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Home My WebLink AboutResolution 1995-011 RESOLUTION NO. 95-11 BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF NORTH RICHLAND HILLS, TEXAS, that: 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 Subidivision 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. 89-17 is hereby recinded and that 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 13th day of February, 1995. APPROVED: ~$ð.~ Tommy Brown, or ATTEST: / ,tte Rewis, City Secretary CITY OF NORTH RlCHLAND HILLS, TEXAS PUBLIC WORKS DESIGN MANUAL N(Î)RTH RICH LAND HILLS APPROVED BY CITY COUNCIL FEBRUARY 13, 1995 RESOLUTION NO. 95-11 \ RESOLUTION NO. 95-11 BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF NORTH RICHLAND HILLS, TEXAS, that: 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 Subidivision 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. 89-17 is hereby recinded and that 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 13th day of February, 1995. APPROVED: c ~~~~ Tommy Brown, or ATTEST: CITY OF NORTH RICHLAND HILLS, TEXAS PUBLIC WORKS DESIGN MANUAL Pllrpo~~: 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, sewer, street and drainage installations shall be in accordance with the current City Standards and Specifications. Page J TABLE OF CONTENTS Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Page 1 SECTION 1-01 CONSTRUCTION PLANS ........................ Page 1-1 Construction Plan Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page I-I Other Utilities ........................................ Page 1-2 SECTION 1-02 WATER SYSTEM .............................. Page 2-1 Water System Extensions ................................. Page 2-1 Fire Hydrants ........................................ Page 2-2 Required Water Main Extensions ............................ Page 2-2 Materials and Workmanship ............................... Page 2-2 SECTION 1-03 SEWERAGE SYSTEM ........................... Page 3-1 General Sewerage System Extensions. . . . . . . .- . . . . . . . . . . . . . . . . . . Page 3-1 Sanitary Sewer Improvements Design Criteria . . . . . . . . . . . . . . . . . . . . Page 3-1 Lift Stations or Separate Treatment Facilities. . . . . . . . . . . . . . . . . . . . . Page 3-2 Connections. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3-2 Alternate Sewage Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3-2 SECTION 1-04 STREET SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4-1 Streets Required . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4-1 Street Design Criteria ................................... Page 4-1 Sidewalks .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4-3 Driveway Standards. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4-3 SECTION 1-05 STORM DRAINAGE IMPROVEMENTS .............. Page 5-1 General ............................................ Page 5-1 Basis of Design ....................................... Page 5-1 Preliminary Drainage Analysis Guidelines ..................... Page 5-11 Drainage Study Guidelines ............................... Page 5-12 SECTION 1-06 STREET LIGHTING ........................... Page 6-1 Installation .......................................... Page 6-1 Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 6-1 SECTION 1-07 MASONRY/CONCRETE SCREENING WALLS ......... Page 7-1 Construction ......................................... Page 7-1 Location. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 7-2 Plan Approval ........................................ Page 7-2 SECTION 1-08 EARTHWORK. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 8-1 Definitions .......................................... Page 8-1 Unplatted Multi-Lot Subdivision. . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 8-1 Platted Multi-Lot Subdivision .............................. Page 8-2 Single-Lot Subdivision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 8-2 Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 8-2 APPENDIX. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Page A-I City of Nort/¡ Richlm/(l BilLr Public Works Desixn Manual SECTION 1-01 CONSTRUCTION PLANS A. c.on~tmc.tion P];¡n R~qllirp.m~nt~ All construction plans for proposed public water, sanitary sewer, street, drainage and traffic improvements shall adhere to the following requirements: 1. Plans are to be designed, signed and sealed, and dated by a professional Civil Engineer registered in the State of Texas and furnished in the following format: a. Cover Sheet containing: -project title -legal property description -City name -vicinity map -Owner, Engineer, and Surveyor's name, address and telephone number -project title in small print placed vertical along the right border -sheet index -Public Work's signature block b. Copy of current plat bound with plans. The signed plat shall be bound with the as-built drawings. c. Drainage Area Map and calculations with all existing contours, existing and proposed storm drains, and/or other drainage facilities. d. Site Plan indicating the location and width of all proposed and existing street and driveway approaches noting the back-of-curb radii. e. Utility Plan indicating the location and size of all existing and proposed water and sanitary sewer lines with adjacent existing or proposed top of curb grades. Also show 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 manual. f. Plan and Profile Sheets for roads, sewers, storm drains, flumes, water lines twelve (12") inch in diameter and larger, and channels. Stationing shall be generally left to right and with stationing beginning at the downstream end for all sewers, storm drains, and channels. g. Stationing shall be included on the plan view as well as the profile for all roads, water, sewer, storm drain and channel sheets. Elevations shall be calculated and provided in all profiles as indicated below. Page 1-1 City of North Richland BilLr Public Works Desixn Manual 1. Straight grade - provide elevations at a maximum interval of 100 feet. 2. Vertical curve - provide elevations at the beginning and ending points and at a maximum interval of 25 feet in between. h. Details for improvements which are to become public. 2. Plan and profile sheets shall be a maximum of twenty-four (24") inches wide by thirty-six (36") inches long. 3. Horizontal scale shall be one (1 ") inch equals fifty (50') feet qr larger, Le. 1" = 40'. Vertical scale shall be one (1 ") inch equals five (5') feet or larger. 4. Appropriate hydraulic grade line or water surface profile shall be plotted with all drainage design. Capacity, design discharge, velocity, and velocity head shall be noted on each segment of drainage facility in the profile whenever one or more of these parameters changes. 5. Construction plans will be reviewed by Public Works and signed after all comments have been resolved. Construction must start within three (3) years following the Public Works signature. Plans for projects which have not started construction within this time must be submitted to Public Works for a new review. B. Oth~r TJtilitip.~ 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. Page 1-2 City of North Rich/aIlJ HilLr Public Wo'*-r Desi¡rn Manual SECTION 1-02 WATER SYSTEM A. W;¡t~r Sy~t~m Extp.n~ion~ 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. 2. All tee intersections of public water mains shall include at least two (2) gate valves. All cross intersections of public water mains shall include at least three (3) gate valves. 3. The minimum size water main in conventional single-family residential areas shall be six (6") inches in diameter. 4. The minimum size water main in all other areas shall be eight (8') inches in diameter. Larger diameter mains will be necessary if 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 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. 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 greater. 8. The minimum easement width for a water line shall be 7.5 feet on each side of the pipe. 9. Residential water services shall not normally be directly connected to water mains sixteen (16") inches in diameter or greater. Smaller, parallel water mains are required for water services to be connected to. Page 2-1 City of North Rid/laml Hills Public Works Desil(n Manual 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. B. Fir~ Hydr;¡nt~ 1. In all conventional single-family subdivisions, fire hydrant spacing shall not allow the fire hose lay distance to any point on the building to exceed eight hundred (800') feet as measured along public ROWand/or emergency access easements. All lots within the proposed subdivision shall be within five hundred (500') feet radial distance of a fire hydrant. 2. In all other subdivisions, fire hydrant spacing shall not allow the fire hose lay distance to any point on the building to exceed five hundred (500') feet as measured along public ROWand/or emergency access easements. The entire subdivision shall be within three hundred (300') feet radial distance of a fire hydrant. 3. Fire hydrants located on the opposite side of a major collector or arterial street, (i.e., roadway width greater than forty (40') feet), from a development shall not be considered when determining adequate fire hydrant coverage for a development. C. Required W;¡tpr M;¡in F.xt~nsions 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. D. M;¡t~ri;¡J~ ;¡nd Workm;¡n~hip All materials and workmanship incorporated in water system extensions shall be in accordance with the currently adopted City Construction Specifications. Page 2-2 City of North Rich/and Hi/b' Public Works Duixn Manual SECTION 1-03 SEWERAGE SYSTEM A. (ìp.nernl Sew~r::lE~ Sy~t~m F.xten~ion~ 1. All subdivisions developed subsequent to this Ordinance must be served by community sanitary sewer collection, treatment and disposal systems approved by the City. 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 six (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 at the direction of the Public Works Director. 4. All laterals and sewer mains installed within a subdivision must extend to the borders of the subdivision as required for future extensions of the collection system regardless of whether or not such extensions are required for service within the subdivision. 5. The minimum easement width for a sanitary sewer main shall be 7.5 feet on each side of the pipe. 6. The population density shall be based on 3 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 100 gallons per person per day without separate provision for infiltration. Outfall Sewers and Collector Sewers shall be designed on the basis of the following peaking factor formula: Peaking Factor = 1 + ----!~---- (4+p'h) P = Population expressed in thousands. B. S;¡nit;¡ry S~w~r rmprovement~ f)p.~ign C.rit~ria 1. All services shall be placed at the center of each lot unless instructed otherwise by the Public Works Department. 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 which will be less than 10 feet deep. 2. Vertical curves in the sanitary sewer mains will not be allowed. Page 3-1 City of North Rid/laml HilLr Public Works Duixn Manual 3. Manhole spacing shall not exceed five hundred (500') feet. 4. 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. 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 and food handling facilities. The manhole must be located between the public sewer main and the grease trap. 7. If a new sanitary sewer line 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. C. I.ift St;¡tion~ or Sp.p3rnt~ Trf'~tment Fac.ilitie~ The provisions for lift stations or separate treatment facilities will not be permitted unless, in the opinion of the Public Works Director and the City Engineer, there is no feasible alternative which can provide the necessary service to the proposed subdivision. D. c.onnp.c.tion~ 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. Altem;¡tp. Sewaee Sy~tp.m~ 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: 1. The proposed subdivision consists of three (3) lots or less. 2. The existing City sewer system is not and cannot feasibly, in the opinion of the Public Works Department be made available to the area of development. Page 3-2 City of Nort/¡ Ric¡'Ia,uf Hi/Is Public Works Desixn Manual 3. Percolation tests run by an independent testing laboratory are submitted to both the City and the 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 the sewers. 4. Installation of individual septic tanks shall be according to rules and regulations issued by the Tarrant County Health Inspector. Page 3-3 City of North Richlllnd Hi/Lr Public Works Desixn Manual SECTION 1-04 STREET SYSTEM A. Strt>~t~ R~quired 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. Strpp.t J)~~iEn C.rit~ri::l 1. 