH RICHLAND HILLS. 7. COLOR OF BUTTONS TO BE FURNISHED AND INSTALLED IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. 8. SIZE OF ALL BUTTONS TO BE FOUR (4 ") INCHES IN DIAMETER UNLESS OTHERWISE SPECIFIED. STREET WITH CURBED MEDIAN O Z F 4' • ■ ■ ■ ■ • ■ NOTE: ALL BUTTONS TO BE TYPE IC. STREET WITH TERMINATING CONTINUOUS LEFT TURN LANE AT SIGNALIZED INTERSECTION: TYPE "Y" • • ■ TYPE IC O Z 4' F woo m M T■ • • • VARIES 4' WHITE LONGITUDINAL LINE 1. A STORAGE LANE SHALL BE DESIGNED TO ACCOMODATE THE APPROPRIATE AMOUNT OF TRAFFIC. 2. THE WHITE LONGITUDINAL LINE SHALL BE OF TYPE IC. (SEE LAYOUT DETAIL ABOVE.) 3. THE USE OF HOT THERMOPLASTICS WILL BE PERMITTED WHEN APPROVED BY THE PUBLIC WORKS STREETS DEPARTMENT. BACK OF CURB 2' -6" OVERALL (TYPICAL) CURB INTEGRAL WITH VALLEY 20' MIN. RADIUS TO FACE OF CURB USUAL (SEE PLAN — PROFILE) CLASS "C" CONCRETE V__ SEE NOTE FOR METHOD OF PAYMENT STAN ARD CB. CURB INTEGRAL & GU TER WITH VALLEY ' NOTE: PAYMENT FOR CONCRETE VALLEY WILL BE BY THE SO. FT. INTEGRAL CURB & GUTTER WILL BE PAID FOR BY L.F. OF CURB & GUTTER OF SIZE AS SHOWN. PLAN NOT TO SCALE TS 1/2" PREMOLDED EXP. JT. MATERIAL AT ENDS OF CURB RETURNS (TYPICAL) REINF. #3 BARS ® 18" O.C.E.W., INCLUDED IN BID PRICE PER SQ. FT. 1 1/2- OR AS DIRECTED BY OF CONC. VALLEY THE OWNER'S PROJECT PAVEMENT AS REPRESENTATIVE. SPECIFIED ON ADJACENT STREET 8'-0" MIN. FOR SIDE STREETS rte— 10T0n MIN. FOR THROUGH STREETS PREPARED OR LOWER PART OF PAVEMENT STABILIZED UNDER VALLEY WHEN PAVEMENT SUBGRADE THICKNESS EXCEEDS 6 ". SECTION PAYMENT INCLUDED IN BID NOT TO SCALE PRICE OF CONC. VALLEY. CROWN TRANSITION FOR CONCRETE VALLEY H.M.A.C. SURFACE 8' -0" MIN. ACROSS SIDE 10' -0" MIN. ACROSS THRU ACETUAL DIMENSIONS)FOR 6' 1 7- 8` 0' 50' -0" 0.000' 10' -0" MIN. (SEE BEGIN NC 0.167' PLAN— PROFILE FOR CROWN 10' ACTUAL DIMENSIONS) 1 0.290' 0.290' NOTE: PAYMENT FOR CONCRETE VALLEY WILL BE BY THE SO. FT. INTEGRAL CURB & GUTTER WILL BE PAID FOR BY L.F. OF CURB & GUTTER OF SIZE AS SHOWN. PLAN NOT TO SCALE TS 1/2" PREMOLDED EXP. JT. MATERIAL AT ENDS OF CURB RETURNS (TYPICAL) REINF. #3 BARS ® 18" O.C.E.W., INCLUDED IN BID PRICE PER SQ. FT. 1 1/2- OR AS DIRECTED BY OF CONC. VALLEY THE OWNER'S PROJECT PAVEMENT AS REPRESENTATIVE. SPECIFIED ON ADJACENT STREET 8'-0" MIN. FOR SIDE STREETS rte— 10T0n MIN. FOR THROUGH STREETS PREPARED OR LOWER PART OF PAVEMENT STABILIZED UNDER VALLEY WHEN PAVEMENT SUBGRADE THICKNESS EXCEEDS 6 ". SECTION PAYMENT INCLUDED IN BID NOT TO SCALE PRICE OF CONC. VALLEY. CROWN TRANSITION FOR CONCRETE VALLEY DISTANCE FROM Q OF VALLEY CROWN 6' 1 7- 8` 0' 0.000' 0.000' 0.000' 5' 0.167' 1 0.167' 0.167' 10' 0.290' 1 0.290' 0.290' 20' 0.445' 0.445' 0.465' 30' 0.500' 0.540' 0.580' 40' 0.500' 0.583' 0.635' 50' 0.500' 0.583' 0.667' NOTE: CONCRETE SHALL BE CLASS "C ", 3600 PSI COMPRESSIVE STRENGTH AT 28 DAYS. W W W W W W W \ x 5% MAX a N W W W W W W W W W W W W W W W W FLANGED SIDES W / Q W W W W 8.3% MAX SLOPE,,, (TYP. ) RE \s 4" MAX (TYP) CURB & GU TTER PLAN #3 BARS N.T.S. CONNECTION 18" O.C.E.W.- TO SIDEWALK NOTE: 1. ALL SIDEWALKS AND CURB RAMPS SHALL BE 1" CUSHION CONSTRUCTED OF CLASS "A" CONCRETE WITH 5 SACKS SAND OF CEMENT /C.Y., MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 2. CURB RAMP SURFACE COLOR SHALL BE BRICK RED. 3. CURB RAMP SURFACE SHALL COMPLY WITH CURRENT REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS AND AMERICANS WITH DISABILITY ACT (ADA). SURFACES MUST BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO CONSTRUCTING THE CURB RAMP. 4. CURB RAMPS MUST COMPLY WITH ALL REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS SECTION 4.7. L_ 4" CURB RAMP SURFACE (SEE NOTE 3) CURB RAMP SURFACE (SEE NOTE 3) SECTION A -A N.T.S. W W W W W W VARIES W x W W W W Q W W W W W W W W / W W 2% MAX W W W 4'_0" W W W CURB RAMP LANDING / SIDEWALK W W W AREA, MAX SLOPE 2% IN ALL DIRECTIONS W W W W W W W W W W W W W 3' MIN W W W W W W W W W W \ x 5% MAX a N W W W W W W W W W W W W W W W W FLANGED SIDES W / Q W W W W 8.3% MAX SLOPE,,, (TYP. ) RE \s 4" MAX (TYP) CURB & GU TTER PLAN #3 BARS N.T.S. CONNECTION 18" O.C.E.W.- TO SIDEWALK NOTE: 1. ALL SIDEWALKS AND CURB RAMPS SHALL BE 1" CUSHION CONSTRUCTED OF CLASS "A" CONCRETE WITH 5 SACKS SAND OF CEMENT /C.Y., MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 2. CURB RAMP SURFACE COLOR SHALL BE BRICK RED. 3. CURB RAMP SURFACE SHALL COMPLY WITH CURRENT REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS AND AMERICANS WITH DISABILITY ACT (ADA). SURFACES MUST BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO CONSTRUCTING THE CURB RAMP. 4. CURB RAMPS MUST COMPLY WITH ALL REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS SECTION 4.7. L_ 4" CURB RAMP SURFACE (SEE NOTE 3) CURB RAMP SURFACE (SEE NOTE 3) SECTION A -A N.T.S. REMOVE 3 PANELS OF EXISTING SIDEWALK. 5% MAX -im� 1 4- (TYP) y V, FLANGED SIDES y W 10% MAX SLOPE W W W y W W W W W W W W W W Y W W W W W W W W W W W y W y y EXISTING CURB W W W W W W W NOTE: 1. All SIDEWALKS AND CURB RAMPS SHALL BE CONSTRUCTED OF CLASS W CONCRETE WITH 5 SACKS OF CEMENT /C.Y., MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 2. CURB RAMP SURFACE COLOR SHALL BE BRICK RED. 3. CURB RAMP SURFACE SHALL COMPLY WITH CURRENT REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS AND AMERICANS WITH DISABILITY ACT (ADA). SURFACES MUST BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO CONSTRUCTING THE CURB RAMP. 4. CURB RAMPS MUST COMPLY WITH ALL REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS SECTION 4.7. r ►A W a 0 J N X Q M 06 �--� A 3' MIN PLAN N. T. S. CONNECTION TO SIDEWALK 1" CUSHION SAND CURB RAMP LANDING AREA, MAX SLOPE 2% IN ALL DIRECTIONS 5% MAX y W W W W W W EXISTING SIDEWALK dr -Y W W W W W W W W W W W W W y W CURB RAMP SURFACE y (SEE NOTE 3) y #3 BARS 18" O.C.E.W. CURB RAMP SURFACE F (SEE NOTE 3) 4° SECTION A- A N.T.S. CURB RAMP LANDING AREA, MAX SLOPE 2% IN ALL DIRECTIONS 4'- 5' -0" SIDEWALK W PARKWAY, W W 2% MAX W W W W W W W h W W W W W W W W W \ W W W � W \ MAX' W W (TYP) W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W PLAN N.T.S. CONNECTION TO SIDEWALK NOTES: 1. ALL SIDEWALKS AND CURB RAMPS SHALL BE CONSTRUCTED OF CLASS "A" CONCRETE WITH 5 SACKS OF CEMENT /C.Y., MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 2. CURB RAMP SURFACE COLOR SHALL BE BRICK RED. 3. CURB RAMP SURFACE SHALL COMPLY WITH CURRENT REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS AND AMERICANS WITH DISABILITY ACT (ADA). SURFACES MUST BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO CONSTRUCTING THE CURB RAMP, 4. CURB RAMP MUST COMPLY WITH ALL REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS SECTION 4.7. 1" CUSHION SAND CURB & GUTTER 5% VARIABLE HEIGHT CURB (0" TO 6 ") CURB RAMP I SURFACE (SEE NOTE 3) #3 BARS 0 18" O.C.E.W. CURB RAMP SURFACE (SEE NOTE 3) _ • • SECTION A -A N.T.S. W W W W W W 6" W W W W W 4'- 5' -0" SIDEWALK W PARKWAY, W W 2% MAX W W W W W W W h W W W W W W W W W \ W W W � W \ MAX' W W (TYP) W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W PLAN N.T.S. CONNECTION TO SIDEWALK NOTES: 1. ALL SIDEWALKS AND CURB RAMPS SHALL BE CONSTRUCTED OF CLASS "A" CONCRETE WITH 5 SACKS OF CEMENT /C.Y., MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 2. CURB RAMP SURFACE COLOR SHALL BE BRICK RED. 3. CURB RAMP SURFACE SHALL COMPLY WITH CURRENT REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS AND AMERICANS WITH DISABILITY ACT (ADA). SURFACES MUST BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO CONSTRUCTING THE CURB RAMP, 4. CURB RAMP MUST COMPLY WITH ALL REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS SECTION 4.7. 1" CUSHION SAND CURB & GUTTER 5% VARIABLE HEIGHT CURB (0" TO 6 ") CURB RAMP I SURFACE (SEE NOTE 3) #3 BARS 0 18" O.C.E.W. CURB RAMP SURFACE (SEE NOTE 3) _ • • SECTION A -A N.T.S. t 9'-6- (TYP) N. 1.5. NOTES: 1. ALL SIDEWALKS AND CURB RAMPS SHALL BE CONSTRUCTED OF CLASS "A" CONCRETE WITH 5 SACKS OF CEMENT/C.Y., MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 2. CURB RAMP SURFACE COLOR SHALL BE BRICK RED. 3. CURB RAMP SURFACE SHALL COMPLY WITH CURRENT REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS AND AMERICANS WITH DISABILITY ACT (ADA). SURFACES MUST BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO CONSTRUCTING THE CURB RAMP. 4. CURB RAMPS MUST COMPLY WITH ALL REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS SECTION 4.7. r 4" 1" CUSHION SAND SECTION A- A N. T. S. �- tF CURB RAMP SURFACE (SEE NOTE P b< 5% MAX vo N (n W W W W w_ � W W a 6" PLAN N.T.S. NOTE: 1. ALL SIDEWALKS AND CURB RAMPS SHALL BE CONSTRUCTED OF CLASS "A" CONCRETE WITH 5 SACKS OF CEMENT /C.Y., MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 2. CURB RAMP SURFACE COLOR SHALL BE BRICK RED. 3. CURB RAMP SURFACE SHALL COMPLY WITH CURRENT REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS AND AMERICANS WITH DISABILITY ACT (ADA). SURFACES MUST BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO CONSTRUCTING THE CURB RAMP. 4. CURB RAMPS MUST COMPLY WITH ALL REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS SECTION 4.7. 