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ST8804-CS 890526
dP Jerry Parch& Consulting Engineers P. O._l~x 478 Coppe/, Texas 75019 ~M~D DELEVERED aP NO. Sa009; HEARTZ ROAD; Parks off Coppell; C°ppell, Texas Dear Russell: Enclosed are three sets of revised construction plans for improvements in Heartz Road between Sandy Lake Road and Parkway Boulevard in Coppell, Texas. Listed below are previous submittals of these plans to the City. 1. March 22, 1989 - Initial Submittal. 2. April 13, 1989 - Contained revisions based on D.R.C. comments from the Department of Public Works and Ginn, Inc. 3. May 3, 1989 - Contained revisions based on additional comments received ~rom Ginn, Inc. and comments from Univest's engineer. This submittal also included design of brick facing on the proposed culvert headwalls and a review of sight distance issues and agreed resolutions at the Heartz Road - Sandy Lake Road intersection. The Final Plat of proposed Heartz Road within the Parks of Coppell was approved by the City Council on May 9, 1989. We also received City approval of the Subgrade Preparation plans for this section of Heartz Road on this date. The enclosed plans show proposed Water, Sanitary Sewer, Storm Drainage and Paving Improvements in Heartz Road between Parkway Boulevard and Sandy Lake Road. These plans include revisions based on recent comments received from the Department of Public Works and from Ginn, Inc. Marked-up plan sets did not accompany these comments. Revisions include: 1. Trench Safety Specifications have been added. 2. The asphalt transition previously shown at the Sandy Lake Road intersection has been revised to concrete as requested by the Department of Public Works. 320 ~estwayPlace, Suite501 *Arlington, Texas76018. Metro(817) 467-2418*(817)465~259 Mr. Russell Doyle, P.E. May 26, 1989 J.P. No. 88009 Page 2 of 3 3. Bevelled Pipe is required on all curves in storm sewer lines. 4. Legal Descriptions and exhibits of seven easement areas adjacent to the Heartz Road Right-of-Way are included with this submittal. Two of the easements are on property owned by Parks of Coppell Joint Venture II. The other five are on property owned by ABQ. Owners are currently preparing instruments for dedication of these easements to the City. 5. The grade of proposed Sanitary Sewer Line "A" between manholes at stations 42+92.91 and 44+68.86 has been adjusted to provide adequate capacity. 6. Velocities in Storm Drain Pipes: enclosed are copies of excerpts from the following publications: Design Sanitary and Storm A. and Construction of ?~"~. ~~ //llit Sewers published by Joint Committee of the ~ il/l!! American Society of Civil Engineers and The ~ " Water Pollution Control Federation. ~~IB. Concrete Pipe Handbook published by the ~ American Concrete Pipe Association. The velocities in the proposed 60-inch storm drain pipe north of Sandy Lake Road are a function of the steep terrain in this area. Both of the publications listed above, however, state that concrete drainage facilities may be designed for velocities up to 40 f.p.s. Maximum design velocities in Heartz Road are substantially less than 40 f.p.s. Solids in storm water runoff should be minimized by the largely developed nature of the upstream watershed. A set of these construction plans is being furnished directly to Mr. Kevin Peiffer, P.E. of Ginn, Inc. for his review. Please review and, if acceptable to the City, notify me of City approval at your earliest convenience. In my transmittal of these plans to you of April 12, 1989, I requested a tentative schedule from the City for acquisition of remaining Right-of-Way outside the platted area. As you know, the city council required that ABQ construct the full width roadway between Sandy Lake Road and Parkway Boulevard as a stipulation of final plat approval. Mr. Russell Doyle, P.E. May 26, 1989 J.P. No. 88009 Page 3 of 3 Commencement of roadway construction is impacted by the timing of the availability of this Right-of-Way. Please provide me your tentative schedule for ~his acquisition as soon as possible. Thank You. Sincerelyt~/ er~ry Parche', P.E. Enclosures: Three sets of construcLion plans for Heartz Road- Revised Excerpts from Design and Construction of b~nitary and Storm Sewers and Concrete Pipe Handbook Seven legal descriptions with exhibits for easement dedications cc: Mr. Jay Chester, P.E./ABQ Development Corporation Mr. Mike Allen/Parks of Coppell Joint Venture II Mr. Kevin Peiffer, P.E./Ginn, Inc. Mr. Dan Dowdey, P.E./Roberts & Dowdey Mr. Steve Goram/City of CopDell DESIGN AND CONSTRUCTION OF SANITARY AND STORM SEWERS PREPARED BY A JOINT CO/I~U~II'I'EE OF THE AMERICAN SOCIETY OF CIVIL ENGINEERS AND THE WATER POLLUTION CONTROL FEDERATION Copyright 1969 by the AMERICAN SOCIETY OF CIVIL ENGINEERS and the WATER POLLUTION CONTROL FEDERATION ISBN 0-943244-09.9 RECEIVED HAY 2 0 1989 Jerry P~rche Censultlfll Engrs. 