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 approved. 2. 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. 3. 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 by 0.50%. 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. 4. Standard roadway widths from face-of-curb to face-of-curb shall be according to the following table: STANDARD PAVEMENT WIDTIIS Number of Lane Width Median Width R.O.W. Width Street Type Traffic Lanes (Feet) (Feet) (Feet) R2U 2 15 - 50 C2U 2 20 - 60 C4U 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 Page 4-1 City of Nort/¡ Rich/and Hills Public Works Des;!{n Manual 5. The minimum classified width of a proposed street shall be enlarged under the following conditions. 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. 6. 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" per foot from the top of curb to the property line. All parkways shall drain to the street. 7. All cul-de-sacs shall be installed with a forty (40') foot radius to the face of curb in a fifty (50') foot radius ROW. 8. Standard reinforced concrete curb height and width is six (6") inches with a twenty-four (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. 9. The minimum pavement and subgrade thickness for the various street widths shall be as indicated in the standard details. 10. Minimum horizontal curvature radii for design of street centerlines shall be as follows: Arterial Collector Residential 800 feet 400 feet 200 feet All street intersections shall be constructed to form a ninety (90°) degree angle. 11. 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 MEH Crest Vertical Curve K" V~ll1e Sag Vertical Curve "K" V~ll1e 30 40 50 28 60 110 35 60 90 Page 4-2 City of North RidllmJd Hi/Lr Public Works Desixn Manual 12. The minimum radius for curb returns at intersections shall be twenty (20') feet to the face of curb. 13. A tangent of at least one hundred (100') feet long shall be introduced between reverse curves on arterial and collector streets. 14. At all street intersections, there shall be provided a minimum ten (10') foot by ten (10') foot corner clip sidewalk and utility easement. 15. 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. 16. Median openings shall be spaced a minimum of six hundred (600') feet center-to- center or five hundred (500') feet curb-to-curb, whichever is greater. C. Siclpw;¡ Ih 1. Sidewalks shall be constructed of four (4") inch thick, three thousand (3,000) psi compressive strength concrete reinforced with #3 steel bars laid on maximum of eighteen (18") inch centers. 2. Sidewalks shall be a minimum of four (4') feet in width. The sidewalk shall be located on the City parkway adjacent to the private property line. Sidewalks shall be graded at one-quarter (1/4") inch per foot such that the sidewalk at the property line shall be no greater than two and one-half (2-1/2") inches higher than the top of curb on a typical ten (10') foot parkway. D. Driv~w;¡y St;¡ncl;¡rcl~ 1. Re~iclpnti;¡ 1 J)rivew;¡µppro;¡ch~~ a. Residential driveway approaches shall be constructed of five (5") inch thick three thousand (3,000) psi compressive strength concrete reinforced with #3 steel bars on eighteen (18") inch centers each way. The driveway shall begin at the street curb and extend to the property line or to a point ten (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 ten (10') foot parkway, shall be two and one-half (2-1/2") inches higher than the top of the curb. b. Width of Driveway Approaches: Residential driveway approaches shall not be less than twelve (12') feet in width nor more than twenty (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. Page 4-3 City of North Rich/and HilLr Public Works Desixn Manual 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 five (5') foot radius and a maximum ten (10') foot radius. d. Provision for Joint Approaches: Driveway approaches shall be located entirely within the frontage of the premises they serve except that joint, 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 comer lots must be located to approximately line up with the side of the house or garage that is farthest from the intersection. The drive approach edge farthest from the street intersection must be within 3 feet of the far side of the house or garage. 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 circular drive 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 Thoroughfare Plan, the Public Works Director shall make the determination as to which street access will be allowed. 2. Commercial/Industrial Driveway Approaches a. Commercial and Industrial driveway approaches shall be constructed of six (6") inch thick three thousand (3,000) psi compressive strength concrete reinforced with #4 steel bars on eighteen (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 ten (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 two and one-half (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 twenty (20') feet nor more than thirty-five (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. Page 4-4 City of North Richlmlli HilLr Public Works Desixn Manual c. Radius: Commercial and Industrial driveways shall be constructed with the return curbs having a rolled face disappearing at the sidewalk and joining the street curb with a minimum ten (10') foot radius and a maximum thirty (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 three hundred (300') feet. On streets classified as Arterials, minimum spacing shall be at least five hundred (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. e. Provision for Joint Approaches: Driveway approaches shall be located entirely within the frontage of the premises and shall be located no closer than ten (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 with 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 driveway for the comer lot, if allowed, must be located a minimum of one hundred (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 (90°) degrees. h. Sidewalk to be Removed: Where a driveway approach 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. 3. J)rivp.w;¡y~ C.rm~in~ Rar ~itches: a. The minimum culvert pipe size shall be 18" diameter for reinforced concrete pipe (RCP). Corrugated galvanized metal pipe may be used as an alternative, however, the diameter of the pipe may need to be larger because of additional head losses. The ends of all culvert pipe shall be cut at a 6: 1 slope. b. Radius: Driveways shall be constructed with the return curbs joining the edge of pavement at the street with a minimum ten (10') foot radius. Page 4-5 City of North RichlmJd HilLr Public Works D~sixn Manual 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. f. During the drive approach installation, all ditch grading upstream and downstream of the proposed driveway culvert is the responsibility of the property owner. 4. (1p.n~r;¡1 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 five (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 4-6 City of Nort¡' Ric¡'lmld HilLr Public Works Desixn Manual SECTION 1-05 STORl\1 DRAINAGE IMPROVEMENTS A. (ì~np.r;¡1 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 fifteen (15') feet, and easement width for open channels shall be at least twenty-five (25') feet wider than the top of the channel with twenty (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 one hundred (100) year frequency discharge for the channel. B. R;¡~i~ of f)~~ign 1. Ration;¡1 M~thod: The method of calculation for storm runoff for drainage areas less than seven hundred fifty (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. 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 Hydrogr.aIJh-Methad: Peak discharges for drainage areas exceeding seven hundred fifty (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 fifteen (15) minutes should be used for the determination of the unit hydrograph. Page 5-1 City of North Richland Hi/Is Public Works Desixn Manual In lieu of this procedure, there are several public domain micro-computer 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 C.œffidp.nt: 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 rORFFIc.TENT "r" 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. Timp. of c.oncp.nt~tion: 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 one hundred (100') feet. TABLE V-2 Minimum Inlet Time of roncent~tion Ly-pe of A rp.;¡ Minimum of Inlet Tim~ Business and Commercial Industrial Multi-family Residential Parks and Open Spaces 10 Minutes 10 Minutes 10 Minutes 15 Minutes 20 Minutes 5. R~inf~1I Inten<:ity-Dm;¡tion-Frequenq: The rainfall intensity-duration-frequency compiled in Technical Paper No. 40 by the U.S. Weather Bureau, Department of Commerce shall be utilized in computing rainfall intensity. Page 5-2 City of North Rid,land Hills Public Works Desixn Manual 6. Design Storm Frf>quency (S~e....Iable V -1): Storm frequency to be used in design shall be as shown in the following table: TABLE V-3 np.~iEn Storm FrequeIlC¥ Type of F;¡c.ility Minimllm J)~~ign Fr~ql.le1lC.¥ Storm Sewers Streets Culverts, Bridges, Channels, Underpasses, and Creeks 5 Years 5 Years 100 Years A storm sewer shall be designed to pick up flow from the street when the runoff from a five (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 one hundred (100) year frequency storm. 7. Flow in Strp.p.t~: Street capacity shall be determined by utilizing Manning's equation: Q = U&6 AR2/3 Soln 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: w 2 c y 4CX2 Y=7 All discharge of runoff from street to an open channel shall be in a flume or through an inlet with adjoining pipe and headwall. Page 5-3 City of North Ric/¡lmtd Hi/Lr Public Works Desi!(n Manual 8. Storm J)~in TnJpts: The capacity of a depressed curb inlet on grade will be based on the following equation: ql = 0.7 ~Hl 1 H2~ ~lJ5/2 - (H2)5/~ ql - discharge into inlet per foot of inlet opening in c. f. s.lft. (maximum allowable is 1.0 c.f.s.lft.) HI = 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.lft) determined based on the broadcrested weir formula: ql = 3.0 (H)312 9. Storm Sewer Sy~tems: Storm sewers shall be designed using the continuity equation and Manning's equation. Q = A V and Q = L4.8.6 AR213 S/12 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: E.i pe M::I teria1 Reinforced Concrete Pipe 0.012 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 Page 5-4 City of North Richlmld Hills Public Works Desixn Manual Helical, unpaved with bituminous coating Helical, 100% paved with bituminous coating 0.014 - 0.26* 0.013 * 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 two and one-half (2.5') feet per second and equal to or less than fifteen (15') feet per second. Pipes may be designed on a horizontal radius provided that the minimum centerline radius is equal to thrity (30) pipe diameters and the cumulative degree of curvature does not exceed sixty (60) degrees between points of entry. Pipes shall not be designed with vertical curves. The minimum pipe size is twenty-four (24") inches in diameter. If a lateral does not exceed fifty (50') feet, an eighteen (18") inch diameter pipe may be used. All corrugated metal pipe shall have an exterior bituminous or polymer coating except when used as a driveway culvert pipe. Coating within the pipe shall be used at the discretion of the Public Works Department. 