9' -6" (TYP) 4'- 0" SIDEWALK VARIES ci W to y 2110 MAX ZIP STRIP SILICON SEALANT BETWEEN SIDEWALK AND BACK OF CURB �P 0� V . CURB RAMP LANDING AREA, MAX SLOPE 2% IN ALL DIRECTIONS CURB & GUTTER #3 BARS 0 18" O.C.E.W.- 1" CUSHION/ L 4" SAND TAPER CURB TO MATCH ELEVATION OF CURB RAMP (TYP. ) Kmmmw CURB RAMP SURFACE (SEE NOTE 3) SECTION A -A N.T.S. CURB RAMP SURFACE (SEE NOTE 3) NOTES: PLAN N.T.S. VARIABLE HEIGHT CURB (0" TO 6 ") 1. ALL SIDEWALKS AND CURB RAMPS SHALL BE CONSTRUCTED OF CLASS "A" CONCRETE WITH 5 SACKS OF CEMENT /C.Y., MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 2. CURB RAMP SURFACE COLOR SHALL BE BRICK RED. 3. CURB RAMP SURFACE SHALL COMPLY WITH CURRENT REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS AND AMERICANS WITH DISABILITY ACT (ADA). SURFACES MUST BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO CONSTRUCTING THE CURB RAMP. 4. CURB RAMP MUST COMPLY WITH ALL REQUIREMENTS OF TEXAS ACCESSIBILITY STANDARDS SECTION 4.7. VARIABLE HEIGHT CURB 1" CUSHION SAND ZIP STRIP SILICONE SEALANT BETWEEN SIDEWALK AND BACK OF CURB (TYP.) #3 BARS 18" O.C.E.W. 4" SECTION A -A N.T.S. GROOVED SURF (SEE NOTE 3) TAPER CURB TO MATCH RAMP ELEVATION (TYP. ) CURB RAMP LANDING AREA, MAX SLOPE 2% IN ALL DIRECTIONS V ZIP STRIP SILICONE SEALANT BETWEEN SIDEWALK AND BACK OF CURB (TYP.) #3 BARS 18" O.C.E.W. 4" SECTION A -A N.T.S. GROOVED SURF (SEE NOTE 3) I 1 i 12' -0" MIN. 1/2" REDWOOD EXP. JOINTS (USUAL) IN CONC. (TYP.) 1' -6" V -3" R.O. W. —I} e e S SIDEWALK (WHEN REQ'D.) a o TOOLED a JOINT • T- T- t a ► ° ° ° D a • 9D e D , o D. • i a , Q --3" #3 BARS ® t8" O.C.E.W. 0 0 _ ti • • • •. ► p \TOOLED EDGE (TYP.) STD. CURB & GUTTER- rep J Q N 18" 12" FLARE �_ ROUT AND SEAL DOWEL INTO a (TYP.) WITH GRAY SILICON EXISTING CURB HORIZONTAL CURB CUT TYP. N 00 NOT DISTURB EXISTING NOTE: EXISTING CURB SHALL NOT BE GUTTER FLOWLINE) TRANSITIONAL CURB CUT CUT UNTIL DRIVEWAY IS FORMED. A 4' SHALL HAVE A RUN OF 18" BUFFER OF INTACT SOIL BEHIND THE PLAN AND SHALL RISE FROM 1" BACK OF CURB SHALL BE PRESERVED ABOVE THE GUTTER FLOWLINE UNTIL THE CURB IS SAWCUT. GUTTER TO MEET THE EXISTING TOP 1 FLOWLINE--\ + OF CURB. I 1 •. Ri I 12 12' -0" MIN. DRIVE i 12" APPROACH (USUAL) EXISTING CURB & 18" TRANSITIONAL GUTTER (TYP.) CURB CUT (TYP.) SAWCUT DETAIL 18" TRANSITIONAL CURB CUT (TYP.) 'RECONST. TO THE 10' -0" USUAL LIMITS NECESSARY PARKWAY WIDTH TO MATCH EXIST. 4'_0" 6' -0" (USUAL)- 24" SAWCUT 3/4" TO 1" ABOVE THE SIDEWALK GUTTER FLOWLINE. I SECTION ISLOPE 1 4" FT. •DESIGN GRADE FOR A MAX. #3 BARS 0 O OF 18% BREAKOVER BETWEEN 18" O.C.E.W. R.0 W 1" SANG 5" 12" GRADES 15' APART. LINE CUSHION EXIST. PAVEMENT TOP OF CONC. HERE INCREASE TO EXIST. DRIVEWAY IS 1 1/2" ABOVE 6" ® GUTTER GUTTER TOP OF CURB C C*f�TInAI NOTES: 1. A HORIZONTAL CURB CUT IS REQUIRED FOR ALL DRIVE APPROACHES ONTO EXISTING STREETS. THE CURB CUT SHALL BE 3/4" TO i" ABOVE THE GUTTER FLOWLINE. 2. ALL EXPOSED EDGES SHALL BE GROUND TO A 1/4" RADIUS. 3. MINIMUM THICKNESS OF DRIVEWAY IS 5 ", USE 3000 PSI COMPRESSIVE STRENGTH CONCRETE WITH 5" MAXIMUM SLUMP. 4. CONCRETE TO BE POURED WITHIN 48 HOURS FROM THE TIME THE CURB IS SAWCUT. 5. PARKWAY, SIDEWALK, AND DRIVEWAY SIDEWALK SECTION WILL ALL HAVE A 1/4" PER FOOT SLOPE DOWN IN THE DIRECTION OF THE TOP OF CURB. 6. SEE FIGURE 4P FOR EXPANSION JOINT DETAIL. I I I I n I I I I � I 1I 12' -0" MIN. 1/2" REDWOOD EXP. JOINTS (USUAL) IN CONC. (TYP.) V -6" 1' -3" R.O.W. /STD. SIDEWALK p (WHEN REO'D.) TOOLED JOINT 6" ° I • p A • b rGSGO,, ° • o s STD. CURB 9l o & GUTTER a ° —� —�— –4- •RECONST. TO TI LIMITS NECESSAF TO MATCH EXIST t--3" #3 BARS 0 1.8" O.C.E.W. a/c 2 - #3 BARS EACH CURB RADIUS 1/2" EXP. JT (TYPICAL) --- 11--3' i 0 1 J Q N 0 0 ROUT AND SEAL DOWEL INTO 1044 NTH GRAY SILICON EXISTING CURB TYP. LIMITS OF HORIZONTAL CURB CUT (DO NOT DISTURB THE EXISTING GUTTER FLOWLINE) VERTICALLY 10' -0" USUAL PARKWAY WIDTH 4' -0" 6' -0" USU SIDEWALK I SECTION (SLOPE 1 4" FT 5 J \� \! \��j�� R.O.W. LINE 1" SAN CUSHION D TOP OF CONC. HERE IS 1 1/2" ABOVE TOP OF CURB PLAN 5 12'-'—f INCREASE TO 6" ® GUTTER SECTION #3 BARS 0 18" O.C. L1" SAND CUSHION LONGITUDINALLY #3 BARS ® 18" O.C. TRANSVERSELY DETAIL STANDARD SIDEWALK L DOWEL INTO EXISTING CURB (TYP.) NOTE: EXISTING CURB SHALL NOT BE CUT UNTIL DRIVEWAY IS FORMED. A 4' BUFFER OF INTACT SOIL BEHIND THE " BACK OF CURB SHALL BE PRESERVED UNTIL THE CURB IS SAWCUT. SAWCUT 3/4" TO 1" ABOVE THE GUTTER FLOWLINE. *DESIGN GRADE FOR A MAX. 7EXIST. OF 18% BREAKOVER BETWEEN GRADES 15' APART. PAVEMENT — EXIST. DRIVEWAY GU TTER NOTES: 1. A HORIZONTAL CURB CUT IS REQUIRED FOR ALL DRIVE APPROACHES ONTO EXISTING STREETS. THE EXISTING CURB CUT SHALL BE 3/4" TO 1" ABOVE THE GUTTER FLOWLINE. 2. ALL EXPOSED EDGES SHALL BE GROUND TO A 1/4" RADIUS. 3. MINIMUM THICKNESS OF DRIVEWAY IS 5 USE 3000 PSI COMPRESSIVE STRENGTH CONCRETE WITI 5" MAXIMUM SLUMP. 4. CONCRETE TO BE POURED WITHIN 48 HOURS FROM THE TIME THE CURB & GUTTER IS SAWCUT. 5. PARKWAY, SIDEWALK, AND DRIVEWAY SIDEWALK SECTION WILL ALL HAVE A 1/4" PER FOOT SLOPE DOWN IN THE DIRECTION OF THE TOP OF CURB. 6. SEE FIGURE 4P FOR EXPANSION JOINT DETAIL. 1/2" REDWOOD JOINTS EXP. IN CONC. (TYP.) USUAL MIN. 21' -0" BACK -BACK STD. SIDEWALK (20' -0" FACE -FACE) (WHEN REO'D.) 1' -6" 6.. 3" R.O.W. LINE #3 BARS , 18" ,� o JOINT 9 I I I I 0 C:E.W, a 6" 6 STD. CB. & �:' GUT ER v... 4. I---F I- I_1 1' -6" IROU AND SEAL USUAL 24" SAWCUT GUTTER & CB. 1/2" EXP. JT. FULL DEPTH 2 - #3 BARS EA. CURB RADIUS 1/2'* EXP. JT. NOTE: IF GUTTER IS CRACKED, DRIVEWAY PLAN AND GUTTER MUST BE POURED MONOLITHICALLY. 'CONST. TO THE 10' -0" USUAL LIMITS NECESSARY PARKWAY WIDTH TO MATCH EXIST. 4' -0" 6' -0" USUAL 24" SIDEWALK (USUAL) SAWCUT & FORM 3/4" RISE AT I SECTION EDGE OF EXIST. GUTTER. TOOL (SLOPE 1 4" FT EDGE & BRUSH JT. WHILE CONC. .. IS FRESH. 6 " \��\ . ; *DESIGN GRADE FOR A MAX. OF 18% BREAKOVER BETWEEN R.O.W. 1" SAND 6" 12" GRADES 15' APART. LINE CUSHION EXIST. PAVEMENT TOP OF CONC. HERE EXIST. DRIVEWAY IS 1 1/2" ABOVE GUTTER TOP OF CURB SECTION TOOLED EDGE - TOOLED EDGE 14" #3 BARS ® 18" O.C. 1" SAND CUSHION LONGITUDINALLY #3 BARS ® 18" O.C. TRANSVERSELY DETAIL STANDARD SIDEWALK NOTES: 1. MINIMUM THICKNESS OF DRIVEWAY IS 6 ", USE 3000 PSI COMPRESSIVE STRENGTH CONCRETE WITH 5" MAXIMUM SLUMP. 2. CONCRETE TO BE POURED WITHIN 72 HOURS FROM THE TIME THE CURB & GUTTER IS SAWCUT. 3. PARKWAY, SIDEWALK, AND DRIVEWAY SIDEWALK SECTION WILL ALL HAVE A 1/4" PER FOOT SLOPE DOWN IN THE DIRECTION OF THE TOP OF CURB. 4. SEE FIGURE 4P FOR EXPANSION JOINT DETAIL. CURB ON DRIVE APPROACH IS OPTIONAL - EXISTING VI ICH THIS SLOPED AREA SHOULD BE SODDED TO RESIST EROSION (BOTH ENDS). DOWNSTREAM NOTES: CROSS HATCHED AREA REPRESENTS DRIVE DRIVE APPROACH APPROACH PAVEMENT. PAVEMENT TO BE 5 INCHES WIDTH OF REINFORCED CONCRETE. 1/8" PER FT. (TYP PROPERTY LINE EDGE OF ASPHALT EDGE TO BE ` CULVERT PIPE TO BE 18 INCH DIAMETER OR LARGER. STRAIGHT ENDS TO BE CUT ON 6:1 SLOPE. PIPE TO BE REINFORCED CONCRETE TONGUE AND GROOVE PIPE. PLAN PROPOSED DRIVE APPROACH I NEW CULVERT PIPE NOTE: UPSTREAM AND DOWNSTREAM GRADING IN ROADWAY DITCH IS PROPERTY OWNER'S RESPONSIBILTY DURING DRIVE APPROACH INSTALLATION. PROPERTY PROPOSED DRIVE APPROACH LINE PAVEMENT SURFACE C 1/4" PER FT 1/4 EXISTING I DRIVE J BACKFILL IN DITCH TO BE COMPACTED - UPSTREAM EDGE OF ASPHALT ,.Z::z TSJZ2::j -EDGE WHERE DRIVE APPROACH MEETS PAVEMENT TO BE STRAIGHT. CULVERT PIPE (18' DIAMETER ELEVATION OR LARGER) 1. ALL CULVERT PIPE MUST BE REINFORCED CONCRETE PIPE THAT HAS NOT PREVIOUSLY USED. 2. DIAMETER OF CULVERT PIPE TO BE DETERMINED BY THE PUBLIC WORKS DEPARTMENT. 3. FUTURE MAINTENANCE OF THE DRIVE APPROACH AND CULVERT PIPE IS THE PROPERTY OWNER'S RESPONSIBLITY. 