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HomeMy WebLinkAbout27 Castlegate DP 00-500058(Tucl""Mayo -dip From: To: Date: Subject: Bob Mosley Ted Mayo 11/15/00 9 :12AM dip I believe our current standard calls for a class 52 dip in a 24 inch size with a 200 psi working pressure . The Class 52 in a 24 inch size has a .44 inch thickness . I believe , but am not sure, that the class 250 that they are now referring to is the working pressure . We have a new manual dated 1999 that identifies the designation as ANSl/AWWA C150 & C151. Within this designation a 24 inch pipe with a 200 psi working pressure has a wall thickness of 0.33, thus there is not agreement with the old class 52 . A 250 psi working pressure has a wall thickness of 0 .37 . M}". sugQ.estion is to have the submitter privide a data sheet on the class 25Q to insure that the working press is...at least 200 psi. Page 11 c s c Engmeenng & Environmental Consultants. Inc. November 8, 2000 Mc. Ted Mayo, P.~ City of College Station 110 I Texas A venue College Station, Texas 77842 Re: Submittal of Construction Plans and Specification Documents For Proposed 24 - inch Water Main Along State Highway 40 For The Castle Gate Community-College Station, Texas Dear Mr. Mayo: CSC Engineering & Environmental Consultants, Inc. (CSC) has completed revisions to the attached documents in accordan with the City of College Station's (City's), "engineer's review" dated October Jiff~ 23, 20 · · of the construction documents have been submitted for use by the City of J-'1' ollege Station and owner/developer during the construction phase of the proposed project. We anticipate 7 .#} that the City will retain three of the six copies and that the remaining three copies will be forwarded to the / t owner/developer following review and approval. CSC understands that the City of College Station will accept Class 250 ducti le iron pipe (DIP) as an alternate to the Class 52 DIP referenced in the attached documents, since the former class of pipe is more readily available and has been used on other recent City projects. This alternate will be conveyed to the owner/developer upon final City of College Station concurrence. We appreciate your assistance with regard to this project and look forward to continuing to work with the City in the near future. Please contact either of the undersigned individuals at 778-2810 if you have any questions or need additional information regarding this matter. Respectfully, W. R. Cullen , P.E. Project Manger 3407 Tabor Road Bryan, Texas 77808 °n\.~~. M . Frederick Conlin , P.E . Senior Engineer Phone (979) 778-2810 Fax(979)778-0820 c.. c s c ' Engineering & Env1ronmental Consultants, Inc. November 20 , 2000 d--.JJJ1 11,z;.,.(JiJ Mr. Ted Mayo, P.E . c;::::?~" 1 City of College Station 110 I Texas A venue College Station , TX 77842 REVIEW ED FOh cn~llPI IA JCF NOV 21 2000 COLLEGE ST~.: iur-J ENGINEERI NG Re: Request for Substitution of Class 250 Pipe for Class 52 (Thickness) Pipe for the Proposed 24-Inch Diameter Castle Gate Water Main Along the Proposed State Highway 40 Alignment; College Station , Texas Dear Ted: Attached to this letter is a request from the contractor for the proposed Castle Gate water line to use Class 250 ductile iron pipe (DTP) instead of the Class 52 thickness designation indicated on our plans. We have previously discussed the use of Class 250 pipe for the project. You suggested in an e-mail of November 15, 2000 that the contractor provide a data sheet for the Class 250 pipe to insure that the working pressure is at teast 200 pounds per square inch (psi). As you mentioned , the new (1999) design manual for the City of College Station permits the use of a Class 200 pipe with a wall thickness of 0.33 inches for 24 inch diameter DIP. A revit:w of the attached submittals indicates that the Class 250 DTP is pressure rated to 250 psi and has a wall thickness of 0.37 inches. Thus, the pressure rating and the thickness of the Class 250 pipe proposed fo r use in the Castle Gate water line project would seem to be in excess of the minimum standards required by the C ity of College Station. ln addition , the mechanical properties of the proposed Class 250 DIP conform to the requirements outlined in ANSI /A WWA Cl 51 /A21.5], and the design of the pipe confonns to the ANSI/ A WW A C 150/ A21.50 specifications. We therefore recommend that the Class 250 DIP be accepted as a substitute for the Class 52 DIP indicated on the project plans. Please do not hesitate to call should any questions arise or if we might be of further assistance. Kindest regards , CSC ENGINEEERING & ENVIRONMENTAL CONSULTANTS, INC. 1n.Q1~~. M . Frederick Conlin, Jr. P.E. MFC:smc Attachments via: Hand Delivery cc: Mr. Robert W. Mosley, P.E ., City Engineer, City of College Station Mr. Wallace Phillips , Manager, Greens Prairie Investors, LLC By Greens Prairie Associates , LLC (GPA), Its General Partner Texcon General Contractors, Project Manager, Mr. Ben Rush 3407 Tabor Road Bryan, Texas 77808 Phone (979) 778-281 O Fax (979) 778-0820 TE}(,CON Genera l Contrac tors D iv. of CDS Enterp rises, Inc. 17 07 G ra ham Rd . • Co ll ege Stati on, T X 778 45 • 409-690 -77 11 • Fax: 4 09-69 0 -9797 November 20 , 2000 Mr. Rick Conlin , Jr. P .E . CSC Engineering 4703 Tabor Road Bryan, Texas Re : Request for Material Revision Castlegate 24" Waterline Mr. Rick Conlin , We are requesting approval to use 24 " Class 250 DIP water pipe in lieu of your specified 24 " Class 52 . This is the recommended pipe by our suppliers , as well as what has been typically required for this area for larger size pipe . We ask for your quick response as the owner is asking for completion of the line in a short amount of time . As well , the pipe requires approx . 4 weeks for delivery from the time I give the go ahead to the supplier . A submittal for the Class 250 DIP pipe is also attached for your approval to save on further delays . I have not send copies to the City, if that is required please let me know . If you need additional information please contact me and I will expedite the information to you . Thank you , BenM. Rush Project Manager ·(!D lilil Introduction Ductile Iron Pipe Design U.S. Ductile Iron pipe has now come of age. Since the late 1940s continuous tests and field ~perience have brought the production and use of Ductile Iron pipe to maturity. Ductile Iron is a high strength, tough, material used in wat.er and sewer syst.ems ·in all 50 states of the United States and in many other areas of the world. Although Ductile 1ron is chemically alcin to gray iron of low phoephorus content, there are significant differences. Ductile Iron must have a low sulfur content, requiring a desulfurizjng treatment when the base metal is melted in a conventional cupola After this, magnesium is added, which in turn is followed by a post-inoculation treatment with a silicon base alloy. These process steps cause a profound change in the manner that the carbon, as a graphite, is formed during the freezing of the iron. Instead of the interlaced flake form found in gray iron, the graphite develops myriads of isolated spheroids. The matrix becomes relatively continuous, thereby greatly increasing the strength, ductility and impact resistance of the metal From the standpoint of mechanical properties, Ductile Iron more nearly resembles steel than gray iron. Like steel, ductile iron has a definite yield point, with a modulus of elasticity of approximately 24 million psi. The mechanical properties of U.S. Ductile Iron pipe conform to ANSV AWWA Cl51/ A2l.51 and the following design method confonns to ANSI/ AWWA C150/ A21.50. Long-tenn experience and exhaustive research have clearly established the excellent corrosion resistance of gray cast iron, and in normal environments, it serves indefinitely without special corrosion protection. The fact is well known that in more than 366 utilities in North America, cast iron pipe has served continuously for over a century. The development and use of Ductile Iron pipe made it possible to evaluate its service characteristics as compared to gray iron pipe and it has been confirmed that its corrosion resistance is equal to or greater than the excellent resistance of gray iron pipe. It has also been learned through both laboratory testing and field experience that Ductile Iron is far less susceptible to structural failure resulting from corrosion attack than is gray iron . In 1968 , DIPRA published a proven environmental evaluation system which allows engineers and utilities to detennine areas of required external protection for cast iron pipe. Knowledge of the comparative corrosion resistanoe of Ductile Iron pipe makes it proper to apply the same environmental evaluation procedures to this material . Since years of experience had established that corrosion protection of iron pipe cannot be provided, or even significantly enhanced, by merely increasing pipe wall thickness , DIPRA initiated research in 1950 to find an effective, yet inexpensive, corrosion prevention system. It was discovered that loose polyethylene encasement provided excellent protection against soil corrosion as well as stray direct cuirent. This material provides the same complete protection for Ductile as for gray iron pipe. DIPRA has recommended polyethylene encasement for thousands of miles of gray and Ductile Iron pipe in s evei:ely oo"O:Osive s oil ~-Po\yethylene en~exnent has proven to be an extremely effective and economical corrosion protection system. In 1971, ANSI Standards Committee A21 , under the sponsorship of AWWA, NEWWA, AGA and ASTM (the Committee responsible for the current revision of ANSI/ AWWA Cl50/A21.50) developed ANSI/AWWA Cl05/ A21.5 · Polyethylene Encasement for Gray and Ductile Cast Iron Piping for Water and Other Liquids, which provides details on material and installation and incorporates DIPRA's 1968 evaluation procedure as an appendix. Corrosi on resistance data, extensive field service o·. experience and accurate soil evaluation , together with proven corrosion prevention using polyethylene encase- ment, have demonstrated the correctness of the revision of ANSI/AWWA Cl50/A2L50. Designers may now approach any known set of field conditions with confidence in the knowledge that properly designed and installed Ductile Iron pipe will not fail because of corrosion. The 1991 Revisions of ANSl/AWWA C150 /A21.50 and ANSI/ AWWA C151 / A21.51 include tables with the nominal thickness for each of the Standard Pressure Classes. These Pressure Classes are defined as the rated water working pressure, in psi, of the pipe. The nominal thiclmesses shown for these standard pressure classes are adequate for the rated working pressure plus a surge allowance of 100 psi. Other tables in these two standards show the dimensions and weight.s for Special Classes of pipe. These "Special Classes" are the Thickness Classes of the "50" series (i.e. Thickness Class 50, Thickness Class 52 , etc.) which have been a part of these standards for a number of years . U .S. Pipe qualifies for Federal Procurement under Public Law No. 94-580, Section 600 2, known as the Resource Recovery Act of 1976, since, due to modem technology, recycled iron and steel s cTap is used to a large degree in our Ductile Iron pipe production. U DI -2 N o~: If spc cifitor~ snd uset'f. beli eve lh;it corro !ive 80!1$ will bG: cncou n l !~ wnere our proa uc l8 ~r e 10 oc 1ruuoll od, O\Od se rel•r 10 P.N SllAWWA C10SIA21.S "Poly•ltly•ooc Encasemenl lor Ou clile Iro n Pipillg to r WB \e< s no Othv Li quids". lot ptoper el(lemal prolsClion or ocedlJrn. !7 196-8L.9-£TL :XP.:J ; .. ~ ldUlt::::C:.. llilila . Standard Pressure Classes of Ductile Iron Pipe Nominal Thickness for Standard Pressure Classes of Ductile-Iron Pipe Pressure Class* Size Outside 150 200 250 300 350 in. Diameter lil. Nominal Thickness -in. 3 3.96 ----0.25** 4 4.80 ----0.25** 6 6.90 ----0.25** 8 9.05 ----0.25** 10 11.10 ----026 12 13.20 --- - 0.28 14 15.30 --0.28 0.30 0.31 16 17.40 - - 0.30 0.32 0.34 18 19 .50 --0.31 0.34 0.36 20 21.60 --0.33 0.36 0.38 24 25.80 -0.33 0.37 0.40 0.43 30 32 .00 0.34 0.38 0.42 0.45 0.49 36 38.30 0.38 0.42 0.47 0.51 0.56 42 44.50 0.41 0.47 0.52 0.57 0.63 48 50.80 0.46 0.52 0.58 0.64 0.70 54 57.56 0.51 0.58 0.65 0.72 0.79 60 61.61 0.54 0.61 0.68 0.76 0.83 64 65.67 0.56 0.64 0.72 0.80 0.87 *Pressure Classes are defined as the rat.ed water pressure of the pipe in psi. The thiclrnesses shown are adequate for the rated working water pressure plus a surge allowance of 100 psi. Calculations are based on a minimum yield strength of 42,000 and a 2.0 safety factor times the sum of the working pressure and 100 psi surge allowance. **Calculat.ed thicknesses for the.se sizes and pressure ratings are less than those shown above . Presently these are the lowest nominal thicknesses available in these sizes . NOTE: Per ANSI/ AWWA C150/ A21.50, the thiclmesses above include the 0.08" service allowance and the casting tolerance listed below by size ranges: Size (inches) Casting Tolerances (inches) 3-8 0.05 10·12 0.06 14. 42 0.07 48 0.08 54 -64 0.09 ~ .• 1ao1e !J . Thickness for Internal Pressure Rated W.:iter Working Pressure -poi 150 200 250 300 350 Pipe Si7.e Total Tutal Tutal Total Total in. Calculated Use Calculated Use Calculated Use Calculated Use Calculated Use Thickness Pressure Thickness Pressw:-e Thickness Pressure Thickness Pr el> Sure Thickness Class . . ln. · Class in.• Class in.• Class . * m. Class m.• 4 0.16 3.50 0.16 350 0:11 350 0.18 350 0.18 350 6 0.17 350 0.18 S50 0.19 350 0.20 350 0.20 350 8 0.18 350 0.19 3.50 0.21 350 022 350 0.23 350 10 0.21 350 0.22 3.50 0.23 350 0.25 3.50 0.26 350 12 0.22 3.50 0.2.3 350 0.25 3.50 0.27 350 0.28 3.50 14 0.24 250 0.26 250 0.28 250 0.30 300 0.31 3.50 16 0.2.5 250 0.27 250 0.30 250 0132 300 0.34 350 LS OZ'l 2.50 0.29 2.50 0.31 250 0.34 300 0.36 350 20 0.28 250 0.03 250 0.33 250 0.36 300 0.38 350 24 0.30 200 0.33 200 0.37 250 Q.40 300 0.43 350 so 0.34 150 0.38 200 0.42 2.50 0.45 300 0.49 350 .. 36 0.38 150 0.42 200 0.47 250 0.51 300 0.56 850 42 0.41 150 0.47 200 0.52 250 0.57 aoo 0.63 350 48 0.46 150 0.52 200 0.58 2.50 0.64 300 0.70 3.50 54 0.51 150 0.58 200 0.65 250 0.72 300 0.79 350 60 0.54 150 0.61 200 0.68 250 0.76 300 0.83 350 64 0-56 150 0.64 200 0.72 250 0.80 300 0.87 350 NOTES! 1. To convert inches (in.) to millimeters (mm), multiply by 25.4; to convert poWlda per square inch (psi,) to kilopMCals (kPa), multiply by 6.895. 2. The thicknesses llhown are adequate for tht: rated working pressure plus a surge allowance of 100 psi (689 kPa). Cslculations are based on a lllinimum yield shength in tension of 42,000 psi (290 MPs) and a 2.0 safecy factor times the sum of working pressUN and 100 psi (689 k.Pa) surge allowan~ "Total calculated thickness includes service allowance nnd ~g tolerance added to net thickness . DI-14 V196-8L9-£1L:Xe~ ~Vil-'/ I :7 rlr'lll t /I l :00 /\T 0::>0H Section 4.2.2.3.2 System Design Criteria The following criteria shall be .met on all new water improvements. a) Under normal conditions, provide residual pressures in the area serviced by the system improvement to meet TNRCC requirements, and at all times a minimum static pressure of 35 psi. b) Under fire flow conditions, in addition to the normal flow, provide the required fire flow at any pairing of two adjacent fire hydrants in the system improvement, with a residual pressure of no less than 20 pounds per square inch of pressure in accordance with TNRCC. c) Provide maximum velocities of not more than 12 fps at fire flow in both existing and proposed mains .. d) Conform to any area wide master plans including oversizing for future development. Section 4.3 Pipe Alignment The design of the water distribution mains should provide for economical access for maintenance and repair, reliability of determining location and minimum disruption to surrounding facilities during repair operations . Section 4.3.1 Horizontal Layout The centerline of water distribution mains constructed in street rights-of-way shall be located five feet (5.0') from the right-of-way line, and shall remain as parallel to the right of way line as possible. Section 4.3.2 Vertical Layout Water distribution mains should be laid to as straight a grade as possible between cross street connections. Vertical alignment should avoid high or low points between connections. Where practical, main design should be to slopes of the nearest 0 .1 %, but pipe slopes must be calculated and shown on plans to the nearest 0 .01%. All water distribution mains 12" in diameter and smaller shall have a minimum cover to finished surface of four feet (4 .0'). 16" diameter mains shall have a minimum cover of five feet (5'). Section 4.3.3 Deflections, Bends and Curves The maximum deflection of pipe is to be restricted to 50% of the manufacturer's recommendation for PVC pipe and 80% of the manufacturer's recommendation for ductile iron pipe. Deflection for PVC pipe shall be made along the pipe barrel and not at the joint, while Ductile Iron pipe shall be deflected at the joints. Revised 1/29/98 Page 4-10 October 25, 2000 ~o Mr. Ted Mayo, P.E/ i'1 C ity of College Station 110 I Texas A venue Co ll ege Station , TX 77842 I DRAFT Re: Response To Engineer's Comments and Request For Supplemental Information (October 16 , 2000) Assoc iated With The Proposed 24-inch Water Mai n For the Castle Gate Community College Station , Texas Dear Mr. Mayo: CSC Engineering & Environmenta l Consu ltan ts, Inc . (CSC) has completed a review of the City of Co ll ege Station 's Review comments with regard to our October 9 , 2000 submittal entitled, "Design Water Demand Report For The Proposed New Water Main A long State Highway 40 For The Castle Gate Community. T he individual Review Comments from t he City of Co lle ge Station are presented below in itali cs , followed immediately in plain text by CSC's responses to each R eview Comments. 1. This subm itt al determines a base requirement for the Castle Gate Development of a 12 " water lin e. CSC's analysis only considered the water demand for the area west of proposed SH 40 . (3 16 acres). The determination of base requirement should consider the total development of th e 735 acre Crowley Tract as per th e Master Deve lopm ent Plan approved Decemb er 10, 1998. In a joint meeting in College Station on December 22,1998 Tim Crow ley's Engineer, Wallace Trochesset, P.E. of L.JA Engin ee ring presented an analysis that indicated a 16 " water lin e requirement for th e first 4000 ' starting at the water tower SH6 and Greens Prairie Road follo wed by 3400' of 12 ". This was confirmed by the City 's Engineering firm Camp, Dresser, and McKee . Pleas e analyze for th e bas e require ment predic ted on the demand associated with total development of the 7 35 acres as per th e approved Master Deve lopm en t plan . CSC Re s ponse: A supp lemental analysis of the water system requirements for the entire 735-acre tract was performed by CSC. The area analyzed consisted of the tracts of land on the north a nd south sides of the proposed State Hi g hway 40 (SH 40), referred to as the "Crawley Tract" in Review Comment I . The re s ults of the analyses presented in Attachment A indicated that a 12 " diameter water main from the existing water tower, along the proposed SH 40 alignm ent to the Castle Gate Subdivision wou ld be s uffi cient to meet the flow , pressure, and ve lo city design requirements estab li shed by the City of Coll ege Station. A brief di sc ussion of the water distribution system model u sed in the analysis, the input va lu es u sed in the mod el, a nd the criteria used in eva luatin g the modeling results are presented in the following paragraphs. Area and Water Distribution System Geometry Analyzed. The area analyzed and the planned land use of that area are illu strated in the accompanying Figure 1 in Attachment A of this letter. Figure I represents the current proposed development plan for the "Crowley Tract," as we ll as the planned configuration of the water distribution system to service that development. As can be seen by a review of Figure I , the Castle Gate Water Main Mr. Ted Mayo , P.E. October 25 , 2000 DRAFT planned land use differs in several important respects from the area analyzed 111 previous water distribution system analyses conducted by LJA. For example, on the north side of SH40 the length of the looped water line extending from the SH6 access road in the northeast, to SH40 in the southwest has been considerably reduced from approximately 5,000 ft to approximately 3 ,800 ft . This reduction in length is especially significant and facilitates the supply of high fire water demands to the planned commercial and apartment areas along this loop. In addition, the mixed use residential areas (colored orangish-tan on Figure 1) west of the Spring Creek tributary will not be serviced as in previous analyses from the previously referenced loop , but rather from a separate loop that ties directly into the water main along SH40. Also, the planned land use has changed from previous analyses. The area in the northeastern portion of the development is currently planned for more retail/commercial use, as opposed to the previous apartment use . The number of apartment and duplex dwelling units in the northeastern portion of the area has been reduced from approximately 801 units to approximately 541 units. As will be discussed in the fo ll owing section , the normal water demands for commercial/retail land use is typically less than for high density apartment use. Finally, the previous analyses indicate that an elementary school, typically requiring a high fire water demand flow would be constructed in the development south of SH40 near the end of the proposed water line distribution system. An elementary school is no longer planned in the development, and thus , fire demands at the end of the distribution system have been reduced accordingly. Water Flow Requirements and Evaluation Criteria. The determination of the water flow and pressure requirements for the proposed water distribution system were determ in ed from the Draft Uniform Design Manual for the Cities of College Station and Bryan (hereinafter referenced as Design Manual or DM) authored by Nathan D. Maier Consulting Engineers , Inc. and dated January 29 , 1998. Normal water flows for the proposed development were determined by the Land Use Determination Method (Method 2 of Section 4 .2.2.3.1.1 Normal Flow of the DM). A population factor of 2.67 persons per dwelling unit and 30 persons per acre for commercial office land use were used in the analyses a long with average normal per capita water demands of 100 gallons per day per capita (GPO/CAP) for residential use and 50 GPO/CAP for commercial office use (as opposed to the more liberal 25 GPO/CAP for commerc ial retail land use). The referenced water use values were employed along with the planned land use patterns illustrated on Figure I to determine the average normal flows for the planned development. The results of the analysis are presented in tabular form in Attachment B of this letter for each of the planned pipe distribution system nodes. The maximum normal daily use of water was calculated as 3.0 times the average normal flows and the maximum hourly use was calculated as 1.5 times the maximum daily use. It is worth noting the normal flows for a single residential dwelling unit (or connection) with 2 .67 people and a consumption rate of I 00 GPD/CAP would produce an average normal flow of 0.19 gpm, a maximum daily flow of 0.28 gpm and a maximum hourly flow of 0.83 gpm. Previous water system analyses performed by LJA used an average connectio n rate of 1.5 gpm , a rate that is well is excess of the computed rate for a typical si ngle fami ly connection . The 1.5 gpm per connection rate is typ ically recommended by the Texas atural Resource Conservation Commission as appropriate for rural water districts where fire flows are not specifically considered . The water demands attributable to fire flows were based upon presumptive values presented in the DM, since specific information concerning the size and type of structures, particularly for the commercial/retail structures is not known at the present time. The presumed fire flows listed for street hydrants in single family or duplex areas are 1,500 gal lons per minute (gpm) and 2,500 gpm for commercial or multi-family [apartment] areas (Section 4.2.2.3.1.2 Fire Flows). These fire flows were used in the analysis of the water Castle Gate Water Main Mr. Ted Mayo, P.E. October 25, 2000 DRAFT distributi on system . It is worth noting that previou s analyses performed by LJA used pres umptive fire flow va lu es of 3,500 g pm for "multifamily and schoo l." Absent specific buildin g information for the multi-fami ly area and rem e mberin g that no schoo l would be built within the subdivision, the 3,500 gpm fire flo w requirement may be excess iv e ly conservative and is beyond the requirements of the DM. Water pressure system pressure a nd ve loc ity requirements used in evaluating the water distribution system model re su lt s were also ascertained from the DM (Section 4.2.2.3.2 System De s ign Criteria). The DM states that "[u]nder normal conditions ... the residual press ures in th e area serviced by the system ... [should] at all timed [be] a minimum static pressure of 35 psi. Normal conditions were assumed to be the maximum hourl y flow rate und er normal demand as previou sly discus sed. Similarly, the DM states that "[u]nder fire flow conditions, in addition to normal flow , pro vide the required fire flow ... with a residual press ure of no le ss than 20 pound per s quare inch of press ure in accordance with TNRCC ." "Fire flow in addition to normal flow " was assumed to be represe nted by the previou sly discussed fire flow rates plus the maxim um dail y flow rate for normal conditions. It is worth noting that previous analyses performed by LJA used pre ss ure evaluation criteria of 45 psi under normal dom estic flow conditions and 30 psi under fire flow plus domestic demand . The so urce of these higher press ure evaluation criteria is not known but the hi ghe r required press ure s could result in larger water line s ize s that would be required by the DM criteria. The maximum ve locities in the water lines of the distributi on system is set at 12 feet per seco nd 111 accordance with the DM. Water Distribution System Model. As permitted by the Design Manual , a water distribution computer model was utili zed to determine the press ure, flow , and ve locity requirements for the proposed water main. The computer model utilize d was the Wat erCAD Pressure Network Analysis Software developed by Hae stad Method s (hereinafter Wat erCAD). The water di stribution sys tem modeled in Wat erCAD extends over the approximately 735 acres of the "Crawley Tract" and is illu strated on the accompanying Figure 1. Also illustrated in Figure 1 are the water distribution sys tem nodes (or water entry/exit points) and the pipe line sizes and configurations. As can be see n from a review of Figure 1, the northwestern portion of the proposed pipeline distribution system connects to the City 's existing system through an ex ist ing 24" diameter pipe along SH6 and another existing 24" diameter lin e at the water tower location at the intersection of Greens Prairie Road and SH6. Both of these connection points were mod e led as reservoirs. A flow test was performed by City personn el at the hy drant location at the water tower to determine a residual system pressure to use in the analysis . That flow test was di sc ussed in our original report. The remainder of the system modeled , includin g the propo sed water main along the SH40 alignment, consisted of 12 " diameter line s, except for a small 8" diameter lin e within the Castle Gate Subdivision so uth of SH40. Minor system head lo sses were not considered in the analysis . Two primary water demand scenarios were evaluated in the analysis -one for normal flows and the other for a combination of fire flow s and normal flow s. By inspection , it appears that a combination of fire flow and normal flow s at system Nodes 12 and 20 will result in the hi g hest system demands . However, seven variations of the fire flow scenario were analyzed to represent potential fire events at different locations within the proposed development area. A s umma ry of the different scenarios is prese nted below : Castle Gate Water Main Mr. Ted Mayo, P.E. October 25, 2000 DRAFT Modeling Results and Conclusions. The results of the system analyses using WaterCAD are presented in Attachment C. The results present for each node of the proposed pipe distribution network the required demand , the calculated demand , and the pressure. As can be seen from a review of the output for Scenario I (normal demand), the minimum system pressure is 59.96 psi (Node 20), which is well above the minimum required pressure of35 psi. The lowest system press ure under fire flow conditions was determined for Scenario 2D (fire flow in commercial area south of SH40) where the minimum system pres s ure was determined to be 29.63 psi at Node 19 , which is a lso above the minimum required pressure of 20 psi under fire flow conditions . Checks of the ve lociti es in the pipe network also indicated that the velocities were less than 12 feet per second for all of the scenarios ana lyzed. A review of the results of the supplemental water distribution system analyses indicate that a 12 " diameter water main can provide adequate service to the proposed Castle Gate Subdivision based upon the flow , pressure and velocity criteria estab li shed in the Design Manua l , even under the condition of full development of the entire 735 acre "Crawley Tract." 2. Please provide supporting information to justify the unit cost assumptions used in the cost estimates submitted by CSC. CSC Response: Based upon conversations concerning unit cost in our meeting at your office on October 23, 2000, we ha ve revised the previously presented construction cost tables . Presented IN Attachments B to this letter are cost tables for the 12 " diameter polyvinyl chloride (PVC) water main (Table 3), the 24" diameter ductile iron pipe (DIP) water main (Tab le 4), and the comparison cost table (Table 5). 3. Because of th e large difference between th e estimated cost of the base water line and the 24" water lin e the City will require a public bidding process to be utilized. CSC Response: The developer has expressed a desire to independently address the issue of the requirement for public bidding and CSC wi ll not expound extens iv ely on this comment. However, in requestin g that the proposed water main be constructed through the private bidding process, as opposed to the public bidding process , in our transmittal letter accompanying the original submittal of the water demand report, CSC relied upon language in the Subdivision Ordi nan ce of the City of College Station (Section 9-C.8) and the Local Government Code of the State of Texas (Chapter 212), as well as precedent involving previous projects in which the City of College Station was involved in oversized participation (OP). Our understanding of the referenced documents and previous actions by the City was that the criteria for determining whether a project had to be publicly bid was the relative percentage of the overall project costs and not the absolute valu e or magnitude of the OP funds. Castle Gate Water Main Mr. Ted Mayo, P .E. October 25, 2000 DRAFT Summary of Flow Scenarios Analyzed in Water Distribution Model and Correspond Pressure Design Criteria REQUIRED GENERAL MINIMUM SCENARIO DESCRIPTION SCENARIO DESIGN NUMBER OF SCENARIO DESCRIPTION PRESSURE 1 Normal flows ormal domestic flows (maximum hourly flow under 35 psi domestic demand) at a ll nodes 2A Fire flow at one Fire flow (2,500 gpm) in Retail/Commercial area 20 psi location plu s (Tracts 1 A and 1 B) on north s ide of SH40 in northeast normal flows at portion of development (Node 3) plus normal domestic all locations flow (max imum daily flows) at all other nodes . 2B Fire flow at one Fire flow (2 ,500 gpm) in Retail /Commercial and 20 psi location plus Apartments areas (Tracts 1 C and 2A-1) on north side of normal flows at SH40 in northeast portion of development (Node 4) plus all locations normal domestic flow (maximum daily flows) at all other nodes. 2C Fire flow at one Fire flow (2,500 gpm) in Retail/Commercial area 20 psi location plus (Tracts 1 E and 2C) on north side of SH40 in northeast normal flows at portion of development (Node 5) plus normal domestic all locations flow (maximum daily flows) at a ll other nodes. 2D Fire flow at one Fire flow (2 ,500 g pm) in Commercial/Retail area (Tract 20 psi location plu s 4A) on south side of SH40 in eastern portion of normal flows at development (Node 12) plus normal domestic flow al I locations (maximum dail y flows) at all other nodes. 2E Fire flow at one Fire flow ( 1,5 00 gpm) in the Mixed Use/Residential 20 psi location plus area (Tract 3C) on north side of SH40 in western normal flows at portion of development (Node 10 in the eastern portion all locations of the loop) plus normal domestic flow (maximum daily flows) at a ll other nodes. 2F Fire flow at one Fire flow (1 ,500 gpm) in the Mixed Use/Residential 20 psi location plu s area (Tract 3A) on north side of SH40 in eastern portion normal flows at of development (Node 11 in the western portion of the all location s loop) plus normal domestic flow (maximum daily flows) at al l other nodes. 2G Fire flow at one Fire flow ( 1,5 00 g pm) in the C luster Housing area 20 psi location plu s (Tract 7 A-1) on the south side of SH40 in the normal flows at southwestern portion of development (Node 20) plus all locations normal domestic flow (maximum daily flows) at all other nodes. Castle Gate Water Main Mr. Ted Mayo, P.E . October 25 , 2000 DRAFT I 4. Review of th e construction Plans and Specifications is ongoing. Comments will be forwarded as expeditiously as possible. CSC Response: CSC appreciates the City's prompt response in reviewing the water plans. Comments made on the review documents are currently being addressed and a revised set of drawings wil l be issued at the end of this week or the beginning of next week. Permit us to thank you again for your prompt attention in reviewing the subm ittal s . Please do not hesitate to contact eit her of the undersigned individuals if you have any questions regarding this matter. Respectfully s ubmi tted , W.R. Cullen , P .E. Project Manager MFC :mf Attachments Via Hand Delivery M. Frederick Conlin , P.E. Senior Eng ine er / J I ATTACHMENT A Figures I l ATTACHMENTB Water Demand Computation Tables and Construction Cost Tables Table 1. Land Use, Population Factors, and Calculated Normal Water Demand for the Fully Developed Subdivisions on Both Sides of State Highway 40 (Using New Development Plan for North Side of Highway 40) Tract Number and Description of Land Use I A (Retail/Commercial) 1 B (Retail/Commercial) IC (Retail/Commercial) 1 D-1 (SW Detention) I D-2 (Drainage) 1 E (Retail/Commercial) 2A-l (Apartments) 2A-2 (Drill Site) 2B (Conservation Zone) 2C (Commercial /Mixed Use) 3A-l (Mixed Use/Residential) 3A-2 (Mixed Use/Residential) 38-1 (Open Space) 3B-2 (Open Space) 38-3 (Open Space) 3C-1 (Mixed Use/Residential) 3C-2 (Mixed Use/Residential) 3H (Open Space) 4A (Commercial) SA-I (Single Family) SA-2 (Pond) SB-I (Single Family) SB-2 (Park) SC (Single Family) SD (Single Family) SE (Community Park) SF (Cluster Housing) SG (Cluster Housing) Number of Dwelling Units or ...... A.~.r:.e.?._g_e. .. i.'.1 ... !.r:.~~-~---·· DU Acreage S.62 6.SO IS.37 14.37 7.03 42.30 S41 27 .09 l.4S 38 .06 34.38 76 12.72 47 7 .88 17.10 0.76 4 .66 281 46.9S 171 28 .9S 6 .67 19 .00 124 49.34 2.62 90 42.77 4.3S 48 32 .03 36 12.01 13.07 17 4 .13 34 8 .S6 Population Factor Per Unit/Ac 30 30 30 30 2.67 30 2.67 2.67 2.67 2.67 30 2.67 2.67 2.67 2.67 2 .67 2.67 No. of People -169 -19S -461 -1,269 -1,444 -1,031 -203 -12S -7SO -4S7 S70 -331 -240 -128 -96 -4S -91 Average Per Computed Normal Use Capita Flow Flow GPD/CAP Per Tract1 ............................................................ GPD GPM S0 1 8,4SO -S.9 S0 1 9,7SO -6.8 S0 1 23 ,0SS -16 S0 1 63 ,4SO -44 100 144,400 -100 S0 1 Sl,SSO -36 100 20 ,300 -14 100 12 ,SOO -8.7 100 7S,OOO -S2 100 4S ,700 -32 so 28 ,SOO -20 100 33,100 -23 100 24 ,000 -17 100 12 ,800 -9 100 9 ,600 -7 100 4 ,SOO -3 100 9,100 -6 Table J . Continued Tract Number and Description of Land Use 6A-J (Single Family) 6A-2 (O pen Space) 68-J (Single Family) 68-2 (Open Space) 6C (Single Family) 60 (Pond Park) 6E-J (Duplex) 6 E-2 (Open Space) 7 A-J (C lu ster Housing) 7A-2 (O pen Space) 78 (Cluster Hou s in g) 7C (Cluster Hou si ng) Totals Abbreviations: DU -Dwelling Units Ac-Acres GPD -Gallons Per Day G PM -Gallo ns Per Minute CAP -Capita Notes: Number of Dwelling Units or ...... A~.r..t!.~g_~ __ i_~ .. !.r..~~-~---·· DU Acreage 132 38.73 4.90 J J9 29.88 2.66 57 J4 .J5 8.J J 85 J4.J9 0 .76 54 13.7J 1.38 48 J2 .03 39 9.98 Population Factor Per Unit/Ac 2.67 2 .67 2.67 2.67 2.67 2.67 2.67 No. of People -352 -3J8 -J5 2 -227 -144 -J28 -104 Average Per Capita Flow GPD/CAP JOO JOO 100 JOO JOO JOO 100 Computed Normal Use Flow Per Tract1 ······························································ GPD GPM 35,200 -24 3 J,800 -22 15,200 -1 J 22 ,700 -16 14 ,400 -10 12 ,800 -9 J0 ,400 -7 718,255 gpd 499.4 gpm I. Normal flow s computed based upon pop ul ation factors and procedu res outlin ed in Draft Joi nt Design Guidance Manual. Table 2 . Land Use , Population Factors and Calculated Normal Water Demand for the Most Recent Land Use Plan for the Full y Developed Subdivisions on Both Sides of State Highway 40 Node No. 3 4 5 10 11 12 Tracts Within Service Area of Nodes I A (Retail/Commercial) I B (Retail /Commercial) Subtotals -Node 3 2A-1 (Apartments) 2A-2 (Drill Site) IC (Retail/Commercial) I D-1 (SW Detention) I D-2 (Drainage) Subtotals-Node 4 IE (Retail /Commercial) 28 (Conservation Zone) 2C (Commercial/Mixed Use) Subtotals -Node 5 3A-1 (Mixed Use/Residential) JA-2 (Mixed Use/Residential) 38-1 (Open Space) 38-2 (Open Space) 38-3 (Open Space) JH (Open Space) Subtotals -Node I 0 JC-I (Mixed Use /Residential) JC-2 (Mixed Use /Residential) Subtotals -Node 11 4A (Commercial) Subtotals-Node 12 Normal Use F low Per Tract . ...................•.............................................................. GPD GPM 8,450 -5 .87 9,750 -6.77 18,200 -12.6 144,400 -100 23 ,055 -16 .0 167,455 -116 63 ,450 -44.0 50 ,650 -35.8 114,000 -75.8 20 ,300 -14.1 12,500 -8.68 32,800 -22.8 75,000 -52.1 45 ,700 -31.7 120,700 -83.8 28,500 -19.8 28,500 -19.8 Maximum Daily Flow (Normal Flow x 1.5)3 GPM -8.81 -10.2 -19.0 -150 -24.0 -174 -66 .1 -53.7 -120 -21 .1 -13.0 -34.1 -78.1 -47.6 -126 -29.7 -29.7 Maximum Hourly Flow (Max Daily Flow x 3)8 GPM -26.4 -30.5 -56.9 -451 -72.0 -523 -198 -161 -359 -63.4 -39.1 -103 -234 -143 -377 -89.1 -89.1 Table 2. Continued Node No. 14 18 19 20 Abbreviations : Tracts Within Service Area of Nodes SA-1 (Single Family) SA-2 (Pond) S8-l (Single Family) Subtotals -Node 14 SF (Cluster Housing) SG (Cluster Housing) 78 (Cluster Housing) 7C (Cluster Housing) SE (Community Park) Subtotals -Node 18 S8-2 (Nbhd. Park) SC (Single Family) SD (Single Family) 6A-1 (Single Family) 68-1 (Single Family) 6C (Single Family) 6E-l (Duplex) Subtotals-Node 19 7 A-1 (Cluster Housing) 60 (Pond Park) Subtotals -Node 20 Totals GPO -Gallons Per Day GPM -Gallons Per Minute Notes: Normal Use Flow Per Tract ······························································································· GPD GPM 33 ,100 -23 .0 24 ,000 -16.7 57,100 -39.7 4 ,SOO -3.13 9,100 -6.32 12 ,800 -8.89 10 ,400 -7.22 36,800 -26.1 12 ,800 -8.89 9,600 -6.67 3S ,200 -24.4 31 ,800 -22.1 lS ,200 -10.6 22,700 -lS.8 127,300 -88.5 14 ,400 -10 .0 14,400 -10.0 717,255 GPD -495 GPM Maximum Daily Flow (Normal Flow x 1.5) a GPM -34 .S -2S .O -59.5 -4.69 -9.48 -13.3 -10.8 -38.3 -13.3 -10 .0 -36.7 -33 .1 -lS.8 -23 .7 -133 -lS.00 -15.00 -749 GPMb Maximum Hourly Flow (Max Daily Flow X 3) 8 GPM -103 -7S -178 -14.1 -28.4 -40.0 -32.S -115 -40.0 -30.0 -110 -99.4 -47.S -70.9 -398 -4S .OO -45.00 2,244 GPMb a. Va lu es of last two column s are extensions of internal ca lculation s and th ere may be som e apparent variances due to rounding-off of values. b . Total values may not be exact multiplication exten s ion s of values in other column s due to round-off of individual values that were s ummed to give the totals shown . Table 3. Estimate of Co nstru ction Costs fo r In stallati o n of 12 "0 PVC Water Su ppl y Line Along State Hi ghway 40 Right-of-Way fro m Ex ist in g City of Co ll ege Stat ion Water Tower at Greens Prairie Road and State Highway 6 to Prop osed Cast le Gate Subdivision Item No. Description of Item Estimated Quantity I Mobilization/Demobilization I EA --i---------__ ___ _ __ . _ . _ _ ___ I_ _ I 2 I . C9nstructio~ Payment & Performance Bond I I EA I I I I 3 Provide & In stall Tap and Saddle Connection of Proposed 12 "0 PVC to Existing 24 "0 DIP I EA Estimated Extended Unit Cost ($/unit) _Lump Sum - -Lump Sum Lump Sum Cost ($) $5,000 I --I $6 ,460 I -- $5 ,000 Comment I Approx im ate ly 2% of t;tal co n str~ct i on co~t. ----- I -- .. - Existing line must stay active during tapping operation. This item only includes the labor, associated act ivities , and parts (tapp in g equipment, saddle , etc.) associated wit h the connection. The materials (tees and va lu es) required at the co_~nection po_~nt are covered in s_eparate lin e item s_. 4-Jlwct"&;-;;12 ;1) &neirth"Duct Bank l 3ou -h -1207L F -j$3 ,600 -~ ,1-c l ~i~~G~b~~~~~~~ __ IL_l ~-,L ~p~~-;-~1,-$~15-,-o-o=o=--------~~-~--------------~ ___ I Hi g hway 40 ROW for Pipeline _Route __ 1 _ ___ _ _ _ -~---_ _ 6 Pro v ide & Install 12 "0 PVC C900 CL 200 DR 14 Pipe Along Highway 40 Access Road 7,200 LF $23.50 /LF $169 ,200 Majority of pipeline route w ill not be in present or propo sed paved area. Therefore , cost assumes on ly a sma ll portion of the lin e will require structura l backfill. Average cover of 3.5 ft 1-----·-· .. -· ---------------------. -----('±_?~'). c~~y __ o f~o ll ege ~tation __ ~lass 8. bedding . - __ -~ I -:l---1------11 7 J Pro~ide & In stall 12 "0 DIP Gate Valve (Main 5 EA J $1 ,400 /EA I $7 ,000 Lme) --:-1 Provide & ln ~all 12 "0 PVC 22.5,,-Bend -r ~ E-; -,~ -$400/EA ,_--$-2-,4;0-1====--_ -_ -_ -_-_ -_--_-_--_----==========----~--_-_-_-_-_-_-I -1---- -------1 -------------- -9 -~vide&ln ~~l1 2 '~PVC11.25 Bend -3 -E=A==:r~~~-$_4_0_0_ffi_A~--$-l ,-2-00~--------------------~ Table 3. Continued Item No. iO I I --~~-'[ 12 ~-_ -1 13 Description of Item Estimated Quantity Provide & In~tall -2 " Air and Vac~um----, 4 EA-I Assembly -_ -I--I Provide & In stall 12 "0 by 12 "0 x 12"0 Tee I 3 EA I Prnvi~~~lnstaH20 ''.Ci_l Steel Encase:ent Pi£• t 8Q_O LF t- Provide & In stall 12"0 PVC C900 CL 200 DR 14 Pipe in Encasement Pipe Across State Highway 40 ROW 840 LF Estimated Unit Cost ($/unit) $3,000/EA -, ---I $400/EA I $70/LF I r $35/LF Extended Cost ($) Comment ----- $12.000-r 1- $1,200 I For crossings of State Highway 40 to Castle Gate Subdivisio-n. - $S6,000] For two water li~e crossings of State Highway 40 ROW . --~i-=-=-----_ --~~---. ---------ti $29 ,400 In stallation should include Cascade stabi li zers or equivalent. $i ,600 I Blow-Off and plug for end of 12"0 water main at crossings. -----·- -I ---_ _ I I _ c---_--r--~------_ ---.