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 one and one-half (1.5') feet. The head loss for each structure shall be computed as: Y..2~ - Kj Y..I~ = hj 2g 2g where; V2 = outflow velocity VI = inflow velocity g = 32.2 ft./sec2 K = head loss coefficient J h· = head loss (minimum = .2 ft.) J 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 .L25.Y..2~ 2g Points of entry into the main storm drain shall be provided at least every five hundred (500') feet. Page 5-5 City of North Rid/lalld Hills Public Works Desixn Manual 10. Open C.h;¡nn~1s: When the runoff exceeds the capacity of a seventy-two (72") inch diameter concrete pipe or equivalent cross sectional pipe area (i.e., 2-51 inch diameter concrete pipe), the discharge shall be carried in an open channel. Open channels shall be designed to carry the one hundred (100) year frequency storm runoff from a fully urbanized watershed with one (I') foot of freeboard. All open channels will be fully concrete lined except for the main channels of Calloway Branch, Little Bear Creek, Mackey Creek, Mesquite Branch, and Walkers Branch which may be earthen channels as defined herein. All open channels shall have a minimum bottom width of eight (8') feet. a. Flln c.oncr~te T ining: All open ditches in all subdivisions that are used to carry surface runoff from more than two (2) lots shall be fully concrete lined, except as stated above. Lining of drainage ditch floors is to be a minimum of 8 feet wide and minimum of six (6") inch thick, 3,000 psi compressive strength concrete. Walls are to be lined with five (5") inch thick concrete, sloped no steeper than one (1') foot vertically to (1.5') feet horizontally. All concrete slabs are to be reinforced with a minimum of #4 steel reinforcing bars placed at eighteen (18") inches or less on center each way, and provided with minimum two (2") inch diameter weep holes with approved filter media placed at intervals no greater than twenty-five (25') foot centers. One (1') foot wide concrete wings shall be provided at the top of each concrete side slope with four (4") inch diameter, PVC plastic sleeves formed in the wings for constructing fences along the top of the channel on each side. Vertical concrete retaining wall sections shall be designed with adequate footing and reinforcing steel to support all anticipated soil and water pressure loads acting on each side of the structure. In addition, retaining walls shall be designed to support at least a "high surcharge" load unless otherwise approved by the Public Works Director. The height of concrete channel liner shall be at least one (1') foot above the fully urbanized one hundred (100) year water surface profile. Such profile shall be determined by backwater calculations using the HEC-2 computer program or other approved modeling methods which take into account backwater effects from downstream bridges, culverts, and other obstructions. Additional lining height may be required in areas of super critical flow or super- elevation. In cases where the top of channel liner must be constructed above natural ground level as required to fully contain the one hundred (100) year flow, and where construction of levees or berms are permitted, provision shall be made for draining the local runoff which ponds behind the levees after the water surface in the channel recedes. Finished floor elevations may be established at least 1.5 feet above the peak one hundred (100) year water surface which ponds behind the levees, if approved by the Public Works Director. Page 5-6 City of North Richlmrd Hills Public Works Desixn Manual If levees are not approved by the Public Works Department, then compacted earthen fill shall be placed along side the channel within the entire flood plain area as required to concrete line the channel to a height of one (1') foot above the fully urbanized one hundred (100) year water surface elevation. Side slopes of the channel banks behind the concrete channel liner shall be no steeper than five (5') foot horizontal to one (1') foot vertical within the drainage channel easement, or for a distance of twenty (20') feet behind the top of channel whichever is greater. Side slopes beyond the twenty (20') foot minimum shall be no steeper than three (3') foot horizontal to one (1') foot vertical unless concrete lined or covered with approved soil erosion protection materials. Fencing shall be placed along the top of the concrete channel liner unless a sanitary sewer main or water line is located within an easement along the channel bank, in which case the fence shall be located on the easement line to permit Public Works unrestricted access to the utility line. b. Parti;¡) c.on~rp.tp. I iner: If the one hundred (1OQ) year fully channel- contained water surface is above the natural ground line and levees are not approved or flood plain fill is not feasible, the concrete channel liner shall be extended to the natural ground line along each side of the channel. In no case shall the concrete lined capacity provided be less than that required to convey the twenty-five (25) year frequency discharge. Drainage easements shall be provided along the sides of the concrete lined channel sufficient to encompass all areas beneath the water surface elevation resulting from a fully urbanized one hundred (1OQ) year frequency storm discharge, plus such additional width easements as may be required to provide ingress and egress to allow maintenance and to protect adjacent property against erosion, caving-in of over-banks, etc., as determined and required by the Public Works Department. The Developer shall be responsible for furnishing complete cross-sections, grading plans, HEC-2 computer runs and all other documentation requested by the Public Works Department which is required to justify less than full section concrete channel lining and to establish the limits of the one hundred (100) year overflow flood plain lines. Water surface profile calculations shall be based on backwater effects created by an existing bridge, culvert or other obstruction regardless of future downstream proposed improvements. c. FJirth~n C.h;¡nn~)s: Earthen channels may only be constructed on the main channels of Calloway Branch, Little Bear Creek, Mackey Creek, Mesquite Branch and Walker's Branch. Approval of plans may be given by the Public Works Director only if the following stipulations are met: 1. The velocity of flow will not exceed eight (8') feet per second. Page 5-7 CiJy of North Richland Hi/Lr Public Works Desixn Manual 2. That reinforced concrete liner or other approved material is used to protect outside slopes in channel curves. 3. That sufficient energy dissipation is designed and constructed at all locations where concrete lining meets earthen slopes and bottoms. 4. That sufficient easements are dedicated to provide protection of adjacent properties or facilities. 5. That drainage easements are dedicated to encompass the area below the elevation of the water surface profile of a fully urbanized one hundred (100) year frequency storm, plus one foot of freeboard and any additional area necessary to provide access for maintenance, but not less than sixty (60') feet in width. 6. That arrangements have been made for perpetual maintenance of the channel by the adjacent property owners or the channel has been dedicated and accepted for City Park purposes. 7. That, in the judgement 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. Earthen channels, when approved, shall be constructed with a trapezoidal shape and a minimum bottom width of twelve (12') feet and side slopes not steeper than four (4') feet horizontal to one (1') foot vertical (5 to 1 preferred). A reinforced concrete pilot channel not less than twelve (12') feet in width or, as determined by the Public Works Director, shall be constructed. The side slopes shall be smooth, free of rocks, and contain a minimum of six (6") inches of top soil. Gobi blocks, rock rubble riprap, or other such similar materials, shall be placed a minimum of four (4') feet along both sides of the pilot channel to a depth of at least two (2') feet. Size and gradation of such material shall be determined based on peak discharge velocity requirements. The pilot channel shall be constructed as approved by the Public Works Department. The easement width for an earthen channel shall extend at least twenty (20') feet beyond the top of each channel bank 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 be covered by grass according to the City's specifications but no less than one 2-inch high spring per half square inch of slope and bottom. The grass shall be planted to twenty (20') feet outside the top of banks. Page 5-8 City of North Ricll/m1d HilLr Public Works Desixn Manual The water surface profile (hydraulic grade line) for the one hundred (100) year frequency storm shall be shown. Maximum permissible mean velocities for the one hundred (100) year frequency discharge shall be eight (8) feet per second in partially concrete lined channels while in fully concrete lined channels, the maximum permissible mean velocities for one hundred (100) year frequency discharge shall be fifteen (15) feet per second. Special consideration should be given to outlet structures on channels where concrete lining meets 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 twelve (12') feet wide with a maximum slope of sixteen (16%) percent. 11. Rriclfp.~ ;¡ncl C.lllvp.rt~: 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 one hundred (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 one hundred (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 one (1') foot above the fully urbanized one hundred (100) year frequency storm water surface. 12. I.ot Cir;¡cling: 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 possible, then a drainage easement must be provided and any necessary facilities shall be constructed and installed by the Developer. 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. Finished floor elevations shall be set a minimum of one (1 ') foot above the top of curb at the centerline of the lot or one and one-half (1.5') feet above the one hundred (100) year frequency storm water surface elevation, whichever is higher. 13. Off-Site Dr;¡in;¡fe: In respect to offsite drainage, the following provisions shall apply: Page 5-9 City of North Rid,lmwl Hi/Lr Public Works Desixn Manual 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. 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. A "recognized watercourse" shall herein be defined as either an open channel with hydraulic characteristics which provide capacity for at least a ten (10) year frequency storm after ultimate development of its watershed, or an underground s,torm drain with capacity for at least a five (5) year frequency storm plus overland relief sufficient to safely discharge up to a combined ten (10) year frequency flow (based on ultimate watershed development) without damage to adjacent property. Such ten (10) year capacity shall extend at least one hundred (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". 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 ten (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 Page 5-10 City of North RiclrlmJd Hi/Lr Public Works Desixn Manual 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 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. Prelimin;¡ry J)r;¡in;¡fe An;¡ly~i~ (1lIidp.lin~~ 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 I" = 200' and depicting the watershed which drains to and across the subdivision. The map must include the subdivision and an area extending for 200' 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 Surveyor 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. Page 5-1 I City of North RichlmJd Hi/Lr Public Works Desixn Manual D. f}rnin;¡e;e Study Cìuid~lin~~ 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. 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. Page 5-12 City of North Rid/land Hills Public Works Desixn Manual 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 Elevation (BFE). The calculations shall continue upstream through the project until the proposed BFE is within .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. 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. Sianature , P.E., (Seal) Page 5-13 City of North Richlmtd Hi/ls Public Works Desixn Manual SECTION 1-06 STREET LIGHTING A. In~t;¡l1::¡tion 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 Director. 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 franchise, shall be certified in writing by an engineer to meet the specifications as required by a public electric utility holding a City franchise. B. I.nr;¡tion 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 six hundred (600') feet or longer, a street light shall be installed every six hundred (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 of the block. 5. If a cul-de-sac block is four hundred (400') 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. Page 6-1 City of North Richlmlli HilLr Public Works Desixn Manual SECTION 1-07 MASONRY/CONCRETE SCREENING WALLS A. c.on~tnJction 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. 5. Mortar shall be Type "S II . 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" wide galvanized ladder wire to extend horizontal in wall panel on every course. 