4. ALL DITCH GRADING UPSTREAM AND DOWNSTREAM OF THE PROPOSED DRIVEWAY CULVERT IS THE PROPERTY OWNER'S RESPONSIBILTY. ENO OF RAIL FOR PAYMENT 9" MIN. 3' -7" MAX. 4* -0 1/4' METAL BEAM 110.7/4' GUARD FENCE I I 1 I I I I I I . I I I; ili END OF ABUTMENT _ /� DO NOT PROVIDE A � TUBE SPACE IN THIS PANEL UNLESS THERE IS AN ARMOR PLATE HERE .. PERMISSIBLE SHOP SPLICE (ONE PER PANEL) i 8' -4" MAX. POST SPACc / PROVIDE TUBE SPLICES FOR RAIL G MEMBERS WITHIN PANEL OVER I (EXPANSION) ARMOR JOINTS I I t FOR PREST. BOX BMS.: 6" MIN. MEASURED FROM OR FINGER JOINTS. -1 LNU Of BOX IL JOINT OPENING � • � � NOTE: TUBE SPLICES ARE NOT REQUIRED AT ENDS OF 1 --=- OVER JOINTS AT ENDS OF UNIT FOR (FIXED) UNIT NOTE: METAL BEAM GUARD FENCE ARMOR JOINTS AND JOINTS IN PAN FORM MUST BE ATTACHED TO THE BRIDGE AT ABUTMENT SPANS OR SIMPLE SLAB SPANS. RAIL AND EXTENDED ALONG THE BENTS EMBANKMENT. SEE PLAN SHEET FOR PAYMENT. AILS AND LENGTH FOR I N g I n p- P-1 f7\1 A T I n n I ii G' 0 n I I 3/16^ It 3/8" 1 HOLE IN BOTTOM RAIL CAP DETAIL CAP ENDS OF TUBES I- 7- 1/4"x3/8 "x3 -1 /4" - - - - - FIELD OFFSET 3/8" I I 3/16• 1 Y 4 -1/4 1 1�1 " DUa HOLES 1-3/4" 2 -1/2" 3' -1 1/2" USUAL ��-1 0- 3a-:_b I / z 0 E, t _ 1/4" RADIUS mp D DRAIN HOLE m � O U l -� my I I i J 10 ax I � SECTION D -D I I I2-1n I 1I 21"R mv & 5/8" SLOTTED TRUSS HO. BOLTS WITH WASHERS -------- - - -- -- 1 0l - - - -k 2 -1/2 "x3/8 "x22 -1/ BENT AS SHOWN GAIVA- - D L - ----- --- - - - - -- I of +- -• - 4- 4'-------- - - - - -- �I T D 4_1 - It POST BEND ZONE METAL BEAM GUARD FENCE TO RAIL CONN. Z 7/8 "x 1 SLOTTED 7/8" BA DETAIL C SECTION A —A t 2 "x2" TUBE MEMBER (L 1/2" SLOTTED TRUSS NOMINAL FACE OF RAIL Q 11 /16'x1 1/4" HORIZ SLOTS LOTS IN POST FLANGE. 11/16" DIL HOLES IN HEAD BOLT WITH HEX TUB OR PUNCH). ES( NUT do WASHER 1' -0" MIN. I B (DRIVING FIT) OR WELDED (TYP.) Q 13/ 16 "x 1 1/4' HORIf \ SLOTS IN POST FLANGE. 1 C 1316- DUL HOLES IN UBES(ORIL OR PUNCH). fl IF HOLES ARE PUNCHED, MEMBER THE FIRST SURFACE ` PENETRATED WILL BE _ PLACED NEXT TO POST. (L 5/8" SLOTTED TRUSS HEAD BOLTS WITH HEX NUT do WASHER W In 2 m a 5 co W A N 4 BOLTS (3/4" NOMNAL 1 "(MAX. DIA.) FORMED HOLES IN SIDEWALK— MEN t 4 "x3' TUBE - MEMBERS 01 10 �I W NOTE: IN LIEU OF FLANGE WELD SHOWN, A 3/8" FILLET WELD ALL AROUND INCLUDING EDGES OF FLANGE MAY BE USED. C POST I 7 1 2 1 I II II 111 II 1 1 II I1 II III 1 III I m � AT SPLICE OR EXP. JOINT 1 1/4- AT FINGER JOINT USE FINGER JOINT OPENING / MEMBERS Z K — - -11 t - -1 THICKNESS 1/4' PIN 3/4' > 11 I I — i III I B (DRIVING FIT) OR WELDED (TYP.) q o II 1 .250 o POST WWO '1 li 1 TUBE SPLICE DETAI fl 2"x2" TUBE MEMBER ANY OF ABOVE OR EOUAL 110" 110" . p OLT ANCHORAGE PLATES • (SEE DETAIL) .. p ' 3/16 FRONT FLANGE s /16 +1/16 OF POST 4s 8"x1/4 "x0'- 9 "(7/8"DI► HOLES) MAY BE EMBEDDED FLUSH WITH BOTTOM OF SLAB POST ELEVATIONS v WELD AND GRIND SMOOTH SLEEVE SECTIONS FOR 2 "x2" MEMBER SIMILAR TO THESE AS REOUIRED SLEEVE FABRICATION OPTIONS NOTE: THE DIFFERENCE BETWEEN THE OUTSIDE DIMENSIONS OF THE SLEEVE AND THE INSIDE DIMENSIONS Of THE RAIL SHALL NOT EXCEED .125' ALONG EITHER AXIS. c n m F TUBE AND SLEEVE MEMBERS 4-x3- RAIL MEMBER I SLEEVE THICKNESS MATERIAL THICKNESS MATERIAL A36 A500 Gr C 188" 188' A500 Gr B .250 .250 r A R 1 313" .250" 2"x2" TUBE MEMBER ANY OF ABOVE OR EOUAL 110" 110" SECTION B —B J I -1. 1 1/4" MAX OLEO S - 1/2 RADIUS NOTCHES 2 1 /2'x 1 /4 aPLATES INSTALL ONE ASSEMBLY IN [SIDEWALK H RAIL POST. FIELD CUT OR BEND AS REOUIREO TO FIT SPECIAL CONDITIONS. 00 NOT GALVANIZE NOR OIL THIS ASSEMBLY. BOLT ANCHORAGE PLATES SLAB MUST BE DESIGNED 2 BOLTS FOR RAIL BENDING MOMENT OF 210 Kip. In. 1 * -2" LONG wk- 1 r i 2 BOLTS • �� 6Z 01 8' LONG 2 BOLTS 8' LONG USUAL MOUNTING AT ABUTMENT WINGWALL POST MOUNTING DETAILS GENERAL NOTES: ,2 BOLTS V -2' LONG (STRAIGHT BOLTS FOR CONCRETE 13" THICK OR MORE) 3" RADIUS SPECIAL MOUNTING 1. PUBLIC WORKS TO MAKE DETERMINATION ON BRIDGE RAILING CLASSIFICATION. ALL VEHICULAR SAFETY RAILS SHALL USE TYPE C301 COMBINATION RAIL AND ALL PEDESTRIAN SAFETY RAILS SHALL BE DESIGNED TO MEET THE RECOMMENDATIONS OF THE CITY IMAGE STUDY. 2. DESIGNED ACCORDING TO CURRENT AASHTO STANDARDS AND CURRENT INTERIM SPECIFICATIONS. 3. PANEL LENGTHS OF TUBE MEMBERS SHALL BE ATTACHED CONTINUOUSLY TO A MINIMUM OF THREE POSTS (EXCEPT AT ABUTMENTS WITH EXPANSION JOINTS). 4. THE FACE OF RAILING SHALL BE VERTICAL IF ADJACENT TO A WALKWAY UNLESS OTHERWISE SHOWN IN PLANS. RAIL POSTS SHALL BE PERPENDICULAR TO ADJACENT ROADWAY GRADE. GROUT MAY BE USED UNDER BASE PLATES IF NECESSARY. 5. EXPOSED EDGES OF HANDRAIL AND HANDRAIL POSTS SHALL BE ROUNDED OR CHAMFERED TO APPROXIMATELY 1/16" BY GRINDING. 6. ALL BOLTS, NUTS. WASHERS, ANCHORAGE PLATES, BOTTOM PLATES AND M.B.G.F, CONNECTORS ARE CONSIDERED PARTS OF THE RAIL FOR PAYMENT. 7. ALL STEEL COMPONENTS EXCEPT REINFORCING SHALL BE GALVANIZED UNLESS OTHERWISE SHOWN ON PLANS 8. ANCHOR BOLTS SHALL BE 3/4" DIA. ASTM— A325(OR A321 THREADED RODS WITH TACK WELDED NUTS). THREADED RODS MAY BE 0.670" MIN. DIA. WITH ROLLED THREADS. EACH BOLT SHALL HAVE A HARDENED STEEL WASHER AND A 2" PLAIN STEEL WASHER. NUTS SHALL CONFORM TO A563 REQUIREMENTS AND SHALL BE TAPPED AFTER GALVANIZING. BOLTS AND NUTS SHALL HAVE CLASS A 2B FIT TOLERANCES. 9. SHOP DRAWINGS TO BE SUBMITTED TO THE BRIDGE ENGINEER FOR APPROVAL WILL BE REQUIRED ONLY FOR RAILS ON HORIZONTAL CURVES IN WHICH CASE THE RAIL MEMBERS SHALL BE FABRICATED TO THE REQUIRED RADIUS FOR RADII OF 600' OR LESS. 10. FOR RAILS NOT REQUIRING SHOP DRAWINGS, ERECTION DRAWINGS SHOWING PANEL LENGTHS, SPLICE LOCATIONS, RAIL POST SPACING AND ANCHOR BOLT SETTING SHALL BE SUBMITTED TO THE RESIDENT ENGINEER FOR APPROVAL. 11. SHOP DRAWINGS MAY BE SUBMITTED AS 11 "x18" PRINTS PROVIDED THEY ARE CLEARLY LEGIBLE. 12. ALL OPEN ENDS OF RAIL SHALL BE CAPPED. W W Z O H N D N U � 3 O Q V) X_ H O 2 A, O W ^ O O Q- 0 d v Z J Q Va X v) WQ 0�4 d Q 2 mW Of cr (-)0 f— U Z W N X W C7 O Z • -Q N Z J W Z 0 W W W W O m � FWa W U U � �Ld J J W � � U W O Q ML,m Z O �-_- U w tl•) W W ry I— Q U_ CL I— W J Q U N O H O Z NERMANT ASPHALT PAVEMENT REPLACEMENT N *RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 15P -1 J � J Z l� •- Q n U� M ~ul m�!- JWZ J Q M W 0 i EXIST, 100 YR. FLOOD PLAIN HOUSE MIN. EASEMENT WIDTH EXI IMPROVED 100 YEAR W FLOOD PLAIN F.F. - - --y -- �•� z_ -4 FILL ° IMPROVED 100 YR. WATER SURFACE --� EXIST. CHANNEL SECTION BEFORE IMPROVEMENTS EXCAVATION ST. 100 YR. WA SURFACE HOUSE CE L F.� LEVEE 1.5' PONDING BEHIND MIN. LEVEE (100 YR.) PROPOSED CONCRETE CHANNEL LINER FULL 100 YR. CONCRETE CHANNEL LINER HOUSE IMPROVED 100 YR. FLOOD PLAIN (ADD 25' FOR EASEMENT WIDTH) F, F. 1.5' M - IN, i-jl- 100 YR, WATER L 1.5' SURFACE MIN. �-'. RE TAINING WALL TYP) 1 MAX LOPE (TYP) PILOT CHANNEL TERRACED EARTHEN CHANNEL HOUSE CHANNEL LINERS N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 1D HOUSE BUILDING SETBACK WIDTH HOUSE ki- 100 YR. FLO( i100 YR. WATER SURFACE NATURAL GROUND- CURB & GUTTER MINIMUM 5 YR. DESIGN - OVERSIZE AS REQUIRED (10, 25, 50, 75 YR.) TO MAINTAIN 100 YR. SPREAD LIMIT SHOWN ABOVE TIGHT -OF -WAY PLAIN (MAX. SPRE STORM DRAIN IN STREET 1.5' MIN. I HAVLMLN I UNDERGROUND STORM DRAIN CONDUIT F HOUSE PERMANENT DRAINAGE EASEMENT IMPROVED 100 YR. HOUSE FLOOD PLAIN LIMITS F.F. I -�MIN. I F. F. 100 YR. WATER / SURFACE -/ UNDERGROUND STORM DRAIN CONDUIT - OVERSIZE AS REQUIRED (10, 25, 50, 75 YR.) TO MAINTAIN 100 YR. FLOOD PLAIN LIMITS WITHIN EASEMENT OVERLAND RELIEF _I R STORM DRAIN IN EASEMENT 1.5' MIN. OVERLAND RELIEF SWALE -LINE WITH MATERIAL, APPROVED BY PUBLIC WORKS DEPT., TO PROTECT SIDE SLOPES. STORM DRAIN FLOOD LIMITS N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 2D ESSIVE STRENGTH CONCRETE 2" DIA. WEEP HOLES AT 20' -0" O.C. TOEWALL SECTION USED WHEN CONCRETE LINING IS DELETED FROM CHANNEL I BOTTOM. BARS /�F /� NOTE: SEE PLAN - PROFILE B FOR DIMENSIONS 'D". BARS y 'T'. "W" AND "X ". BEGIN SLOPE TO EXTRA SIDE WALL HT. ON OUTSIDE WALL, I I I I I I Iz � I Ld BOTTOM WIDTH VARIES ' 'T" • 12' GROUT POST IN SLEEVE W to J 2 � W Wa � � W SLOPE 1/2 "/FT. VARIES (5" MIN.) vi REINFORCING SHA 411 1 S\ e I -r THICKNESS _ J VARIES (5 MIN.) 2" DIA. WEEP HOLES SHALL BE PLACED IN THE BOTTOM AT THE RATE OF 1 PER 200 SO. FEET. TYPICAL TRAPEZOIDAL SECTION Y P.C. OF CURVE FLOW - REINF. AS DIRECTED BY OWNER'S PROJECT REPRESENTATIVE 2 -15 BARS EXPOSED END MAX. INCREASE IN WALL HT, P.T. OF CURVE VARIES VARIES INCREASE HT- OF REINFORCING CHAIRS SHALL BE USED AS DIRECTED BY THE OUTSIDE WALL ON i OWNER'S PROJECT REP. 1 FT.3 PEA CURVE SEE DETAILS FOR FENCE \\�\\ RUB SMOOTH VERT. FORMED WALL %\ w WHERE LINING TERMINATES AT ABUTTING 5 3000 PSI COMPRESSIVE STRENGTH CONCRETE ` WINGWALL STRUCTURE PROVIDE PREFORMED BARS /� > EXPANSION JT. RECESSED 1" WITH 1/2- SMOOTH PVC DOWEL BARS AT 18" O.C. SEAL JOINT WITH SLEEVE - ��i \� BOTTOM AND UNFORMED SIDES 3000 PSI COMPR TYP.) PLASTIC JOINT SEALANT. 