128 DF~IGN, OON~FRUCTION OF SANITARY. STORM SEWERS DESIGN OF SEWER BY.EMS 129 Where hou~ h~ve no ~men~, ~we~ ~y ~ built at sh~lower T~ Xl~ g~ r~ V~ og Z d~t~; but, in buzin~ or ~mmercial district, it may ~ n~ ~ lay ~we~ ~ d~p ~ 12 ft (3.6 m) or mo~ ~ ~a~ ~e ~er- Pi~ oi~ ~ ~ ~und f~ili~ no,ally found in such a~. ~,.~ (~ · = o.o~s ~ = o.o~ , = o.o~s As ~we~ usually ~ l~d in public ~, ~nsiderafion m~ ~ ~ven in d~i~ ~ prevent ~due in~ffe~n~ ~ o~er ~der~d 6 lS *.~ 5.7 8 ~ 33 3~ 4~ 8~ctur~ ~d u~liti~. The dep~ of ~e ~i~ Mwer is usually ~ch 10 ~ 2.4 2~ ~at it can pm und~ ali ot~ u~ii~. 12 ~ 1~ 2~ ~e ~ep~ o~ i ~ ~wer n~ ~ s~cient onl~ ~ ~ceive wa~ f~m 15 ~ 1.4 1.7 · e s~t inle~ ~d f~m o~her tribu~ dr~; it m~t not in~rfe~ 18 ~ 1.13 1~ t~l 21 ~ 0~ 1~ wi~ ~nn~ons ~ the ~i~ Mwer. S~ Mwe~ Mmetim~ ~ laid ~ m 0.~ o~ 8h~low enou~ ~ allow wa~r and o~er ~ conn~tions ~ p~ under ~hem. When laying ~we~ at ~811ow ~epL~, consJders~on shouM ~ Note: For i verity of 2~ f~ (0.75 m/~) ~e ~m ~o~ ~ve m~t m~p~ by 1~. ~ven ~ live and impact 1o~ since s~cial ~uiremen~ may ~ n~ in ~e ~l~tion ~d ins~lla~on o~ pi~. ~X~ ma~ ~ r~ui~ ~ oS~in the d~i~ vel~it~ of la~ral ~we~ ~or which minimum si~ pi~ will flow only pa~ially J. ~ ~D MA~M~ ~L~ES A~D DESIGN full even for ~e ul~ma~ ~i~ flow. D~S OF ~ For a ~ven flow and slo~, vel~ity is i~uenc~ ve~ little, if at all, by pi~ diam~r. Calculations from C~p's cu~e of the hydraulic elemen~ 1. Minimum Vei~ifi~ of pi~ of circular ~ction show I~ vahation than by u~ of ~e cl~ical ~uatio~. Table XX shows ~uir~ slo~ for a vel~ity of 2 f~ (0.6 Minimum velocities should ~ ~cient ~ prevent deposition and pre- vent or re,rd sulfide fo~ation. Data on minimum velocities in ~ard m/~) for va~o~ flows. Th~ valu~ a~ b~ on r~ent ~di~ (6) ~ ~e latter are pre~n~ in ~ction H of this chapmr. Desi~s for mini- which indica~ the effect of pi~ si~ is negli~ble. The ~ble ~ cal~la~ mum vel~ities ~ prevent de~sition should ~ b~ on ~e m~um for a full-pi~ H~en-Williams C of 1~ (n a~ut 0.015), ~d is valid for flow anticipa~ within the initial ~erating ~fiod ~lec~d by the de- any pi~ 8ise if ~e indica~ flow ~ n~ 1~ ~ 0.1 ~gner and the sewer agency. Commonly, slopes am calcula~d ~ tha~ ~ 95 ~ent of full-pi~ cap~iW. when flowing half-full or full, the velocity will ~ 2.0 fps (0.6 m/sec) for ~ni~ ~we~, or 3.0 fps (0.9 m/sec) for s~ sewers. This pracfi~ is ~ M~mm V~i~ b~ on the ~umption that these minimum slopes will pr~uce ~lf- For clear wa~r in h~-su~ ~ndui~, ~ limiting vel~ity ~ ve~ cleansing vel~ities. In,much as this ~umption i~ores altoge~h~ the hi~. Vel~ifi~ in ~c~ of ~ f~ (12 m/~) have ~n f~nd h~ actual flow which will obtain in a sewer and the corresponding depth, the pr~fice may result in deposi~ if the actual flow is very much le~ than T~ XX~ N~ ~ V~ ~ · ~ (~ m/~) * the half-pipe capacity. To avoid the danger of deposi~ in sani~ ~we~, it is desirable m esfima~ ~forehand the probable daily maximum q ~.~.) (~. flows which will occur in the pipe d~ing the early yea~ of use and to ~l~t a slope which will pe~it ~lf-cleansing velocities at the~ flows. O.l .............................. ~metimes ~e initial flows may ~ so low in compari~n with d~ 02 .............................. ~.1 flows that ~is is not practical. In the~ c~s the o~er should ~ w~ 02 .............................. 0.4 .............................. 4.1 that frequent flushing or cleaning will ~ necessa~ to remove accumula~ o~ .............................. ~iment. 02 .............................. 2.~ A minimum full-conduit velocity of 2 fps (0.6 m/sec) is a requirement 19 .............................. (or r~ommendation} of most health deps~men~, while some engin~rs 1~ .............................. and authorities have adopted ~ minimum of 2.5 fps (0.75 m/~c). Table 2.0 .............................. 3~ .............................. XIX givm valuta of slop~ for full-pi~ velocitim of 2.0 fps (0.6 m/~) 49 .............................. for various diameter pi~s based on the Manning formula with n valu~ of 0.013, 0.014, and 0.015. *For ~ pi~ of ~ ~ wh~ ~e i~ ~ ~ It should ~ spp~ent that slopes s~per than tho~ shown in Table No~: ~X lff~m]~. 