8. The wall shall be a minimum of six (6') feet in height as measured from the nearest/adjacent sidewalk grade. No masonry or concrete screening wall or column shall exceed eight (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 two (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 concrete block as a finish shall be allowed along collector or arterial streets. However, a concrete finish consisting of exposed aggregate shall be allowed. Page 7-1 City of North Ric¡'lmtd HilLr Public Works Desixn Manual 11. All masonry or concrete screening walls shall be designed by a Professional Structural or Civil Engineer registered in the State of Texas. Sealed plans shall be submitted to the City for review. B. T .oc.::!tion 1. No masonry or concrete screening wall shall be located on public right-of-way. 2. Sight triangles shall be provided at street intersections according to the schedule contained in the Zoning Ordinance. 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. PI::!" App.roYa1 1. Plans are to be designed, signed, sealed and dated by a professional Civil Engineer registered 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"). h. Steel tensile strength. 1. Concrete compressive strength. J. Wind load calculations. Page 7-2 City of North Ric},/and HilLr Public Works Desixn Manual SECTION 1-08 EARTHWORK 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. f)pfinition~ 1. Conceptll:!1 nr-:¡ciing....ðan - 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. 2. Exc;¡v;¡tion - The removal of turf, soil, rock or weeds such that the surface is six (6") inches lower than the initial elevation. 3. Eill - The deposition of rock, concrete, soil or sod such that the cumulative thickness of all materials is equivalent to six (6") inches or greater. 4. Fin;¡1 nr-:¡ciine PI;¡n - 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 one (I') 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. 5. nr;¡ciing - 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 six (6) inches or greater from the initial elevation. 6. Initi;¡1 Elev:!tion - The mean sea level elevation as it existed 5 years prior to the current date. 7. MlIlti-I ot Sllhciivi~ion - A division of any tract of land into two or more parcels. B. Hnpl;¡ttpci Mlllti-I ot Sllhciivi~ion When a multi-lot subdivision has been proposed for platting, 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. Page 8-1 Ci 0 North RichlmJd HilLr Public Works Desi n Manual 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 replaced (or new material imported, depending on moisture content) recompacted 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. PI;¡ttprl Mlllti-l.ot Sllhrlivi~ion 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. 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. SinEI~-I .ot SlIhrlivi~ion All single lot subdivisions shall be required to obtain a Grading and Excavation 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. Testing All compaction shall be tested by an approved soil testing laboratory. Page 8-2 City oj NortlJ Richlturd HilLr Public Works DesiXtJ Manual 1. The testing facility must maintain a current permit with the Public Works 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. 2. All fill must be compacted to 95 % Standard Proctor Dry Density. 3. Samples shall be taken at the rate of one (1) per lift per 500 cubic yards of fill, or; one (1) per lot, whichever is greater. 4. Slopes created by excavation or fill shall not exceed 3 horizontal to 1 vertical. Page 8-3 CiIy of North Richlmld HilLr Detail No. 1M 2M 3M IP 2P 3P 4P 5P 6P 7P 8P 9P lOP lIP 12P 13P 14P 15P-l 15P-2 15P-3 ID 2D 3D 4D 5D-l 50-2 6D 7D 80 9D lOD liD 12D-l 12D-2 13D-l 13D-2 14D-l Category --------- Misc. Paving Drainage Public Works Desixn Manual APPENDIX Description Soil Testing Permit General Notes General Notes (NRH Project Sign) Trench Embedment and Backfill Details Residential Streets Hot Mix Asphalt Concrete Pavement Residential Streets Reinforced Concrete Pavement Collector Streets Hot Mix Asphalt Concrete Pavement Collector Streets Reinforced Concrete Pavement Arterial & Industrial Streets Hot Mix Asphalt Concrete Pavement Arterial & Industrial Streets Reinforced Concrete Pavement Chip Seal Pavement Section Detail Pavement Marking Details Typical Left Turn Lanes Concrete Valley Details Curb Ramp Details Residential Drive Details Commercial Drive Details Drive with Culvert Details Combination Rail Type C301 Combination Rail Type C301 Combination Rail Type C301 Typical Channel Liners Storm Drain Flood Limits Reinforced Concrete Channel Liner Details Concrete Pilot Channel Channel Access Ramp, Sht. 1 of 2 Channel Access Ramp, Sht. 2 of 2 Concrete Channel Apron for S.D. with Vertical Headwall Concrete Channel Apron for S.D. with Sloping Headwall Concrete Gollar Details Storm Drain Tap Detail Concrete Plug Details Standard Drop Inlet Standard 4' Square Storm Drain Manhole/Vault, Sht. I of 2 Standard 4 I Square Storm Drain Manhole/Vault, Sht. 2 of 2 Standard 5' Square Storm Drain Manhole/Vault, Sht. 1 of 2 Standard 5' Square Storm Drain Manhole/Vault, Sht. 2 of 2 Standard 6' Square Storm Drain Manhole/Vault, Sht. 1 of 2 Page A-I CiIy of North Richland HilLr APPENDIX (con't) Detail No. 14D-2 15D 16D-l 16D-2 16D-3 17D lW 2W 3W 4W 5W 6W 7W 8W IS 2S 3S 4S Category Drainage Water Sewer Public Works DesiR1J Manual Description Standard 61 Square Storm Drain Manhole/Vault, Sht. 2 of 2 Angled Storm Drain Manhole/Vault Detail Standard Curb Inlet, Detail No. 1 Standard Curb Inlet, Detail No. 2 Standard Curb Inlet, Detail No. 3 Inlet Protection Block and Gravel Valve and Thrust Block Details Detail of Valve Locations at Street Intersections Fire Hydrant Details Water Service Connection Details Single and Double 2" Water Service Domestic 4" Meter Installation Irrigation 4" Meter Installation Detector Check Installation Details Sanitary Sewer Manhole Details Precast Concrete Manhole Details Sanitary Sewer Drop Manhole Details Sewer Service Connection Details Page A-2 LABORATORY REQUEST to PERMIT SOIL TESTING SERVICES in the CITY OF NORTH RICHLAND HILLS Company Néi{Ile.; Street Address: Mailing Address: City: Telephone Number: Approximate Number of Employees: State: Zip: Fax Number: Normal Hours of Operation: Owner's Name: Date of Application: I hereby certify that I am duly authorized and legally entitled to act on behalf of the aforementioned company. I understand that testing results from all soil samples taken in North Richland Hills by this firm shall be subject to review by the Public Works Department. I further understand that all samples and densities which are tested for the purpose of verifying compaction shall be coordinated with the Public Works Department prior to sampling. I agree that samples taken without prior arrangements with the Public Works Department may not be useable samples for the purpose of meeting the requirements contained in the Design Manual. I hereby warrant that all employees of the aforementioned company are under my direction and will conduct themselves professionally while on duty and with the City of North Richland Hills. I understand the requirements contained in this application and further agree that this permit may be revoked at the discretion of the Public Works Department. OWNERS SIGNATURE: This application is not a certification of competency of the company or it's employees. The acceptance of this application and subsequent granting of a permit by the City of North Richland Hills is not an endorsement of the company. A permit which has expired or been revoked is not an accusation of incompetence. This permit expires one year from the Date of Application. Attached is a list of Professional Registered Engineers licensed by the State of Texas and employed by this company which are responsible for certifying lab and field procedures. Sample: John Doe Engineer Registration #: 40000 Date: Permit granted. Public Works Director 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 581-5671, A T LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION. 3. ALL SANITARY SEWER PIPE SHALL BE SDR 35 PVC (ASTM 0-3034). 4. ALL STORM DRAINAGE PIPE SHALL BE ASTM C-76. CLASS III REINFORCED CONCRETE. UNLESS NOTED OTHERWISE. 5. ALL WATER MAINS SHALL BE PVC AWWA-C900. DR18, CLASS 150. 6. 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. 7. ALL FILL SHALL BE COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD PROCTOR METHOD (ASTM 0-698). 8. ROUTE WATER LINES AROUND STORM DRAIN INLETS WITH A MINIMUM OF 12" CLEARANCE OUT - TO-OUT. 9. "CURB RAMPS" ARE TO BE CONSTRUCTED ON ALL PERMANENT CURB RETURNS AT INTERSECTIONS OF ALL STREETS OR AS DIRECTED BY THE PUBLIC WORKS DEPARTMENT. 10. ALL CONSTRUCTION BARRICADiNG TO BE IN ACCORDANCE WITH CURRENT "TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS" GUIDELINES. 11. GATE VALVES SHALL CONFORM TO ANSIjAWWA C509-87. 12. MATERIAL DISPOSAL FOR CITY PROJECTS- THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DIRECTOR IN WRITING OF PROPOSED MA TERIAL DISPOSAL SITES TO BE UTILIZED WITHIN THE CITY OF NORTH RICH LAND HILLS. THE NOTIFICATION SHALL INCLUDE THE LEGAL LOT/BLOCK, ADDITION DESCRIPTION AND ADDRESS OF THE PROPOSED SITE. THE PUBLIC WORKS DIRECTOR SHALL BE NOTIFIED TWO (2) WEEKS IN ADVANCE OF ANY MATERIAL BEING DEPOSI TED. 13. MATERIAL DISPOSAL FOR DEVELOPER PROJECTS- THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DIRECTOR IN WRITING OF PROPOSED MA TERIAL DISPOSAL SITES TO BE UTILIZED OUTSIDE OF THE PROJECT 'LIMITS AND INSIDE OF THE CITY OF NORTH RICHLAND HILLS. PROJECT LIMITS SHALL BE DEFINED AS PROPERTY OWNED BY THE DEVELOPER AND PART OF THE ADDITION BEING CONSTRUCTED. THE NOTIFICATION SHALL INCLUDE LEGAL LOT/BLOCK. ADDITION DESCRIPTION AND ADDRESS OF THE PROPOSED SITE. THE PUBLIC WORKS DIRECTOR SHALL BE NOTIFIED TWO (2) WEEKS IN ADVANCE OF ANY MATERIAL BEING DEPOSITED. * GENERAL NOTES * N@RTH RICHLAND HILLS I R3-1-97 FIGURE 1M 3.2.26 PROJECT SIGN: SUBSIDIARY TO BID ITEMS. THE CONTRACTOR SHALL FURNISH AND MAINTAIN ALL-WEA THER 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. ,- 4" 3" 4" 3" 4" 3" 4" 3" 4" 3" 4" 3" 8'-0" NORTH RICHLAND HILLS BOND FINANCED -+ PROJECT -$_______ FOR CONSTRUCTION OF PROJECTED COMPLETION ,199 2'-0" 4"x4"x1O' S4S TREATED 00 I ¡., 2'-0" 4'-0" SECTION A-A ï r1 A A o I v * GENERAL NOTES * 3.2.26 I R1-18-94 N@RTH RICHLAND HILLS FIGURE 2M MISCELLANEOUS TRENCH EMBEDMENT AND BACKFILL DETAILS NOT TO SCALE NAnVE TRENCH MATERIAL (NO ROCKS OVER J. IN DIA.) '" .... æ ~ NAnVE TRENCH MATERIAL (NO ROCKS OVER J. IN DIA.) '" .... æ ~ NO ROCKS LARCER THAN I· DIA. ~~;1~!!tg~;~;~~&1~;~ />f-~-'" ......:.. ...:,'.'~ ...." " '//,'$5 «(" «<*,««<~,«%y /,'\. ,y" 'v,'\.y, ,y/ NORMAlLY AWWA C-900 DR-18 CLASS 150 PVC NORMALLY ASN C- 76 RCP J. OF WASHED ROCK BELOW PIPE AS BEDDINC WATER STORM DRAIN NA nVE TRENCH MATERIAl. (NO ROCKS OVER J. IN DCA.) '" .... æ < > PEA CRA VEL GENERAl. NOTES: I. All. TRENOf BACKFIll. SHALL BE COMPACTED TO 95~ STANDARD PROCTOR DRY DENSITY (ASN 0-698). 2. MECHANICAlLY COMPACTED TRENCH BACKFIll. SHAll. BE PlACED IN NO CREA TER THAN 6· UFTS. TESnNC SHAll. BE AT THE RATE OF ONE TEST PER UFT PER 500 ÆET OF TRENCH. SANITARY SEWER TRENCH EMBEDMENT & BACKFILL DETAILS N@RTH RICHLAND HILLS R 1-18-94 FIGURE 3M ~~ < (II> ~< -U :Ix ::::;LoJ . N I 10 . ~ N J: ~ o ~ )- < ~ o < o cr ai . < CD ~....... 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FLOOD PLAIN (ADO 40' FOR EASEMENT WIDTH) EXIST. 100 YR. ¡IMPROVED 100 YR. WATER SURFAZE WATER SURFACE 1 5' 1.5' dM~ _ ~N. r---- ...2----, 25 YR. W TER l' . SURFACE ~HIGHE~ L PROPOSED CONCRETE CHANNEL LINER (EXTEND LINER TO NATURAL GROUND - 25 YR. MIN. CAPACITY REQUIRED) PARTIAL 100 YR. CONCRETE CHANNEL LINER HOUSE EXIST. NA ruRAL GROUND IMPROVED 100 YR. flOOD PLAIN (ADO 40' FOR EASEMENT WIDTH) --~---_..IZ-_ EXIST. 100 . YR. WATER PILOT ~I~. SURFACE ROCK RUBBLE EARTHEN CHANNEL WITH CONCRETE PILOT TYPICAL CHANNEL LINERS N@)RTH RICHLAND HILLS 2-27-89 FIGURE 1 D BUILDING SETBACK WIDTH STREET RIGHT-OF-WAY 100 YR. flOOD PLAIN MAX. SPREAD 100 YR. WATER SURFACE~ _ _ MINIMUM 5 YR. DESIGN OVERSIZE AS REQUIRED (10, 25, 50, 75 YR.) TO MAINTAIN 100 YR. SPREAD LIMIT SHOWN ABOVE UNDERGROUND STORM DRAIN CONDUIT STORM DRAIN IN STREET UNDERGROUND STORM CONDUIT OVERSIZE AS REQUIRED (la, 25, 50, 75 YR.) TO MAINTAIN 100 YR. FLOOD PLAIN LIMITS WITHIN EASEMENT " PER"ANENT DR"'NACE EASE"ENT "I 1-' IMPROVED 100 YR. ... ' flOOD PLAIN LIMITS -- OVERLAND RELIEf' SWALE--LlNE WITH CONCRETE OR OTHER MA TERIAL APPROVED BY PUBLIC WORKS DEPT. STORM DRAIN IN EASEMENT STORM DRAIN FLOOD LIMITS N(!)RTH RICHLAND HILLS 2-27-89 FIGURE 2D SEE DETAILS FOR FENCE 2-~ BARS PVC SlEE'Æ "'~ '!!\5 ~a: >IL I ï!'j filL Q~ BOTTOM AND UNFORMED SlOES 3000 PSI COMPRESSIVE STRENGTH CONCRETE 2" DIA. WEEP HOl£S AT 20'-0" O.c. NOtE: SEE PLAN-PROFILE FOR OIMENSlONS "0". or. "W' AND "X". RElNFORONG SHALl. BE '4 BARS AT IS" O.C.E.W. RElNFORONG CHAIRS SHALl. 9£ USED AS OIRECTED BY 1)£ OVttiER'S PR(),£CT REP. I ...