---·-------1• 16 I Chlorinatio2:!_ and Testing of Completed Lines I I EA I Lum Sum I $2,500 I I I I -I -I --- __ 1_7 __ l Filter Fabric Silt Fence - -1,000 LF J 2.50/LF I -$2,5_0_0~:[---------------------ll I _ _ -~ _ _ I __ _L _ 1----1!-----------11 18 I Stabilization of Construction Ex it I I EA I Lump Sum I $1,200 I -I -~~ -I ---l 19 Reseeding (Broadcast) Summary of Subtotal Costs Plusl 0 % Contingency GRAND TOTAL FOR 12"0 PV C TRA 'SMISSIO LI E ALO G STATE HIGHWAY 40 ROW AND 12"0 PVC C ROSS ING LINE S TO CASTLE GATE SUBDIVISION 4 Acres $1,000/Acre Subtotal Contingency $4,000 $329 ,460 +$32 ,946 $362,406 Tab le 4. Estimate of "Oversized Line" Construction Costs fo r In sta llati on of 24"0 DIP Water Supp ly Line Along State Highway 40 Right-of-Way from Existing City of Co ll ege Station Water Tower at Greens Prairie Road and State Highway 6 and 12 "0 PVC Crossing Lines to Proposed Castle Gate Subd ivision Item No. Description of Item Mo bi I ization/Demobi I ization - Estimated Quantity I EA - -_I Const~uc 1_!9 n_ Paymen ~-& ~e_rfo1211~:ce ~onj -1-. I EA Provide & In stall Co nn ect ion to Existing 24 "0 DIP -Tap and Sadd le Existing 24"0 Pipe and In stall New 24"0 DIP Water Transmiss ion Pipe to Castle Gate Subdivision I EA Estimated Unit Cost ($/unit) Lump Sum I - I L um Sum I -· Lump Sum Extended Cost ($) $5 ,000 I - I $13 ,140 I -- $30,000 Comment -1-- - - I 2 % of total c;nstruction cost------,----_--~---_-__ --_--.. - Existing line must remain in service and temporary connecting line will have to be installed. Th is item only includes the labor, associated act ivities , and parts (sleeves, etc.) assoc iated with the connection. The materials (tees and values) required at the connection point are covered in separate line items. ~-~r-~et ·-~:~:-24 "0 Ben::h D:c:-Bank __ ,,Ll_o LF I $-;~~-~~~~BOO _,_-__ ---=--=-----------~~----==----- _-_I-__ -=--~ -_=-__ -_____ I____ I ___ -r::-=_ _-_!=-_-_______ _ 5 I C leari ng and Grubbing A lon g Proposed I 1 EA I Lump Sum I $15,000 I Highway 40 ROW for Pipe lin e Route 6 --Provi ~e & In stall ;4 "0 DIP A ;W ~ C 150 _II 7,200L:1 $58.~0/LF-_:.-$42 1 ,20 ~-= Majodty o f pipeline route will not be in prnsent oc proposed (ANS I A2 I .5 I) Thickness Class 52 with 8 paved area. Therefore, cost assumes on ly a small portion of the Mil Poly Wrap Alo ng State Highway 40 line wil l require structural backfill. Average cover of6.0 ft ROW (72")·. City of Co ll ege Station Class D bedding. --I -----_1 · -I ----I -------------·------- - _7 _ _,I Provide & In stall 24 "0 DIP Butterfly Valve 5 EA $8 ,000/EA I $40,000 One valve at the point of connection with the exist in g line and (Main Line) four valve_:; _a long the water main route. __ ~--r----~ _ · -_-_ __ -=--==--=J--=--1 -1 ___ _____ __ --II --8 -1-Provide & lnstall 24"0 DIP 22.5 Bend 6 EA I $2,000/EA I $12,000 -9-I Provide & Install 24"0 DIP l 1.25 Bend 3 EA I $2,000f EAl·--$6,0-00-1--------------------n Table 4. Item No. 19 ---- Continued Description of Item Provide & Install 2" Air and Vacuum Valve Assembly Provide & In stall 24"0_by 24"0 x 1?:'(2) Tee -------------- Estimated Quantity ------· Estimated Unit Cost ($/unit) Extended Cost ($) -·-----------4 EA $3,500/EA $14,000 -, __ Comment ------------ 3 EA $2,500/E A $J?.500 _ Fo£crossings of State H ighwa~4 0 to Castle G_a_te Subdivis_ion_. -----·------11--------------- Provide ./!<-l!!_stall_ ?O~'~ -~teel Enca?~i:i:i_ent _Pipe _ 800 LF __ $70/LF ~_?62900 Provide & In stall 12"0 PVC C900 CL 200 DR 14 Pipe in Encasement Pipe Across State Hig~~<lX49 ROW ···--·--··· Provide & Install 2"0 End of Line Blow-Off 840 LF 4 EA $35 /LF $29,400 , ............. . ..... ··-. ·-......... ·-· -· ... . -··~· .~. ··-···- $400/E A $1,600 Blow-Off and plug for end of24"0 line and at crossings. Riser ~sse mbJy (P~ug)_ _ _, _____ ,_ _ _ _ ----------- Provide & Install 12"0 DIP Gate Valve (Tee Connections) Chlorination and testing of completed line s Filter Fabric Silt Fence Stabilization of Construction Exit ·-·-·. -·---·-·------. Rese~ing (Broadcast) Summaryr!l~tibf.()!tl.~Costs ····---__ flusl 0% Contingency_ _ GRA 0 TOTAL FOR 24"0 DIP WATER TRANSM ISS IO N LI E ALONG STATE HIGHWAY 40 ROW A D 12"0 PVC CROSS ING LINES TO CASTLE GATE SUBDIVIS IO N --- 3 EA $1,400/EA $4,200 Gate valves for water lines crossing to subdiv ision . 1 EA Lump Sum $2 ,500 1,000 LF $2.5 /LF $2,500 --1-----'-----t------------------------11 1 EA Lump Sum ____ $1,200 -···-·-·----------·----------- 4 Acres _ $1,00_Q /Ac_re_1F===$=4=,0=0=0=1 ----------------·-------- Subtotal ...... $§?Q,Q40 G_ontingency +$67,004 --------·-·---··--- = $737,044 Table 5. Construction Cost Comparison for In sta llation of 12 "0 PVC and 24" 0 DIP Water Supply Lines Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castle Gate Subdivision Item Description of No. Item 1 Mobilization/Demobilization --11 ------- ---2---I Constru~tio-;:;-Payn~ent & Performance Bond --_-I ---_·· - 3 Provide & Install Tap and Saddle Connection ~-_L - - ------- 4 Wet Bore Beneath Duct Bank Difference in Extended Extended Cost Cost For 12 Cost For 24 (Added Cost "0 PVC "0 DIP for 24" 0 Water Main Water Main DIP) ($) ($) ($) $0 $5,000_ $5 ,000 J---i--- 1-$13,140 -i--$6,680 I_ _I _-- -- 1 $6,460 _I_ __ $5 ,000 $30 ,000 $25 ,000 -;------ $3,600 Comment -------Existing line must stay active during tapping operation. This item only includes the labor, associated activities, and parts (tapping equipment, saddle, etc.) associated with the connection. The materials (tees and values) required at the connection point are covered in separate line items. -L $4,80d -$1,200 -=I·--------·------------.. --5--C-l-earingandGrub-b -in-g -Al~-ng-P-rop-os-ed --I $15 ,000 -F$15,000 ,1 --$0 _I __ --------------------- Highway 40 ROW for Pipeline Route ~ I Provide & Install Wa~er ~ne Alon-:-:ghwayll ~169,200 I -$421 ,200 ---$252 ,000 I :ajority o~pipeline rout_e _w: not be in-present or proposed Access Road paved area. Therefore, cost assumes only a small portion of the line will require structura l backfill. ~---7-I Provide-~ In ~tall Gate Valve Ma-in-L-in-e) -I ---$7,0-00 l-$40,00o --h3,ooo __ -_ --~------=-= -_:__-_ 8 --1 9 I $2 ,400 I $12 ,000 I $9 ,600 Provide &In stall 1 1.25 ° Be_n_d _-_-_-_--~~~--1l_-_$--'J ,'--20_0_-1 ___ $_6..;;...,-o_o~o _l11---$4 ,800-_,- Provide & In stall 22.5 -Bend Table 5. Continued Extended Difference Extended Cost For 24 in Cost Cost For 12 "0 PVC (Added Cost "0 PVC Water Main For 24" 0 Item Description of Water Main ($) DIP) No. Item ($) ($) Comment ,-_--1-0 I-~;~~~~t1 ~nsta!T i" A ~r and Vacuum I -~~ ~000 1.-$14,0oo --T -$2 ,000 I ::: -=-.. . . ~. --~ ---- I I I Provide & Install Tee Connection I $1,200 I $7 ,500 I $6 ,3 00 I For crossings of State Highway 40 to Castle Gate Subdivision. -_,2·-1 St~el E-n-cas!'ment ~iEe_ -=-----I $56 ,000 -~ $56 ,oOo -L $0 fr-;;r two water line cross in gs of State Hi g hway 40 R_:ow._ _ 13 -I :~~~t;_~yl~~ta~6~.'::ine Across ~late _ 1-$29,400 l ~9~400 I= $0 l~sta llation sh~-clude C~ stabi li:rs or equi'V~l ~nt _ --14 -I Provide & In stall 2"0 Blo ~-O ff Riser lfi,200 --$1 ,600 ~1-----$0--1 Blow-Off and plug for end of water main and two z;os~ing - Assembly (Plug) _ I .... _ line s at southern ROW boundary for State Hi ghway 40. -15 I Provi deand Instal lGat~Va lv~(C~o-ssings) -=1---:4-,200 1--$4:200 I-$0 -=1--==-=--~-= --~~---~---~-~ I -i---- - - -----.J -I -- -_16 __ I Chl()i_:_ination and te_sting_ofcomplete_d line s I $2 ,500 I $2 ,500 I $0 J -(7-I FilterF abric Silt Fenc-;·-· ... --Jiii -$$2l,_, 2 5 0 o 0 o ~_ll _--~-$$21~:2500 00 _llll_--$$OO _--_-1+1.--_---_---=--~-----=~--~~=-----·==---~=---·-------~~---=~----11 18 I Stabi I ization of Construction Exit -j --1 -_ 19 [__R_e_s_e -ed-i!:!.__g_(Bro~dcast) _ ____ __ 1==$4_.,_oo_o==l===$4,,..,=oo=o=-*==~$-O=~ _ _ -------------------~------------·-... Summarv of S_u_b_to_ta_l_C_o_s_ts_____ $329,46Q $670,040 $34_0 __ ,5_8_0 _:----------------------n Plus 10% Contingency $32,946 $67 ,004 $34 ,058 GRAND TOTAL $362,406 $737,044 $374,638 ATTACHMENT C Output From Water System Model Analysis (WaterCAD) SCENARIO 1 Node Elevation Demand Demand Labe l ,(ft) Type (gpm) J-1 276.00 Demand 0 .00 J-2 272 .00 Demand 0.00 J-3 270 .00 Demand 56.90 J-4 272 .00 Demand 523 .00 J-5 300 .00 Demand 359 .00 J-6 322 .00 Demand 0 .00 J-8 300.00 Demand 0 .00 J-9 301 .00 Demand 0 .00 J-10 288 .00 Demand 103.00 J-11 287 .00 Demand 377.00 J-12 320 .00 Demand 89 .10 J-13 293 .00 Demand 0 .00 J-14 329 .00 Demand 178.00 J-15 320 .00 Demand 0.00 J-16 332 .00 Demand 0 .00 J-17 300.00 Demand 0.00 J-18 310 .00 Demand 115.00 J-19 336.00 Demand 398 .00 J-20 311 .00 Demand 45.00 J-22 326 .00 Demand 0 .00 Project Title : Castlegate 24 inch final c:\haestad\wtrc\ccgcnm h .w cd E xte nded Pe r iod An a lysis: 0 .0 h r I 2 4 .0 hr Jun ction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 458 .81 79 .05 Fixed 0 .00 468.37 84 .92 Fixed 56.90 469 .11 86.10 Fixed 523 .00 471 .83 86.41 Fixed 359 .00 482 .10 78.75 Fixed 0 .00 487 .82 71 .70 Fixed 0 .00 475.27 75 .79 Fi xed 0 .00 476.02 75 .68 Fi xed 103.00 475.11 80 .91 Fi xed 377 .00 475.18 81 .38 Fixed 89 .10 475 .59 67.28 Fixed 0.00 475.10 78 .75 Fixed 178 .00 475.04 63 .15 Fixed 0 .00 475.03 67.04 Fixed 0.00 475.31 61 .97 Fixed 0 .00 475 .04 75.69 Fi xed 115.00 474.68 71 .21 Fixed 398 .00 474.65 59 .96 Fixed 45 .00 474.68 70.78 Fixed 0.00 508 .44 78 .89 Project Engineer: William R . Cullen WaterCAD v 1 .0 (034] 10122100 10 :12 :24 AM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (20 3) 755-1666 Page 1 of 1 Detailed Report for Pipe: P-1 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Default-Average Daily <none> 0 .0 J-1 J-2 No 589 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) Velocity From To (ft/s) Grade Grade 0 .00 hr Open 1 .00 hr Op'en 2 .00 hr Open 3 .00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7.00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14 .00 hr Open 15 . 00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 hr Open 19 .00hr Open 20 .00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 -15 ,071 .60 0.0 -15 ,071.60 0 .0 -15,071 .60 0 .0 -15,071.60 0 .0 -15 ,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15,071 .60 0.0 -15,071.60 0.0 -15 ,071.60 0 .0 -15,071 .60 0.0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15,071 .60 0.0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15 ,071 .60 0 .0 -15 ,071 .60 0.0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15,071 .60 (ft) (ft) 11 .64 458.81 468.37 11 .64 458.81 468.37 11 .64 458.81 468.37 11 .64 458 .81 468.37 11 .64 458 .81 468.37 11 .64 458.81 468.37 11 .64 458 .81 468.37 11.64 458.81 468.37 11 .64 458.81 468.37 11 .64 458 .81 468.37 11 .64 458.81 468 .37 11 .64 458 .81 468.37 11 .64 458.81 468 .37 11 .64 458.81 468 .37 11 .64 458 .81 468.37 11 .64 458 .81 468.37 11.64 458.81 468.37 11 .64 458 .81 468.37 11.64 458 .81 468 .37 11 .64 458.81 468 .37 11 .64 458 .81 468.37 11 .64 458.81 468 .37 11 .64 458 .81 468.37 11 .64 458.81 468.37 11.64 458 .81 468 .37 <none> 0 .0 23 in Ductile Iron 130.0 0.00 Friction Loss (ft ) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 9 .56 0 .00 9 .56 0 .00 9.56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0.00 9 .56 0.00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0.00 9 .56 0 .00 9 .56 0.00 9.56 0 .00 9.56 0 .00 9 .56 0 .00 9 .56 0 .00 9.56 0 .00 9 .56 0.00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9.56 0 .00 9 .56 0 .00 9.56 9 .56 9 .56 9 56 9.56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 956 9 .56 9 .56 9.56 9.56 9.56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 16 .23 16.23 16 .23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16 .23 16.23 16 .23 16.23 Project Title : Cas!lega !e 24 inch final c:\haes!ad\wtrc\ccgcnmh .wcd Project Engineer: William R. Cullen WaterCAD v1 .0 (034) 10/23/00 05 :45 :17 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA (203 ) 755-1666 Page 1 Detailed Report for Pipe: P-2 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J -2 Diameter To Node R-1 Material Check Valve No Roughness Length 2 ,796.00 ft Minor Loss Initial cond ition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 -14 ,1 01 .00 1.00 hr Open 0 .0 -14 , 101 .00 2 .00 hr Open 0 .0 -14, 101 .00 3.00 hr Open 0 .0 -14,101 .00 4 .00 hr Open 0 .0 -14,101 .00 5 .00 hr Open 0 .0 -14 , 101 .00 6.00 hr Open 0 .0 -14,101 .00 7 .00 hr Open 0.0 -14 ,101 .00 8 .00 hr Open 0 .0 -14 ,101.00 9 .00 hr Open 0 .0 -14,101 .00 10.00 hr Open 0.0 -14, 101.00 11 .00hr Open 0 .0 -14 ,1 01.00 12.00 hr Open 0 .0 -14, 101 .00 13 .00 hr Open 0 .0 -14,101 .00 14.00 hr Open 0 .0 -14,101 .00 15.00 hr Open 0 .0 -14 , 101.00 16 .00 hr Open 0 .0 -14, 101 .00 17 .00 hr Open 0.0 -14 ,101 .00 18 .00 hr Open 0 .0 -14,101.00 19.00 hr Open 0 .0 -14,101 .00 20 .00 hr Open 0 .0 -14,101 .00 21.00 hr Open 0 .0 -14,101 .00 22 .00 hr Open 0.0 -14, 101 .00 23 .00 hr Open 0.0 -14, 101 .00 24 .00 hr Open 0 .0 -14, 101.00 Project Title: Castlegate 24 inch final c :lhaestadlwtrc\ccgcnmh .wcd Velocity From To (ft/s) Grade Grade (ft) (ft) 10 .89 468.37 508.50 10 .89 468.37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468.37 508 .50 10 .89 468.37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468.37 508.50 10.89 468 .37 508.50 10.89 468 .37 508 .50 10.89 468.37 508 .50 10.89 468.37 508.50 10.89 468.37 508 .50 10.89 468.37 508.50 10.89 468.37 508.50 10.89 468.37 508.50 10.89 468.37 508.50 10.89 468.37 508.50 10.89 468 .37 508.50 10 .89 468 .37 508.50 10 .89 468 .37 508.50 10.89 468 .37 508.50 10 .89 468 .37 508.50 Friction Minor Loss Loss (ft) (ft) 40 .13 0 .00 40.13 0 .00 40 .13 0 .00 40 .1 3 0 .00 40.13 0 .00 40.13 0.00 40 .13 0.00 40 .13 0 .00 40 .13 0 .00 40.13 0 .00 40 .1 3 0 .00 40.13 0 .00 40.13 0 .00 40 .13 0 .00 40 .13 0 .00 40 .13 0.00 40 .13 0 .00 40.13 0 .00 40 .13 0.00 40.13 0.00 40.13 0 .00 40 .13 0.00 40.13 0 .00 40.13 0 .00 40.13 0 .00 <none> 0.0 23 in Ductile Iron 130.0 0 .00 Total Head loss Headless Gradient (ft) 40.13 40.13 40.13 40.13 40.13 40 .13 40 .13 40.13 40.13 40.13 40.13 40.13 40.13 40.13 40.13 40.13 40.13 40.13 40.13 40.13 40 .13 40.13 40.13 40.13 40.13 (ft/1 OOOft) 14.35 14 .35 14.35 14 .35 14.35 14.35 14.35 14.35 14.35 14 .35 14.35 14 .35 14 .35 14 .35 14.35 14.35 14 .35 14 .35 14.35 14 .35 14.35 14 .35 14.35 14 .35 14.35 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05 :4 5 :18 PM ~ Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 Detailed Report for Pipe: P-3 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-2 J-3 No 324 .00 ft Open Diameter Material Roughness M inor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2.00 hr 3.00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7.00 hr 8.00 hr Open Open Open Open Open Open Open Open Open 9 .00 hr Open 10.00hr Open 11 .00 hr Open 12 .00 hr Open 13 .00 hr Open 14 .00 hr Open 15. 00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19 .00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970 .59 0.0 -970 .59 0 .0 -970 .59 0.0 -970.59 0 .0 -970 .59 0.0 -970 .59 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970.59 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970.59 0.0 -970 .59 0 .0 -970 .59 0 .0 -970 .59 0.0 -970 .59 0 .0 -970.59 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970.59 0.0 -970 .59 Project Title : Castlegate 24 inch final c:\haestad\wtrc\ccgcnmh .wcd Velocity From To (fUs) Grade Grade (ft) (ft) 3.00 468 .37 469 .11 3 .00 468.37 469 .11 3 .00 468 .37 469.11 3.00 468.37 469 .11 3.00 468.37 469 .11 3 .00 468 .37 469 .11 3.00 468 .37 469 .11 3 .00 468 .37 469 .11 3 .00 468.37 469.11 3 .00 468 .37 469 .11 3 .00 468 .37 469.11 3.00 468.37 469.11 3 .00 468 .37 469 .11 3.00 468.37 469 .11 3 .00 468.37 469 .11 3 .00 468.37 469.11 3 .00 468.37 469 .11 3 .00 468.37 469 .11 3 .00 468 .37 469.11 3 .00 468.37 469 .11 3 .00 468.37 469.11 3 .00 468.37 469 .11 3 .00 468 .37 469.11 3 .00 468.37 469 .11 3 .00 468.37 469 .11 Friction Loss (ft) Minor Total Headless Loss Headless Grad ient (ft) (ft) (fU1 OOOft) 0.74 0 .00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0.00 0.74 0 .00 0.74 0.00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0.00 0 .74 0.00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2.28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2.28 2 .28 2.28 2 .28 2 .28 Project Engineer: William R. Cullen WaterCAD v1 .0 [0 34] 10/23/00 05 :45 :18 PM © Haestad Methods , Inc. 37 Brookside Road W aterbury, CT 06 708 USA (203) 755-1666 Page 3 Loading Summary Demand Scenario Ca libration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Detailed Report for Pipe: P -4 Default-Average Daily <none> 0 .0 J-3 J-4 No 1,074 .00 ft Open Roughness Diame ter Materia l Rough ness Minor Loss Calculated Results Summary <none> 0.0 12 in PVC 150.0 0 .00 Time Status Constituent (mg/I) Flow (gpm) Velocity (fUs) From To Grade Grade Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3 .00 hr Open 4.00 hr Open 5.00 hr Open 6.00 hr Open 7 .00 hr Open 8 .00 hr Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 -1,027.49 0.0 -1 ,027.49 0 .0 -1,027.49 0.0 -1,027.49 0 .0 -1,027.49 0 .0 -1,027.49 0 .0 -1 ,027.49 0 .0 -1 ,027.49 0 .0 -1,027.49 0 .0 -1 ,027.49 0 .0 -1,027.49 0 .0 -1,027.49 0 .0 -1 ,027.49 0.0 -1,027.49 0 .0 -1,027.49 0.0 -1 ,027.49 0.0 -1,027.49 0 .0 -1,027.49 0.0 -1,027.49 0 .0 -1,027.49 0 .0 -1,027.49 0 .0 -1 ,027.49 0 .0 -1,027.49 0 .0 -1,027.49 0 .0 -1,027.49 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd 10123100 05:45:19 PM © Haestad Methods , Inc. (ft) (ft) 3 .17 469 .11 471 .83 3.17 469 .11 471.83 3.17 469.1 1 471 .83 3 .17 469 .11 471 .83 3 .17 469 .11 471 .83 3 .17 469 .11 471.83 3 .17 469 .11 471 .83 3.17 469 .11 471 .83 3.17 469 .11 471 .83 3 .17 469.11 471 .83 3 .17 469 .11 471 .83 3 .17 469 .1 1 471 .83 3 .17 469 .11 471 .83 3 .17 469 .11 471.83 3 .17 469.11 471.83 3 .17 469 .11 471 .83 3.17 469 .11 471 .83 3 .17 469.11 471 .83 3 .17 469 .11 471 .83 3.17 469 .11 471 .83 3 .17 469 .11 471.83 3 .17 469.1 1 471.83 3 .17 469.11 471.83 3 .17 469.11 471 .83 3.17 469.11 471 .83 (ft) (ft) (ft/1 OOOft) 2 .72 0 .00 2.72 0 .00 2.72 0.00 2 .72 0 .00 2 .72 0 .00 2 .72 0 .00 2 .72 0 .00 2 .72 0.00 2 .72 0.00 2 .72 0.00 2 .72 0 .00 2 .72 0 .00 2.72 0 .00 2.72 0 .00 2 .72 0 .00 2.72 0 .00 2 .72 0 .00 2 .72 0.00 2 .72 0 .00 2 .72 0 .00 2 .72 0.00 2 .72 0 .00 2 .72 0 .00 2.72 0 .00 2.72 0.00 2.72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2.72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2.72 2.72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2.53 2 .53 2 .53 2 .53 2 .53 2.53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2.53 2 .53 2 .53 2.53 2 .53 2 .53 2 .53 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 37 Brookside Road Waterbury , CT 0670 8 USA (2 03 ) 755-1666 Page 4 Detailed Report fo r Pipe : P-5 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node C heck Valve Length Initial Cond ition S ummary Status Time Status Constituent (mg/I) 0 .00 hr Open 0 .0 1.00 hr Open 0 .0 2.00 hr Ope n 0.0 3 .00 hr Open 0 .0 4 .00 hr Open 0 .0 5 .00 hr Ope n 0 .0 6.00 hr Open 0.0 7.00 hr Open 0 .0 8 .00 hr Open 0 .0 9 .00 hr Open 0 .0 10.00 hr Open 0 .0 11 .00 hr Open 0 .0 12.00 hr Open 0 .0 13 .00 hr Open 0 .0 14.00 hr Open 0 .0 15.00 hr Open 0 .0 16.00 hr Open 0 .0 17.00 hr Open 0 .0 18.00 hr Ope n 0 .0 19.00 hr Open 0 .0 20.00 hr Open 0.0 21 .00 hr Open 0 .0 22.00 hr Open 0 .0 23.00 hr Open 0 .0 24 .00 hr Open 0 .0 Project Title : Castle9ate 24 inch final c :lhaestadlwtrclccgcnm h . wed <none> 0 .0 Roug hn ess J-4 Diameter J-5 Material N o Roug hness 1,894.00 ft Minor Loss Open Ca lcul ated Resu lts S u m m a ry Flow Ve locity From To Friction (gpm) (ftls) Grade Grade Loss (ft) (ft) (ft) -1,550.49 4 .79 471 .83 482 .10 10.27 -1 ,550.49 4 .79 471 .83 482.10 10.27 -1,550.49 4.79 471 .83 482.10 10 .27 -1 ,550 .49 4 .79 471 .83 482 .10 10.27 -1 ,550.49 4.79 471 .83 482.10 10.27 -1 ,550.49 4 .79 471 .83 482.10 10 .27 -1,550.49 4 .79 471 .83 482.10 10.27 -1,550.49 4.79 471 .83 482.10 10.27 -1 ,550.49 4.79 471 .83 482.10 10.27 -1 ,550.49 4 .79 471.83 482.10 10.27 -1,550.49 4.79 471.83 482.10 10.27 -1,550.49 4 .79 471 .83 482 .10 10.27 -1 ,550.49 4 .79 471 .83 482.10 10.27 -1,550.49 4 .79 471.83 482 .1 0 10.27 -1,550.49 4 .79 471 .83 482 .10 10 .27 -1,550 .49 4 .79 471 .83 482.10 10.27 -1,550.49 4 .79 471 .83 482.10 10.27 -1,550.49 4 .79 471 .83 482.10 10.27 -1,550.49 4 .79 471.83 482 .10 10.27 -1 ,550.49 4 .79 471 .83 482.10 10.27 -1 ,550.49 4 .79 471.83 482.10 10.27 -1 ,550.49 4 .79 471 .83 482.10 10.27 -1 ,550 .49 4 .79 471 .83 482 .10 10.27 -1,550.49 4.79 471 .83 482 .10 10.27 -1,550.49 4 .79 471.83 482.1 0 10.27 Min or L oss (ft) 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0 .00 0.00 <none> 0 .0 12 in PVC 150.0 0 .00 Tota l H eadloss Headloss Gradient (ft) 10.27 10.27 10.27 10.27 10.27 10.27 10 .27 10.27 10.27 10.27 10.27 10 .27 10 .27 10 .27 10.27 10.27 10.27 10 .27 10 .27 10.27 10.27 10.2 7 10.27 10 .27 10 .27 (ft/1 OOOft) 5.42 5.42 5.42 5.42 5 .42 5.42 5 .42 5.42 5 .42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5 .42 5.42 5.42 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10123100 05 :45: 19 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 Detailed Report for Pipe: P-6 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Valve Le ng th Initial Cond iti on Summary Status J -5 J-6 No 717 .00 ft Open D iameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Tim e Status Constituent (mg/I) Flow (gpm ) 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3 .00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .0 0 hr Open 9 .00 hr Open 10 .00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Ope n 14.00 hr Open 15.00 hr Ope n 16.00 hr Open 17 .00 hr Open 18 .00 hr Open 19.00 hr Open 20 .00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24.00 hr Open 0.0 -1 ,909.49 0 .0 -1,909.49 0 .0 -1,909.49 0 .0 -1,909.49 0 .0 -1,909.49 0 .0 -1 ,909.49 0 .0 -1,909.49 0.0 -1,909 .49 0 .0 -1,909 .49 0 .0 -1,909.49 0 .0 -1,909.49 0.0 -1,909.49 0 .0 -1 ,909.49 0 .0 -1,909.49 0 .0 -1 ,909.49 0 .0 -1,909.49 0 .0 -1,909.49 0 .0 -1,909.49 0 .0 -1,909 .49 0 .0 -1,909.49 0 .0 -1 ,909.49 0 .0 -1,909 .49 0 .0 -1 ,909.49 0 .0 -1,909.49 0 .0 -1 ,9 09 .49 Project Title : Ca stlegate 24 inch final c :\haestad\wtrc\ccgcnm h .wcd Velocity (ft/s ) From To Grade Grade (ft) (ft) 5 .90 482 .10 487.82 5 .90 482 .10 487.82 5 .90 482 .10 487.82 5.90 482.10 487.82 5 .90 482.10 487.82 5 .90 482 .10 487.82 5 .90 482 .10 487 .82 5 .90 482 .10 487.82 5.90 482.10 487.82 5 .90 482 .10 487.82 5 .90 482 .10 487.82 5 .90 482 .10 487 .82 5 .90 482 .10 487 .82 5 .90 482 .10 487.82 5 .90 482 .10 487.82 5 .90 482 .10 487.82 5 .90 482 .10 487.82 5 .90 482 .10 487 .82 5 .90 482 .10 487.82 5 .90 482.10 487.82 5 .90 482 .10 487 .82 5 .90 482.10 487 .82 5 .90 482 .10 487 .82 5 .90 482 .10 487.82 5 .90 482 .10 487.82 Friction Loss (ft) M inor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 5 .72 0 .00 5.72 0 .00 5.72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0.00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5.72 0 .0 0 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .7 2 0.00 5 .72 0 .00 5 .72 0.00 5 .72 5 .7 2 5 .72 5 .72 5 .72 5 .72 5 .72 5 .72 5.72 5 .72 5 .72 5 .7 2 5 .72 5 .72 5 .72 5 .72 5 .72 5.72 5 .72 5 .72 5 .72 5 .7 2 5.72 5 .72 5 .72 7 .97 7 .97 7 .9 7 7 .97 7 .9 7 7.97 7 .9 7 7 .97 7 .97 7 .97 7 .9 7 7 .97 7 .97 7 .97 7 .97 7 .97 7 .9 7 7 .97 7 .97 7 .97 7 .97 7 .97 7 .97 7 .9 7 7 .97 Proj ect Engineer: William R. Cullen WaterC AD v1 .0 (034] 10123100 05:45:20 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06 708 USA (203) 755 -1666 Page 5 Loading Summary Demand Scena rio Calibration Summ ary Demand Geometric Summ a ry From Node To Node C heck Valve Length Initial Cond ition S um mary Status Detailed Report for Pipe : P-9 Defa ul t-Average Da ily <none> 0 .0 J-6 J-9 No 2 ,993 .00 ft Open Roug hness Diameter Material Rough n ess Minor L oss Ca lculated Resul ts S u mma ry <none> 0 .0 12 in PVC 150.0 0 .00 T ime Status Constituent (mg/I) Flow (gpm) V elocity From To (ft/s) G rade Grad e Friction Loss (ft ) M inor Total Headloss Loss Headloss Gradient 0 .00 h r Open 1.0 0 hr Open 2 .00 hr Open 3 .00 hr Open 4 .00 hr Open 5 .00 hr Open 6.00 hr Open 7 .00 hr Open 8.00 hr Ope n 9 .00 hr Open 10.0 0 hr Open 11 .00 hr Open 12 .00 hr Open 13.0 0 hr Open 14 .00 hr Open 15.0 0 hr Ope n 16.00 hr Open 17.00 hr Open 18.00hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 1,305.10 0 .0 1,305 .10 0 .0 1,305 .10 0 .0 1,305.10 0 .0 1,305 .10 0 .0 1,305 .10 0 .0 1 ,305 .10 0.0 1,305 .10 0 .0 1,305.10 0 .0 1,305.10 0 .0 1,305 .10 0 .0 1,305.10 0 .0 1,305.10 0 .0 1,305.10 0.0 1 ,305 .10 0 .0 1,305.10 0 .0 1,305.10 0.0 1,305.10 0 .0 1,305 .10 0 .0 1,305.10 0 .0 1,305.10 0 .0 1,305.10 0 .0 1,305.10 0 .0 1,305 .10 0 .0 1,305.10 Project Title : Castlegate 24 inch final c:\haes tad\wtrc\ccgc nmh .wcd 10/23/00 05 :45 :20 PM © Haestad Methods , Inc . (ft) (ft) 4 .03 487.82 476.02 4 .03 487.82 476.02 4 .03 487.82 476 .02 4.03 487.82 476.02 4 .03 487.82 476 .02 4 .03 487 .82 476 .02 4 .03 487.82 476.02 4.03 487.82 476 .02 4.03 487 .82 476.02 4.03 487.82 476.02 4 .03 487.82 476.02 4.03 487.82 476.02 4 .03 487.82 476.02 4 .03 487.82 476.0 2 4 .03 487.82 476 .0 2 4 .03 487.82 476.02 4 .03 487.82 476 .02 4 .03 487.82 476 .02 4 .03 487.82 476.02 4 .03 487.82 476.02 4 .03 487.82 476.02 4 .03 487.82 476.02 4 .03 487.82 476.0 2 4 .03 487.82 476.02 4 .03 487.82 476 .02 (ft) (ft) (fU1 OOOft) 11 .80 0 .00 11 .80 0 .00 11 .80 0 .00 11.80 0 .00 11 .80 0 .00 11 .80 0 .0 0 11.80 0 .00 11 .80 0 .00 11 .80 0 .00 11 .80 0 .00 11 .80 0 .0 0 11 .80 0 .00 11 .80 0.00 11 .80 0.00 11 .80 0 .00 11 .80 0 .00 11 .80 0 .00 11 .80 0 .00 11.80 0.00 11 .80 0 .00 11 .80 0 .00 11 .80 0 .00 11 .80 0 .00 1 1.80 0 .00 11 .80 0 .00 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 1 1.80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 3 .94 3 .94 3 .94 3.94 3.94 3 .94 3.94 3 .94 3 .94 3.94 3.94 3.94 3 .94 3 .94 3 .94 3.94 3 .94 3 .94 3 .94 3.94 3 .94 3.94 3 .94 3 .94 3 .94 Proj ect Eng ineer: W illiam R. Cullen WaterCAD v 1 .o [034] 37 Brookside Road Waterbury, CT 06 708 USA (20 3) 755-1 666 Page 7 Detailed Report for Pi pe: P-10 Loading Summary Demand Scenario Defa ul t-Average Daily Ca libration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node C heck Valve Le ngth Init ia l Conditio n S um mary Sta tu s J-9 J-11 No 1,254 .00 ft Open Diameter Materia l Rough ness Minor Loss 12 in PVC 150 .0 0 .00 Calcula ted Results Sum mary Time Status Constituen t (mg/I ) F low (gpm ) 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3 .00 hr Open 4 .00 hr Open 5.00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14 .00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19 .00 hr Open 20.0 0 hr Open 21 .00 h r Open 22 .00 hr Ope n 23 .00 h r Ope n 24.00 hr Open 0 .0 498 .65 0 .0 498 .65 0 .0 498 .65 0 .0 498 .65 0.0 498 .65 0.0 498.65 0.0 498.65 0.0 498 .65 0.0 498.65 0 .0 498.65 0 .0 498 .65 0.0 498.65 0 .0 498.65 0 .0 498 .65 0 .0 498.65 0.0 498 .65 0 .0 498 .65 0.0 498 .65 0 .0 498.65 0 .0 498.65 0 .0 498 .65 0 .0 498.65 0 .0 498.65 0 .0 498 .65 0 .0 498 .65 Proj ect Title : Castlegate 24 inch final c:\haestadlwtrc\ccgcnmh .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 1.54 476.02 475.18 1 .54 476.02 475 .18 1.54 476 .02 475 .18 1 .54 476 .02 475.18 1.54 476 .02 475 .18 1 .54 4 76 .02 475.18 1.54 476.02 475 .18 1.54 4 76 .02 475.18 1.54 476 .02 475.18 1.54 476 .02 475.18 1.54 476.02 475 .18 1.54 476 .02 475.18 1.54 4 76.02 475.18 1.54 476 .02 475 .18 1 .54 476 .02 475.18 1.54 476.02 475.18 1.54 476.02 475 .18 1.54 476 .02 475 .18 1 .54 476 .02 475.18 1.54 476 .02 475.18 1.54 476.02 475 .18 1 .54 476 .02 475.18 1.54 476.02 475.18 1.54 476.02 475 .18 1.54 476 .02 475.18 Friction Loss (ft) Mi no r Total Headless Loss Headloss Gradient (ft) (ft ) (ft/1 OOOft) 0 .83 0 .00 0 .83 0 .00 0 .83 0.00 0 .83 0.00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0.83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0.00 0 .83 0.00 0.83 0 .00 0 .83 0 .00 0.83 0.00 0 .83 0 .00 0 .83 0 .00 0.83 0 .0 0 0 .83 0 .83 0.83 0 .83 0.83 0 .83 0 .83 0 .83 0 .83 0 .83 0 .83 0 .83 0 .83 0.83 0 .83 0.83 0.83 0 .83 0 .83 0 .83 0.83 0 .83 0 .83 0 .83 0 .83 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0.66 0 .66 0 .66 0 .66 0.66 0 .66 0 .66 0 .66 0 .66 0 .66 0.66 0.66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 Project Engineer: William R. Cullen WaterCAD v 1 .o [034] 10/23/00 05:45 :21 PM © Haestad Methods , Inc. 37 Brookside Roa d W aterbury, CT 06 708 USA (203) 755 -1666 Pages Detailed Report for Pipe: P-11 Loading Summary Demand Scenario Default-Average paily Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-11 J-10 No 1,587.00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0.00 hr Open 1.00 hr Open 2 .00 hr Open 3.00 hr Open 4 .00 hr Open 5 .00 hr Open 6.00 hr Open 7 .00 hr Open 8 .00 hr Open 9.00 hr Open 10 .00 hr Open 11.00 hr Open 12.00 hr Open 13 .00 hr Open 14 .00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19 .00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open 0.0 121 .6 5 0 .0 121.65 0 .0 121.65 0.0 121 .65 0 .0 121 .65 0 .0 121 .65 0 .0 121 .65 0 .0 121 .65 0 .0 121 .65 0.0 121 .65 0.0 121 .65 0 .0 121 .65 0 .0 121 .65 0.0 121 .65 0 .0 121 .65 0.0 121 .65 0 .0 121 .65 0 .0 121 .65 0.0 121.65 0 .0 121 .6 5 0 .0 121 .65 0.0 121.65 0 .0 121 .65 0.0 121 .65 0 .0 121.65 Project Title: Castlegate 24 inch final c:\haestad\wtrc\ccgcnmh .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 0 .38 475.18 475 .11 0 .38 475.18 475 .11 0 .38 475 .18 475 .11 0.38 475.18 475 .11 0 .38 475 .18 475 .11 0.38 475.18 475.11 0.38 475.18 475.11 0 .38 475.18 475 .11 0 .38 475 .18 475.11 0 .38 475.18 475 .11 0 .38 475 .18 475 .11 0 .38 475.18 475.11 0 .38 475.18 475 .11 0.38 475 .18 475.11 0.38 475.18 475.11 0 .38 475 .18 475 .11 0 .38 475.18 475 .11 0 .38 475 .18 475 .11 0 .38 475 .18 475 .11 0 .38 475.18 475.11 0.38 475.18 475 .11 0 .38 475.18 475.11 0 .38 475.18 475.11 0 .38 475.18 475 .11 0 .38 475.18 475.11 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0.08 0 .00 0 .08 0.00 0 .08 0 .00 0.08 0 .00 0 .08 0.00 0 .08 0 .00 0 .08 0.00 0 .08 0.00 0 .08 0 .00 0 .08 0 .00 0 .08 0.00 0.08 0.00 0 .08 0 .00 0 .08 0.00 0 .08 0 .00 0 .08 0 .00 0 .08 0 .00 0 .08 0.00 0 .08 0 .00 0 .08 0.00 0 .08 0.00 0.08 0 .00 0.08 0 .00 0 .08 0.00 0.08 0 .00 0 .08 0 .08 0.08 0 .08 0 .08 0 .08 0.08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0.08 0.08 0 .08 0 .08 0 .08 0.08 0 .08 0 .08 0 .08 0.08 0 .08 0 .05 0.05 0 .05 0 .05 0 .05 0 .05 0 .05 0 .05 0 .05 0.05 0.05 0 .05 0.05 0 .05 0 .05 0 .05 0 .05 0 .05 0 .05 0.05 0 .05 0 .05 0 .05 0.05 0 .05 Project Engineer: Will iam R. Cullen WaterCAD v1 .o (034] 10123100 05:45 :21 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page g Detailed Report for Pipe : P-12 Loading Summary Demand Scenario Default-Average Daily Ca libration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-9 Diameter To Node J-12 Materia l Check Valve No Roughness Length 1,194 .00 ft Minor L oss Initial Condition Summary Status Open C alc ulated R es ults Sum ma ry Time Status Constituent F low (mg/I) (gpm) 0 .00 hr Open 0 .0 356 .05 1.00 hr Open 0.0 356.05 2.00 hr Open 0.0 356.05 3.00 hr Open 0 .0 356 .05 4 .00 hr Open 0 .0 356.05 5 .00 hr Open 0 .0 356 .05 6 .00 hr Open 0 .0 356 .05 7 .00 hr Open 0 .0 356 .05 8 .00 hr Open 0 .0 356.05 9 .00 hr Open 0 .0 356 .05 10.00 hr Open 0 .0 356 .05 11 .00 hr Open 0 .0 356 .05 12 .00 hr Open 0 .0 356 .05 13.00 hr Open 0 .0 356.05 14.00 hr Open 0.0 356.05 15.00 hr Open 0 .0 356 .05 16.00 hr Open 0 .0 356 .05 17.00 hr Open · 0.0 356 .05 18.00 hr Open 0 .0 356.05 19.00 hr Open 0 .0 356 .05 20.00 hr Open 0 .0 356 .05 21.00 hr Open 0.0 356 .05 22 .00 hr Open 0 .0 356 .05 23.00 hr Open 0 .0 356.05 24.00 hr Open 0.0 356.05 Project Title : Castlegate 24 inch final c:lhaestadlwtrclccgcnmh .wcd Velocity From To Friction (fUs) Grade Grade Loss (ft) (ft) (ft) 1.10 476 .02 475.59 0.43 1.10 476.02 475 .59 0.43 1.10 476.02 475.59 0.43 1.10 476 .02 475.59 0.43 1.10 476.02 475 .59 0.43 1.10 476.02 475 .59 0.43 1.10 476.02 475 .59 0.43 1 .10 476 .02 475 .59 0.43 1.10 476.02 475.59 0.43 1 .10 476 .02 475 .59 0.43 1 .10 476 .02 475 .59 0.43 1.10 476 .02 475 .59 0.43 1.10 476 .02 475 .59 0.43 1.10 476 .02 475 .59 0.43 1.10 476.02 475 .59 0.43 1 .10 476 .02 475 .59 0.43 1.10 476 .02 475.59 0.4 3 1 .10 476 .02 475 .59 0.43 1.10 476 .02 475 .59 0.43 1.10 476.02 475 .59 0.43 1.10 476.02 475 .59 0.43 1.10 476 .02 475 .59 0.43 1.10 476.02 475 .59 0.43 1 .10 476 .02 475 .59 0.43 1.10 476 .02 475.59 0.43 Minor Loss (ft) 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .0 0 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 <none> 0.0 12 in PVC 150.0 0 .00 Total Headless Headless Grad ient (ft) 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 (fU1 OOOft) 0 .3 6 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0.36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0.36 0.36 0 .36 0 .3 6 0.36 0 .36 0 .3 6 0 .36 0.36 0.36 Project Engineer: William R. Cullen WaterCAD v1 .o [034] 10 /23/00 05:45 :21 PM © Haestad Methods , Inc. 37 Brookside Roa d Waterbury, CT 06708 USA (203) 755-1666 Page 10 Detailed Report for Pipe: P-13 Loading Summary Demand Scenario Default-Average Daily Calibration Summary D emand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status <none> 0 .0 J-10 J-13 No 985 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent Flow Velocity From To (mg/I) (gpm) (ft/s) Grade Grade 0 .00 hr 1.00 hr 2.00 hr 3.00 hr 4 .00 hr 5.00 hr 6.00 hr 7.00 hr 8 .00 hr Open Open Open Open Open Open Open Open Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0.0 18 .6 5 0 .0 18.65 0 .0 18.65 0.0 18 .65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18 .65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18 .65 0 .0 18.65 0 .0 18 .65 0.0 18 .65 0 .0 18.65 0.0 18.65 0 .0 18 .65 0 .0 18 .65 0 .0 18 .6 5 0 .0 18.6 5 0 .0 18.65 0.0 18 .65 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgc nmh .wcd (ft) (ft) 0.06 475.11 475 .10 0 .06 475.11 475.10 0.06 475.11 475.10 0 .06 475.11 475 .10 0.06 475.11 475.10 0 .06 475.11 475.10 0 .06 475.11 475 .10 0.06 475.11 475 .10 0 .06 475.11 475.10 0.06 475 .11 475.10 0 .06 475.11 475.10 0 .06 475.11 475.10 0.06 475 .11 475.10 0 .06 475 .1 1 475.10 0 .06 475.11 475 .10 0 .06 475 .11 475 .10 0 .06 475.11 475.10 0.06 475.11 475.10 0 .06 475.11 475 .10 0 .06 475.11 475 .10 0 .06 475.11 475.10 0 .06 475.1 1 475.10 0 .06 475.11 475.10 0 .06 475.11 475 .10 0.06 475.11 475 .10 Friction Loss (ft) 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0 .15e-2 <none> 0 .0 Minor Total Headloss Loss Headloss Gradient (ft) (ft) (fU1 OOOft) 0 .00 0 .15e-2 0.00 0 .15e-2 0.00 0 .15e-2 0.00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .1 5e-2 0.00 0 .15e-2 0 .00 0.15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .1 5e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0.00 0 .15e-2 0.00 0 .15e-2 0.00 0 .15e-2 0 .00 0 .15e-2 0 .00 0.15e-2 0.00 0 .15e-2 0 .00 0 .15e-2 0.00 0 .15e-2 0 .00 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 12 in PVC 150.0 0 .00 Project Engineer: Willia m R. Cullen WaterCAD v1 .0 (034] 10/2 3/00 05:45 :22 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 11 Detailed Report for Pipe: P -14 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initia l Condition Summary Status J-9 J-8 No 1,349 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150 .0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2.00 hr 3.00 hr 4.00 hr 5 .00 hr 6 .00 hr 7 .00 hr 8 .00 hr 9 .00 hr Open Open Open Open Open Open Open Open Open Open 10.00 hr Open 11.00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15. 00 hr Open 16.00 hr Open 17.00 hr Open 18.00hr Open 19.00 hr Open 20 .00 hr Open 21 .00 hr Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 450.40 0.0 450.40 0 .0 450.40 0.0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0.0 450.40 0.0 450.40 0 .0 450.40 0 .0 450.40 0.0 450.40 0 .0 450 .40 0 .0 450.40 0.0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0.0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 Project Title : Castlegate 24 inch final c:\haes ta d\wtrc\ccgcnmh.wcd Velocity (fVs) From To Grade Grade (ft) (ft) 1.3g 476 .02 475.27 1.3g 476.02 475.27 1.3g 476 .02 475.27 1.39 476.02 475.27 1.3g 476.02 475 .27 1.39 476.02 475.27 1.3g 476 .02 475 .27 1 .39 476 .02 475.27 1.3g 476.02 475 .27 1 .3g 476 .02 475 .27 1.39 476.02 475.27 1 .39 476 .02 475 .27 1.3g 476.02 475.27 1.3g 476.02 475 .27 1.39 476 .02 475 .27 1 .3g 476 .02 475.27 1.3 9 476.02 475.27 1.39 476 .02 475 .27 1.39 476.02 475.27 1.39 476.02 475 .27 1 .39 476 .02 475 .27 1.39 476.02 475 .27 1 .39 476 .02 475 .27 1.39 476 .02 475 .27 1.39 476 .02 475.27 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (fV1 OOOft) 0 .74 0 .00 0 .74 0 .00 0 .74 0.00 0.74 0 .00 0 .74 0.00 0.74 0 .00 0 .7 4 0 .00 0.74 0 .0 0 0.74 0.00 0 .74 0.00 0.74 0.00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0.74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .7 4 0 .74 0 .74 0 .7 4 0.74 0 .74 0 .74 0.74 0.55 0 .55 0 .55 0 .55 0 .55 0.55 0 .55 0 .55 0 .55 0 .55 0 .55 0 .5 5 0 .55 0 .55 0 .55 0 .55 0 .55 0 .55 0 .55 0 .55 0 .55 0 .5 5 0.55 0 .55 0 .55 10/23/00 05 :45 :22 PM © Haestad Methods , Inc. Project Engineer: William R. Cull en WaterCAD v1 .0 (034) 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 12 Detailed Report for Pipe: P-15 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness Geometric Summary From Node J-8 Diameter To Node J-13 Material Check Va lve No Roughness Length 1,391 .00 ft Minor Loss Initial Condition Su mmary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm ) 0 .0 0 hr Open 0 .0 199.50 1.00 hr Open 0.0 199.50 2 .00 hr Open 0 .0 199.50 3.00 hr Open 0 .0 199 .50 4 .00 hr Open 0.0 199.50 5.00 hr Open 0.0 199.50 6 .00 hr Open 0.0 199.50 7 .00 hr Open 0 .0 199.50 8.00 hr Open 0.0 199.50 9 .00 h r Open 0 .0 199.50 10.00 hr Open 0.0 199 .50 11.00 hr Open 0 .0 199.50 12 .0 0 hr Open 0 .0 199.50 13.00 hr Open 0 .0 199.50 14.00 hr Open 0 .0 199.50 15.00 hr Open 0.0 199.50 16.00 hr Open 0 .0 199.50 17.00 hr Open 0.0 199.50 18.00 hr Open 0 .0 199.50 19.00 hr Open 0.0 199.50 20.00 hr Open 0 .0 199.50 21 .00 hr Open 0 .0 199.50 22.00 hr Open 0 .0 199.50 23.00 hr Open 0 .0 199.50 24.00 hr Open 0 .0 199.50 Project Title : Castle9ate 24 inch final c:\haestad\wtrc\ccgc nmh .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0 .62 475.27 475.10 0 .17 0.62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0.62 475.27 475 .10 0 .17 0.62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0.62 475 .27 475 .10 0 .17 0 .62 475.27 475.10 0.17 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0.1 7 0 .62 475.27 475.10 0 .17 0 .62 475.27 475 .10 0 .17 0 .62 475 .2 7 475.10 0 .17 0 .62 475.27 475.1 0 0 .17 0 .62 475 .27 475.10 0.17 0 .62 475.27 475.10 0 .17 0 .62 475 .27 475.1 0 0 .17 0 .62 475.2 7 475.10 0 .17 0.62 475.27 475.10 0 .17 0 .62 475.27 475.10 0.17 0 .62 475.27 475.10 0 .17 0.62 475.27 475.10 0 .17 0 .62 475.27 475 .10 0 .17 0.62 475.27 475.10 0 .17 Minor Loss (ft) 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 <none> 0.0 12 in PVC 150.0 0.00 Total H eadloss Headloss Gradient (ft) 0 .17 0 .17 0 .17 0.17 0 .17 0 .17 0 .17 0.17 0 .17 0.17 0 .17 0.17 0 .17 0 .17 0 .17 0 .17 0 .17 0 .17 0 .17 0 .17 0 .17 0 .17 0 .1 7 0 .17 0 .17 (ft/1 OOOft) 0.12 0 .12 0.12 0 .12 0 .12 0 .12 0 .12 0 .12 0.12 0 .12 0 .12 0.12 0 .12 0.12 0 .12 0 .12 0 .12 0.12 0.12 0 .12 0 .12 0 .12 0 .12 0.12 0 .12 Project Engineer: William R. Cullen WaterCAD v1 .o [034] 10/23/00 0 5 :45 :23 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 13 Detailed Report for Pipe: P-16 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Sum mary From Node To Node Check Valve Length Initial Condition Su mm ary Status J-8 J-14 No 1,230.00 ft Open Diameter Material Rough ness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0.00 h r 1 .00 hr 2 .00 hr 3.00 hr 4.00 hr 5.00 hr Open Open Open Open Open Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13. 00 hr Open 14.00 hr Open 15.00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250.90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250.90 0 .0 250.90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0.0 250 .90 0 .0 250.90 0 .0 250.90 0 .0 250 .90 Project Title : Castlegate 24 inch final c :\haes tad\wtrc \ccg cnmh .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 0 .77 475.27 475 .04 0 .77 475 .27 475.04 0 .77 475.27 475 .04 0 .77 475 .27 475.04 0 .77 475 .27 475 .04 0 .77 475 .27 475 .04 0 .77 475.27 475.04 0 .77 475 .27 475 .04 0 .77 475 .27 475 .04 0 .77 475 .27 475 .04 0 .77 475 .27 475.04 0 .77 475 .27 475 .04 0 .77 475 .27 475.04 0.77 475 .27 475 .04 0 .77 475.27 475.04 0.77 475.27 475.04 0 .77 475.27 475 .04 0.77 475.27 475.04 0 .77 475 .27 475 .04 0 .77 475.27 475.04 0 .77 475.27 475.04 0 .77 475 .27 475 .04 0 .77 475.27 475.04 0 .77 475.27 475 .04 0 .77 475.27 475 .04 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0.23 0.00 0 .23 0.00 0 .23 0 .00 0.23 0 .00 0.23 0 .00 0 .23 0 .00 0 .23 0.00 0 .23 0 .00 0 .2 3 0.00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0.00 0 .23 0.00 0 .23 0 .00 0 .23 0 .00 0 .2 3 0.23 0 .23 0 .23 0 .23 0 .23 0 .2 3 0.23 0 .23 0 .2 3 0.23 0 .23 0 .23 0.2 3 0 .23 0 .23 0 .23 0.23 0 .23 0 .23 0.2 3 0 .23 0 .23 0 .23 0 .23 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0.19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .1 9 0 .19 0 .19 0 .19 0 .19 0 .19 0.1 9 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 Project Engineer: William R. Cullen WaterCA D v1 .o [034] 10123/00 05:4 5:23 PM © Haestad Methods, Inc. 37 Brookside R oad Waterbury, CT 06708 USA (203) 755-1666 Page 14 Detailed Report for Pipe: P-17 Loading Summary Demand Scenario Default-Average Daily Calibration Sum mary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initia l Condition Summary Status J-12 J-16 No 1,331 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0.00 Calculated Results Summary Time Status Constituent (mg ll ) Flow (gpm ) 0 .00 hr 1 .00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .0 0 hr Open Open Open Open Open Open Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12 .00 hr ·Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21.00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 266.95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266.95 0 .0 266 .95 0 .0 266 .95 0.0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266.95 0 .0 266 .95 0.0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266.95 Project Title : Castlega te 24 inch final c :lhaes tad lwtrclccgcnmh.wcd Velocity (fUs) From To Grade Grade (ft) (ft) 0 .82 475 .59 475 .31 0 .82 475.59 475.31 0 .82 475.59 475 .31 0 .82 475 .59 475 .31 0 .82 475.59 4 75 .31 0 .82 475 .59 475 .31 0 .82 475.59 475.31 0 .82 475.59 475 .31 0.82 475 .59 4 75 .31 0 .82 475.59 475 .31 0.82 475.59 475 .31 0 .82 475 .59 475 .31 0 .82 475.59 475.31 0 .82 475.59 475 .31 0.82 475.59 475 .31 0.82 475.59 475.31 0.82 475.59 475 .31 0 .82 475 .59 475 .31 0 .82 475.59 475 .31 0 .82 475 .59 475.31 0 .82 475.59 475 .31 0.82 475 .59 475.31 0 .82 475.59 475 .31 0 .82 475 .59 475 .31 0 .82 475 .59 475 .31 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .28 0.00 0 .28 0 .00 0 .28 0.00 0.2 8 0 .00 0 .28 0 .00 0 .28 0 .00 0.28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0.00 0 .28 0.00 0.28 0 .00 0.28 0 .28 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0 .28 0 .28 0 .21 0.21 0 .21 0 .21 0.21 0 .2 1 0 .2 1 0 .21 0 .21 0 .21 0.21 0 .21 0 .21 0 .21 0 .2 1 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 P roject Engineer: William R. Cu ll en WaterCAD v1 .o (0 34] 10/23/00 05 :45 :23 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755 -1666 Page 15 Det ailed Report for Pipe : P-18 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Valve Le ngth Initial Condition S ummary Status J-14 J-15 No 588 .00 ft Open Diameter Materia l Roughness Minor Loss C alculated R e su lts S u m ma ry Time Status Constituent (mg//) Flow (gpm) 0 .00 hr 1.00 hr 2.00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr 8 .00 hr Open Ope n Open Open Open Open Open Open Open 9.00 hr Open 10.00 hr Open 11.00 hr Open 12 .00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23 .00 hr Open 24.00 hr Open 0.0 72.90 0 .0 72 .90 0.0 72.90 0.0 72.90 0.0 72.90 0.0 72.90 0.0 72 .90 0 .0 72 .90 0.0 72.90 0 .0 72 .90 0 .0 72.90 0.0 72.90 0 .0 72 .90 0 .0 72.90 0.0 72 .90 0.0 72 .90 0 .0 72 .90 0 .0 72.90 0 .0 72 .90 0 .0 72.90 0 .0 72 .90 0 .0 72 .90 0 .0 72.90 0 .0 72.90 0 .0 72.90 Project Title : Castlegate 24 inch final c:\h aestad\wtrc\ccgc nmh .