12" (TYP-) % / ESSIVE STRENGTH CONCRETE 2" DIA. WEEP HOLES AT 20' -0" O.C. TOEWALL SECTION USED WHEN CONCRETE LINING IS DELETED FROM CHANNEL I BOTTOM. BARS /�F /� NOTE: SEE PLAN - PROFILE B FOR DIMENSIONS 'D". BARS y 'T'. "W" AND "X ". BEGIN SLOPE TO EXTRA SIDE WALL HT. ON OUTSIDE WALL, I I I I I I Iz � I Ld BOTTOM WIDTH VARIES ' 'T" • 12' GROUT POST IN SLEEVE W to J 2 � W Wa � � W SLOPE 1/2 "/FT. VARIES (5" MIN.) vi REINFORCING SHA 411 1 S\ e I -r THICKNESS _ J VARIES (5 MIN.) 2" DIA. WEEP HOLES SHALL BE PLACED IN THE BOTTOM AT THE RATE OF 1 PER 200 SO. FEET. TYPICAL TRAPEZOIDAL SECTION Y P.C. OF CURVE FLOW - REINF. AS DIRECTED BY OWNER'S PROJECT REPRESENTATIVE 2 -15 BARS EXPOSED END MAX. INCREASE IN WALL HT, P.T. OF CURVE VARIES END SLOPE TO EXTRA SIDE WALL HT. . EXPANSION JT. SPACED AT 100' CENTERS OR AT LEAST ONE JT- PER SECTION OF CHANNEL - &Y -EXTRA SIDE WALL HT.- 322R I I WHERE "V" -VELOCITY OF FLOW IN FT. /SEC. I "R'- RADIUS OF CURVE IN FT- APPROVEIS "W"-WATER SURFACE WIDTH IN FT. JT SEALEIR INCREASE HT. OF OUTSIDE WALL ON CURVE I I 2' V 1/2 "002" SMOOTH DOWELS FFF- -- WITH EXPANSION CAPS AT 18" O.C. GREASED ON ONE END TO BREAK BOND DETAILS OF REINFORCED CONCRETE CHANNEL LINER I I I o I I I I PREFORMED EXP. JT. RECESSED 1" EXPANSION JOINT LL BE /4 BARS AT 18' O.C.E.W. REINFORCING CHAIRS SHALL BE USED AS DIRECTED BY THE i OWNER'S PROJECT REP. 1 FT.3 PEA 2" DIA, PVC . . GRAVEL • RUB SMOOTH FILTER FABRIC DETAIL FOR WEEP HOLES END SLOPE TO EXTRA SIDE WALL HT. . EXPANSION JT. SPACED AT 100' CENTERS OR AT LEAST ONE JT- PER SECTION OF CHANNEL - &Y -EXTRA SIDE WALL HT.- 322R I I WHERE "V" -VELOCITY OF FLOW IN FT. /SEC. I "R'- RADIUS OF CURVE IN FT- APPROVEIS "W"-WATER SURFACE WIDTH IN FT. JT SEALEIR INCREASE HT. OF OUTSIDE WALL ON CURVE I I 2' V 1/2 "002" SMOOTH DOWELS FFF- -- WITH EXPANSION CAPS AT 18" O.C. GREASED ON ONE END TO BREAK BOND DETAILS OF REINFORCED CONCRETE CHANNEL LINER I I I o I I I I PREFORMED EXP. JT. RECESSED 1" EXPANSION JOINT EASEMENT UNE Ya4i OWN OI rA JHZ tn N OW 2WFR oaaW00 S WS(A JK < QQZO 3OZOW� -ZL" m� WZQ�Z x In 0. OW O OWm� WL "Ap =! XI �W mWF �G<. a 0- JV tlN ZZ S 9Lrc � Z <Q O� 2000 jKA<w,- jz �W� N n. z W 3 3 ~Oy N4 JZOZ� VIO =�W rOF�-5 Z o OJ x U 0 01<- Q O M O-o Z 0 2 W(tW� a}ZNZ H' aW�J IAU 0ci y yl W W 2 W W HIV W V W W aa' zwer U XmOU OS pp}}Y]Sy>NCiZ XNJ of--o o in 0 WOO cVKSmOD�IJ MUa 4Ua?Z W Zy O U yj jY S W yy2 �A jp 5 < V W o �3 �;tr W �— I W o a Z 2 I U CL 2 h o 3:0 v I qagg (A V; O S0 j cC �+OS OU iA �GW n0 q in 1 'I io jo �^ z zo 0:LjjO- h az M0-30 aWZ H L J -jW WO li Q1 O VI EASEMENT LINE CONCRETE PILOT CHANNEL N *RTH R_ IC_HLAND ^HILLS R 02 -26 -2007 FIGURE 4D � L x z 0.q 2 s m§ 0 s� 0 w) k b &§ ?� � Q Q .| �Li 2a«ce a .§ 2�� 3� U = , k§ § Bkq CL �3ƒEju AU.0 § b`a - k -,�� k� 2u� �f°§ =�k� °»f �� %�¥ H -»} yy, bo& 2e$ ��w 8k keb -�§ k� 292 §� /� 03 �z, z k�o g g z 0 °ux3 .0 §� ��ko zu ��� -�� « 1{ ouz o �2le 0 ® ®m IAL� ukb] k §�m§Ow -i %§kK 0w MWOM ©�f� ?0M¥�� � oa k J� (b@2 zzz§ oo 2s � !R LE 03 §S -g22 6. 22§w z o a,0 �e ��d3o� �w ■©�� ao ozed HLLJ g� z� �§ , -ea �� - -�� EX 0 9z oK � §�■ 7�- 2222 d e s® a-�_� o z, -.0• -2 u (i =§ «o w�°)� § �3 ¥ &wa X20 o;n §� �T k 2# u� \§ CL Oz §< e � °�� ak§ G kj0 u )0 § :z0 �coz )§KK MAX. SLOPE #4 BARS (TYP.) 3:1 (TYP.) // j\\ 18" O.C.E. W. 5" r L-M, D MINUS (TYR) \� 4.. (TYP.) a 6" SECTION C —C ,:.:... N.T.S. #4 BARS 0 18" O. C. E. W. D+2'- SECTION B —B N. .S. 20 +2' MAX. SLOPE 7" 3:1 (TYP.) #4 BARS I. 12" C/C n � 4, -0„ M#4 BARS 0 6'---4 � 18" O.C.E. W. SEE DTL "D" SECTION A —A N.T.S. B A + L I _FLOW 0 I PLAN LB N.T.S. C A C CONC. CRADLE (SEE SECTION C -C) #4 BARS 0 lil t2" C /C 24" BAR DETAIL N.T.S. #4 UARb 18" O. C. E. W. DETAIL "D" N.T.S. NOTE: FOR PIPE DIAMETER SEE PLAN AND PROFILE SHEET.) A N L 0 O #4 BARS 0 g 18" O.C.E.W. SECTION A -A N. T. S. PLAN N. T. S. 12" (TYP. ) 12" (TYP. ) #4 BARS ® 18" O.C.E.W. 2D +2' 1 YP.) T) ( TYP. ) MAX. SLOPE 3:1 (TYP.)- Nei D +2' SECTION B -B N. T. S. MAX. SLOPE 3:1 (TYP.) - #4 BARS 0 18" O.C.E.W. A& 5" D MINUS 4" SECTION C -C N.T.S. in + 0 NOTE: FOR PIPE DIAMETER. SEE PLAN AND PROFILE SHEET. 1/8 CIRCUMFERENCE V -6" 13 BARS BENT I- i /-AS SHOWN I _ _ O.Q. (LARGE PIPE) +1' -0" 1 3000 PSI 03 O 14' CONCRETE (CIRCUMFERENTIAL) A COUPLING OF R.C.C. PIPES OF DIFFERENT DIAMETERS I_ O.D. (LARGE PIPE) +1' -0" I 3000 PSI J CONCRETE /3 O (CIRCUMFERENTIAL) A COUPLING OF RCCP TO CGMP CONCRETE COLLAR DETAILS D X HOOP BARS 18" OR SMALLER 6" #3 LARGER THAN 18" 9" #4 PROPOSED LATERAL STORM DRAIN PIPE (2) HOOP BARS c 2" CLEAR 71 Ai �a V/. v EXISTING STORM DRAIN �— FINISH FLUSH NOTE: STORM DRAIN TAP SHALL BE 1 1/2" MIN. CONSIDERED SUBSIDIARY TO 3" MAX. COST BID PER L.F. OF LATERAL \ DRAIN PIPE RESPECTIVELY. `GROUT PIPE IN PLACE (GROUT MAX. 3 MIN. 1 1/2") —BREAK OUT EXISTING CONCRETE, BEND PIPE STEEL INTO NEW CONCRETE STORM DRAIN TAP DETAIL NOTE: PREFABRICATED FITTINGS SHALL BE USED ON ALL PROPOSED STORM DRAINS. -SEE REINFORCEMENT FOR CONCRETE PLUG T= LENGTH OF PIPE GROOVE OR 2 1/2" MIN. REINFORCEMENT FOR CONCRETE PLUG PIPE SIZE REINF. BAR DI CACCE S 18 " -39" #3 12" E.W. 1/2T 42"-54" #3 12" E.W. 1 /3T 60"-72" #4 12" E.W. 1/4T S v T -SEE REINFORCEMENT FOR CONCRETE PLUG T= LENGTH OF PIPE GROOVE OR 2 1/2" MIN. REINFORCEMENT FOR CONCRETE PLUG PIPE SIZE REINF. BAR DI CACCE S 18 " -39" #3 12" E.W. 1/2T 42"-54" #3 12" E.W. 1 /3T 60"-72" #4 12" E.W. 1/4T NOTE: STEEL HANDLE FOR REINFORCED CONCRETE PIPE PLUG SHALL BE LOCATED 1/4 I.D. ABOVE CENTER POINT OF PLUG. TWO STEEL HANDLES WILL BE REQUIRED ON PLUGS OF 36" PIPES OR LARGER AND SHALL BE PLACED 1/4 I.D. APART AND 1/4 I.D. ABOVE CENTER OF PLUG. CONCRETE PLUG DETAILS NO SCALE V t 4" �• c BASS & HI (OR APPRC NOTES: CONSTRUCTION JT. AT CORNERS 3' -0" /4 BARS 18" C —C —i W + T W T A TOOLED EDGES - 1 TOOLED EDGES 1 t. . j 4" 3" FILLET IN OPENING TROWEL FINISH SECTION A -A /4 BARS O 18" O.C.E.W. CONSTRUCTION JT. AT CORNERS . '— — O.C.E.W. PLAN VIEW INLET SIZE T W A 2' SOUARE 7" 2' -0' 2' -0" 4' SOUARE 7" 4' -0" 3' -0" 5' SQUARE 8" 5' -0" 4' -0" 6' SOUARE 9" 1 6' -0" 4' -0- 1. MATERIAL AND WORKMANSHIP SHALL CONFORM WITH THE REOUIREMENTS OF NORTH RICHLAND HILLS STANDARD SPECIFICATIONS FOR STANDARD CONCRETE MANHOLES. MINIMUM 3000 PSI CONCRETE. 2. LAYERS OF REINFORCING STEEL NEAREST THE INTERIOR AND EXTERIOR SURFACES SHALL HAVE A COVER OF 2" TO THE CENTER OF BARS, UNLESS OTHERWISE NOTED. 3. FOR DETAILS OF REINFORCING OF LOWER PORTIONS OF INLET SEE APPROPRIATE SQUARE MANHOLE DETAILS. 4. DEPTH OF REINFORCING OF LOWER PORTIONS OF INLET IS VARIABLE. APPROXIMATE DEPTH WILL BE SHOWN ON PLANS AT LOCATION OF INLET. 5. ALL STANDARD DROP INLETS SHALL HAVE ONE OPENING ON EACH SIDE UNLESS OTHERWISE SHOWN ON PLANS. 6. DECK MAY BE REINFORCED SAME AS 4' SOUARE MANHOLE. c �t i un BARS B - #4 BARS ® 18" OUTSIDE FACE BARS T - #5 BARS ® 8" E.W. HOOKED C-1 run BARS B - #4 BARS 0 9" OUTSIDE FACE BARS C - #4 BARS ® 18" INSIDE FACE BARS C - #4 BARS ® 9" INSIDE FACE C Ul I #4 DOWELS ® 18 I ALL AROUND I I EXCEPT IN WAY OF PIPE 5" 12" 1�il2" #5 BARS 8" E.W. NOTE: SECTION B —B SLOPE INVERT OF MANHOLE N.T.S. AS INDICATED ON PLAN - PROFILE SHEET. _ 5' -4" SECTION C -C (VERTICAL BARS NOT SHOWN) N.T.S. NOTES: 1. MATERIALS AND WORKMANSHIP SHALL CONFORM WITH THE REQUIREMENTS OF STANDARD SPECIFICATION FOR STANDARD MANHOLES. 2. LAYERS OF REINFORCING STEEL NEAREST THE INTERIOR AND EXTERIOR SURFACE SHALL HAVE A COVER OF 2" TO THE CENTER OF BARS, UNLESS OTHERWISE NOTED. 3. EXCAVATION FOR MANHOLE TO BE INCLUDED IN UNIT PRICE BID FOR MANHOLE. 4. STANDARD 4 FOOT SQUARE MANHOLE SHALL NOT BE USED IF STORM DRAIN PIPE I.D. IS GREATER THAN 36 ". 0 i 5'-0' # 4 BAR B 8" B I N # 4 BAR C t to 8" M A 0 t #4 BARS 'n AS SHOWN BASS & HAYES NO.300 -24 (OR APPROVED EQUAL) MARKED "STORM DRAIN" 1:2 MORTAR FOUR OR MORE COURSES 2 1/2" PRECAST ADJUSTMENT RINGS BARS B 8.. #4 0 18" =TOP OF PIP cow .-V'jo ®t,,, Q® Ow U-0 mN Nm Zd 1"x4" KEY i OR #4 BARS AT 8" C -C IN LIEU OF KEYWAY SECTION A -A N. T. S. 6'-4" m .. fSEE HOOK 8" DETAIL V I- ##5 BARS T A tl/ = 5/8" 6'- 0" 7" --� -�-� HOOK D E TA I L PLAN N. T. S. 22 1/2" Fib DIA. — BARS C #4 BARS ® 18" . 