~ I FT. J PEA CRA VEL F1LTER FABRIC RUB SUOOTH TYPICAL TRAPEZOIDAL SECTION END SLOPE TO EXTRASlD£ WAll.. HT. P.C. Of" CURVE EXPANSION JT. SPACED AT 100' CENTERS OR AT LEAST ONE Jr. PER SECTION OF CHANZ I dY-EXTRA SlOE WALl. HT.- J~~ EXPOSED END 1/2"Øxl2" SMOOTH ooVS 'MTH EXPANSION CAPS AT IS" O.C. CREASED ON ONE ENO TO BREAK BOND PREFORYED EX? JT. RECESSED I" , flOW t z . ~ I W RElNF. AS DIRECTEO BY OVttiER'S PRO.£CT REPRESENTATIVE WHERE "V"-VELOOTY Of" flOW IN FT./SEC. "R"-RADtUS Of" CURVE IN FT. "W'-WATER SURFACE 'MOTH IN FT. INCREASE Hr. Of" OUTSlOE WALl. ON CURVE EXPANSION JOINT DETAILS OF REINFORCED CONCRETE CHANNEL LINER REINFORCED CONCRETE CHANNEL LINER DETAILS N(f)RTH RICHLAND HILLS R1-18-94 FIGURE 3D in o III .... 5:;1 J:~ e;§ ....t::: ~~ ~9 o. U ~ Z~\o ....a::J: J:14.t: ~1II~:é .... 0 Cl.IIICII 0~Cl. J:...IUo 1"'11101- 8....a:: . ::eº14.~ CllIIIO::e ãiZZ oQo t3!:( a::::::Ia O~""vi ~t3~§ ~aS~ a::~~$ ........::eõ ffi!:!f5....a:: mCIII;j ævi°~ ~ð~(J Uo 9 O...low a::ml-> \oj b I Ñ E'ASMENT UNE 2'-(1' 18" õ b I :r ,<w . I;j CIIa:: ~~ u8 ""0 enw a:~ §t; .Z 1");:) 1 J o >- enù~ ~0J: 1")\09 ,,-i:J b I :r ~ Z zO !,laoE a::.... a ~~~~ OOU a::....zen ~a::w;.¡ ...Iwe;Õ ¡¡:moen fi 5-3-94 1 I- ft' Z ëW W I-ºa ~ <~~~~~ ~1-9~oww aoi:J6~oz i~~~o~::i 1-~~m~a::1- .3miìl ~~.3 ::e :1 ::e f!JbGJ~en~Uf!J i:JNZen ::ii:J 14.~ m ~ °O:tlllt3;:)w Z .u~ Cl.,= ~~14.9E~0 w::eOen~1-1- CONCRE1E PILOT CHANNEL N@)RTH RICHLAND HILLS FIGURE 40 TRAPEZOIDAl CHANNEl.. "Yo€DŒ TYPE" CONCRETE CHANNEl.. TRANSITION STRUCruRE STREET CURB AND CUTTER PLAN VIEW N.T.S. DOUBLE S'MNG GA TE AlN NK Œ Î \C~T OMS --' S" THIO< APPROACH kJ 8" THIO< BOTT(' SECTION "A- A" N.T.S. 0.6 C.F'. 1 1/2" ROO< FILTER MEOlA 0.9 C.F'. PEA CRA VEl.. CONCRETE RAMP BOTT(' CHANNEL ACCESS RAMP FILTER ClOTH WEEP HOLE DETAIL AT BOTTOM OF CONCRETE RAMP WALL N.T.S. NOTE: J" DCA. VtŒP HQl£S WITH TWO C.F'. EACH OF SAND. PEA CRAVEI.. AND 1 1/2" ROO< FILTER MEOlA SHALL BE SPACED AT 10' C.C EACH SIDE AlONG BOTT(' OF RAMP WALL OR AS DCRECTED BY OVtNERS RESIDENT PROJECT REPRESENTATIVE. N@RTH RICHLAND HILLS 1-18-94 FIGURE 50-1 13'-4" B" , " - B" 3/4" CHAMFER ALL EDGES FENONG AS CALLED FOR IN THE PlAN. FABRIC SHALL FACE OUTWARD mow RAMP, SEE FENCE DETAIL THIS SHEET TYP. BOTH SIDES ....\ çß''i. J' ';I."'-¡" c;..; CENTERUNE OF PROPOSED ACCESS RAMP 15 0 7-1/2 FIRM TRENCH WALL en '" æ ~ IS 09 03" ¡: (L '" o CLASS "C" 3600 PSI FORMED CONCRETE 15 . 103'-0" 07 1/2" D.C. 14 BARS 0 12 1'-6" . 1'-6" MECHANICALLY COMPACTED BACKFILL TO 95:11: STD. PROCTOR EACH SIDE (SELECT NA n~ MA TERlAL) 2'-0" 03" Of A. WEEP HOlES *TH AL TER MEDIA EACH SIDE AT 10' C-C :0 19" , 4~ SECTION "s-s" 2'-6" N.T.S. 5' (TYP. FOR ACCESS RAMP WALL) 10' (rn>. FOR CHAN. UNER W ) KNUCKLED SElVAGE ALONG TOP NO. 9 G.... CUPS 2'-0" WAX. O.C. SPAONG 1-5/B" 0.0. TOP BRACE RAIL (2.27 LaS. PER FT.) TERWINAL POST CAP . . .../ .~..~ .V CRETE: CHANNEL UNER . . R. STL CAP(rn» c:Ð<ÐUL HOltS: 1. .ou. CIaNCJIE1t nOts _ ON INS SHŒT ...u. 1£ cv.ss "C" HAWlO A -.... COoII'N:SSM: S_IN 01' JeOO I'S AT 2a DAft. Z. .ou. 0P0Sm CXROS ...u. 1£ OWWI:ÆD ~/~. ~ -- S1œ. SH.ou. 1£ P\.AŒD _IN CUC1Ð!S 01' !HE (lUna: LA_ 01' _ r f1IQW !HE 7JAf'ACI: 01' !HE CIaNCIIIEtE IMOS 0_. _ .. OAIOISO<S 01' __ _ ME: 111 CUCD 01' IIAIIS. So DP_ ..aHTS AlCNC ACŒSS IWofP $I4.ou. HOr DaED <I1lDC1HS. t. $HQI DRAWHCS IIIU. 1£ II[CIUIR£I) F'OR ÇAI'[ IISrAlJ,A11CIN F'OR R£W:W NG N'f"Iff1V~ BY EJjQffDI NG ON REl'RDEJ<rAO'£ 7. COIISI1IUC11CIN 01' .. /IQf _ ~ rooa: 0110 1IWI AI.OHO I'IIO'OSEII OWIHÐ.. UNÐI œ ACŒSS ~ SH.ou. INO..UOE F0011NCS AS fULOWS: IJN£ POSTS-t"CIA.a2'-tTOol1Oe _~ POSTS-I'-o'DU...s-oTOo11NÇ .. .ou. IÆSI4, POSTS NG ,..,..çs ME: CALVNOZID S1m.. 1/2.r3/4 STRETCHER BAR WITH BANDS I I A LOCK KEEPER- B LOCK KEEPER GUIDE C LOWER FORKS o UPPER FORKS E LOWER GUIDE F UPPER GUIDE o3-1/2"WIN. B" WAX. CHANNEL ACCESS RAMP CHAIN LINK FENCE DETAILS GA TE POST FOOnNGS BELOW CONCRETE RAMP AS REQUIRED (BOTH SIDES) N(!)RTH RICHLAND HILLS 1-18-94 FIGURE 5D-2 ..r.s. 1J 12" (TYP.) I" [ 6"-j f-- ~rt , #4 BARS 0 '" ~ ¡5 18" O.C.E.W. ~ . ~"~1 SECTION C-C N.T.S. 1.0+2'..1 SECTION B-B N.T.S. 20+2'~ MAX, SlOPE 7" r-- .3:1 (TYP.) .3 1/2" I %~ ~ ,,,< /.'\ . ý'~' #4 BARS~ 1m 1 2" C / C ....::::::J ~t ~ BAR DETAIL N.T.S. 6" I J --....:.... . . }~-:= 4'-0" .1 LSEE OTL "0" 114 BARS @ 18" O.C.E.W. SECTION A-A N. T.S. IB . ,. CONST.JT, DETAIL N.T.S. "D" ---- NOTE: FOR PIPE DIAMETER (SEE PLAN AND PROFILE SHEET.) FLOW . C CONC. CRADLE (SEE SECTION C-C) ---- CONCRETE CHANNEL APRON FOR STORM DRAIN WITH VERTICAL HEADWALL PLAN N.T.S. LB N(f)RTH RICHLAND HILLS 1-18-94 FIGURE 60 ~Ë ---- I' B FLOW SECTION C-C N.T.S. #4 BARS 0 '" ~ I 18" O.C.E.W. ~ 5" ~"~1 . ----- B PLAN N.T.S. 1..0+2'.1 SECTION B-B N.T.S. 20+2' MAX. SLOPE 3: 1 (TYP.) 6" NOTE: FOR PIPE DIAMETER, SEE PLAN AND PROFILE SHEET. l 5" I [ I I - #4 BARS @ 6'~ f-- 18" O.C.E. W. .r. I. 4' -0" .1 CONCRETE CHANNEL APRON FOR STORM DRAIN WITH SLOPING HEADWAll SECTION A-A N.T.S. N(!)RTH RICHLAND HILLS 1-18 94 FIGURE 70 I . 0.0. (LARCE PIPE)+I'-O· LA . .... '+ c:i Ó 13 BARS BENT AS SHO'M'l c:i Ó COUPLING OF R.C.C. PIPES OF DIFFERENT DIAMETERS I " 0.0. (LARCE PIPE)+I'-O· LA , .... + "" a. ¡¡:, ~J ~- c:i Ó . I 1'-6· I" ï 13 BARS BEN T AS SHO'M'l c:i Ó RCC PIPE , ......... COUPLING OF RCCP TO CGMP CONCRETE COLLAR DETAILS CONCRETE COLLAR DETAILS N(iRTH RICHLAND HILLS 2-27-89 FIGURE 80. D X HOOP BARS 18" OR SMAllER 6" #3 lARGER THAN 18" 9" #4- EXISTING STORM DRAIN FINISH FLUSH NOTE: STORM DRAIN TAP SHALL BE 1 1/2" MIN. CONSIDERED SUBSIDIARY TO 3" MAX COST BID PER LF. 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 PROPOSED LATERAL STORM DRAIN PIPE (2) HOOP BARS 2" CLEAR STORM DRAIN TAP DETAIL NOTE: PREFABRICATED FITTINGS SHALL BE USED ON ALL PROPOSED STORM DRAINS. STORM DRAIN TAP DETAIL NQ)RTH RICHLAND HILLS 2-27-89 FIGURE 90 a ....; S .4(··:~:..;~·Ò; <: .~. .~~ t~:.1 ~ ,..~::-...>.~ ..:,~'~ . ~ SEE REINFORCEMENT FOR CONCRETE PLUG T =LENGTH OF PIPE GROOVE OR 2 1/2" MIN. REINFORCEMENT FOR CONCRETE PLUG PIPE SIZE REINF. BAR DISTANCE S C-C 18" -39" #3 12" E.W. 1/2 42" -54" #3 12" E.W. 1/3 SO" - 72" #4 12" E.W. 1/4 NOTE: STEEL HANDLE FOR REINFORCED CONCRETE PIPE PLUG SHALL BE LOCATED 1/4 1.0. ABOVE CENTER POINT OF PLUG. TWO STEEL HANDLES WILL BE REQUIRED ON PLUGS OF 3S" PIPES OR LARGER AND SHALL BE PLACED 1 /4 1.0. APART AND 1/4 1.0. ABOVE CENTER OF PLUG. CONCRETE PLUG DETAILS NO SCALE CONCRETE PLUG DETAILS N(!)RTH RICHLAND HILLS R1-18-94 FIGURE 100 w + 2T .. A TOOLEO EDGES w , T , A TOOlED EDGES TOOLED EDGES .1. . . . J' -0" '4 BARS 18" C-C SECTION A-A W + 2T BASS &c HAY$ NO. 10J (OR APPROvED EOUAL). IT, ~ A r:- Lt I ~ ! ¡ I L -11 I ..... I 1 "'I~, --.,- I j L ~ .. w - T ! - ~ A -jJ J PLAN VIEW INLET SIZE T w A 2' SOU ARE 7" 2'-0· 2'-0· 4' SOU ARE 7" 4'-0' J'-O" S· SOU ARE 6" S'-O' 4'-0" 5' SOU ARE g" 5'-0· 4'-0' NOTES: 1. 1.4 A TERIAL AND WORKIAANSHIP SHAU CONrORIA WlIH IHE REOulREIAENTS Of" NORTH RICHLAND HILLS STANDARD SPECIFlCAnoNS rOR STANDARD CONCRETE I.4ANHDLES. IAINIIAUIA 3000 PSI CONCRE TE. 2. LAYERS Of" REINf"DRCING STEEL NEAREST THE INTERIOR AND EXTERIOR SURrACES SHALl HAvE A COvER Of" 2' TO THE CENTER Or BARS. UNL£SS OTHERWISE NOTED. J. rOR DETAILS Of REINf"ORCING Of" LOWER PORTIONS Of INLET SEE APPROPRIATE SQUARE IAANHOLE DETAILS. 4. DEPTH Of REINrORONC Of" LOWER PORTIONS OF INL£T IS VARIABLE. APPROXllAA TE DEPTH WILL BE SHO'MII ON PlANS AT LOCA TlON Of" INLET. S. AU STANDARD DROP INL£TS SHALL HAIlE ONE OPENINC ON EACH SIDE UNL£SS OTHERWISE SHO'MII ON PlANS. 5. DECK IAAY BE REINf"ORGtD SAIAE AS 4' SOUARE I.4ANHOLE. STANDARD DROP INLET N@RTH RICHLAND HILLS R3-1-97 FIGURE 110 ! ¡ a. >- :~ ex) ........ I f .,. 0 I I ;¡, .,. I I ¡ f f ! ~ : ~ ex) ........ 5'-4" '-" 4'-0" . ! I #4 BARS AS SHOWN· __ rSEE HOOK / ,/ DETAIL r J' \ i / ---I " 5'-0" ~ \ \ #4 BARS T / '-~ / ~!! <:1- - -,- _-::::J 1 Ii, -,Ø = 1/2" I ; 5'-0" I 6" HOOK DETAIL BARS T #4 BARS AT 6" EACH WA V HOOKED EACH END CD PLAN BASS &: HAVES NO.JOO-24 (OR APPROVED EQUAL) MARKED "STORM DRAIN"-" \ \ 1: 2 MORTAR N,T.S. (5) 1/2"x9- DOWELS AROUND .-r- PAVING SURFACE ~ RING TO BOND BRICK TO SLAB " . ~/ ! FOUR OR MORE-./ COURSES 2 '/2" PRECAST ADJUSTMENT RINGS 8" BARS B-#4 AT 18- BARS T ....... íj4 BARS @ ~ b 6- E/W ~ ~ : TOP OF PIP ~¡j ! w « , u @u... i ~~: V1w «<D c:: 9 I ~c:J ~ «V1 ' _.,. « CD~ ¡V1,.., ~~L.L~ __ / 1"x4" KEY .../ VERTICAL BARS #4 BARS AT 18" r (IF WALL HEIGHT IS OVER 4' USE STEEL REBAR SP ACERS) SLOPE J/8- ~ TO DRAIN (7I,N, ~I!____.- OR #4 BARS AT 8" C-CJ IN LIEU OF KEvWA Y '- .-/ . . ~ ¡-:--. t BARS AT 6" C-C EACH WA V w ~ II ....... V1 ¡E w a. ¡¡: w « a > . : ' ~ ,ol::!; I I f STANDARD 4 FOOT SQUARE STORM DRAIN MANHOLE VAULT SECTION A-A N.T.S. lliUE; DEPTH "0" SHALL BE SHOWN ON STORM DRAIN PLAN AND PROFILE SHEETS N@RTH RICHLAND HILLS R3 1 97 FIGURE 120-1 BARS T - #5 BARS @ 8" E.W. HOOKED EACH END BARS B-#4 BARS BARS C-#4 BARS @ 18" OUTSIDE FACE @ 18" INSIDE FACE r BARS B-#4 BARS BARS C-#4 BARS l @ 9" OUTSIDE FACE @ g" INSIDE FACE C C 12" -J -J #5 BARS @ 8" E.W. SECTION B-B N.T.S. BAR-B "v I in . ~ I a I in N 8" I !B!R B 5'-0" 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 CEN TER 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 1.0. IS GREATER THAN 36". #4 DOWELS @ 18" ALL AROUND EXCEPT IN WAY OF PIPE 5" 1~2" NOTE: SLOPE INVERT OF MANHOLE AS INDICA TED ON PLAN-PROFILE SHEET. a I~ I 1- # IT 5'-0" ..I 4 BAR B ,-+ ,'-,," {T 4 BAR C 8" BAR-B I 1- # STANDARD 4 FOOT SO ARE STORM DRAIN MANHOLE VAULT N@RTH RICHLAND HILLS 1-18-94 FIGURE 12D-2 1 I CDl L \l7,: t±tt J ~~~~~U~ ptítt= ii-t=1-R-H= CD-1 ~.. I 8"---"; I I I I i 6'-4· ..., 5'-0· I ~8" r -.. ,SEE HOOK / -/ DETAIL ,"} \ \ ' -¡ à::J I , 6'-0" ! : 1 #5 BARS T ~ I <D o I #4 BARS In AS SHOWN :,..2 1/~" , ! ~ (::i-=-~ '-.0 = 5/8" I I I 6' 0" _ 7" ~ I å:¡ II i I! ' I ¡. \ \ \ \ \ 65 BARS AT B" EACH HOOKED EACH END WAY HOOK DETAIL BASS'" HAYES NO.300-24l (OR APPROVED EQUAL) MARKED "STORM DRAIN" 1: 2 MORTAR PLAN N.T.S. FOUR OR MORE COURSES 2 1/2" PRECAST ADJUSTMENT RINGS BARS B #4 @ 18" (5) 1/2" X O'-g" DOWELS AROUND PAVING SURFACE RING TO BONO BRICK TO SLAB . TOP OF PIP ~~1...:" O~I~O c.n1..,.dlJ..(,(1 ~gl~~ CD VI, Vi CD .~~~~. ..,~- "":........- BARS T - #5 BARS 0 w I .... 0 8" E.W. 0 I Z N 8" w - w (/) II VERTICAL BARS ...... J: 114 BARS AT 18" (/) .... (IF WALL HEIGHT w a. ä: w IS OVER 4' USE < 0 STEEL REBAR > X SPACERS) 0 < I ::¡¡ SLOPE 3/8" TO DRAIN , OR #4 BARS AT 8" C-CJ IN LIEU OF KEYWAY ¿ BARS @ 8" O.C.E.W. STANDARD 5 FOOT SQUARE STORM DRAIN MANHOLE VAULT SECTION A-A N. r.s. llilI£; DEPTH "0" SHALL BE SHOWN ON STORM ORAIN PLAN ANO PROFILE SHEETS N(iRTH RICHLAND HILLS R3-1-97 FIGURE 130-1 BARS T-#5 BARS o 8" E. W. HOOKED EACH END 12" -! BARS C- #4 BARS @ 18" INSIDE FACE BARS B- #4 BARS @ 18" OUTSIDE FACE r c BARS B-#4 BARS @ 9" OUTSIDE FACE BARS C- #4 BARS @ 9" INSIDE FACE l c #4 DOWELS @ 18" ALL AROUND EXCEPT IN WAY OF PIPE 5" SECTION B-B N.T.S. NOTE: SLOPE INVERT OF MANHOLE AS INDICATED ON PLAN-PROFILE SHEET. BAR-B . I II BAR-C . . 1- #4 6'-0· . ~ 0 I I BAR B io io I 8" 8" I 1-';- B , 1- 5'-11· ·If . ~ I 6'-4" #4 BAR C 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. STANDARD 5 FOOT SQ ARE STORM DRAIN MANHOLE VAULT N@RTH RICHLAND HILLS 1-18-94 FIGURE 13D- 2 7. - 5" : .. i g"~ ! i I 5' - 0" , I ¡--g" ! I i '" ~I 3- #5 BARS @ OPENING ¡...., AS SHOWN "'I I I 0>, , 'I r rSEE HOCK ,/ DETAIL () "-. /. 7'-2" #5 BARS T / / , r;:¡l-=-~ ~.ø = 5/8" I: . 7'-2" . 7" HOOK DETAIL BARS T - #5 BARS AT 8" E. w. HOOKED E.w. PLAN N. T.S. BASS & HAYES NO,JOO-24...., (OR APPROVED EQUAL) \ MARKED "STORM DRAIN" /(5) 1/2"x9" DOWELS AROUND RING TO BOND BRICK TO TOP SLAB "7 PAVING SURFACE VERTICAL BARS 114 BARS X @ 18" (IF WALL HT. IS I ~ OVER 6' USE STEEL REBAR SPACERS) ------;- SLOPE 3/8" '- . _ ~!i TO DRAIN I -- ~-- -- --- - -:-r : --~ (,()...~ . . . ~.