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 0 .23 475 .04 475 .03 0 .23 475 .04 475 .03 0 .23 475 .04 475 .03 0 .23 475 .04 475 .03 0 .23 475.04 475 .03 0 .23 475.04 475 .03 0.23 475 .04 475 .03 0.23 475 .04 475.03 0.23 475.04 475 .03 0 .23 475 .04 475 .03 0 .23 475 .04 475 .03 0 .23 475 .04 475 .03 0 .23 475 .04 475 .03 0.23 475.04 475 .03 0 .23 475 .04 475 .03 0 .23 475 .04 475 .03 0 .23 475 .04 475 .03 0.23 475.04 475.03 0 .23 475.04 475 .03 0 .23 475 .04 475 .03 0.23 475 .04 475.03 0.23 475.04 475 .03 0 .23 475 .04 475 .03 0 .23 475 .0 4 475 .03 0 .23 475.04 475 .03 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .01 0.01 0 .01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .00 0 .01 0.00 0 .0 1 0 .00 0 .01 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .00 0.01 0.00 0.01 0 .00 0 .01 0 .00 0.01 0 .01 0 .01 0.01 0 .01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 0.02 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 12 in PVC 150.0 0 .0 0 Project Eng ine er: William R. Cullen WaterCAD v 1 .0 (034) 10/23/00 05:45 :24 PM © Haestad Methods , Inc . 37 Brookside Road Wa terbury , CT 06 708 USA (203) 755-1666 Page 16 Detailed Report for Pipe: P-19 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-15 J-16 No 1,335 .00 ft Open Diameter Materia l Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr Open 1 .00 hr Open 2.00 hr Open 3 .00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15. 00 hr Open 16.00 hr Open 17.00hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22 .00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 -266 .95 0 .0 -266.95 0.0 -266 .95 0 .0 -266 .95 0 .0 -266.95 0 .0 -266 .95 0 .0 -266.95 0.0 -266 .95 0 .0 -266 .95 0 .0 -266.95 0.0 -266 .95 0 .0 -266 .95 0 .0 -266.95 0 .0 -266.95 0 .0 -266.95 0 .0 -266 .95 0 .0 -266 .95 0 .0 -266.95 0 .0 -266.95 0 .0 -266 .95 0 .0 -266 .95 0.0 -266 .95 0 .0 -266 .95 0 .0 -266.95 0 .0 -266 .95 Project Title: Castlegate 24 inch final c :\hae stad\wtrclccgc nmh .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 0.82 475.03 475 .31 0 .82 475.03 475 .31 0.82 475 .03 475.31 0 .82 475.03 475 .31 0 .82 475 .03 475 .31 0 .82 475 .03 475 .31 0.82 475.0 3 475 .31 0 .82 475.03 475 .31 0 .82 475.03 475.31 0 .82 475.03 475 .31 0 .82 475.03 475 .31 0 .82 475.03 475.31 0 .82 475.03 475 .31 0 .82 475.03 475.31 0 .82 475.03 475 .31 0.82 475 03 475.31 0.82 475 .03 475.31 0.82 475.03 475.31 0 .82 475.03 475.31 0 .82 475 .03 475.31 0.82 475 .03 475 .31 0 .82 475 .03 475.31 0 .82 475.03 475 .31 0 .82 475.03 475 .31 0 .82 475 .03 475.31 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .28 0.00 0 .28 0.00 0 .28 0.00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0.00 0 .28 0.00 0 .28 0 .00 0 .28 0 .00 0 .28 0.00 0.28 0.00 0 .28 0 .00 0.28 0 .00 0 .28 0 .00 0.28 0.00 0 .28 0 .00 0.28 0.00 0 .28 0.00 0.28 0 .00 0 .28 0.00 0.28 0 .00 0 .28 0.00 0 .28 0 .00 0.28 0.00 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0.28 0.28 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0 .28 0 .21 0 .21 0.21 0.21 0 .21 0.21 0 .21 0.21 0.21 0.21 0 .21 0.2 1 0 .21 0.21 0.21 0 .21 0.21 0.21 0.21 0 .21 0.21 0 .21 0 .21 0 .21 0 .21 P roject Engineer: William R. Cullen WaterCAD v1 .0 (0 34) 10/23/00 05 :45 :24 PM © Haestad Methods , Inc . 37 Brookside Road Wate rbury , CT 06 708 USA (203) 755-1666 Page 17 Detailed Report for P i pe : P -20 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Va lve Length Initial Condition summary Status J-17 J-18 No 2 ,482 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150 .0 0 .00 Calculated R es ul ts Summa ry Time Status Constituent (mg/I) F low (gpm) 0.00 hr 1 .00 hr 2.00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr 8 .00 hr 9 .00 hr Open Open Open Open Open Open Open Open Open Open 10 .00 hr Open 11 .00 hr Open 12.00 hr Open 13 .00 hr Open 14.00 hr Open 15.00 hr Open 16 .00 hr Open 17.00hr Open 18 .00 hr Open 19.00hr Open 20 .00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0.0 218.14 0 .0 218 .14 0 .0 218 .14 0 .0 218.14 0 .0 218.14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0.0 218 .14 0.0 218 .14 0.0 218.14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0.0 218.14 0 .0 2°18 .14 0 .0 218 .14 0 .0 218 .14 Project Title : Castle9ate 24 inch final c:\haestad\wtrc\ccgcnmh .wcd Velocity (fUs) From To Grade Grade (ft) (ft) 0 .67 475.04 474.68 0 .67 475 .04 474 .68 0 .67 475 .04 474.68 0 .67 475 .04 474 .68 0.67 475.04 474 .68 0 .67 475 .04 474.68 0 .67 475 .04 474.68 0 .67 475 .04 474 .68 0.67 475 .04 474 .68 0 .67 475.04 474 .68 0 .67 475.04 474.68 0 .67 475 .04 474.68 0 .67 475.04 474 .68 0 .67 475 .04 474.68 0.67 475.04 474.68 0.67 475.04 474 .68 0 .67 475 .04 474 .68 0 .67 475 .04 474 .68 0 .67 475 .04 474.68 0.67 475 .04 474.68 0 .67 475.04 474 .68 0 .67 475 .04 474 .68 0 .67 475 .04 474.68 0.67 475.04 474.68 0.67 475.04 474 .68 10/23/00 05 :45 :24 PM © Haestad Methods , Inc . 37 Brookside Road Friction Loss (ft) Minor Total Headloss Loss Headless Gradient (ft) (ft) (fU1 OOOft ) 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0.00 0 .36 0.00 0 .36 0 .00 0.36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0.00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0.36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0.36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0.36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .36 0.36 0.36 0 .36 0 .36 0 .36 0 .36 0 .36 0.36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0.36 0 .36 0 .36 0.36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .14 0.14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0.14 0 .14 0 .14 0 .14 0 .14 0 .14 0.14 0 .14 0 .14 0 .14 Project Engineer: William R . C ullen WaterCAD v1 .0 [034] Waterbury, CT 06708 USA (203) 755-1666 Page 18 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Detailed Report for Pipe: P-21 Default-Average Daily <no ne> 0 .0 J-15 J-19 No 1,162.00 ft Open Roughness Diameter Material Roug hn ess Minor Loss Calculated Results Summary <none> 0 .0 12 in PVC 150.0 0 .00 Time Status Constituent (mg/I) Flow (gpm) V elocity (ft/s) From To Grade Grade Friction Loss (ft) Minor Total Headless Loss Headless Gradient 0 .00 hr 1.00 hr 2.00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr Open Ope n Open Open Open Open Open Open 8 .00 hr Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14.00 hr Open 15.00hr Open 16.00 hr Open 17.00hr Open 18 .00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 339.86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339.86 0 .0 339.86 0.0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0.0 339.86 0 .0 339.86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0.0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 Project Title : Castlega te 24 inch fina l c :\hae stad\wtrc\ccgc nmh .wcd (ft) (ft) 1.05 475.03 474 .65 1.05 475 .03 474 .65 1 .05 475.03 474.65 1.05 475.03 474.65 1.05 475.03 474.65 1.05 4 75 .03 474.65 1.05 475.03 474.65 1.05 475.03 474 .65 1.05 475.03 474.65 1.05 475.03 474 .65 1.05 475 .03 474.65 1.05 475.03 474 .65 1.05 475.03 474.65 1.05 475.03 474 .65 1.05 475.03 474.65 1.05 475.03 474.65 1.05 475.03 474 .65 1.05 475.03 474.65 1.05 475.03 474.65 1.0 5 475 .03 474.65 1.05 475.03 474 .65 1.05 475.03 474.65 1.05 475.03 474 .65 1.05 475 .03 474.65 1.05 475.03 474.65 {ft) (ft) (ft/1 OOOft) 0 .38 0 .00 0 .38 0.00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0.00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0.00 0 .38 0.00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0.38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0.38 0 .38 0.38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0.38 0 .38 0 .38 0 .38 0 .3 8 0 .38 0 .3 8 0 .38 0 .38 0 .3 8 0 .38 0 .38 0 .33 0 .33 0 .3 3 0 .33 0 .33 0.33 0 .33 0 .33 0.33 0 .33 0 .33 0 .33 0.33 0 .33 0 .33 0 .33 0 .3 3 0 .33 0 .33 0 .33 0 .33 0 .33 0.33 0.33 0 .33 10/23/00 05:45 :25 PM © Haestad Methods , Inc. 37 Brookside Roa d Wa terbury, CT 06708 USA Project Engineer: William R. C ullen WaterCAD V1 .0 [034] (203 ) 7 55-1666 Page 19 Detailed Report for Pipe : P-22 Loading Summary Demand Scena ri o Default-Average Daily Ca libration Sum m ary De m a nd <no ne> 0 .0 Roug h ness <none> 0 .0 Geometric Su mmary F rom Node T o Node Check Valve Le ngth In itia l Condition S ummary Status J-18 J-19 No 2,202.00 ft Open Diamete r Material Roug hn ess Minor Loss Calculated Results Summary T ime Status Constituent (mg/I) F low (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3.00 hr 4 .00 hr 5 .00 hr 6.00 hr 7.00 hr Ope n Open Open Ope n Open Open Open Ope n 8 .00 h r Open 9 .0 0 hr Ope n 10 .00 hr Open 11.00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17 .00h r Open 18.00 hr Open 19.00 hr Open 20 .0 0 hr Open 21 .00 h r Open 22 .00 h r Open 23 .00 hr Open 24 .00 hr Open 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58.14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 Project Tit le : Castlegate 24 inch fi nal c:\haestad\wtrc\ccgcnmh .wcd V e locity (ft/s) From To G rade Grade (f t) (ft) 0.18 474 .68 474.65 0.18 474.68 474 .65 0 .18 474 .68 474 .65 0 .1 8 474 .68 474.65 0 .18 474 .68 474 .65 0 .18 474 .68 474 .65 0 .18 474.68 474.65 0 .18 474 .68 474 .65 0 .18 474 .68 474.65 0 .18 474 .68 474 .65 0 .18 474 .68 474.65 0 .18 474 .68 474.65 0 .18 474 .68 474 .65 0 .1 8 474.68 474 .65 0 .18 474 .68 474.65 0 .18 474.68 474 .65 0 .18 474.68 474 .65 0 .18 474 .68 474 .65 0 .18 474 .68 474.65 0 .18· 474.68 474 .65 0 .18 474.68 474 .65 0 .18 474.68 4 74 .65 0 .18 474 .68 474 .65 0 .18 474 .68 474.65 0 .18 474 .68 474.65 Friction L oss (ft) Mi nor Total Headloss Loss Headloss Gradient (ft) (ft ) (ft/1 OOOft) 0.03 0 .00 0 .0 3 0 .00 0 .0 3 0.00 0 .0 3 0.00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0.00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 0 .03 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .0 1 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0 .0 1 12 in PVC 150.0 0 .00 Project Engineer: William R. C ullen WaterCAD v1 .0 [034] 10/23/00 05:45:25 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 US A (20 3) 755-1666 Page 20 Detailed Report for Pipe: P-23 Load ing Summary Demand Scenario Default-Average Daily Ca libration Summary Demand <none> 0 .0 Rough ness <none> 0 .0 Geometric Summ ary From Node To Node Check Valve Length Ini ti al Condition S um mary Status J -18 J-20 No 669.00 ft Open Diameter Material Roug h ness Minor Loss C a lculated Results Summary T ime Status Constituent (mg/I) Flow (gpm) 0 .00 hr Open 1 .0 0 hr Open 2 .00 hr Open 3 .0 0 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.0 0 h r Ope n 14 .00 hr Open 15 .00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 hr Open 19 .00 hr Open 20 .00 hr Open 2 1.00 hr Open 22.00 hr Open 23 .00 hr Open 24 .00 h r Open 0 .0 45.00 0 .0 45.00 0 .0 45.00 0 .0 45.00 0.0 45 .00 0 .0 45.00 0 .0 45 .00 0.0 45 .00 0 .0 45.00 0 .0 45.00 0 .0 45 .00 0 .0 45 .00 0 .0 45.00 0 .0 4 5 .00 0.0 45.00 0 .0 45.00 0 .0 45 .00 0 .0 45.00 0 .0 45.00 0.0 45 .00 0 .0 45 .00 0 .0 45.00 0 .0 45.00 0 .0 45 .00 0 .0 45 .00 Project Ti tl e: Castlega te 24 inch fin al c:\haesta d\wtrc\ccgc nmh .wcd Velocity (ft/s ) From To Grade Grade (ft) (ft) 0 .14 474.68 474 .68 0 .14 474 .68 474.68 0.14 474.68 474.68 0 .14 474.68 474.68 0 .14 474 .68 474.68 0 .14 474.68 474 .68 0 .14 474 .68 474.68 0 .14 474.68 474 .68 0 .14 474 .68 474 .68 0 .14 474.68 474.68 0 .14 474 .68 474 .68 0 .14 474.68 474.68 0 .14 474 .68 474 .68 0 .14 474 .68 474.68 0 .14 474 .68 474.68 0 .14 474 .68 474.68 0 .14 474 .68 474 .68 0 .14 474.68 474.68 0.14 474.68 474.68 0.14 474.68 474.68 0.14 474.68 474 .6 8 0 .14 474 .68 474 .68 0 .14 474 .68 474.68 0 .14 474.68 474.68 0 .14 474 .68 474.68 Friction Loss (ft) Minor Total Head loss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .01 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .0 1 0 .00 0 .01 0 .00 0.01 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0.01 0 .00 0 .01 0 .00 0.01 0 .00 0 .0 1 0 .00 0 .0 1 0.00 0.01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .01 0.01 0 .01 0.01 0 .0 1 0 .01 0 .0 1 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .0 1 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.0 1 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .0 1 0 .0 1 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.0 1 0 .01 0 .0 1 0 .0 1 0 .0 1 0 .01 0 .01 0 .0 1 0 .01 12 in PVC 150.0 0 .00 P roj ect Engi nee r : William R. C ull en W aterCAD v1 .o [034] 10/23/00 05:45 :25 PM © Haestad Methods, Inc. 37 Bro okside Roa d W aterbury, CT 06708 USA (203) 755-1666 Page 2 1 Detailed Report for Pipe: P-24 Loading Summary Demand Scenario Default-Average Daily Ca lib ration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status R-2 J-1 No 50.00 ft Open Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2.00 hr 3.00 hr 4 .00 hr 5.00 hr 6 .00 hr 7 .00 hr Open Open Ope n Open Open Open Open Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12.00hr Open 13.00 hr Open 14.00 hr Open 15.00hr Open 16.00 hr Open 17.00hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21.00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 -15 ,071.60 0 .0 -15,071 .60 0 .0 -15,071 .60 0.0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071.60 0.0 -15 ,071 .60 0.0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071.60 0.0 -15,071 .60 0.0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071.60 0 .0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15,071.60 0 .0 -15 ,071 .60 0 .0 -15 ,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071 .60 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgc nmh .wcd Velocity (fVs) From To Grade Grade (ft) (ft) 11 .64 458 .00 458.81 11 .64 458.00 458.81 11.64 458 .00 458.81 11 .6 4 458.00 458 .81 11.64 458.00 458.81 11 .64 458 .00 458.81 11 .64 458 .00 458.81 11.64 458.00 458 .81 11 .64 458 .00 458 .81 11 .64 458 .00 458.81 11.64 458 .00 458 .81 11.64 458 .00 458.81 11 .64 458 .00 458.81 11 .64 458 .00 458.81 11.64 458.00 458.81 11 .64 458 .00 458.81 11.64 458.00 458.81 11.64 458 .00 458.81 11 .64 458.00 458.81 11.64 458 .00 458 .81 11 .64 458 .00 458.81 11 .64 458 .00 458.81 11 .64 458 .00 458.81 11 .64 458.00 458.81 11.64 458.00 458.81 <none> 0 .0 23 in Ductile Iron 130.0 0 .00 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .81 0 .81 0 .81 0 .8 1 0 .81 0 .81 0.81 0 .81 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0.00 0 .81 0 .00 0 .81 0 .00 0.81 0.00 0 .81 0.00 0 .81 0 .00 0 .81 0 .00 0 .81 0 .00 0 .81 0 .00 0 .81 0 .00 0.81 0 .00 0 .81 0.00 0 .81 0.00 0 .81 0 .00 0 .81 0 .00 0 .81 0 .00 0 .81 0 .00 0 .81 0 .00 0 .81 0.81 0 .81 0 .81 0.81 0 .81 0 .81 0 .81 0 .81 0 .81 0 .81 0 .81 0.81 0 .81 0 .81 0 .81 0 .81 0 .81 0 .81 0.81 0 .81 0 .81 0 .81 0 .81 0 .81 16 .23 16.23 16 .23 16.23 16.23 16.23 16 .23 16.23 16.23 16.23 16.23 16.23 16.23 16 .23 16.23 16.23 16 .23 16.23 16.23 16.23 16.23 16.23 16.23 16 .23 16 .23 10/23/00 05 :45 :25 PM © Haestad Methods , Inc. Project Engineer: William R. Cullen WaterCAD v1 .o (034] 37 Brooks ide Road Waterbury, CT 06708 USA (203) 755-1666 Page 22 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initia l Conditio n Summary Status Detailed Report for Pipe: P-25 Default-Average Daily <none> 0 .0 J-13 J-17 No 458 .0 0 ft Open Roughness Diameter Material Roughness M inor Loss Calculated Results Summary <none> 0 .0 12 in PVC 150.0 0 .00 Time Status Constituent (mg/I) Flow (gpm ) Velocity (fVs) From To Grade Grade Fri c tion Loss (ft} Minor Total Headloss Loss Headloss Grad ient 0 .00 hr Open 1.00 hr Open 2.00 hr Ope n 3 .00 hr Open 4 .00 hr Ope n 5 .00 hr Open 6.00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00hr Ope n 13 .00 hr Open 14 .00 hr Open 15.00 h r Open 16.00 hr Open 17 .00hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21.00 hr Open 22 .00 hr Open 23 .00 hr Open 24.00 hr Open 0 .0 218 .14 0 .0 218 .14 0.0 218 .14 0 .0 218 .14 0 .0 218 .14 0.0 218 .14 0 .0 218 .14 0.0 218.14 0 .0 218 .14 0.0 21 8 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218.14 0.0 218 .14 0 .0 218.14 0 .0 218.14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218.14 0 .0 218 .14 Project Tit le : Castlega te 24 Inch final c:lhaestad lwtrclccgcn mh .wcd (ft) (ft) 0 .67 475.10 47 5.04 0 .67 475.10 475 .04 0 .67 475.10 475 .04 0 .67 475 .10 475.04 0.67 475.10 475 .04 0 .67 475.10 475 .04 0 .67 475 .10 475 .04 0 .67 475.10 475 .04 0 .67 475.10 475 .04 0 .67 475.10 475.04 0 .67 475 .10 47 5 .04 0 .67 475.10 475.04 0 .67 475.10 475 .04 0 .67 475.10 475.04 0 .67 475 .10 475.04 0.67 475 .10 475 .04 0 .67 475.10 4 75 .04 0 .67 475 .10 475 .04 0 .67 475 .10 475.04 0.67 475.10 475 .04 0 .67 475.10 475 .04 0 .67 475.10 475.04 0 .67 475 .10 475 .04 0 .67 475 .10 475 .04 0 .67 475.10 475.04 (ft} (ft ) (fV1 OOOft) 0 .07 0 .00 0 .07 0 .00 0 .07 0 .00 0.07 0 .00 0 .07 0 .00 0 .07 0.00 0 .07 0 .00 0 .07 0 .00 0 .07 0 .00 0 .0 7 0 .00 0.07 0 .00 0 .0 7 0 .00 0 .07 0 .00 0 .07 0 .00 0 .07 0 .00 0 .07 0 .00 0 .07 0.00 0.07 0 .00 0 .0 7 0 .00 0 .07 0 .00 0 .07 0 .00 0 .07 0 .00 0.07 0 .00 0 .07 0 .00 0 .07 0.00 0 .07 0 .07 0.07 0 .07 0 .07 0 .07 0 .07 0.07 0 .0 7 0 .07 0 .0 7 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .0 7 0 .07 0 .07 0 .0 7 0 .07 0 .07 0.07 0 .07 0 .14 0 .14 0 .14 0.14 0.14 0 .14 0 .14 0 .14 0.14 0.14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .1 4 0 .14 0 .14 0 .14 0.14 0 .14 0 .14 0 .14 0 .14 10/23/00 05 :45 :26 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Enginee r : William R. C ullen WaterCAD v1 .0 [0 34] (203 ) 755-1666 Page 23 De tailed Report for P ipe : P-3 0 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-22 Diameter 23 in To Node R-1 Material Ductile Iron Check Valve No Roughness 130.0 Length 65.00 ft Minor Loss 0 .00 Initial Condition Summary Status Open Calcu lated Res ul ts Summa ry Time Status Constituent Flow Velocity From To Friction Minor Total Headloss (mg/I) (gpm) (fUs) Grade Grade Loss Loss Headloss Gradient 0.00 hr Open 0 .0 1.00 hr Open 0 .0 2.00 hr Open 0 .0 3.00 hr Open 0 .0 4.00 hr Open 0 .0 5.00 hr Open 0 .0 6 .00 hr Open 0 .0 7 .00 hr Open 0.0 8 .00 hr Open 0 .0 9 .00 hr Open 0.0 10.00 hr Open 0 .0 11.00 hr Open 0 .0 12.00 hr Open 0.0 13.00 hr Open 0.0 14 .00 hr Open 0 .0 15.00 hr Open 0 .0 16.00hr Open 0 .0 17 .00hr Open 0 .0 18.00hr Open 0 .0 19.00hr Open 0 .0 20.00 hr Open 0 .0 21.00 hr Open 0 .0 22 .00 hr Open 0 .0 23 .00 hr Open 0 .0 24.00 hr Open 0 .0 Project Title : Castlegate 24 Inch final c:lhaestadlwtrclccgcnmh .wcd -3,214 .59 2.48 -3,214.59 2.48 -3,214 .59 2.48 -3,214.59 2.48 -3 ,214.59 2.48 -3 ,214.59 2.48 -3,214 .59 2.48 -3,214.59 2.48 -3,214 .59 2.48 -3,214 .59 2.48 -3,214 .59 2.48 -3,214.59 2.48 -3 ,214.59 2.48 -3 ,214.59 2.48 -3,214 .59 2.48 -3,214 .59 2.48 -3,214 .59 2.48 -3,214.59 2.48 -3,214 .59 2.48 -3 ,214.59 2.48 -3 ,214.59 2.48 -3,214 .59 2.48 -3,214 .59 2.48 -3,214.59 2.48 -3,214 .59 2.48 (ft) (ft) (ft) (ft) {ft) 508.44 508.50 0 .06 0 .00 0 .06 508.44 508 .50 0 .06 0.00 0 .06 508 .44 508.50 0 .06 0.00 0 .06 508.44 508 .50 0 .06 0 .00 0 .06 508.44 508.50 0 .06 0 .00 0 .06 508.44 508.50 0.06 0 .00 0 .06 508.44 508 .50 0 .06 0 .00 0.06 508.44 508.50 0 .06 0.00 0 .06 508.44 508.50 0.06 0.00 0 .06 508.44 508.50 0 .06 0 .00 0 .06 508.44 508.50 0 .06 0 .00 0.06 508.44 508 .50 0 .06 0 .00 0.06 508.44 508 .50 0 .06 0 .00 0 .06 508.44 508.50 0.06 0 .00 0 .06 508.44 508 .50 0.06 0.00 0 .06 508.44 508.50 0 .06 0.00 0 .06 508.44 508.50 0 .06 0 .00 0 .06 508.44 508 .50 0 .06 0.00 0.06 508.44 508.50 0.06 0.00 0.06 508.44 508.50 0 .06 0 .00 0 .06 508.44 508.50 0.06 0.00 0.06 508.44 508.50 0 .06 0.00 0.06 508.44 508.50 0 .06 0.00 0 .06 508.44 508 .50 0 .06 0 .00 0 .06 508.44 508.50 0 .06 0 .00 0 .06 10/23/00 05 :45 :27 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA -------------------- - - (ft/1 OOOft) 0 .93 0 .93 0.93 0 .93 0.93 0 .93 0.93 0 .93 0 .93 0.93 0.93 0 .93 0.93 0.93 0 .93 0 .93 0 .93 0 .93 0 .93 0.93 0.93 0.93 0 .93 0 .93 0.93 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] (203) 755-1666 Page 25 SCENARI02A Node Elevatio n Demand Demand Labe l (ft) Type (g p m) J-1 27 6 .00 Demand 0 .00 J -2 272.00 Demand 0 .00 J-3 270 .00 Demand 2,5 19 .00 J-4 272 .00 Demand 174.00 J-5 300.00 Demand 120 .00 J-6 322 .00 Demand 0 .00 J-8 300.00 D emand 0 .00 J-9 301 .00 D emand 0 .00 J-10 288.00 D emand 34 .10 J-11 287 .0 0 D emand 126.00 J-12 320 .00 Demand 29.70 J-13 2 93 .00 Demand 0 .00 J-14 329 .00 De m a nd 59 .50 J-15 320.00 De m and 0 .00 J-16 332 .00 De mand 0 .0 0 J-17 300 .00 De m and 0 .0 0 J-18 310 .00 D emand 38 .30 J-19 336 .00 D emand 133.00 J-20 3 11 .00 Demand 15 .00 J-22 3 26 .00 Demand 0 .00 Project Title : Castlegate 24 inch fi nal c :\haest ad\wtrc\cgcff3 .w cd Extended Period Analysis: 0.0 hr I 24 .0 hr Junction Report Demand Ca lcula ted Hydraulic P ressure Pattern Demand Grade (ps i) (gpm ) (ft) F ixed 0 .0 0 442.58 7 2 .03 F ixed 0 .00 450 .59 7 7 .23 Fixed 2 ,519 .00 450.1 3 7 7 .90 F ixe d 174 .00 457.54 80 .23 F ixed 120.0 0 473 .08 7 4 .8 5 F ixed 0 .00 479.66 68.18 F ixed 0 .00 478.0 1 7 6.98 F ixed 0 .00 478.1 1 7 6 .59 Fi xed 34 .10 477.99 82 .16 Fi xed 126 .0 0 478.00 82 .59 F ixed 29 .70 478.05 68 .35 Fi xed 0 .00 477.99 79 .99 Fixed 59 .50 477.98 64.42 Fi xed 0 .00 477.98 68.31 Fixed 0.00 478.0 1 6 3 .14 Fi xed 0 .00 477 .98 7 6.96 Fi xed 38 .30 477.93 72 .62 Fi xed 133.00 477 .93 6 1.37 Fi xed 15.00 477.93 72 .19 Fixed 0 .00 492.56 72.03 Project Enginee r: W illiam R. C ullen WaterCAD v1 .0 [0 34] 10/2 6/00 02 :01 :29 PM © Haestad Methods , In c . 37 Brookside Road W aterbury, CT 06708 USA (20 3) 755-1666 Page 1 of 1 SCENARIO 2B Node Elevation Demand Demand Label (ft) Type (gpm) J-1 276 .00 Demand 0 .00 J-2 272 .00 D emand 0 .00 J-3 270 .00 D emand 19 .00 J-4 272 .00 Demand 2 ,674.00 J-5 300 .00 Demand 120.00 J-6 322 .00 Demand 0 .00 J-8 300 .00 Demand 0 .00 J-9 301 .00 Demand 0 .00 J-10 288 .00 Demand 34.10 J-11 287.00 Demand 126 .00 J-12 320 .00 Demand 29 .70 J-13 293 .00 Demand 0 .00 J -14 329 .00 Demand 59 .50 J-15 320.00 Demand 0 .00 J-16 332.00 Demand 0 .00 J-17 300 .00 Demand 0 .00 J-18 310 .00 Demand 38 .30 J-19 336 .00 Demand 133.00 J -20 311 .00 Demand 15.00 J-22 326 .00 Demand 0 .00 Project Tit le : Cast lega te 24 inch f ina l c :lhaestadlwtrclcgcff4 .wcd Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Demand Calculated Hydrau lic Pressure Pattern Demand Grade (psi) (gpm) {ft} Fixed 0.00 442.60 72.04 Fixed 0 .00 450 .83 77.33 Fixed 19 .00 450 .60 78 .10 Fixed 2 ,674.00 449.90 76.93 Fixed 120.00 469.19 73.16 Fixed 0 .00 477 .25 67.14 Fixed 0 .00 475 .61 75.94 Fixed 0 .00 475 .70 75 .55 Fixed 34.10 475 .59 81 .12 Fixed 126.00 475.60 81 .55 Fixed 29 .70 475.65 67 .31 Fixed 0 .00 475.59 78 .96 Fixed 59 .50 475.58 63.38 Fixed 0 .00 475.58 67 .28 F ixed 0 .00 475 .61 62.10 Fixed 0 .00 475 .58 75 .93 Fixed 38 .30 475.53 71 .58 Fixed 133.00 475.53 60.34 Fixed 15.00 475 .53 71 .15 Fixed 0 .00 492.56 72 .02 Project Enginee r: William R. C u llen WaterCAD v1 .0 [034] 10/26/00 02 :02 :07 PM © Haestad Methods , Inc . 37 Brooks ide Road W aterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 SCENARI02C Node Elevatio n Demand Demand Label (ft) Type (gp m ) J-1 276.00 Demand 0.00 J-2 272 .00 Demand 0 .00 J-3 270 .00 Demand 19.00 J-4 272 .00 Demand 174.00 J-5 300 .00 Demand 2 ,620 .00 J-6 322 .00 Demand 0.00 J-8 300 .00 Demand 0 .00 J-9 301 .00 Demand 0 .00 J-10 288 .00 Demand 34 .10 J-11 287.00 Demand 126.00 J-12 320 .00 Demand 29.70 J-13 293 .00 Demand 0 .00 J -14 329 .00 Demand 59 .50 J-15 320 .00 Demand 0 .00 J-16 332 .00 Demand 0 .00 J-17 300 .00 Demand 0 .00 J-18 310 .00 Demand 38 .30 J-19 336 .00 Demand 133.00 J-20 311 .00 Demand 15 .00 J-22 326 .00 Demand 0.00 Project Ti tl e : Castlega te 24 inch final c :\haestad\wtrc\cgcff5 .wcd Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Demand Ca lcu lated Hydra ulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 442 .66 72 .07 Fixed 0 .00 451 .64 77 .68 F ixed 19 .00 451 .74 78.59 F ixed 174 .00 452 .07 77 .87 Fixed 2 ,62 0 .00 453.37 66.32 Fixed 0.00 467.60 62 .96 Fixed 0 .00 465.95 71 .76 Fixed 0 .00 466 .05 71 .37 F ixed 34 .10 465.93 76 .94 Fixed 126 .00 465 .94 77.38 Fixed 29 .70 465 .99 63 .13 F ixed 0 .00 465.93 74 .78 Fixed 59 .50 465.92 59 .21 Fixed 0.00 465.92 63.10 Fixed 0 .00 465.95 57.93 Fixed 0 .00 465.92 71 .75 Fixed 38.30 465.87 67.40 Fixed 133 .00 465.87 56 .16 Fixed 15.00 465 .87 66.97 Fixed 0 .00 492 .53 72 .01 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/26/00 02:02:47 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 SCENARI02D Node Elevation Demand Demand Label (ft) Type (gpm) J-1 276.00 Demand 0.00 J-2 272.00 Demand 0 .00 J-3 270 .00 Demand 19 .00 J-4 272 .00 Demand 174.00 J-5 300 .00 Demand 120 .00 J-6 322 .00 Demand 0 .00 J-8 300.00 Demand 0 .00 J-9 301 .00 Demand 0 .00 J-10 288 .00 Demand 34 .10 J-11 287 .00 Demand 126 .00 J-12 320 .00 Demand 2 ,530 .00 J-13 293 .00 Demand 0 .00 J-14 329 .00 Demand 59 .50 J-15 320 .00 Demand 0 .00 J-16 332 .00 Demand 0 .00 J -17 300 .00 Demand 0 .00 J-18 310.00 Demand 38 .30 J-19 336 .00 Demand 133.00 J-20 311 .00 Demand 15.00 J-22 326 .00 Demand 0 .00 Project Tille : Casllegale 24 inch final c :\haestad\wtrc\cgcff12.wcd Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 442.70 72 .09 Fixed 0 .00 452.13 77 .90 Fixed 19.00 452.64 78.98 Fixed 174.00 454.41 78.88 Fixed 120.00 458.88 68.70 Fixed 0 .00 460.97 60 .10 Fixed 0 .00 406.37 46.00 Fixed 0 .00 408.09 46.31 Fixed 34 .10 406.67 51 .32 Fixed 126.00 407.27 52 .01 Fixed 2 ,530 .00 400 .16 34 .66 Fixed 0.00 406.36 49 .02 Fixed 59 .50 404 .96 32.85 Fixed 0.00 404.40 36 .50 Fixed 0 .00 402.27 30 .39 Fixed 0 .00 406.17 45 .91 Fixed 38 .30 405.19 41.16 Fixed 133.00 404.53 29.63 Fixed 15.00 405 .19 40 .7 3 Fixed 0.00 492.51 72 .00 Project Engineer: William R . Cullen WaterCAD v1 .o [034) 10122100 10:40:13 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Detailed Report for Pipe: P-1 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-1 Diameter To Node J-2 Material Check Valve No Roughness Length 589 .00 ft Minor Loss Initia l Condition Su mmary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 -14,961 .04 1.00 hr Open 0 .0 -14,961 .04 2 .00 hr Open 0 .0 -14,961 .04 3.00 hr Open 0 .0 -14,961.04 4.00 hr Open 0 .0 -14,961 .0 4 5 .00 hr Open 0 .0 -14,961 .04 6 .00 hr Open 0.0 -14 ,961 .04 7 .00 hr Open 0 .0 -14,961 .04 8 .00 hr Open 0 .0 -14,961 .04 9.00 hr Open 0 .0 -'14,961.04 10.00 hr Open 0 .0 -14,961 .04 11 .00 hr Open 0.0 -14,961 .04 12.00 hr Open 0 .0 -14,961 .04 13.00 hr Open 0 .0 -14,961 .04 14.00 hr Open 0 .0 -14,961 .04 15.00 hr Open 0 .0 -14,961 .04 16 .00 hr Open 0 .0 -14,961 .04 17.00hr Open 0 .0 -14,961.04 18 .00 hr Open 0 .0 -14,961 .04 19 .00hr Open 0 .0 -14,961.04 20.00 hr Open 0 .0 -14,961.04 21 .00 hr Open 0 .0 -14,961 .04 22.00 hr Open 0 .0 -14,961 .04 23 .00 hr Open 0.0 -14,961 .04 24.00 hr Open 0 .0 -14,961 .04 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 .wcd Velocity From To (fUs) Grade Grade (ft) (ft) 11.55 442 .70 452 .13 11 .55 442 .70 452.13 11 .55 442 .7 0 452 .13 11 .55 442.70 452.13 11.55 442.70 452 .13 11 .55 442 .70 452.13 11 .55 442.70 452 .13 11.55 442 .70 452 .13 11.55 442.70 452.13 11 .55 442.70 452 .13 11 .55 442.70 452.13 11 .55 442 .70 452 .13 11 .55 442 .70 452 .13 11 .55 442 .70 452.13 11.55 442 .70 452 .13 11.55 442 .70 452.13 11.55 442.70 452.13 11 .55 442 .70 452.13 11.55 442 .7 0 452.13 11 .55 442 .70 452.13 11 .55 442 .70 452.13 11 .55 442.70 452.13 11 .55 442 .7 0 452.13 11 .55 442 .7 0 452 .13 11.55 442 .70 452.13 Friction Mino r Loss Loss (ft) (ft) 9.43 0.00 9.43 0 .00 9.43 0.00 9.43 0 .00 9.43 0.00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0.00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0.00 9.43 0 .00 9.43 0 .00 9.43 0.00 9.43 0.00 9.43 0 .00 9.43 0 .00 9.43 0.00 9.43 0.00 9.43 0 .00 <none> 0 .0 23 in Ductile Iron 130.0 0 .00 Total Head loss Headless Grad ient (ft) 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 (fU1 OOOft) 16 .01 16.01 16.01 16 .01 16.01 16 .01 16 .01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16 .01 16.01 16.01 16.01 16.01 16.01 Project Engineer: William R. Cu ll en WaterCAD v1 .0 [0 34] 10/23/00 05:11 :59 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Detailed Report for Pipe: P-2 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Default-Average Daily <none> 0 .0 J-2 R-1 No 2,796 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) Velocity (ft/s) From To Grade Grade 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3.00 hr Open 4.00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9.00 hr Open 10.00 hr Open 11.00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 -14,165.53 0 .0 -14,165.53 0 .0 -14,165 .53 0 .0 -14, 165.53 0 .0 -14, 165 .53 0 .0 -14 ,165 .53 0 .0 -14,165 .53 0 .0 -14, 165 .53 0 .0 -14 ,165 .53 0 .0 -14, 165.53 0 .0 -14.165.53 0 .0 -1 4.165 .53 0 .0 -14 , 165.53 0 .0 -14, 165.53 0 .0 -14 ,165.53 0 .0 -14, 165 .53 0 .0 -14,165.53 0 .0 -14,165.53 0 .0 -14,165 .53 0 .0 -14,165.53 0 .0 -14, 165 .53 0.0 -14,165.53 0 .0 -14, 165 .53 0 .0 -14 ,165.53 0 .0 -14,165.53 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 .wcd (ft) (ft) 10.94 452 .13 492.60 10.94 452.13 492 .60 10.94 452.13 492.60 10.94 452 .13 492.60 10 .94 452 .13 492 .60 10.94 452.13 492 .60 10.94 452 .13 492.60 10 .94 452 .13 492.60 10.94 452.13 492 .60 10 .94 452 .13 492.60 10.94 452 .13 492.60 10 . 94 452 .13 492.60 10.94 452 .13 492.60 10.94 452 .13 492 .60 10 .94 452 .13 492 .60 10 .94 452 .13 492 .60 10.94 452 .13 492 .60 10.94 452 .13 492 .60 10.94 452.13 492.60 10.94 452.13 492 .60 10.94 452.13 492 .60 10.94 452 .13 492.60 10.94 452 .13 492.60 10.94 452 .13 492 .60 10.94 452 .13 492.60 <none> 0 .0 23 in Ductile Iron 130 .0 0 .00 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 40.47 0 .00 40.47 0.00 40.47 0.00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0.00 40.47 0 .00 40 .47 0 .00 40.47 0 .00 40.47 0 .0 0 40.47 0.00 40.47 0 .00 40.47 0.00 40.47 0.00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0.00 40.47 0 .00 40.47 0 .00 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40 .47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 Project Engineer: William R. Cullen WaterCAD v1 .o (034] 10/23/00 05 : 11 :59 PM © Haestad Meth ods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 Detailed Report for Pipe: P-3 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-2 J-3 No 324 .00 ft Open Diameter Materia l Roughness Minor Loss 12 in PVC 150.0 0 .00 Calcu lated R esu lts S ummary Time Status Constituent (mg/I) Flow (gpm) 0.00 hr 1.00 hr 2 .00 h r 3 .00 hr 4 .00 hr 5 .00 hr 6.00 hr 7.00 hr 8 .00 hr 9.00 hr Open Open Open Open Open Open Open Open Open Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00hr Open 17.00 hr Open 18.00 hr Open 19.00hr Open 20 .00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24.00 hr Open 0 .0 -795 .51 0 .0 -795.51 0 .0 -795 .51 0 .0 -795.51 0.0 -795 .51 0 .0 -795 .5 1 0.0 -795.51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795.51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795.51 0 .0 -795.51 0.0 -795.51 0 .0 -795.51 0 .0 -795.51 0 .0 -795.51 0 .0 -795 .51 0.0 -795 .51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795.51 0 .0 -795.51 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff1 2 . wed Velocity (ft/s) From To Grade Grade (ft) (ft) 2.46 452 .13 452.64 2.46 452 .13 452.64 2.46 452 .13 452.64 2.46 452 .13 452.64 2.46 452.13 452 .64 2.46 452 .13 452.64 2.46 452 .13 452.64 2.46 452.13 452 .64 2.46 452 .13 452 .64 2.46 452 .13 452.64 2.46 452 .13 452 .64 2.46 452 .13 452 .64 2.46 452.13 452 .64 2.46 452.13 452 .64 2.46 452.13 452.64 2.46 452.13 452 .64 2.46 452 .13 452 .64 2.46 452.13 452.64 2.46 452.13 452.64 2.46 452.13 452.64 2.46 452.13 452 .64 2.46 452 .13 452.64 2.46 452.13 452 .64 2.46 452.13 452 .64 2.46 452 .13 452.64 Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (fl/1 OOOft) 0 .51 0 .51 0.51 0 .51 0.51 0 .51 0 .51 0.51 0 .51 0 .51 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .51 0 .00 0 .51 0 .00 0 .51 0 .00 0 .51 0.00 0 .51 0.00 0 .51 0 .00 0 .51 0 .00 0.51 0.00 0.51 0.00 0 .51 0.00 0.51 0 .00 0 .51 0.00 0 .51 0 .00 0.51 0 .00 0 .51 0.00 0.51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0.51 0 .51 0 .51 0 .51 0 .51 0.51 0 .51 1.58 1 .58 1 .58 1.58 1 .58 1.58 1 .58 1 .58 1.58 1 .58 1 .58 1.58 1.58 1.58 1.58 1 .58 1 .58 1.58 1.58 1.58 1.58 1.58 1.58 1 .58 1 .58 Project Engineer: William R. Cu ll en WaterCAD v1 .0 [034] 10/23/00 05 :12:00 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 Detailed Report for Pipe : P-4 Loading Summary Demand Scenario Default-Average Dai ly Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-3 Diameter To Node J-4 Material Check Valve No Roughness Length 1,074.00 ft Minor Loss Initia l Cond ition Summary Status Open Ca lcu la t e d Res ults Sum m ary Time Status Constituent F low (mg/I) (gpm) 0 .00 hr Open 0.0 -814 .51 1 .00 hr Open 0 .0 -814 .51 2 .00 hr Open 0.0 -814 .51 3 .00 hr Open 0 .0 -814 .5 1 4.00 hr Open 0 .0 -814 .51 5.00 hr Open 0 .0 -814.51 6.00 hr Open 0 .0 -814 .51 7 .00 hr Open 0 .0 -814 .51 8.00 hr Open 0 .0 -814 .51 9.00 hr Open 0 .0 -814 .51 10.00 hr Open 0 .0 -814.51 11 .00 hr Open 0 .0 -8 14 .51 12.00 hr Open 0 .0 -814 .51 13.00 h r Open 0 .0 -814.51 14.00 hr Open 0.0 -814 .51 15 .00 hr Open 0.0 -814 .51 16.00 hr Open 0 .0 -814 .51 17.00 hr Open 0 .0 -814 .51 18.00 hr Open 0.0 -814 .51 19.00 hr Open 0 .0 -814 .51 20.00 hr Open 0 .0 -814 .51 21 .00 hr Open 0 .0 -814 .51 22 .00 hr Open 0 .0 -814 .51 23 .00 h r Open 0 .0 -814 .51 24 .00 hr Open 0 .0 -814 .51 Project Title : Castlegate 24 inch final c :lhaestadlwtrc\cg cff12 . wed Velocity From To Friction (fl/s) Grade Grade Loss (ft) (ft) (fl) 2 .52 452 .64 454 .41 1 .77 2 .52 452 .64 454.41 1 .77 2 .52 452 .64 454.41 1.77 2 .52 452 .64 454.41 1 .77 2 .52 452.64 454.41 1.77 2 .52 452.64 454.41 1.77 2.52 452 .64 454.41 1.77 2 .52 452 .64 454.41 1.77 2 .52 452 .64 454.41 1 .77 2 .52 452.64 454.41 1.77 2 .52 452 .64 454.41 1 .77 2.52 452.64 454.41 1 .77 2 .52 452 .64 454.41 1.77 2.52 452 .64 454.41 1.77 2 .52 452.64 454.41 1 .77 2 .52 452 .64 454.41 1.77 2.52 452.64 454.41 1.77 2 .52 452.64 454.41 1.77 2.52 452.64 454.41 1 .77 2 .52 452 .64 454.41 1 .77 2 .52 452.64 454.41 1.77 2 .52 452 .64 454.41 1.77 2 .52 452 .64 454.41 1.77 2 .52 452.64 454.41 1 .77 2 .52 452.64 454.41 1.77 M inor Total Loss Head loss (fl) (fl) 0 .00 1.77 0 .00 1.77 0 .00 1 .77 0.00 1 .77 0 .00 1 .77 0 .00 1.77 0 .00 1 .77 0 .00 1.77 0 .00 1 .77 0 .00 1 .77 0 .00 1.77 0 .00 1.77 0 .00 1 .77 0.00 1.77 0.00 1.77 0 .00 1.77 0 .00 1.77 0 .00 1.77 0 .00 1.77 0 .00 1.77 0 .00 1 .77 0 .00 1.77 0 .00 1.77 0 .00 1 .77 0 .00 1.77 <none> 0 .0 12 in PVC 150.0 0 .00 Head loss Gradient (fl/1 OOOft) 1.65 1 .65 1 .65 1 .65 1 .65 1.65 1 .65 1.65 1 .65 1.65 1.65 1 .65 1.65 1.65 1.65 1.65 1.65 1.65 1.65 1.65 1.65 1.65 1.65 1.65 1.65 Project Enginee r: William R. C ullen WaterCAD v1 .0 {034] 10/23/00 05 : 12 :00 PM ©Ha es tad Methods , Inc . 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Page 4 Detailed Report for P ipe : P-5 Loading Summary Demand Scenario Default-Average Dai ly Ca libration Summary Demand Geometric Summary From Node To Node Check Valve Length In itial Condition Summary Status Time Status Constituent (mg/I) 0 .00 hr Open 0 .0 1.00 hr Open 0.0 2.00 hr Open 0 .0 3 .00 hr Open 0 .0 4 .00 hr Open 0.0 5.00 hr Open 0 .0 6 .00 h r Open 0.0 7 .00 hr Open 0 .0 8.00 hr Open 0 .0 9 .00 hr Open 0.0 10.00 hr Open 0 .0 11.00 hr Open 0 .0 12.00 hr Open 0.0 13.00 hr Open 0 .0 14.00 hr Open 0 .0 15.00 hr Open 0 .0 16.00 hr Open 0 .0 17.00 hr Open 0 .0 18.00 hr Open 0 .0 19.00 hr Open 0 .0 20.00 hr Open 0 .0 21.00 hr Open 0.0 22 .00 hr Open 0 .0 23 .00 hr Open 0.0 24 .00 hr Open 0 .0 Project Title: Castlegate 24 inch final c:\haestad\wtrc\cgcff12 .wcd <none> 0 .0 Roughness J-4 Diameter J-5 Material No Roughness 1,894.00 ft Minor Loss Open C alc ul ate d R esu lts Su mm ary F low Veloc ity From To Friction (gpm) (fUs) Grade Grade Loss (ft) (ft) (ft) -988 .51 3 .05 454.41 458.88 4.47 -988.51 3 .05 454.41 458.88 4.47 -988 .51 3 .05 454.41 458.88 4.47 -988 .51 3 .05 454.41 458 .88 4.47 -988 .51 3 .05 454.41 458.88 4.47 -988.51 3 .05 454.41 458.88 4 .47 -988 .51 3 .05 454.41 458 .88 4.47 -988 .51 3 .05 454.41 458.88 4.47 -988.51 3 .05 454.41 458.88 4.47 -988 .51 3 .05 454.41 458.8 8 4.47 -988.51 3 .05 454.41 458.88 4.47 -988 .51 3 .05 454.41 458 .88 4.47 -988 .51 3.05 454.41 458.88 4.47 -988 .51 3.05 454.41 458.88 4.47 -988 .51 3 .05 454.41 458.88 4.47 -988 .51 3 .05 454.41 458.88 4.47 -988 .51 3 .05 454.41 458.88 4.47 -988 .51 3.05 454.41 458 .88 4.47 -988 .51 3 .05 454.41 458.88 4.47 -988.51 3 .05 454.41 458 .88 4.47 -988 .51 3 .05 454.41 458.88 4.47 -988.51 3 .05 454.41 458.88 4.47 -988.51 3 .05 454.41 458.88 4.47 -988 .51 3.05 454.41 458 .88 4.47 -988 .51 3 .05 454.41 458.88 4 .47 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 <none> 0 .0 12 in PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 (fU1 OOOft) 2 .36 2.36 2 .36 2.36 2.36 2 .36 2 .36 2.36 2 .36 2 .36 2 .36 2.36 2 .36 2 .36 2.36 2 .36 2 .36 2 .36 2 .36 2.36 2 .36 2.36 2 .36 2.36 2 .36 Project Engineer: William R . Cullen WaterCAD v1 .0 [034) 10/23/00 05 :12:01 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 Detailed Report for Pipe : P-6 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Cond ition Summary Status Time Status Constituent (mg /I) 0 .00 hr Open 0 .0 1.00 hr Open 0 .0 2 .00 h r Open 0 .0 3 .00 hr Open 0 .0 4 .00 hr O pen 0 .0 5.00 hr Open 0.0 6 .00 hr Open 0 .0 7.00 hr Open 0 .0 8.00 hr Open 0 .0 9 .00 hr Open 0 .0 10.00 hr Open 0 .0 11 .00 hr Open 0 .0 12.00 hr Open 0.0 13.00 hr Open 0 .0 14.00 hr Open 0 .0 15.00 hr Open 0 .0 16.00 hr Open 0 .0 17.00h r Open 0 .0 18 .00 hr Open 0 .0 19.00 hr Open 0 .0 20 .00 hr Open 0 .0 21.00 hr Open 0 .0 22.00 hr Open 0 .0 23 .0 0 hr Open 0 .0 24.00 hr Open 0 .0 Project Title : Castlegate 24 in c h final c :\haestad\wtrc\cgcff12 .wcd <none> 0 .0 Roughness J-5 Diameter J-6 Materia l No Rough ness 7 17 .00 ft Minor Loss Open C a lcul a t e d R es ul ts Su mma ry Flow Velocity From To Friction (gpm ) (fUs) Grade Grade Loss (ft) (ft) (ft) -1, 108.51 3.42 458 .88 460.97 2.09 -1 , 108.51 3.42 458.88 460.97 2 .09 -1, 108.51 3.42 458 .88 460.97 2 .09 -1,108 .51 3.42 458.88 460.97 2 .09 -1,108.51 3.42 458.88 460.97 2.09 -1,108 .51 3.42 458.88 460.97 2 .09 -1, 108.51 3.42 458.88 460.97 2 .09 -1, 108.51 3.42 458 .88 460.97 2 .09 -1 ,108.51 3.42 458 .88 460.97 2 .09 -1 ,108.51 3.42 458 .88 460.97 2 .09 -1 , 108.51 3.42 458.88 460.97 2 .09 -1, 108.51 3.42 458.88 460.97 2.09 -1 , 108.51 3.42 458 .88 460.97 2 .09 -1, 108.51 3.42 458.88 460.97 2 .09 -1, 108.51 3.42 458 .88 460.97 2.09 -1 ,108.51 3.42 458 .88 460.97 2 .09 -1,108 .51 3.42 458.88 460 .97 2 .09 -1,108 .51 3.42 458.88 460.97 2 .09 -1, 108.51 3.42 458 .88 460.97 2 .09 -1 ,108.51 3.42 458 .88 460.97 2 .09 -1,108.51 3.42 458 .88 460.97 2 .09 -1, 108.51 3.42 458.88 460.97 2 .09 -1, 108.51 3.42 458.88 460.97 2 .09 -1, 108.51 3 .42 458 .88 460.97 2.09 -1, 108.51 3.42 458.88 460 .97 2 .09 Minor Loss (ft) 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0 .00 0.00 <none> 0 .0 12 in PVC 150.0 0 .00 Total Head loss Headless Gradient (ft) 2 .09 2 .09 2 .09 2 .09 2.09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2.09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2 09 (fU1 OOOft) 2 .91 2 .91 2.91 2 .91 2 .91 2.91 2.91 2.91 2 .91 2 .91 2 .91 2 .91 2.91 2 .91 2.91 2 .91 2 .91 2 .91 2.91 2 .91 2 .91 2 .91 2.91 2 .91 2 .91 Project Engineer: William R . Cu llen WaterCAD v1 .o (034) 10/23/00 05 :12 :01 PM © Haestad Methods , Inc. 37 Brookside Road Waterbu ry , CT 06708 USA (203 ) 755 -1666 Page 6 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check V alve Leng th Initial Condition Summary Status Detailed Report for Pipe: P-9 Default-Average Daily <none> 0 .0 J-6 J-g No 2 ,993 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary <none> 0 .0 12 in PVC 150.0 0 .00 Time Status Constituent (mg/I) Flow (gpm) Velocity (fUs) From To Grade Grade Friction Loss (ft) Mino r Total Headloss Loss Headloss Gradient 0 .00 hr 1.00 hr 2.00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7.00 hr 8 .00 h r Open Open Open Open Open Open Open Open Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14 .00 hr Open 15.00 hr Open 16 .00 hr Open 17.00hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 2,935 .90 0.0 2,935.90 0 .0 2,935 .90 0.0 2 ,935 .90 0 .0 2 ,935 .90 0 .0 2,935 .90 0 .0 2 ,935 .90 0 .0 2,935.90 0 .0 2,935 .90 0 .0 2 ,935 .90 0 .0 2,935 .90 0 .0 2,935 .90 0 .0 2 ,935 .go 0 .0 2,935 .90 0 .0 2 ,935 .90 0 .0 2,935 .90 0 .0 2,935 .90 0 .0 2,935.90 0.0 2 ,935.90 0.0 2,935 .90 0 .0 2,935 .90 0 .0 2,935 .90 0.0 2,935.90 0 .0 2 ,935 .90 0 .0 2,935 .90 Project Title : Castlegate 24 inc h final c :lhaestadlwtrc\cgcff12 .wcd 10/2 3/00 05 :12 :02 PM © Haestad Methods, Inc. (ft) (ft) 9 .07 460 .97 408.09 9 .07 460 .97 408.09 9.07 460.97 408 09 9 .07 460 .97 408 .09 9 .07 460 .97 408.09 9 .07 460.97 408 .09 9 .07 460 .97 408 .09 9.07 460.97 408.09 9 .07 460 .97 408.09 9 .07 460.97 408.09 9 .07 460.97 408.09 9 07 460 .97 408 .09 9 .07 460 .97 408 .09 9.07 460.97 408.09 9 .07 460.97 408.09 9 .07 460.97 408.09 9 .07 460.97 408 .09 9 .07 460.97 408.09 9 .07 460.97 408.09 9 .07 460.97 408 .09 9.07 460.97 408.09 9 .07 460.97 408.09 9 .07 460.97 408.09 9 .07 460 .97 408.09 9 .07 460 .97 408.09 (ft) (ft) (fU1 OOOft) 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52.88 0 .00 52 .88 0 .00 52.88 0 .00 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52.88 0 .00 52 .88 0.00 52 .88 0 .00 52 .88 0 .00 52.88 0 .00 52 .88 0.00 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52 .88 0 .00 52.88 52 .88 52 .88 52 .88 52.88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52.88 52 .88 52 .88 52.88 52 .88 52 .88 52 .88 52 .88 52 .88 52.88 52 .88 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 '17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.67 17.6 7 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Pa9e 7 Detailed Report for Pipe: P -10 Loading Summary Demand Scenario Default-Average Daily Calibration Summa ry Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node Check V alve Length Initial Condition Su m mary Status J-9 J-11 No 1,254.00 ft Open Diameter Materia l Roughness Minor Loss 12 in PVC 150.0 0.00 Ca lculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1 .00 hr 2 .0 0 hr 3 .00 h r 4 .00 h r 5.00 hr 6 .00 hr 7.00 hr 8 .00 hr Open Open Open Open Open Open Open Open Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13 .00 hr Open 14.00 h r Open 15.00 hr Open 16 .00 hr Open 17.00hr Open 18.00 hr Open 19 .00 h r Open 20 .00 h r Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 494 .51 0.0 494 .51 0.0 494.51 0 .0 494 .51 0 .0 494 .51 0 .0 494.51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0.0 494 .51 0 .0 494 .51 0 .0 494.51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494.51 0 .0 494 .51 0 .0 494 .51 Project T itle: Castlegate 24 inch fina l c :\haestadlwtrc\cgcff 12 . wed Velocity (ft/s) From To G rade Grade (ft ) (ft) 1.53 408 .09 407 .27 1.53 408.09 407 .27 1.53 408 .09 407 .27 1.53 408.09 407 .27 1.53 408.09 407.27 1.53 408.09 407.27 1 .53 408 .09 407 .27 1.53 408.09 407 .27 1 .53 408 .09 407.27 1.53 408 .09 407 .27 1 .53 408 .09 407.27 1.53 408.09 407.27 1.53 408.09 407.27 1.53 408.09 407.27 1.53 408 .09 407.27 1.53 408.09 407.27 1.53 408 09 407 .27 1 .53 408 .09 407.27 1.53 408.09 407 .27 1.53 408 .09 407.27 1.53 408 .0 9 4 07.27 1 .53 408.09 407 .27 1 .53 408.09 407.27 1.53 408 .09 407.27 1 .53 408 .09 407.27 F riction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0.82 0 .00 0.82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0.82 0 .00 0 .82 0 .00 0 .82 0 .0 0 0 .82 0.00 0.82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0.82 0 .00 0.82 0 .00 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0.82 0 .82 0.82 0 .82 0 .82 0.82 0 .82 0 .82 0.82 0.82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .65 0 .65 0 .65 0.65 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0.65 0 .65 0.65 0.65 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0.65 0 .65 Proj ect Enginee r : W illiam R. Culle n WaterCAD v1 .0 [034] 10/23/00 05:12:02 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 8 Detailed Report for Pipe: P-11 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-11 J-10 No 1 ,587.00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent Flow 0 .00 hr Open 1.00 hr Open 2.00 hr Open 3 .00 hr Open 4 .00 hr Open 5.00 hr Open 6.00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14.00 hr Open 15 .00 hr Open 16 .00 hr Open 17.00hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21 .00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open (mg /I) (gpm) 0 .0 368.51 0 .0 368 .51 0 .0 368 .51 0 .0 368.51 0 .0 368.51 0.0 368.51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368.51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0.0 368 .51 0 .0 368.51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 Project Title : Castlegate 24 inch final c :\haestad\wtrclcgcff12 .wcd Velocity From To (ft/s) Grade Grade (ft) (ft) 1 .14 407 .27 406 .67 1.14 407.27 406 .67 1.14 407.27 406 .67 1 .14 407 .27 406 .67 1.14 407.27 406 .67 1.14 407.27 406 .67 1.14 407 .27 406.67 1.14 407.27 406.67 1.14 407.27 406.67 1.14 407 .27 406.67 1.14 407.27 406 .67 1.14 407.27 406 .67 1.14 407 .27 406 .67 1.14 407 .27 406 .67 1 .14 407 .27 406.67 1.14 407 .27 406 .67 1.14 407 .27 406 .67 1.14 407 .27 406.67 1 .14 407.27 406 .67 1.1 4 407.27 406.67 1 .14 407.27 406 .67 1.14 407.27 406 .67 1.14 407 .27 406.67 1.14 407.27 406.67 1.14 407 .27 406.67 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (fU1 OOOft) 0 .60 0 .00 0 .60 0.00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0.00 0.60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .6 0 0.00 0.60 0 .00 0 .60 0 .00 0 .60 0 .00 0.60 0 .00 0 .60 0.00 0.60 0 .00 0 .60 0.00 0 .60 0 .00 0.60 0.00 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0.60 0 .60 0 .60 0 .60 0.60 0 .60 0 .60 0.60 0.60 0.60 0.60 0.60 0 .60 0 .60 0 .38 0 .38 0 .38 0.38 0 .38 0.38 0.38 0.38 0 .38 0.38 0 .38 0 .38 0 .38 0 .38 0 .38 0.38 0 .38 0 .38 0.38 0 .38 0.38 0 .38 0.38 0 .3 8 0 .38 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/23/00 05 :12 :02 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 9 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Cond ition Summary Status Detailed Report for Pipe: P-12 Default-Average Daily <none> 0 .0 J-9 J-12 No 1,194.00 ft Open Roughness Diameter Material Roughness M inor Loss Calculated Results Summary <none> 0 .0 12 in PVC 150.0 0 .00 Time Status Constituent (mg/I) Flow (gpm ) Velocity (fUs) From To Grade Grade Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient 0 .00 hr Open 1.00 hr Open 2.00 hr Open 3 .00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open g .oo hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14.0 0 hr Open 15 .00 hr Open 16.00 hr Open 17 .00 hr Open 18 .00 hr Open 19.00hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23 .00 hr Open 24 .00 hr O p en 0 .0 1,730.85 0 .0 1,730.85 0 .0 1,730.85 0 .0 1 ,730.85 0 .0 1,730.85 0 .0 1 , 730 .85 0 .0 1,730.85 0 .0 1,730 .85 0 .0 1, 730.85 0 .0 1,730.85 0 .0 1 ,730 .85 0 .0 1 ,730.85 0 .0 1, 730 .8 5 0 .0 1, 730 .8 5 0 .0 1,730.85 0 .0 1,730.85 0 .0 1, 730 .85 0 .0 1, 730.85 0 .0 1 ,730 .85 0 .0 1 , 730 .85 0 .0 1,730 .85 0 .0 1,730 .85 0 .0 1, 730 .85 0 .0 1,730 .85 0.0 1, 730.85 Project Title : Castlegate 24 inch final c :lhaestadlwtrclcgcff12.wcd 10/23/00 05:1 2:03 PM © Haestad Methods , Inc . (ft) (ft ) 5 .35 408 .09 400.16 5 .35 408.09 400.16 5 .35 408 .09 400.16 5.35 408.09 400.16 5 .35 408.09 400 .16 5 .35 408 .09 400.16 5 .35 408 .09 400 .16 5 .35 408.09 400 .16 5 .35 408 .09 400.16 5 .35 408.09 400.16 5 .35 408 .09 400.16 5 . 