130 DESIGN, CONSTRUCTION OF SANITARY, STORM SEWERSDE,SIGN OF SEWER SYSTEM8131 to concrete channels. Erosion of inverts may result from much lower tions are generally in the range of 250 to 500 gpd/in, diam/mile (0.230 ~o velocities when sand or other gritty material is carried. 0.460 cu m/day/cra diam/km). Tests and allowances should include ser- In the case of sanitary sewers where high velocity flow is continuous and vice connections or stub lines extended from the main or lateral sewer to grit erosion is expected to be a problem, the limiting velocity often ia taken the curb or property line. However, for lateral sewers with many stubs and wyes, the allowance should be increased 50 gl>d/in, diam/mile (0.046 to be about 10 fps (3 m/sect. M~xinmm design veiooities in storm sewers, which by their nature occur cu m/day/em diam/km). Specifications should require that all visible or infrequently even if such conduite are designed for a mean annual storm, detectable leaks be repaired under any circumstances. may be nmch greater than those for continuous flow. 2. ln&itratlon. Extiltration Testing 3. D~ig~t Depth olr Flow It cannot be over-emphasized that proper engineering inspection and Sanitary sewers normally are designed to carry the peak design flow field testing are absolutely necessary if infiltration is to be kept within with s depth from one-half to full. Alternatively stated, the full-pipe allowable limits. capacity shall be from 100 to 200 percent of the design peak flow. The A rigorous infiltration or exfiltration test is recommended after comple- smallest sewers usually arc designed to flow half full. tion of construction. Under soil and groundwater conditions that insure a The degree of conservatism with which design peak flows are established water table above the top of the sewer, an infiltration test is sufficient,; will affect the selection of design depth of flow. For ventilation reasons, where the water table is below the invert, an exfiltration test is required. and particularly to avoid sulfide generation, it is undesirable for sanitary Flow can be measured by means of weirs or other devices (see discussion sewers to flow full or nearly full. in Chapter 7), but the measurements to be valid must. be made with the For storm sewers, the most common design practice is to have the line water table at or near its maximum height to indicate the probable maxi- just full or lightly surchargod at design flow, but some engineers go further mum infiltration. It also is important that the pipe walls be saturated and allow the energy grade line to rise to within approximately 1 ft thoroughly when the infiltration tests are conducted. (0.3 m) of the gutter invert. Exfiltration is measured by filling a reach of sewer to provide internal pressure and observing either the drop in head or the quantity of water required to maintain the reach in a full condition. The exfiltration test K. INFILTRAT]OPl procedure must specify an elevation head, usually expressed as height of In many existing sanitary sewers infiltration is a major cause of by- water above the top of the pipe at the upstream manhole. draulie overloading of both the collection system and treatment plant. To Exfiltration and infiltration tests are not directly interchangeable. One handle this excess flow it may become necessary to construct relief sewers report (7} covering limited tests suggests that the relation between exfil- and expand existing treatment facilities. Other expenses also are incurred tration and infiltration varies with the head, and another (8} presents for- mulas for infiltration based on head and other factors. Type of soil, back- because of this unwanted flow, such as: fill methods, and pipe embedment materials may cause radical variations (a) higher pumping costs; in exfiltration rates. (b) caveins and structural failures in sewers and pavements resulting It must be anticipated that tests made shortly after completion of con- from soil washing into the sewer; and struetion of the sewer usually will give results considerably lower than (c) higher maintenance costs resu}ting from soil deposits in sewers, those which would be obtained months or years after construction. additional root penetration into leaky joints, etc. In some areas, air pressure tests are being used in pl~ce of exfiltration Infiltration can enter through faulty joints, cracked pipe, or at man- tests (0} (10). holes. Another source that sometimes is beyond the control of the designer is the house sewer. In many cases these connections are responsible for a major portion of the infiltration in the sanitary sewer. Thd designer, L. DESii;N FOR VARIOUS CONDITIONS therefore, should recommend and advise the proper authorities that re- quirements for house sewers be specified by ordinance. 