# . . . _, N, I #5 BARS @ 8"!1 O.C.E.w. -~ 1: 2 MORTAR FOUR OR MORE / COURSES 2 1/2" PRECAST ADJUS~ RINGS BARS B #4 BARS @ 18" TOP OF PIPE Cow! : _ U wUJ ... <t ~@ "'" Lo.. Lo.. VlW VI a:: a w a:: « Vi a <t ID..... Vi ID ::> ?;v :'0 "'" 1"x4" KEY #5 BARS @ 8" C/C J IN LIEU OF KEYWAY SECTION A-A N.T.S. NOTE: DEP TH "0" SHALL BE SHOWN ON STORM DRAIN PLAN AND PROFILE SHEET BARS T 1/5 BARS «» 8" E.W. STANDARD 6 FOOT SQUARE STORM DRAIN MANHOLE VAULT N@RTH RICHLAND HILLS R3-1-97 FIGURE 140-1 BARS T-#5 BARS o 8" E. W. HOOKED EACH END BARS B-#4 BARS @ 18" OUTSIDE FACE r BARS B-#4 BARS @ 9" OUTSIDE FACE BARS C-1I4 BARS @ 18" INSIDE FACE BARS C-1I4 BARS l @ 9" INSIDE FACE c c 114 DOWELS @ 18" ALL AROUND EXCEPT IN WAY OF PIPE 5" 12" -.j NOTE: SECTION B-B SLOPE INVERT OF MANHOLE N.T.S. AS INDICATED ON PLAN-PROFILE SHEET. BAR- B . I Ii LBAR-C : ~ N '0 I~ 7'-2" -I I I + ¡.... io 6,-J #4 BAR B 9" 9" ,-+ B I , 1- 7'-3/4" _II 7'-2" -.1 #4 BAR C 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. STANDARD 6 FOOT SQ ARE STORM DRAIN MANHOLE VAULT Nf>RTH RICHLAND HILLS 1-18-94 FIGURE 140-2 BASS .. HAYES NO.JOO- 24 (OR APPROVED EOUAL) F"INISHED STREET IoIARKED "STORIoI DRAIN" SURF"ACE .J- t- "L 14 BARS 0 8" O.C.E.w, 4 OR 1oI0RE COURSES 2 1/2' / PRECAST AOJUST\lENT RINGS IoIORTAR COVER 8-14"B" BARS AROUND R:NG TO BINO BRICK TO TOP SLAB H J 11 I I" . u ;; 11 .... o . ~f; j I I ~ I. f- JI -L ¡{ 2 OIAGONAL 14 BARS OVER PIPE )\'. '4 BARS 0 12" HORIZ. BOrH ,ACES 14 BARS 0 10" VERT, BOrH ,ACES IF' WALL H T, IS OVER 6' US( STEEL REBAR 5P ACERS REIN" T'fP, ALL WALLS -- I. MANHOLE/VAULT TYPE 2 J 456 ~ IJ BARS 0 12' VS" Io4IN, O.C.E.w. OR '4 BARS 0 a" CIC IN UEu OF" KEYWAY SECTION A-A N. T.S. PIPE 18"-24" 2]"-JJ" J6"-42" 4a"-54" 50"-65" 12" OIA. A 4'-5 1/2' '-11 5/5 5'-5 5/5" 6'-1 J/4" "-9 7/S" 7'-'" B '-J 5/16 J'-g J/8' '-J 7/1' '-11 1/2 5'-7 5/5" "-J J/4' A A C 2'-5' 2'-5' 2'-11' J'-J" J'-r J' -II" D J'-O" -10 1/2 4'-g' 5' -11" 7'-1" S'-J" E 4'-2 1/4' 5'-0 J/4" -11 1/4 ]'-1 1/4" 8'-J 1/4" 9'-5 1/4" I I I ¡ 1 , PLAN N. T.S. ANGLED STORM DRAIN MANHOLE VAULT DETAIL NOTES: .1 rHE 2 -a OIIolENSlON SHALL IN ALL CASES BE THE CONTROl. . OIIolENSlON AND ANY DElilA TlON IN OTHER OtwENSlONS ENCOUN TEREO IN THE FIELD SHAll. BE AO.AJSTED BY THE ENGINEER. 2. IoIIN. JOOO PSI STRENCTH CONCRETE AT 28 DAYS. WIN. 40 CRAOE STEEL, N@RTH RICHLAND HILLS R3-1-97 FIGURE 150 I 0 ..:.. w . I ~:; t o ~ã: .' CJ::(ji-< "'" Q.. Z 0: . J I <w ~ I NQ.z u::::¡ I I I I I I I I I _.1 =1 -, - ~ 1\: 'ð§/ I .... ~al I I / I I I ,~g~ L . °z~_ R..· I .... ...- ~O< ola::~ ,~J:W ;"1 Z2a: Ig'i~ IVlm; I~~U ,~U I ~-LJ .9 ~ U . "" , ,.: , z o >= U ::> ~ '" ~ U ~~ ...J U'" ",::¡¡ a:o <.... m.... o :.~ ¡ ,.., U O~ d m¡¡ ~ ~ª <1..... " ~~U o d,¿d ~ (J1V1~ <II ~~::::- ~ mm,.., : ~:.o ì T ::¡¡ z '" '" ,.., a: a: < < 0 m m < \ \ ~ '" ~ a: 0 m < 1 . . ...' .....J -t « I- a: I W;;;- ~ II I 0::' .... ~I ~ ~.a ...J z .... ~~ ;"'0 ::E w t- «'" 'a.. ~; (J ë--..~ '" W~ . ~ )~ a! V'J CD õn~ ... -... " ,;1 ¡:z 0, WI 1/- (/) z ~:;( '" w::> ~ >5 CD ---1 Z:. 1'-4" ~I « a::: I- ",a: a:< <'j "'U S~~ U 15 OUJ: d.;cs~ a::m~ 2'-6" « T , " ~ 0 . / w 0,.: 15' 01 ~~f\ " III ;..,¡ a:~C< I -w::¡¡ STANDARD CURB INLET NOTE: Loe" nON Of "'''NHOLE WOS TO SE LOCA TED ON EACH SIDE Of TRANSVERSE SE".... N@RTH RICHLAND HILLS R3-1-97 FIGURE 160-1 BARS B @ 7 1/2" C-C\ TRANSV. BEAM (TO BE USED ON IS' &: 20' INLETS ONLY) ---¡ ~~~o;.E C'~'/n71 \\2~ \ ¡ I BAR 2'-6" ,-',~ · ,. ""'i)" . ..L-;¡~. 'T- I- I · " / / 3 5'~ lB~~ C LBAR'S C @ 7 1/2" C-C SECTION "8-8" N.T.S. CUTTER POINT TO REMAIN ON THIS LINE AND CONSTANT AT 2"--" L_ L_ , , 2" -: ¡--/ 6" OPENINC MIN. - -r tL '/ f --fT\~\ _- ~ I iJ.J - ' :-1 r- - - - -¡ ~I d co t ATTACH 24" STAINLESS STEEL CHAIN WITH ANCHOR BOLT. 6"- I /i CONSTRUCTION I I JOINT (OPTIONAL i\ PHASE LINES) I \ 1_____-1 . I o : IB I,æ ~~ \¿J CI L SECTION "A-A" N.T.S. NOTES: 1. All CONCRETE SHALL BE JOOO P.S.I. COMPRESSIVE SmENCTH CONCRETE AT 26 DAYS. 2. REINF'ORONC BARS SHAll BE STANDARD, BillET STEEL. DEFORMED REINF'ORCINC BARS OF" A DIAMETER AND LENCT}1 AS SHOWN, J. ~AMF"ER All EXPOSED CORNERS J/.- EXCEPT WIotERE OT}1ERWlSE NOTED. .. DIMENSIONS RELA nNC TO REINF". STEEL ARE TO CENTERS OF BARS. S. F"IELD CU T " BEND BARS AS NECESSARY TO ACCO......ODA TE STORM SE\\£R PIPE. 6. CAST IRON CAsnNCS SHALL CONF"ORM TO T.H.D. ITEM 471. 7. RINC AND COVER SHAll BE PROIIIDED AND INSTALlED BY THE CONTRACTOR. 6. CURINC STAC( , CONSTRUCTION. INLETS WIll NOT BE CONSTRUCTED AeoVE SUBCRADE ELEVATION UNLESS PERMITTED BY T}1E ENQNEER. 9. A TEMPORARY WOOD COVER SHALL BE INSTAU£D AF"TER STAC( , IS COMPLETED AND WIll REMAIN IN PLACE UNnL STAC( 2 IS BECUN. ST ANOARO CURB INLET N@RTH RICHLAND HILLS R3-1-97 FIGURE 160-2 (;I I f--3/S" z I E I 1 ~k~ 1 -.......: ..... 1 Z --1' I 1', 0 I I cr::cr:: -w , f-> U')O \ N! «U v 0, ~! Uo 0 l- N N: Lr... Z . 10' 0« z ! -.JÜ -Z I «- f-cr:: w "I 0 , ~ I I ~V1<:~ :I: , V1:I:W (;I :t:WU> ZI ~3/S" U..J..J:: <:~WU1 0, -0:) :::~~O <' <:V1U1Z (;1- ::>W ~CD . lit, 00 Ü Z 0 UI- r. ~:.I ~ 0;:: ~ èo' U') IX) (/) +,+ I cr:: en I a:: V1 Z'Z b b ~ « I- « W W U + Z + z c..c.. 0:0 V1 . CD ~ CD ~ II ~ ~ .:-.t ......... (/) z -% V t.{) ...J ...J cr:: « ~ ~ U1U1 CD ere:: <::<: V (DCJ ~\ ~ ~~ ...... , Lr... /" ~ .ìTTL CD N --:-I , iD¡ iD¡ iDi "D" + 3" .I~ U') 10 (/) I I II -. en I en i-1, ;,. ;¡.¡ (/) cr:: 10 b a:: en ~ ...: cr:: ...: « z + « i .+t+¡ I « , z CD ~ Q) CD : ~I;::,;::, , -I ' ¡'I' ' ' --J .q- r-r) .1./1.11 G.7'· .q- ~ -çp ~ I")¡ vi 101 ~ ./') , v , - kT- +1 « (;Ii w -., U') ~I U') en :-r (/) en STANDARD CURB INLET Qcr:: v'i cr:: ...: 'TI cr:: ~ .:J« ¡-: ~I « z i-1¡ « z Z ' "0"-1'-1" CD ~I CD J CD N@RTH .q- V V RICHLAND ~ gL ~ ~ HILLS R3-1-97 FIGURE 160-3 CONCRETE BLOCK PEA GRAVEL FILTER SILT FABRIC DROP INLET PROTECTION N.T.S. 18" 6" CURB INLET CONCRETE BLOCK SILT FABRIC . ~ . .~.~~:/ :;~~~ .... .~~:~. PEA GRAVEL FIL TER CURB INLET PROTECTION N.T.S. INLET PROTECTION BLOCK AND GRAVEL N@RTH RICHLAND HILLS 1-18-94 FIGURE 170 I . 1'-e· . I I ~=-I /-......, L-//.Ð-~'\\ I I - If (. t:::'\ \I \ \\\UI'/I I \ \.~- /'/ I ':::::/ I __-.J Ù> ,I 1· DEEP CONTRAcnON JT. v.lTH CRACK SEAl£R .~ . 6· THICK CLASS ·A· CONC. BASE EXIST. CONC. PVl.CT. [VALVE BOX" COVER TO BE BASS " HAYS 1340-1 6· THICK CLASS ·A· CONC. BASE ;i...., ::¡¡..J 15$! zæ ~~ ,.., WATER UNE VALVE I VALVES WITHIN ROADWAYS OR OTHER PAVED OR SURFACED AREAS I w l' -6· "I J. I ~=-I /-......, L-//.Ð-~'\\ I 1- Ifl.r::::\ \11 \\\UI'/I I \ \.~ - /'/ I ':::::/ I __-.J Ù> .1 ..J ~I'j ~I~ .~ ",> ,.., VALVE BOX" COVER TO BE BASS" HAYS 1340-1 WATER UNE VALVES IN YARDS OR OTHER AREAS NOT SUBJECT TO TRAFFIC VALVE & THRUST BLOCK DETAILS N(i)RTH RICHLAND HILLS 2 27 89 FIGURE 1 W CONCRETE THRUST BLOCKS CONCRETE THRUST BLOCKS CONCRETE FOR THRUST BLOCKS SHALl. BE CLASS . A· '5( ~ 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 WA TEROUS. FACE OF CURB p WA TERLlNE PJ . I I ~ " SIDEWALK . I I 4 i ·.t-6' TYPICAl I: p PROPOSED WATER VALVE (TYP.) 4 x <:( ~ 10' MIN. in TYPICAL VALVE LOCATIONS N.T.S. 4 4 DETAIL OF VALVE LOCATIONS AT STREET INTERSECTIONS N*RTH RICHLAND HILLS 1-18-94 FIGURE 2W GAL VANIZED CHAIN GRADE ~ '" ~/~/~7 '\;y/, />::)/: /> 24" J.8 36" CD Cl:: ::> u ..... u... o ~ u ~ CD I i; -I ¿, ! eo! ~I 2"TYP.¡ NOTE: DEPTH OF HYDRANT LEAD AND BURY OF HYDRANT SHALL CONFORM TO COVER OF PIPE AS SPEClriED 'ó ·O\~~I~~ I o O· ~ 't-;' ~ : OOOX~G< :¿I 00' 'V~ . 00 o"-"o~· ~¡ OoOOOOßM o 0 O,-:,-t?i o OOOn~~ I n~~, , FIRE HYDRANT GATE VALVE REQUIRED N.T.S. FIRE HYDRANT DETAIL NOTES: 1. CONCRETE SHALL BE PLACED OR POURED AGAINST UNDISTURBED SOIL. 2. ALL FIRE HYDRANTS SHALL CONFORM TO NORTH RICH LAND HILLS SPECIFICATIONS AND SHALL BE MUELLER/CENTURION OR AN APPROVED EQUAL. 3. NO SEPERATE PAY FOR EXTENSIONS TO FINISHED GRADE. 4. ALL PORTIONS (EXCLUDING CHAINS) OF RRE HYDRANT ABOVE GRADE SHALL BE PAINTED WITH TNEMEC SERIES 02H HI-BUILD TNEME-GLOSS. COLOR: CHILEAN RED. 5. ALL FIRE HYDRANT GATE VALVES SHALL BE ANCHORED TO THE MAIN AS DIRECTED BY TH:: CITY REPRESENTA TlVE. FIRE HYDRANT DETAILS N@RTH R.ICHLAND HILLS R3-1-97 FIGURE 3W-1 --L I I I :::' o O::j /).¡ / ( :.c ~ < ~ W o cïi J ,i \ \ -(t.- ~~ '1-& Q " - -- / +, *"'- I .8.,\ 0:- '-8 .< --8 j-L~ a::: w 111 a::: w ~ ~ .... Z<zw ~ WID W ~~ WID~ ~ O~~<! :r::w....<~:r:: ZwlI1<II1.· ~3a:::w~, ÌD G:~<:r:: <' .... 111 ...., , z ....O:::a:::~!D < ~~~<. :'~ I....OWQ .N ~a:::~WZVIl1 a.. ~Ooll1 o:::~- W W~w<,<....~ ....O....~u oo:::<lI1ob~ ZI....~~~n_ -- ð\ wID ua::: <;:) w..U FIRE HYDRANT AND WATER METERS N@RTH RICHLAND HILLS FIGURE 3W-2 3-1-97 QUANTITY PART NUMBER NOTES: ITEM SIZE DESCRIPTION FORD MUEllER 1. IF SERVICE IS INSTALLED AHEAD NO. SINGLE OUBLE OF' CURB AND GUTTER, CUT AND 1. , 1 ," 90' BRASS ELBOW, FLARE L-28-44 330 H SHAPE PIPE TO FlT POSITION COPPER X M.I.P., (OTR. BEND) 15530 SHOWN BUT BEND DOWN ABOUT I" BALLVALVE CB. STOP, Bl1- 330 B 5 INCHES TO MINIMIZE CHANCES 2. OF' DAMAGE DURING CONSTRUCTION F.I.P. X F.I.P. 444WR 20200 OF' CURB AND GUTTER. SERVICE 3. 1 l"x3 2" U-BRANCH U88-43 H 15362 UNE COVER MINIMUM 24 INCHES. UNDER STREET SUBGRADE AND 4. 2 BALLVALVE CB. STOP, 813-322W 250 B MINIMUM 12 INCHES UNDER BOTTOIoI F.I.P. X METER YOLK 813-322W 24351-3 OF' CUR8 AND GUTTER. 5. 2 3/4"x8 1/2" METER COUPLING CJ8-23- 215 H 2. CONTRACTOR FURNISHES AlL BALL VALVE CB. STOP, 8.5 10890- PARTS USTED AT HIS EXPENCE. F.I.P. X F.I.P. 99029 ALL ITEMS SHALL BE INSTALLED 3/4" BALLVALVE CB. STOP, BII- 250 B BY CONTRACTOR EXCEPT ITEMS 5 6. 2 AND 6 'M-tICH WILL BE INSTALLED F.I.P. X F.I.P. 333WR 20200-3 BY orv FORCES. 7. , "x3/4" BRASS REDUCER BUSHING 502464 (REDUCING SPUD MIP X MIP) 8. 3 4" ALL THREAD BRASS NIPPLE 5' -6" T"r? 2'-5 5 8" SIDEWALK '-:rl .'F.-~. ;i 'i 00 WETER BOX F\JRNISHED " INSTAU.ED BY CONTRACTOR HEFNER PlAsncs WOOEl 0-1500 OR APPROVED EOUAl SINGLE WATER SERVICE SECllON WETER BOX F\JRNISHED BY CONTRACTOR (INSTAillO BY OTY) WODEL 0-1000 1" T"r?E ì<" SOFT COPPER ruBE ~ CIJSTOIoIER SERVICE UNES BY OTHERS SADDLE FC1 01- CC~ CORPORA nON STOP F600-~ DOUBLE WATER SERVICE PLAN SERVICE UNE WHEN WAIN IS ON OPPOSl TE SIDE OF STREET 7 1/2" FOR I 5/8"xJ/~"1 WETER DOUBLE WATER SERVICE SECllON SO' STREET R.O.W. USUAL OTHER WIDTHS SIMILAR I WATER SERVICE CONNECTION DETAILS SINGLE AND DOUBLE TYPICAL STREET SECllON N@RTH RICHLAND HILLS REV. 11-08-93 FIGURE 4W a:J I o ,., " ;;, o o o :: >- « I I '" c:: W ..... ..... ::> ü .;¡ CD c:: ::> U -..,. N ~ )( to ~ ~ ~ ;%Äy' ' , ~0 ~~,. ','/ ~. ~ 0~ ! ~ '""' Z o iñ (f) W C::c:: c::üwo.. wzj~ .....o;wO w>::>U ~:.:::~ wU x ...JO"w ü...J"ü Zo..~Z «O~« , ..... I ~ N(f)I....... c:: 'w :':::0.. '0.. wO o..U >-..... .....1-. ,0 N(/) ...J « w (f) Z 0.. '""' OOZ ,.,tiiQ o (f) IOZ(/) ~Ow I-C:: .....0.. c::«~ WC::O ...J°U ...J 0.. )( Wc::U ::>°U ~U....... 0.. « . C::Ü .....t....(f) (f)~!:J Wo5 ...JW(f) CD..... ::> « . °OZ OUN UZO «ON ~...J . 0>-0 C::ZZ c:: (f) _ W.....W (f) :=::>UOW ::>CDZZI ÜZ««U ::GCD~ .;¡o C::<r CDIw::>N c::(f)~U ::>Z~t....~ UOZO:> -- ~ t....,=~ZZ O(f) 0- O°;:?,:=~ «0.. Uc:: '!!'::~~~ « t.... I..... 0 . OU(f)Uw O.....ZZ 0 W -Ow< jwIOU~¡:§ «9:.....ü-'CD .....o..:>Zw:> ~wOir~(f) -o..CD::»..... (f)«OC::w -I Ww (f)ZW(f)c:: w ::ü ..... ~OO« .(f) ..c::~O~5c:: W W OO.....w ..... (f).....Z .....0 ~1::3~ða§ w U > a::: w (f) a::: w I- « 3: - N a::: o lL.. -.J « I- W o 2" WATER SERVICE N@)RTH RICHLAND HILLS R3-1-97 FIGURE 5W PUBUC WA TER MAIN PUBUC WATER MAIN 4" G.V. & BOX 4" GATE VALVES Yt1TH NON-RISING STEMS 4" GATE VAl\'ES Yt1TH NON-RISING STEMS PLAN VIEW NOT TO SCAl£ REINFORCED CONCRETE ME TER VAULT Yt1TH SlLCO UD K-5 (J.S·xJ.S') AND 18" WASHED STONE FlOOR (MINIMUM OF 30" COVER OVER PIPE) r-2" MIN. 42 J/4" OPENING z :¡ ~ AWNA C-S09 GATE VAl\'E (FlxMF) WI TH VALVE BOX 4 18" WASHED ROO< p, ", ~ PARTIAL ELEVATION NOT TO SCAl£ NOTES: I. AU. CONSTRUCTION TO BE IN ACCORDANCE Yt1TH THE CITY OF NORTH RlCHLAND HILLS' STANDARDS AND SPEClF1CATlONS. 2. CONCRETE SHAU. HAVE A COIoIPRESSlVE STRENGTH OF J,ooo PSI AT 28 DAY'3 WITH A MAXIMUM SlUMP OF 4 INCHES. J. AU. RÐNFORClNG stm WIll. BE CONTINUOUS AROUND CORNERS 'MTH MIN. lAP OF 24 INCHES. 4. SlLCO UD K-S (J.S'xJ.S·) OR APPROVED EOUAl SHAU. BE INSTAU.£D IN TOP. CONTRACTOR SHAU. FURNISH TWO (2) SlLCO KEY YtRENCHES 'MTH EACH INSTAU.A TlOH. 5. AU. OUCTlL£ IRON WATER PIPE SHAU. MEET SPEClF1CATlON ANSI/AWWA- ClSO/A2I.SO ClASS SO Yt1TH 8 MIL POlYETH'tI..ENE TUBE WRAP AND CEIoIENT UNING ACC0R04NG TO ANSI/AWNA-CID4/A21.4. 6. FAlWRE TO OBTAIN PROPER INSPECTION WIll. RESULT IN UNCOVERING AU. PIPE AND F1TT1NGS FOR RElNSPECTlON. DOMESTIC 4" METER INSTALLATION N@RTH RICHLAND HILLS R 1-18-94 FIGURE 6W ,J 0 e- O.C.E.w. (SIDES &: FOOnNC) ,. 0 e- O.C.E.w. (TOP) \ ,\ I :\ II , I , \ 1\ I - , .' i I -;--: " -;---;-. .~'. /~ ~l - .- C.v. &: BOX - I .---- "- PUBLIC WATER MAIN REINF. METER VAULT .....TH BILCO UD K-S (J.s'xJ.S') &: 18· WASHED STONE FOR FLOOR (MIN. or JO' COIltR OIltR PIPE) I PUBUC WA TER MAIN 7 ~~ fA_A C-S09 CATE VALIIt (rL.MJ) ..... TH VALIIt BOX DUCTILE IRON / PIPE ::..:::::y 10· I ----. . ' . . ~ SoUITH-BlAJR NO. 912 I'lEXJBLE MJ-I'l ~~"1 r DOUBLE CHECK BACKFLOW PREIltNT1QN j¡ ASSEMBL Y BEARINC THE I.A.M.P.O. Ii SEAL or APPROVAL AND AS APPRO litO 1/ BY THE OTY or NORTH RICHLAND HillS /1 / ¡ .' C.V. .....TH NON-RISlNC STEMS (TYP.) SMITH-BLAIR 1912 FLEXIBLE MJ-FLANCE COUPLINC ADAPTERS ~p. . . PLAN VIEW NO T TO SCALE '-DUCT1LE IRON PIPE ..... TH rLANCED F"I TnNCS 7'-2' MIN. .2 J/.- OPENINC '.~' .~ ,. 0 8' O.C.E.w. f r--.' CATE VALIltS .....TH II NON-RISlNC STEMS ~BACKI'lOW PREIltN TlON I ASSEMBLY AMES JOOOSE (OR APPROIltD EDUAL). p d PARTIAL ELEVATION NOT TO SCALE NOTES: 1. ALL CONSTRUCTION TO BE IN ACCORDANCE .....TH THE CITY or NORTH RICHLAND HillS' STANDARDS AND SPEorlCA TlONS. 