35 408. 09 400 .16 5 .35 408 .09 400.16 5 .35 408.09 400.16 5 .35 408.09 400.16 5 .35 408.09 400.16 5 .35 408 .09 400 .16 5.35 408.09 400.16 5 .35 408 .09 400.16 5 .35 408 .09 400.16 5.35 408 .09 400 .16 5 .35 408 .09 400.16 5 .35 408 .09 400.16 5 .35 408 .09 400 .16 5 .35 408.09 400 .16 (ft) (ft ) (ft/1 OOOft ) 7 .94 0.00 7 .94 0 .00 7.94 0 .00 7 .94 0 .00 7.94 0 .00 7 .94 0 .00 7 .94 0 .00 7.94 0.00 7.94 0 .00 7 .94 0 .00 7.94 0 .00 7 .94 0 .00 7.94 0 .00 7 .94 0 .00 7 .94 0 .00 7.94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 0.00 7 .94 0 .00 7.94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 7.94 7 .94 7.94 7.94 7 .94 7 .94 7 .94 7 .94 7.94 7 .94 7.94 7 .94 7 .94 7 .94 7.94 7.94 7 .94 7 .94 7 .94 7 .94 7.94 7 .94 7 .94 7.94 6.65 6 .65 6.65 6.65 6 .65 6.65 6 .65 6 .65 6 .65 6 .65 6 .65 6.65 6 .65 6 .65 6.65 6 .65 6.65 6 .65 6 .65 6.65 6 .65 6 .65 6 .65 6 .65 6 .65 Proj ect Engineer: Will iam R. Cullen WaterCAD v1 .o (034] 37 Brookside Road Wate rbury , CT 06 708 USA (203) 755 -1666 Page 10 Detailed Report for Pipe: P-13 Loading Summary Demand Scenario Default-Average Daily Ca libration Summary Demand <none> 0 .0 Rough n ess <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Sta tu s J-10 J-13 No 985 .00 ft Open Diameter Materia l Roughness Minor Loss 12 in PVC 150.0 0 .00 Calcula ted Re s u lts Summary Time Status Constituent (mg/I) F low (gpm) 0 .00 hr Open 1.00 hr Open 2 .00 h r Open 3.00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8.00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14.00 hr Open 15 .00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 h r Open 20 .00 hr Open 21.00 hr Open 22 .00 h r Open 23 .00 hr Open 24.00 hr Open 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334 .41 0 .0 334.41 0.0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0.0 334.41 0.0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0.0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0.0 334.41 Project Title : Castlegate 24 inch final c :\haestad \wtrc\cgcff12 .wcd Velocity (fUs) From To Grade Grade (ft) (ft) 1.03 406 .67 406 .36 1.03 406 .67 406 .36 1 .03 406.67 406.36 1.03 406.67 406.36 1.03 406 .67 406.36 1.03 406 .67 406 .36 1.03 406.67 406 .36 1.03 406.67 406.36 1 .03 406 .67 406.36 1.03 406 .67 406 .36 1 .03 406.67 406 .36 1.03 406 .67 406.36 1 .03 406 .67 406.36 1 .03 406.67 406.36 1.03 406 .67 406 .36 1 .03 406.67 406 .36 1 .03 406 .67 406.36 1.03 406 .67 406 .36 1 .03 406.67 406.36 1 .03 406 .67 406 .36 1.03 406 .67 406.36 1.03 406 .67 406 .36 1.03 406 .67 406.36 1 .03 406.67 406.36 1 .03 406.67 406 .36 F ri ctio n Loss Mi no r Total Headloss Loss Headloss Gradient (ft) (ft) (ft) (ft/1 OOOft) 0 .31 0 .00 0 .31 0 .00 0 .31 0 .00 0 .31 0 .00 0.31 0 .00 0 .31 0 .00 0 .31 0.00 0.31 0.00 0 .31 0 .00 0 .31 0 .00 0 .31 0 .00 0.31 0 .00 0 .31 0 .00 0 .31 0.00 0 .31 0.00 0 .31 0.00 0 .31 0 .00 0 .31 0.00 0 .31 0 .00 0.31 0.00 0 .31 0 .00 0 .31 0 .00 0.31 0.00 0 .31 0 .00 0 .31 0.00 0 .31 0 .31 0 .31 0.31 0 .31 0 .31 0 .31 0 .31 0 .31 0.31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0.31 0 .3 1 0 .31 0.31 0 .31 0 .31 0.31 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0.32 0 .32 0.32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/23/00 05 :12 :03 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203 ) 7 55 -1666 Page 11 Detailed Report for Pipe: P-14 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-9 J -8 No 1,349.00 ft Open Diameter Material Roughness Minor Loss 12 in PVC .150.0 0.00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3.00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00hr Open 13.00 hr Open 14.00hr Open 15.00hr Open 16.00 hr Open 17.00hr Open 18.00hr Open 19.00 hr Open 20 .00 hr Open 21.00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 710.53 0.0 710.53 0.0 710 .53 0.0 710.53 0 .0 710.53 0 .0 710 .53 0 .0 710 .53 0 .0 710.53 0 .0 710 .53 0 .0 710.53 0 .0 710 .53 0 .0 710.53 0 .0 710 .53 0 .0 710.53 0 .0 710 .53 0.0 710.53 0 .0 710.53 0.0 710.53 0 .0 710 .53 0.0 710 .53 0 .0 710 .53 0 .0 710 .53 0 .0 710.53 0 .0 710.53 0 .0 710 .53 Project Title : Castlegate 24 inch final c:\haestad\wtrc\cgcff12 .wcd Velocity (fUs) From To Grade Grade (ft) (ft) 2 .19 408.09 406 .37 2 .19 408 .09 406 .37 2.19 408.09 406.37 2 .19 408.09 406 .37 2.19 408.09 406.37 2 .19 408 .09 406 .37 2.19 408 .09 406.37 2 .19 408.09 406 .37 2.19 408 .09 406 .37 2 .19 408.09 406.37 2.19 408 .09 406 .37 2 .19 408.09 406 .37 2 .19 408 .09 406 .37 2 .19 408.09 406 .37 2.19 408 .09 406 .37 2 .19 408.09 406 .37 2.19 408 .09 406 .37 2.19 408 .09 406 .3 7 2 .19 408.09 406.37 2 .19 408 .09 406 .37 2.19 408.09 406 .37 2.19 408 .09 406.37 2 .19 408.09 406 .37 2 .19 408.09 406 .37 2 .19 408 .09 406.37 Friction Loss (ft) Minor Total Heaqloss Loss Headless Gradient (ft) (ft) (fU1 OOOft) 1.73 0 .00 1 .73 0 .00 1.73 0 .00 1 .73 0 .00 1.73 0 .00 1.73 0 .00 1.73 0 .00 1 .73 0.00 1 .73 0 .00 1.73 0.00 1 .73 0 .00 1 .73 0 .00 1.73 0 .00 1.73 0 .00 1.73 0 .00 1 .73 0 .00 1 .73 0.00 1.73 0 .00 1.73 0 .00 1.73 0 .00 1 .73 0 .00 1.73 0 .00 1.73 0.00 1 .73 0.00 1.73 0 .00 1.73 1.7 3 1.73 1.73 1.73 1.73 1 .73 1.73 1.73 1 .73 1.73 1.73 1.73 1.73 1.73 1.73 1 .73 1 .73 1.73 1.73 1 .7 3 1.73 1.73 1.73 1.73 1.28 1.28 1.28 1.28 1.28 1 .28 1.28 1 .28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1 .2 8 1.28 1.28 1 .28 1.28 1.28 1 .28 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/23/00 05 :12:04 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 12 Detailed Report for P i pe : P-15 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-8 Diameter To Node J-13 Materia l Check Valve No Roughness Length 1 ,391 .00 ft Minor Loss Initial Condition Summary Status Open Calculated Result s Su mmary Time Status Constituent F low (mg/I) (gpm) 0 .00 hr Open 0 .0 42.92 1 .00 hr Open 0 .0 42.92 2 .00 hr Open 0 .0 42 .92 3 .00 hr Open 0 .0 42.92 4.00 h r Open 0 .0 42 .92 5 .00 hr Open 0 .0 42 .92 6 .00 hr Open 0 .0 42 .92 7.00 hr Open 0 .0 42.92 8 .00 hr Open 0 .0 42.92 9 .00 hr Open 0.0 42 .92 10.00 hr Open 0 .0 42 .92 11 .00 hr Open 0 .0 42 .92 12.00 hr Open 0.0 42 .92 13 .00hr Open 0 .0 42 .92 14.00 hr Open 0 .0 42.92 15.00 hr Open 0 .0 42 .92 16.00 hr Open 0 .0 42.92 17.00 hr Open 0 .0 42 .92 18.00 hr Open 0.0 42 .92 19 .00 hr Open 0 .0 42 .92 20.00 hr Open 0 .0 42 .92 21.00 hr Open 0 .0 42.92 22 .00 hr Open 0 .0 42 .92 23.00 hr Open 0 .0 42.92 24.00 hr Open 0 .0 42 .92 Project Title: Castlegate 24 inch final c :\haes tadlwtrclcgcff12 .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0 .13 406 .37 406.36 0 .01 0.13 406.37 406.36 0 .01 0 .13 406.37 406 .36 0.01 0.13 406 .37 406 .36 0 .01 0 .13 406.37 406.36 0 .01 0 .13 406 .37 406 .36 0.01 0.13 406.37 406 .36 0 .01 0 .13 406.37 406 .36 0 .01 0.13 406.37 406 .36 0.01 0.13 406 .37 406 .36 0 .01 0 .13 406.37 406.36 0 .01 0 .13 406 .37 406 .36 0 .01 0 .13 406 .37 406 .36 0.01 0 .13 406 .37 406.36 0 .01 0 .13 406.37 406 .36 0 .01 0 .13 406 .37 406 .36 0 .01 0 .13 406 .37 406.36 0 .01 0 .13 406 .37 406 .36 0 .01 0 .13 406 .37 406 .36 0 .01 0 .13 406 .37 406 .36 0.01 0 .13 406 .37 406 .36 0 .01 0 .13 406 .37 406 .36 0 .01 0 .13 406 .37 406 .36 0 .01 0 .13 406 .37 406 .36 0 .01 0 .13 406.37 406 .36 0 .01 Minor Loss (ft) 0 .00 0 .00 0.00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 <none> 0.0 12 in PVC 150.0 0 .00 Total Head loss Headloss Gradient (ft) 0 .01 0.01 0.01 0 .01 0 .01 0.01 0 .01 0.01 0 .01 0 .01 0.01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 (ft/1 OOOft) 0 .01 0.01 0.01 0 .01 0 .01 0.01 0 .01 0.01 0 .01 0.01 0.01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0.01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 Project Engineer: William R. Cu llen WaterCAD v1 .0 (034] 10/23/00 05 :12 :04 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 13 Detailed Report for Pipe : P-16 Loading Summary Demand Scenario Default-Average Daily Calib ration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Nod e Check Valve Length Initia l Cond ition Summary Status J-8 J-14 No 1 ,230.00 ft Open Diameter M ateria l Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg /I) Flow (gpm) 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3.00 hr Open 4.00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9.00 hr Open 10 .00 hr Open 11.00 hr Open 12 .00hr Open 13 .00 hr Open 14 .00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18. 00 hr Open 19 .00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 667 .61 0 .0 667 .61 0 .0 667.61 0 .0 667 .61 0 .0 667.61 0 .0 667 .61 0 .0 667.61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0.0 667.61 0 .0 667 .61 0 .0 667 .6 1 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667.61 0 .0 667 .61 0 .0 667 .61 Project Title : Castlegate 24 inch final c:\haes tad\wtrc\cgcff12 .wcd Velocity (fVs) From To Grade Grade (ft) (ft) 2 .06 406.37 404 .96 2 .06 406 .37 404.96 2 .06 406 .37 404.96 2 .06 406 .37 404 .96 2 .06 406.37 404 .96 2 .06 406 .37 404.96 2 .06 406 .37 404 .96 2.06 406.37 404 .96 2 .06 406 .37 404 .96 2 .06 406.37 404 .96 2 .06 406.37 404 .96 2 .06 406 .37 404.96 2 .06 406.37 404 .96 2 .0 6 406.37 404 .96 2 .06 406.37 404 .96 2 .06 406 .37 404 .96 2 .06 406.37 404.96 2 .06 406.37 404.96 2.06 406 .37 404 .96 2.06 406.37 404 .96 2 .06 406 .37 404 .96 2 .06 406 .37 404.96 2 .06 406 .37 404.96 2 .06 406 .37 404.96 2 .06 406 .37 404 .96 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (fV1 OOOft) 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0.00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0.00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1 .40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1 .14 1.14 1 .14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1 .14 1.14 1.14 1.14 1 .14 1.14 1.14 1 .14 1.14 1 .14 1.14 1.14 1.14 Project Engineer: W illiam R. Cullen WaterCAD v1 .0 [034) 10/23/00 05 :12:05 P M © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755-1666 Page 14 Detailed Report for P i pe: P-17 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constitue nt (mg /I) 0 .00 hr Open 0 .0 1.00 hr Open 0 .0 2 .00 hr Open 0 .0 3.00 hr Open 0 .0 4 .00 hr Open 0 .0 5 .00 hr Open 0 .0 6 .00 hr Open 0 .0 7 .00 hr Open 0 .0 8 .00 hr Open 0 .0 9 .00 hr Open 0.0 10.00 hr Open 0 .0 11.00 hr Open 0 .0 12.00 hr Open 0 .0 13 .00 hr Open 0 .0 14.00 hr Open 0 .0 15 .00 hr Open 0 .0 16.00 hr Open 0 .0 17.00 hr Open 0 .0 18 .00 hr Open 0 .0 19.00 hr Open 0 .0 20.00 hr Open 0 .0 21 .00 hr Open 0 .0 22.00 hr Open 0 .0 23.00 hr Open 0 .0 24 .00 hr Open 0 .0 Project Title : Castle9ate 24 inch final c :lhaestadlwtrclcgcff12 .wed <none> 0 .0 Roughness J-12 Diameter J-16 Material No Roughness 1,331 .00 ft M inor Loss Open Calcul a te d R e s u lts Summa ry Flow Velocity From To Friction (gpm) (ft/s) Grade Grade Loss (ft) (ft) (ft) -799 .15 2.47 400 .16 402 .27 2 .12 -799.15 2.47 400 .16 402 .27 2 .12 -799 .15 2.47 400 .16 402 .27 2 .12 -799 .15 2.47 400.16 402 .27 2 .12 -799 .15 2.47 400.16 402 .27 2 .12 -799 .15 2.47 400.16 402 .27 2 .12 -799.15 2.47 400.16 402 .27 2.12 -799.15 2.47 400 .16 402 .27 2 .12 -799.15 2.47 400.16 402.27 2 .12 -799.15 2.47 400.16 402.27 2 .12 -799 .15 2.47 400 .16 402 .27 2 .12 -799 .15 2.47 400.16 402 .27 2.12 -799.15 2.47 400.16 402 .27 2.12 -799 .15 2.47 400 .16 402.27 2 .12 -799 .15 2.47 400.16 402 .27 2 .12 -799 .15 2.47 400.16 402 .27 2.12 -799 .15 2.47 400.16 402 .27 2.12 -799 .15 2.47 400.16 402.27 2 .12 -799 .15 2.47 400 .16 402.27 2.12 -799 .15 2.47 400 .16 402.27 2.12 -799 .15 2.47 400.16 402 .27 2 .12 -799 .15 2.47 400 .16 402.27 2 .12 -799.15 2.47 400.16 402 .27 2 .12 -799 .15 2.47 400.16 402 .27 2 .12 -799.15 2.47 400.16 402 .27 2 .12 Minor Loss (ft) 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 <none> 0 .0 12 in PVC 150.0 0 .00 Total Head loss Headloss Gradient (ft) 2.12 2.12 2 .12 2 .12 2 .12 2 .12 2 .12 2.12 2 .12 2 .12 2.12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2.12 2 .12 2 .12 2 .12 2.12 2 .12 (ft/1 OOOft) 1.59 1 .59 1.59 1 .59 1.59 1 .59 1.59 1.59 1 .59 1.59 1 .59 1.59 1.59 1 .59 1.59 1.59 1.59 1.59 1.59 1.59 1 .59 1.59 1.59 1.59 1.59 Project Engineer: William R. Cullen WaterCAD v1 .0 [034) 10/23/00 05 :12:05 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 15 Detailed Report for Pipe: P-18 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-14 J-15 No 588 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150 .0 0.00 Calculated Results Summary Time Status Constituent (mg/I ) Flow (gpm} 0 .00 hr 1 .00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr Open Open Open Open Open Open Open Open 8.00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13 .00 hr Open 14 .00 hr Open 15 .00 hr Open 16 .00 hr Open 17.00hr Open 18.00 hr Open 19.00hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 608.11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0.0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0.0 608 .11 0 .0 608 .11 0 .0 608 .1 1 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608.11 0 .0 608 .11 0 .0 608 .11 0 .0 608.11 0 .0 608 .11 0 .0 608.11 0.0 608 .11 0 .0 608 .11 0 .0 608 .11 Project Title : Castlegate 24 inch final c:\haestadlwtrc\cgcff12 . wed Velocity (ft/s) From To Grade Grade (ft) (ft) 1.88 404. 96 404.40 1 .88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1 .88 404.96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1 .88 404 .96 404.40 1 .88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1 .88 404 .96 404.40 1.88 404.96 404.40 1.88 404.96 404.40 1.88 404 .96 404.40 1.88 404.96 404.40 1.88 404.96 404.40 1.88 404 .96 404.40 1 .88 404 .96 404.40 1.88 404 .96 404.40 1.88 404.96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404.96 404.40 1.88 404 .96 404.40 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .56 0 .00 0 .56 0 .00 0 .56 0.00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0.56 0 .00 0.56 0 .00 0 .56 0 .00 0 .56 0.00 0.56 0 .00 0 .56 0.00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0.00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0.56 0 .00 0 .56 0.00 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0.96 0 .96 0 .96 0 .96 0.96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05 :12 :05 PM © Haestad Methods, Inc. 37 B roo kside Road Waterbury, CT 06708 USA (203) 755-1666 Page 16 Detailed Report for Pipe: P-19 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Ini tial Condition Summary Status J-15 J-16 No 1,335 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calc u la te d R esu lts S u mma ry Time Status Constituent (mg/I ) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3 .00 hr 4.00 hr 5 .00 hr 6 .00 hr Open Open Open Open Open Open Open 7.00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00hr Open 11 .00 hr Open 12.00 hr Open 13 .00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17 .00 hr Open 18.00 hr Open 19 .00 hr Open 20.00 hr Open 21 .00 h r Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 799 .15 0 .0 799 .15 0 .0 799 .15 0 .0 799 .15 0 .0 799 .15 0 .0 799 .15 0 .0 799 .15 0.0 799 .15 0.0 799 .15 0 .0 799 .15 0.0 799 .15 0 .0 799 .15 0 .0 799 .15 0 .0 799.15 0 .0 799 .15 0 .0 799 .15 0 .0 799 .15 0 .0 799 .15 0.0 799 .15 0 .0 799 .15 0 .0 799.15 0 .0 799 .15 0 .0 799 .15 0.0 799 .15 0.0 799.15 Project Title : Castlegate 24 inch final c:\haestad\wtrc \cgcff12 . wed Velocity (ft/s) From To Grade Grade (ft) (ft) 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402 .27 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2.12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0.00 2 .12 0 .00 2 .12 0 .00 2 .12 0.00 2 .12 0 .00 2.12 0.00 2 .12 0 .00 2 .12 0 .00 2 .12 2 .12 2 .12 2 .12 2 .12 2.12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2.12 2 .12 2 .12 2 .12 2 .12 1.59 1.59 1.59 1.59 1.59 1 _5g 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05 :12 :06 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755 -1666 Page 17 Detailed Report for Pipe: P-20 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Valve Length Initia l Condition Summary Status J-17 J -18 No 2,482 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0.00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3.00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr Open Open Open Open Open Open Open Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00hr Open 13.00hr Open 14.00 hr Open 15.00hr Open 16 .00 hr Open 17.00hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 377.34 0 .0 377.34 0 .0 377 .34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377 .34 0 .0 377.34 0.0 377 .34 0 .0 377 .34 0 .0 377.34 0 .0 377 .34 0 .0 377 .34 0 .0 377 .34 0 .0 377.34 0 .0 377 .34 0.0 377 .34 0.0 377 .34 0 .0 377 .34 0.0 377 .34 0 .0 377.34 0 .0 377 .34 0 .0 377 .34 0 .0 377 .34 0 .0 377 .34 Project Title: Castlegate 24 inch final c :\haestad\wtrc\cgcff12 .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 1 .17 406.17 405.19 1.17 406.17 405 .19 1.17 406 .17 405.19 1.17 406. 17 405 .19 117 406 .17 405.19 1.17 406.17 405.19 1 .17 406 .17 405 .19 1 .17 406 .17 405.19 1.17 406.17 405 .19 1.17 406.17 405.19 1.17 406.17 405 .19 1.17 406 .17 405 .19 1.17 406 .17 405.19 1 .17 406 .17 405.19 1 .17 406.17 405.19 1.17 406 .17 405 .19 1.17 406.17 405 .19 1. 17 406 .17 405.19 1 .17 406.17 405 .19 1.17 406.17 405.19 1.17 406 .17 405 .19 1.17 406 .17 405.19 1.17 406.17 405 .19 1.17 406.17 405 .19 1 .17 406.17 405 .19 Friction Loss (ft) M inor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .99 0 .00 0 .99 0 .00 0.99 0 .00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0.99 0 .00 0 .99 0.00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0.99 0 .00 0 .99 0 .00 0.99 0 .00 0 .99 0 .00 0 .99 0.00 0.99 0 .00 0 .99 0.00 0 .99 0 .99 0 .99 0.99 0 .99 0 .99 0.99 0 .99 0 .99 0 .99 0.99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0.99 0 .99 0.99 0 .99 0.99 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05 :12 :06 PM . © Haestad Me thods, Inc. 37 Brookside Road Wate rbury, CT 06708 USA (203) 755 -1666 Page 18 Detailed Report for Pipe: P-21 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-15 Diamete r To Node J-19 Material Check Valve No Roughness Length 1,162 .00 ft M inor Loss Initia l Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I ) (gpm) 0 .00 hr Open 0.0 -191.04 1.00 hr Open 0 .0 -191.04 2 .00 hr Open 0 .0 -191 .04 3 .00 hr Open 0 .0 -191 .04 4 .00 hr Open 0 .0 -191.04 5.00 hr Open 0 .0 -191 .04 6.00 hr Open 0.0 -191 .04 7 .00 hr Open 0 .0 -191.04 8 .00 hr Open 0.0 -191 04 9.00 hr Open 0 .0 -191 .04 10.00 hr Open 0.0 -191 .04 11 .00 hr Open 0 .0 -191 .04 12.00 hr Open 0 .0 -191 .04 13.00 hr Open 0 .0 -191 .04 14 .00 hr Open 0 .0 -191.04 15.00 hr Open 0 .0 -191.04 16.00 hr Open 0 .0 -191 .04 17.00 hr Open 0 .0 -191 .04 18.00 hr Open 0 .0 -191 .04 19.00 hr Open 0 .0 -191 .04 20.00 hr Open 0 .0 -191 .04 21 .00 hr Open 0 .0 -191 .04 22 .00 hr Open 0 .0 -191.04 23.00 hr Open 0 .0 -191.04 24 .00 hr Open 0 .0 -191 .04 Project Title : Castlegate 24 inch final c:lhaestadlwtrclcgcff12 .wcd Velocity From To Friction (fUs) Grade Grade Loss (ft) (ft) (ft) 0 .59 404.40 404 .53 0.13 0 .59 404.40 404 .53 0.13 0 .59 404.40 404 .53 0 .13 0.59 404.40 404.53 0.13 0 .59 404.40 404.53 0.13 0 .59 404.40 404 .53 0 .13 0.59 404.40 404 .53 0.13 0 .59 404.40 404.53 0 .13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0 . 13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0 .13 0.59 404.40 404 .53 0 .13 0 .59 404.40 404.53 0 .13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0.13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404.53 0.13 0.59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0 .13 0.59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0 .1 3 0 .59 404.40 404 .53 0.13 0.59 404.40 404 .53 0 .13 Minor Total Loss Head loss (ft) (ft) 0 .00 0 .13 0 .00 0 .1 3 0 .00 0 .13 0 .00 0 .13 0.00 0.13 0 .00 0 .13 0.00 0 .13 0.00 0 .13 0.00 0 .13 0 .00 0 .13 0 .00 0 .13 0 .00 0 .13 0.00 0 .13 0 .00 0 .13 0.00 0.13 0.00 0 .13 0.00 0 .13 0 .00 0.13 0 .00 0 .13 0 .00 0.13 0 .00 0 .13 0 .00 0.13 0 .00 0 .1 3 0 .00 0 .13 0.00 0 .13 <none> 0 .0 12 in PVC 150.0 0 .00 Head loss Grad ient (ft/1 OOOft) 0 .11 0.11 0 .11 0 .11 0 .11 0 .11 0 .11 0.11 0 .11 0 .11 0.11 0.11 0.11 0 .11 0 .11 0 .11 0 .11 0 .11 0 .11 0.11 0 .11 0 .11 0 .1 1 0 .11 0 .11 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/23/00 05 :12 :06 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT06708 USA (203 ) 755-1666 Page 19 Detailed Report for Pipe : P-22 Load ing Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-18 J-19 No 2,202 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg /I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr Open Open Open Open Open Open Open Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15 .00 hr Open 16 .00 hr Open 17 .00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Ope n 23.00 hr Open 24.00 hr Open 0.0 324 .04 0 .0 324.04 0.0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324.04 0 .0 324 .04 0 .0 324.04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324.04 0 .0 324 04 0.0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 Project Title : Castlegate 24 inch final c:\haestad\wtrc\cgcff12 .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 1 .00 405 .19 404 .53 1 .00 405.19 404.53 1.00 405.19 404.53 1 .00 405 .19 404.53 1.00 405.19 404.53 1.00 405.19 404.53 1 .00 405.19 404.53 1 .00 405.19 404 .53 1 .00 405.19 404.53 1.00 405 .19 404.53 1 .00 405.19 404.53 1.00 405.19 404.53 1.00 405.19 404 .53 1.00 405.19 404 .53 1 .00 405 .19 404 .53 1 .00 405.19 404.53 1.00 405 .19 404 .53 1 .00 405 .19 404 .53 1 .00 405 .19 404 .53 1 .00 405 .19 404.53 1.00 405 .19 404 .53 1.00 405.19 404 .53 1 .00 405 .19 404.53 1 .00 405.19 404.53 1.00 405 .19 404.53 Friction Loss (ft) Minor Total Headloss L oss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .66 0 .00 0.66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0.00 0.66 0 .00 0 .66 0.00 0.66 0.00 0 .66 0.00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0.00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .66 0 .66 0 .66 0.66 0 .66 0 .66 0 .66 0 .66 0.66 0.66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .30 0 .30 0.30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 0.30 0.30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 0 .30 Proj ect Engineer: William R. Cullen WaterCAD v1 .0 (034) 10/23/00 05 :12:07 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755-1666 Page 20 Detailed Report for Pipe: P-23 Loadi ng Summary Demand Scenario Default-Average Daily Calib ration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-18 J-20 No 669 .00 ft Open Diameter Material Roughness Minor Loss Calculated Results Summary T ime Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3 .00 hr 4.00 hr 5 .00 hr 6.00 hr Open Open Open Open Open Open Open 7 .00 hr Open 8.00 hr Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12.00 hr Open 13 .00 hr Open 14 .00 hr Open 15.00hr Open 16 .00 hr Open 17.00hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24.00 hr Open 0.0 15 .00 0.0 15.00 0 .0 15 .00 0 .0 15.00 0 .0 15.00 0 .0 15 .00 0 .0 15.00 0 .0 15 .00 0.0 15.00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15.0 0 0 .0 15 .00 0 .0 15.00 0 .0 15 .00 0 .0 15.00 0 .0 15 .00 Project Title : Castlega te 24 inch final c :lhaestad\wtrclcgcff12 . wed Velocity (fVs) From To Grade Grade (ft) (ft) 0 .05 405 .19 405 .19 0 .05 405 .19 405 .19 0.05 405 .19 405 .19 0 .05 405.19 405.19 0.05 405 .19 405 .19 0 .05 405 .19 405 .19 0.05 405.19 405 .19 0 .05 405 .19 405 .19 0 .05 405 .19 405.19 0.05 405.19 405.19 0 .05 405 .19 405 .19 0.05 405 .19 405.19 0 .05 405.19 405 .19 0 .05 405 .19 405 .19 0 .05 405 .19 405.19 0.05 405.19 405 .1 9 0.05 405 .19 405 .19 0 .05 405.19 405 .19 0 .05 405 .19 405 .19 0.05 405 .19 405 .19 0 .05 405 .19 405.19 0 .05 405 .19 405 .19 0.05 405.19 405 .19 0 .05 405 .19 405 .19 0 .05 405 .19 405 .19 Friction Loss (ft) 0 .67e-3 0 .67e-3 0 .67e-3 0.67e-3 0 .67e-3 0.67e-3 0.67e-3 0 .67e-3 0.67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0.67e-3 0.67e-3 0.67e-3 0.67e-3 0 .67e-3 0.67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0.67e-3 <none> 0 .0 Minor Total Headless Loss Headloss G radient (ft) (ft) (fV1 OOOft ) 0 .00 0 .67e-3 o.oo 0 .67e-3 0.00 0 .67e-3 0 .00 0 .67e-3 0.00 0 .67e-3 0 .00 0 .67e-3 0 .00 0.67e-3 0 .00 0 .67e-3 0.00 0 .67e-3 0.00 0 .67e-3 0.00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0.67e-3 0.00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 o.oo 0 .67e-3 0 .00 0 .67e-3 0.00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0.1 e-2 0 .1e-2 0 .1 e-2 0.1 e-2 0.1 e-2 0 .1 e-2 0 .1e-2 0 .1 e-2 0 .1 e-2 0.1 e-2 0.1e-2 0 .1 e-2 0 .1e-2 0 .1 e-2 0 .1 e-2 0 .1e-2 0 .1 e-2 0 .1e-2 0 .1 e-2 0.1 e-2 0 .1e-2 0 .1 e-2 0.1 e-2 0.1 e-2 0.1e-2 12 in PVC 150 .0 0 .00 Project Engineer: William R. Cu ll en WaterCAD v1 .0 [034] 10/23/00 05:12 :07 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 21 Detailed Report for Pipe: P-24 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness Geometric Summary From Node To Node Check Va lve Length Initial Condition Summary Sta tu s R-2 J-1 No 50 .00 ft Open Diameter Material Roughness M inor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2.00 hr 3.00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr Open Open Open Open Open Open Open Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00hr Open 13. 00 hr Open 14 .00 hr Open 15.00 hr Open 16.00hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 -14 ,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0.0 -1 4 ,961.04 0 .0 -14,961 .04 0 .0 -1 4,961.04 0 .0 -14,961 .04 0 .0 -14 ,961.04 0 .0 -14 ,961.04 0.0 -14,961 .04 0 .0 -1 4,96 1.04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961.04 0 .0 -14,961 .04 0.0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14 ,961.04 0 .0 -14,961.04 0 .0 -14 ,961.04 0 .0 -14,961 .04 Project Title : Castlega te 24 inch final c:lhaestadlwtrclcgcff12. wed Velocity From To (fUs) Grade Grade (ft) (ft) 11 .55 441 .90 442 .70 11 .55 441 .90 442.70 11 .55 441 .90 442.70 11 .55 441 .90 442 .70 11 .55 441.90 442 .70 11 .55 441 .90 442.70 11 .55 441 .90 442 .70 11.55 441.90 442 .70 11 .55 441 .90 442 .70 11.55 441.90 442.70 11 .55 441.90 442.70 11 .55 441 .90 442 .70 11 .55 441 .90 442. 70 11 .55 441 .90 442 .70 11 .55 441 .90 442.70 11.55 441 .90 442 .70 11 .55 441.90 442 .70 11 .55 441 .90 442 .70 11 .55 441 .90 442.70 11.55 441 .90 442 .70 11 .55 441 .90 442.70 11.55 441 .90 442.70 11 .55 441 .90 442.70 11 .55 441.90 442.70 11 .55 441 .90 442 . 70 <none> 0 .0 23 in Ductile Iron 130.0 0.00 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .80 0 .00 0.80 0 .00 0 .80 0 .00 0 .80 0 .00 0 .80 0.00 0 .80 0.00 0 .80 0 .00 0.80 0.00 0 .80 0 .00 0 .80 0 .00 0 .80 0 .00 0 .8 0 0 .00 0 .80 0 .00 0 .80 0.00 0.80 0.00 0 .80 0.00 0 .80 0.00 0 .80 0 .00 0.80 0 .00 0.80 0.00 0 .80 0 .00 0 .80 0 .00 0 .80 0.00 0 .80 0 .00 0 .80 0 .00 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0.80 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0 .8 0 0 .80 0.80 0 .80 0 .80 16 .01 16.01 16.01 16 .01 16 .01 16.01 16.01 16.01 16 .01 16.01 16.01 16 .01 16.01 16.01 16.01 16.01 16.01 16.01 16 .01 16.01 16 .01 16 .01 16.01 16.01 16.01 Project Engineer: William R. Cullen WaterCAD v1 .o (034] 10/23/00 05 :12 :07 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 22 Detailed Report for Pipe : P -25 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none::. 0 .0 Roughness <none::. 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-13 J-17 No 458.00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 C alc u lated R esu lts Summa ry Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3 .00 hr Open 4 .00 hr Open 5 .00 hr Open 6.00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15 .00 hr Open 16 .00 hr Open 17.00 hr Open 18 .00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 377.34 0 .0 377 .34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377 .34 0 .0 377.34 0 .0 377 .34 0 .0 377 .34 0 .0 377 .34 0 .0 377.34 0 .0 377 .34 0.0 377 .34 0 .0 377.34 0 .0 377 .34 0 .0 377.34 0.0 377.34 0.0 377 .34 Project Title : Castlegate 24 inch final c :\haestadlwtrc\cgcff12 .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 1.17 406 .36 406 .17 1.17 406 .36 406.17 1.17 406.36 406.17 1.17 406 .36 406.17 1.17 406.36 406.17 1.17 406.36 406.17 1.17 406 .36 406 .17 1.17 406.36 406.17 1.17 406 .36 406 .17 1.17 406.36 406 .17 1.17 406.36 406 .17 1.17 406.36 406 .17 1 .17 406 .36 406.17 1.17 406.36 406 .17 1.17 406.36 406 .17 1 .17 406.36 406.17 1.17 406.36 406.17 1.17 406.36 406.17 1.17 406.36 406 .17 1.17 406.36 406.17 1.17 406 .36 406.17 1.17 406.36 406.17 1.17 406.36 406.17 1 .17 406.36 406.17 1.17 406.36 406.17 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .18 0 .00 0 .18 0.00 0 .18 0 .00 0 .18 0 .00 0 .18 0.00 0 .18 0.00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0.18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .18 0 .18 0.18 0 .18 0 .18 0 .18 0 .18 0 .18 0.18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0.18 0 .18 0 .18 0 .18 0 .18 0 .18 0.18 0 .18 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10123100 OS : 12 :07 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 23 Deta i led Report for Pipe : P-29 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) 0.00 hr Open 0.0 1.00 hr Open 0 .0 2.00 hr Open 0 .0 3 .00 hr Open 0 .0 4.00 hr Open 0 .0 5 .00 hr Open 0 .0 6 .00 hr Open 0 .0 7.00 hr Open 0 .0 8.00 hr Open 0 .0 9.00 hr Open 0 .0 10.00 hr Open 0 .0 11 .00 hr Open 0 .0 12.00 hr Open 0 .0 13 .00hr Open 0.0 14.00 hr Open 0 .0 15 .00 hr Open 0 .0 16.00 hr Open 0.0 17.00hr Open 0.0 18 .00 hr Open 0 .0 19.00 hr Open 0.0 20.00 hr Open 0 .0 21 .00 hr Open 0 .0 22 .00 hr Open 0 .0 23.00 hr Open 0 .0 24.00 hr Open 0 .0 Project Tille: Castlegate 24 inch final c:lhaestad l wtrclcgcff 12 . wed <none> 0 .0 Roughness J-6 Diameter J-22 Material No Roughness 987 .00 ft Minor Loss Open Ca lcu lated R es ults S umma ry Flow Velocity From To Friction (gpm) (fUs) Grade Grade Loss (ft) (ft) (ft) -4 ,044.41 12.49 460.97 492.51 31.54 -4,044.41 12.49 460.97 492 .51 31 .54 -4,044.41 12.49 460 .97 492.51 31 .54 -4,044.41 12.49 460.97 492.51 31 .54 -4,044.41 12.49 460.97 492.51 31 .54 -4,044.41 12.49 460.97 492 .51 31.54 -4,044.41 12.49 460.97 492.51 31.54 -4,044.41 12.49 460 .97 492.51 31 .54 -4,044.41 12.49 460.97 492.51 31 .54 -4 ,044.41 12.49 460.97 492 .51 31 .54 -4,044.41 12.49 460.97 492.51 31 .54 -4,044.41 12.49 460.97 492 .51 31 .54 -4 ,044.41 12.49 460.97 492 .51 31.54 -4,044.41 12 .49 460.97 492 .51 31 .54 -4,044.41 12.49 460.97 492.51 31 .54 -4 ,044 .41 12.49 460.97 492 .51 31 .54 -4,044.41 12.49 460.97 492.51 31 .54 -4,044.41 12.49· 460 .97 492.51 31.54 -4,044.41 12.49 460.97 492 .51 31 .54 -4,044.41 12.49 460 .97 492.51 31.54 -4,044.41 12.49 460 .97 492.51 31 .54 -4,044.41 12.49 460 .97 492.51 31 .54 -4,044.41 12.49 460.97 492 .51 31 .54 -4,044.41 12.49 460.97 492.51 31 .54 -4 ,044.41 12.49 460 .97 492.51 31 .54 Minor Loss (ft) 0.00 0 .00 0 .00 0.00 0 .00 0.00 0.00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 <none> 0.0 12 in PVC 150.0 0 .00 Total Head loss Headless Gradient (ft) 31 .54 31 .54 31 .54 31.54 31.54 31 .54 31 .54 31 .54 31 .54 31.54 31 .54 31.54 31 .54 31 .54 31 .54 31.54 31 .54 31 .54 31 .54 31 .54 31.54 31.54 31 .54 31 .54 31 .54 (ft/1 OOOft) 31.95 31 .95 31.95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31.95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31.95 31 .95 Project Engineer: William R. Cullen WaterCAD v1 .0 (034) 10/23/00 05 :12 :08 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 24 Detailed Report for P i pe: P-30 Loading Summary De mand Scenario Default-Average Daily Ca li bration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From N ode To N ode Check Valve Length Initia l Condition S ummary Status J-22 R-1 No 65.00 ft Open Diameter Material Roughness M inor Loss 23 in Ductile Iron 130.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 h r Open 1 .00 hr Open 2 .00 hr Open 3 .00 hr Open 4 .00 hr Open 5.0 0 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12 .00hr Open 13.0 0 hr Open 14.00 hr Open 15 .00 hr Open 16.00 hr Open 17.00 hr Open 18 .00 hr Open 19 .00 h r Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0.0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0.0 -4,044.41 0 .0 -4 ,044.41 Project Title : Cast legate 24 inch fina l c :\haestad\wtrc\cgcff12.wcd V elocity From To (fUs) Grade Grad e (ft) (ft) 3 .12 492 .51 492.60 3 .12 492 .51 492 .60 3 .12 492.51 492.60 3 .12 492 .51 492.6 0 3 .12 492 .51 492.60 3 .12 4 92 .51 492.60 3 .12 492 .51 492.60 3 .12 492 .51 492 .60 3.12 492 .51 492.60 3 .12 492 .51 492 .60 3 .12 492.51 492 .6 0 3.12 492 .51 492 .60 3 .12 492 .51 492.60 3 .12 492.51 492 .60 3 .12 492.51 492.60 3.12 492.51 492.60 3 .12 492 .51 492 .60 3 .12 492 .51 492 .6 0 3 .12 492 .51 492.60 3 .12 492.51 492 .60 3 .12 492.51 492 .60 3 .12 492.51 492 .60 3.12 492 .51 492 .60 3 .12 492.5 1 492 .6 0 3 .12 492 .51 492.6 0 Friction Loss (ft) M ino r Total Headloss Loss Headloss Gradient (ft) (ft) (fU1 OOOft) 0.09 0.00 0 .09 0 .00 0 .09 0 .00 0 .09 0 .00 0.09 0 .00 0.09 0 .00 0 .09 0 .00 0 .09 0 .0 0 0 .09 0 .00 0 .09 0 .00 0 .09 0.00 0 .09 0 .00 0 .09 0 .00 0.09 0 .00 0 .09 0 .00 0.09 0 .00 0 .09 0 .00 0 .09 0 .00 0 .09 0 .00 0 .09 0 .00 0 .09 0 .00 0 .09 0 .00 0.09 0 .00 0.09 0 .00 0 .09 0 .00 0.09 . 0 .09 0.09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0.09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0.09 0 .09 0 .09 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1 .42 1.42 1 .42 1.42 1.42 1.42 1.42 1.42 10/23/00 05 :12:08 PM © Haestad Methods , Inc. Project Engineer: Will iam R. Cullen WaterCAD v1 .0 [034] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 P age 25 SCENARI02E Node Elevation Demand Demand Label (ft) Type (gpm ) J-1 276 .00 Demand 0 .00 J-2 272 .00 Demand 0 .00 J-3 270 .00 Demand 19 .00 J-4 272 .00 Demand 174.00 J-5 300 .00 Demand 120 .00 J-6 322 .00 Demand 0 .00 J-8 300 .00 Demand 0 .00 J-9 301 .00 Demand 0 .00 J-10 288 .00 Demand 1 ,534 .00 J-11 287.00 Demand 126.00 J-12 320 .00 Demand 29.70 J-13 293 .00 Demand 0 .00 J-14 329 .00 Demand 5g,50 J-15 320 .00 D emand 0.00 J-16 332.00 D emand 0 .00 J-17 300 .00 Demand 0 .00 J-18 310.00 Demand 38 .30 J-19 336 .00 Demand 133.00 J-20 311 .00 Demand 15.00 J-22 326 .00 Demand 0.00 Project Title: Castlegate 24 inch final c :\haestad\wtrc\cgcff1 a.wed Extend e d Period Analysis: 0 .0 hr I 24 .0 h r Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 454.14 77.03 Fixed 0 .00 464.00 83 .03 Fixed 19.00 465 .08 84 .36 Fixed 174.00 468 .78 85 .09 Fixed 120.00 477.14 76 .60 Fixed 0 .00 480.82 68.68 Fixed 0 .00 454.80 66.94 Fixed 0 .00 456.36 67.18 Fixed 1 ,534 .00 451.93 70.89 Fixed 126.00 454.08 72 .25 Fixed 29 .70 455.82 58 .73 Fixed 0 .00 453 .50 69.41 Fi xed 59 .50 454.78 54 .39 Fixed 0 .00 454 .78 58.28 Fixed 0 .00 455 .30 53 .32 Fixed 0 .00 453.56 66.40 Fi xed 38 .30 453.87 62.21 Fixed 133.00 454.29 51 .15 Fixed 15.00 453.87 61 .78 Fixed 0 .00 504.23 77.07 Project Engineer: William R. Cullen WaterCAD v1 .o (034] 10122100 10 :47 :54 AM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06 708 USA (203) 755-1666 Page 1 of 1 SCENARI02F Node Elevation Demand Demand Label (ft) Type (gp m ) J -1 276.00 Demand 0.00 J-2 272.00 Demand 0.00 J-3 270.00 Demand 19.00 J-4 272 .00 Demand 174.00 J-5 300 .00 Demand 120.00 J-6 322.00 Demand 0 .00 J-8 300 .00 Demand 0 .00 J-9 301 .00 Demand 0 .00 J-10 288.00 De mand 34 .10 J-11 287.00 De mand 1,626 .00 J-12 320.00 Demand 29 .70 J-13 293 .00 Demand 0 .00 J-14 329 .00 De mand 59 .50 J-15 320.00 Demand 0 .00 J-16 332.00 Demand 0 .00 J-17 300.00 Demand 0.00 J-18 310.00 Demand 38.30 J-19 336 .00 Demand 133.00 J-2 0 311 .00 Demand 15.00 J-22 326 .00 Demand 0.00 Project Title : Castlega te 24 inch final c :\h aestad\wtrc\cgcff11 .wcd Extended Period Analysis: 0 .0 hr I 24.0 hr Junction Report Demand Calculated Hydra ul ic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0.00 454.14 77 .03 Fixed 0 .00 464.00 83 .03 Fixed 19.00 465.08 84 .36 Fixed 174.00 468 .78 85.09 Fixed 120.00 477.14 76 .60 Fixed 0 .00 480.82 68 .68 Fixed 0.00 455.41 67 .20 Fixed 0 .00 456.36 67.18 Fixed 34 .10 453.89 71 .74 Fixed 1 ,626 .00 452.74 71.67 Fixed 29.70 456.02 58.82 Fixed 0 .00 454.69 69.92 Fixed 59.50 455.38 54 .65 Fixed 0 .00 455.38 58 .54 Fixed 0 .0 0 455.70 53.49 Fixed 0 .00 454.72 66.90 Fixed 38 .30 454.84 62 .63 Fixed 133.00 455 .06 51.48 Fixed 15.00 454 .84 62 .20 F ixed 0 .00 504 .23 77.07 Project Engineer: William R . Cullen WaterCAD v1 .0 (0 34) 10/22/00 10 :49 :14 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 SCENARI02G Node E levation Demand Demand Label (ft) Type (g pm) J-1 276 .00 Demand 0 .00 J-2 272 .00 Demand 0 .00 J-3 270 .00 Demand 19 .00 J-4 272 .00 Demand 174.00 J-5 300 .00 Demand 120.00 J-6 322 .00 Demand 0 .00 J-8 300 .00 Demand 0 .00 J-9 301 .00 Demand 0 .00 J-10 288 .00 Demand 34.10 J-11 287 .00 Demand 126.00 J-1 2 320 .00 Demand 29.70 J-13 293 .00 Demand 0 .00 J-14 329 .00 Demand 59 .50 J-1 5 320 .00 Demand 0 .00 J-16 332 .00 Demand 0 .00 J-17 300 .00 Demand 0 .00 J-18 310 .00 Demand 38 .30 J-19 336 .00 Demand 133.00 J-20 311.00 Demand 1,515 .00 J-22 326 .00 Demand 0.00 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff20.wcd Extended Period Analys i.s: 0.0 hr I 24 .0 h r Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 454.14 77.03 Fixed 0 .00 464 .00 83 .03 Fixed 19 .00 465.08 84 .36 Fixed 174.00 468.78 85 .09 Fixed 120.00 477 .14 76 .60 Fixed 0.00 480.82 68.68 Fixed 0 .00 454.27 66 .71 Fixed 0.00 456 .3 6 67.18 Fixed 34 .10 454 .20 71.87 Fixed 126.00 455.17 72 .72 Fixed 29 .70 455.42 58 .56 Fixed 0 .00 453.67 69.48 Fi xed 59 .5 0 453 .73 53 .94 Fixed 0 .00 453.55 57.75 Fixed 0 .00 454.49 52 .97 Fixed 0 .00 452.88 66.11 F ixed 38.30 448 .60 59.93 Fixed 133.00 451.47 49 .93 Fixed 1,515 .00 445 .12 58 .00 Fixed 0.00 504 .23 77 .07 Project En gi neer: Wi lliam R. Cul len WaterCAD v1 .0 [034] 10/22/00 10 :52 :03 A M © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06 708 USA (203) 755-1666 Page 1 of 1 iable 3. Item No. Estimate of Construction Costs for Installation of 12 "0 PVC Water Supply Line Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castle Gate Subdivision Description of Item Estimated Quantity Estimated Unit Cost ($/unit) Extended Cost ($) Comment 1 Mobilization/Demobilization 1 EA Lump Sum $5,000 _____ I_ . _-_-_-_ --.'