9�; STEEL T OWEL FINISH #5 BARS AT 8" EACH WAY HOOKED EACH END . (5) 1/2" X 0' -9" DOWELS AROUND PAVING SURFACE RING TO BOND BRICK TO SLAB f" a� - 40 1 00 #5 BARS 0 8" O.C.E.W. NOTE: DEPTH "D" SHALL BE SHOWN ON STORM DRAIN PLAN AND PROFILE SHEETS �-- BARS T #5 BARS ►- o 8" E. W. Z t 8" N w - VERTICAL BARS N #4 BARS AT 18" N 3: (IF WALL HEIGHT w Q_ IS OVER 4' USE Of o STEEL REBAR SPACERS) o SLOPE 3/8" TO DRAIN 1 1 1 1 1 1 1 1 1 1 1 T F to NOTES: BARS B - #4 BARS ® 18" OUTSIDE FACE BARS T - #5 BARS 0 8" E.W. HOOKED BARS B - #4 BARS ® 9" OUTSIDE FACE 0 to i 2= 12" �I I #5 BARS I® 8" E. W. SECTION B -B N.T.S. BAR -B SECTION C -C (VERTICAL BARS NOT SHOWN) N.T.S. BARS C - #4 BARS 0 18" INSIDE FACE BARS C - #4 BARS 0 9" INSIDE FACE C #4 DOWELS ® 1 ALL AROUND EXCEPT IN WAY OF PIPE — 5" T NOTE: SLOPE INVERT OF MANHOLE AS INDICATED ON PLAN - PROFILE SHEET. to i io 6' - 0" N #4 BAR B 8„ 5- -11" #4 BAR C 1. MATERIALS AND WORKMANSHIP SHALL CONFORM WITH THE REQUIREMENTS OF STANDARD SPECIFICATION FOR STANDARD MANHOLES. 2. LAYERS OF REINFORCING STEEL NEAREST THE INTERIOR AND EXTERIOR SURFACE SHALL HAVE A COVER OF 2" TO THE CENTER OF BARS. UNLESS OTHERWISE NOTED. 3. EXCAVATION FOR MANHOLE TO BE INCLUDED IN UNIT PRICE BID FOR MANHOLE. LBAR-]C SECTION C -C (VERTICAL BARS NOT SHOWN) N.T.S. BARS C - #4 BARS 0 18" INSIDE FACE BARS C - #4 BARS 0 9" INSIDE FACE C #4 DOWELS ® 1 ALL AROUND EXCEPT IN WAY OF PIPE — 5" T NOTE: SLOPE INVERT OF MANHOLE AS INDICATED ON PLAN - PROFILE SHEET. to i io 6' - 0" N #4 BAR B 8„ 5- -11" #4 BAR C 1. MATERIALS AND WORKMANSHIP SHALL CONFORM WITH THE REQUIREMENTS OF STANDARD SPECIFICATION FOR STANDARD MANHOLES. 2. LAYERS OF REINFORCING STEEL NEAREST THE INTERIOR AND EXTERIOR SURFACE SHALL HAVE A COVER OF 2" TO THE CENTER OF BARS. UNLESS OTHERWISE NOTED. 3. EXCAVATION FOR MANHOLE TO BE INCLUDED IN UNIT PRICE BID FOR MANHOLE. BARS B - #4 BARS 0 18" OUTSIDE FACE BARS T - #5 BARS ® 8" E.W. HOOKED BARS B - #4 BARS ® 9" OUTSIDE FACE BARS C - #4 BARS 0 18" INSIDE FACE BARS C - #4 BARS ® 9" INSIDE FACE #4 DOWELS 0 18 I II ALL AROUND I I EXCEPT IN WAY OF PIPE I I s' if c 12" �1 I [ #5 BARS 8" E. w. NOTE: SECTION B -B SLOPE INVERT OF MANHOLE N.T.S. AS INDICATED ON PLAN - PROFILE SHEET. I _ 7' -6" -., SECTION C —C (VERTICAL BARS NOT SHOWN) N.T.S. NOTES: 1. MATERIALS AND WORKMANSHIP SHALL CONFORM WITH THE REQUIREMENTS OF STANDARD SPECIFICATION FOR STANDARD MANHOLES. 2. LAYERS OF REINFORCING STEEL NEAREST THE INTERIOR AND EXTERIOR SURFACE SHALL HAVE A COVER OF 2" TO THE CENTER OF BARS. UNLESS OTHERWISE NOTED. 3. EXCAVATION FOR MANHOLE TO BE INCLUDED IN UNIT PRICE BID FOR MANHOLE. i 7'- 2" #4 BAR B 9" IN 7' -3/4" FT B4 RAP r 00 BASS & HAYES NO.300 -24 /3 BARS O 12' 6. M 2 'STORM 4 OR 14 BARS O 8" C/C FINISHED STREET MARKED DRAIN' 4 OR MORE COURSES 2 1/2" SURFACE 36 " -42" PRECAST ADJUSTMENT RINGS 72" A 4' -5 1/2" MORTAR COVER 5' -5 5/8' N � 6' -9 7/8' 7' -8' 8 ' -3 5/16-3--9 3/8' 8 -/4x8" BARS AROUND o� 5/8-6--3 3/4" C 2' -5" 2' -8" 2' -11' RING TO BIND BRICK 3' -7" 14 BARS O 0 TO TOP SLAB -10 1/2 8" O.C.E.W. 5' -11" 7' -1' 8' -3" 2 DIAGONAL /4 4' -2 1/4" 5' -0 3/4" .I I: BARS OVER PIPE I 9' -5 1/4" E.W. /4 BARS O 12" c HORIZ. BOTH FACES le / \ 14 BARS � VE VERT. BOTH H FACES M � Z W w IF WALL HT. IS OVER 6' USE STEEL REBAR SPACERS I REINF. TYP. CPAP£ L ALL WALLS I_ 1 STEEL (( TRO77,,\ I Y E :- 00 /VAULT TYPE /3 BARS O 12' 6. M 2 O. C.E.W. 4 OR 14 BARS O 8" C/C 6 IN LIEU OF KEYWAY 18 "-24" SECTION A -A 36 " -42" N..5. -1111111- A T / SLOPE TO DRAIN / MANHOLE /VAULT TYPE 1 2 3 4 5 6 PIPE DIA. 18 "-24" 27' -33" 36 " -42" 48 " -54" 60 " -66" 72" A 4' -5 1/2" ' -11 5/8 5' -5 5/8' 6' -1 3/4" 6' -9 7/8' 7' -8' 8 ' -3 5/16-3--9 3/8' ' -3 7/16 ' -11 1/2-5--7 5/8-6--3 3/4" C 2' -5" 2' -8" 2' -11' 3' -3" 3' -7" 3' -11" 0 3' -0" -10 1/2 4' -�1/4 5' -11" 7' -1' 8' -3" E 4' -2 1/4" 5' -0 3/4" ' -11 T -1 1/4" 8' -3 1/4" 9' -5 1/4" �I i i PLAN r N.T.S. A NOTES: •1. THE 2 -8 DIMENSION SHALL IN ALL CASES BE THE C NTROL DIMENSION AND ANY DEVIATION IN OTHER DIMENSIONS ENCOUNTERED IN THE FIELD SHALL BE ADJUSTED BY THE ENGINEER. 2. MIN. 3000 PSI STRENGTH CONCRETE AT 28 DAYS. MIN. 40 GRADE STEEL. 3-14 OPEN BARS AT OPENING AS SHOWN ANGLED STORM DRAIN MANHOLE VAULT DETAIL N *RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 15D a' FW' ►- W I U� O L =W W 13,11r. F� U U N m < U O< J a Q < �^ Rio I� omU < � U (A 0 mtiv mi- W i �p a' < <\ !N < mmn v0 ( I m m i.�.0 F � "a O r- m 0 a.11 I C< II W II 70W I I - UUZ W .v < k-41 I . 1 m 1 �v W) la: -J I OQ mo O Z W I'r 1 v1 o %, z x° IF- jr Z �1 a m� 1 0 i Q O O r wZZ W O J rc�j< a<ir zw 2 NOTE: 1. LOCATION OF MANHOLE LIDS TO BE LOCATED ON EACH SIDE OF TRANSVERSE BEAM. 2. TOPS AND THROATS MUST BE ONE POUR. 3. ONE MANHOLE LID IS REQUIRED FOR EVERY 10' OF INLET. 4. 30' INLETS NEED 2 BEAMS OVER. 3 LIDS REOUIRED. O U to � a. U m f O < N m H O < WE W_ Z L1_ VI Z Vl Vl m <m 1' -4 W 0 Z LEI f J Lu Z S° z O Q ` N Ld J v) m in VI x z LLI LLJ VN) N I f N Lj J Z -- Of H STANDARD CURB INLET N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 16D -1 O 1 W 1 O � O u ujO< r1 a a ` ` y�j iD \w � � II < I II II II U KG II W W W W ~ F m m I IZ V O m = =, O I Iv z z W O I Ia' O a� =i0 I I �o II I J H ZoJ ;= ' O O 13,11r. F� U U N m < U O< J a Q < �^ Rio I� omU < � U (A 0 mtiv mi- W i �p a' < <\ !N < mmn v0 ( I m m i.�.0 F � "a O r- m 0 a.11 I C< II W II 70W I I - UUZ W .v < k-41 I . 1 m 1 �v W) la: -J I OQ mo O Z W I'r 1 v1 o %, z x° IF- jr Z �1 a m� 1 0 i Q O O r wZZ W O J rc�j< a<ir zw 2 NOTE: 1. LOCATION OF MANHOLE LIDS TO BE LOCATED ON EACH SIDE OF TRANSVERSE BEAM. 2. TOPS AND THROATS MUST BE ONE POUR. 3. ONE MANHOLE LID IS REQUIRED FOR EVERY 10' OF INLET. 4. 30' INLETS NEED 2 BEAMS OVER. 3 LIDS REOUIRED. O U to � a. U m f O < N m H O < WE W_ Z L1_ VI Z Vl Vl m <m 1' -4 W 0 Z LEI f J Lu Z S° z O Q ` N Ld J v) m in VI x z LLI LLJ VN) N I f N Lj J Z -- Of H STANDARD CURB INLET N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 16D -1 STANDARD CURB INLET N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 16D -1 TRANSV. BEAM (TO BE USED ON 15' & 20' INLETS ONLY) SLOPE 1/4 "/F BARS B 7 1/2" C -C- BARS F 7 1/2" C -C 2= 2 "- BARS C 0 7 1/2" C -C ATTACH 24" STAINLESS STEEL CHAIN WITH r ANCHOR BOLT. f NOTES: 2- -J L 0. c J '--BARS D BARS N o BARS A 2 - -� 2- 7 1 /2" C -C WIDTH 'Mi � (3' MIN., 5' MAX.) PERMISSABLE CONST. JOINTS -KEYED s • BARS C Q -2.. 3.5 7 1/2" C -C AS C-/ /BARS G ® 7 1/2" C -C SECTION "B -B" N.T.S. GUTTER POINT TO REMAIN ON THIS LINE AND CONSTANT AT 2" v CONSTRUCTION ' I JOINT (OPTIONAL -� PHASE LINES) SECTION "A -A" N.T.S. I. ALL CONCRETE SHALL BE 3000 P.S.I. COMPRESSIVE STRENGTH CONCRETE AT 28 DAYS. 2. REINFORCING BARS SHALL BE STANDARD, BILLET STEEL, DEFORMED REINFORCING BARS OF A DIAMETER AND LENGTH AS SHOWN. 3. CHAMFER ALL EXPOSED CORNERS 3/4- EXCEPT WHERE OTHERWISE NOTED. 4. DIMENSIONS RELATING TO REINF. STEEL ARE TO CENTERS OF BARS. 5. FIELD CUT & BEND BARS AS NECESSARY TO ACCOMMODATE STORM SEWER PIPE. 6. CAST IRON CASTINGS SHALL CONFORM TO T.H.D. ITEM 471. 7. RING AND COVER SHALL BE PROVIDED AND INSTALLED BY THE CONTRACTOR. 8. DURING STAGE 1 CONSTRUCTION, INLETS WALL NOT BE CONSTRUCTED ABOVE SUBGRADE ELEVATION. 9. A TEMPORARY WOOD COVER SHALL BE INSTALLED AFTER STAGE 1 IS COMPLETED AND WILL REMAIN IN PLACE UNTIL STAGE 2 IS BEGUN. 10. INLET TOPS TO BE INSTALLED AFTER PAVING IS COMPLETE. 11. THROATS AND TOPS MUST BE ONE POUR. i 6" OPENING MIN. io cn w_ a� o-� z �3/8 co oa n z0 N o Do > ^ z aO = of ^ p U) Q � IN \ N D! > N m° ~O V) Q U o p vi N N �_ U OQ z Q Z W \ ^ Q : z xW00�' � ��►-0 <N, Q N N z a- Z) W � m o ap z z N N a s U ° Q 0 0 vi z Q z m J J N Z d- , c) Q N N m Q• � mm �n ,n o vi if I Q D! Q Z + Q ,- z m m z 00 1 \ LO Q ° W � z Z 07 V) STANDARD CURB INLET m vi a m vi b vi Q z ° Q z Q z m o m m NORTH RICHLAND HILLS R 02 -26 -2007 FIGURE 16D -3 SILT FABRIC PEA GRAVEL FILTER mi CONCRETE BLOCK DROP INLET PROTECTION N.T.S. 18" 6" CURB INLET CONCRETE BLOCK SILT FABRIC 0 \ PEA GRAVEL FILTER CURB INLET PROTECTION N. T. S. INLET PROTECTION BLOCK AND GRAVEL NORTH RICHLAND HILLS R 02 -26 -2007 FIGURE 17D I v.n�c � a.vno nnu vu � �crt PLAN VIEW N.T.S. / VERTICAL RAMP N 6(MIN.) •: 1� I�pXJ • LVC = 10' SWING GATE STREET CURB —L - J 5' THICK APPROACH SECTION "A-A" N.T.S. FILTER MEDIA RAMP WALL 0.9 C.F. PEA GRAVEL \ 1/2" GALVANIZED HARDWARE SCREEN. 12 "02" \ y FILTER CLOTH " ��3' DIA. PVC WEEP HOLE CONCRETE ••~ RAMP BOTTOM WEEP HOLE DETAIL AT BOTTOM OF CONCRETE RAMP WALL N.T.S. NOTE: 3" DIA. WEEP HOLES WITH TWO C.F. EACH OF SAND. PEA GRAVEL AND 1 1/2" ROCK FILTER MEDIA SHALL BE SP CHANNEL ACCESS RAMP NORTH RICHLAND AT 10' C.0 EACH SIDE ALONG BOTTOM OF RAMP WAIL OR AS HILLS DIRECTED BY OWNERS RESIDENT PROJECT REPRESENTATIVE, R 02 -26 -2007 FIGURE 18D -1 L8" = 1 THICK BOTTOM 6" MIN. 0 6 C F 1 1/2" ROCK COh I�pXJ • LVC = 10' SWING GATE STREET CURB —L - J 5' THICK APPROACH SECTION "A-A" N.T.S. FILTER MEDIA RAMP WALL 0.9 C.F. PEA GRAVEL \ 1/2" GALVANIZED HARDWARE SCREEN. 