1. Open C,,~.--Inasmuch as the load on a sewer built in open cut is a A more detailed discussion of infiltration and related matters is found function of the bedding, trench width, backfill material, and superimposed load on the ground surface, consideration must be given to all these ele- in Chapter 3. ments. Chap[er 9, devoted to loads on pipes, presents details of this phase 1. lnfiltration. Exfiltration Test Allowance of design. Specifications governing sewer design and construction should set forth 2. T~n*L--A thorough knowledge of tunnel construction methods a maximum infiltration or exfiltration allowance. Infiltration specifics- should be acquired be/ore designing sewers for tunnel placement. This CONCRETE PIPE HANDBOOK Published by AMERICAN CONCRETE PIPE ASSOCIATION 8320 Old Courthouse Road Vienna, Virginia 22180 $27.50 RECEIVED · Jerry P~rche Con~ulfin! Enlrs. A number of conditions can reduce the severity of chloride attack. In- question of pipe abrasion, particularly in a sanitary or storm sewer sys-. creased concrete cover will normally extend service life but will not pre- tern, and can normally be controlled by proper design. vent eventual corrosion under severe exposure conditions. High quality Particle size and density are usually smallest in sanitary sewers, larger concrete with low permeability, and the absence of cracks and voids, will in combined and storm sewers, and largest in culverts. Specific hardness also extend the life of the pipe under severe exposure conditions but will of the particles is subject to wide variation and is quite significant, be- not prevent eventual corrosion if the mechanism of chloride build-up con- cause if the particles are not as hard as the concrete, the particles will be tinues. Under extreme exposure conditions, the use of bander type pro- abraded rather than the pipe. Increasing the compressive strength of the tective coatings is probably the most effective alternative, concrete along with an increase in the specific hardness of the aggregate A very small precentage of concrete pipe is installed under conditions used, increases abrasion resistance. for which serious chloride build-up is probable. The American Concrete Pipe Association has not received any reports or evidence of chloride induced corrosion damage to reinforced concrete pipe. SIGNIFICANCE OF CRACKING FREEZE-THAW AND WEATHERING The principles of reinforced concrete design are based upon the accepted Freeze-thaw damage is caused by water penetrating into concrete inter- concept that cracking of the concrete is necessary to permit developmer stices and freezing, which generates stresses and disrupts the concrete if of the full tensile strength of the reinforcing steel. With precast reinforceu it does not have sufficient strength to resist these stresses. Severity of concrete pipe, it became possible to utilize this cracking characteristic as exposure is usually described by the frequency of freeze-thaw cycles. At- a criteria for nondestructive quality control testing. This led to the devel- mospheric exposure usually accompanies freeze-thaw action, which com- opment of the three-edge bearing test and the adoption by ASTM in the plicates the situation. Thus, instead of a pure freeze-thaw situation, ther- early 1930's of the 0.01-inch crack test as a measurable and reproducible mai stresses and evaporative surfaces with concentration effects and method for determining pipe strength. This particular crack width was crystallization of various soluble salts in the pore structure could combine arbitrarily proposed by Professor W. J. Schlick of Iowa State University to provide an accelerated weathering effect, because a leaf gage of that dimension was readily available. Normally, concrete pipe is not exposed to this combined set of condi- There is no structural significance to a 0.01-inch crack. It is simply the tions. When it has been, however, its performance has been excellent, test criterion assigned by ASTM standards for reinforced concrete pipe, primarily due to the high quality of the concrete. In some circumstances, ~and the 0.01-inch crack has no meaning as a criterion of structural per- weathering exposure could be serious enough to require sealing the sur- formance in the field. face with a protective coating. Such circumstances are not common, but Certainly, however, the magnitude of