---t--··--tc--=-_----:-~~==------__ -__ --=-_--=-_-__ -=._-__ 2_ I__ C~nstruction Payment & _Perfon:nance Bo~ __ I_ 1 EA + Lump Suf!!._ ,_$6,_460 I Ap£!:~~_!T1at~}Y 2 % of total constructi ~n cost. -·· --····----------· --·---------- --------__________________ [________ --------i-------------------------____ !_ _____________________ -------·----·----------------·----------. ---· --------- 3 Provide & Install Tap and Saddle Connection 1 EA Lump Sum $5,000 Existing line must stay active during tapping operation. This of Proposed.12 "0 PVC to Existing 24"0 item only includes the labor, associated activities, and parts DIP , (tapping equipment, saddle, etc.) associated with the _ connection . The materials (tees and values) required at the ___ -------------_ ·--------·-------·-. _ ·---______________ --------------_________ -----·------------------,------------connecti ~~-~~.!__are cov ~re~ in_s~e ~'.-~~-!!~~ !~em_s_:_ __ _ ____ _ 4 Wet Bore 12"0 Beneath Duct Bank 30 LF $120/LF $3 ,600 --------------11 -----1-----,--------------1r-------:------;'-----:-------·------------ Clearin.g and Grubbing Along Proposed 1 EA Lump Sum I $15 ,000 I 5 Highway 40 ROW for Pipeline Route ··-· ··-·· --·-------------------····-··-·--······--· -·-------·--··-·-·--·--··---r--·---·-···-------·---·--------·--·----· ·------··-.. ---···------------------1------:------1-----<------------------·--·---- 6 Provide & Install 12 "0 PVC C900 CL 200 DR 14 Pipe Along Highway 40 Access Road 7 Provide & Install 12 "0 DIP Gate Valve (Main 7,200 LF $23 .50/LF $169,200 Majority of pipeline route will not be in present or proposed paved area. Therefore, cost ass umes only a small portion of the line will require structural backfill. Average cover of3.5 ft ( 42"). City of College Station Class B bedding. ---------. -----------------------------------------------·-·c -·-····----···--------------·. ··------·· ... -· ----- $7,000 Line) -···--··---~----------- 5 EA I $1 ,400/EA I _____ ,_ ___ __, ---·-------·-----------•r-----1-----1--------11-----•--·-----·-------·-·-·------···· ·----·-.. ----·-·~·· 8 Provide & Install 12 "0 PVC 22.5 Bend $2,400 ----+--------:----'---If--------------·----·------------6 EA $400/EA ~···-----11--- 9 Provide & Install 12 "0 PVC 11.25· Bend 3 EA $400/EA $1 ,200 --1------1----'---I--------- Table 3. Continued Estimated Extended Item Description of Estimated Unit Cost Cost No. Item Quantity ($/unit) ($) Comment 10 Provide & Install 2 " Air and Vacuum 4 EA $3 ,000/EA $12,000 -~ssembl t_ __ . --- ----· ----·------·----·---·· ~· -·· -------·--·-··-·· -·- 11 Provide & Install 12 "0 by 12"0 x 12 "0 Tee $400/EA $1 ,200 For crossings of State Highway 40 to Castle Gate Subdivision. 12 Provide & Install 20"0 Steel Encasement Pipe 800 LF $70/LF $56,000 For two water line crossings of State Highway 40 ROW . --·---·--------- 13 Provide & Install 12 "0 PVC C900 CL 200 840 LF $35/LF $29,400 Installation should include Cascade stabilizers or equivalent. DR14 Pipe in Encasement Pipe Across State Highway 40 ROW 14 Provide & Install 2"0 Blow-Off Riser 4 EA $400/EA $1,600 Blow-Off and plug for end of 12 "0 water main at crossings . -·---Assembly (Plug) -------________ , .. __________ -----·· -·--···------··-------· ·--· 15 Provide & Install 12 "0 DIP Gate Valve (Tee 3 EA I $1 ,400/EA $4 ,200 Connections) ------. --------- 16 Chlorination and Tes ~r:ig of Completed Lines 1 EA .[ Lump Sum $2,500 >---· -[ .. .. _.,. ----·---·--.. -·-·-----·· -·-··---· --··----·--· ·- 17 Filter Fabric Silt Fence 1,000 LF 2.50/LF $2,500 ----··---------- 18 Stabilization of Construction Exit 1 EA Lump Sum $1 ,200 -· ---------· --. ----· 19 Reseeding (Broadcast) 4 Acres $1 ,000/ Acre $4,000 Summary of Subtotal Costs Subtotal $329,460 Plus] 0% Contingency Contingency +$32,946 GRAND TOTAL FOR 12"0 PVC TRANSMISSION $362,406 LINE ALONG STATE HIGHWAY 40 ROW AND VdJYl io-zt.~ 12"0 PVC CROSSING LINES TO CASTLE GATE ~ SUBDIVISION Table 4 . Estimate of "Oversized Line" Construction Costs for Installation of 24"0 DIP Water Supply Line Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 and 12 "0 PVC Crossing Lines to Proposed Castle Gate Subdivision Estimated Extended Item Description of Estimated Unit Cost Cost No. Item Quantity ($/unit) ($) Comment I Mobilization/Demobilization I EA Lump Sum $5 ,000 ----I -- 2 Construction Payment & Performance Bond I EA Lump Sum $13,140 2% of total construction cost - ~-------· -------- 3 Provide & Install Connection to Existing 24"0 1 EA Lump Sum $30,000 Existing line must remain in service and temporary DIP -Tap and Saddle Existing 24 "0 Pipe connecting line will have to be installed. This item only and Install New 24"0 DIP Water includes the labor, associated activities, and parts (sleeves, etc .) Transmission Pipe to Castle Gate associated with the connection . The materials (tees and values) Subdivision required at the connection point are covered in separate line items. ----····----------··-------------·---··-----··-----····--··-·-----· ---·-··-· ---------·--· --· ····-·-··-----------· --------------------------·--····------------------------· -· ·---·---------·---.. ----------------.. ·--·-· ... ----·-----------··-· --·------· ·-. ------------- 4 Wet Bore 24 "0 Beneath Duct Bank 30 LF $160/LF $4,800 5 Clearing and Grubbing Along Proposed 1 EA Lump Sum $15 ,000 Hi_ghway 40 ROW for Pipeline Route --- 6 Provide & Install 24"0 DIP A WW A C 150 7 ,200 LF $58 .50/LF $42I ,200 Majority of pipeline route will not be in present or proposed (ANS I A2 l .51) Thickness Class 52 with 8 paved area. Therefore, cost assumes only a small portion of the Mil Poly Wrap Along State Highway 40 line will require structural backfill. Average cover of 6.0 ft ROW (72"). Ci of College Station Class D bedding . -------------__________ .. ______________________________ >--------------------------~--.... -------------· .. ---------··---··-------·-------------· ·------~···-----··--· 7 Provide & Install 24"0 DIP Butterfly Valve 5 EA $8 ,000/EA $40 ,000 One valve at the point of connection with the existing line and (Main Line) four valves along the water main route. --_.,. __ -·~-------- 8 Provide & Install 24"0 DIP 22.5 . Bend 6EA $2,000/EA $12,000 9 Provide & Install 24"0 DIP 11.25 Bend 3 EA $2,000/EA $6,000 Table 4. Item No . Continued Description of Item 10 Provide & Install 2" Air and Vacuum Valve ______ ---~~~~m~l y__ _ __ __ _ _______ _ Estimated Q uantity Estimated Unit Cost ($/u n it) Extended Cost ($) 4 EA $3 ,500/EA $14,000 _ __ ,_ __ ¥ _____ -----·--·----.... -~-- Comment ......... .....•. ........ . ............................................ ············-··· ............................... .. .. ..... .................. . ................... _,,,........... ............. ...... - - I I ........ PE()Yi~~~Ii:is!all 2~''0 by ?4''<q".'.l ?''.<'.'..'T.~~ }i.:;P.>:__ E.?QQ/'.?_~--E.?.QQ _ _ f<?.~~E()~~ii:i gsgf?.tate !1i g h ~<1X~Q !O Castle G (lte Sub9ivisioi:i: 12 •...•. ..... .......... ····-··· ... -····· ... ···-·········-····---········ .................... ····· ................ .. ......................... .. ... ·······-·· . 13 Provide & Install 12 "0 PVC C900 CL 200 840 LF $35/LF $29,400 DRl4 Pipe in Encasement Pipe Across State ----·-t!ig~~<l)'~Q~9'.Y .. . ... ........... ...... .......... ---............... ·········· -.... ...... ..................... ..... ............... --............ --·- ........................ -............... -.......... ......... ................ ......... ... . ............................................ ····-· .............. ··-·· Provide & Install 2"0 End of Line Blow -Off 4 EA $400/EA $I ,600 14 8-io~~off~nd plu g for endof2-4"0 line and a t cross in gs . Riser Assembly (Plu g) 11 ----1------~-~~~~-------~·-----~-----1------·-----~----------------- --------· ·-------------···---·-------------·t------1-----------· ·-·--·-··----·-15 Provide & Install I 2 "0 DIP Gate Valve (Tee <;:ci.nne~ti()r:i~2 ... 3 EA $1 ,400 /EA $4,200 Gate valves for water line s crossing to s ubdivi s ion . ··-···· ·······-1--· ........................................ ······-·-······-····-.. -··· ......... ·-··-·-········-...... . ............ ················•••••«•••·········-··· ....... .. ·- I 6 Chlorination and testing of completed lines I EA Lump Sum $2,500 17 Filter Fabric Silt Fence 1,000 LF $2.5 /LF $2 ,500 --·-·· ••·-··--····--·-· 0 ·-·•·H .. HHHHOOOOHOOOOOOHOOOoOooHOO•MH••••HOoOo OOOO•HOOOOOOOHOHH ...... ''000 •oooo•••OOHHO•ooo••o•o•HO·••o·•OOOOH•·•H• 18 Stabilization of Construction Exit ................. ·-··········--······ ···-··-····---···········-·······-···-····· I 9 Reseeding (Broadcast) 4 Acres $I ,000/Acre $4,000 <------~-----"''-'------''--~---------r----~--'-----t=~~====~t----------------- ······· _ §f!:'!!'!!J!:tY.._f!L§.'!PJ<!~(JLf<J§'.!! .. . ...... ...... .... ...... . _ Subtotal ...... ..... $~_?Q !Q'.!Q ... __ !!!.!!§.!.P ~f.'!.'!:!!'!:Ct!_!!C:Y._____ ·-··-··· ________ _ ___________ f<!_'!:'.!.1!:8l!_'!:l:':Y. .. +$67,004 ·----······ GRAND TOTAL FOR 24 "0 DIP WATER TRANSMISSION $737,044 A,_ N> LINE ALONG STATE HIGHWAY 40 ROW AND 12 "0 PVC ~ Ip.-:~ CROSS ING LINES TO CASTLE GATE SUBDIVISION ---.,,,,.-/{/I• Table 5. Item No . 1 2 ----- 3 --- 4 5 6 ------- 7 8 ------ 9 Construction Cost Comparison for Installation of 12 "0 PVC and 24" 0 DIP Water Supply Lines Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castle Gate Subdivision Difference in Extended Extended Cost Cost For 12 Cost For 24 (Added Cost "0 PVC "0 D IP for 24" 0 Description of Water Main Water Main DIP) Item ($) ($) ($) Comment Mobilization/Demobilization $5,000 $5 ,000 $0 _g_~_~truction Pax m~r:i !.~ Performance Bon9 __ $6,460 $13, 140 $6,680 -,------------·-------·-·---~---·--·····------- Provide & Install Tap and Saddle Connection $5,000 $30,000 $25,000 Existing line must stay active du ri ng tapping operation. This item only includes the labor, associated activities , and parts (tapping equipment, saddle, etc.) associated with the connection. The materials (tees and values) required at the connection point are covered in separate line items. ··-·----· Wet Bore Beneath Duct Bank $3 ,600 $4,800 I $1 ,2 00 Clearing and Grubbing Along Proposed $15,000 $15,000 $0 Highway 40 ROW for Pipeline Route - Provide & Install Water line Along Highway 6 $169 ,20 0 $421,200 $252,000 Majority of pipeline route will not be in present or proposed Access Road paved area. Therefore, cost assumes only a small portion of the ·--------------------·-----------------·--·--·--------------------------------------------· ·--------·-------------line will require structural backfill. ··-·----· .. ___ .. ________ r---------· -----------------------···· ··-----------··------··---· ................. ------ Provide & Install Gate Valve Main Line) $7 ,000 $40,000 $33 ,000 Provide & Install 22.5 Bend $2,400 $12,000 $9,600 ---------------------------------------·----.. -.. ----------------~-------------------.. ---------··------··---···--.. --------------~ ----Provide-& Install 11 :B"'s~~d ---------~--------$1,200 $6 ,000 $4,800 Table 5. Continued Extended Difference Extended Cost For 24 in Cost Cost For 12 "0 PVC (Added Cost "0 PVC Water Main For 24" 0 Item Description of Water Main ($) DIP) No. Item ($) ($) Comment 10 Provide & Install 2" Air and Vacuum $12 ,000 $14 ,000 $2 ,000 Assembly 11 Provide & Install Tee Connection $1 ,200 $7 ,500 $6 ,300 For crossings of State Highway 40 to Castle Gate Subdivision. 12 Steel Encasement Pipe $56 ,000 $56 ,000 $0 For two water line crossing s of State Hi g hwa>.'. 40 ROW . I 13 Provide & Install Waterline Across State $29,400 I $29,400 $0 Installation should include Cascade stabilizers or equivalent. ---~· ·-·-----___ -~i hw~-'!Q~OW ____________ ---..... ----· --_______ ... _ .. _.,._ ·------·-· ·-------------------_________ .. _ ·------··---------··--·· .. --~----------.... -... ....... -------~- 14 I Provide & Install 2"0 Blow-Off Ri ser $!,ZOO-$1,600 I $0 Blow-Off and plug for end of water main and two crossing Assembly (Plug) I~~ lines at southern ROW boundary for State Highway 40 . I ---------------------···--···-----!--·----------------·· $4)00-,-$4 ,200_, -------------------- 15 Provide and Install Gate Valve (Crossings) $0 I 16 Chlorination and testing of completed lines $2 ,500 I $2,500 $0 ---.~~ --' ----------- ----------------------------·--------------------·-------··-----··-··-------------------------------------------------·--------· --------··---------------~--------------·--··--·----.. -----------·----· .... ·------·---------······ ·---------------······------------------.. ---- 17 Filter Fabric Silt Fence $2,500 $2,500 $0 18 Stabilization of Construction Exit $1 ,200 $1 ,200 $0 19 Reseeding_ (Br<?~dc!l5 t) --------------------$4,000 $4,000 $0 ---------... ··---------~------------··---.. ____ ............ ______________ .... _ .... ___________ .. _ .. ___ ...... ____ .. ____ . ______ Summary of Subtotal Costs $329,460 $670,040 $340,580 Plus 10% Contingency $32 ,946 $67 ,004 $34 ,058 GRAND TOTAL $362,406 $737,044 $374,638 ~l/11 fo-zh-(,0 Table 3 . Item No. ,, I~ Estim a te of Con struction Costs for Installation of 12 "0 PVC Water Supply Line Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castle Gate Subdivision Desc rip tion of Item Estim ated Qu a ntity Estimated Uni t C ost ($/u nit) Extended Cost ($) Comment I Mobilization /Dem o biliz ation I EA Lump Sum $5,000 / _ .. _ ·-·---· ... . .. ....... .. ···--····· -· ----·-····· ........... -·--... ____________ .. __________ ------.--.. ·--··----····-----------------··-··---------··---··---------··· ·-··-~--··---· ----------·---.. ·-·------------· . ________ .............................. ___________ ·----·--·-----·-----·-····---·-............................. -..... . 3 Provide & Install Tap Jm.._ Saddle Connection 1 EA Lump Sum $5 ,000 ? Existin g lin e mu st stay active during tap p in g ope ration . This of Proposed 12"'0 .PVC t Ex istin g 24 "0 item only includes the labor , associated activities , and parts DIP ff, '--f (tapping equipment, saddle , etc.) ass ociated with the [)I connection. The materials (tees and values) required at the .. _____ _ ____ __ __ _ _____ . _ ___ _ ___ _ ___ _ -----------------------__________________ -----------------------------coi:_ne ~~!1 .. ~i.t:i.!...~.£~~?\l.~E~9-.i!1 . .:>_~P ~'..a.!..e.l!!1~ _\!__e'!l_s_:_ _ _ _ _ _ ______ _ If. '""' 42-tX> 4 Wet Bore J.2>'0 Ben eath Duct Bank 30 LF $1-W1LF $3,600- ·--------·--·-----·-----·---------1-----+------1-----,-1-----·---Clearing and Grubbing Along Proposed 1 EA Lump Sum $15 ,000 ./ 5 . __ !::!!g~~a.¥_~_Q -~Q~!~!Jl~lin_~-~_9__1:1!_:: _______________ ·------------·-·-------·-···-·--·-··----····---· It.. __ ----1-------.-il"---=:::..--------1-----1------1-------l--------------------·------·---Provide & Install I 2 "0 ~900 CL 200 DR 7,200 LF $23-:50 /L F $~ 6 7 --- ---·------ 8 --·-···-·-···-··-·- 14 Pipe Along Highway 40 Access Road ? 4-z. Majority of pipeline route will not be in present or pro posed paved area. Therefore , cost assumes only a small porti on of the line will require structural backfill. Average cover of 3.5 ft {{, 7 -----------------7 -··---------------------i~?~'.2:_g_\!¥.~f_g~~~g-~_~t_a.ti <?~S.!~~~-!3 !Je~~i~g. Provide & Install 1Y'0 DIP Gate Valve (Main 5 EA $1,400 /EA $-'.t;OOG Line) I '4 ------·--·--·----------··------ __ _I:>.!.~~i~~§.:_!r.!.~-~c:!!_~~-~v c _22 . 5 • Bend 6 EA $4BWE A $2;400 ------1------1------t -------·-----···-· ··--·-------------· ·•··-·· .. ·------------······-···-······----··--·----·-·-- --~--!-----------···----------·-·····--·--· ··--··-··-········-··---·····---------····-··-· [b 9 Provide & Install 1..2"'0 P~l I .25 Bend 3 EA $4 ootE A $1.,200 _ __:. __ 1_...:...:..::...:..;:.=.:....:.:_.:.:..:::=...:.::::.:.-=...:_.:.....::....:...:..=-===----l--..::....::.:....:._-1 __ .;:_;_::...:.:..~:....i--_;;;_=.:...:...-1---------·--· ·------· -------- Table 3. Continued Estimated Extended Item Description of Estimated Unit Cost Cost No. Item Quantity ($/unit) ($) Comment 10 Provide & Install 2" Air and Vacuum 4 EA $3,000/EA $12,000 ,/ Assembl ··---·-------·---·- ---·--··-.... ···········-··--·--·---···-------····-------·--·-·---------.. ------·--'-·----------· .. ·------· ·-····-----····-----·--·------···-··-··---- I I Provide & Install I 2"0 by I 2"0 x I 2"0 Tee 3 EA $400fEA-$1,200 For crossings of State Highway 40 to Castle Gate Subdivision. 12 Provide & Install 20"0 Steel Encasement Pipe 800 LF $70/LF $56,000 --F or two water line crossings of State Highway 40 ROW. ·- 13 Provide & Install 12 "0 PVC C900 CL 200 840 LF $35/LF $29,400 1 1nstallation should include Cascad-e st;biliz~-~s-;r equ~alent.-- DR14 Pipe in Encasement Pipe Across State Highway 40 ROW --- 14 Provide & Install 2"0 Blow-Off Riser 4 EA $400/EA $1,60 (), 13 1ow-Off and plug for end of 12"0 water main at crossings. -·-··---··----.. -------~~~eT_l1_~.1X (~_l~g)_. ·----···-· ·-------·-·····-··------··-----·-··----t--·--·-.. ·----·--· ------· ---~--·-· ---··-· -·-·-...... ·-··-----·· ~ --- 15 Provide & Install 12 "0 DIP Gate Valve (Tee 3 EA $1,400/EA $4,200,"' Connections) --------I ·--------·----------------- 16 --~_b lorination and T~-~~r:ig _of <;:_ome_!~~d Lines I EA Lump Sum $2,500 / -----------·-"·-·-·--··-··-····-··-··--·--·-····-________ ,. _______ -·····--·"-... --·-··-···--·~ / ------------17 Filter Fabric Silt Fence 1,000 LF 2 .50/LF $2,50()' ------··-----···~------~----.. ·------.. ·-·------·---·----· ... --··--- 18 Stabilization of Construction Exit I EA Lump Sum $1,209' ------------·---·-· ·-··-·-·-··---·---·~-------.. ·-.. ·--------· / 19 Reseeding (Broadcast) 4 Acres $1,000/Acre $4,00&' --- Summary of Subtotal Costs Subtotal $329,460 Plusl 0% Contingency Contingency +$32,946 GRAND TOTAL FOR 12"0 PVC TRANSMISSION $362,406 LINE ALONG STA TE HIGHWAY 40 ROW AND l&YJ /0-24.£V 12"0 PVC CROSSING LINES TO CASTLE GATE .,:::;::::? SUBDIVISION ARLEY IMP ACT AREA WATERLINE ROJECT NO. WT 9905 ITEM APPROX. I UNITS DESCRIPTION NO. QUANTITY I I 2396 L.F. 18 11 DUCTILE IRON WATERLINE A WWA Cl51 (ANSI A21.51) W/10 MIL POLYWRAP t ' t i Ui\YJT PRICE for h..~±~ ..... ON.~ ........................... Dollars l~ Y\ . 2 i 3 I I I 4 I i I 2 and S.rY.!..~Y.\.1~ ...... f~Y..~ .................. Cents EA. 2" END OF LINE BLOWOFF RISER ASSEMBLY for f !,kt.. .. U.~.~.J .. :TY.:'!:7.~~ .. fi~.~.Dollars and ...................... ~o. ............................... Cents EA. 18" BUTTERFLY VAL VE ASSEMBLY for ?{Y.~:h1 ... 0..~.?: .... Hu~cl ..... Dollars 7( Oo . ' and .................. ~ .. ~ ................................. Cents EA. 6 11 BLOWOFF ASSEMBLY fo~.\ ~':\J:°'6? ... \:\~~~ .. 5.a.·";";.f..1 .Dollars and ............................. ~.~ ....................... Cents l ! 1 I t l ' Ou HARLEY IMP ACT AREA \VA TERLINE -PROPOSAL -PAGE 1 OF 2 PAGES .. EXTENSION loo) oD 0~'3 o"U - - a""<> \ '-\ 1 2-oo · ov ! I i -0 c tD r- 0 !"tTEM'l APPROX. UNITS DESCRIPTION UNIT EXTENSION NO. I QUANTITY PRICE - 5 30 L.F. 30 11 DIA. X 3/8" TIIK. STEEL CASING W/CASING SPACERS AND END SEALS i for0.UE ... µ.~.r.JN.J. .. fi.E:\-.~ __ £t~.tJlollars o~ e~ 1<5 e . y I\~ Q . and ......................... @.~ ........................... Cents 6 2 EA. 18 11 X 11.25 DEGREE BENDS, M.J. for .. 5.~.£n .... ~.~Y.\d.c~J ............ Dollars oD and ...................... ~.e .............................. Cents I 7 2396 L.F . TRENCH SAFETY for ...... Q .~ ... ~ ..................................... Dollars o~ o_9 L and .............. W. .. ~ ..................................... Cents 8 1 L.S. EROSION Al'\JD SEDIMENTATION CONTROL for .f;.-.i.!j.lJ~.~.Y.':' ...... lJ:Y.-:~w_.c;J. .... Dollars ~ ov \ I - and ...................... ~.Q .............................. Cents ( ~oe,, Boo. I TOTAL CONSTRUCTION COST: TOT AL NUMBER oF DA vs To sussT ANTIAL COMPLETION : IL-_ __ l.o_o __________ ___, HARLEY IMPACT AREA WATERLINE -PROPOSAL -PAGE 2 OF 2 PAGES C> 0 .....,:) I co I I"\.) C> C> C> .....,:) ::c c C> ~ ~ ...., :I> :x: :z: 9 C> I"\.) DCT-19-2000 THU 04:41 PM C. S. PUBLIC WORKS FAX NO. 9797643489 HARLEY IMPACT AREA WATERl.,JNE 1. Base Bid BID SUMMARY HARLEY IMPACT AREA WATERLINE BID NO. WT-9905 00 Harley Impact Area Waterline $ \7_ e, I (o~Y, .-- 'TOTAL Construction Cost *Including Comparative Negligence as per paragraph 32.01 of City's Standard Form of Agreement oo $ I 7-8 I bf?':\ · - TOTAL number of days to substantial completion __ LP_o ____ _ P. 03 In accordance with the regulations promulgated by State Comptroller of Public Accounts, the cost of materials to be used in this contruich will be exempt from payment of sales tax is $'$t:uq1th{Tho~cwJ h,u.,a_ Hu.V\ ollars ($ ') S, H (o l . 0 - 0 ). '6l-?f'1 Of..)£_ F~~ E:, ~tl~~ oO The estimated cost of l~r is $) I ¥ Dollars ($ '5 ~ J \ C\ 3 , ). (@ 0 ~~ \\v......d_v.qcl Nl~ ~ ADD AL TERNA TE: Pursuant to paragraph 16 .03 of the City's Standard Form of Agreement, for the Contractor to provide concurrent negligence indemnification, the contract price may increase (at the City's so'lc discretion) by: Page 13 of23 $ 3<>, ooo. \ I Ill I I I II II ll ' I 111 II II II ill ,, f TfT 111 I t I I 111 ... , . _ ......... ·- ~ -... "".;. -•.···· -.... .. ' . \ ...... -_ 111 :.•'" "· .· ' ' \. .-.· .,. • . . . - --- n · II ::. ///-,1 -:--/1 ~ .--~~~~~-;;:::::;;:;;:T/~~¢3:;;:;;:.:~~~7~'~~~77:""~J 9--~~,,,--5.-z-l~~~~~~~- ---7,,'7 a;-.pz-o/ 10 /12 /2000 16 :24 FAX 979 764 3452 COLLEGE STATIO N PUB .UTL . ~DEV SERVICES 141002 I 0912S/00 04:23P P.001 I j l 1 jltt ITCH EL~ & jU, ORGAN, LLP l ENGINEER' & CONSTRUCTORS 511 UNIVERS~lY DRIVE, SUITE 204 i COLLEGE ST~TION, TEXAS 77840 i OFFICEJ (979) 260-6963 FAX Cp79) 260-3564 l i l I FACSIMILE JRANSMITTAL SHEET l~RO(I.{: Veronica J.B. Morgan l DJ\TF.:: 9-25-00 "J(>T/11. NO. Ot'PAGES lNCl.UDJNC; c;OVl::R: 19 'rOl.:ll ltlWJ"i R l'.NCJ::: NIJMBilR.: ite.rline i ' CJ FOR nevJEW D PJ.F.AsE !co.MMl!NT D PI.EASE tH~J>LY D PU::AsE REcvc1.c 10 /12 /2000 16 :25 FAX 979 764 3452 I COLLEGE STATION PUB.UTL . ~DEV SERVICES 09/25/~~ ~~1~ap P.002 Dale Schepers cocs ~UMBBR: 764-3452 i i I I I I I /111fcHELL &: /11 ORGAN, LLP I 1 ENG~NEERS &. CONSTRUCTORS j I 511 UN,VERSITY DRIVE, SUITE 204 j COLLEt;E STATION, TEXAS 77840 ! i OFFICE (979} 260-6963 I I ! FAX {979) 260-3564 I ! ' FAC~IMILE TRANSMITTAL SHEET l"'ROM: Ver:onic:aJ.B. Morgan DJ\TE: 9-25-00 TOTA!. NO. 01' l'1\GE$ lNCf,UDING CO\/B ft; 19 I ~~------~~~~~!·~~~~~~~~~~----~~~~~----~~~ I I SH40 Waterline i I RGEl'iT D Fon. Jtnvmw cb PUiAS'.F. COMMENT D Pl..Ur\SE REPL'i D .l'l.EASr' RUCYCLI! l ;'..~/COMMENTS: 141003 J 10 /12 /2000 16:25 FAX 979 764 3452 COLLEGE STATIO N PUB .UTL. -+DEV SERVICES 09125/00 04:2SP P.~03 i I ' i I j ! l j l : ! i I j i I I I i l i I I l I ·ro: i Dale Scfhcpcrs C:OMP/\SY: cocs l l'l'IX Nl!.MU5rt: ! 764-34$2 PHONI! NIJMBEl~ ! i nn: SH40 ~atetline ' l jltZ ITCH ELL & /!:!.ORGAN, LLP ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE, SUITE 204 COLLEGE STATION, TEXAS 77840 OFfl~f (979) 260-6963 FAX (979) 260-3564 FACSIMILE TRANSMITTAL SHEET FROM: VeronicaJ.B. Morgan O A T!l.: 9-25.00 TOT1\l . NO. O!' PAC.US INCLUDl~(l COVllR: 19 SENDER'S Rr.ll'r,Jl,l?.~CE NL:MDCR • D URGENT j D FOR REVIEW D PI.EASE coMMRNT 0 Pu:,,:>E REPJ..Y l 141004 10/12/2000 16:25 FAX 979 764 3452 COLLEGE STATION PUB.UTL. ~DEV SERVICES ~005 l i 091251~~ ~:23P P.0~5 l j l .\ Maximum ~ay Demand w/ 30inch line along SH40 . w/ 16inch r•placed w/30inch Node! Results: I J T l Elev. Demand· Grade Pressure Nodej ft gpm ft psi --+--------------------! 19 310 1289 497.03 81.04 · l 20 300 0 520.49 95.54 I 21 345 1056 497. 97 66.28 ! 22 300 0 • 496.34 85.08 l 23 295 374 496.71 87.4 1421 320 5076 499.92 77.96 I 422 310 0 502.79 63.54 J : 423 312 34.16 502.99 82. 76 l 424 320 5.637 505.57 80.41 j 425 320 5.637 505.47 80. 37 !426 330 1.503 506.16 76.33 ~ 436 288 21.297 501.1 92.33 j437 288 225.8 501.1 92.33 1461 290 519 496.52 89.48 · \ 462 295 363.29 497.35 87.68 i463 290 3.645 497.64 89.97 1464 290 0 497.84 90.06 11465 290 2.343 497.88 90.07 466 211 a 498.25 95.87 j457 277 7.049 498.33 95.9 1468 280 15.546 499.06 94.92 I \469 289 0 501.02 91.87 1470 289 7.262 501.23 91.96 1095 308 0 501.1 83.67 1096 312 187.15 501.1 81.94 ia97 320 o soo.se 1a.29 ~106 318 73 501.55 79.53 11·107 314 22.662 502.42 81.64 1106 312 3.251 502.58 82.58 1\109 314 22.662 502.79 81.8 1h 10 312 0 502.92 82.73 1H11 312 22.662 so2.s2 02.12 1h 12 308 0 502.82 84.33 1~ 13 318 22.662 503.48 80.37 1M 14 332 o sos.9s 7s.3a 1~ 15 314 0 503.3 62.02 1n1s a14 o 503.3 02.02 1h17 308 0 502.62 84.33 1~ 19 302 0 501.1 86.27 1~19 308 0 501.1 83.67 i i l I I i I i I l \ i ! Mitchell Morgan, LLP 9/25/00 10/12/2000 16:25 FAX 979 764 3452 I I COLLEGE STATION PUB.UTL .... DEV SERVICES 0912510el 04:ZSP P.00? Max Day w/ !24in along SH40 and 4MG at 1066 & 457 I & FF 7500 gf>m at 1066 Node j Results: ____;. )---------I Elev. Demand Grade Pressure I Node 1 l ft gpm ft psi --~---------------------·j l 19 310 a 4a0.87 74.04 l 20 300 0 525.72 97.81 i 21 300 a 48S.72 80.91 i 22 300 0 426.68 54.89 I 23 310 0 474.72 71.37 1421 320 2.612 493.48 75.17 !422 310 0 503.65 83.91 1423 312 34.16 504.29 83.32 I i424 320 5.637 511.15 82.83 !425 320 5.637 510.65 82.61 !426 330 1.503 514.1 79.77 1436 28B 21.297 497.7 90.86 437 288 12.799 497.59 90.82 j457 246 4725.9 395.33 64.7 j461 290 0 468.53 n.JS '462 295 9.285 477.47 79.06 l463 290 3.645 479.77 82.23 f464 1 290 0 481.18 82.84 1465 290 2.343 481.53 82.99 .466 277 0 484.03 89.7 j467 277 7.049 484.45 89.89 !468 280 15.546 487.82 90.05 ]469 289 0 495.74 89.58 \470 289 7.262 496.64 89.97 i066 292 12223.4 441.28 64.68 1095 308 0 498.02 82.34 I 1096 312 5.149 498.38 80.76 1097 320 0 496.19 76.34 ~106 318 0 499.36 78.58 107 314 22.662 502.99 81.89 ~108 312 3.251 503.56 83 109 314 22.662 504.31 82.46 ~110 312 0 504.74 83.51 111 312 22.662 504.73 83.51 r12 1308 0 503.11 84.54 113 318 22.662 506.37 81.62 i114 332 0 513. 11 78.48 1115 314 0 505.15 82.83 ~116 314 0 505.15 82.83 11117 308 0 503.11 84.54 1.118 302 0 498.02 84.94 1~19 308 0 498.12 82.38 I I i l I I J I 141006 ! I Mitchell Morgan, LLP I 9/25/00 I I l I 10/12/2000 16:25 FAX 979 764 3452 i COLLEGE STATION PUB.UTL. -+DEV SERVICES 0912511210 G!l41;zap P.009 ~007 1 . I Max Day w'8mgd@1066 w/ 24inch along S H40 1 Nodej Results: ____ J_ ____________________ _ ' j Elev. Demand Grade Pressure Node\ ft gpm ft psi ---L--------··· ··---! 19 310 0 512.53 87.76 i 20 300 0 535.07 101.85 i 21 300 0 516.85 93.96 i 22 300 0 493.79 83.97 \ 23 310 0 508 85.79 421 320 2.612 521.83 87.45 l 422 310 a 522.64 92.14 l 423 312 34.16 522.75 91.32 i 424 320 5.63? 523.82 88.31 I 425 320 5.637 523.47 88.16 l 428 330 1.503 525.64 84.77 100.04 99.83 l 436 288 21.297 518.89 l 437 288 12. 799 518.4 I j 457 246 3.67 493.69 ! 461 290 0 503.44 J 462 295 9.285 507.63 i 463 290 3.645 508.71 i 1454 290 0 509.37 1465 290 2.343 509.53 1466 277 0 510.71 1467 277 7.049 510.91 :468 280 15.546 512.52 1469 289 0 516.35 j470 289 7.262 516.77 1066 292 9444.44 493.94 1095 308 0 520.22 1096 312 5.149 521.74 I 1097 320 0 522.29 1106 318 0 522.83 1107 314 22.662 523.14 11108 312 3.251 523.2 I ~109 314 22.662 523.29 1!110 312 0 523.36 ~111 312 22.662 523.35 11112 308 0 522.55 I 1i113 318 22.662 523.65 1\114 332 0 525. 07 1\115 314 0 522.93 11116 314 0 522.93 1j117 308 0 522.55 1111 a 302 0 520.22 1!119 308 0 520.65 I I I \ I I i i I I I J i l l I 107.33 92.48 92.13 94.77 95.05 95.12 101.27 101.35 100.75 98.51 98.69 87.5 91.96 90.88 87.65 88.75 90.62 91.51 90.69 91.58 91.58 92.97 89.11 83.66 90.53 90.53 92.97 94.56 92.14 Mitchell Morgan. LLP 9/25/00 10 /12 /2000 16 :26 FA X 979 764 3 452 COLLEGE STATIO N PUB.UTL . -+DE V SER VI CES 14100 8 l I I Max Day wl \Bus Park @8mgd@ 1066 w/ 30inch line along SH40 Node! Results: ----1 ~-Elev-. --~;~nd-Grade ___ Pr~re NodL~---_:1~m--ft --~~~- i 19 l i 20 I 21 i 22 1 23 1 !421 ; ·422 1423 l 424 l i 425 1426 1457 !461 i462 1463 1464 !465 j466 i467 !468 I j469 i 470 1oss ioes 1096 I ~097 1106 1107 1108 1109 1110 1111 1112 1113 ~114 1115 1!11s 1j111 1!118 1!f 19 ! I I j I I I i I l i I I i ' i ; 310 300 300 300 310 320 310 312 320 320 330 246 290 295 290 290 290 2n 277 280 289 289 292 308 312 320 318 314 312 314 312 312 308 318 332 314 314 308 302 308 0 Q 0 0 0 2 .612 0 34.16 5 .637 5 .637 1.503 3.67 0 9.285 3 .645 0 2 .343 0 7 .049 15.546 0 7 .262 9444.44 0 5.149 0 0 22.662 3.251 22.662 0 22.662 0 22.662 0 0 0 0 0 0 512.14 531 .7 515.1 496.24 509.03 518.53 519.07 519.14 519.96 519.73 521 .15 496.15 505.89 508.74 509.47 509.91 510.02 510 .82 510 .95 512.06 514.71 515 496.39 517.39 518.46 518.85 519.21 519.37 519.41 519.47 519.51 519.51 5'19.01 519.72 520.78 519 .27 519.27 519.01 517.39 517.69 87.59 100.4 93 .2 85.03 86.24 86.02 90.59 89 .75 86.64 86.54 82.83 108.39 93 .55 92 .61 95.09 95.29 95.33 101 .32 101 .37 100.55 97.8 97.92 88 .56 90.73 89.46 86.16 87.19 88.99 89.87 89.03 89.91 89.91 91 .43 87.41 8 1.8 88.94 88.94 91 .43 93.33 90.86 Mitchell Morgan, LLP 9 /25/00 10/12/2000 16:26 FAX 979 764 3452 COLLEGE STATION PUB.UTL. ~DEV SERVICES ~009 I 09r21il"112l 04-:Z~F' f'' lii:l08 i j I I I Max Day w/ 2l4in along SH40 and 4MG at 1066 & 457 & 7500gpmFF@ 1066 Link l Start End Diameter Flow Velocity Head loss Node Node in gpm fps /1000ft ----I ! 805 19 23 24 4240.341 3.01 1.26 ! 806 21 19 24 4240.341 3.01 1.26 I i 807 481 23 24 -4240.34 3.01 1.26/ ! 808 421 21 24 4240.341 3.01 1.26 ~423 426 1106 16 3056.761 4.88 s 424 423 422 12 1124.367 3.19 4.88 ~425 431 424 12 5.637 0.02 0 ~426 433 425 12 5.637 0.02 0 ~427 427 1114 30 -6119.89 2.78 0.81 ~428 428 427 30 -6104.86 2.77 1 ~429 429 428 30 -S065.07 2.75 2.25 ~430 430 429 30 -4651.26 2.2 0.67 i431 432 431 30 -5107.52 2.32 0.9 1432 433 432 30 -5193.15 2.36 0.76 ~433 434 433 30 -5187.52 2.35 1.13 l434 437 436 12 -222.011 · 0.63 0.19 1435 470 437 12 -360.542 1.02 0.46 1436 439 438 16 7.163 0.01 0 1437 469 439 16 7.163 0.01 0 ~438 441 440 12 5.637 0.02 0 1439 443 442 18 33.017 0.04 0 440 444 443 18 705.207 0.89 0.2 i441 466 444 18 515.895 0.65 0.11 i442 I 448 446 12 1.086 0 0 1443 448 447 12 -121.631 0.35 0.06 I ~~ 451 450 12 14.863 0.04 0 452 451 18 14.863 0.02 0 1446 464 452 16 14.863 0.02 0 1447 454 453 12 1.879 0.01 0 1448 462 454 12 5.111 0.01 0 i449 460 1081 18 948.992 1.19 0.33~ 1i45Q ~8 457 18 4726.343 5.96 6.58 v:::: 1451 459 458 18 4162.488 5.25 5.oav ~52 460 459 18 4187.403 5.28 5.87 t53 462 461 24 6638.368 4.71 2.62 1 54 463 462 24 6652.764 4.72 2.98 1~55 464 463 24 5938.889 4.21 2.55 1j456 465 464 24 5953.752 4.22 10.12 11457 466 465 24 5967.778 4.23 2.33 1!458 467 466 24 6483.673 4.6 10.82 1~59 466 467 24 6490.722. 4.6 2.68 to 469 466 24 6844.199 4.85 2.8~ 7 1097 421 16 3367.044 5.37 6.47~ 2p1a 1106 1097 16 3379.446 5.39 6.2 2~19 1114 1131 30 -6618.8 3 0.89 2h20 1115 423 12 1213.613 3.44 4.74 2~21 436 1095 12 -243.308 0.69 0.19 2~22 1095 1118 8 0 0 0 2h23 1095 1119 12 -243.308 0.69 0.19 2~24 1119 1120 12 0 0 0 2,25 1119 1096 12 -243.308 0.69 0.19 2h2e 1096 421 12 875.909 2.48 2 Mitchell Morgan, LLP I i 9/25/00 I I i I 10 /12 /2000 16 :26 FA~ 979 764 3452 COLLEGE ST ATIO N PUB .UTL .... DE V SER VICES ~010 I C21e125100 1214:29P P .0'2>6 ! i l Maximum DaJ Demand w/ 3Dinch line along SH40 w/ 16inch re aced w/30inch · l Start End D iameter Flow Velocity Head loss I Link ! Node Node in gpm fps /1000ft ----!-----------------------------I l 805 19 23 30 1548.55 0 .7 0 .07 1806 21 19 30 2637.55 1 .29 0.2 ;807 461 23 30 -1174 .55 0 .53 0 .04 1808 421 21 30 3893.55 1.77 0 .36/ ~423 426 1106 30 8500.518 3 .86 1.56 ~424 423 422 12 608.344 1.73 1 .53 ~425 431 424 12 5.637 0.02 0 t426 433 425 12 5 .637 0.02 0 t427 427 1114 30 -2629.29 1 . 19 0.17 428 428 427 30 -2614.25 1.19 0.2 1429 429 428 30 -2574.47 1.17 0.42 I 1430 430 429 30 -1876 .68 0 .85 0.11 1431 432 431 30 -2185 .43 0 .99 0.18 ~432 433 432 30 -2251 .33 1 .02 0 .16 433 434 433 30 -2245.7 1.02 0 .23 i434 437 436 12 5 .544 0.02 0 1435 470 437 12 126.726 0 .36 0 .07 1436 439 438 1B 7.163 0 .01 0 i437 469 439 16 7.163 0.01 0 1438 441 440 12 5 .637 0 .02 0 1439 443 442 16 643.016 0.81 0 .17 1440 444 443 18 749.451 0.94 0 .22 t~ 466 444 18 707.922 0 .89 0 .2 448 446 12 1.086 0 0 11443 448 447 12 ·23.818 0 .07 0 t: 451 450 12 14 .863 0 .04 0 452 451 18 14.8S3 0.02 0 E 464 452 18 14.863 0.02 0 454 453 12 1.879 0 .01 0 462 454 12 5.111 0.01 0 11449 460 1081 18 139.711 0 .18 0 .01 1~50 458 457 18 3.765 0 0 *51 459 458 18 247.19 0.31 0 .03 1~52 460 459 18 272.107 0 .34 0.04 11453 462 461 24 1844.454 1.31 0 .24 1~54 463 462 24 2212.855 1 .57 0 .38 11455 4&4 463 24 2061 .857 1 .46 0 .35 1~56 465 464 24 2076.72 1.47 1.27 1~57 466 465 24 2136.765 1.52 0 .34 1~58 467 466 24 2844.687 2 .02 2.14 1~59 468 467 24 2851 .736 2 .02 0.58 1~0 469 468 24 3227.289 2.29 0 .69~ 2 p17 1097 421 30 8564.109 3.89 1.84v 2•10 1106 1097 30 8576.508 3.89 1.68 2h9 1114 1131 30 -2785 .98 1.26 0 .18 2t20 1115 423 12 697.79 1.98 1 .$9 2h1 438 1095 12 -15.753 0 .04 0 2122 1095 1118 a 0 0 0 2123 1095 1119 12 ·15 .754 0.04 0 2i24 1119 1120 12 0 0 0 2125 1119 1096 12 -15.754 0 .04 0 Mitchell Morgan, LLP 2 126 1096 421 12 405.441 1. 15 0.48 9/25100 i i I 10 /12 /2000 16 :26 FA~ 979 764 3452 COLLEGE STATIO N PUB . UTL. -+ DEV SERVICES @011 I IOllla/ZS/0C2l '214 r 2ilP P.C2lC2l4 i Maximum qay Demands w/ 24inch line along SH40 and w/16inch line replaced with 24inch I Start End Diameter Flow Velocity Headloss unk J Node Node in gpm fps /1000ft r I sos ---------------------·-·-·- 19 23 24 138.636 0.1 0 I !806 21 19 24 1427.636 1.01 0 .17 lso7 461 23 24 235.364 0 .17 0.01 i808 421 21 24 2483.636 1 .76 0.47 / 1423 426 1106 24 6682.036 4.74 2 .96 1424 423 422 12 803.147 2 .28 2 .59 1425 431 424 12 5.637 0 .02 0 1426 433 425 12 5 .637 0.02 0 ~427 427 1114 30 -3761 .21 1 .71 0 .33 1428 428 427 30 -3746.18 1.7 0.4 ~429 429 428 30 -3706 .4 1 .68 0 .86 430 430 429 30 -2813 .8 1.28 0 .24 1431 432 431 30 -3090.38 1.4 0 .34 1432 433 432 30 -3157 .1 1.43 0.3 1433 434 433 30 -3151.47 1 .43 0.43 1434 437 436 12 135.051 0 .38 0 .08 1435 470 437 12 221.759 0 .63 0 .19 ~435 439 438 18 7.163 0 .01 0 437 469 439 16 7.163 0 .01 0 m~ 441 440 12 5.637 0 .02 0 443 442 18 643.018 0 .81 0 .17 444 443 18 834.017 1.05 0.27 1 466 444 18 768.82.4 0.97 0.23 1]442 448 446 12 1.086 a 0 ~~ 448 447 12 -39.033 0 .11 0 .01 451 450 12 14.863 0.04 0 1!446 452 451 18 14.863 0 .02 0 1~6 464 452 18 14.863 0 .02 0 11447 454 453 12 1 .879 0 .01 0 ' 11448 462 454 12. 5 .111 0.01 0 1j4.4.g 460 1081 18 139.711 0.18 0 .01 r 458 457 18 3.765 D 0 1 51 459 458 18 247.19 0 .31 0 .03 1, 52 460 459 18 272.107 0 .34 0 .04 1~53 462 461 24 2560.171 1.82 0 .45 1~54 463 462 24 292.8.572 2 .08 0 .64 1~55 464 463 24 2685.034 1.9 0.57 1~58 465 464 24 2699.897 1 .91 2 .14 1 57 466 465 24 2756.933 1.96 0 .55 1~58 467 466 24 3525.757 2 .5 3 .27 1~59 468 467 24 3532.806 2 .51 0 .86/ 1460 469 468 24 3943.008 2 .8 1 .01 2r7 1097 421 24 6829.884 4 .84 3 .49~ 2 16 1106 1097 24 6842.287 4 .85 3.24 2 19 1114 1131 30 -4033.96 1 .83 0.36 2J20 1115 423 12 892.593 2 .53 2 .67 2~21 436 1095 12 113.754 0 .32 0 .05 2l22 1095 1118 8 0 0 0 2 23 1095 1119 12 113.755 0 .32 0 .05 2124 1119 1120 12 0 0 0 2125 1119 1096 12 113.755 0 .32 0 .05 2126 1096 421 12 729.751 2 .07 1.42 Mitchell Morgan, LLP I 9/25/00 ! i i I i 10 /12 /2000 16 :2 7 FA~ 979 764 3452 COLLEGE STATIO N PUB .UTL . ~DE V SER VICES @012 i 0el~Sl00 0412aP P.010 I I I I Max Day w~mgd@1066 w/ 24inch along SH40 I Start End Diameter Flow Velocity Headless Link l Node Node in gpm fps /1000ft i 805 19 23 24 3596.501 2 .55 0 .93 l sos I 21 19 24 3596.501 2 .55 0 .93 i 807 461 23 24 -3596.5 2 .55 0 .93 j 808 421 21 24 3596.501 2 .55 0.93~ p423 426 1106 24 3625.242 2 .57 0.95 ~424 423 422 12 ·432.801 1 .23 0 .81 ~425 431 424 12 5 .637 0.02 0 ~426 433 425 12 5.637 0.02 a I ,427 427 1114 30 -4661 .19 2.12 0.49 ~428 428 427 30 -4646.15 2 .11 D.59 1429 429 428 30 -4606.37 2 .09 1 .32 430 430 429 30 -4084.13 1 .65 0.48 1431 432 431 30 -4225.94 1 .92 0 .62 1432 433 432 30 -4279 .62 1.94 0 .53 433 434 433 30 -4273.98 1 .94 0 .78 1434 437 436 12 -505.46 1 .43 0.9 !435 470 437 12 -479.526 1.36 0.77 I 439 438 18 7 .163 0 .01 0 1436 I i437 469 439 16 7 .163 0 .01 0 J 1438 441 440 12 5 .637 0 .02 0 1439 443 442 18 33.019 0 .04 0 i«O 444 443 18 491.592 0 .62 0 .1 l441 466 444 18 369.054 0.47 0 .06 442 448 446 12 1.086 0 0 1443 448 447 12 -80.227 0 .23 0.03 1444 451 450 12 14.863 0 .04 0 1445 452 451 18 14.863 0 .02 0 1446 464 452 18 14.863 0.02 0 t:~ 454 453 12 1.879 0.01 0 462 454 12 5.111 0 .01 0 ~449 460 1081 18 139.751 0.16 0 .01 rs~ 458 457 18 4 .113 0.01 0 459 458 18 247.499 0 .31 0 .03 1!452 460 459 18 272.416 0 .34 0 .04 11453 462 461 24 4418.906 3 .13 1 .23 1~54 483 462 24 4433.302 3.14 1 .39 1i455 464 463 24 3967.464 2 .81 1.2 11456 465 464 24 3982.328 2 .82 4 .59 1\457 466 465 24 3997.997 2 .84 1 .1 ' 1i458 467 486 24 4367.051 3.1 4 .98 1~59 468 4e7 24 4374.1 3 .1 1 .29 1~60 469 468 24 4624.74 3 .28 1 .35 2~17 1097 421 24 3698.215 2.62 1.11 2! 18 1106 1097 24 3710.615 2 .63 1 .04 ;1~~ 1114 1131 30 -4920 2 .23 0 .52 1115 423 12 522.247 1.48 0 .98 2 21 436 1095 12 -526.757 1.49 0 .78 2 22 1095 1118 a 0 0 a 2 23 1095 1119 12 -526.756 1.49 0 .78 2,24 1119 1120 12 0 0 0 2~25 1119 1096 12 -526.755 1.49 0 .78 212s 1096 421 12 -99.102 0 .28 0 .04 Mitchell Morgan, LLP I 9/25/00 I i 10/12/2000 16:27 FA~ 979 764 3452 COLLEGE STATION PUB. UTL. -+ DEV SERVICES ~013 I 08125100 ~4:23P P.12l12 I I l Max Day w~ Bus Park @Bmgd @ 1066 w/ 30inch line along SH40 i Start End Diameter Flow Velocity Headless Link J Node Node in gpm fps /1000ft I ----------i ! 805 19 23 30 5282.69 2.4 0.64 i 806 21 19 30 5282.69 2.4 0.64 1 1807 461 23 30 -5282.69 2.4 0.64 l 808 421 21 30 5282.69 2.4 0.64 ~423 426 1106 30 5327.337 2.42 0.66 n424 423 422 12 351.4 1 0.55 ~425 431 424 12 5.637 0.02 0 426 433 425 12 5.637 0.02 0 t427 427 1114 30 -3726.66 1.69 0.32 428 428 427 30 -3711.62 1.68 0.39 k429 429 428 30 -3671.84 1.67 0.85 ,430 430 429 30 -3231 1.47 0.31 1431 432 431 30 -3410.7 1.55 0.41 1432 433 432 30 -3460.22 1.57 0.35 1433 434 433 30 -3454.58 1.57 0.52 434 437 436 12 -413.921 1.17 0.62 l435 470 437 12 -391.772 1.11 0.53 436 439 436 18 7.163 0.01 0 i4:37 4$9 439 16 7.163 0.01 0 i438 441 440 12 5.637 0.02 0 ~439 443 442 18 33.019 0.04 0 1440 444 443 18 411.362 0.52 0.07 1441 466 444 16 313.877 0.4 0.04 1442 448 446 12 1.086 0 0 1443 448 447 12 -64.688 0.18 0.02 1444 451 450 12 14.863 0.04 0 1445 452 451 18 14.863 0.02 0 1446 464 452 18 14.863 0.02 0 1447 454 453 12 1.879 0.01 0 1448 462 454 12 5.111 0.01 0 1449 460 1081 18 139.75 0.18 0.01 ~ 458 457 18 4.113 0.01 0 1451 459 458 18 247.499 0.31 0.03 1"452 460 459 18 272.416 0.34 0.04 1453 462 461 24 3582.56 2.54 0.84 '1!454 463 462 24 3596.956 2.55 0.94 1~55 464 463 24 3224.262 2.29 0.81 1\456 465 464 24 3239.125 2.3 3.06 1!457 466 465 24 3255.445 2.31 0.75 1~58 467 466 24 3569.322 2.53 3.35 11459 468 467 24 3576.371 2.54 0.68 1~60 469 468 24 3788.394 2.69 0.93 2{117 1097 421 30 53i4.269 2.44 0.77 21118 1106 1097 30 5386.668 2.44 0.71 l9 1114 1131 30 -3912.96 1.78 0.34 2 20 1115 423 12 440.846 1.25 0.72 2 21 436 1095 12 -435.218 1.23 0.55 2 22 1095 1118 8 0 0 0 2p23 1095 1119 12 -435.219 1.23 0.55 2tt24 1119 1120 12 0 0 O· 2~25 1119 1096 12 -435.218 1.23 0.55 2;2s 1096 421 12 -88.967 0.25 0.03 Mitchell Morgan, LLP I 9/25/00 I I I I 10 /12 /2000 16 :2 4 FA~ 979 76 4 3452 f COLLEGE STATIO N PUB.UTL . ~ DE V SER VICES ; I i I j I I i I i l l ! 1 CITY OF COLLEGE STATION PUBLCC UTILITIES DEPARTMENT 1601 Graham Road P .O. Box 9960 College Station, Texas 77842-0960 (409) 764-3660 Fax: (409) 764-.3452 I FAX TRANSMITTAL Date: Yc2/Qo Number ol, Pages:_~£~~ir;.. ________ _ To (Cotnp~ny): /1:r1. )" P"'? 7,. I Attention: I 5jfatt:'f' FaxNumbtr: 5ft:j7 From:_11-;£...::;..v"""'£+--.....i:::~~c?\.:....:.fA.~~~------------ i Commcnts f------------------------- l i If ~ou do not receive all of the pages, please call Stacy at the above number. ! j 1 I Quality Service And l'erformarice -Our Promlte to YOUJ ~00 1 LJA Fa x :971395350 26 Oct 25 '00 14 :27 P.01 IA LJA Engineering & Surveying, Inc. Facsimile Cover Sheet Date: /0. --2... s;-oo . Total Pages:._3 ____ _ Attention To: ~J //Jc...-/tJ 1 P [. ~ (Including Cover Sheet) Company: £~ a:/ G~J<-Sf,./-,;__ Fax Number: ~7'/) 7"1 -3f 9(.,_ Title:. ______________ _ Commen~:. __ /_e.~~-'~---~----~-~------~---- Signature (If applicable):. __ ~..:::.....