12 "02" \ y FILTER CLOTH " ��3' DIA. PVC WEEP HOLE CONCRETE ••~ RAMP BOTTOM WEEP HOLE DETAIL AT BOTTOM OF CONCRETE RAMP WALL N.T.S. NOTE: 3" DIA. WEEP HOLES WITH TWO C.F. EACH OF SAND. PEA GRAVEL AND 1 1/2" ROCK FILTER MEDIA SHALL BE SP CHANNEL ACCESS RAMP NORTH RICHLAND AT 10' C.0 EACH SIDE ALONG BOTTOM OF RAMP WAIL OR AS HILLS DIRECTED BY OWNERS RESIDENT PROJECT REPRESENTATIVE, R 02 -26 -2007 FIGURE 18D -1 8" 1507-1/2 /5 O 9 /4012 a EACH WAY o /4 012 e0 4 O /5 CONT COMPACT BASE TO 90% STD. PROCTOR 8' CENTERLINE OF PROPOSED ACCESS RAMP 3/4' CHAMFER ALL EDGES 3" CLEAR 1 CLASS "C" 3600 PSI FORMED CONCRETE �/5 x 13' -0' 07 1/2' O.C. 14 BARS 0 12 — V -6' x V -6" -^'*— SECTION "B -B" N.T.S. 5' (TYP. FOR ACCESS RAMP WALL) 10' TYP FOR 2' FENCING AS CALLED FOR IN THE PLAN. FABRIC SHALL FACE OUTWARD FROM RAMP, SEE FENCE DETAIL THIS SHEET TYP. BOTH SIDES TRENCH WALL -0, MECHANICALLY COMPACTED BACKFILL TO 95X STD. PROCTOR EACH SIDE (SELECT NATIVE L) 1 -5/8" O.D. TOP BRACE MATERIAL) 3' DIA. WEEP HOLES WITH RAIL (2.27 LBS. PER FT.) 1 -5/8' FILTER MEDIA EACH SIDE LTI I AT 10' C -C 0 7 -1/2 1. 0.0. GATE POST 2 0. 7. CONSTRUCTHON OF 6' HIGH CHAIN LINK FENCE OTHER THAN ALONG PROPOSED CHANNEL LINER OR ACCESS 807H SIDES) ~t D �(� � � RAMP SHALL NCLUOE F00704GS AS FOLLOW& LINE POSTS bI - S "O 2'-6' FOOTING TERMINAL POSTS - 1/2x3/4 STRETCHER & ALL MESH. POSTS AND FITTINGS ARE GALVANIZED 1 -3/8' D,.0• BAR WITH BANDS 9. A COATING $HALL BE APPLIED N ACCORDANCE To o ASTM F 1083 -96 SPECIFICATIONS. io ~ 10. SELECT THE COLOR OF NORTH FOR T HILLS WELL CONCRETE 3 -1/2 "MIN. If 8" MAX. CHANNEL ACCESS RAMP II ( RAMP 12' -8' GATE OPENING II I GATE POST A LOCK KEEPER — — BETWEEN POSTS _ FOOTINGS NC�bRTH B LOCK KEEPER `CATCH FOR PLUNGER ROD BELOW GUIDE WIN FOOTING AS REQUIRED CONCRETE D UPPER FORKS CHAIN LINK RAMP AS REQUIRED E LOWER GUIDE FENCE DETAILS (BOTH SIDES) F UPPER GUIDE HLT.S. RICHLAND HILLS R 02 -26 -2007 FIGURE 18D -2 1( CHAIN. LINER -- L) 1 -5/8" O.D. TOP BRACE KNUCKLED SELVAGE RAIL (2.27 LBS. PER FT.) 1 -5/8' DIA. O.D. TOP BRACE ALONG TOP TERMINAL POST RAIL(2.27 LBS. PER FT.) NO. 9 GA. CLIPS CAP 2' -0' MAX. O.C. SPACING FABRIC SHALL BE 1- 3 /4'CHAN 3/4 "x3/16" LISS ROD LINK MESH.1 "&GAL 0 ENO POST 2 -7/8' DIA. O.D. PERMALINK" NO. 9 GA. HOG RING POST N wTH BANGS I io 2'-D" MAX. ZE 2 -3/e SPACING A. 0. i . L `r• • NO. ..7 GA., WIRE TRUSS ; .• • • : • TENSION" WIRE " CONCRETE'itAMP, 'x . • TWISTED do BARBED WALL 4" DIA. PVC SELVAGE ALONG BOTTOM GROUT SLEEVE FORM IN CONCRETE CONCRETE GENERAL NOTES: CHANNEL I. ALL CONCRETE ITEMS SWm ON THIS SHEET SHALL 'C" LINER BE CLASS HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3600 PSI AT 28 DAYS. 2. ALL EXPOSED CORNERS SHALL BE CHAMFERED, 3/4'. 3. REINFORCING STEEL SHALL BE PLACED WITH CENTERS CHAIN LINK FABRIC Ii -GA, OF THE OUTSIDE LAYER OF BARS 2' FROM THE SIRFACE OF THE CONCRETE UNLESS OTHERWISE SHOWN. 1 -3/4" MESH(KNUCKLED 4. OWENSIONS OF REINFORCING BARS ARE To CENTER TOP&BOTTOM SELVAGES) OF BARS. TIE WIRES AT Q R. STL. CAP(TYP) 5. EXPANSION JOINTS ALONG ACCESS RAMP SHALL NOT 12" CENTERS EXCEED 40' LENGTHS 6. SHOP DRAWINGS ILL BE REOURED FOR GATE INSTALLATION FOR REVIEW AND APPROVAL BY ENGINEER AND CITY REPRESENTATIVE. 1. 0.0. GATE POST 2 0. 7. CONSTRUCTHON OF 6' HIGH CHAIN LINK FENCE OTHER THAN ALONG PROPOSED CHANNEL LINER OR ACCESS 807H SIDES) ~t D �(� � � RAMP SHALL NCLUOE F00704GS AS FOLLOW& LINE POSTS bI - S "O 2'-6' FOOTING TERMINAL POSTS - 1/2x3/4 STRETCHER & ALL MESH. POSTS AND FITTINGS ARE GALVANIZED 1 -3/8' D,.0• BAR WITH BANDS 9. A COATING $HALL BE APPLIED N ACCORDANCE To o ASTM F 1083 -96 SPECIFICATIONS. io ~ 10. SELECT THE COLOR OF NORTH FOR T HILLS WELL CONCRETE 3 -1/2 "MIN. If 8" MAX. CHANNEL ACCESS RAMP II ( RAMP 12' -8' GATE OPENING II I GATE POST A LOCK KEEPER — — BETWEEN POSTS _ FOOTINGS NC�bRTH B LOCK KEEPER `CATCH FOR PLUNGER ROD BELOW GUIDE WIN FOOTING AS REQUIRED CONCRETE D UPPER FORKS CHAIN LINK RAMP AS REQUIRED E LOWER GUIDE FENCE DETAILS (BOTH SIDES) F UPPER GUIDE HLT.S. RICHLAND HILLS R 02 -26 -2007 FIGURE 18D -2 rye 13 BARS \ �/ / / 13 BARS — / J SAW CUT EXIST. HiAAC 2" TYPE �PVMT. "D" HMAC 1" DEEP CONTRACTION GRADE CLASS LO CONC. A WITH CRACK SEALER 3. BASE BLOCK Ar • EXIST. CONC. PVMT VALVE BOX do 6' THICK CLASS JA" CONC. BASE VALVE BOX & COVER COVER TO BE TO BE BASS do HAYS BASS do HAYS J 1340 -1 1340 -1 6" THICK CLASS "A" z o < CONC. BASE zQ z— h 6' AWWA C -900 DR -18, CLASS 150 PVC VALVE VALVE WATER LINE WATER LINE v VALVES OR OTHER P VEDTOR SURFACED CED AREAS VALVES NOT SUBRJEDCTOTO OTRA R ICREAS CONCRETE FOR THRUST BLOCKS SHALL BE CLASS 'A" TYPICAL THRUST BLOCK DETAILS NOTES 1. CLASS "A" CONCRETE SHALL SHALL HAVE 5 SACKS OF CEMENT /C.Y., MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 2. ALL ITEMS SHOWN INCLUDED IN VALVE & BOX UNIT PRICE, COMPLETE IN PLACE. 3. ALL WATER VALVES SHALL MEET THE MINIMUM REQUIREMENTS OF AWWA C509 AND SHALL BE MUELLER, U.S. PIPE OR WATEROUS. 4. MEGA LUGS ON ALL FITTINGS. 5. USE VALVE BOX STABILIZER FOR VALVES IN PAVEMENT OR AS SPECIFIED BY CITY REPRESENTATIVE. VALVE & THRUST BLOCK DETAILSI N *RTH R TruT A T Tn nILLk--) R 02 -26 -2007 FIGURE 1W CI � 11 17 L J C 1 7 L 1 it FACE CURB TYPICAL VALVE LOCATIONS N.T.S. GENERAL NOTES: 1. ALL TEE INTERSECTIONS OF PUBLIC WATER MAINS SHALL INCLUDE AT LEAST 2 GATE VALVES. 3 ALL CROSS INTERSECTIONS OF PUBLIC WATER MAINS SHALL INCLUDE AT LEAST 3 GATE VALVES 2 C.F MIN. GRAVEL FILL POURED CONC. THRUST BLOCK - PROTECT DRAIN OPENING PRECAST CONCRETE BLOCK OR BRICK BASE SLAB FIRE HYDRANT DETAIL GENERAL NOTES: N.T.S. 1. CONCRETE SHALL BE PLACED OR POURED AGAINST UNDISTURBED SOIL. 2. ALL FIRE HYDRANTS SHALL CONFORM TO NORTH RICHLAND HILLS SPECIFICATIONS AND SHALL BE MUELLER /CENTURION OR M &H MODEL 129. I NO SEPARATE PAY FOR EXTENSIONS TO FINISHED GRADE. 4. ALL PORTIONS (EXCLUDING CHAINS) OF FIRE HYDRANT ABOVE GRADE SHALL BE PAINTED WITH TNEMEC SERIES 02H HI —BUILD TNEME— GLOSS. COLOR: CHILEAN RED. z M FIRE HYDRANT GATE VALVE REQUIRED 5. ALL FIRE HYDRANT GATE VALVES SHALL BE ANCHORED TO THE MAIN AS DIRECTED BY THE CITY REPRESENTATIVE. 6. MEGA LUGS ON ALL FITTINGS. FIRE HYDRANT DETAILS N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 3W -1 m 12 PENTAGON OPERATING of D NUT. OPERATING NUT SHALL 24" 0 36" OPEN TO THE LEFT. o Y U Q m FIRE HYDRANT AS SPECIFIED NOTE: DEPTH OF HYDRANT 00-00Q LEAD AND BURY OF HYDRANT GALVANIZED SHALL CONFORM TO COVER CHAIN Z OF PIPE AS SPECIFIED GRADE .00 2 "TYP. n n 2 C.F MIN. GRAVEL FILL POURED CONC. THRUST BLOCK - PROTECT DRAIN OPENING PRECAST CONCRETE BLOCK OR BRICK BASE SLAB FIRE HYDRANT DETAIL GENERAL NOTES: N.T.S. 1. CONCRETE SHALL BE PLACED OR POURED AGAINST UNDISTURBED SOIL. 2. ALL FIRE HYDRANTS SHALL CONFORM TO NORTH RICHLAND HILLS SPECIFICATIONS AND SHALL BE MUELLER /CENTURION OR M &H MODEL 129. I NO SEPARATE PAY FOR EXTENSIONS TO FINISHED GRADE. 4. ALL PORTIONS (EXCLUDING CHAINS) OF FIRE HYDRANT ABOVE GRADE SHALL BE PAINTED WITH TNEMEC SERIES 02H HI —BUILD TNEME— GLOSS. COLOR: CHILEAN RED. z M FIRE HYDRANT GATE VALVE REQUIRED 5. ALL FIRE HYDRANT GATE VALVES SHALL BE ANCHORED TO THE MAIN AS DIRECTED BY THE CITY REPRESENTATIVE. 6. MEGA LUGS ON ALL FITTINGS. FIRE HYDRANT DETAILS N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 3W -1 Y J _ - 3 w N 3 0 �I �6 0 L_ O a U w w m u i W m Q o w m J 3 2 W O Q J Q Zw(/1QN- . Ui J Q u i m W� VI ~- az F-- Q' u' m Q 00-- w r p x m W Z,t w -i 0 V) W W<< J OW Q N U zw3? -i4°� L� I O wm Q 0 u- U FIRE HYDRANT AND WATER METERS -- N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 3W -2 ITEM NO. QUANTITY SIZE DESCRIPTION PART NUMBER SINGLE OUBLE FORD MUELLER 1. 1 1 1" 90' BRASS ELBOW, FLARE L -28 -44 330 H COPPER X M.I.P., (QTR. BEND) 15530 2. 1 1 1" BALLVALVE CB. STOP, 811- 330 B F.I.P. X F.I.P. 444WR 20200 3. 1 1 "x3 4 "x7 1/2" U- BRANCH U88 -43 H 15362 4. 1 2 3/4" BALLVALVE CB. STOP, B13 -332W 250 B F.I.P. X METER YOLK 813 -332W 24351 -3 5. 1 2 3/4 "x8 1/2" METER COUPLING C38 -23- 215 H BALLVALVE CB. STOP, 8.5 10890 - F.I.P. X F.I.P. 99029 6. 1 2 3/4" BALLVALVE CB. STOP, B11- B -20245 F.I.P. X F.f.P. 333WR -60 -3 7. 1 1 "x3/4" BRASS REDUCER BUSHING - 502464 (REDUCING SPUD MIP X MIP) 8. 