2. CONCRETE SHALL HAIIt A COMPRESSlIIt STRENCTH or J.ooo PSI AT 28 OAYS .....TH A MAXIMUM SLUUP OF . INCHES. J. ALL REINrORCINC STEEL .....LL BE CONTINUOUS AROUND CORNERS .....TH MINIMUM LAP or 2. INCHES. .. BILCO UD K-S (3.5·.J.S·) OR APPROVED EDUAL SHAll BE INSTALLED IN TOP. CONTRACTOR SHALL F1JRNISH TWO (2) SILCO KEY WRENCHES .....TH EACH INSTAllATION. S. ALL DUC TILE IRON WA TER PIPE SHALL MEET SPEC1F"1CA TlON ANSI/A_A-CISO/A21.S0. CLASS so .....TH 8 MIL POI. "ETHYlENE TUBE WRAP AND CEMENT UNINC ACCORDu..C TO ANSI/A_A-CI0./A21... 6. rAILURE TO 09TAIN PROPER INSPECTION .....LL RESULT IN UNCOIltRINC ALL PIPE AND F'1TT1NCS rOR REINSPECTlON. IRRIGA TION 4" METER INST ALLA TlON N@RTH RICHLAND HILLS R3-1-97 FIGURE 7W rll3 0 8" O.C.E. W. (SIDES &: FOOTING) i /114 C 8" O.C.E.W. (TOP) /, r AMES 3000 SS OR . APPROVED EQUAL .'~' . /~ '~==í1 Të:E (MJxFL)-\ I 18" \ / - RUBBER RING WA TER STOP (TYP.) ALL FITTINGS &: VALVES ¡ ON THIS LOOP TO BE 3/4" " ~ BRASS OR BRONZE WITH 3/4" TYPE Y' SOFT COPPER PIPE AWWA C-509 J G. V. (FLxMJ) W/VALVE BOX 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 INSPECTED BY BUILDING INSPECTOR INSPECTED BY PUBLIC wORKS AND BUILDING INSPETO'R 6'-6" MIN. 42 3/4" OPENING .-1"-3" I I CONC. ~. 114 @ 8" O.C.E.W. (TOP) ALL JOINTS TO BE WATERTIGHT '4 DUCTILE IRON PIPE OR AWWA C-900, CLASS 150 DR-IS PVC\ I. ". r I L , INSPECTED BY PUBLIC WORKS SMITH-BLAIR NO. 912 FlEXIBLE MJ-FLANGE COUPLING ADAPTER ""- DUCTILE IRON PIPE OR AWWA C-900 CLASS 150 DR-18 PVC 2-0S&:Y GATE VALVES AS PROVIDED BY MFR. OF BACKFLOW PREVENTOR. INCLUDING TEST COCK. ELEVA TION NOTES: 1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF NORTH RICHLAND HILLS' STANDARDS AND SPECIFICA TlONS. 2. CONTRACTOR SHALL NOTIFY CITY FIRE INSPECTOR AT 817/581-5532 AT LEAST 48 HOURS PRIOR TO BEGINNING INSTALLA TlON. 3. ALL UNDERGROUND PIPE AND FITTINGS FOR F'IRE LINE TO BE V1SUALL Y INSPECTED BY CITY F'IRE INSPECTOR AND PRESSURE TESTED PRIOR TO BEING BACKF'ILLED. 4. ALL PROPOSED TAPS ON THE EXISTING WATER MAINS FOR PROPOSED FIRE LINES SHALL BE COORDINATED WI TH THE PUBLIC WORKS/UTILITIES INSPECTOR AT 817/581-5671. 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 or 24 INCHES. 7. BILeo LIO K-S (3.S')(3.S·) OR APPROVED EQUAL SHALL BE INSTALLED IN TOP. CONTRACTOR SHALL rURNISH 2 BILeo KEY WRENCHES WITH EACH INSTALLATION. 8. ALL DUCTILE IRON WATER PIPE SHALL MEET SPECIFICATION ANSI/AWWA-CIS0/A21.S0, CLASS 50 WITH B MIL POLYETHYlENE TUBE WRAP AND CEMENT LINING ACCORDING TO ANSI/AWWA-CI04/A21.4. 9. FAILURE TO OBTAIN PROPER INSPECTION WILL RESUL T IN UNCOVERING ALL PIPE AND F'ITnNGS FROM MAIN LINE TO BUILDING FOR REINSPEcnoN AND POSSIBLE RECONSTRUCTION. DETECTOR CHECK INSTALLATION DETAILS N@RTH RICHLAND HILLS R3-1-97 FIGURE 8W CLASS "An REINF. CONC., MATCH EXIST. PVMT. THICKNESS ," DEEP CONTRACTION JT. 'M TH CRACK SEALER ·:····1. 1'-10" ..I-::;·~ '2" PROVIDE PRECAST ADJUSTME~tX. RINGS OR CLAY BRICK & MORTAR OR COMBINATION MANHOLE TOP FOR STREET INST ALLA TION CAST IRON MANHOLE FRAME AND COVER (TO BE FURNISHED AND INSTALLED BY CONTRACTOR). BASS & HAYS PATTERN 1300-24 'MTH PICK BARS OR EQUAL MARKED "SANITARY SEWER" "-10" . o I N 4'-0" 1.0. .·f,' } '. . ~ ..:~. ..:.:.... ...-...... 4. : ,. . "4' po . -,i to' en w ä: '" > . . ~" :;.~: MONOLlTHICALl Y PLACED CLASS "A" CONCRETE ';'.." .:; ~ ·C.;, :: . . ;,":~:. '. '. I'~ '" . ',.,- .- ..... "w ". .:···.fI .'; :~ ,.' .. ,'.¡t,. :. .~. . , ..:.... .' ..·..1 . .. ~ -.; ... ......; .If· SLOPE 1" PER FOOT TYPICAL ':-:;" 'r ·4·... .:.~;f:Tâ<';f'( . .}';:Z~J~i;;·./g·~tf~:~}~!Z:>;\:;~{ !J." I.. 6' -0" MIN. ¡.; ~ a::: w Cl. >- '" Cl. -< 6" f= x w .1 . o I in a::: ~ o ¡; Cl. W o ...J -< Z o ç;: ã o -< NOTES: 1. STANDARD CAST -IN-PLACE CONCRETE MANHOLE TO BE USED 'MTH SEWERS 6" THROUGH 36" IN DIAMETER 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, 4. SERVICES WHICH ARE CONNECTED TO MANHOLES SHAll BE INSTAllED A MINIMUM OF 8 INCHES ABOVE THE MAIN FLOWliNE. F.L. SANITARY SEWER MANHOLE DETAIL N@RTH RICHLAND HILLS R 1-18-94 FIGURE 1 S 2 As=·12 IN.ïFT. E.W. MIN. NORTH RICHLANO HILLS C.!. FRAME &: COVER BASS &: HAYES PATTEN NO. 300-24 OR EQUAL MARKED "SANITARY SEWER" ¡L¡.. 24" .., ECCENTRIC CONE !. 24" ..I FLA T TOP (USED IN PLACE OF CONE) (OFF-SET HOLE ALSO AVAILABLE) PRECAST BASE CRUSHED STONE FOUNDATION 3/4"-1" IN SIZE COMPACTED TO 957. SID. PROCTOR DRY DENSITY (ASTM 0-698) TYPICAL 48" DIA. MANHOLE (WITH PRECAST BASE & FACTORY INVERT) N.T.S. ,....., . (/) o ~ <C Z o<Cw ~z::;::¡: _w . ........a:: o u t") z JOINTS TO BE GROUTED INSIDE &: OUTSIDE (TYP.) , N I I 48" I REINFORCEMEN T: 2 AS =.12 IN.ïFT. E.W. MIN. , VI co 0::1") l4J VI . -' 0::"- N -- PRESS SEAL KOR-N-SEAL OR EQUAL CONNECTOR OPENINGS TO NOTES: 1. PRECAST MANHOLE TO MEET ALL REQIREMENTS OF AS rM 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 FLO'M..INE. 4. EACH INDIVIDUAL SECTION OF THE PRECAST MANHOLE WILL NEED TO BE STAMPED WI TH THE ASTM SPEOFICA TION NUMBER, THE MANUFACTURER'S NAME, AND DATE MANUFACTURED. PRECAST CONCRETE MANHOLE DETAILS N<ÐRTH RICHLAND HILLS R 1-18-94 FIGURE 2S ClASS . A· RElNF. CONC. MATCH EXIST. PWT. THICKNESS 1· DEEP CONTR. JT. WITH CRACK SEAlER EXIST. CONC. PWT. 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". I o I N " /~I MONOUTHICALL Y PLACED CLASS "A" CONCRETE 5' -0" I.D. PLUG PYC I 0 I in It: u.: ~ .J It: e w iE CL. >- ". CL. « .!t w CL. . . c . « '. ...J .,.:!.: « It: z l- e x ... . t= w .. Õ ,- C 4 « t'.. ~:~..: ~ NORMALLY a:: SDR-35 ~ PYC PIPE I Z N _ ~:::!E . .'. 4 ......., . ~:.::~<~~::~i~F:. 'i~·~:·~;:;·~f.~ .~~...~:};: ;!: ';::"/~E~F '<·i I. 7'-0· MIN. ..I STANDARD CAST-IN-PLACE CONCRETE DROP MANHOLE N.T.S. 3/a" STAINLESS STEEL ANCHOR BOLT t/a"xt" 'MDE Sf AINLESS STEEL STRAP 2' SPACING MINIMUM PVC PIPE SOL T DETAIL N.T.S. NOTES: 1. STANDARD CAST-IN-PLACE MANHOLE TO BE USED WITH SEWERS 6" THROUGH a" DIA. WI-IERE SPECIFIED. 2. THE CONNECTlON OF THE SEWER PIPE TO THE MANHOLE SHALL BE ACCOMPUSHED BY USING MANHOLE COUPUNG 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 N(i)RTH RICHLAND HILLS 2-27-89 FIGURE 3S ~. 9'-6" TY? -I " "., . 4" SERVICE LINE ~ > " / z «( j;b I (/)- (/)\0 W -.J (SAME NOTE AS BELOW) STANDARD SEWER SER~CE TEE-WYE (MUl TI FITTINGS CORP, PART NO, 480251 FOR 6" MAIN OR APPROVED EQUAL.) ~I" 9'-6" TY? -I 'M-iERE CUSTOMER SERVICE LINE IS NOT INSTAllED, PLUG SEWER WITH PLASTIC OR V.C. STOPPER AND DRIVE 1/3 BAR AS SPECIFIED. IN ADDITION, TIE GREEN MARKING TAPE TO THE END OF THE SERVICE PIPE AND EXTEND IT TO THE SURF ACE. >'- / . 00 I I ioo Zz «(<« j;j; w(/) 0:: (I) Ow :::!E-.J BEND AND STACK PIPE BY CONTRACTOR AND SHALL BE INCLUDED IN PRICE BID FOR DEEP SERVICE CONNECTIONS. 1 MAX 6" OF CL. "A" CONC. AROUND TEE - WYE AND SLOPE AS SHOWN. DEEP-CUT SEWER SER~CE SEWER SERVICE CONNECTIONS NOTES: 1. TOP OF SERVICE SHALL BE SUFFICIENT DEPTH TO PROVIDE ADEQUATE FALL FROM THE FACILITY TO BE SERVED. 2. CLASS "A" CONCRETE SHALL HAVE 5 SACKS OF CEMENT, MAXIMUM SLUt.4P OF 5 INCHES, AND 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. SEWER SERVICE CONNECTION DETAIL N(!)RTH RICHLAND HILLS R2-8-95 FIGURE 4S ~ 'M'O'~ I ¡ V'l1 ~I <, >1 [ ~ V'I a: « CD ,., "" >- ~ ~........ a::...J « a.::> V'I I ::> O- j o ,.... w o < a: o CD 1-::> <V'I o UlL. o w ~a. -0 a:: I- 11._ w U V'I a:: U < a:: ::> U c:( :::¡: oV'l°w c:( ~ ::I: lL.¡¡jUu ~ ::I: . >-a::¡¡j~ ::I: CD . . «::>c:(a:: 0 CD o..°CD::> >- I W U V'I < . a. lL.OU ~ W >- 0:;t«UW w a. 0 a. >- I- V'l1-:::¡:c:(VI < >- l- I I- J::::¡:a:: 0 l- N -a.. J:::> a:: ~~~~8 . 0 I å:J V 0 l- . 0 I 0 V V'I U U w . c:( . < ër N~ N:::¡: ::I: a::J: c:( w a:: > ...J O· 01 CD CD CD ~~ I I I I 0 NW NW W...J ........11. ........11. 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'-.. ~ão;; ri'" ~-s ¡¡C~~ ,..: UJ""') ¡Qð~ ';::'=w (/ua. z<,... <C::~ 0::1- ~Z o U / ~I :¡~ '..8 ~ts :;:1 Q .. ~~ ~ ~ .wj'" . ~ ~ os <~ Ii ~¡::i _~ .. fi æ~ æ2¡¡o ~_ ~2~o I:!æ!~__r ,6 VI:~!f ;·~~~~III ~i -W! ou",.. !!~I:!III e~14afîli"~ _i5~= ~~Õõ~ J~~!~ ~~ ;¡~wær~ QU~~~ w~ <~ W:-~& JU_~I~!~wæ ~~a~~~ ~~¡~a§g~iæ~~J~!3~!~i!: f~2~1~~o < w~%~ ~u- U!M~(~~ !!¡~ ~ ~~!~~a:.~..~~.. ~~~_<~~~I~ ~VI::s~~æ~.!óð~7o!;;îW~~~":s~~~~a~ ~~i-I-~:Xu5·i~9=q.i8~_ ¡~~ S~ ~ó:§!~~;~·~W4~~~O~~~~~.,~fl~~&~~ ~':=~ì~Jio~~8~VI"'o~$'<læ~....:i",· ~Q~ ~~~~r~~!fg~4g3i§8f~.:~Šï2tl~~~~ ~..; N .;.; ~ COLLECTOR STREETS REINFORCED CONCRETE PAVEMENT N@RTH RICHLAND HILLS R3-1-97 FIGURE 4P J 3:' ~:-:J a.< ::,:~ 12- a! i , ! êl <:;1 :;;1 ~i ~i 0; /, ~i ..." , ~: . i 0, /. '~i "" -, :cr-- '", . ,w ~.... ~il- ,::) ,0 . L-...._ z:r:: < . -,CD a.u wO:: wO "'''' ~ ::), VIr .' ::), . =-/ '. ';. / J.. . '. . ~ ..~ OJ _ .- O· / I. 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"' ¡., 0 0 .., '" '" '" '" '" "" '" 0:: U ° w -' a.. a.. « ° w r VI .... l) ....:::::¡~~ ~oa.:w-, ....z o::Z CD<O 0:: w«< -ww 0 w ° ..Jc::ue.:¡ l... CD >-iiiL...iVl-,~«« VlI::Zl)~~«.re.:¡ 8 l...j .O<uo« VI~WZ 0:: 0« . ~~r~u~w wO::Ñ~5 w~~ V1W«WVlO::W~~OO~~o .... VI C::~Wo wVl «zffizw «.... wwO::«>-.... ~~O::««-O:: O::«~ ....>....0::«l...2 e.:¡....e.:¡ ow S~Wl)~«0~~CDoVl3~ ~ua.. l) ~CD W~VI::::¡::::¡~ ....~V1 U~~~O« .VlVlO~w..J ....uz l...« V' «u- «r-' «0 o_c:: wo::-«oW~ ....~ « ~ ¿o-'Ze.:¡l...o::w-'wZ ~ ....-' ~r «GCDiii::::¡....~~~>-w ° « w >-C::Z::::¡VI....«.... ....CD~ W.e.:¡ O=Z~WVl««W_W-' _ ~~ ~~w"" -'ZO::::::¡CD«O..J ~ .0 ~~<woU >-~ w a.. VI_ w-~Zrw w jz>~z« e =....u >-....¿rWl...««O·o 0::1 ~ U I ~ . « 0 .... ::! 0 r ~~,:: w ~ It1 <w;::OwVll...-'rVl a.. .«0 0 ~""VI NO::._..... ...,ja..VlN VIe <zC::l... >-w Oa......««CD-jz O::::¡-z l) N -- ..J~<o =uo I «w«vi w .O::l... ffi l... ~ ~r~~o::zOww-o«rjO ~zu~""~zO«......J>-OIt1~VI«w '-Z~ -....rzCD«w V1....e.:¡~ -wo Vlo::~u""w~~Vlð « « ;::a::,::~~OVl« ü<w::::¡ ~O~~ i«««-'.... l...~~>..Jw~«u'W -OO::ZO::a::>-l...«CD«CD::::¡C::wOI I>-uze.:¡-:w«w«::::¡ ~e.:¡ .... . <-~IDa..~Wrw~>-=>--CD::!1t1 ~o~o~ wz>-O:: O::::¡«~::::¡C::~.... ~U~l...VI<U~Oe.:¡I::ZVl~~~a..O« ~I..: ('o¡ ...; -.i- ARTERIAL & INDUSTRIAL STREETS HOT MIX ASPHALT CONCRETE PAVEMENT N@RTH RICHLAND HILLS R.3-1-97 FIGURE 5P ~ ~.~ "'-' "-0( . ,~ 0,:;, I~ 0' '1 ! 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I ~~ 01 i:¡::¡ .' d~ ~I ~~ f , . ·V· ~w ..... ~~ ....- "'a =- w (/) ~~ ~< '" (/) CD ~ Zw / 22>= ....:I:U .... ~o;:w o ::Þa. ..J ,)- <1:;.... Z ã¡...; :>(/) ....Z -0 ~u o ..J U~ ¡¡... ~:5 -' ",- <,- a:£ ...., ~...... ......., ., . .)- "'c , ...< "''' .. .. ~~'¡' ~ "IDU I r . 'i 8~ 5:5 O' ...- "." i3~ ...., ~~~ ¡;¡~'" 0 "'u:g ~ :5.... i '-15 u ð< 2 ¡¡~<~~" ~ ~ f-,; ---.." .. ~ t _ ~w I Gi z o ¡::: u w V) ...J < z ëS => ..... <3 z o ...J ¡"';w ., w 'a. a.)- ~.... L-.-. ( o .J 'Sf ~ o " fau ~...¡¡ ~~! ~.~ 't CL_ ælll-;u .3õ3 8~~ "'x... a8~. ~ª-,; ...~'" ;~~ øCu-c u, Õ- uZ ... .::Ii 'z~ ':¡O( O::CI. ¡...; w" ~Z:= wQ >....w C/lUa. Z<)- <0:.... 0::0- o-Z o U ü ~ d... ¡: ~~iò 1 ~W¡: I ~ '" ~ f~~~ ,õj~~:¡i ~3¡~i S ~~ð~~~~~~~io i~"'2o '" i"'...G~·õ7,8if ~a",~ ~ oi~~~~"':§~~~ ~æ!lo ~ ...i~~~81~~~~~ ;.~~_ I .' ¡: ~~~ I~~ ~ ~~ö~- ...~. ~~~<. ~~8~9f~ ~ðW!~ ,!æ~ ~c ·~u 1Qo", zã 4~~~-c~ ~~~;~W~õõ"':~ ~u~"'~~~i~ o ¡.9~O~-c~o. I~.w"'_~~~ ~2~:,¡~a~<~~~W~ãq~!'~~~f ~"'~<i~!~i:~~8~S~§~~I~~3 ~~~O~i§!~~~:~~ži~_~_~3~ zõ~~~~J"'~W¡~ð~~~~~~U¡,_ g~I~~~fâlii~~~!~~~~il~ª §~ Ñ ., . ttf ARTERIAL & INDUSTRIAL STREETS REINFORCED CONCRETE PAVEMENT R3-1-97 N@RTH RICHLAND HILLS FIGURE 6P 2'-6" 3"-0" OR 54'-0" 26'-0" OR 49'-0" 2'-6" PROPOSED CHIP SEAL OVERLA Y EXISTING CONCRETE CURB & GUTTER TYPICAL STREET SECTION NOT TO SCALE NOTE: SINGLE COURSE CHIP SEAL (ITEM 321, -TOOT SPECS.) . ASPHALT (AC-5 PER ITEM 300, TOOT SPECS.); RESIDUAL ASPHALT RA TE=0.25 GAL./S. Y. . AGGREGATE (PB-GRADE 5 PER ITEM 304, TOOT SPECS.); APPLlCA TION RA TE=1 C. Y. PER 135 S. Y. -TDOT=TEXAS DEPARTMENT OF TRANSPORTATION CHIP SEAL PAVEMENT SECTION DETAIL N(i)RTH RICHLAND HILLS 3-10-94 FIGURE 7P TYPICAL DASH LINE 10 FT. DASH WITH 6 BUTTONS ON 2 FT. CENTERS 30 FT. SPACES · · · · · 1- 30' Clc i2'r: · i: 1 O~ · - r NOTE: LEAD BUTTONS TO BE REFLECTIVE TYPE IC OR TYPE IA. ALL OTHER BUTTONS TYPE "w" OR "y", AS SPECIFIED ON PLANS. TYPICAL DOUBLE YELLOW (NO PASSING) 4' · · · · · · · · · · · n .18" · . . . . . . . . . . . . ~ NOTE: BUTTONS TO BE INSTALLED ON 4 FT. CENTERS, 8 INtHES APART. 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' -II . . . . . . . ,- TYPE IIAA 6" CIC . . . . . . . . . . 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 676 TDHPT STD. SPECS. 1982. 2. ADHESIVE - TYPE II M AS PER ITEM 575 TDHPT STD. SPECS. 1982. 3. CONSTRUCTION - AS PER ITEM 676.4 TDHPT STD. SPECS. 1982. 4. ALL CONCRETE STREETS TO BE SAND BLASTED BEFORE BUTTON APPLICATION. 5. DESIGN TO BE APPROVED BY CITY OF NORTH RICHLAND HILLS. 6. COLOR OF BUTTONS TO BE FURNISHED AND INSTALLED IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. 