___::._.::__ _____________ _ (713) 953 -5200 office + fax (713) 953-5026 2929 Bri•rpnrk Dri""• Suite 500 Houi;ton , TX 77042-3703 (Please Note: Irthcre is a problem with this transmittal, please call (713) 953-5200.) LJR Fax:97139535026 Oct 25 '00 14 :27 P.02 .. ·. _LJ_A __ E_n_g_i_n_e_e_ri_n_g_& __ s_u_rv __ e_yi_·n_g_,_1_n_c_. ______________________________ l~ 2929 Briarparii: Drive Sui12 500 Hooslal. Te;qis n042-3703 October 24, 2000 PP'lone 713 .953.5200 Fax 713.953.50Z6 www.ljaeng ineering .com Mr. Ted Mayo, P. E. Development Services City Of College Station P. 0. Box 9960 1101 Texas Avenue College Station, Texas 77842 Re: Crowley Tract Waterline Sizing LJA Job No. 4591-0000 (2.0) Dear Mr. Mayo : This letter is to request that the waterline sizing analysis for the Crowley Tract development be revised to incorporate the latest land plan and current development of the Castle Gate Communities. The original waterline sizing analysis was done by LJA Engineering and Surveying Inc. and is dated December 22, 1998. Since this oriainal analysis, the land plan has changed with one major roadway being removed between Decatur and St.ate Highway 40, which removed approximately 3500 linear feet of waterline from the original analysis. In addition to the removal of 3500 linear feet of the waterline, there is the current development of Castle Gate Communities. The development of Castle Gate Communities should help in providing a more detailed waterline analysis in the internal tract development. The original analysis assumed a maximum drop in pressure of 10 pounds per square inch (psi) from the major distribution waterline to the furthest areas of each internal cell development. This maximum drop of 1 Opsi was assumed for changes in elevation and additional friction losses associated with smaller waterlines in the internal cell development. The flows used in the original analysis were 45psi minimum pressure in all lines with a peak hourly demand for domestic only and 30psi minimum pressure in all lines with a peak hourly demand of domestic plus fire flows. For the fire flow demands we assumed 1500 gallons per minute (gpm) for single family development and 3500 gpm for multifamily and school developments. This 3500 gpm was used as a maximum and taken from the Fire Suppression Rating Schedule assuming the proposed development may have multifamily structures with 3 or more floors. Because of the changes in the land plan and the current development of Castle Gate Communities a new analysis should be performed to include any and all changes in layout and assumptions based on the latest infonnation of the development. · LJR Mr. Mayo October 24, 2000 Page2 Fax:971395350 26 Oct 25 '00 14 :27 P.03 If you need any additional information or have any questions or comments please do not hesitate to call me at (713) 953-5232 . Wallace E. Trochesset, P. E. Senior Project Manager WET/skc ', _L_J _A_E_n_g_1_·n_e_e_r_in_g __ & __ s _u_r_v _e _y _in_g_,_1_n_c _. _______________________________ ~~ 2929 Br iarpark Drive Su ite 500 Hous ton . Texas 77042-3703 October 24 , 2000 Ph one 713 .953 .5200 Fax 713 .953 .5026 www .ljaengineering.com Mr. Ted Mayo , P. E . Development Services City Of College Station P. 0. Box 9960 1101 Texas Avenue College Station, Texas 77842 Re: Crowley Tract Waterline Sizing LJA Job No. 4591-0000 (2 .0) Dear Mr. Mayo: This letter is to request that the waterline sizing analysis for the Crowley Tract development be revised to incorporate the latest land plan and current development of the Castle Gate Communities. The original waterline sizing analysis was done by LJA Engineering and Surveying Inc. and is dated December 22 , 1998. Since this original analysis , the land plan has changed with one major roadway being removed between Decatur and State Highway 40 , which removed approximately 3500 linear feet of waterline from the original analysis . In addition to the removal of 3500 linear feet of the waterline , there is the current development of Castle Gate Communities. The development of Castle Gate Communities should help in providing a more detailed waterline analysis in the internal tract development. The original analysis assumed a maximum drop in pressure of 10 pounds per square inch (psi) from the major distribution waterline to the furthest areas of each internal cell development. This maximum drop of 1 Opsi was assumed for changes in elevation and additional friction losses associated with smaller waterlines in the internal cell development. The flows used in the original analysis were 45psi minimum pressure in all lines with a peak hourly demand for domestic only and 30psi minimum pressure in all lines with a peak hourly demand of domestic plus fire flows. For the fire flow demands we assumed 1500 gallons per minute (gpm) for single famil y development and 3500 gpm for multifamily and school developments. This 3500 gpm was used as a maximum and taken from the Fire Suppression Rating Schedule assuming the proposed development may have multifamily structures with 3 or more floors. Because of the changes in the land plan and the current development of Castle Gate Communities a new analysis should be performed to include any and all changes in layout and assumptions based on the latest information of the development. Mr. Mayo October 24, 2000 Page2 If you need any additional information or have any questions or comments please do not hesitate to call me at (713) 953-5232. Wallace E. Trochesset, P. E. Senior Project Manager WET/skc O:\LAN0\459 11459 10000\newd esign.doc ~~ ... ~~ .. ~ .. ~ ..... t:-tAI \\ , .... ···*·" ... ?' b~ I */ \*'' ,.: ~*' ~·································' l WALLACE E. TROCHESSET ~ ~ ..........•...................... , ~ . . , ,,~··. 83421 .··~"' ~o ··. <. ~··k/.;' e,;.c-~~ .. ~CEN S.~.;:~ .... ,,,~~~~g JrY ENGINEERING REVIEW COMMENTS No. 2 Castlegate Off-site Waterline (CSC Submittal of 10/10/00) \0-2.0...c#~ 1. This submittal determines a base requirement for the Castlegate -f?..r -;-~ Development of a 12" water line. CSC's analysis only considered the water '..)A,..v~r () demand for the area west of proposed SH 40. (316 acres). The determination '~ ~ of base requirement should consider the total development of the 735 acre ·~ ~~~~. Crowley Tract as per the Master Development Plan approved-December ),, 2~ -10, 1998. In a joint meeting in College Station on December 22, 1998 Tim /z./'1, ""'IL Crowley's Engineer, Wallace Trochesset, P.E. of LJA Engineering presented ~ an analysis that indicated a 16" water line requirement for the first 4000' ..,;11 ~J,,~ starting at the water tower at SH6 and Greens Prairie Road followed by 3400' 1)1,-r«b ,,,_,,> of 12".This was confirmed by the City's Engineering firm Camp, Dresser, and \ McKee. Please analyze for the base requirement predicated on the demand associated with total development of the 735 acres as per the approved Master Development plan. 2. Please provide supporting information to justify the unit cost assumptions used in the cost estimates submitted by CSC. Because of the large difference between the estimated cost of the base water line and the 24" water line the ~ity will require a public bidding p rocess to be utilized . Review of the construction Plans and Specifications is ongoing . Comments will be forwarded as expeditiously as possible. Date: 10/16/00 • 1 ,. ' ' ~ .. ·· ... , ·' .. '~ . ... , , ' .. . .. . . ' ' j , .. . ' Rig ht-o f-Way Ag e nt, which a p pra isal is acceptabl e t o t he C ity Rig ht -of-Way Ag e nt. Th e cost of t he appraisa l sha lf be born e by t h e subdiv id e r. 9-B .6 At th e t ime of th e prelim i nary requ est , the City C ouncil reserves th e ri g ht to ev al uat e t he overa l l economic be n efit of t he t horou g hfa re to t he Ci ty. T he C ity Cou ncil m ay el ect not to participate o r it m ay el ect t o limit particip ation . 9-B .7 Th e City's part icipation will be lim ited to a m aximum of t hirty pe rce nt (30 %) of t he e ng i neer's est imate un less t he C ounci l ag rees oth e rwi se an d the proj ect is pla ced out to public bi d. W ate r Suppl y Su bj e ct to t he ('§iituto ry requ i re m eDts>a nd t he appro v a l of th e Ci ty Coun cil , t he Ci t y m ay ente r into a d ev elopm e nt ag ree m e nt ag reeing t o pa rticipa t e in th e c ost of wat er pipe li nes acco rd i ng t o th e fo llo w i ng g uid e li nes: v1 -c.2 ~.3 ~4 A determi naijon m ust be made by t he Ci ty Enginee r that t he addi t iona l ca pacity is n ecesS"ary f or se rvi ng a reas be yon d t he l im its of t he area est a bli sh ed by t he su bdi - viaer'S'in ast er d ev e lop me nt plan . B ut howeve r , in no e v ent will th e Ci ty pa rti cip ate in th e cost of a wat e rline of a dia m eter of eight i nc hes (8 ") or les s. T he propos ed wate rlin e mu st b e locale d insid e th e ci t y li mits of th e Cit y of Coll ege Sta t ion at the ti m e t he con st ruction of t he w ate rl ine begins . The pl a ns and spe cifications for t he con st ru ct io n of t he w aterl in e m ust have been reviewed and a ppro v ed by th e Ci t y Engi nee r o f t he City of C oll ege Stati o n . Th e w at erlin e m ust be n ew . iJ.J~ ~ l/d A prel imi nary r eque% for ov ers iz e parti ci pat i o n based u pon an enQineer' est im at e f or t he pro j ect must be pres ented t o t he City C oun c il p no r to beginning co nst ru ct ion . Upon ap proval of a prelimi nary requ est , f un ds will be e ncumbec d through a purch ase orderwith t tre t otal not o exceed th e City's share plu s a t en percen: (10%) continge ncy fo r participation in t he a pproved proj ect . Cou ncil app ro v al a nd pa rti cip ati on s hall be co ntin grnt a nd subje ct t o c ommencement wi t hi n one (1 ) y ear if so d es ignated by t he C o unc i l. If constructio n of an app roved proje ct ha s not beg un ~ within o ne (1) year of C o uncil a ppro v al, o r co m plet ed by th e d ate des i gna t ed by t he S< Counci l, t he n C ou ncil approval s~a ll be a uto m at i ca lly rev o k ed , th e fund s w ill be r etu rned to t he oversize w at erline p articip at i on f und a nd wil l be av ail ab l e for t he n ext requ est. Afte t he w at e r l i ne l1as been compl et ed an d accepted by th e Cit y Engine er, paym ent m ay be ra q uest ed . Pa y ment will b e conting ent u po n t he Ci ty's re cei pt of a d e ed for t h e l a nd and improve m ents, an u pdat ed t it le re po rt. and li e n subord i n at io ns from a ll l enders . The cost of t he Cit 's arti ci ati"o n shall not i nc:-eas m ore th an t en pe rce nt (10%) over ount calculat ed usin g th e en g ine1_,1" estim at e. -9-C .6 The City's participation wil l be l i mited to a per c e nt ag e of con$1 ruction costs onl L 9-C .7 At th e ti me of th e pre lim i nary requ est , th e C it y C o unci l reserves th e rig ht t o eva l u.ate th e overal l eco no m ic benefit of th e wat erline t o the Ci t y . T h e City Council m · y elect no t to participate or it may el ect to l imit participation. Sanitary Se w ers Subj e ct t o statu to ry require m e nts and t he appro v a l of th e City Coun cil, th e C ity m ay ent er into a d e ve l opm ent ag ree m e nt agreeing t o pa rti c i p at e in th e co st of sanita ry sewer l ines according to th e fo ll owing guicj e l in es: ~'(Mr\.Y ~a,mt-1\t.. .... 'SlfiJ \~ J;n 9-38 Rev .1/99 I c s c ·~ Etig;t;f;fjfin9~. €nl11rO};fii.,;r.1~1 . .~.' .. · ... '...: Cpnsultants,:ihc,·.: ~·,_. .::_,t !"· -' -• -• .. • '.., •• : • ' ; ' 1 '··-' ' -.... : -~ October 9, 2000 .·;;...,,·l'l/) T d E ··'V /I \ Mr. e Mayo. P. .:;:.> City of College Station P.O. Box 9960 Co ll ege Station, TX 77842 Re: Engineering Submittals for the Propo se d Water Main Servicing Cast le G ate Co mmunity and Subdivision; College Stat ion , Texas Dear Mr. Mayo: CSC Engineering & Environmental Consultants, Inc. (CSC) is pleased to sub mit to the City of Co ll ege Station (City) the attac hed engineerin g submitta ls for the above-referenced development. The fo ll owing documents are submitted for yo ur review and consideration: • • • Wate r Demand and Analysis Report, including construction co st estimates (three copies) Tec hni cal Construction Specifications (three copies) Review Sets of Co nstruction Plans (three copies) The focus of our s ubmittal s is the water main that wi ll prov id e service to the Castle Gate Community. The proposed · wate r main will extend from the College Station water tower 011 Greens Prairie Road in a westerly direction for a distance of approximately 6,900 li neal ft alo ng the propo se d northern boundary of the State Highway 40 right-of-way. ?? Our sub mi ttal indicates that a 12-i nch di a lneter water main would provide adequate serv ic e to the proposed Castle Gate Community . However, we unde rstand through meetings with City staff durin g August and September 2000 that the /City requires that the water main be oversized to 24 -in ch diameter and that the City will contribute funds to pay for the constru ction of the oversized line . The cost of constr ucting the 12-inch water main needed for development of the proposed subdivision is approximate ly $330,440 (Table 2 of Water Demand and Analysis Report , hereafter ·'Report"). and the correspcnding cost for the 24- inch line required by the City is approximately $8 12,680 (Table 3 of Report). Therefore, the cost difference associated wit h the construct ion ofthe oversized lin es is $482,240 ($8 12 ,680 -$330 ,440). The developer of the subdivisio n plans to construct the \\'ater main as part of the same effort involved in the construct ion of the utilities (water and sanitary sewer ff,....t, S-.1 for the proposed subdivision). The construction cost of the water and sa nitan sewer utilities in the subdivision are ,.. () esti1)lated to be approximately 1,885 ,500. Thu s the total r roject construction cost, i.e. the 12-inch water lin e plus the ,,1 Y' subdivision utilities, is approximately $2,2 15,940. Therefore, the ·'oversize" construction cost associated with the 24-fl./,,.,._ inch water main is approximate ly 21. 7 % of the total project const ruction co st ($-182,240/$2,215,940). / ~) CSC appreciates cooperation and ass istance given by City staff during the p lanning and design phases of this project . Please contact eit her of the und ersigned indi vidua ls at 778-28 l 0 if you have any questio ns o r ne ed further inform atio n concerning this matter. Sincerely, ill.~~~· M. Frederick Co nlin , Jr., P .E . · Senior Engineer Attachments Via Hand Delivery 3-10 7 Ta bor Roa d 8r ya· Te xas 7780 f; ~7'-.L$ .,l,_.,_i_ ,6 :#'v6s,,i,,,~L ~ 1/v.£.~ William R. C ull en, Jr., P.E . Senior Engineer Phone (979) 778-28 1G Fax 19 79) 778-08:.:o ,/ jl I, I I I ' ' ~ \ .., \ -. . I F -I I '· \ " I I '" .. I I I I I I "'· l " ~ j _. .~r ' ' \ _, -------. \ ~ ·~• ~ _JCr ~' \. " --~ -'-' :· . ..tf-.\j..r -" -~ t"-' .;.. •'--- -1' .h \ .... , ' .. , i • . ' ~ .. .. ·,. ., -' -·;...~, ~ . "'=:.1: I • ,, . .._ I~ • . ·,... \-·-., , ... - ' ..... . -. ........,, - I --------- FOR OFFICE USE ONLY P&Z CASE NO.: OQ= 118 :ATE SUBMI'ITED: I 0=.?=00 q: CD/tf'J. FINAL PLAT APPLICATION (check one) Minor __ Amending Final __ Vacating __ Replat The following items must be submitted by an established filing deadline date for P & Z Commission consideration . MINIMUM SUBMITTAL REQUIREMENTS: V Filing Fee of $200 .00. __L Development Permit Application Fee of $100.00 (if applicable). _Z"Infrastructure Inspection Fee of$300.00 (applicable if any public infrastructure is being constructed .). Application completed in full. V Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review .) v One (1) copy of the approved Preliminary Plat and/or one (I) Master Plan (if applicable). V Paid tax certificates from City of College Station, Braz.os County and College Station I.S .D . __3. copy of the attached checklist with all items checked off or a brief explanation as to why they are not. ~Two (2)copies of public infrastructure plans associated with Uiis plat (if applicable). d-d7o 6r&h~Pru\r1e tt -\ME OF SUBDMSION __ C_a_~+_le___,,t-(}_k_5i_u._fo_J_:_v c_:.Sr_.,l'\--t/-S_e_J~,_·i _ ..... -'-;+-' _P_h_os_e~/ ---- _ .. :'ECIFIED LOCATION OF PROPOSED SUBDMSION /Uor~ of' {:, <~{V'...S Pr,.;r-; (._ APPLICATION DATA Qc .. J-1 wd+ "~ ~ ..P.11\~ ~ s+.,...k H ,·5 kw~1 4-o APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name bre~""!J n.;r;'-~vtJtirs L+J. -WoU~e Pk .-{/; S StreetAddress 5clti y\"-~"-Sfa C..:rt.\<.. City Cofle.5~ S±~'h~"' State T i Zip Code 11 ~ 4 5 E-Mail Address ------------ Phone Number G\ 1 'i ..-b ~ 3 -1 '6 3 0 Fax Number "I 7 j -6 9 0 - / 4-8 C) PROPERlY OWNER'S INFORMATION: Name G rc.e V'l.s (.Jrru r;e. 4ve sh.) rs L+J.. I Street Address ~ o l u A;u.~y·-,s{-g L-; rel c. City Lo~) ~5 e 5+G.+; •"' State I:{. Zip Code J J ~ 4-5 E-Mail Address __________ _ Phone Number ~ 1 °I ' fu q 3 -7 ~ 3 o Fax Number "I 1 'f -fu 'i () -I 4-B 0 ARCHITECT OR ENGINEER'S INFORMATION: Name le_ jC.o I'\. G ~ Y\. e.ro. l Lo "'-..Vo dci r..s ,... j O e. .S ck"'-l +"L , P. f . • Street Address l 1(:i1 C, ro 'h..c;: l.V\ go-.J City c_b l{ ~5 ~ 5-hc/-r°\.._ State rf-ZipCode /(~4-S E-MailAddress jo~.sc.k .. tf.z@letco"'.Y1cf Phone Number 9] ~ ,.. bq<J -711 I Fax Number q 7 'f -~ 10 -~ 7 r 7 FINAL PLAT APPLICATION FNLPAPP.DOC 3!2~/'99 I of3 -Z..3.4-'t R-0-WACREAGE b.4--lf TOTAL#OFLOTS 5-'J TUMBER OF LOTS BY ZONING DISTRICT S 0 I p D 0-H I I -- AVERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: O.t.A ;(DC-t-\ I I I __ FLOODPLAIN ACREAGE 0 . ti) P,. c... PARKLAND DEDICATION ACREAGE 3. lj I Ac. OR FEE AMOUNT ----- A STATEMENT ADDRESSING ANY DIFFERENCES BElWEEN TIIE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): f\Jo "'-e.... REQUESTED VARIANCES TO SUBDMSION REGULATIONS & REASON FOR SAME ______ _ ~k l-c PO a-f-\ ~(;)~; ~5 Sf=1:~J--rJ s REQUESTEDOVERSIZEPARTICIPATION o+-t=s.·+e.. Wli~lc.-t<? o...f ~V\, r'lo~ (2.., D -W c£ 5 +~-4_ H; lb.wc.'1 4-o TOTAL LINEAR FOOTAGE OF PROPOSED : 3. S '3 o STREETS O SIDEWALKS ~ S 1 (~0 SANITARYSEWERLINES Jr ?.. 1 ~ '3 ::> WATER LINES 2 6 0 CHANNELS l 0 ~ 0 STORM SEWERS l 1 S o 0 BIKE LANES I PA1HS NOTE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, co"ect and complete. The undersigned hereby requests approval by the City of College Station of the above identified final plat. _.gnature~ FINAL PLAT APPLICATION F'NLPAPP .nor. "\n~/QQ Date /o.,, L. -o CJ 2 of3 08 /08 /2000 14 :27 FAX 979 764 3 4 52 COLLEGE STATIO N PUB.UTL . Date Test made by : Location: Purpose of test : Representati'lle : Witness: Flow Test Report Time q-,30 -~P.M. --rBBrf\nt)wsh1 c ;C . C:o<<¥· Gee.~"' F\ow ~'='t Flow hydrant number: l) -S Nozzle size....;.: _...':4. · &S Q Pltot reading : _.....,<f3:__C);;...._ __ G.P.M. : f ) fo{) Static hydrant number: U-4 Static: C 0 P .S .I. Residual: l C1 P.S.I. ~001 u-s ITT I\).£ . E ~t. U~ Ob 2'C<.slclu~ Post-it• Fax Note 7671 Date g I To e....r From p Co. Phone# Phooa # Fax # ;3 9(, Fax# ......_,· ·-..-,v ....... ... ~ "601 ;;-\~ .l ~-~ ----------------1 z lo /3 , Vi ~ ,. / / . ~ I II I 11 . II I I 11 " ~ ---- I I .. I I 11 I I , . I h 11 11 'I I II 11 ... I I I I ii ti I ' t II -~- I . Iii -11 I '""-•· ...... if ~ \ ,. ~--:: :., ._~ II 11 l ~\:,_i ·-' --- ~~~~~~~~--~~~~~~~~~~~-~~-~~·~~~~~~ ( l'5 1 5 1 -,0-t ~ ~.) --" -. ,. ------------I ----I ---------- 111 ------------------ t'I -·- I ' II I - r . (" .. ,- j -r ~ J.. , • . i II ·'< i ,! J - . I r ,..., ' ............ ~ 11 ' -. • r ' f ~ . ' f --, . I ,... -r I I ' . f" Ill -- October 25, 2000 Mr. Ted Mayo, P.E.r City of College Station 1101 Texas Avenue College Station, TX 77842 DRAFT 110 ~ Re: Response To Engineer's Comments and Request For Supplemental Information (October 16, 2000) Associated With The Proposed 24-inch Water Main For the Castle Gate Community College Station , Texas Dear Mr. Mayo : CSC Engineering & Environmental Consultants, Inc. (CSC) has completed a review of the City of College Station's Review comments with regard to our October 9, 2000 submittal entitled, "Design Water · Demand Report For The Proposed New Water Main Along State Highway 40 For The Castle Gate Community. The individual Review Comments from the City of College Station are presented below in italics , followed immediately in plain text by CSC's responses to each Review Comments. 1. This sub mittal determines a bas e requirem ent for the Castle Gate Development of a 12 " water lin e. CSC 's analysis only considered the water demand for th e area west of proposed SH 40 . (316 acres). The determination of bas e requirement should consider the total development of the 735 acre Crowley Tract as per the Master Development Plan approved December JO, 1998. In a joint meeting in College Station on December 22,1998 Tim Crowley's Engineer, Wallace Trochesset, P.E. of LJA Engineering presented an analysis that indicated a 16 " water line requirement for the first 4000' starting at the water tow er SH6 and Greens Prairie Road followed by 3400 ' of 12 ". This was co nfirm ed by the City 's Engineering firm Camp , Dresser, and McKe e. Please analyze for the base require ment predicted on th e demand associated with total developm en t of the 735 acres as p er the approved Master Deve lopm ent plan. CSC Re s ponse: A supplemental analysis of the water system requirements for the entire 735-acre tract was performed by CSC. The area analyzed consisted of the tracts of land on the north and south sides of the proposed State Hi ghway 40 (SH 40), referred to as the "Crawley Tract" in Review Comment I. The results of the analyses presented in Attachment A indicated that a 12 " diameter water main from the existing water tower, along the proposed SH 40 alignment to the Castle Gate Subdivision would be sufficient to meet the flow , pressure, and velocity design requirements established by the City of College Station . A brief discu ss ion of the water distribution system model used in the analysis, the input values used in the model , and the criteria used in evaluating the modeling results are presented in the following paragraphs. Area and Water Distribution System Geometry Analyzed. The area analyzed and the planned land use of that area are illustrated in the accompanying Figure 1 in Attachment A of this letter. Figure I represents the current proposed development plan for the "Crowley Tract," as well as the planned configuration of the water distribution system to service that development. As can be seen by a review of Figure I , the Castle Gate Water Main Mr. Ted Mayo, P.E . October 25, 2000 DRAFT planned land use differs in several important respects from the area analyzed m previou s water distribution system analyses conducted by LJA . For example, on the north s ide of SH40 the length of the loop ed water line exte ndin g from the SH6 access road in the north east, to SH40 in the so uthw est ha s been considerably reduced from ap pro x im a tely 5,000 ft to approximately 3 ,800 ft. This re duction in len gth is especially significant and facilitates the supply of hi gh fire water demand s to the planned commercial and apartment areas along this loop. In addition, the mixed use residential areas (colored orangish-tan on Figure I) west of the Spring Creek tributary will not be serviced as in previous analyses from the previou s ly referenced loop , but rather from a separate loop that ties directly into the water main along SH40. Also, the planned land use has changed from previou s analyses. The area in the northeastern portion of the development is currently planned for more retail /com mercial use, as opposed to the previous apartment use. The number of apartment and duplex dwelling units in the northeastern portion of the area has been reduced from approximately 801 units to approximately 541 units. As will be discussed in the following section, the normal water demands for commercial/retail land use is typically less than for high density apartment use. Finally, the previou s analyses indicate that an elementary school, typically requirin g a high fire water demand flow would be constructed in the development south of SH40 near the end of the proposed water line distribution system. An elementary school is no lon ger planned in th e development, and thu s , fire demand s at the end of th e distribution system have bee n reduced accordingly. Water Flow Requirements and Evaluation Criteria. The determination of the water flow and pres sure requirements for the proposed water distribution system were determined from the Draft Uniform Des ig n Manual for the Cities of College Station and Bryan (hereinafter referenced as Design Manual or DM) authored by Nathan D . Maier Consulting Engineers, Inc . and dated January 29, 1998 . Normal water flo ws for the proposed development were determined by the Land Use Determination Method (Method 2 of Section 4.2.2.3 . I . I Normal Flow of th e DM). A population factor of 2.67 person s per dwelling unit and 30 person s per acre for commercial office land use were used in the analyses along with average normal per capita water demands of I 00 gallons per day per capita (GPO/CAP) for residential use and 50 GPO/CAP for commercial office use (as opposed to the more liberal 25 GPO/C AP for commercial retail land use). The referenced water use values were employed along with the planned land use patterns illustrated on Figure 1 to determine the average normal flows for the planned development. The results of the analysis are presented in tabular form in Attachment B of this letter for each of the planned pipe di str ibution system nodes. The maximum normal dail y use of water was calculated as 3.0 times the average normal flow s and the maxim um hourly use was calculated as 1.5 times the maxim um dail y use. It is worth noting the normal flows for a single residential dwelling unit (or connection) with 2.67 people and a consumption rate of I 00 GPO/CAP would produce an average normal flow of 0 .19 gpm, a maximum daily flow of 0.28 gpm and a maximum hourly flow of 0 .83 gpm. Previou s water system analyses performed by LJA used an average connection rate of 1.5 gpm , a rate that is well is excess of the computed rate for a typical single family connection. The 1.5 gpm per connection rate is typically recommended by the Texas Natural Resource Conservation Commission as appropriate for rural water di str icts where fire flow s are not specifically considered . The water demands attributable to fire flow s were based upon presumptive values presented in the DM, since specific information concerning the size and type of structures, particularly for the commercial/retail structures is not known at the present time. Th e presumed fire flows listed for street hydrants in s ingle family or duplex areas are 1,500 gallons per minute (gpm) and 2,500 gpm for commercial or multi-famil y [apartment] areas (Section 4.2.2.3.1.2 Fire Flows). These fire flows were used in the analysis of the water Castle Gate Water Main Mr. Ted Mayo , P.E. October 25, 2000 DRAFT distribution system. It is worth noting that previou s analyses performed by LJA used presumptive fire flow values of 3,500 gpm for "multifamily and school." Absent specific building information for the multi-family area and remembering that no school wou ld be built w ithin the subdivision, the 3,500 gpm fire flow requirement may be excessive ly conservative and is beyond the requirements of the DM. Water pressure system pressure and velocity requirements used in evaluating the water distribution system model results were a lso ascertained from the DM(Section 4.2.2 .3.2 System Design Criteria). The DM states that "[u]nder normal conditions ... the residual pressures in the area serviced by the system ... [should] at all timed (be] a minimum static pressure of 35 psi. Normal conditions were assumed to be the maximum hourly flow rate under normal demand as previously discussed. Similarly, the DM states that "[u]nder fire flow conditions, in addition to normal flow, provide the required fire flow ... with a residual pressure of no less than 20 pound per square inch of pressure in accordance with TNRCC ." "Fire flow in addition to normal. flow " was assumed to be represented by the previously discussed fire flow rates plus the maximum daily flow rate for normal conditions . It is worth noting that previous analyses performed by LJA used pressure evaluation criteria of 45 psi under normal domestic flow conditions and 30 psi under fire flow plus domestic demand. The source of these higher pressure evaluation criteria is not known but the higher required pressures could result in larger water lin e sizes that would be required by the DM criteria. The maximum velocities in the water I ines of the distribution system is set at 12 feet per second 111 accordance wit h the DM. Water Distribution System Model. As permitted by the Des ign Manual, a water distribution computer model was utilized to determine the pressure, flow, and velocity requirements for the proposed water main . The computer model utilized was the Wat erCA D Pressure Network Analysis Software developed by Haestad Methods (hereinafter WaterCAD). The water distribution system modeled in WaterCAD extends over the approximately 735 acres of the "Crawley Tract" and is illustrated on the accompanying Figure I. Also illustrated in Figure I are the water distribution system nodes (or water entry/exit points) and the pipe line sizes and configurations . As can be seen from a review of Figure 1, the northwestern portion of the proposed pipeline distribution system connects to the City's existing system through an existing 24" diameter pipe along SH6 and another existi ng 24" diameter line at the water tower location at the intersection of Greens Prairie Road and SH6 . Both of these connection points were modeled as reservoirs. A flow test was performed by City personnel at the hydrant location at the water tower to determine a residual system pressure to use in the analysis . That flow test was discussed in our original report . The remainder of the system modeled , includin g the proposed water main along the SH40 alignment, consisted of 12" diameter lin es, except for a small 8" diameter line within the Cast le Gate Subdivision south of SH40. Minor system head losses were not considered in the analysis . Two primary water demand scenarios were evaluated in the analysis -one for norm al flows and the other for a combination of fire flows and normal flows . By inspection , it appears that a combination of fire flow and normal flows at system Nodes 12 and 20 will result in the highest system demands. However, seven variations of the fire flow scenario were analyzed to represent potential fire events at different locations within the proposed development area. A summary of the different scenarios is presented below : Castle Gate Water Main Mr. Ted Mayo, P.E. October 25, 2000 DRAFT Modeling Results and Conclusions. The results of the system analyses using WaterCAD are presented in Attachment C . The results present for each node of the proposed pipe distribution network the required demand , the calculated demand , and the pressure. As can be seen from a review of the output for Scenario I (norma l demand), the minimum sys tem pressure is 59.96 psi (Node 20), which is we ll above the minimum required pressure of 35 psi . The lowest system pressure under fire flow conditions was determined for Scenario 20 (fire flow in commercial area south of SH40) where the minimum system pressure was determined to be 29.63 psi at Node 19 , which is also above the minimum required pressure of 20 psi under fire flow conditions . Checks of the velocities in the pipe network also indicated that the veloc iti es were less than 12 feet per second for all of the scenarios analyzed . A review of the results of the supplemental water distribution system anal yses indicate that a 12 " diameter water main can provide adequate service to the proposed Castle Gate Subdivision based upon the flow , pressure and velocity criteria established in the Design Manual, even under the condition of full development of the entire 735 acre "Crawley Tract." 2. Please provide supporting information to justify the unit cost assumptions used in the cost es timates submitted by CSC. CSC Response: Based upon conversations concerning unit cost in our meeting at your office on October 23, 2000, we have revised the previously presented construction cost tables . Presented IN Attachments B to this letter are cost tables for the 12" diameter polyvinyl chloride (PVC) water main (Table 3), the 24" diameter ductile iron pipe (DIP) water main (Table 4), and the comparison cost table (Table 5). 3. B ecause of th e large difference between th e estimated cost of the base water lin e and th e 24" water lin e the City will req uire a public bidding process to be utilized. CSC Response : The developer has expressed a desire to independently address the issue of the requirement for public bidding and CSC will not expound extensively on this comment. However, in requesting that the proposed water main be constructed through the private bidding process , as opposed to the public bidding process, in our transmittal letter accompanying the original submittal of the water demand report, CSC relied upon lan guage in the Subdivision Ordinance of the City of College Station (Section 9-C .8) and the Local Government Code of the State of Texas (Chapter 212), as well as precedent involving previou s projects in which the City of College Station was involved in oversized participation (OP). Our understanding of the referenced documents and previous actions by the City was that the criteria for determining whether a project had to be publicly bid was the relative percentage of the overall project costs and not the absolute value or magnitude of the OP funds. Castle Gate Water Main Mr. Ted Mayo, P.E. October 25, 2000 DRAFT Summary of Flow Scenarios Analyzed in Water Distribution Model and Correspond Pressure Design Criteria REQUIRED GENERAL MINIMUM SCENARIO DESCRIPTION SCENARIO DESIGN NUMBER OF SCENARIO DESCRIPTION PRESSURE I Norma l flows Normal domestic flows (maximum hourly flow under 35 psi domestic demand) at all nodes 2A Fire flow at one Fire flow (2,500 gpm) in Retail/Commercial area 20 psi location plu s (Tracts I A and I B) on north side of SH40 in northeast normal flows at portion of development (Node 3) plus normal domestic all location s flow (maximum daily flows) at all other nodes. 28 Fire flow at one Fire flo w (2,500 gpm) in Retail/Commercial and 20 psi locatio n plus Apartments areas (Tracts IC and 2A-l) on north side of normal flows at SH40 in northeast portion of development (Node 4) plus all location s normal domestic flow (maximum daily flows) at all other nodes. 2C Fire flow at one Fire flow (2,500 gpm) in Retail/Commercial area 20 psi location plu s (Tracts IE and 2C) on north side of SH40 in northeast normal flows at portion of development (Node 5) plus normal domestic all locations flow (maximum daily flows ) at all other nodes. 20 Fire flow at one Fire flow (2,500 gpm) in Commercial/Retail area (Tract 20 psi location plus 4A) on south side of SH40 in eastern portion of normal flows at development (Node 12) plus normal domestic flow all location s (maximum dail y flows) at all other nodes. 2E Fire flow at one Fire flow ( 1,500 gpm) in the Mixed Use/Residential 20 psi location plu s area (Tract 3C) on north side of SH40 in western normal flows at portion of development (Node 10 in the eastern portion al 1 locat ion s of the loop) plus normal domestic flow (maximum daily flows) at all other nodes. 2F Fire flow at one Fire flow (1 ,500 gp m) in the Mixed Use/Residential 20 psi location plus area (Tract 3A) on north side of SH40 in eastern portion normal flow s at of development (Node 11 in the western portion of the al 1 location s loop) plus normal domestic flow (maximum daily flow s) at all other nodes. 2G Fire flow at one Fire flow (1,500 gpm) in the Cluster Housing area 20 psi location plu s (Tract 7 A-I) on the south s id e of SH40 in the normal flows at southwestern portion of dev e lopment (Node 20) plus all location s normal domestic flow (maximum daily flows) at all other nodes. Castle Gate Water Main Mr. Ted Mayo, P.E. October 25, 2000 DRAFT 4. Review of the construction Plans and Specifications is ongoing. Comments will be forwarded as expeditiously as possible. CSC Response: CSC appreciates the City's prompt response in reviewing the water plans. Comments made on the review documents are currently being addressed and a revised set of drawings will be issued at the end of this week or the beginning of next week. Permit us to thank you again for your prompt attention in reviewing the submittals. Please do not hesitate to contact e ith er of the undersigned individuals if you have any questions regarding this matter. Respectfully submitted, W.R. Cullen, P.E. Project Manager MFC:mf Attachments Via Hand Delivery M. Frederick Conlin, P.E. Senior Engineer ATTACHMENT A Fig ures ATTACHMENT B Water Demand Computation Tables and Construction Cost Tables Table 1. Land Use, Population Factors , and Calculated Normal Water Demand for the Fully Developed Subdivisions on Both Sides of State Highway 40 (Using New Development Plan for North Side of Highway 40) Tract Number and Description of Land Use I A (Retai I/Commercial) 1 B (Retail/Commercial) JC (Retail /Commercial) 1 D-1 (SW Detention) J D-2 (Drainage) 1 E (Retail /Commercial) 2A-J (Apartments) 2A-2 (Drill Site) 2B (Conservation Zone) 2C (Commercial/Mixed Use) 3A-1 (Mixed Use/Residential) 3A-2 (Mixed Use/Residential) 3 B-J (O pen Space) 3B-2 (Open Space) 3B-3 (Ope n Space) 3C-I (Mixed Use/Residential) 3C-2 (Mixed Use/Residential) 3H (Ope n Space) 4A (Commercial) SA-1 (Si ngle Family) SA-2 (Pond) SB-1 (Single Family) SB-2 (Park) SC (S ingle Family) SD (Single Family) SE (Community Park) SF (Cluster Housing) SG (Cluster Housing) Number of Dwelling Units or ..... A.<:.t<!.::ig.<!...i.~ .. I.r..::i~.~····· DU Acreage 5 .62 6.SO IS.37 14.37 7.03 42.30 S41 27.09 1.4S 38.06 34.38 76 12 .72 47 7.88 J7 .1 0 0.76 4.66 281 46.9S 171 28.9S 6.67 19 .00 J24 49.34 2.62 90 42.77 4 .3S 48 32.03 36 12 .01 13.07 J7 4 .13 34 8.S6 Population Factor Per Unit/Ac 30 30 30 30 2.67 30 2.67 2.67 2.67 2.67 3 0 2 .67 2.67 2.67 2.67 2.67 2.67 No. of People -169 -19S -46J -J,269 -J,444 -1,031 -20 3 -12S -7SO -4S7 S70 -331 -240 -128 -96 -4S -9J Average Per Capita Flow GPD/CAP 50 1 S0 1 S0 1 S0 1 JOO S0 1 100 JOO JOO 100 so 100 100 100 JOO JOO 100 Computed Normal Use Flow Per Tract1 ..................................................................................... GPD GPM 8,450 -5.9 9 ,7SO -6.8 23 ,0SS -16 63 ,4SO -44 144,400 -100 Sl,SSO -36 20,300 -14 12 ,SOO -8 .7 1s ,'ooo -S2 4S ,7 00 -32 28,SOO -20 33,100 -23 24,000 -J7 12 ,800 -9 9 ,600 -7 4,SOO -3 9 ,100 -6 Tabl e 1. Co ntinu ed Tract Number and Description of Land Use 6A-1 (S in g le Fam ily) 6A-2 (O pe n S pace) 68-1 (S in g le Famil y) 68-2 (O pe n S pace) 6C (Si ng le Fam ily) 60 (Po nd Park) 6 E-1 (Dupl ex) 6 E-2 (O pe n S pace) 7 A-1 (Cluste r Ho us ing) 7A-2 (O pe n S pace) 7 8 (C lu ste r Ho us in g) 7C (C lu ste r Hou s in g) Totals Abbreviati ons: DU -Dwe llin g Unit s Ac -Acres GPO -Ga ll ons Per Day GPM -Ga llon s Per Minute CAP -Capita a te s: Number of Dwelling U nits or ...... A.<:.~.~?._g_~ .. i.~ ... !~.~~-~---·· DU Acreage 132 38 .73 4.9 0 11 9 29 .88 2 .66 57 14.15 8.11 85 14.19 0 .76 54 13.71 1.3 8 4 8 12.03 39 9.9 8 Population Factor Per U nit/Ac 2.67 2.67 2.6 7 2 .6 7 2 .6 7 2.67 2 .6 7 No. of People -352 -3 18 -152 -227 -144 -12 8 -104 Average Per Capita Flow GPD/CAP 100 100 100 100 100 100 100 Computed Normal Use Flow Per Tract1 ························································· GPD GPM 35 ,2 00 -24 31,800 -22 15,2 00 -11 22,7 00 -16 14 ,400 -10 12,800 -9 10 ,400 -7 718,255 gpd 499.4 gpm I. orma l flow s comput ed bas ed up on po pul ation fac tors an d proc edures outlin ed in Draft Joint De sign Guid ance Manu al. Table 2. Land Use , Population Factors and Calculated Normal Water Demand for the Most Recent Land Use Plan for the Fully Developed Subdivisions on Both Sides of State Highway 40 Node No. 3 4 5 10 11 12 Tracts Within Service Area of Nodes 1 A (Retail/Commercial) 1 B (Retail /Commercial) Subtotals -Node 3 2A-1 (Apartments) 2A-2 (Drill Site) 1 C (Retail /Commercial) 1 D-1 (SW Detention) I D-2 (Drainage) Subtotals-Node 4 1 E (Retail/Commercial) 28 (Conservation Zone) 2C (Commercial/Mixed Use) Subtotals -Node 5 3A-I (Mixed Use/Residential) 3A-2 (Mixed Use/Residential) 38-1 (Open Space) 3B-2 (Open Space) 38-3 (Open Space) 3H (Open Space) Subtotals -Node 10 3C-1 (Mixed Use /Residential) 3C-2 (Mixed Use /Residential) Subtotals-Node 11 4A (Commercial) Subtotals -Node 12 Normal Use Flow Per Tract .............................................. . ....................................... . GPD GPM 8,450 -5.87 9,750 -6.77 18,200 -12.6 144 ,400 -100 23 ,055 -16.0 167,455 -116 63 ,450 -44.0 50 ,650 -35.8 114,000 -75.8 20 ,300 -14.1 12 ,500 -8.68 32,800 -22.8 75 ,000 -52.1 45 ,700 -31.7 120,700 -83.8 28 ,500 -19 .8 28,500 -19.8 Maximum Daily Flow (Normal Flow x 1.5)3 GPM -8.81 -10.2 -19.0 -150 -24.0 -174 -66.1 -53.7 -120 -21.1 -13.0 -34.1 -78 .1 -47.6 -126 -29 .7 -29.7 Maximum Hourly Flow (Max Daily Flow x 3)3 GPM -26.4 -30.5 -56.9 -451 -72.0 -523 -198 -161 -359 -63.4 -39.l -103 -234 -143 -377 -89.1 -89.1 Tabl e 2 . Co ntinu ed Node No. 14 18 19 20 Abbrev iations: Tracts Within Service Area of Nodes SA -1 (S in g le Fa mil y) SA-2 (P o nd ) SB-1 (S in g le Fa mil y) Subtotals -N ode 14 SF (C lu ste r Ho us in g) SG (C lu ster Ho us in g) 7 8 (C lu ster Ho us in g) 7C (C lu ster Ho us in g) SE (Co mmuni ty Park ) Subtotals -Node 18 S8-2 (N bhd . Park) SC (S in g le Fa mil y) SD (S in g le Fa mil y) 6A-1 (Sin g le Fa mil y) 6B-1 (S in g le Fa mil y) 6C (Sin g le Fa mil y) 6E-1 (Dupl ex) Subtotals-Node 19 7 A-I (C lu ste r Ho us in g) 60 (Po nd Park ) Subtotals -Node 20 Totals GPO -Gallons Per Day GPM -Ga ll ons Per Minu te otes: Normal Use Flow Per Tract . ........................ ························· GPD GPM 33 ,100 -23.0 24 ,000 -16 .7 57 ,100 -39.7 4 ,SOO -3.13 9 ,100 -6 .32 12 ,800 -8 .89 10,4 00 -7.22 36,800 -26.1 12,800 -8 .89 9 ,600 -6 .67 3S ,2 00 -24 .4 3 1,800 -22.1 l S,2 00 -10.6 22 ,700 -l S.8 127 ,300 -88.5 14 ,4 00 -10 .0 14 ,400 -10.0 717 ,255 GPD -495 GPM Maximum Daily Flow (Normal Flow x 1.5) 3 GPM -34 .S -25.0 -59.5 -4 .69 -9.4 8 -13.3 -10 .8 -38.3 -13.3 -10 .0 -36 .7 -33.1 -lS .8 -23.7 -133 -15.00 -15.00 -749 GPMb Maximum Hourly Flow (Max Daily Flow X 3) 8 GPM -103 -7 5 -178 -14.1 -2 8.4 -4 0 .0 -32.S -115 -4 0 .0 -3 0 .0 -11 0 -99.4 -47.S -70 .9 -398 -4 S.OO -45.00 2,244 GPMb a. Valu es of las t two co lumn s are ex tension s of interna l calcul atio ns and there may be som e apparent va riance s due to ro un din g-off of values. b. Total va lue s may not be exact multiplic ation ex tension s of va lu es in oth er co lu mn s du e to ro und -off of indi vidu al va lu es that were summ ed to g ive th e totals shown . ATTACHMENT C Output From Water System Model Analysis (WaterCAD) SCENARIO 1 Node Elevation Demand Demand Label (ft) Type (gpm) . J-1 276.00 Demand 0 .00 J -2 272.00 Demand 0.00 J-3 270.00 Demand 56.90 J-4 272.00 Demand 523.00 J -5 300.00 Demand 359.00 J-6 322 .00 Demand 0 .00 J -8 300 .00 Demand 0 .00 J -9 301 .00 Demand 0 .00 J -10 288.00 Demand 103.00 J -11 287.00 Demand 377.00 J-12 320.00 Demand 89.10 J-13 293.00 Demand 0 .00 J -14 329 .00 Demand 178.00 J-15 320.00 Demand 0 .00 J-16 332.00 Demand 0 .00 J-17 300.00 Demand 0 .00 J -18 310.00 Demand 115 .00 J -19 336.00 Demand 398.00 J -20 311 .00 Demand 45.00 J -22 326.00 Demand 0 .00 Project Title: Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 458.81 79.05 Fixed 0.00 468.37 84.92 Fixed 56.90 469.11 86.10 Fixed 523.00 471 .83 86.41 Fixed 359.00 482 .10 78.75 Fixed 0.00 487.82 71 .70 F ixed 0 .00 475.27 75.79 Fixed 0 .00 476 .02 75.68 Fixed 103.00 475.11 80.91 Fixed 377.00 475 .18 81 .38 Fixed 89.10 475.59 67.28 Fixed 0 .00 475.10 78.75 Fixed 178.00 475.04 63.15 Fixed 0 .00 475.03 67.04 Fixed 0 .00 475.31 61 .97 Fixed 0 .00 475.04 75.69 Fixed 115.00 474 .68 71 .21 Fixed 398.00 474 .65 59.96 Fixed 45.00 474.68 70.78 Fixed 0 .00 508.44 78.89 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/22/00 10 :12 :24 AM @Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Detailed Report for Pipe: P-1 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial condition summary Status Default-Average Daily <none> 0 .0 J-1 J -2 No 589.00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg /I ) Flow (gpm) Velocity From To (fVs) Grade Grade 0 .00 hr 1 .00 hr 2 .00 hr 3.00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr 8 .00 hr 9 .00 hr Open Op'en Open Open Open Open Open Open Open Open 10 .00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14 .00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24.00 hr Open 0.0 -15 ,071 .60 0 .0 -15 ,071 .60 0 .0 -15 ,071 .60 0.0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15,0 7 1.60 0 .0 -15,071 .60 0.0 -15,071 .60 0 .0 -15 ,071 .60 0.0 -15,071 .60 0.0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071.60 0 .0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071 .60 0.0 -15 ,071 .60 0 .0 -15,071 .60 (ft) (ft) 11 .64 458.81 468.37 11 .64 458.81 468.37 11 .64 458 .81 468.37 11 .64 458 .81 468.37 11 .64 458 .81 468.37 11 .64 458.81 468.37 11 .64 458 .81 468 .37 11 .64 458 .81 468 .37 11 .64 458 .81 468 .37 11 .64 458 .81 468 .37 11 .64 458.81 468.37 11.64 458.81 468.37 11 .64 458 .81 468.37 11 .64 458.81 468 .37 11 .64 458.81 468.37 11 .64 458.81 468.37 11 .64 458 .81 468.37 11 .64 458.81 468.37 11 .64 458 .81 468 .37 11 .64 458.81 468.37 11 .64 458.81 468.37 11 .64 458 .81 468.37 11 .64 458 .81 468.37 11 .64 458 .81 468.37 11 .64 458 .81 468.37 <none> 0 .0 23 in Ductile Iron 130.0 0 .00 Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (fl/1 OOOft) .9 .56 0 .00 9.56 0 .00 9 .56 0 .00 9 .56 0.00 9 .56 0.00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .5 6 0 .00 9 .56 0 .00 9.56 0 .00 9 .56 0.00 9.56 0 .00 9 .56 0.00 9 .56 0 .00 9.56 0 .00 9 .56 0 .00 9 .56 0 .00 9 .56 0.00 9 .56 9 .56 9 .56 9 .56 9.56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9 .56 9.56 9 .56 9 .56 16.2 3 16 .23 16.2 3 16.23 16 .23 16 .23 16 .23 16.23 16.23 16.23 16.2 3 16.2 3 16.23 16.23 16.23 16.23 16.2 3 16 .2 3 16.23 16.2 3 16.23 16.2 3 16.23 16.23 16.23 Project Title : Castlegate 24 inch final c:\haestad\wtrc\ccgcnmh . wed Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/23/00 05 :45 :17 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755-1666 Page 1 Detailed Report for Pipe: P-2 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-2 Diameter To Node R-1 Material Check Valve No Roughness Length 2 ,796 .00 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg ll) (gpm) 0 .00 hr Open 0 .0 -14,101 .00 1.00 hr Open 0 .0 -14,101 .00 2 .00 hr Open 0 .0 -14,101 .00 3.00 hr Open 0 .0 -14,101 .00 4.00 hr Open 0 .0 -14, 101 .00 5 .00 hr Open 0 .0 -14 ,101 .00 6 .00 hr Open 0.0 -14 ,101 .00 7 .00 hr Open 0 .0 -14 ,101 .00 8 .00 hr Open 0 .0 -14 ,101.00 9 .00 hr Open 0 .0 -14, 101 .00 10.00 hr Open 0 .0 -14,101 .00 11 .00 hr Open 0 .0 -14, 101.00 12.00 hr Open 0 .0 -14, 101 .00 13 .00 hr Open 0 .0 -14 ,101 .00 14.00 hr Open 0 .0 -14 ,101 .00 15.00 hr Open 0 .0 -14 ,101 .00 16.00 hr Open 0 .0 -14 , 101 .00 17.00 hr Open 0.0 -14,101 .00 18.00 hr Open 0.0 -14 ,101 .00 19.00 hr Open 0 .0 -14,101 .00 20 .00 hr Open 0 .0 -14 , 101 .00 21 .00 hr Open 0 .0 -14,101.00 22.00 hr Open 0 .0 -14, 101 .00 23 .00 hr Open 0 .0 -14 ,101 .00 24 .00 hr Open 0 .0 -14 ,10 1.00 Pro ject Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd Velocity From To (ft/s) Grade Grade (ft) (ft) 10 .89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468.37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10 .89 468.37 508.50 10.89 468 .37 508.50 10.89 468.37 508 .50 10 .89 468 .37 508 .50 10.89 468 .37 508 .50 10 .89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468.37 508 .50 10.89 468 .37 508 .50 10 .89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 10 .89 468 .37 508.50 10.89 468 .37 508 .50 10.89 468 .37 508 .50 Friction Minor Loss Loss (ft) (ft) 40 .13 0 .00 40.13 0 .00 40 .13 0 .00 40 .13 0 .00 40.13 0 .00 40.13 0 .00 40 .13 0 .00 40.13 0 .00 40.13 0 .00 40 .13 0 .00 40.13 0 .00 40.13 0 .00 40 .13 0 .00 40.13 0 .00 40.13 0 .00 40.13 0 .00 40.13 0 .00 40.13 0 .00 40 .13 0.00 40.13 0 .00 40.13 0 .00 40.13 0 .00 40.13 0 .00 40 .13 0 .00 40 .13 0 .00 <none> 0 .0 23 in Ductile Iron 130.0 0 .00 Total Head loss Headless Grad ient (ft) 40 .13 40.13 40 .13 40.13 40.13 40 .13 40 .13 40.13 40 .13 40.13 40.13 40 .13 40.13 40.13 40.13 40 .13 40 .13 40 .13 40.13 40.13 40.13 40.13 40.13 40.13 40.13 (ft/1 OOOft) 14 .35 14.35 14 .35 14.35 14.35 14.35 14.35 14 .35 14 .35 14.35 14 .35 14 .35 14 .35 14.35 14.35 14 .35 14.35 14.35 14.35 14 .35 14 .35 14 .35 14.35 14 .35 14 .35 Project Engineer: William R. Cullen WaterCAD v1 .o (034] 10/23100 05 :45 :18 PM Q Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 Detailed Report for P ipe : P-3 Loading Summary Demand Scenario Default-Average Dai ly Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check V alve Length Initial Condition Summary Status J -2 J-3 No 324.00 ft Open Diameter Material Roughness M inor Loss 12 In PVC 150.0 0 .00 Ca lcul ated Results Summa ry Time Status Constituent (mg/I) F low (gpm) 0 .00 hr Open 1.00 h r Open 2.00 hr Open 3.00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7.00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00hr Open 18 .00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23 .00 hr Open 24.00 hr Open 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970.59 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970.59 0 .0 -970 .59 0 .0 -970.59 0 .0 -970 .59 0.0 -970 .59 0 .0 -970.59 0 .0 -970 .59 0 .0 -970 .59 0 .0 -970.59 0 .0 -970.59 0 .0 -970 .59 0.0 -970 .59 0 .0 -970.59 0 .0 -970.59 0 .0 -970.59 0 .0 -970.59 0 .0 -970 .59 0.0 -970 .59 Velocity From To (fUs) Grade Grade (ft) (ft) 3 .00 468 .37 469 .11 3 .00 468.37 469.11 3.00 468.37 469.11 3 .00 468.37 469.11 3 .00 468.37 469.11 3.00 468 .37 469.11 3 .00 468.37 469.11 3.00 468.37 469.11 3 .00 468.37 469.11 3 .00 468.37 469.11 3 .00 468.37 469.11 3 .00 468.37 469.11 3 .00 468.37 469.11 3.00 468.37 469.11 3 .00 468 .37 469.11 3 .00 468.37 469.1 1 3 .00 468 .37 469.11 3 .00 468.37 469.11 3.00 468.3 7 469.11 3 .00 468.37 469.11 3 .00 468.37 469.11 3.00 468.37 469.11 3.00 468.37 469.11 3 .00 468 .37 469.11 3 .00 468.37 469 .11 Friction Loss (ft) Minor Tota l Headless Loss Headlciss Gradient (ft) (ft) (fU1 OOOft) 0 .74 0 .00 0.74 0 .00 0.74 0 .00 0 .74 0 .00 0 .74 0 .00 0.74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0 .00 0.74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0.00 0 .74 0.00 0 .74 0 .00 0 .74 0 .74 0 .74 0 .7 4 0 .74 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0.74 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2.28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2 .28 2.28 2 .28 Project Engineer: William R. Cullen WaterCAD v1 .o (034] Project Title : Castlegate 24 inch final c:\haes tad\wtrc\ccgcnmh .wcd 10123/0 0 05 :45:18 PM C> Haestad Methods , Inc. 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Page 3 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Detailed Report for Pipe: P-4 Default-Average Daily <none> o.o J-3 J-4 No 1,074.00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary <none> 0 .0 12 in PVC 150.0 0 .00 T ime Status Constituent (mg/I) Flow (gpm) Velocity (fVs) From To Grade Grade Friction Loss (fl) Minor Total Headloss Loss Headloss Gradient 0 .00 hr 1.00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr 8 .00 hr Open Open Open Open Open Open Open Open Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13 .00hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18 .00 hr Open 19.00 hr Open 20 .00 hr Open 21 .00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open 0.0 -1,027.49 0 .0 -1,027.49 0.0 -1 ,027.49 0 .0 -1,027.49 0.0 -1,027.49 0 .0 -1,027.49 0 .0 -1 ,027.49 0 .0 -1 ,027.49 0 .0 -1 ,027.49 0 .0 -1,027.49 0 .0 -1 ,027.49 0 .0 -1,027.49 0 .0 -1,027.49 0 .0 -1,027.49 0 .0 -1,027.49 0 .0 -1,027.49 0 .0 -1 ,027.49 0 .0 -1,027.4 9 0 .0 -1,027.49 0 .0 -1 ,027.49 0.0 -1,027.49 0 .0 -1 ,027.49 0 .0 -1,027.49 0 .0 -1,027.49 0 .0 -1,027.49 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh.wcd 10123/00 05 :45 :19 PM © Haestad Methods , Inc. (ft) (ft) 3.17 469 .11 471 .83 3.17 469.11 471 .83 3 .17 469.11 471 .83 3.17 469.11 471 .83 3 .17 469.11 471.83 3 .17 469.11 471 .83 3.17 469.11 471.83 3.17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3.17 469.11 471.83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 3 .17 469.11 471 .83 (ft) (ft) (fU1 OOOft) 2.72 0 .00 2 .72 0 .00 2 .72 0 .00 2.72 0 .00 2 .72 0 .00 2 .72 0.00 2 .72 0 .00 2 .72 0 .00 2 .72 0.00 2 .72 0 .00 2 .72 0 .00 2 .72 0 .00 2 .72 0.00 2 .72 0.00 2 .72 0 .00 2 .72 0 .00 2 .72 0 .00 2 .72 0.00 2 .72 0 .00 2 .72 0 .00 2.72 0 .00 2.72 0 .00 2 .72 0 .00 2 .72 0.00 2 .72 0 .00 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .7 2 2 .72 2 .72 2 .72 2.72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .72 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2.53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2 .53 2.53 2 .53 2 .53 2.53 2 .53 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 Detailed Report for Pipe: P-5 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-4 D iameter To Node J-5 Material Check Valve No Roughness Length 1,894 .00 ft Minor Loss Initial Cond ition Summary Status Open Calculated Results Summary Time Status Cons tituent Flow Velocity From To Friction (mg /I) (gpm) (fVs) Grade Grade Loss (ft) (ft) (ft) 0.00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482.10 10.27 1.00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482 .10 10.27 2 .00 hr Open 0 .0 -1,550.49 4 .79 471.83 482.10 10.27 3 .00 hr Open 0 .0 -1,550 .49 4 .79 471.83 482.10 10.27 4 .00 hr Open 0.0 -1,550.49 4 .79 471 .83 482.10 10.27 5 .00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482.10 10.27 6.00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482.10 10.27 7 .00 hr Open 0 .0 -1,550.49 4 .79 471.83 482.10 10.27 8.00 hr Open 0 .0 -1,550.49 4 .79 471.83 482.10 10.27 9 .00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482.10 10.27 10.00 hr Open 0 .0 -1,550 .49 4 .79 471 .83 482 .10 10.27 11 .00 hr Open 0 .0 -1.550.49 4 .79 471.83 482.10 10.27 12.00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482 .10 10.27 13.00 hr Open 0 .0 -1,550.49 4.79 471 .83 482 .10 10.27 14.00 hr Open 0 .0 -1,550.49 4 .79 471.83 482.10 10.27 15.00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482.10 10.27 16.00 hr Open 0.0 -1,550.49 4 .79 471 .83 482.10 10.27 17.00 hr Open 0 .0 -1,550.4 9 4.79 471 .83 482.10 10.27 18.00 hr Open 0 .0 -1,550.49 4 .79 471.83 482.10 10.27 19.00 hr Open 0 .0 -1,550.4 9 4 .79 471.83 482 .10 10.27 20 .00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482 .10 10.27 21 .00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482 .10 10 .27 22 .00 hr Open 0 .0 -1,550.49 4 .79 471 .83 482.10 10.27 23.00 hr Open 0 .0 -1,550 .4 9 4 .79 471 .83 482 .10 10.27 24.00 hr Open 0.0 -1,550.49 4.79 471 .83 482.10 10 .27 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 <none> 0 .0 12 in PVC 150.0 0.00 Total Headless Headless Gradient (ft) 10.27 10 .27 10.27 10.27 10.27 10.27 10.27 10.2 7 10.27 10.27 10.27 10.27 10.27 10.27 10.27 10.2 7 10.2 7 10 .27 10.27 10.27 10.27 10.27 10.27 10.27 10.27 (fV1000ft) 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 5.42 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd 10/23/00 05 :45 :19 PM (;.) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 Detailed Report for Pipe: P-6 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J -5 J-6 No 717.00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6.00 hr 7 .00 hr 8 .00 hr Open Open Open Open Open Open Open Open Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24.00 hr Open 0.0 -1,909.49 0.0 -1,909.49 0 .0 -1,909.49 0 .0 -1,909.49 0.0 -1 ,909.49 0 .0 -1,909.49 0.0 -1,909.49 0 .0 -1,909 .49 0 .0 -1,909.49 0 .0 -1,909.49 0 .0 -1,909.49 0.0 -1 ,909.49 0 .0 -1 ,909.49 0 .0 -1,909.49 0 .0 -1,909.49 0 .0 -1 ,909.49 0 .0 -1,909.49 0.0 -1,909.49 0 .0 -1,909.49 0 .0 -1 ,909.49 0 .0 -1 ,909.49 0 .0 -1,909.49 0 .0 -1 ,909.49 0 .0 -1 ,909.49 0 .0 -1,909.49 Project Title : Castlegate 24 inch final c:\haestad\wtrc\ccgcnmh .wcd Velocity From To (ft/s) Grade Grade (ft) (ft) 5.90 482.10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5.90 482.10 487.82 5 .90 482.10 487.82 5 .90 482 .10 487.82 5 .90 482 .10 487.82 5.90 482.10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5. 90 482.10 487 .82 5 .90 482.10 487.82 5.90 482 .10 487.82 5 .90 482 .10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5 .90 482.10 487.82 5 .90 482 .10 487.82 5 .90 482.10 487.82 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 5 .72 0 .00 5 .72 0.00 5 .72 0.00 5.72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0.00 5 .72 0.00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0.00 5 .72 0 .00 5 .72 0 .00 5 .72 0.00 5.72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0 .00 5 .72 0.00 5 .72 0.00 5 .72 0.00 5 .72 5 .72 5 .72 5.72 5 .72 5.72 5 .72 5 .72 5.72 5 .72 5.72 5.72 5 .72 5 .72 5 .72 5 .72 5 .72 5.72 5 .72 5 .72 5 .72 5 .72 5 .72 5 .72 5 .72 7 .97 7 .97 7 .97 7 .97 7 .97 7.97 7 .97 7.97 7 .97 7 .97 7 .97 7 .97 7 .97 7 .97 7 .97 7 .97 7 .97 7.97 7.97 7 .97 7 .97 7 .97 7 .97 7 .97 7 .97 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05 :45 :20 PM ~ Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 6 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Cond ition Summary Status Detailed Report for Pipe: P-9 Default-Average Daily <none> 0.0 J-6 J-9 No 2 ,993 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary <none> 0.0 12 in PVC 150.0 0 .00 Time Status Constituent (mg/I) Flow (gpm) Velocity From To (ft/s) Grade Grade Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient 0.00 hr 1.00 hr 2 .00 hr 3.00 hr 4 .00 hr 5.00 hr 6 .00 hr 7 .00 hr 8 .00 hr Open Open Open Open Open Open Open Open Open 9 .00 hr Open 10 .00 hr Open 11.00 hr Open 12.00 hr Open 13.00 hr Open 14 .00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18 .00 hr Open 19.00 hr Open 20 .00 hr Open 21 .00hr Open 22.00 hr Open 23 .00 hr Open 24.00 hr Open 0 .0 1,305.10 0 .0 1,305.10 0 .0 1,305 .10 0 .0 1,305 .10 0 .0 1,305.10 0 .0 1,305 .10 0 .0 1,305.10 0 .0 1,305.10 0.0 1,305.10 0 .0 1,305 .10 0.0 1,305 .10 0 .0 1,305.10 0 .0 1,305.10 0.0 1,305.10 0 .0 1,305.10 0 .0 1,305.10 0 .0 1,305.10 0.0 1,305.10 0 .0 1,305 .10 0 .0 1,305.10 0.0 1,305.10 0 .0 1,305 .10 0 .0 1,305.10 0 .0 1,305.10 0 .0 1,305.10 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd (ft) (ft) 4.03 487.82 476 .02 4 .03 487.82 476 .02 4.03 487 .82 476.02 4 .03 487 .82 476 .02 4 .03 487.82 476.02 4 .03 487 .82 476.02 4 .03 487.82 476 .02 4 .03 487.82 476 .02 4.03 487 .82 476.02 4.03 487.82 476.02 4 .03 487.82 476 .02 4.03 487 .82 476 .02 4 .03 487.82 476 .02 4 .03 487 .82 476.02 4 .03 487.82 476.02 4 .03 487.82 476.02 4.03 487.82 476 .02 4 .03 487.82 476.02 4.03 487 .82 476 .02 4 .03 487.82 476.02 4 .03 487.82 476.02 4 .03 487.82 476.02 4.03 487.82 476.02 4.03 487.82 476.02 4 .03 487.82 476.02 (ft) (ft) (fU1 OOOft ) 11 .80 0 .00 11.80 0 .00 11 .80 0.00 11.80 0.00 11 .80 0 .00 11 .80 0.00 11 .80 0.00 11 .80 0 .00 11.80 0 .00 11 .80 0.00 11 .80 0 .00 11 .80 0 .00 11 .80 0.00 11 .80 0 .00 11.80 0 .00 11.80 0 .00 11 .80 0 .00 11 .80 0.00 11 .80 0 .00 11 .80 0 .00 11.80 0 .00 11 .80 0 .00 11 .80 0 .00 11 .80 0 .00 11.80 0 .00 11.80 11 .80 11 .80 11.80 11.80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11 .80 11.80 11 .80 11 .80 11 .80 11 .80 11 .80 1 1.80 11 .80 11.80 11.80 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3.94 3 .94 3.94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .94 3 .9 4 Project Engineer: Will iam R . Cullen WaterCAD v1 .o [034] 10/23/00 05 :45 :20 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06 708 USA (203) 755-1666 Page 7 Detailed Report for Pipe: P-1 O Loading Summary Demand Scena rio Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condi ti on Summary Status J-9 J-11 No 1,254 .00 ft Open Diameter Material Roughness M inor Loss 12 in PVC 150.0 0.00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1 .00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5.00 hr 6.00 hr 7 .00 hr Open Open Open Open Open Open Open Open 8.00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14 .00 hr Open 15 .00 hr Open 16.00 hr Open 17 .00 hr Open 18 .00 hr Open 19 .00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24.00 hr Open 0.0 498 .65 0 .0 498 .65 0 .0 498 .65 0 .0 498 .65 0 .0 498 .65 0 .0 498 .65 0.0 498.65 0 .0 498 .65 0 .0 498.65 0 .0 498.65 0 .0 498 .65 0 .0 498 .65 0 .0 498.65 0 .0 498 .65 0 .0 498.65 0 .0 498 .65 0 .0 498.65 0.0 498 .65 0 .0 498 .65 0 .0 498 .65 0.0 498 .65 0 .0 498 .65 0.0 498 .65 0 .0 498 .65 0 .0 498.65 Velocity (fVs) From To Grade Grade (ft) (ft) 1.54 476.02 475.18 1.54 476.02 475.18 1.54 476 .02 475.18 1.54 476.02 475.18 1.54 476.02 475 .18 1.54 476.02 475.18 1 .54 476.02 475 .18 1.54 476 .02 475.18 1.54 476.02 475.18 1.54 476 .02 475.18 1.54 476.02 475.18 1.54 476.02 475 .18 1.54 476 .02 475.18 1.54 476.02 475 .18 1.54 476 .02 475.18 1.54 476.02 475.18 1.54 476.02 475 .1 8 1.54 476 .02 475 .18 1 .54 476 .02 475.18 1.54 476.02 475.18 1 .54 476 .02 475 .18 1.54 476.02 475.18 1.54 476.02 475.18 1 .54 476.02 475 .18 1.54 476 .02 475.18 Friction Loss (ft) Minor Total Headloss Loss Headless Gradient (ft) (ft) (fV1 OOOft ) 0 .83 0 .00 0 .83 0 .00 0 .83 0.00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0.00 0.83 0.00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0 .00 0 .83 0.00 0 .83 0 .00 0 .83 0 .8 3 0 .83 0 .83 0 .83 0 .83 0 .83 0 .83 0 .83 0.83 0 .83 0.83 0 .83 0 .83 0 .83 0 .83 0 .83 0.83 0 .83 0 .83 0 .83 0 .83 0 .83 0 .83 0 .83 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .6 6 Project Engineer: William R. Cullen WaterCAO v1 .o [034) Project T itle : Castlegate 24 Inch final c:\haestad\wtrc\ccgcnmh .wcd 10/23/00 05 :45 :21 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 Detailed Report for Pipe: P-11 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Va lve Length Initial Condition Summary Status J-11 J-10 No 1,587 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr Open Open Open 3.00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7.00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14.00 hr Open 15 .00 hr Open 16.00 hr Open 17 .00 hr Open 18 .00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 121.65 0.0 121 .65 0 .0 121 .65 0 .0 121.65 0.0 121.65 0.0 121 .65 0 .0 121 .65 0 .0 121 .65 0 .0 121 .65 0 .0 121.65 0 .0 121 .65 0 .0 121 .65 0 .0 121.65 0 .0 121.65 0 .0 121 .65 0 .0 121 .65 0 .0 121 .65 0 .0 121 .65 0 .0 121 .65 0 .0 121 .65 0 .0 121.65 0.0 121 .65 0.0 121.65 0 .0 121 .65 0 .0 121 .65 Project Title : Castlegate 24 inch final c :\haestad\wtrclccgcnmh .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 0.38 475.18 475 .11 0 .38 475.18 475 .11 0 .38 475.18 475 .11 0 .38 475.18 475 .11 0 .38 475 .18 475 .11 0 .38 475.18 475 .11 0.38 475.18 475 .11 0 .38 475 .18 475 .11 0.38 475.18 475 .11 0 .38 475 .18 475 .11 0 .38 475.18 475 .11 0 .38 475.18 475 .11 0 .38 475.18 475 .11 0 .38 475.18 475 .11 0 .38 475 .18 475 .11 0.38 475.18 475 .11 0 .38 475.18 475 .11 0 .38 475 .18 475 .11 0 .38 475 .18 475 .11 0 .38 475.18 475 .11 0.38 475.18 475 .11 0 .38 475.18 475 .11 0 .38 475.18 475 .11 0.38 475.18 475 .11 0.38 475 .18 475 .11 Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0.08 0 .00 0 .08 0 .00 0 .08 0.00 0.08 0 .00 0 .08 0 .00 0 .08 0 .00 0.08 0 .00 0 .08 0 .00 0 .08 0.00 0 .08 0 .00 0 .08 0 .00 0 .08 0.00 0 .08 0 .00 0.08 0 .00 0 .08 0 .00 0 .08 0 .00 0 .08 0.00 0 .08 0 .00 0.08 0 .00 0 .08 0 .00 0 .08 0 .00 0.08 0 .00 0 .08 0.00 0 .08 0 .00 0.08 0.00 0 .0 8 0 .08 0 .08 0 .08 0.08 0.08 0 .08 0 .08 0 .08 0.08 0 .08 0 .08 0.08 0 .08 0 .08 0 .08 0.08 0 .08 0 .08 0 .08 0 .08 0.08 0 .08 0 .08 0 .08 0.05 0 .05 0 .05 0.05 0 .05 0.05 0.05 0 .05 0.05 0 .05 0.05 0 .05 0 .05 0.05 0 .05 0 .05 0.05 0 .05 0 .05 0.05 0 .05 0 .05 0.05 0.05 0 .05 Project Engineer: William R. Cullen WaterCAD v1 .0 [034) 10/23/00 05 :45 :21 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 0670 8 USA (203) 755-1666 Page 9 Detailed Report for Pipe: P-12 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness Geometric Summary From Node J-9 Diameter To Node J-12 Material Check Valve No Roughness Length 1,194.00 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constit uent Flow (mg /I) (gpm) 0 .00 hr Open 0 .0 356 .05 1.00 hr Open 0 .0 356 .05 2 .00 hr Open 0 .0 356 .05 3 .00 hr Open 0 .0 356 .05 4 .00 hr Open 0 .0 356.05 5.00 hr Open 0 .0 356 .05 6 .00 hr Open 0 .0 356.05 7 .00 hr Open 0 .0 356 .05 8 .00 hr Open 0 .0 356 .05 9 .00 hr Open 0 .0 356 .05 10.00 hr Open 0 .0 356.05 11 .00 hr Open 0 .0 356 .05 12.00 hr Open 0 .0 356 .05 13.00 hr Open 0 .0 356 .05 14.00 hr Open 0 .0 356 .05 15.00 hr Open 0 .0 356 .05 16.00 hr Ope n 0 .0 356 .05 17.00 hr Open 0 .0 356.05 18.00 hr Open 0 .0 356 .05 19 .00 hr Ope n 0.0 356 .05 20 .00 hr Ope n 0 .0 356.05 2 1.00 hr Open 0 .0 356.05 22 .00 hr Open 0 .0 356 .05 23 .00 hr Open 0 .0 356 .05 24.00 hr Open 0 .0 356 .05 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd Velocity From To Friction (fUs) Grade Grade Loss (ft) (ft) (ft) 1.10 476.02 475.59 0.43 1 .10 476 .02 475.59 0.43 1.10 476.02 475.59 0.43 1 .10 476.02 475 .59 0.43 1.10 476.02 475.59 0.43 1.10 476.02 475.59 0.43 1.10 476.02 475.59 0.43 1 .10 476.02 475.59 0.43 1.10 476 .02 475 .59 0.43 1.10 476.02 475.59 0.43 1.10 476.02 475.59 0.43 1.10 476.02 475.59 0.43 1.10 476.02 475 .59 0.43 1.10 476.02 475 .59 0.43 1.10 476.02 475.59 0.43 1 .10 476.02 475.59 0.43 1.1 0 476.02 475.59 0.43 1.10 4 7 6 .02 475 .59 0.4 3 1.10 476.02 475.59 0.43 1.10 476.02 475.59 0.4 3 1 .10 476.02 475 .59 0.43 1.10 4 7 6.02 475.59 0.43 1.10 4 7 6 .02 475.59 0.43 1.10 476.02 475.59 0.43 1.10 476 .02 475.59 0.43 Minor Loss (ft) 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 <none> 0 .0 12 in PVC 150 .0 0.00 Tota l Headloss Headloss Gradient (ft) 0.43 0.4 3 0 .4 3 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.4 3 0.43 0.43 0.43 0.43 0.43 0.4 3 0.4 3 0 .4 3 0.43 0.43 0.43 0.43 (fU1 OOOft ) 0.36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0.36 0.36 0.36 0.36 0 .36 0.36 Project Engineer: William R . Cullen WaterCAD v1 .0 (034] 10/23/00 05 :45 :21 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 10 Detailed Report for Pipe: P -13 Loading Summary Demand Scenario Default-Average Daily Cal ibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status <none> 0 .0 J-10 J-13 No 985.00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3.00 hr 4.00 hr 5 .00 hr 6.00 hr 7 .00 hr 8 .00 hr Open Open Open Open Open Open Open Open Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13 .00 hr Open 14.00 hr Open 15 .00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21 .00 hr Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 18.65 0.0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18 .6 5 0 .0 18.65 0 .0 18.65 0 .0 18.65 0 .0 18 .6 5 0.0 18.65 0 .0 18 .65 0 .0 18 .65 0.0 18.65 0 .0 18.65 0 .0 18 .65 0 .0 18.65 0 .0 18.65 0 .0 18.65 0.0 18.65 0 .0 18.65 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd Velocity (ftls) From To Grade Grade (ft) (ft) 0 .06 475.11 475.10 0.06 475.11 475.10 0 .06 475.11 475.10 0 .06 475.1 1 475.10 0 .06 475.11 475.10 0 .06 475.11 475.10 0.06 475.11 4 75.10 0.06 475.11 475.10 0 .06 475 .11 475 .10 0 .06 475.11 475.10 0 .06 475.11 475.10 0 .06 475.11 475.10 0.06 475.11 475.10 0 .06 475.11 475.10 0 .06 475.1 1 475.1 0 0 .06 475.11 475.10 0 .06 475.11 475.10 0.06 475.11 475.10 0.06 475.11 475.10 0 .06 475 .11 475 .10 0 .06 4 75.1 1 475.10 0.06 475.11 475.10 0.06 475.11 475 .10 0 .06 475 .11 475.10 0 .06 475.11 475 .10 Friction Loss (ft) 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0.15e-2 0 .15e-2 0.15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0.15e-2 0.15e -2 0 .15e-2 0.15e-2 0 .1 5e-2 0 .15e-2 <none> 0 .0 M inor Total Headloss Loss H eadloss Gradien t (ft) (ft) (fU1 OOOft) 0 .00 0.15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0.15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0.15e-2 0.00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .00 0.15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0.00 0 .15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0.00 0 .15e-2 0 .00 0.15e-2 0 .00 0 .15e-2 0 .00 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0.15e-2 0.15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0.15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 0 .15e-2 12 in PVC 150.0 0 .00 Project Engineer: Will iam R . Cullen WaterCAD v1 .0 (034] 10/23/00 05 :45:22 PM © Haestad Methods. Inc. 37 Brookside Road W aterbury , CT 06708 USA (203) 755-1666 Page 11 Detailed Report for Pipe: P-14 Loading Summary Demand Scenario Default-Average Daily Ca libration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length lnltlal Condition Summary Status J-9 J-8 No 1 ,349.00 ft Open Diameter Materia l Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3 .00 hr Open 4.00 hr Open 5 .00 hr Open 6.00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10 .00 hr Open 11 .00 hr Open 12.00 hr Open 13. 00 hr Open 14.00 hr Open 15.00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 hr Open 19.00hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23 .00 hr Open 24.00 hr Open 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0.0 450.40 0 .0 450.40 0.0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0.0 450.40 0.0 450.40 0 .0 450.40 0 .0 450.40 0 .0 450.40 0.0 450.40 0 .0 450.40 0.0 450.40 Project Title : Castlegate 24 inch fin al c :lhaestadlwtrclccgcnmh.wcd Velocity (fUs) From To Grade Grade (ft) (ft) 1.39 476.02 475.27 1.39 476.02 475 .27 1.39 476.02 475.27 1.39 476 .02 475.27 1.39 476.02 475.27 1.39 476.02 475 .27 1.39 476 .02 475.27 1.39 476 .02 475.27 1.39 476 .02 475 .27 1.39 476.02 475.27 1.39 476.02 475.27 1 .39 476.02 475 .27 1.39 476.02 475.27 1 .39 476.02 475.27 1 .39 476.02 475.27 1.39 476 .02 475.27 1.39 476.02 475.27 1.39 476.02 475.2 7 1.39 476.02 475.27 1.39 476.02 475 .27 1 .3 9 476.02 475 .27 1.39 476 .02 475 .27 1 .39 476.02 475.27 1.39 476 .02 475.27 1.39 476 .02 475 .27 Minor Total Headloss Loss Headloss Gradient Friction Loss (ft) (ft) (ft) (fV1 OOOft) 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0.74 0 .00 0 .74 0.00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0.74 0.00 0 .74 0 .00 0 .74 0 .00 0 .74 0 .00 0.74 0 .00 0 .74 0 .00 0 .74 0.00 0 .74 0 .00 0.74 0 .00 0 .74 0 .00 0 .74 0.00 0 .74 0.00 0 .74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0.74 0 .74 0 .55 0 .55 0 .55 0 .55 0.55 0 .55 0 .55 0 .55 0 .55 0 .55 0 .55 0.55 0 .55 0.5 5 0 .55 0 .55 0.55 0 .55 0 .55 0 .55 0 .55 0 .55 0 .55 0.55 0 .55 Project Engineer: W ill ia m R. Cullen WaterCAD v1 .0 (034) 10/23/00 05 :45 :22 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 12 Detailed Report for Pipe: P-15 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-8 Diameter To Node J-13 Material Check Valve No Roughness Length 1 ,391 .00 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 199.50 1.00 hr Open 0 .0 199.50 2 .00 hr Open 0 .0 199.50 3 .00 hr Open 0 .0 199.50 4.00 hr Open 0 .0 199.50 5 .00 hr Open 0 .0 199.50 6.00 hr Open 0 .0 199.50 7 .00 hr Open 0.0 199.50 8 .00 hr Open 0 .0 199.50 9 .00 hr Open 0 .0 199.50 10.00 hr Open 0 .0 199.50 11 .00 hr Open 0 .0 199.50 12.00 hr Open 0 .0 199.50 13.00 hr Open 0 .0 199.50 14.00 hr Open 0 .0 199.50 15.00 hr Open 0 .0 199.50 16.00 hr Open 0 .0 199.50 17.00 hr Open 0 .0 199.50 18.00 hr Open 0 .0 199.50 19 .00 hr Open 0 .0 199.50 20.00 hr Open 0 .0 199.50 21.00 hr Open 0.0 199.50 22 .00 hr Open 0 .0 199.50 23 .00 hr Open 0 .0 199.50 24.00 hr Open 0 .0 199.50 Project Title: Castlegate 24 Inch final c:\haestad\wtrc\ccgcnmh.wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0.17 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0.62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0.62 475.27 475.10 0.17 0.62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0 .62 475 .27 475.10 0 .17 0 .62 475.27 475.10 0.17 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0 .62 475.27 475.10 0 .17 0.62 475.27 475.10 0 .17 0.62 475.27 475.10 0.17 0.62 475 .27 475.10 0 .17 0 .62 475.27 475.10 0.17 0 .62 475.27 475.10 0.17 0 .62 475.27 475.10 0.17 0.62 475.27 475.10 0 .17 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 <none> 0.0 12 in PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) 0 .17 0 .17 0 .17 0 .17 0 .17 0 .17 0 .17 0.17 0 .17 0 .17 0 .17 0.17 0 .17 0.17 0 .17 0.17 0 .17 0 .17 0.17 0 .17 0 .17 0 .17 0 .17 0 .17 0.17 (ft/1 OOOft) 0 .12 0 .12 0.12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 Project Engineer: William R. Cullen WaterCAD v1 .0 [034) 10/23/00 05:45:23 PM e Haestad Methods , Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Page 13 Detailed Report for P i pe : P-16 Loadi ng Summary Demand Scenario Default-Ave rage Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length In itia l Co ndition Summary Status J-8 J-14 No 1,230.00 ft O pen Diame te r Material Roughness M inor Loss 12 in PVC 150 .0 0 .00 Calc ulated Resul ts Summa ry Time S tatus Constituent (m g/I) Flow (gpm} 0 .00 h r Open 1.00 h r Open 2 .00 hr Open 3.00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 h r Open 12 .00 hr Open 13. 00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19 .00 hr Open 20.00 hr Open 21 .00hr Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0.0 250.90 0 .0 250 .90 0 .0 250 .90 0 .0 250.90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250.90 0 .0 250 .90 0 .0 250 .90 0 .0 250.90 0 .0 250 .90 0 .0 250.90 0.0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250 .90 0 .0 250.90 0 .0 250 .90 0 .0 250 .90 Project Titl e : Castlegate 24 inch final c :\haes tad\wtrc\ccgcnrn h.wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 0 .77 475.27 475 .04 0 .77 475.27 4 7 5 .04 0.77 475.27 475.04 0 .77 475.27 475 .04 0 .77 475 .27 475.04 0 .77 475.27 475.04 0 .77 475.27 475.04 0 .77 475 .27 475 .04 0 .77 475.27 475.04 0 .77 475.27 475 .04 0.77 475.27 475 .04 0 .77 475.27 475 .04 0 .77 475 .27 475 .04 0 .77 475.27 475 .04 0 .77 475.27 475.04 0 .77 475.27 4 75.04 0 .77 475 .27 475 .04 0 .77 475.27 475.04 0 .77 475 .27 475.04 0 .77 475.27 4 75 .04 0 .77 475 .27 475 .04 0 .77 475 .27 475 .04 0 .77 475.27 475 .04 0 .77 475 .27 475.04 0 .77 475.27 475.04 Friction Loss (ft) Minor Total Headless Loss Headless Gra d ient (ft) (ft) (ft/1 OOOft ) 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .23 0.00 0 .23 0 .00 0 .23 0.00 0 .23 0 .00 0 .23 0 .00 0.23 0 .00 0 .23 0 .00 0 .23 0 .00 0 .2 3 0 .2 3 0 .2 3 0 .2 3 0 .2 3 0 .23 0 .2 3 0 .23 0 .2 3 0 .2 3 0 .2 3 0 .23 0 .23 0 .23 0 .23 0.23 0 .2 3 0 .23 0 .23 0.23 0 .23 0.23 0 .23 0 .23 0.23 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0 .19 0.1 9 0 .19 0 .19 0 .19 0 .19 Project Eng ineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05:45 :23 PM © Haestad Methods . Inc. 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Page 14 Detailed Report for Pipe: P-17 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-12 J-16 No 1,331.00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1 .00 hr 2 .00 hr 3.00 hr 4.00 hr 5 .00 hr Open Open Open Open Open Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr ·Open 13 .00 hr Open 14 .00 hr Open 15 .00 hr Open 16.00 hr Open 17 .00 hr Open 18.00 hr Open 19 .00 hr Open 20 .00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0 .0 266.95 0 .0 266 .95 0 .0 266 .95 0 .0 266 .95 0.0 266 .95 0 .0 266 .95 0.0 266 .95 0 .0 266 .95 0 .0 266 .95 0.0 266.95 0 .0 266 .95 0 .0 266.95 0 .0 266 .95 0 .0 266.95 0 .0 266 .95 0 .0 266.95 0 .0 266 .95 0 .0 266 .95 0 .0 266.95 0 .0 266.95 0.0 266 .95 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd Velocity (fUs) From To Grade Grade (ft) (ft) 0 .82 475 .59 475 .31 0 .82 475.59 475 .31 0 .82 475.59 475 .31 0.82 475.59 475 .31 0.82 475.59 475.31 0.82 475 .59 475 .31 0.82 475.59 475.31 0 .82 475 .59 475 .31 0.82 475.59 475.31 0 .82 475 .59 475 .31 0 .82 475.59 475.31 0 .82 475 .59 475 .3 1 0 .82 475.59 475.31 0 .82 475.59 475 .31 0.82 475.59 475.31 0 .82 475 .59 475.31 0 .82 475.59 475.31 0.82 475 .59 475 .31 0.82 475.59 475.31 0 .82 475.59 475.31 0 .82 475.59 475 .31 0.82 475.59 475.31 0 .82 475.59 475.31 0.82 475.59 475 .31 0.82 475.59 475.31 Friction Loss (ft) M inor Total Headloss Loss Headloss Gradient (ft) (ft) (fU1 OOOft) 0.28 0.00 0 .28 0 .00 0.28 0 .00 0 .28 0 .00 0.28 0 .00 0.28 0.00 0 .28 0 .00 0.28 0 .00 0.28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0.28 0.00 0.28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0 .00 0 .28 0.00 0.28 0 .28 0.28 0 .28 0.28 0 .28 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0.28 0 .28 0.28 0 .28 0 .28 0.21 0 .21 0 .21 0 .21 0 .21 0.21 0 .21 0 .21 0 .2 1 0 .21 0 .21 0.21 0 .21 0.21 0 .21 0 .21 0 .21 0 .21 0.21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 Project Engineer: William R. Cullen WaterCAD v1 .0 (034) 10/23/00 05 :4 5 :23 PM ~ Haestad Methods, Inc. 37 Brookside Road Wate rbury , CT 06708 USA (203) 755-1666 Page 15 Detailed Report for Pipe: P-18 Loadi ng Summary Demand S cenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From N ode To Node Check Valve Length Initia l Cond ition S ummary Status J-14 J-15 No 588.00 ft Open Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1 .00 h r 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr Open Open Open Open Open Open Open Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 hr Open 19 .00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24.00 hr Open 0 .0 72.90 0 .0 72.90 0 .0 72 .90 0 .0 72 .90 0 .0 72.90 0.0 72 .90 0.0 72.90 0.0 72 .90 0 .0 72 .90 0 .0 72.90 0 .0 72 .90 0 .0 72.90 0 .0 72 .90 0 .0 72.90 0 .0 72.90 0.0 72 .90 0 .0 72 .90 0 .0 72 .90 0.0 72.90 0 .0 72.90 0 .0 72 .90 0 .0 72 .90 0 .0 72 .90 0 .0 72.90 0 .0 72 .90 Project Title : Castlegate 24 inch final c :lhaestadlwtrc\ccgcnmh .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 0 .23 475 .04 475.03 0 .23 475.04 475.03 0 .23 475.04 475.03 0 .23 475.04 475.03 0 .23 475.04 475 .03 0.23 475.04 475.03 0 .23 475.04 475 .03 0.23 475.04 475.03 0.23 475 .04 475.03 0 .23 475.04 475 .03 0.23 475.04 475.03 0 .23 475 .04 475 .03 0.23 475.04 475.03 0 .23 475 .04 475 .0 3 0 .23 475.04 475.03 0 .23 475.04 475.03 0 .23 475.04 475.03 0 .23 475.04 475.03 0.23 475.04 475.03 0 .23 475.04 475 .03 0.23 475 .04 475 .03 0 .23 475 .04 475.03 0 .23 475 .04 475 .03 0 .23 475.04 475 .03 0 .23 475.04 475.0 3 Fri ction Lo ss (ft) Minor Total Headloss Loss H eadloss Gradient (ft) (ft) (ft/1 OOOft) 0 .01 0 .01 0 .01 0.01 0.01 0 .01 0 .01 0 .01 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0.00 0.01 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0.01 0 .02 0.02 0 .02 0 .02 0 .02 0.02 0.02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0 .0 2 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 12 in PVC 150.0 0 .00 Project Eng ineer: William R . Cullen WaterCAD v1 .0 [034] 10/23/00 05:45 :24 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 0670 8 USA (203) 755-1666 Page 16 Detailed Report for Pipe: P-19 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-15 Diameter To Node J-16 Material Check Valve No Roughness Length 1,335 .00 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I ) (gpm) 0 .00 h r Open 0 .0 -266 .95 1.00 hr Open 0 .0 -266 .95 2 .00 hr Open 0.0 -266.95 3 .00 hr Open 0 .0 -266 .95 4 .00 hr Open 0 .0 -266.95 5 .00 hr Open 0 .0 -266 .95 6 .00 hr Open 0 .0 -266.95 7 .00 hr Open 0 .0 -266.95 8 .00 hr Open 0 .0 -266 .95 9 .00 hr Open 0.0 -266 .95 10.00 hr Open 0 .0 -266 .95 11 .00 hr Open 0 .0 -266.95 12.00 hr Open 0 .0 -266 .95 13.00 hr Open 0 .0 -266.95 14.00 hr Open 0.0 -266 .95 15.00 hr Open 0 .0 -266 .95 16.00 hr Open 0 .0 -266 .95 17.00 hr Open 0 .0 -266 .95 18.00 hr Open 0 .0 -266 .95 19.00 hr Open 0 .0 -266 .95 20.00 hr Open 0 .0 -266 .95 21 .00 hr Open 0 .0 -266 .95 22.00 hr Open 0 .0 -266 .95 23 .00 hr Open 0 .0 -266.95 24.00 hr Open 0 .0 -266 .95 Project Title: Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0.82 475 .03 475 .31 0 .28 0 .82 475.0 3 475.31 0 .28 0.82 475 .03 475 .31 0 .28 0 .82 475 .03 475.31 0 .28 0 .82 475.03 475.31 0 .28 0 .82 475 .03 475.31 0 .28 0 .82 475 .03 475.31 0 .28 0 .82 475.03 475.31 0.28 0 .82 475.03 475 .31 0 .28 0.82 475.03 475 .31 0 .28 0 .82 475.03 475.31 0 .28 0 .82 475.03 475 .31 0 .28 0 .82 475.03 475.31 0 .28 0 .82 475.03 475.31 0 .28 0 .82 475 .03 475.31 0 .28 0 .82 475 .03 475 .31 0.28 0 .82 475 .03 475 .31 0 .28 0.82 475 .03 475.31 0 .28 0 .82 475.03 475.31 0 .28 0 .82 475.03 475.31 0 .28 0 .82 475.03 475.31 0 .28 0 .82 475 .03 475.31 0 .28 0 .82 475.03 475.31 0.28 0 .82 475 .03 475.31 0 .28 0 .82 475.03 475.31 0 .28 Minor Loss (ft) 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 <none> 0 .0 12 in PVC 150.0 0 .00 Total Head lo ss Headless Gradient (ft) 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0 .28 0 .28 0 .28 0.28 0 .28 0.28 0.28 0 .28 0 .28 0.28 0 .28 0 .28 0 .28 0.28 0 .28 0 .28 0 .28 0 .28 0 .28 (ft/1 OOOft ) 0 .21 0.21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .2 1 0 .21 0 .21 0 .21 0.21 0.21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/23/00 05:45:24 PM <O Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 17 Detailed Report for Pipe: P -20 Loading Summary Demand Scenario Default-Average Daily Ca lib ration Summa ry Demand <none> 0 .0 Roughness Geometric Summary From Node To Node Check V alve Length Initia l Condition Su mmary Sta tu s J -17 J -18 No 2,482.00 ft Open Diameter Material Roughness Minor Loss Calculat ed Results Summa ry Time Status Constituent F low 0 .00 h r 1 .00 hr 2 .00 hr 3 .00 hr Open Open Open Open 4.00 h r Open 5 .00 hr Open 6 .00 hr Open 7 .00 h r Open 8 .00 hr Open 9 .00 hr Open 10 .00 hr Open 11.00 hr Open 12 .00 h r Open 13.00 hr Open 14 .00 h r Open 15.00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 h r Open 19.00 hr Open 20.00 hr Open 21 .00 h r Open 22 .00 hr Open 23 .00 hr Open 24.00 hr Open (mg/I ) (gpm) 0 .0 218 .14 0 .0 218.14 0 .0 218 .14 0 .0 218.14 0 .0 218.14 0 .0 218 .14 0.0 218.14 0.0 218 .14 0 .0 218 .14 0 .0 218.14 0 .0 218 .14 0 .0 218 .14 0 .0 218.14 0 .0 218 .14 0 .0 218 .14 0 .0 218.14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 218 .14 0 .0 2'18.14 0.0 218 .14 0 .0 218 .14 Project Title : Castlegate 2 4 inch final c:\haesta d\wtrclccgcnm h .wcd Velocity (fUs) F rom To Grade Grade (ft) (ft) 0 .67 475.04 474.68 0 .67 475.04 474 .68 0 .67 475 .04 474.68 0 .67 475.04 474.68 0 .67 475.0 4 474.68 0 .67 475 .04 474 .68 0 .67 475.04 474 .68 0 .67 475.04 474 .68 0 .67 475.04 474 .68 0 .67 475.04 474.68 0 .67 475 .04 474 .68 0 .67 475.04 474 .68 0 .67 475.04 474.68 0 .67 4 7 5 .04 474.68 0 .67 475.0 4 474.68 0 .67 475.04 474.68 0 .67 475.04 474.68 0 .67 475 .04 474.68 0 .67 475.04 474.68 0 .67 475 .04 474 .68 0 .67 475.04 474.68 0 .67 475.04 474 .68 0 .67 475.04 474 .68 0.67 475.04 474 .68 0 .67 475.04 474.68 Friction Loss (ft) 0 .36 0 .3 6 0 .36 0.36 M inor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .36 0 .00 0.36 0 .00 0.36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0.00 0.36 0 .00 0.36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0 .00 0.36 0 .00 0 .36 0 .00 0 .36 0 .00 0 .36 0.00 0 .36 0.00 0 .36 0 .00 <none> 0 .0 12 in PVC 150.0 0 .00 Total Headloss H eadloss Gradient (ft) (fU1 OOOft ) 0 .36 0 .14 0 .36 0 .14 0 .36 0 .14 0 .3 6 0 .14 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0 .36 0.36 0 .36 0 .36 0 .3 6 0 .3 6 0 .36 0.36 0 .3 6 0 .36 0 .36 0 .14 0 .14 0.14 0 .14 0.14 0 .14 0 .14 0 .14 0 .14 0.14 0 .14 0 .14 0 .14 0.14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 0 .14 10/23/00 05 :45 :24 PM © Haestad Methods , Inc. Project Enginee r: Willia m R . C ulle n Wate rCAD v1 .0 [034] 37 Brookside Road W ate rbury, CT 06708 USA (203) 755-1666 Page 18 Detailed Report for Pipe: P-21 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-15 J-19 No 1,162 .00 ft Open Diameter Material Roughness M inor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Tim e Status Constituent Flow 0 .00 hr 1 .00 hr 2 .00 hr 3 .00 hr 4 .00 hr Open Open Open Open Open 5.00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00hr Open 18 .00 hr Open 19 .00 hr Open 20.00 hr Open 21.00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 h r Open (mg/I) (gpm) 0 .0 339.86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339.86 0 .0 339.86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0.0 339 .86 0 .0 339 .86 0 .0 339 .8 6 0.0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339.86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 0 .0 339 .86 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd ' Velocity From To (fl/s) Grade Grade (ft) (ft) 1.05 475.03 474 .65 1.05 475.03 474.65 1 .05 475 .03 474.65 1.05 475.03 474 .65 1.05 475.03 474.65 1.05 475.03 474.65 1.05 475.03 474 .65 1.05 475.03 474.65 1.05 475.03 474 .65 1 .05 475.03 474.65 1.05 475.03 474.65 1.05 475.03 474.65 1.05 475.03 474.65 1.05 475.03 474.65 1.05 4 75.03 474 .65 1.05 475.03 474.65 1 .05 475 .03 474 .65 1.05 475.03 474.65 1.05 475.03 474 .65 1 .05 475.03 474.65 1.05 475.03 474.65 1 .05 475.03 474 .65 1.05 475.03 474 .65 1 .05 475.03 474.65 1 .05 475.03 474.65 Friction Lo ss (ft) Minor Total Headloss Loss Head loss Gradient (ft) (ft) (fl/1 OOOft) 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0.38 0 .00 0 .38 0 .00 0 .38 0.00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0.00 0 .38 0.00 0.38 0.00 0 .38 0 .00 0 .38 0.00 0 .38 0 .00 0.38 0 .00 0 .38 0.00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0 .38 0 .00 0.38 0 .00 0 .38 0 .38 0 .38 0 .38 0.38 0 .38 0.38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0 .33 0.33 0 .33 0 .33 0.33 0.33 0 .33 Project Engineer: William R . Cullen WaterCAD v1 .0 [034) 10/23/00 05 :45 :25 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 19 Detailed Report for Pipe: P-22 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-18 J-19 No 2,202 .00 ft Open Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr Open Open Open Open Open Open Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22 .00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 58 .14 0 .0 58.14 0 .0 58 .14 0.0 58 .14 0 .0 58 .14 0 .0 58 .14 0.0 58 .14 0.0 58 .14 0.0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58.14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0.0 58 .14 0.0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58 .14 0 .0 58.14 0 .0 58 .14 0.0 58 .14 0 .0 58 .14 0.0 58 .14 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd Velocity (fVs) From To Grade Grade (ft) (ft) 0.18 474 .68 474.65 0 .18 474.68 474.65 0.18 474.68 474.65 0 .18 474.68 474.65 0.18 474 .68 474.65 0 .18 474.68 474 .65 0 .18 474.68 474.65 0 .18 474.68 474.65 0 .18 474 .68 474.65 0 .18 474.68 474 .65 0 .18 474.68 474.65 0 .18 474 .68 474.65 0 .18 474.68 474.65 0 .18 474.68 474 .65 0 .18 474.68 474.65 0 .18 474 .68 474.65 0 .18 474.68 474.65 0 .18 474.68 474.65 0 .18 474 .68 474.65 0 .18· 474.68 474.65 0 .1 8 474.68 474 .65 0 .18 474 .68 474 .65 0 .18 474.68 474 .65 0 .1 8 474 .68 474.65 0 .18 474 .68 474.65 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (fV1 OOOft) 0 .03 0.00 0 .03 0 .00 0.03 0 .00 0 .03 0 .00 0.03 0 .00 0 .03 0.00 0 .03 0 .00 0 .03 0.00 0.03 0 .00 0 .03 0.00 0.03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0.00 0.03 0.00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0 .00 0 .03 0.00 0 .03 0 .00 0 .03 0 .00 0 .03 0.00 0.03 0 .00 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .0 3 0 .03 0 .03 0.03 0 .03 0 .0 3 0 .03 0 .03 0.01 0.01 0.01 0 .01 0 .01 0 .01 0 .01 0.01 0 .0 1 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0.01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 12 in PVC 150.0 0 .00 Project Engineer: William R . Cullen WaterCAD v1 .0 [034] 10123100 05 :45 :25 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 20 Detailed Report for Pipe: P-23 Loading Summary Demand Scenario Default-Average Da ily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-18 