1 3/4' ALL THREAD BRASS NIPPLE - - SEE PLANS FOR LOCATION OF WATER MAIN -4 SADDLE FC101 -CC4- STOP F600 -4 SERVICE LINE WHEN MAIN IS ON OPPOSITE SIDE OF STREET 1l'TYPE "K" SOFT NOTES: 1. IF SERVICE IS INSTALLED AHEAD OF CURB AND GUTTER, CUT AND SHAPE PIPE TO FIT POSITION SHOWN BUT BEND DOWN ABOUT 5 INCHES TO MINIMIZE CHANCES OF DAMAGE DURING CONSTRUCTION OF CURB AND GUTTER. SERVICE LINE COVER MINIMUM 24 INCHES, UNDER STREET SUBGRADE AND MINIMUM 12 INCHES UNDER BOTTOM OF CURB AND GUTTER. 2. CONTRACTOR FURNISHES ALL PARTS LISTED AT HIS EXPENCE. ALL ITEMS SHALL BE INSTALLED BY CONTRACTOR EXCEPT ITEMS 5 AND 6 WHICH HALL BE INSTALLED BY CITY FORCES. 3. RECESSED AMR HOLE IN METER BOX SHALL BE PLACED NEAREST THE BACK OF CURB. SIDEWALK 1 7 1 FOR I cl x 3 CUSTOMER SERVI 5/B 4 g METER _ _ LINE BY OTHERS 5 - METER BOX FURNISHED BY 1 CONTRACTOR (INSTALLED BY / CITY) OFW IAN I L- METER BOX FURNISHED Ac ALL CE MODEL INST LE D -1000 (TO NRH SPECS) AL D BY CONTRACTOR DFW ALLIANCE MODEL D16AMR -DU -BLOC (TO NRH SPECS) ej — SINGLE WATER SERVICE SECTION SOFT COPPER TUBE S, DOUBLE WATER SERVICE PLAN DOUBLE WATER SERVICE SECTION 50' STREET R.O.W. USUAL OTHER WIDTHS SIMILAR SIDEWALK SIDEWALK 015AMR7 D15AMR - CD -1000 / � 0-10007 —` 'CURB--\ Gam_ • J Vi CUSTOMER 1' COPPER SERVICE LINES CUSTOMER SERVICE BY CONTRACTOR SERVICE BY OTHERS BY OTHER TYPICAL STREET SECTION WATER CUSTOMER SERVICE LINES BY OTHERS WATER SERVICE CONNECTION DETAILS SINGLE AND DOUBLE N *RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 4W J O � J Q W f/1Z0� U O N F Q00 J �m CL a 0 a 2" WATER SERVICE ATAL'%n MT r RICHLAND 1 11 LJl_/1.J PUBLIC WATER MAIN 4" 4" /3 O 8" O.C.E.W. (SIDES do FOOTING) 14 O 8 "O.C.E.W. (TOP) 4" G. v. do . BOX METER RUBBER RING RUBBER RING 18- (BY CITY) 12 WATER STOP WATER STOP 4" GATE VALVES WITH NON — RISING 4" GATE VALVES WITH p I AWWA C -509 O SMITH —BLAIR NO. 912 4" GATE VALVES STEMS FLEXIBLE MJ —FL VALLVE WITH COUPLING ADAPTER? WITH NON — RISING STEMS m SMITH —BLAIR NO. 912 FLEXIBLE MJ— FLANGE DUCTILE IRON PIPE COUPLING ADAPTERS SPOOL SAME REINFORCED CONCRETE METER LENGTH AS METER VAULT WITH K -5 (3.5'x3.5') AND 18" WASHED STONE FLOOR (MINIMUM OF PLAN VIEW 30' COVER OVER PIPE) OVER PIPE) 18 "08" CONC. PAD A PUBLIC WATER MAIN — NOTES: NOT TO SCALE _ 7*— 2" MIN. 1 —3� 42 3/4" OPENING y, a . 1 14 O 8" O.C.E.W. M11 "i'll;ll . . • A Miami 1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF NORTH RICHLAND HILLS' STANDARDS AND SPECIFICATIONS. 2. CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3.000 PSI AT 28 DAYS WITH A MAXIMUM SLUMP OF 4 INCHES. 3. ALL REINFORCING STEEL WALL BE CONTINUOUS AROUND CORNERS WITH MIN. LAP OF 24 INCHES. 4. BILCO LID K -5 (15'x3.5') OR APPROVED EQUAL SHALL BE INSTALLED IN TOP. CONTRACTOR SHALL FURNISH TWO (2) BILCO KEY WRENCHES WITH EACH INSTALLATION. 5. ALL DUCTILE IRON WATER PIPE SHALL MEET SPECIFICATION ANSI /AWWA- C150/A21.50 CLASS 50 WITH 8 MIL POLYETHYLENE TUBE WRAP AND CEMENT LINING ACCORDING TO ANSI /AWWA— C104/A21.4. 6. FAILURE TO OBTAIN PROPER INSPECTION WILL RESULT IN UNCOVERING ALL PIPE AND FITTINGS FOR REINSPECTION. 18" WASHED ROCK DOMESTIC 4" METER INSTALLATION N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 6W 4" GATE VALVES WITH NON— RISING STEMS — AWWA C -509 O SMITH —BLAIR NO. 912 GATE VALVE FLEXIBLE MJ —FL VALLVE WITH COUPLING ADAPTER? M11 "i'll;ll . . • A Miami 1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF NORTH RICHLAND HILLS' STANDARDS AND SPECIFICATIONS. 2. CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3.000 PSI AT 28 DAYS WITH A MAXIMUM SLUMP OF 4 INCHES. 3. ALL REINFORCING STEEL WALL BE CONTINUOUS AROUND CORNERS WITH MIN. LAP OF 24 INCHES. 4. BILCO LID K -5 (15'x3.5') OR APPROVED EQUAL SHALL BE INSTALLED IN TOP. CONTRACTOR SHALL FURNISH TWO (2) BILCO KEY WRENCHES WITH EACH INSTALLATION. 5. ALL DUCTILE IRON WATER PIPE SHALL MEET SPECIFICATION ANSI /AWWA- C150/A21.50 CLASS 50 WITH 8 MIL POLYETHYLENE TUBE WRAP AND CEMENT LINING ACCORDING TO ANSI /AWWA— C104/A21.4. 6. FAILURE TO OBTAIN PROPER INSPECTION WILL RESULT IN UNCOVERING ALL PIPE AND FITTINGS FOR REINSPECTION. 18" WASHED ROCK DOMESTIC 4" METER INSTALLATION N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 6W NOTES: 1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF NORTH RICHLAND HILLS' STANDARDS AND SPECIFICATIONS. 2. CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3.000 PSI AT 28 DAYS WITH A MAXIMUM SLUMP OF 4 INCHES. 3. ALL REINFORCING STEEL WALL BE CONTINUOUS AROUND CORNERS WITH MINIMUM LAP OF 24 INCHES. 4. BILCO LID K -5 (3.5'x3.5') OR APPROVED EQUAL SHALL BE INSTALLED IN TOP. CONTRACTOR SHALL FURNISH TWO (2) BILCO KEY WRENCHES WITH EACH INSTALLATION. 5. ALL DUCTILE IRON WATER PIPE SHALL MEET SPECIFICATION ANSI /AWWA— C150/A21.50. CLASS 50 WITH 8 MIL POLYETHYLENE TUBE WRAP AND CEMENT LINING ACCORDING TO ANSI /AWWA— C104/A21.4. 6. FAILURE TO OBTAIN PROPER INSPECTION WILL RESULT IN UNCOVERING ALL PIPE AND FITTINGS FOR REINSPECTION. IRRIGATION 4" METER INSTALLATION N *RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 7W /3 O 8" O.C.E.W. (SIDES & FOOTING) /4 O 8" O.C.E.W. (TOP) DOUBLE CHECK BACKFLOW PREVENTION ASSEMBLY BEARING THE I.A.M.P.O. SEAL OF APPROVAL AND AS APPROVED BY THE CITY Of NORTH RICHLAND HILLS L 4" 4" G.V. do BOX —..^ 4" METER (PER CITY) RUBBER RING m 4' G.V. WITH WATER STOP (TYP.) NON — RISING STEMS (TYP. ) 4" PIPE :! m? SMITH —BLAIR /912 L12 . FLEXIBLE MJ— FLANGE COUPLING ADAPTERS MIN. PUBLIC WATER MAIN DUCTILE IRON PIPE REINF, METER VAULT WITH BILCO UO K -5 PLAN VIEW WITH FLANGED FITTINGS (3.5'x3.5') do 18" WASHED STONE FOR FLOOR NOT TO SCALE (MIN. OF 30' COVER OVER PIPE) 18"x18" CONIC. 1'-3- 7' -2" MIN. 42 3/4" OPENING PAD _L i 114 08- O.C.E.W. SMITH —BLAIR NO. 912 'Z FLEXIBLE MJ —FL COUPLING ADAPTER 4' GATE VALVES WITH PUBLIC AWWA C -509 NON — RISING STEMS WATER MAIN GATE VALVE I (FLxMJ) WITH BACKf LOW PREVENTION VALVE BOX AASSEMBLY ORAPPROVED EQUALO� T L*: NOTES: 1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF NORTH RICHLAND HILLS' STANDARDS AND SPECIFICATIONS. 2. CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3.000 PSI AT 28 DAYS WITH A MAXIMUM SLUMP OF 4 INCHES. 3. ALL REINFORCING STEEL WALL BE CONTINUOUS AROUND CORNERS WITH MINIMUM LAP OF 24 INCHES. 4. BILCO LID K -5 (3.5'x3.5') OR APPROVED EQUAL SHALL BE INSTALLED IN TOP. CONTRACTOR SHALL FURNISH TWO (2) BILCO KEY WRENCHES WITH EACH INSTALLATION. 5. ALL DUCTILE IRON WATER PIPE SHALL MEET SPECIFICATION ANSI /AWWA— C150/A21.50. CLASS 50 WITH 8 MIL POLYETHYLENE TUBE WRAP AND CEMENT LINING ACCORDING TO ANSI /AWWA— C104/A21.4. 6. FAILURE TO OBTAIN PROPER INSPECTION WILL RESULT IN UNCOVERING ALL PIPE AND FITTINGS FOR REINSPECTION. IRRIGATION 4" METER INSTALLATION N *RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 7W #4 ® 8" O.C.E.W. (TYP.) 6" �IMIN• AMES 3000 SS OR RUBBER RING 11 APPROVED EQUAL is .. WATER STOP co- (TYP.) •� � TEE (MJxFL) � 18" .• � I Aluv — rr — 12" ALL FITTINGS & VALVES AWWA C -509 I ON THIS LOOP TO BE �., " G.V. FLxMJ 3/4 BRASS OR BRONZE a W /VALVE BOX WATER WITH 3/4" TYPE "K" SOFT COPPER PIPE N MAIN 2 -3/4" BRONZE CHECK VALVES L 3/4" WATER METER (MEASURES C.F.) TO BE OR APPROVED BACKFLOW PREVENTOR INSTALLED BY CITY AFTER FEE PAID PLAN VIEW TED INSPECTED BY PUBLIC WORKS #4 ® 8" °. O.C.E.W. (TOP) o0 ALL JOINTS TO BE WATERTIGHT DUCTILE IRON PIPE OR AWWA C -900, CLASS 150 DR -18 PVCN w STRAINER AS ILI PROVIDED BY MFR. MINIMUM LENGTH ° OF FIVE TIMES THE 00 DIAMETER OF PIPET 6" MIN. FOOTING TO BE CAST AGAINST UNDISTURBED NOTES: EARTH 1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF NORTH RICHLAND HILLS' STANDARDS AND SPECIFICATIONS. 2. CONTRACTOR SHALL NOTIFY CITY FIRE INSPECTOR AT (817) 427 -6900 AT LEAST 48 HOURS PRIOR TO BEGINNING INSTALLATION. 3. ALL UNDERGROUND PIPE AND FITTINGS FOR FIRE LINE TO BE VISUALLY INSPECTED BY CITY FIRE INSPECTOR AND PRESSURE TESTED PRIOR TO BEING BACKFILLED. 4. ALL PROPOSED TAPS ON THE EXISTING WATER MAINS FOR PROPOSED FIRE LINES SHALL BE COORDINATED WITH THE PUBLIC WORKS /UTILITIES INSPECTOR AT (817) 427 -6440 5. CONCRETE SHALL A COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS WITH A MAXIMUM SLUMP OF 4 INCHES. 6. ALL REINFORCING STEEL WILL BE CONTINUOUS AROUND CORNERS WITH MINIMUM LAP OF 24 INCHES. 7. BILCO LID K -5 (3.5'x3.5') OR APPROVED EQUAL SHALL BE INSTALLED IN TOP. CONTRACTOR SHALL FURNISH 2 BILCO KEY WRENCHES WITH EACH INSTALLATION. FIG. 1 W) emu:= �����a�i■ �— DUCTILE IRON PIPE OR AWWA C -900 CLASS 150 DR -18 PVC 2 —OS &Y GATE VALVES AS PROVIDED BY MFR. i OF BACKFLOW PREVENTOR, INCLUDING TEST COCK. #4 BAR (TYP.) 8. ALL DUCTILE IRON WATER PIPE SHALL MEET SPECIFICATION ANSI /AWWA— C150/A21.50, CLASS 50 WITH 8 MIL POLYETHYLENE TUBE WRAP AND CEMENT LINING ACCORDING TO ANSI /AWWA— C104/A21.4. 