7. SIZE OF ALL BUTTONS TO BE FOUR (4") INCHES IN DIAMETER UNLESS OTHERWISE SPECIFIED. PAVEMENT MARKING DETAILS NEiRTH RICHLAND HILLS 2-27-89 FIGURE 8P STREET WITH CURBED MEDIAN ~-' 4' ~ r-;. . . . . . . VARIES 4' NOTE: ALL BUTTONS TO BE TYPE IC. STREET WITH TERMINATING CONTINUOUS LEFT TURN LANE AT SIGNALIZED INTERSECTION: . . . . . . . . . . . 4' TYPE "y" . . . . . . . . . .~ ~ ~. . . . . . · TYPE IC ~ ~ . 4' ~-' -, r. ..7=... VARIES 4' . . . . . . . . . . . . . WHITE LONGITUDINAL LINE 1. A STORAGE LANE SHALL BE DESIGNED TO ACCOMODA TE THE APPROPRIATE· AMOUNT OF TRAFFIC. 2. THE WHITE LONGITUDINAL LINE SHALL BE OF TYPE IC. (SEE LAYOUT DETAIL ABOVE.) 3. TYPE 'y' JIGGLE BARS SHALL BE 6" SQUARE. TYPICAL LEFT TURN LANES N(f)RTH RICHLAND HILLS 2-27-89 FIGURE gp [20' MIN. RADIUS TO FACE OF CURB USUAL (SEE PLAN-PROFILE) CLASS "A" CONCRETE _ _ _ SEE NOTE FOR METHOD OF PAYMENT 2'-6" OVERALL (TYPICAL) CURB INTEGRAL WITH VALLEY STAN ARD CB. & GU TER ~ H.M.A.C. SURFACE .. .. .' 10'-0" MIN. (SEE PLAN-PROFILE FOR ACTUAL DIMENSIONS) 8' -0" MIN, ACROSS SIDE STR ETS 10' -0" MIN. ACROSS THRU S EETS (SEE PLAN-PROFILE FOR ACTUAL DIMENSIONS) 50' -0" I ..",' BEGIN NORM L CROWN NOTE: PAYMENT FOR CONCRETE VALl,EY WILL BE BY THE SQ. FT. INTEGRAL CURB & GUTTER WILL BE PAID FOR BY L.F. OF CURB & GUTTER OF SIZE AS SHOWN. 1/2" PREMOLDED EXP. JT. MA TERIAL AT ENDS OF CURB RETURNS (TYPICAL) PLAN NOT TO SCALE REINF. N3 BARS 0 18" O.C.E.W.. INCLUDED IN BID PRICE PER SQ. FT. OF CONC. VALLEY 11 1/2" OR AS DIRECTED BY THE OWNER'S PROJECT REPRESEN T A fiVE. ?::>:t:>::::;~·.'<..:.:>..:....;.:.~:.:..,~ ."::~'. ;:;:; .:.:;: '~'..:J. .!:::~..::~r ;"::::.:' .;:...~..:.. ~:_:~~...:...::;.::::~:.::;;.f§~ PAVEMENT AS SPECIFIED ON ADJACENT STREET ,>-" ., . 8' -0" MIN. FOR SIDE STREETS 10 -0 MIN. FOR TIiROUGH STREETS ~ "- LOWER PART OF PAVEMENT UNDER VALLEY WHEN PAVEMENT TIiICKNESS EXCEEDS 6". PAYMENT INCLUDED IN BID PRICE OF CONC. VALLEY. 6" SECTION NOT TO SCALE \ DISTANCE FR <t Of' VAu.EY 0' 5' 10' 20' 30' 40' SO' CROWN TRANSITION fOR CONCRETE VAu.EY CROWN 6° 7° 0.000' 0.000' 0.167' 0.167' 0.290' 0.290' 0.445' 0.445' 0.500' 0.540' 0.500' O.58J' 0.500' O.58J· NOTE: CLASS "A" CONCRETE SHALL HAVE 5 SACKS OF CEMENT/C.Y.. MAXIMUM SLUMP OF 5 INCHES, AND A 3000 PSI COMPRESSIVE STRENGTIi AT 28 DAYS. 8" 0.000' 0.167' 0.290' 0.485' 0.580' 0.6J5' 0.667' CONCRETE VALLEY DETAILS N(f)RTH RICHLAND HILLS R1-18-94 FIGURE 10P I· 9'-6" NORMAL .. I / . ;-.' ",'. ,'.. . . ." .......:" ···.-4.':.'· ... ::......'..:..: . .~ ... .. .... .,.': ,..... ,,' ,f ,":.' ", '. '.. ". . ~'"':', :--',:.~ .: / / / If.J.l~¿íiè;~~> :;:)~~... LK.: ::. >t/::.;.t~~:·:~/~'··~ .:;......:,.... ", ...:..... - //'/Æ: : .'.~ ~..-':'" / / / ..........;.'!, ....:... ,:' ".þ', /··:><.·~·.D".:·:·:::~}~ 9'-0" "....... ...~.,.. .. .' PLAN SCALE: 1/4"=1'-0" #3 BARS CD 18" O.C.E. W. NOTE: CLASS "A" CONCRETE SHALL HAVE 5 SACKS OF CEMENT/C.Y.. MAXIMUM SLUMP OF 5 INCHES. AND A 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. SECTION A-A CURB RAMP DETAILS N@)RTH RICHLAND HILLS R1-18-94 FIGURE 11P ?~mov"! 3 PC:1~~3 ::>r ~"(:~:._; sid~'NC¡~ end r~:)~.:.:~ .:: s:>p~s shown, :.:c:s::~; C¡,;r:> r,:: :', '" .:: ,':, ":',','::- "~I" ' ;:, r~': ~"':.' ':j I~'. . '. J: : ~ .r:~~... ~ '..:': ~,: ~.' '::::,- :: . ',:1 '~::.~ '. "I' . . . ... ...". " :'. .: .' : "'!:.:j<':"';:I~'·~! ,.... '.... . - I . I( . , . o f' /.' [ :.': I ',' '(: \ : . ·L.. ~, . J '. CL.\SS "A- CONCREiE ì'JITH ! J '- . I., C~:"~Sé: aR'JOM rlNISH . I: ~ :. '. '. ". f' '. \ .' -. .: '. ..... :0. f.. "',' I .' '. ---.:..:. :, .. . . ;.:.-:-- ~ ~~isting ~ :::uc~,..=J~ ". I ~. -I)' '4 . . I I I J' -0' I~' -I)' ¡ . . . :J I ,~\: , -......,.; .3 3"-PS'~ :3- a::::..,\ ' /,0;/,' '--- ' >',,/;, . , ~ ' :~/.~.. ~- '/~"/" ,. t- /, ./ / / I .. / L....~.. ~ ':'jS~rG": // :>:..~o ---./ :, .L..-z-.~ : ---i r J ~¡'J¡:: CLASS ".\- CONCR::¡E SHALL u:.,:: 5 SA.C~:S 0;: CEMENi/C, Y.. M:' X¡~,IU'" SLU',IO 0;: 5 INCHES. AND :.. 3000 PSI CGM?RESSI'¡E SiRENCiH .:.~ 23 DAYS SEC Ti üi'J A - ,f:., CURB RAMP DETAILS NOR.TH R.ICHLA.ND H[LLS 3-1.3-97 FIGURE llP-2 1/2" EXP. JOINTS IN CONC. (TYP.) 12' -0" MIN. (USUAL), " , ". ¡ , J -6, ' .1 -.3 , ~3" ---L! : .. I i ., : ~ :'. ,":, '. P", ~ " ".·:l1 I i · ~\1~ ' '~,.,.",". ,',<' -f IT- .. I -r 1- I '., . , !? -B/C / r 2-#.3 BARS EACH CURB RADIUS I 1/2" EXP, JT ( TYPICAL) I ,I i . I 7' ".cr,' , v , I I ....Ji <! ::¡' tn ~I II '0: -! I I I I"j" " ' ji~tö: SI¿E~ÅU¿ 1: (~ENRWO)~ I '" ." NOTE: IF GUTTER IS CRACKED, DRIVEWAY & GUTTER MUST BE POURED MONOUTHICALL Y. PLAN ·RECONST. TO TH~. 10' -0" USUAL LIMITS NECESSARY PARKWAY WIDTH TO MATCH EXIST. . 4'-0" , 6'-0" (USUAL), SiDEWALK J I SECTION ,SLOPE 1/4"ffT . --,.. SECTION 24" (USUAL)' .".r-SAWCUT & FORM .3/4" RISE AT / EDGE OF EXIST. GUTTER. TOOL I EDGE & BRUSH JT. WHILE CONC. I IS FRESH. ·DESIGN GRADE FOR A MAX. >...J...()~, OF 187. BREAK OVER BETWEEN L / I GRADES 15' APART. L EXIST. PAVEMENT EXIST. DRIVEWAY GU TTER NOTES: 1. MINIMUM THICKNESS OF DRIVEWAY IS 5", 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. TOP OF CONe. HERE IS 1 1/2" ABOVE TOP OF CURB TOOLED EDGE -" '" 4'-0" (USUAL) SLOPE 1 /4" PER FT. IN DIRECTION OF CB, . r x//-'z 4 . ,'. /(" ...!L- 4 "AX <:,,~ VÄY)~ '/ RESIDENTIAL DRIVE DETAILS #.3 BARS @ 18" O.C. LONGITUDINALLY - #.3 BARS @ 18" o.e. TRANSVERSEL Y DETAIL STANDARD SIDEWALK N@RTH RICHLAND HILLS R3-1-97 FIGURE 12P 1/2" EXP. JTS. IN CONC. (TYP.) ~ STD. SIDEWALK ~ .0· (W~EN REQ'7 \ ' / \ :_ /?'>/~/Q" . ':'0 \ , ,. . (/<S'/~ ..~. r .~" v i 0, -1( 1;1.. " I I 6" / STO.l CB. & CU TTER USUAL MIN. 2"-0" BACK-BACK (20'-0" rACE-FACE) 1'-Ô"~ 6::-, ' ~" 3" ~~~:r~1 : 1--+ I~ ['- 4-1 I ,. L USUAL 24" \ ~ SAWCUT CUTTER & C8. FULL DEPTH EXP. JT. NOTE: IF CUTTER IS CRACKED, DRIVEWAY AND CUTTER MUST BE POURED MONOllTHICALL Y. ·CONST. TO THE LIMITS NECESSARY; TO MATCH EXIST. : PLAN 10'-0" (USUAL) ~ ' PARKWAY WIDTH I '- 4' -0· 6' -0· (USUAL) I 24· SIDEWALK . 7USUAL)o ~SAWCUT & FORM 3/4- RISE AT SECTiON I Ii/, EDGE OF EXIST. GUTTER. TOOL SLOPE 1/4";- · /' EDGE & BRUSH JT. WHILE CONC. o _ __~ L ;: IS FRESH. 6",-,; . .~~~:::::::::::::: ' I .DESIGN GRADE ;OR A MAX. I '. '/,,- \. ~ì. r-,--,__'_,:,7. OF 187. BREAKO'/ER BETWEEN R.O. wJ ," SAND': 6....,¡; 2--~-': I I GRADES '5' A?ART. LINE CUSHION - I , L EXIST. ~AVEMENT I I TOP OF CONC. HERE \ '-- EXIST. DRIVEWAY IS , 1/2" ABOVE \ GlJ HER TOP OF CURB _-.J SECTION , 4' -0· (USUAL) -j TOOLED , SLOPE 1/4" PER FT. ! r TOOLED EDCE ~'\o ¡ IN DIRECTiON OF ca. i' / EDGE --;-;-~. . .. '., . .¡ (-=-?/. .~/ ''-~~!.!.- ø--r-/ ¡- 0, ·r~~'-./<·' ~j , '.'--. '--I --' -.«:.- ;Ä'-~XY , / ¡ / -4" #3 BARS ~ 18" O.C. 'L 1" S D CUSHION LONGI TUDINALL Y / AN / #3 BARS @ 18" O,C,/ TRANSVERSEL Y --,' DETAIL STANDARD SIDEWALK NOTES: 1. MINIMUM THICKNESS OF DRI'Æ'NA Y 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 HA VE A 1/4" PER FOOT SLOPE DO....N IN THE DIRECTiON OF THE TOP OF CURB. 4. SEE FIGURE 4P FOR EXPANSION JOINT DETAIL. COMMERCIAL DRIVE DETAILS N@RTH RICHLAND HILLS R3-1-97 FIGURE 13P CURB ON DRI'Æ APPROACH IS OPTIONAL CROSS HATCHED AREA REPRESENTS DRI'Æ APPROACH PAVEMENT. PAVEMENT TO BE EITHER 5 INCHES Of REINFORCED CONCRETE OR 6 INCHES Of HOT t.4IX ASPHALTIC CONCRETE (HMAC). PROPERTY UNE EXISTING UlICH 6" EDc( OF ASPHALT THIS SLOPED AREA SHOULD BE SOOOED TO RESIST EROSION (BOTH ENDS). CULVERT PIPE TO BE 18 INCH DIAMETER OR LARGER. ENOS TO BE CUT ON 6: 1 SLOPE. PIPE TO BE EITHER CORRUGATED, GALVANIZ£D METAL PIPE OR RElNFORŒD CONCRETE TONCOE AND CROO'Æ PIPE. PLAN I· PROPOSED DRI'Æ APPROACH .. I SLOPE NEW CULVERT PIPE NOTE: UPSTREAM AND OOWNSTREAM GRADING IN ROADWAY DITCH IS PROPERTY OWNER'S RESPONSlBILTY OURING ORI'Æ APPROACH INSTALLATION. PROFILE PROP~TY I UNE -----J c:::::: EDc( VtttERE DRIVE APPROACH t.4EETS PAVEMENT TO BE STRAlQiT. ELEVATION CULVERT PIPE (18" DIAMETER OR LARGER) DRIVE WITH CULVERT DETAILS NOTES: 1. AU. CULVERT PIPE TO BE NEW (NOT PRE\1OUSLY USED). 2. DIAMETER Of' CULVERT PIPE TO BE DETERt.4INED BY THE PUBUC WORI<S DEPAR1\ofENT. J. RJ1\JRE t.4A1NTENANŒ Of' THE DRI'.'E APPROACH AND CULVERT PIPE IS THE PROPERTY OWNER'S RESPONSlBUTY. 4. AU. DITCH GRADING UPSTREAM AND DOWNSTREAM Of' THE PROPOSED DRI'.'EWAY CULVERT IS THE PROPERTY OWNER'S RESPONSl8ILTY. 6-8-94 N@RTH RICHLAND HILLS FIGURE 14P 8' -4" MAX. I .....----PER...ISS1BLE SHOP SPUCE r (ONE PER PANEL) I 8'-4" MAX. POST SPACINC PRO\I1DE ruBE SPLICES FOR RAIL ~ FOR PREST. BOX BMS.: C "'EMBERS WITHIN PANEL OVER I ~ g" ...IN I ft' "'IN. "'EASURED FRO'" (EXPANS10N) AR"'OR JOINTS. . END OF BOX ÒR FlNCER JOINTS. : , NOT PRO\I1DE A ruBE SPACE IN THIS PANEL UNLESS THERE IS AN AR"'OR PLATE HERE JOINT OPENINC NOTE: "'ETAL BEAM CUARD FENCE "'UST BE ATTACHED TO THE BRIOCE RAIL AND EXTENDED ALONC THE EMBANKIoCENT. SEE PLAN SHEET FOR DETAILS AND LENCTH FOR PA'().ENT. AT ABUTMENT BENTS INSIDE NOTE: ruBE SPUCES ARE NOT REOUIRED AT ENDS OF OVER JOINTS AT ENDS OF UNIT FOR (FIXED) UNIT ARMOR JOINTS AND JOINTS IN PAN FORM SPANS OR SII.IPLE StAB SPANS. ELEVATION OF RAIL CAP ENDS Of' ruBES e 7-1/4"xJ/ff'xJ-I/4- J/Ift' FIElD OFFSET J/ff' J'-1 1 SECTION 0-0 METAL BEAM GUARD FENCE TO RAIL CONN. J/Ift' e. 1 COMBINATION RAIL TYPE C301 C. J/ff' DIA. DRAIN HOLE IN BOTTOI.I---¡ RAIL CAP DETAIL 6-2-94 N@RTH RICHLAND HILLS FIGURE 15P-1 7/6" BASE PLATE NOTE: IN UEU OF FlANGE WELD SHOWN. A 3/6" FlU£T WElD AU. AROUND INCLUDING EOCES OF FlANGE MAY BE USED. t. 7/6".1 1/X' SLOTTED HOLES DETAIL C t. 1/X' SLOTTED TRUSS HEAD BOLT WITH HEX NUT de WASHER SECTION A-A 2" .2" ruBE ~MEMBER (aMINAL FACE OF RAIL MIN. '_ t. 11/16".1 1/4" HORIZ SLOTS IN POST FlANGE. t 11/16" DIA. HOLES IN ruBES(DRlll. OR PUNCH). t 13/16".1 1/4" HORIZ. SLOTS IN POST FlANGE. t 13/16" DIA. HOLES IN ruBES(DRlll. OR PUNCH). IF HOl£S AAE PUNCHED, THE FlRST SURfACE PENETRATED WIll. BE ~ED NEXT TO POST. t 5/6" SLOTTED TRUSS HEAD BOLTS WITH HEX NUT de WASHER <II ..J ~ o ~ <II ... W <II ¡!: D- W o w ~ ~ I 1/4" PIN ~~~lUC ~ (TYP.) UBE SPLICE DETAIL .. . ....., ..I· þ. ·1, · . . þ. . . þ . .. POST ELEVATIONS WElD AND GRIND SMOOTH .....-SLEEVE SEcnONS FOR X' xX' MEMBER SIMI!..AA TO THESE / ~-"j)ì r [:::..,~ -~:::::.J 1/4" P1N SECTION B-B SLEEVE FABRICATION OPTIONS NOTE: THE DIFFERENCE BETWEEN THE OUTSIDE DIMENSIONS OF' THE SLŒVE AND THE INSIDE DIMENSIONS OF' TIiE RAIL SHAlL NOT EXCEED .125" ALONG EITHER AXIS. ruBE AND SLEEVE MEMBERS 4 x RAIL MEMBER S THICKNESS MATERIAL THICKNESS MATERIAL 1136 ~ 1118" 188'" 8 .2 A ~I~ .2~ M M COMBINATION RAIL TYPE C301 6-2-94 N@RTH RICHLAND HILLS FIGURE 15P- 2 .110" .110" ,¡- l- 1/7: RADIUS NOTCHES 1'-0" MIN. ---=:?'72 1/7:xl/4· PLATES I INSTAll ONE ASSElABLY IN SIDEWAU< AT EACH RAIL POST. FIElD CUT OR BEND AS REQUIRED TO FIT SPECIAL CONDI1l0NS. 00 NOT GALVANIZE NOR OIL THIS ASSEMBLY. BOLT ANCHORAGE PLATES 2 BOLTS 1'-7: LONG 2 BOLTS l' - 7: LONG (STRAlCHT BOLTS FOR COCRETEI:!' THICK OR MORE) :!' RADIUS 2 BOLTS 8' LONG 2 BOLTS 8' LONG USUAL MOUNTING AT ABUTMENT WINGWALL SPECIAL MOUNTING POST MOUNTING DETAILS GENERAL NOTES ·DESIGNED ACCORDING TO MSHTO 1977 STANDARD AND CURR£NT INTERn.. SPECIFICATIONS. .PANEL LENGTHS Of' ruBE MEMBERS SHALL BE ATTACHED CONTINUOUSLY TO A MINIMUM OF THREE POSTS (EXCEPT AT A81JT\ENTS WITH EXPANSION JOINTS). ·THE FACE OF RAlUNG SHAll. BE VERT1CA1.. IF ADJACENT TO A WI>UfY(AY UNLESS OTHERWISE SHOWN IN PlANS. RAIL POSTS SHAlL BE PERPENDICULAR TO ~CENT ROÞDWAY CRACE. GROUT IoIAY BE USED UNO£R BASE PlATES IF NECESSARY. -EXPOSED EOCES OF HANDRAIL AND HANDRAIL POSTS SHAlL BE ROUNDED OR CHMIFERED TO APPROXIIoIATELY 1/16' BY CRlNOING. oAU.. BOLTS, NITS. WASHERS. ANCHORACE PLATES, BOTTOM PlATES AND M.B.G.F. CONNECTORS ARE CONSIDERED PARTS OF THE RAIL FOR PAY!.IENT. .AU. STEEL COMPONENTS EXCEPT REJNFORCING SHAlL BE CALVANlZED UNl£SS OTHERWISE SHOWN ON PlANS. .ANCHOR BOLTS SHAlL BE 3/4· DIA. ASN-AJ25(OR AJ21 TH~ RODS WITH TACK W£lDED NUTS). THRE'AOED RODS IoIAY BE 0.670" lAIN. CIA. WITH ROU..ED THRE'AOS. EACH BOlT SHAlL HAVE A HAAOENED STEEL WASHER AND A 7: PLAIN STEEL WASHER. NUTS SHAlL CONFORM TO AS63 REQUIRElAENTS AND SHALL BE TAPPED AFTER CALVANIZlNG. BOLTS AND NUTS SHAlL HAVE CLASS A 2B FIT TOl.£RANCES. ·SHOP DRAWlNCS TO BE SUBMITTED TO THE BRIOCE ENClNEER FOR APPRCNÞi. WILL BE REOUIRED ONLY FOR RAILS ON HOR1ZONTÞi. CURVES IN WHICH CASE THE RAJL IAElABERS SHALL BE FABRICATED TO THE REQUIRED RADIUS FOR RADII OF 600' OR l£SS. .FOR RAJLS NOT REQUIRING SHOP DRAWlNCS. ERECTION DRAWINGS SHOWING PANEL LENCHTS. SPUCE LOCATIONS. RAJL POST SPACING AND ANCHOR BOLT SEmNG SHAlL BE SUBMITTED TO THE RESIDENT ENGINEER FOR APPf!(NAJ.. -SHOP DRAWlNCS IoIAY BE SUBMITTED AS II·xl8' PRINTS PROVIDED THEY ARE Cl.£ARLY l£GIBl£. .AU. OPEN ENOS OF RAJL SHAll. BE CAPPED. COMBINATION RAIL TYPE C301 6-2-94 N@RTH RICHLAND HILLS FIGURE 15P-3