permissible cracks is important can occur, from the standpoint of potential exposure to aggressive factors. The 0.01- inch crack came to be widely regarded as a conservative value for the maximum width that should be accepted as nondeleterious in exposed VELOCITY-ABRASION structures. That the criterion is conservative is demonstrated by mot Although velocity-abrasion is a subject that has been discussed extensive- than 50 years of experience in the United States and Canada during which ly, very few generally accepted conclusions have been reached. There there have been no reports of deleterious corrosion of reinforcement in a have been very few field observations and these have provided only limit- concrete pipe due to the existence of cracks of 0.01 inch magnitude. ed data. Invert erosion has been observed in some culverts, but it has often been a composite phenomena in which velocity-abrasion was aug- mented by corrosion from aggressive waters. Velocity, by itself, does not create problems for concrete pipe within the ranges normally encountered. At velocities of 40 feet per second, or great- EVALUATION OF CRACKS er, cavitation effects can be serious unless the surface is smooth and inter- A complete evaluation of the significance of crack widths must consider hal offsets at joints are closely controlled. Within the range of velocities the aggressiveness of the pipe environment, the depth of crack pene- up to 40 feet per second, the severity of velocity-abrasion effects depends tration, and the thickness of concrete cover over the reinforcement. upon the characteristics of the bed load. A bed load is the quantity of Sources of aggressive chemical attack on concrete pipe are surface solids being moved through the pipe by the flow velocity. Bed loads may related phenomena in every case except that of chlorides. Furthermore, be intermittent or continuous and vary in particle size, hardness and spe- in order for destructive reactions to continue, there must be replenish- cific gravity. They are usually more of an engineering flow problem than a ment of the aggressive solution. The geometry of cracks which do not 15' X 20' DRAINAGE EASEMENT BEING a 300.00 square feet tract of land located in the S.A. & M.G.R.R. SURVEY, Abstract No. 1430, City of Coppell, Dallas County, Texas, and also being a portion of a tract of land conveyed to THE PARKS OF COPPELL JOINT VENTURE II by the deed recorded in Volume 81239, Pages 1386-1390, of the Deed Records of Dallas County, Texas and being more particularly described by metes and bounds as follows: COMMENCING at an iron rod at the Beginning of a Curve to the Right, said iron rod being the most northwest corner of a tract of land conveyed to ABQ DEVELOPMENT CORPORATION (described as Tract 3) by the deed recorded in Volume 88103, Pages 2339-2341 of the Deed Records of Dallas County, Texas and also lying in the existing south Right-of-Way line of Parkway Boulevard (88' Right-of-Way) and the centerline of the future unrecorded Heartz Road'(60' ~Right-of-Way); THENCE southeasterly 109.38 feet along the west property line of said ABQ DEVELOPMENT CORPORATION Tract 3 and the centerline of said future Heartz Road and said Curve to the Right having a radius of 209.09 feet, a central angle of 29° 58' 18", and a chord bearing and distance of S 16° 22' 57" E, 108.13 feet to a point; THENCE S 01° 23' 26" E, 491.94 feet continuing along the west property line of said ABQ DEVELOPMENT CORPORATION Tract 3 and centerline of future Heartz Road to a point; THENCE S 88° 36' 34" W, 30.00 feet departing the said west property line of said ABQ DEVELOPMENT CORPORATION Tract 3 and centerline of future Heartz Road to the POINT OF BEGINNING of this description lying in the west Right-of-Way line of said future Heartz Road; THENCE S 01° 23' 26" E, 15.00 feet continuing along the west Right-of-Way line of said future HeartZ Road to a point; THENCE S 88° 36' 34" W, 20.00 feet departing the west Right-of- Way line of said future Heartz Road to a point; THENCE N O1° 23' 26" W, 15.00 feet to a point; THENCE N 88~ 36' 34" E, 20.00 feet to the POINT OF BEGINNING of this description containing 300.00 square feet of land, more or less. ~ T' 55.97 ~ ~o' ~.o.~. b'- 109.~8' ~ ~, X ~ ~ I GIBE~ED HE~DERSO~ ~OKVEY , , , ~t~ =..--~ ~-- ~ '' 20.00 I 500.~ 5~ F~./ ~ .