9. FAILURE TO OBTAIN PROPER INSPECTION WILL RESULT IN UNCOVERING ALL PIPE AND FITTINGS FROM MAIN LINE TO BUILDING FOR REINSPECTION AND POSSIBLE RECONSTRUCTION. DETECTOR CHECK INSTALLATION DETAILS 118" WASHED ROCK ELEVATION N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 8W INSPECTED BY PUBLIC WORKS 18 "08" CONC. PAD I SMITH —BLAIR • NO. 912 FLEXIBLE GATE MJ—FLANGE ' /—(SEE CU COUPLING ADAPTER FIG. 1 W) emu:= �����a�i■ �— DUCTILE IRON PIPE OR AWWA C -900 CLASS 150 DR -18 PVC 2 —OS &Y GATE VALVES AS PROVIDED BY MFR. i OF BACKFLOW PREVENTOR, INCLUDING TEST COCK. #4 BAR (TYP.) 8. ALL DUCTILE IRON WATER PIPE SHALL MEET SPECIFICATION ANSI /AWWA— C150/A21.50, CLASS 50 WITH 8 MIL POLYETHYLENE TUBE WRAP AND CEMENT LINING ACCORDING TO ANSI /AWWA— C104/A21.4. 9. FAILURE TO OBTAIN PROPER INSPECTION WILL RESULT IN UNCOVERING ALL PIPE AND FITTINGS FROM MAIN LINE TO BUILDING FOR REINSPECTION AND POSSIBLE RECONSTRUCTION. DETECTOR CHECK INSTALLATION DETAILS 118" WASHED ROCK ELEVATION N*RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 8W GROUND LINE 1/2" NST OUTLET 2" PEA SCH 80 PVC WATER PLUS CORP. 10' -0" Standard Gate Valve MODEL 2B36A With Riser BLOW —OFF HYDRANT 2• -0" UNDISTURBED EARTH FLAT ROCKS OR MASONRY CRUSHED ROCK 6" (Wj(MEGALUG) CAP BRONZE BALL VALVE WITH 2 THREADED 2" BRASS NIPPLE OUTLET PVC Water Pipe • EXHIBIT FOR ILLISTRATION PURPOSES ONLY. REFER TO MANUFACTURER DETAILS FOR MATERIAL SPECIFICATIONS. BLOW -OFF HYDRANTS SHALL BE MODEL 2B36A WITH AUTO DRAIN AS MANUFACTURED BY WATER PLUS CORPORATION, PENSACOLA, FLORIDA. HYDRANTS SHALL BE AUTOMATIC- DRAINING, NON- FREEZING, COMPRESSION TYPE WITH 2 416' MAIN VALVE OPENING. INLET CONNECTION SHALL BE 2" AND OUTLET SIZE SHALL BE 2 Y2 " NATIONAL STANDARD THREAD. HYDRANTS SHALL HAVE A PLASTIC METER BOX WITH A PLASTIC LOCKING LID. THE TOP OF HYDRANT SHALL BE 6 -8 INCHES BELOW THE TOP OF METER BOX. HYDRANTS SHALL BE SET IN 4 CUBIC FEET OF CRUSHED STONE TO ALLOW FOR PROPER DRAINAGE OF THE HYDRANT. RECOMMENDATIONS OF THE AWWA SHOULD BE FOLLOWED FOR INSTALLATION OF THE HYDRANTS. BLOW -OFF HYDRANT N *RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 9W CLASS "A" REINF. 1., DEEP CONC., MATCH CONTRACTION EXIST. PVMT. JT, WITH 2" TYPE "D" THICKNESS CRACK SEALER HMAC --� / \ MANHOLE IST. EXIST. HMAC & COVER NC. / \ PAVEMENT SHOWN BEMT. 4RINGEX 1 6" TO 8.. i'�MAX m THICK CONCRETE PROVIDE PRECAST CONCRETE PSI CONCRETE \ / WITH 3-#3 ADJUSTMENT RINGS BARS (_ MANHOLE TOP FOR STREET INSTALLATION I CAST IRON MANHOLE FRAME AND COVER (TO BE FURNISHED AND NATURAL INSTALLED BY CONTRACTOR), GRADE SET IN BASS & HAYS PATTERN #300 -24 MORTAR WITH PICK "SANITARY BARS OR EQUAL MARKED SEWER" 1' -10" 0 N .:Y. L� J v NOTES: W 1. STANDARD CAST -IN -PLACE CONCRETE MANHOLE TO BE USED WITH SEWERS p R a 6" THROUGH 36" IN DIAMETER WHERE SPECIFIED. g" 4' -0" I.D. 6" 2. THE CONNECTION OF THE SEWER PIPE o` x TO THE MANHOLE SHALL BE ACCOMPLISHED BY USING MANHOLE o COUPLING OR RUBBER RING WATER STOPS AS RECOMMENDED BY THE MONOLITHICALLY 'n � PIPE MANUFACTURER. N w PLACED CLASS "A" � 3. CLASS "A" CONCRETE SHALL HAVE a CONCRETE 0 5 SACKS CEMENT /C.Y„ MAXIMUM ", SLUMP OF 5 AND A 3000 PSI a COMPRESSIVE STRENGTH AT 28 DAYS. 0 4. SERVICES WHICH ARE CONNECTED TO MANHOLES SHALL BE INSTALLED Q A MINIMUM OF 8 INCHES ABOVE o THE MAIN FLOWLINE. 5. EXISTING SANITARY SEWER MANHOLE SLOPE 1" PER ', o SHALL BE CORED 1" LARGER THAN PIPE. ..;.. FOOT TYPICAL .' Q VA IES MIN. F.L. .. SANITARY SEWER MANHOLE DETAILS • N*RTH - 6' -0" MIN RICHLAND- y HILLS R 02 -26 -2007 FIGURE 1S 8.. 24" ECCENTRIC CONE o U) co Z Ucow ~?w O U M Z v N 2 v o _ w wo a " m =' v N i0 N 24" LNO- RICHLAND HILLS AME & COVER & HAYES PATTEN z 0 -24 OR EQUAL E.W.MI IN, /FT. D "SANITARY SEWER E.W. MIN, � Cpl I- '%-- I I - -I 00 1 24" I v FLAT TOP (USED IN PLACE OF CONE) (OFF -SET HOLE ALSO AVAILABLE) PRECAST CONC. GRADE RINGS JOINTS TO BE GROUTED INSIDE & OUTSIDE (TYP,) REINFORCEMENT: AS =.12 IN? /FT. E.W. MIN. 5" PRESS SEAL KOR -N -SEAL .�� OR EQUAL CONNECTOR 3000 P.S.I. (MIN. 5 SACK) CONC. AROUND KOR -N -SEAL & BANDS (MIN. 6" THICK) DAL OPENINGS TO FIT PIPE SIZE PRECAST BASE -J CRUSHED STONE FOUNDATION 12" MIN. OR TO TRENCH 3/4 " -1" IN SIZE COMPACTED WALL WHICHEVER IS TO 95% STD. PROCTOR DRY GREATER DENSITY (ASTM D -698) TYPICAL 48" DIA. MANHOLE (WITH PRECAST BASE & FACTORY INVERT) N. T. S. NOTES: 1. PRECAST MANHOLE TO MEET ALL REQIREMENTS OF ASTM C -478. 2. O'RING GASKET JOINT REQUIRED IN ACCORDANCE WITH ASTM C -443. 3. SERVICES WHICH ARE CONNECTED TO MANHOLES SHALL BE INSTALLED A MINIMUM OF 8 INCHES ABOVE THE MAIN FLOWLINE. 4. EACH INDIVIDUAL SECTION OF THE PRECAST MANHOLE WILL NEED TO BE STAMPED WITH THE ASTM SPECIFICATION NUMBER, THE MANUFACTURER'S NAME, AND DATE MANUFACTURED PRECAST CONCRETE MANHOLE DETAILS N4)RTH RICHLAND HILLS R 02 -26 -2007 FIGURE 2S am i NATURAL GRADE - SET IN MORTAR ilk \ 1 -10.. PROVIDE PRECAST \ CONCRETE ADJUSTMENT RINGS MANHOLE TOP FOR STREET INSTALLATION N.T.S. CAST IRON MANHOLE FRAME AND COVER (TO BE FURNISHED AND INSTALLED BY CONTRACTOR). BASS & HAYS PATTERN #300 -24 WITH PICK BARS OR EQUAL MARKED "SANITARY SEWER ". 3/8" STAINLESS STEEL ANCHOR BOLT -\ NUTS \,M/\- I MONOLITHICALLY PLACED CLASS "A" CONCRETE WASHER MANHOLE RING CLASS "A" REINF. CONC. do COVER AS MATCH EXIST. PVMT. 2" TYPE SHOWN BELOW THICKNESS "0" HMAC I" DEEP CONTR. EXIST. HMAC JT. WITH CRACK PVMT. SEALER 6" TO 8" THICK EXIST. CONC. 3000 PSI PVMT. CONCRETE MATH 12" MAX. 3 —/3 BARS SDR -35 .. PVC COUPLING \ 1 -10.. PROVIDE PRECAST \ CONCRETE ADJUSTMENT RINGS MANHOLE TOP FOR STREET INSTALLATION N.T.S. CAST IRON MANHOLE FRAME AND COVER (TO BE FURNISHED AND INSTALLED BY CONTRACTOR). BASS & HAYS PATTERN #300 -24 WITH PICK BARS OR EQUAL MARKED "SANITARY SEWER ". 3/8" STAINLESS STEEL ANCHOR BOLT -\ NUTS \,M/\- I MONOLITHICALLY PLACED CLASS "A" CONCRETE WASHER N. T. S. i O uo Of w J 0 i w 6" = a 0 } a ¢ w D_ J ¢ z O x w 0 0 "- 1/8 "x1" WIDE STAINLESS STEEL STRAP 2- SPACING MANHOLE MINIMUM WALL PVC PIPE BOLT DETAIL N.T.S. NOTES: 1. STANDARD CAST -IN -PLACE MANHOLE TO BE USED WITH SEWERS 6" THROUGH 8" DIA. WHERE SPECIFIED. 2. THE CONNECTION OF THE SEWER PIPE TO THE MANHOLE SHALL BE ACCOMPLISHED BY USING MANHOLE COUPLING OR RUBBER RING WATER STOPS AS RECOMMENDED BY THE PIPE MANUFACTURER. 3. CLASS "A" CONCRETE SHALL HAVE 5 SACKS CEMENT /C.Y_ MAXIMUM SLUMP OF 5 ", AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. SANITARY SEWER DROP MANHOLE DETAILS NORTH RICHLAND HILLS R 02 -26 -2007 FIGURE 3S IL 6" 5' -0" 1. D. 3" PLUG PVC TYP. t' NO PLUG CROSS PVC w NORMALLY SDR -35 .. PVC COUPLING > PVC PIPE • SLOPE 1 " PER 90' LONG FOOT TYP. BEND PVC - VARIES VARIES �1 • 7' -0" MIN. STANDARD CAST -IN -PLACE CONCRETE DROP MANHOLE N. T. S. i O uo Of w J 0 i w 6" = a 0 } a ¢ w D_ J ¢ z O x w 0 0 "- 1/8 "x1" WIDE STAINLESS STEEL STRAP 2- SPACING MANHOLE MINIMUM WALL PVC PIPE BOLT DETAIL N.T.S. NOTES: 1. STANDARD CAST -IN -PLACE MANHOLE TO BE USED WITH SEWERS 6" THROUGH 8" DIA. WHERE SPECIFIED. 2. THE CONNECTION OF THE SEWER PIPE TO THE MANHOLE SHALL BE ACCOMPLISHED BY USING MANHOLE COUPLING OR RUBBER RING WATER STOPS AS RECOMMENDED BY THE PIPE MANUFACTURER. 3. CLASS "A" CONCRETE SHALL HAVE 5 SACKS CEMENT /C.Y_ MAXIMUM SLUMP OF 5 ", AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. SANITARY SEWER DROP MANHOLE DETAILS NORTH RICHLAND HILLS R 02 -26 -2007 FIGURE 3S C J I' -6" TYP. CY_ 4" SERVICE LINE WHERE CUSTOMER SERVICE LINE IS NOT INSTALLED, PLUG SEWER WITH PLASTIC OR V.C. STOPPER AND DRIVE #3 BAR AS SPECIFIED. IN ADDITION, TIE GREEN MARKING TAPE TO THE END OF THE SERVICE PIPE AND EXTEND IT TO THE SURFACE. 1 L 1 MAX DEEP -CUT SEWER SERVICE I 1 ip o_ Z Z ¢Q T SEWER MAIN SEWER SERVICE CONNECTIONS M TEE-WYE (MULTI FITTINGS CORP. PART NO. 480251 FOR 6" MAIN OR APPROVED EQUAL.) \'T.:`- SEWER TRENCH WALL BEND AND STACK PIPE BY CONTRACTOR AND SHALL BE INCLUDED IN PRICE BID FOR DEEP SERVICE CONNECTIONS. ,\ 6" OF CL. "A" CONC. AROUND TEE -WYE AND SLOPE AS SHOWN. NOTES: 1. TOP OF SERVICE SHALL BE SUFFICIENT DEPTH TO PROVIDE ADEQUATE FALL FROM THE FACILITY TO BE SERVED. SEWER SERVICE CONNECTION DETAILS 2. CLASS "A" CONCRETE SHALL HAVE 5 SACKS OF CEMENT, MAXIMUM SLUMP OF 5 INCHES, AND 3000 PSI NEjbRTH COMPRESSIVE STRENGTH AT 28 DAYS. RICHLAND HILLS R 02 -26 -2007 FIGURE 4S