~ ~ d m I · ~~~, Jo ,o ,o ,~ EXHIBIT 8HONNG I j, , I ,"';'4o" "''"'15'X 20' DRAINAGE EASEMENT J J L~ATED IN THE 8.A. AND M.G.R.R. SURVEY- J I dP Jerry Parch, Consulting Englneer~ I 30' UTILITY EASEMENT BEING a 0.127 acre tract of land located in the S.A. & M.G.R.R. SURVEY, Abstract No. 1430, City of Coppell, Dallas County, Texas and being a portion of a tract of land described as Parcel 2 conveyed to THE PARKS OF COPPELL JOINT VENTURE II by the deed recorded in Volume 81239, Pages 1386-1390 of the Deed Records of Dallas County, Texas and being more particularly described by metes and bounds as follows: BEGINNI~G at an iron rod lying in the south property line of said THE PARKS OF COPPELL JOINT VENTURE II, Parcel 2 and lying N 89° 11' 49" E, 571.94 feet along the north Right-of-Way line of Sandy Lake Road (Right-of-Way varies) from the southeast corner of a tract of land conveyed to W. A. OTTINGER, as recorded in Volume 4741, Page 618 of the Deed Records of Dallas County, Texas; THENCE N 00° 48' 11" W, 30.00 feet departing the north Right-of- Way line of said Sand¥ Lake Road and ~aid south property line of THE PARKS OF COPPELL JOINT VENTURE II, Parcel 2 to a point; THENCE N 89~ 11' 49" E, 113.21 feet to a point at the Beginning of a Curve to the Left; THENCE northeasterly 65.03 feet along said Curve to the Left having a radius of 67.32 feet, a central angle of 55° 20' 48", and a chord bearing and distance of N 61° 31' 25" E, 62.53 feet to a point lying in the west Right-of-Way line of future Heartz Road (unrecorded); THENCE S 01° 22' 49" E, 59.04 feet along the west Right-of-Way line of said future Heartz Road to a point lying in the north Right-of-Way line of said Sandy Lake Road; THENCE S 89° 11' 49" W, 169.18 feet continuing along the north Right-of-Way line of said Sandy Lake Road with the south property line of THE PARKS OF CoppELL JOINT VENTURE II, Parcel 2 to the POINT OF BEGINNING of this description containing 0.127 acres (5553.5 square feet) of land, more or less. t POIFIT OF BEGIrlrll rlt~ ~ - O. 127 CgE6 ~ b' 55 ° Z0' 48? ~9. o¢' HEARTZ ROAD H~ b RO~ ~ ( PROPOSED ) ~ 0 ~0 $0 EXHIBIT SHOWING 30' UTILITY EASEMENT LOCATED IN THE S.A, AND M,G.R,R. SURVEY ABSTRACT NO. 1430, CITY OF COPPELL DALLAS COUNTY, TEXAS MAY, 1989 · Prepared ~y: dpJerry Parch~ Consulting Engineers J20 We~way Place · SuRe 54)1 · Arla'lg~on, I'eza$ 76018 · Metro lei 71 467-2tli · 181 lJ 465.0259 15' X 35' DRAINAGE EASEMENT BEING a 525.00 square feet tract of land located fn the SIBERED HENDERSON SURVEY, Abstract No. 629, City of Coppell, Dallas County, Texas and being a portion of the 66.6453 acre tract of land described as Tract 3, conveyed to ABQ DEVELOPMENT CORPORATION by the deed recorded in Volume 88103, Pages 2339-2341 of the Deed Records of Dallas County, Texas, and being more particularly described by metes and bounds as follows: COMMENCING at an iron rod located in the most westerly southwest corner of said ABQ DEVELOPMENT CORPORATION Tract 3, and the centerline of the future unrecorded Heartz Road (60' RiGht- of-Way); THENCE N 89° 49' 09" E, 30.01 feet along the south property line of said ABQ DEVELOPMENT CORPORATION Tract 3 to a point lying in the east Right-of-Way line bf the future unrecorded Heartz Road (60' RiGht-of-Way); THENCE N 01° 23' 26" W, 721.08 feet along the east RiGht-of-Way line of said future Heartz Road to the POINT OF BEGINNING of this description; THENCE N 01° 23' 26" W, 15.00 feet continuing along the east RiGht-of-Way line of aforesaid future Heartz Road to a point; THENCE N 88© 36' 34" E, 35.00 feet departing the east RiGht-of- Way line of aforesaid future Heartz Road to a point; THENCE S 01° 23' 26" E, 15.00 feet to a point; THENCE S 88© 36' 34" W, 35.00 feet to a point lying in the east RiGht-of-Way line of aforesaid future Heartz Road and the POINT OF BEGINNING of this description cohtaining 525.00 square feet of land, more or less. ~' ~ ~5.00' 0 ~ 50I ° Z~' Zfo" E ~ ~ , 15.00' ~ .~. ~ __ ~ . 'b,, -- ~ ,,0~ ,,%'o · ~0~" N ~ ~. / EZ~sT~n~ PROPERTY Line ~ I.R. ---- ' ~0~' ~"' 40 80 ,", ,o' EXHIBIT SHOWING 15'X 35' DRAINAGE EASEMENT LOCATED IN THE SIBERED HENDERSON SURVEY ABSTRACT NO. ~2g, CITY OF COPPELL, DALLAS COUNTY, TEXAS MAY, 1989 Prepared By: SANITARY SEWER EASEMENT BEING a 0.399 acre tract of land located in the CLARINDA SQUIRES SURVEY, Abstract No. 1327, City of Coppell, Dallas County, Texas and being a portion of the 27.5650 acre tract of land described as Tract 2 conveyed to ABQ DEVELOPMENT CORPORATION by the deed recorded in Volume 88103, Page 2337-2339 of the Deed Records of Dallas County, Texas and being more particularly described by metes and bounds as follows: Beginning at an iron rod located in the most northeasterly corner of said ABQ DEVELOPMENT CORPORATION Tract 2; THENCE S 27° 53' 25" E, 666.03 feet along the east property line of said ABQ DEVELOPMENT COPRORATION Tract 2 to an iron rod lying in the north Right-of-Way'line· of Parkway Boulevard (88' Right-of-Way), said iron 'rod being in the southeast corner of said ABQ DEVELOPMENT CORPORATION Tract 2 and at the Beginning of a non-tangent Curve to the Left; THENCE southwesterly 136.10 feet along the north Right-of-Way line of said Parkway Boulevard and said Curve to the Left having a radius of 2244.00 feet, a central angle of 03° 28' 30", and a chord bearing and distance of S 60° 21' 46" W, 136.08 feet to an iron rod at the End of said Curve; THENCE S 58° 37' 31" W, 317.54 feet along the north Right-of-Way line of said Parkway Boulevard to a point; THENCE N 01° 23' 26" W, 17.32 feet, departing the north Right-of- Way line of said Parkway Boulevard to a point; THENCE N 58° 37' 31" E, 308.88 feet to a point at the Beginning of a Curve to the Right; THENCE northeasterly 101.30 feet along said Curve to the Right having a radius of 2259.00 feet, a central angle of 02° 34' 09", and a chord bearing and distance of N 59° 54' 36" E, 101.29 feet to a point; THENCE N 12~ 14' 16" W, 29.69 feet to a point lying at the Beginning of a Curve to the Left; THENCE northwesterly 93.57 feet along said Curve to the Left having a radius of 342.50 feet, a central angle of 15° 39' 09", and a chord bearing and distance of N 20° 03' 51" W, 93.28 feet to a point; THENCE N 27° 53' 25" W, 533.41 feet to a point at the Beginning of a non-tangent Curve to the Right, said point also lying in the most northerly property line of said ABQ DEVELOPMENT CORPORATION Tract 2; THENCE northeasterly 15.31 feet along said Curve to the Right and north property line of said ABQ DEVELOPMENT CORPORATION Tract 2, having a radius of 3342.11 feet, a central angle of 00° 15' 45", and a chord bearing and distance of N 73~ 42' 30" E, 15.31 feet to the POINT OF BEGINNING of this description containing 0.399 acres (17,398 square feet) of land, more or less. -~ POIFII' OF BEc. IrlrllIIE, ._.C U R_V,_E .DATA_C_ HART. '.~. CURVE NO. ~EL._TA__ RADIUS _T__AHG~E_N~_ LENGT.E[ ~5 I: ~ 03° 20' 30" 2244.00' 68.07' 136.10' I (9 02' 34' 09" 2259.00' 50.66' 101.30' I (~) 15° 39' 09" 342.50' 47.08' 93.57' ~ O0° 15' 45" 3342.11' 7.66' 15.31' . IK' t.~ d 3 'u i I- ~-) ,,3 '" ii ! iPi~OPE i~l'yI rl I~° 14' IG" Lq '",t~:il;i I --°~ o,, _o PARK__~W__AY ~30ULEVA__~ ~;' ~ ! /,,,r,'_,~,'<,',,~. _'<,. I qx'" ,o? ,.. ,oo. ! · EXHIBII SHOWING , 15SANITARY SEWER EASEMENT LOCATED IN THE CLARINDA SQUIRES SURVEY ABSTRACT NO. 1327, CITY OF COPPELL, DALLAS COUNTY, TEXAS MAY , 1989 Prepared By dp Jerry Parch~ ConsUlting Engineers ~)0 ~t.'~'~w~V PI,~P · ~uffl' 50! · /~fllr3Cito~3. ~e~.~ /60IR · Mf'h~ I~! ?1 4~7 ~4IR · ~RI ;'l 4r,r~ .... SANITARY SEWER EASEMENT BEING a 0.028 acre tract of land located in the CLARINDA SQUIRES SURVEY, Abstract No. 1327, City of Coppell, Dallas County, Texas and being a portion of the 66.6453 acre tract of land described as Tract 3, conveyed to ABQ DEVELOPMENT CORPORATION by the deed recorded in Volume 88103, Pages 2339-2341 of the Deed Records of Dallas County, Texas, and being more particularly described by metes and bounds as follows: COMMENCING at an iron rod at the most northwest corner of said ABQ DEVELOPMENT CORPORATION Tract 3, ~Said iron rod also lying in the existing south Right-of-Way line of Parkway Boulevard (88' Right-of-Way) and the centerline of the future unrecorded Heartz Road (60' Right-of-Way); THENCE N 58° 37' 31" E, 55.01 feet along the south Right-of-Way line of said Parkway Boulevard to 'a point lying in the east Right-of-Way line of said future Heartz Road and the POINT OF BEGINNING of this description; THENCE N 58° 37' 31" E, 11.92 feet along the south Right-of-Way line of said Parkway Boulevard to a point; THENCE S 01° 23' 26" E, 137.90 feet departing the south Right-of- Way line of said Parkway Boulevard to a point at the Beginning of a Curve to the Left, said point also being a point of curvature in the east Right-of-Way line of said future Heartz Road; THENCE northwesterly 100.03 feet along said Curve to the Left and the east Right-of-Way line of said future Heartz Road, having a radius of 239.09 feet, a central angle of 23° 58' 16", 'and a chord bearing and distance of N 13° 22' 34" W, 99.30 feet to a point; THENCE N 15° 05' 37" E, 36.30 feet along the east Right-of-Way line of said future Heartz Road to a point lying on the south Right-of-Way line of existing said Parkway Boulevard and the POINT OF BEGINNING of this description containing 0.028 acres (1,225 square feet) of land, more or less. CURVE DATA b, I00. Ot' O 0 CLAgI~D~ ~UIRE$ 5UKgEY ~ AB61RACT ~0. 1~2~ ~ m -- ~ ~IBEgED HE~DE~SO~ SANITARYSE~R EASEMENT LOCATED IN THE CLARINDA SQUIRES SURVEY ABSTRACT NO, 1327, CITY OF ~OPPELL~ DALLAS COUNTY, TEXAS MAY, 1989 ~ep~ed 120 Westw~y Pl~e · ~u~e ~I m Arl~n. Texas 7~18 ~ M~ro (81~ ~7-2418 * ~8171 465-02~ DRAINAGE EASEMENT BEING 0.069 acres of land located in the SIBERED HENDERSON SURVEY, Abstract No. 629, City of Coppell, Dallas County, Texas and being a portion of the 66.6453 acre tract of land described as Tract 3, conveyed to ABQ DEVELOPMENT CORPORATION by the deed recorded in Volume 88103, Pages 2339-2341 of the Deed Records of Dallas County, Texas, and being more particularly described by metes and bounds as follows: COMMENCING at an iron rod located in the southwest corner of said ABQ DEVELOPMENT CORPORATION Tract 3, and the centerline of the future unrecorded Heartz Road (60' Right-of-Way); THENCE N 89° 49' 09" E, 30.01 feet along the south property line of said ABQ DEVELOPMENT CORPORATION Tract 3 to a point lying in the east Right-of-Way line'of said future Heartz Road (60' Right-of-Way); THENCE N 01° 23' 26" W, 502.97 feet along the east Right-of-Way line of said future Heartz Road to the POINT OF BEGINNING of this description; THENCE N 01° 23' 26" W, 146.67 feet continuing along the east Right-of-Way line of said future Heartz Road to a point; THENCE N 88° 36' 34" E, 10.00 feet departing said east Right-of- Way line of future Heartz Road to a point; THENCE S 01° 23' 26" E, 104.79 feet to a point; THENCE S 66" 23 26" E, 15.66 feet to a point; THENCE N 53~ 36 34" E, 32.35 feet to a point; THENCE N 36~ 23 26" W, 9.83 feet to a point; THENCE N 53~ 36 34" E, 18.50 feet to a point; THENCE S 36~ 23 26" E, 34.67 feet to a point; THENCE S 53° 36 34" W, 18.50 feet to a point; THENCE N 36~ 23 26" W, 9.83 feet to a point; THENCE S 53° 36 34" W, 72.39 feet to the POINT OF BEGINNING of this description containing 0.069 acres (3,015 square feet) of land, more or less. ~ 3~~ 2~ Z¢' ~' O. ~ E 0 40 80 120 _~ . ' '" I ' ' I I ~ t. 40' ~ ~B~0~9'09"~ - %0.01' , ~ ~. .~' fiXHIBII 8HOWI~O DRAINAGE EASEMENT LOCATED IN THE SIBERED HENDERSON SURVEY ABSTRACT NO. 629, CITY OF COPPELL, DALLAS COUNt, TEXAS MAY~ 1989 Rep~ed By: Jerry Parch~ Consulting Engineers 15' X 20' DRAINAGE EASEMENT BEING a 300.00 square feet tract of land located in the SIBERED HENDERSON SURVEY, Abstract No. 629, City of Coppell, Dallas County, Texas, and also being a portion of the 66.6453 acre tract of land described as Tract 3, conveyed to ABQ DEVELOPMENT CORPORATION by the deed recorded in Volume 88103, PaGes 2339-2341 of the Deed Records of Dallas County, Texas and being more particularly described by metes and bounds as follows: COMMENCING at an iron rod at the Beginning of a Curve to the RiGht said iron rod being the most northwest corner of said ABQ DEVELOPMENT CORPORATION Tract 3, and also lying in the existing south RiGht-of-Way line of Parkway Boulevard (88' RiGht-of-Way) and the centerline of the future unrecorded Heartz Road (60' RiGht-of-Way); THENCE southeasterly 109.38 feet alonG'the west property line of said ABQ DEVELOPMENT CORPORATION Tract 3 and the centerline of said future Heartz Road and said Curve to the RiGht having a radius of 209.09 feet, a central angle of 29° 58' 18", and a chord bearing and distance of S 16° 22' 57" E, 108.13 feet to a point; THENCE S 01° 23' 26" E, 491.94 feet continuing along the west property line of said ABQ DEVELOPMENT CORPORATION Tract 3 and centerline of future Heartz Road to a point; THENCE N 88° 36' 34" E, 30.00 feet departing the said west property line and centerline of future Heartz Road to the POINT OF BEGINNING of this description lying in the east RiGht-of-Way line of said future Heartz Road; THENCE N 88° 36' 34"'E, 20.00 feet departing said east RiGht-of- Way line of future Heartz Road to a point; THENCE S 01° 23' 26" E, 15.00 feet to a point; THENCE S 88~ 36' 34" W, 20.00 feet to a point lying in the east RiGht-of-Way line of future Heartz Road; THENCE N 01" 23' 26" W, 15.00 feet along said east RiGht-of-Way line of future Heartz Road to the POINT OF BEGINNING of this description containing 300.00 square feet, more or less. A: ~.q° 50' 18" ~ ~xq>t* 4~~' L' 10q. x ~ A~TRRCT no. I~T _ ~ ~ ~ ~ ~ ~I~E~ED HERDEZSOR o~ mi ~ ~ ~ go.oo' N ~1~ N 15' X 20' DRAINAGE EASEMENT L~ATED IN THE SIBERED HENDERSON SURVEY ABSTRACT NO. ~29, CI~ ~ COPPELL, DALES COUNW, TE~S MAY, 1989 P~epared dpJerry Parch~ Consulting Engln~rs