Diamete r To Node J-20 Material Check Valve No Roughness Length 669.00 ft M inor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg /I) (gpm) 0 .00 hr Open 0 .0 45 .00 1.00 hr Open 0 .0 45.00 2 .00 hr Open 0.0 45 .00 3 .00 hr Open 0 .0 45.00 4 .00 hr Open 0 .0 45 .00 5.00 hr Open 0 .0 45 .00 6 .00 hr Open 0 .0 45.00 7 .00 hr Open 0 .0 45 .00 8 .00 hr Open 0.0 45.00 9 .00 hr Open 0.0 45 .00 10.00 hr Open 0 .0 45.00 11 .00 hr Open 0 .0 45.00 12 .00 hr Open 0 .0 45.00 13.00 hr Open 0 .0 45.00 14 .00 hr Open 0 .0 45 .00 15.00 hr Open 0.0 45.00 16 .00 hr Open 0 .0 45 .00 17.00 hr Open 0 .0 45 .00 18.00 hr Open 0 .0 45 .00 19.00 hr Open 0 .0 45 .00 20 .00 hr Open 0 .0 45 .00 21 .00hr Open 0 .0 45 .00 22 .00 hr Open 0 .0 45 .00 23.00 hr Open 0 .0 45.00 24.00 hr Open 0 .0 45 .00 Project Title : Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd Velocity From To Friction (fVs) Grade Grade Loss (ft) (ft) (ft) 0 .14 474.68 474 .68 0 .01 0 .14 474.68 474 .68 0 .01 0 .14 474.68 474 .68 0.01 0 .14 474 .68 474.68 0 .01 0 .14 474.68 474.68 0 .01 0 .14 474 .68 474.68 0 .01 0 .14 474 .68 474.68 0 .01 0 .14 474.68 474 .68 0.01 0 .14 474.68 474 .68 0 .01 0 .14 474.68 474.68 0 .01 0.14 474.68 474.68 0 .01 0 .14 474.68 474 .68 0 .01 0 .14 474.68 474.68 0 .01 0 .14 474.68 474 .68 0 .01 0 .14 474.68 474.68 0 .01 0 .14 474.68 474.68 0 .01 0 .14 474.68 474.68 0 .01 0 .14 474.68 474.68 0 .01 0 .14 474 .68 474.68 0 .01 0 .14 474.68 474 .68 0 .01 0 .14 474.68 474 .68 0 .01 0 .14 474 .68 474 .68 0 .01 0.14 474.68 474.68 0 .01 0 .14 474 .68 474.68 0 .01 0 .14 474.68 474.68 0.01 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 <none> 0 .0 12 in PVC 150 .0 0 .00 Total Headloss Headloss Gradient (ft) 0 .01 0 .01 0 .01 0 .01 0 .01 0.0 1 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .0 1 0 .01 0 .01 0 .01 0 .01 (fV1 OOOft) 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0 .0 1 0 .01 0 .01 0 .0 1 0 .01 0 .01 0.01 0 .01 0 .01 Project Eng ineer: William R . Cullen WaterCAD v1 .0 (034) 10/23/00 05 :45 :25 PM ~ Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 21 Detailed Report for Pipe: P-24 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From N ode To Node Check Valve Length Initial Condition Summary Status R-2 J -1 No 50 .00 ft Open Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0.00 hr 1 .00 hr 2 .00 hr 3.00 hr 4 .00 hr 5.00 hr 6 .00 hr 7 .00 hr Open Open Open Open Open Open Open Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 -15,071 .60 0.0 -15,071 .60 0.0 -15,071 .60 0 .0 -15,071 .60 0.0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15,071 .60 0.0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15,071 .60 0.0 -15,071.60 0 .0 -15 ,071 .60 0 .0 -15,071 .60 0 .0 -15,071 .60 0.0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15,071 .60 0 .0 -15 ,071 .60 0 .0 -15,071.60 0 .0 -1 5,071 .60 0 .0 -15,071 .60 0 .0 -15,071.60 0 .0 -15,071 .60 0 .0 -15,071.60 0 .0 -15,071 .60 Project Title: Castlegate 24 inch final c :\haestad\wtrc\ccgcnmh .wcd Velocity From To (fUs) Grade Grade (ft) (ft) 11 .64 458 .00 458.81 11 .64 458.00 458.81 11 .64 458 .00 458 .81 11 .64 458 .00 458 .81 11.64 458.00 458.81 11 .64 458.00 458.81 11 .64 458.00 458.81 11 .64 458.00 458.81 11 .64 458.00 458 .81 11.64 458.00 458.81 11 .64 458.00 458.81 11 .64 458.00 458 .81 11 .64 458.00 458.81 11 .64 458.00 458 .81 11 .64 458.00 458.81 11 .64 458.00 458.81 11 .64 458.00 458.81 11 .64 458 .00 458.81 11.64 458.00 458.81 11 .64 458 .00 458 .81 11 .64 458 .00 458 .81 11 .64 458.00 458.81 11 .64 458 .00 458.81 11.64 458.00 458.81 11 .64 458 .00 458.81 <none> 0 .0 23 in Ductile Iron 130.0 0.00 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .81 0 .81 0 .81 0.81 0 .81 0.81 0 .81 0 .81 0 .00 0.00 0 .00 0.00 0.00 0.00 0 .00 0.00 0 .81 0.00 0.81 0 .00 0 .81 0 .00 0 .81 0 .00 0 .81 0.00 0 .81 0 .00 0 .81 0 .00 0 .81 0.00 0 .81 0.00 0.81 0 .00 0 .81 0.00 0 .81 0 .00 0.81 0.00 0.81 0 .00 0 .81 0 .00 0 .81 0.00 0 .81 0 .00 0 .81 0 .81 0 .81 0 .81 0.81 0 .81 0 .81 0.81 0 .81 0 .81 0 .81 0 .81 0 .81 0 .81 0.81 0 .81 0 .81 0 .81 0.81 0 .81 0 .81 0 .81 0 .81 0 .81 0 .81 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16 .23 16 .23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 16.23 Project Engi neer: William R . Cullen WaterCAD v1 .0 [0 34] 10/23/00 05 :45 :2 5 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 22 Detailed Report for Pipe : P -25 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-13 Diamete r To Node J-17 Material Check Valve No Roughness Length 458 .00 ft Minor Loss Initial Condition Summary Status Open C alcu lated Results Summary Time Status Constituent F low (mg/I) (gpm) 0 .00 hr Open 0 .0 218 .14 1.00 hr Open 0 .0 218 .14 2.00 hr Open 0.0 218.14 3 .00 hr Open 0 .0 218 .14 4 .00 hr Open 0 .0 218 .14 5.00 hr Open 0 .0 218.14 6 .00 hr Open 0.0 218 .14 7 .00 hr Open 0 .0 218 .14 8.00 hr Open 0.0 218 .14 9 .00 hr Open 0 .0 218.14 10.00 hr Open 0 .0 218 .14 11 .00 hr Open 0.0 218 .14 12 .00 hr Open 0 .0 218 .14 13 .00 hr Open 0 .0 218 .14 14.00 hr Open 0.0 218.14 15.00 hr Open 0 .0 218 .14 16.00 hr Open 0 .0 218.14 17 .00 hr Open 0 .0 218.14 18.00 hr Open 0 .0 218.14 19 .00 hr Open 0 .0 218 .14 20.00 hr Open 0 .0 218 .14 21.00h r Open 0.0 218.14 22.00 hr Open 0 .0 218 .14 23.00 hr Open 0 .0 218.14 24 .00 hr Open 0.0 218 .14 Project Title : Castlegate 24 Inch final c :\haestad\wtrc\ccgcnm h.wcd V e locity From To Friction (fVs) Grade Grade Loss (ft) (ft) (ft) 0 .67 475 .10 475.04 0 .07 0 .67 475 .10 475 .04 0.07 0 .67 475.10 475 .04 0 .07 0.67 475 .10 475 .04 0 .07 0 .67 475.10 475 .04 0 .07 0 .67 475.10 475 .04 0 .07 0.67 475.10 475 .04 0 .07 0 .67 475.10 475.04 0 .07 0.67 475.10 475 .04 0 .07 0 .67 475.10 475 .04 0 .07 0.67 475.10 475 .04 0 .07 0 .67 475.10 475 .04 0.07 0 .67 475.10 475.04 0 .07 0.67 475.10 475.04 0 .07 0 .67 475.10 475.04 0.07 0 .67 475 .10 475 .04 0.07 0 .67 475 .10 475.04 0 .07 0 .67 475.10 475 .04 0 .07 0 .67 475 .10 475 .04 0.07 0 .67 475.10 475 .04 0 .07 0.67 475.10 475 .04 0 .07 0 .67 475 .10 475 .04 0.07 0.67 475.10 475 .04 0 .07 0.67 475 .10 475 .04 0.07 0 .67 475.10 475 .04 0 .07 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0.00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 <none> 0.0 12 in PVC 150.0 0 .00 Total Headloss Headloss Grad ient (ft) 0 .07 0 .07 0.07 0 .07 0 .07 0.07 0 .07 0 .07 0 .07 0.07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 0.07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 (ft/1 OOOft) 0.14 0 .14 0 .14 0 .14 0.14 0 .14 0 .14 0.14 0 .14 0 .14 0 .14 0.14 0 .14 0 .14 0.14 0 .14 0.14 0 .14 0.14 0.14 0 .14 0.14 0 .14 0 .14 0 .14 Project Engineer: W illiam R. C ullen WaterCAD v1 .o [034] 10/23/0 0 05 :45 :26 PM CC> Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 23 Detailed Report for Pipe: P-30 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-22 R-1 No 65 .00 ft Open Diameter Material Roughness Minor Loss 23 in Ductile Iron 130 .0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2.00 hr 3 .00 hr 4.00 hr 5.00 hr 6 .00 hr 7.00 hr 8.00 hr Open Open Open Open Open Open Open Open Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21.00 hr Open 22 .00 hr Open 23.00 hr Open 24.00 hr Open 0.0 -3,214 .59 0.0 -3,214.59 0 .0 -3,21 4 .59 0 .0 -3,214 .59 0.0 -3,214.59 0 .0 -3,214 .59 0 .0 -3,214.59 0 .0 -3 ,214 .59 0.0 -3,2 14.59 0 .0 -3,2 14.59 0.0 -3,214.59 0 .0 -3,214 .59 0.0 -3,214.59 0 .0 -3,2 14.59 0.0 -3,214.59 0 .0 -3,214 .59 0.0 -3,214.59 0 .0 -3,214.59 0 .0 -3,214 .59 0 .0 -3,214 .59 0 .0 -3 ,214 .59 0.0 -3,214 .59 0 .0 -3,214 .59 0 .0 -3,214 .59 0 .0 -3,214 .59 Project Title : Castlegate 24 Inch final c:\haestad\wtrc\ccgcnmh .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 2.48 508.44 508.50 2.48 508.44 508.50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508.50 2.48 508.44 508 .50 2.48 508.44 508.50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508.50 2.48 508.44 508 .50 2.48 508.44 508 .5 0 2.48 508.44 508.50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508.50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508 .50 2.48 508.44 508 .50 Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .06 0.00 0.06 0 .00 0 .06 0 .00 0 .06 0 .00 0 .06 0 .00 0 .06 0.00 0.06 0 .00 0 .06 0.00 0 .06 0 .00 0 .06 0.00 0 .06 0.00 0 .06 0 .00 0 .06 0.00 0 .06 0 .00 0.06 0.00 0.06 0 .00 0 .06 0 .00 0.06 0 .00 0 .06 0.00 0 .06 0 .00 0 .06 0.00 0.06 0 .00 0 .06 0 .00 0 .06 0 .00 0 .06 0 .00 0 .06 0 .06 0.06 0.06 0 .06 0 .06 0 .0 6 0 .06 0 .06 0 .06 0 .06 0 .06 0 .06 0 .06 0 .06 0 .06 0.06 0 .06 0 .06 0 .06 0 .06 0 .06 0.06 0.06 0 .06 0.93 0 .93 0 .9 3 0 .93 0 .93 0 .93 0 .93 0 .93 0 .9 3 0 .93 0.93 0 .93 0 .93 0 .93 0 .93 0 .93 0 .93 0 .93 0 .93 0 .93 0 .93 0.93 0 .93 0 .93 0.93 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/23/00 05:45 :27 PM © Haestad Methods , Inc . 37 Brookside Roa d Waterbury, CT 06708 USA (203) 755-1666 Page 25 SCENARI02A Node Elevation Demand Demand Label (ft) Type (gpm) J-1 276.00 Demand 0.00 J-2 272.00 Demand 0 .00 J-3 270.00 Demand 2 ,519 .00 J-4 272.00 Demand 174.00 J-5 300.00 Demand 120.00 J -6 322 .00 Demand 0 .00 J-8 300.00 Demand 0 .00 J-9 301.00 Demand 0 .00 J-10 288.00 Demand 34 .10 J-11 287 .00 Demand 126.00 J-12 320.00 Demand 29 .70 J-13 293.00 Demand 0 .00 J-14 329.00 Demand 59 .50 J-15 320.00 Demand 0 .00 J-16 332 .00 Demand 0 .00 J-17 300.00 Demand 0 .00 J-18 310.00 Demand 38 .30 J-19 336.00 Demand 133.00 J-20 311 .00 Demand 15.00 J-22 326 .00 Demand 0 .00 Project Title: Castlegate 24 inch final c :\haestad\wtrc\cgcff3 .wcd Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 442 .58 72 .03 Fixed 0.00 450.59 77.23 Fixed 2,519.00 450.13 77.90 Fixed 174.00 457.54 80.23 Fixed 120.00 473 .08 74 .85 Fixed 0.00 479 .66 68.18 Fixed 0 .00 478.01 76 .98 Fixed 0 .00 478.11 76 .59 Fixed 34 .10 477.99 82 .16 Fixed 126.00 478.00 82.59 Fixed 29.70 478.05 68.35 Fixed 0 .00 477.99 79.99 Fixed 59 .50 477.98 64.42 Fixed 0 .00 477.98 68.31 Fixed 0 .00 478.01 63.14 Fixed 0 .00 477.98 76.96 Fixed 38.30 477.93 72.62 Fixed 133.00 477.93 61 .37 Fixed 15.00 477.93 72 .19 Fi xed 0 .00 492 .56 72.03 Project Engineer: William R. Cullen WaterCAD v1 .o (034] 10/26/00 02:01 :29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 SCENARIO 2B Node Elevation Demand Demand Label (ft) Type (gpm) J-1 276.00 Demand 0 .00 J-2 272 .00 Demand 0 .00 J-3 270.00 Dem and 19.00 J-4 272 .00 Demand 2 ,674 .00 J-5 300 .00 Demand 120.00 J -6 322 .00 Demand 0 .00 J -8 300 .00 Demand 0 .00 J-9 301 .00 Demand 0.00 J-1 0 288.00 Demand 34.10 J-11 287 .00 Demand 126 .00 J-1 2 320.00 Demand 29.70 J-13 293.00 Demand 0 .00 J -1 4 329.00 Demand 59 .50 J-1 5 320 .00 Demand 0 .00 J-16 332 .00 Demand 0 .00 J -17 300.00 Dem and 0 .00 J-18 310.00 Demand 38.30 J-19 336.00 Demand 133 .00 J -20 311 .00 Demand 15.00 J-22 326 .00 Demand 0 .00 Project Title : Castlegate 24 inch final c :\haesta d\wtrc\cgcff4 .w cd Extended Period Analysis : 0 .0 hr I 24.0 hr Junction Report Demand Calculated Hydraulic Pressu re Pattern Dema nd Grade (psi) (gpm) (ft) Fixed 0 .0 0 442 .60 72.04 Fixed 0 .00 450.83 77 .33 Fixed 19.00 450 .60 78 .10 Fixed 2 ,674.00 449.90 76.93 Fixed 120.00 469.19 73 .16 Fixed 0.00 477.25 67 .14 Fixed 0 .00 475.61 75 .9 4 Fixed 0 .00 475.70 75.55 F ixed 34.10 475.59 81 .12 Fixed 126.00 475.60 81 .55 Fixed 29 .70 475.65 67.31 Fixed 0 .00 475.59 78 .96 Fixed 59 .50 475.58 63.38 Fixed 0 .00 475.58 67.28 Fixed 0 .0 0 475.61 62 .10 Fixed 0 .00 475 .58 75.93 Fixed 38 .30 475.53 71 .58 Fixed 133 .00 475 .53 60.34 F ixed 15.00 475 .53 71.15 F ixed 0 .00 492.56 72 .02 Pro ject Engineer: W illiam R. Cullen WaterCAD v1 .o [034] 10/26/00 0 2:02 :07 PM © Haestad Meth ods, In c . 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Page 1of1 SCENARIO 2C Node Elevation Demand Demand Labe l (ft) Type (gpm) J -1 276 .00 De m a nd 0 .0 0 J-2 272.00 D emand 0 .00 J-3 270.00 D em and 19.00 J -4 272 .00 Demand 174.00 J -5 300.00 De m and 2 ,620.00 J-6 322.00 De m and 0 .00 J-8 300.00 Demand 0 .00 J -9 301 .00 Demand 0 .00 J-10 288.00 Demand 34 .10 J -11 287.00 D emand 126.00 J-12 320 .00 Demand 29.70 J-13 293 .00 De m and 0.00 J -14 329 .00 Demand 59 .50 J-15 320 .00 Demand 0 .00 J-16 332.00 De m and 0.00 J -17 300 .00 Demand 0 .0 0 J-18 310 .00 Demand 38.30 J-19 336 .00 Demand 133.00 J -20 311 .00 De m and 15.00 J -22 326.00 Demand 0 .00 Project Title : Castlegate 24 inch f ina l c :\haestad \wtrc\cgcff5 . wed Extended Period Analysis : 0.0 hr I 24.0 hr Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 442.66 72.07 Fixed 0 .00 451 .64 7 7 .68 Fixed 19.00 451 .74 78.59 Fixed 174.00 452.07 77 .87 Fixed 2 ,620.00 453.37 66 .32 Fixed 0 .00 467.60 62 .96 Fixed 0.00 465.95 7 1 .76 Fixed 0.00 466.05 71 .37 Fixed 34 .10 465.93 76.94 Fixed 126.00 465.94 7 7.38 Fixed 29 .70 465.99 63 .13 Fixed 0 .00 465.93 74 .78 Fixed 59 .50 465.92 59 .21 Fixed 0 .0 0 465.92 63.10 Fixed 0 .0 0 465.95 57 .93 Fixed 0 .00 465.92 71 .75 F ixed 38.30 465.87 67.40 Fixed 133.00 465.87 56 .16 Fixed 15.00 465.87 66.9 7 Fixed 0 .00 492 .53 72 .01 Project Engineer: Wiii iam R. Cullen WaterCAD v1 .0 (034] 10126100 02 :02 :47 PM Cl Haestad Meth ods , Inc . 37 B rookside Road W aterbury , CT 06708 USA (203 ) 755-1666 Page 1 of 1 SCENARI02D Node Elevation Demand Demand Label (ft) Type (gpm) J-1 276.00 Demand 0.00 J-2 272 .00 Demand 0 .00 J-3 270 .00 Demand 19 .00 J-4 272 .00 Demand 174.00 J-5 300 .00 Demand 120 .00 J -6 322 .00 Demand 0 .00 J-8 300 .00 Demand 0 .00 J-9 301.00 Demand 0 .00 J-10 288 .00 Demand 34 .10 J-11 287.00 Demand 126.00 J-12 320 .00 Demand 2,530.00 J-13 293.00 Demand 0 .00 J-14 329 .00 Demand 59 .50 J-15 320 .00 Demand 0.00 J-16 332 .00 Demand 0 .00 J-17 300 .00 Demand 0 .00 J-18 310 .00 Demand 38.30 J-19 336 .00 Demand 133 .00 J-20 311 .00 Demand 15.00 J-22 326 .00 Demand 0 .00 Project Title : Castlegate 24 Inch final c :\haestad\wtrc\cgcff12.wcd Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (ps i) (gpm) (ft) Fixed 0 .00 442 .70 72 .09 Fixed 0 .00 452 .13 77.90 Fixed 19 .00 452.64 78 .98 Fixed 174.00 454.41 78.88 F ixed 120.00 458.88 68 .70 Fixed 0 .00 460.97 60.10 F ixed 0 .00 406.37 46 .00 Fixed 0 .00 408.09 46 .31 Fi xed 34.10 406.67 51.32 F ixed 126.00 407 .27 52 .01 Fixed 2 ,530 .00 400.16 34.66 Fixed 0 .00 406 .36 49 .02 F ixed 59 .50 404 .96 32.85 Fixed 0 .00 404.40 36.50 Fixed 0 .00 402.27 30.39 Fixed 0 .00 406.17 45.91 Fixed 38 .30 405.19 41 .16 Fixed 133.00 404.53 29.63 Fixed 15.00 405 .19 40 .73 Fixed 0 .00 492.51 72.00 Project Engineer: William R. Cullen WaterCAD v1 .o [034] 10122100 10 :40 :13 AM Cl Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755-1666 Page 1 of 1 Detailed Report for Pipe : P-1 Loading Summary Demand Scenario Default-A ve rage Dai ly Calibration Summary Demand <none> 0.0 Roughness Geometric Summary From Nod e J-1 Diameter To Node J-2 Material Check Valve No Roughness Length 589 .00 ft Minor Loss Initial Cond ition Summary Status Open Ca lculated Res ults Summary Time Status Constituent Flow (mg /I) (gpm) 0 .00 hr Ope n 0 .0 -14,961 .04 1.00 hr Open 0 .0 -14,961.04 2 .00 hr Open 0 .0 -14,961 .04 3 .00 hr Open 0 .0 -14 ,961 .04 4 .00 hr Open 0 .0 -14,961 .04 5.00 hr Open 0 .0 -14,961 .04 6 .00 h r Open 0 .0 -14,961 .04 7 .00 hr Open 0.0 -14,961 .04 8 .00 hr Open 0 .0 -14,961 .04 9 .00 hr Open 0 .0 -'14,961 .04 10.00 hr Open 0 .0 -14,961.04 11 .00 hr Open 0.0 -14,961 .04 12.00 hr Ope n 0 .0 -14 ,961 .04 13.00 hr Open 0 .0 -14 ,961 .04 14.00 hr Open 0.0 -14,961.04 15.00 hr Open 0 .0 -14,961 .04 16.00 hr Open 0 .0 -14,961 .04 17.00 hr Open 0 .0 -14 ,961 .04 18.00 hr Ope n 0 .0 -14,961.04 19.00 hr Open 0 .0 -14 ,961 .04 20.00 hr Ope n 0 .0 -14 ,961 .04 21.00 hr Open 0 .0 -14,961 .04 22 .00 h r Open 0 .0 -14,961 .04 23 .00 hr Open 0 .0 -14,961 .04 24 .00 hr Ope n 0 .0 -14,961.04 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 . wed Velocity From To (ft/s) Grade Grade (ft) (ft) 11 .55 442.70 452.13 11 .55 442.70 452.13 11 .55 442 .70 452 .13 11 .55 442 .70 452.13 11 .55 442.70 452.13 11 .55 442.70 452 .13 11.55 442 .70 452 .13 11 .55 442.70 452.13 11.55 442 .70 452.13 11 .55 442.70 452 .13 11 .55 442.70 452.13 11 .55 442 .70 452 .13 11 .55 442 .70 452.13 11 .55 442.70 452.13 11 .55 442.70 452 .13 11 .55 442 .70 452.13 11.55 442 .70 452 .13 11.55 442.70 452.13 11 .55 442 .70 452.13 11 .55 442.70 452.13 11.55 442 .70 452.13 11 .55 442.70 452.13 11 .55 442 .70 452.13 11.55 442 .70 452.13 11 .55 442 .70 452 .13 Friction Minor Loss Loss (ft) (ft) 9.43 0 .00 9.43 0.00 9.43 0.00 9.43 0 .00 9.43 0.00 9.43 0 .00 9.43 0.00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0 .0 0 9.43 0 .00 9.43 0 .00 9.43 0.00 9.43 0 .00 9.43 0.00 9.43 0 .00 9.43 0.00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0 .00 9.43 0 .00 <none> 0 .0 23 in Ductile Iron 130.0 0 .00 Total Head loss Headloss Grad ient (ft) 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9 .43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 9 .43 9.43 9.43 9.43 9.43 9.43 9.43 9.43 (ft/1 OOOft) 16.01 16.01 16.01 16.01 16.01 16 .01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 Project Engineer: William R. Cu ll en WaterCAD v1 .0 (0 34] 10/23/00 05:11 :59 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Detailed Report for Pipe: P-2 Loading Summary Dema nd Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Default-Average Daily <none> 0 .0 J-2 R-1 No 2,796 .00 ft Open Roughness Diameter Material Roughness M inor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) Velocity (ft/s) From To Grade Grade 0.00 hr 1.00 hr 2.00 hr 3 .00 hr 4.00 hr 5 .00 hr 6 .00 hr 7.00 hr 8 .00 hr Open Open Open Open Open Open Open Open Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12.00 hr Open 13.00 hr Open 14 .00 hr Open 15.00 hr Open 16.00 hr Open 17.00hr Open 18.00 hr Open 19.00 hr Open 20 .0 0 hr Open 21 .00 hr Open 22.00 hr Open 23 .00 hr Open 24.00 hr Open 0 .0 -14,165 .5 3 0 .0 -14,165 .53 0 .0 -14,165 .53 0 .0 -14,165.53 0 .0 -14 ,165.53 0.0 -14 ,165.53 0 .0 -14,165 .53 0.0 -1 4 ,165 .53 0 .0 -14,165.53 0 .0 -1 4 ,165.53 0 .0 -14,165.53 0.0 -14 ,165.53 0.0 -14 ,165 .53 0 .0 -1 4,165.53 0 .0 -1 4 ,165.53 0 .0 -14 ,165 .53 0.0 -14,165 .53 0 .0 -14 ,1 65.53 0 .0 -14, 165 .53 0 .0 -14,1 65 .53 0.0 -14, 165.53 0 .0 -14,165 .53 0.0 -14, 165 .53 0 .0 -14,165 .53 0.0 -14,165.53 Project Title : Castlegate 24 inch final c:\haestadlwtrclcgcff12 .wcd (ft) (ft) 10 .94 452.13 492 .60 10.94 452.13 492.60 10.94 452.13 492 .60 10.94 452 .13 492.60 10. 94 452.13 492.60 10.94 452 .13 492.60 10.94 452 .13 492.60 10.94 452 .13 492.60 10.94 452 .13 492.60 10.94 452 .13 492 .60 10.94 452 .13 492.60 10 .94 452.13 492.60 10 .94 452 .13 492 .6 0 10.94 452 .13 492.60 10 .94 452.13 492 .60 10.94 452 .13 492 .60 10 .94 452 .13 492 .60 10.94 452 .13 492 .60 10 .94 452 .13 492.60 10 .94 452.13 492.60 10 .94 452.13 492.60 10.94 452 .13 492 .60 10 .94 452.13 492.60 10.94 452 .13 492.60 10.94 452.13 492 .60 <none> 0.0 23 in Ductile Iron 130 .0 0 .00 Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (fU1 OOOft) 40.47 0 .0 0 40.47 0 .00 40.47 0 .00 40.47 0.00 40.47 0 .00 40 .47 0.00 40.47 0 .00 40.47 0.00 40.47 0 .00 40.47 0 .00 40.4 7 0 .00 40 .47 0.00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0.00 40.47 0.00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0 .00 40.47 0.00 40.47 0 .00 40.47 0 .00 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 14.47 Project Engineer: William R. Cullen WaterCAD v1 .0 [0 34] 10/23/00 05 : 11 :59 PM © Haestad Methods, In c . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 Detailed Report for Pipe: P-3 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J -2 J-3 No 324 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr Open 1.00 hr Open 2.00 hr Open 3.00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18. 00 hr Open 19.00hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 -795 .51 0 .0 -795.51 0 .0 -795 .51 0 .0 -795.51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795.51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795.51 0 .0 -795 .51 0 .0 -795.51 0 .0 -795 .51 0.0 -795 .51 0 .0 -795.51 0 .0 -795 .51 0 .0 -795.51 0.0 -795 .51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795 .51 0 .0 -795 .51 0.0 -795 .51 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12.wcd Velocity (fVs) From To Grade Grade (ft) (ft) 2.46 452.13 452 .64 2.46 452.13 452 .64 2.46 452 .13 452.64 2.46 452.13 452 .64 2.46 452.13 452 .64 2.46 452.13 452 .64 2.46 452.13 452 .64 2.46 452 .13 452 .64 2.46 452.13 452 .64 2.46 452 .13 452.64 2.46 452 .13 452.64 2.46 452 .13 452 .64 2.46 452.13 452 .64 2.46 452.13 452 .64 2.46 452.13 452.64 2.46 452 .13 452 .64 2.46 452 .13 452 .64 2.46 452.13 452 .64 2.46 452.13 452.64 2.46 452 .13 452.64 2.46 452 .13 452 .64 2.46 452.13 452 .64 2.46 452.13 452 .64 2.46 452.13 452 .64 2.46 452 .13 452 .64 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (fV1 OOOft) 0.51 0 .00 0 .51 0 .00 0 .51 0 .00 0 .51 0 .00 0.51 0.00 0 .51 0 .00 0.51 0.00 0 .51 0.00 0.51 0 .00 0 .51 0.00 0.51 0 .00 0 .51 0 .00 0 .51 0 .00 0 .51 0.00 0 .51 0 .00 0.51 0 .00 0 .51 0 .00 0 .51 0 .00 0.51 0 .00 0 .51 0.00 0 .51 0 .00 0 .51 0.00 0 .51 0 .00 0.51 0 .00 0 .51 0 .00 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0.51 0 .51 0.51 0 .51 0.51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0 .51 0.51 0 .51 0 .51 0 .51 0 .51 1.58 1 .58 1.58 1.58 1.58 1.58 1.58 1 .58 1.58 1.58 1 .58 1.58 1.58 1.58 1.58 1 .58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05 :12 :00 PM ~ Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 Detailed Report for Pipe: P-4 Loading Summary Demand Scenario Default-Average Daily Cal ibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-3 Diameter To Node J-4 Material Check Valve No Roughne ss Length 1,074 .00 ft Minor Loss Initial Cond ition Summary Status Open Calculated Results Summary Time Statu s Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 -814 .51 1.00 hr Open 0 .0 -814 .51 2 .00 hr Open 0 .0 -814 .51 3 .00 hr Open 0 .0 -814 .51 4 .00 hr Open 0.0 -814 .51 5 .00 hr Open 0 .0 -814 .51 6 .00 hr Open 0 .0 -814 .51 7 .00 hr Open 0 .0 -814 .51 8 .00 hr Open 0.0 -814.51 9.00 hr Open 0 .0 -814 .51 10.00 hr Open 0 .0 -814 .51 11 .00 hr Open 0 .0 -814 .51 12.00 hr Open 0.0 -814 .51 13 .00 hr Open 0 .0 -814 .51 14.00 hr Open 0 .0 -814 .51 15.00 hr Open 0.0 -814 .51 16.00 hr Open 0 .0 -814 .51 17.00 hr Open 0 .0 -814 .51 18.00 hr Open 0 .0 -814.5 1 19.00 hr Open 0 .0 -814 .51 20.00 hr Open 0 .0 -814 .51 21 .00 hr Open 0 .0 -814 .51 22.00 hr Open 0 .0 -814 .51 23.00 hr Open 0 .0 -814 .51 24.00 hr Open 0 .0 -814 .51 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12. wed Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 2 .52 452.64 454.4 1 1.77 2.52 452 .64 454.41 1.7 7 2 .52 452 .64 454.41 1 .77 2 .52 452.64 454.41 1.77 2 .52 452.64 454.41 1 .77 2 .52 452.64 454.41 1.77 2.52 452 .64 454.41 1 .77 2 .52 452 .64 454.41 1.77 2.52 452.64 454.41 1 .77 2 .52 452 .64 454.41 1.77 2.52 452 .64 454.41 1.77 2 .52 452 .64 454.41 1 .77 2 .52 452 .64 454.41 1.77 2.52 452 .64 454.41 1.77 2 .52 452 .64 454.41 1 .77 2 .52 452.64 454.41 1.77 2.52 452.64 454.41 1.77 2.52 452.64 454.41 1 .77 2 .52 452.64 454.41 1.77 2 .52 452 .64 454.41 1 .77 2 .52 452.64 454.41 1.77 2 .52 452 .64 454.41 1.77 2 .52 452.64 454.41 1.77 2 .52 452.64 454.41 1.77 2 .52 452.64 454.41 1 .77 Minor Loss (ft) 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 <none> 0 .0 12 in PVC 150.0 0.00 Total Head loss Headless Gradient (ft) 1.77 1.77 1.77 1.77 1.77 1.77 1 .77 1.77 1.7 7 1 .77 1.77 1.77 1.77 1.77 1.77 1.77 1.77 1.7 7 1.77 1.77 1.77 1 .77 1.77 1.77 1.77 (ft/1 OOOft) 1 .65 1.65 1.65 1.65 1.65 1.65 1 .65 1 .65 1 .65 1.65 1.65 1 .65 1.6 5 1 .65 1.65 1 .65 1.65 1.65 1.65 1.65 1.65 1.6 5 1.65 1.65 1.65 Project Engineer: William R. Cullen WaterCAD v1 .o [034] 10/23/00 05 :12 :00 PM I!:> Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 Detailed Report for Pipe: P-5 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-4 J-5 No 1,894 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 C al cu late d R e sul ts Summa ry Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1 .00 hr 2 .00 hr 3 .00 hr 4.00 hr Open Open Open Open Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8.00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00hr Open 19 .00 hr Open 20 .00 hr Open 21.00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 -988 .51 0 .0 -988.51 0 .0 -988 .51 0 .0 -988 .51 0.0 -988 .51 0.0 -988 .51 0 .0 -988 .51 0 .0 -988 .51 0 .0 -988 .51 0 .0 -988.51 0 .0 -988.51 0.0 -988 .51 0.0 -988.51 0 .0 -988.51 0 .0 -988 .51 0 .0 -988 .51 0.0 -988.51 0 .0 -988 .51 0 .0 -988 .51 0 .0 -988 .51 0.0 -988 .51 0 .0 -988.51 0 .0 -988 .51 0 .0 -988 .51 0 .0 -988.51 Project Title : Castlegate 24 inch final c :\haestadlwtrc\cgcff12 .wcd Velocity From To (ft/s) Grade Graqe (ft) (ft) 3 .05 454.41 458.88 3.05 454.41 458.88 3 .05 454.41 458.88 3 .05 454.41 458.88 3.05 454.41 458.88 3 .05 454.41 458 .88 3 .05 454.41 458.88 3 .05 454.41 458.88 3 .05 454.41 458.88 3 .05 454.41 458.88 3 .05 454.41 458 .88 3.05 454.41 458.88 3 .05 454.41 458.88 3.05 454.41 458.88 3 .05 454.41 458.88 3 .05 454.41 458 .88 3 .05 454.41 458.88 3 .05 454.41 458.88 3 .05 454.41 458.88 3.05 454.41 458 .88 3 .05 454.41 458.88 3.05 454.41 458 .88 3 .05 454.41 458 .88 3.05 454.41 458.88 3 .05 454.41 458.88 Friction Loss (ft) Minor Total Head loss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 4.47 0 .00 4.47 0 .00 4.47 0.00 4.47 0 .00 4.47 0 .00 4.47 0.00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0.00 4.47 0.00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 0 .00 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 4.47 2.36 2.36 2.36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2 .36 2.36 Project Engineer: William R . C ullen WaterCAD v1 .0 (034] 10/23/00 05 :12 :01 PM © Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Page 5 Detailed Report for Pipe: P-6 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check V alve Length In itial Condition Summary Status J-5 J-6 No 717 .00 ft Open Diameter Material Roughness M inor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Con stituent (mg /I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3.00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr Open Open Open Open Open Open Open Open 8.00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13 .00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00hr Open 22.00 hr Open 23 .00 hr Open 24.00 hr Open 0 .0 -1,108 .51 0 .0 -1,108 .51 0 .0 -1,108 .51 0 .0 -1,108.51 0 .0 -1,108.51 0.0 -1,108.51 0 .0 -1, 108.51 0 .0 -1 ,108.51 0 .0 -1, 108.51 0 .0 -1,108 .51 0 .0 -1,108 .51 0 .0 -1,108.51 0.0 -1,108 .51 0 .0 -1,108 .51 0 .0 -1,108 .51 0 .0 -1,1 08 .51 0.0 -1, 108 .51 0 .0 -1,108.51 0 .0 -1,108.51 0 .0 -1,108 .51 0 .0 -1,108 .51 0 .0 -1,108 .51 0 .0 -1,108.51 0 .0 -1 ,108.51 0 .0 -1 ,108.51 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 .wcd Velocity (fUs) From To Grade Grade (ft) (ft) 3.42 458 .88 460.97 3.42 4 58 .88 460.97 3.42 458 .88 460 .97 3.42 458.88 460.97 3.42 458 .88 460.97 3.42 458 .88 460.97 3.42 458 .88 460.97 3.42 458 .88 460.97 3.42 458.88 460.97 3.42 458 .88 460.97 3.42 458.88 460.97 3.42 458 .88 460.97 3.42 458.88 460.97 3.42 458 .88 460.97 3.42 458 .88 460.97 3.42 458.88 460.97 3.42 458 .88 460 .97 3.42 458 .88 460 .97 3.42 458 .88 460.97 3.42 458 .88 460.97 3.42 458 .88 460.97 3.42 458 .88 460 .97 3.42 458 .88 460.97 3.42 458 .88 460 .97 3.42 458 .88 460 .97 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 2 .09 0.00 2.09 0 .00 2 .09 0.00 2 .09 0 .00 2 .09 0.00 2 .09 0 .00 2 .09 0 .00 2 .09 0 .00 2 .09 0 .00 2 .09 0 .00 2 .09 0.00 2 .09 0 .00 2 .09 0.00 2 .09 0.00 2.09 0 .00 2 .09 0 .00 2 .09 0 .00 2 .09 0 .00 2 .09 0 .00 2 .09 0 .00 2.09 0 .00 2 .09 0.00 2 .09 0 .00 2 .09 0.00 2.09 0.00 2 .09 2 .09 2 .09 2.09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2 .09 2.09 2 .09 2 .09 2 .09 2 .09 2 .09 2.09 2 .09 2.09 2 .09 2 .09 2 .09 2 .09 2 .91 2 .91 2 .91 2 .91 2.91 2 .91 2.91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 2 .91 Project Engineer: Willia m R. Cullen WaterC AD v1 .o (03 4] 10/23/00 05:12 :01 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 6 Deta i led Report for Pipe : P-9 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-6 Diameter To Node J-9 Material Check Valve No Roughness Length 2,993 .00 ft Minor Loss Initial Condition Summary Status Open C a lc ul ated Results Summ a ry Time Status Constituent Flow Velocity From To Friction (mg/I) (gpm) (fUs) Grade Grade Loss (ft) (ft) (ft) 0 .00 hr Open 0 .0 2 ,935 .90 9.07 460.97 408.09 52.88 1.00 hr Open 0 .0 2,935 .90 9 .07 460.97 408.09 52 .88 2.00 hr Open 0 .0 2,935.90 9 .07 460.97 408 .09 52 .88 3 .00 hr Open 0.0 2,935 .90 9.07 460.97 408.09 52.88 4 .00 hr Open 0.0 2,935.90 9 .07 460.97 408.09 52 .88 5 .00 hr Open 0 .0 2,935 .90 9.07 460.97 408.09 52 .88 6 .00 hr Open 0.0 2,935.90 9 .07 460.97 408.09 52 .88 7 .00 hr Open 0 .0 2,935 .90 9.07 460.97 408.09 52.88 8 .00 hr Open 0.0 2,935 .90 9.07 460.97 408.09 52 .88 9.00 hr Open 0 .0 2,935.90 9.07 460.97 408.09 52 .88 10.00 hr Open 0 .0 2,935 .90 9 .07 460.97 408 .09 52 .88 11 .00hr Open 0 .0 2,935 .90 9 .07 460 .97 408.09 52 .88 12.00 hr Open 0 .0 2 ,935 .90 9 .07 460.97 408.09 52.88 13.00 hr Open 0 .0 2 ,935 .90 9.07 460.97 408.09 52.88 14 .00 hr Open 0 .0 2,935 .90 9 .07 460.97 408.09 52 .88 15 .00 hr Open 0 .0 2 ,935 .90 9 .07 460.97 408 .09 52 .88 16 .00 hr Open 0 .0 2,935 .90 9 .07 460 .97 408.09 52 .88 17.00 hr Open 0 .0 2 ,935 .90 9 .07 460.97 408 .09 52 .88 18 .00 hr Open 0 .0 2 ,935 .90 9 .07 460.97 408 .09 52 .88 19.00 h r Open 0 .0 2,935 .90 9.07 460.97 408.09 52 .88 20 .00 hr Open 0 .0 2 ,935 .90 9 .07 460.97 408.09 52.88 21.00 hr Open 0 .0 2 ,935 .90 9 .07 460.97 408.09 52 .88 22 .00 hr Open 0 .0 2,935 .90 9.07 460.97 408.09 52 .88 23 .00 hr Open 0 .0 2,935 .90 9 .07 460.97 408.09 52 .88 24 .00 hr Open 0 .0 2 ,935 .90 9 .07 460.97 408 .09 52 .88 Minor Loss (ft) 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 <none> 0 .0 12 in PVC 150.0 0.00 Total Headloss Headloss Gradient (ft) 52 .88 52 .88 52 .88 52.88 52.88 52 .88 52 .88 52 .88 52 .88 52 .88 52.88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 52 .88 (fU1 OOOft) 17 .67 17.67 17.67 17 .67 17.67 17 .67 17.67 17 .67 '17.67 17.67 17 .67 17.67 17.67 17.67 17.67 17 .67 17.67 17 .67 17.67 17 .67 17.67 17.67 17 .67 17.67 17.67 Project Engineer: William R. C ullen WaterCAD v1 .0 (0 34] Project Title : Castlegate 24 inch fina l c:\haestad\wtrc\cgcff12 .wcd 10/23/00 05 :12 :02 PM © Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Page 7 Detailed Report for Pipe: P-10 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-9 J-11 No 1,254 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg /I) Flow (gpm) 0.00 hr 1.00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5.00 hr 6 .00 hr 7 .00 hr 8 .00 hr Open Open Open Open Open Open Open Open Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open 0.0 494 .51 0 .0 494 .51 0.0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494.51 0.0 494 .51 0 .0 494 .51 0 .0 494.51 0 .0 494 .51 0 .0 494.51 0 .0 494.51 0.0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494 .51 0 .0 494.51 0 .0 494 .51 0 .0 494 .51 0.0 494 .51 0 .0 494.51 0 .0 494 .51 0 .0 494.51 0 .0 494.51 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 . wed Velocity (ft/s) From To Grade Grade (ft) (fl) 1.53 408 .09 407 .27 1.53 408.09 407.27 1 .53 408 .09 407 .2 7 1 .53 408 .09 407 .27 1.53 408 .09 407.27 1.53 408.09 407.27 1 .53 408.09 407 .27 1.53 408.09 407 .27 1.53 408 .09 407 .27 1.53 408.09 407 .27 1 .53 408 .09 407 .27 1 .53 408.09 407 .27 1.53 408.09 407.27 1.53 408.09 407 .27 1.53 408.09 407 .27 1.53 408.09 407 .27 1.53 408.09 407 .27 1 .53 408.09 407.27 1.53 408 .09 407.27 1.53 408.09 407 .27 1 .53 408 .09 407.27 1.53 408 .09 407.27 1 .53 408.09 407 .27 1 .53 408.09 407.27 1.53 408 .09 407 .27 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .82 0 .00 0.82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0.82 0.00 0 .82 0.00 0.82 0 .00 0 .82 0 .00 0.82 0 .00 0.82 0.00 0 .82 0 .00 0 .82 0 .00 0 .82 0.00 0 .82 0 .00 0 .82 0.00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0 .82 0 .00 0.82 0.00 0.82 0 .00 0 .82 0.00 0 .82 0 .00 0 .82 0 .82 0.82 0 .82 0 .82 0.82 0 .82 0 .82 0.82 0.82 0.82 0.82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0 .82 0.82 0 .82 0 .82 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0 .65 0.65 0.65 0 .65 0 .65 0 .65 0 .65 0 .6 5 0.65 0 .65 0 .65 0 .65 0 .65 0.65 0 .65 0 .65 Project Engineer: William R . Cullen WaterCAD v1 .0 (034] 10/23/00 05 :12:02 PM <!:> Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 Detailed Report for Pipe: P-11 Loading Summary Demand Scenario De fau lt-Average Daily Calibration Summary Dema nd <none> 0 .0 Roughness <non e> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-11 J-10 No 1 ,587 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculate d Results Summary Time Status Constituent Flow 0 .00 hr 1 .0 0 hr 2 .00 hr 3 .00 hr 4 .00 hr 5.00 hr 6 .00 hr Open Open Open Open Open Open Open 7 .00 h r Open 8 .00 hr Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 h r Open 13.00 hr Ope n 14.00 hr Open 15.00 hr Open 16.00 hr Ope n 17 .00 hr Open 18 .00 hr Open 19 .00 hr Ope n 20.00 hr Ope n 21.00 hr Open 22 .00 hr Open 23.00 hr Open 24.00 hr Ope n (mg/I ) (gpm) 0 .0 368.51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368.51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0.0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0.0 368 .51 0.0 368 .51 0 .0 368.5 1 0 .0 368 .51 0 .0 368 .5 1 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 0 .0 368 .51 Project Title: Castlegate 24 inch final c :\haest ad\wtrc\cgcff12.wcd Velocity From To (ft/s) Grade Grade (ft) (ft) 1 .14 407.27 406 .67 1.14 407.27 406.67 1.14 407.27 406.67 1 .14 407.27 406.67 1.14 407 .27 406.67 1.14 407.27 406 .67 1.14 407 .27 406.67 1.14 407.27 406.67 1.14 407 .27 406.67 1.14 407.27 406.67 1 .14 407 .27 406 .67 1.14 407.27 406.67 1.14 407.27 406.67 1.14 407.27 406.67 1 .14 407.27 406.67 1.14 407 .27 406.67 1 .14 407.27 406 .67 1 .14 407 .27 406.67 1.14 407.27 406.67 1 .14 407.27 406.67 1.14 407.27 406.67 1.14 407.27 406 .67 1 .14 407 .27 406.67 1 .14 407 .27 406 .67 1.14 407.27 406 .67 Friction Loss (ft) M ino r Tota l Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0.60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0.00 0.60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 o:oo 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0.60 0.00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .00 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0 .60 0.60 0 .60 0 .60 0.60 0 .60 0.60 0.6 0 0 .60 0 .60 0 .60 0.38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0.38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0 .38 0.38 0 .3 8 0 .38 0 .38 Project Engineer: William R. Cullen WaterCAD v1 .0 [034) 10/23/00 05 :12 :02 PM © Haestad Methods , Inc . 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Page 9 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Detailed Report for Pipe: P-12 Default-Average Daily <none> 0 .0 J-9 J-12 No 1,194 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary <none> 0 .0 12 in PVC 150.0 0.00 Time Status Constituent (mg/I) Flow (gpm) Velocity (ft/s) From To Grade Grade Friction Loss (ft) Minor Total Headless Loss Headless Gradient 0 .00 hr Open 1 .00 hr Open 2 .00 hr Open 3.00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12 .00 hr Open 13.00 hr Open 14.00 hr Open 15 .00 hr Open 16.00 hr Open 17.00 hr Open 18 .00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 1,730.85 0 .0 1 , 730 .85 0 .0 1,730.85 0 .0 1,730.85 0 .0 1 ,730.85 0 .0 1, 730 .85 0.0 1,730.85 0 .0 1, 730 .85 0 .0 1,730.85 0 .0 1, 730 .85 0 .0 1,730.85 0 .0 1 ,730 .85 0 .0 1, 730 .85 0 .0 1,730.85 0 .0 1, 730.85 0 .0 1,730.85 0 .0 1 , 730 .85 0 .0 1, 730 .85 0 .0 1,730.85 0 .0 1,730.85 0 .0 1,730 .85 0.0 1,730 .85 0.0 1,730.85 0 .0 1,730 .85 0 .0 1, 730.85 (ft) (ft) 5.35 408.09 400.16 5 .35 408.09 400.16 5 .35 408.09 400.16 5 .35 408.09 400.16 5 .35 408.09 400.16 5.35 408 .09 400.16 5 .35 408.09 400 .16 5 .35 408 .09 400 .16 5.35 408.09 400.16 5.35 408.09 400.16 5 .35 408.09 400 .16 5 . 35 408. 09 400.16 5 .35 408 .09 400.16 5 .35 408.09 400.16 5 .35 408 .09 400.16 5 .35 408.09 400.16 5 .35 408 .09 400 .16 5 .35 408 .09 400 .16 5.35 408.09 400.16 5 .35 408 .09 400 .1 6 5 .35 408 .09 400 .16 5 .35 408 .09 400.16 5 .35 408 .09 400.16 5.35 408 .09 400.16 5 .35 408 .09 400.16 (ft) (ft) (fV1 OOOft) 7 .94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 0.00 7 .94 0 .00 7 .94 0.00 7 .94 0 .00 7 .94 0.00 7 .94 0 .00 7.94 0.00 7 .94 0.00 7 .94 0.00 7 .94 0 .00 7.94 0 .00 7 .94 0.00 7 .94 0 .00 7 .94 0 .00 7 .94 0 .00 7 .94 0.00 7 .94 0 .00 7 .94 0.00 7 .94 7 .9 4 7 .94 7 .94 7 .94 7 .94 7 .94 7.94 7 .94 7 .94 7 .94 7.94 7.94 7 .94 7.94 7 .94 7 .94 7 .94 7 .94 7 .94 7 .94 7 .94 7 .94 7 .94 7 .94 6 .65 6 .65 6 .65 6 .65 6.65 6 .65 6.65 6.65 6.65 6 .65 6 .65 6.65 6.65 6.65 6.65 6 .65 6.65 6.65 6.65 6 .65 6.65 6 .65 6.65 6 .65 6.65 Project Engineer: William R. Cullen WaterCAD v1 .o (034] Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 .wcd 10/23/00 05 :12:03 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755 -1666 Page 10 Detailed Report for Pipe: P-13 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none > 0.0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-10 J-13 No 985 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg /I) Flow (gpm) 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3.00 hr Open 4.00 hr Open 5 .00 hr Open 6.00 hr Open 7 .00 hr Open 8 .00 hr Open 9.00 hr Open 10.00 hr Open 11 .00 hr Open 12 .00 hr Open 13.00 hr Open 14 .00 hr Open 15.00 hr Open 16 .00 hr Open 17.00hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0.0 334.41 0 .0 334.41 0.0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0.0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0 .0 334.41 0.0 334.41 0 .0 334.41 Velocity (fUs) From To Grade Grade (ft) (ft) 1.03 406 .67 406.36 1 .03 406 .67 406.36 1.03 406.67 406.36 1.03 406.67 406 .36 1.03 406.67 406.36 1.03 406.67 406.36 1.03 406.67 406 .36 1 .03 406.67 406.36 1.03 406.67 406.36 1.03 406 .67 406.36 1.03 406.67 406 .36 1 .03 406 .67 406 .36 1 .03 406.67 406.36 1 .03 406.67 406.36 1.03 406 .67 406 .36 1 .03 406.67 406.36 1.03 406.67 406 .36 1 .03 406.67 406.36 1.03 406.67 406.36 1 .03 406 .67 406.36 1 .03 406.67 406.36 1 .03 406.67 406.36 1.03 406.67 406.36 1.03 406 .67 406 .36 1.03 406 .67 406 .36 Friction Loss (ft) Minor Tota l Headless Loss Headless Gradient (ft) (ft) (fU1 OOOft) 0 .31 0 .00 0.31 0 .00 0 .31 0 .00 0 .31 0 .00 0 .31 0 .00 0 .31 0 .00 0 .31 0 .00 0 .31 0 .00 0.31 0.00 0 .31 0 .00 0 .31 0 .00 0 .31 0.00 0.31 0 .00 0.31 0 .00 0 .31 0 .00 0 .31 0 .00 0 .31 0 .00 0.31 0.00 0 .31 0 .00 0.31 0.00 0.31 0 .00 0 .3 1 0.00 0 .31 0 .00 0 .31 0 .00 0 .31 0 .00 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0.31 0 .31 0.31 0 .31 0 .31 0 .3 1 0 .31 0.31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .31 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0.32 0.32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 0.32 0 .32 0 .32 0 .32 0.32 0 .32 0 .32 0 .32 0 .32 0 .32 Project Engineer : William R . Cullen WaterCAD v1 .0 [034] Project Title : Castlegate 24 inch final c :lhaestad\wtrclcgcff12 .wcd 10/23/00 05 :12 :03 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 11 Detailed Report for Pipe: P-14 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From N ode J-9 Diameter To Node J-8 Material Check V a lve No Roughness Length 1 ,349 .00 ft Minor Loss Initial Condition Summary Status Open C alc ul ated R esu lts Summary Time Status Constituent Flow Velocity From To Friction (mg/I) (gpm) (fUs) Grade Grade Loss (ft) (ft) (ft) 0 .00 hr Open 0 .0 710.53 2.19 408.09 406.37 1.73 1 .00 hr Open 0 .0 710.53 2 .19 408.09 406.37 1.73 2.00 hr Open 0 .0 710 .53 2.19 408.09 406.37 1 .73 3 .00 h r Open 0 .0 710 .53 2 .19 408 .09 406.37 1 .73 4 .00 hr Open 0.0 710.53 2 .19 408.09 406.37 1 .73 5.00 hr Open 0 .0 71 0 .53 2 .19 408 .09 406.37 1.73 6 .00 hr Open 0 .0 710.53 2 .19 408.09 406.37 1.73 7 .00 hr Open 0 .0 710.53 2 .19 408 .09 406.37 1.73 8 .00 hr Open 0 .0 710 .53 2.19 408 .09 406.37 1.73 9 .00 h r Open 0 .0 710.53 2 .19 408.09 406.37 1 .73 10.00 hr Open 0 .0 710.53 2 .19 408 .09 406.37 1.73 11 .00 hr Open 0 .0 710.53 2 .19 408.09 406.37 1.73 12.00 hr Open 0 .0 710.53 2 .19 408.09 406.37 1 .73 13.00 h r Open 0 .0 710.53 2 .19 408.09 406.37 1.73 14 .00 hr Open 0 .0 710 .53 2 .19 408.09 406.37 1.73 15 .00 hr Open 0 .0 710.53 2 .19 408.09 406 .37 1 .73 16.00 hr Open 0 .0 710.53 2 .19 408.09 406 .37 1.73 17 .00 hr Open 0.0 710 .53 2 .19 408.09 406 .37 1 .73 18.00hr Open 0 .0 710.53 2 .19 408.09 406.37 1.73 19.00 hr Open 0 .0 710.53 2 .19 408.09 406 .37 1 .73 20.00 hr Open 0 .0 710.53 2 .19 408.09 406.37 1.73 21 .00 hr Open 0.0 710.53 2 .19 408.09 406.37 1 .73 22.00 hr Open 0 .0 710.53 2 .19 408.09 406.37 1.73 23.00 hr Open 0 .0 710.53 2 .19 408.09 406.37 1.73 24 .00 hr Open 0.0 710 .53 2.19 408.09 406.37 1.73 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 <none> 0 .0 12 in PVC 150.0 0 .00 Total Heaqloss Headless Gradient (ft) 1.73 1.73 1 .73 1.73 1.73 1.73 1 .73 1.73 1 .73 1.73 1 .73 1 .73 1 .73 1.73 1 .73 1.73 1.73 1 .73 1 .7 3 1.7 3 1.73 1 .73 1.73 1.73 1.73 (fU1 OOOft) 1 .28 1.28 1 .28 1.28 1.28 1.28 1 .28 1.28 1.28 1.28 1.28 1.28 1.28 1 .28 1.28 1.28 1.28 1.28 1 .28 1 .28 1.28 1 .28 1.28 1 .28 1.28 Project Engineer: William R . Cullen WaterCAD v1 .o [034) Project Title : Castlegate 24 inch fina l c:\haestad\wtrc\cgcff12 .wcd 10/23/00 05 :12 :04 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 12 Detailed Report for Pipe: P-15 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-8 J-13 No 1,391.00 ft Open Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr Open 1.00 hr Open 2 .00 hr Open 3 .00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7.00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14 .00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0.0 42.92 0 .0 42.92 0 .0 42.92 0 .0 42.92 0 .0 42.92 0 .0 42 .92 0 .0 42.92 0 .0 42.92 0.0 42.92 0 .0 42 .92 0.0 42.92 0 .0 42 .92 0 .0 42 .92 0 .0 42.92 0.0 42.92 0 .0 42 .92 0 .0 42 .92 0.0 42.92 0 .0 42 .92 0 .0 42 .92 0 .0 42 .92 0 .0 42.92 0 .0 42 .92 0 .0 42 .92 0 .0 42 .92 Velocity (fUs) From To Grade Grade (ft) (ft) 0 .13 406.37 406.36 0.13 406.37 406.36 0 .13 406.37 406 .36 0 .13 406.37 406.36 0.13 406.37 406.36 0 .13 406.37 406.36 0 .13 406.37 406.36 0 .13 406.37 406 .36 0 .13 406 .37 406 .36 0 .13 406.37 406.36 0 .13 406.37 406.36 0 .13 406.37 406.36 0 .13 406.37 406.36 0 .13 406.37 406.36 0 .13 406.37 406.36 0 .13 406.37 406.36 0.13 406.37 406 .36 0 .13 406.37 406.36 0 .13 406 .37 406.36 0.13 406.37 406.36 0 .13 406.37 406 .36 0 .13 406.37 406 .36 0 .13 406 .37 406.36 0 .13 406.37 406.36 0 .13 406.37 406 .36 Friction Loss (ft) M inor Total Headless Loss Headless Gradient (ft) (ft) (fU1 OOOft) 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0.01 0 .00 0 .01 0 .00 0 .01 0.00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0.01 0 .00 0 .01 0 .00 0.01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .00 0 .01 0 .01 0.01 0.01 0 .01 0.01 0 .01 0 .0 1 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .0 1 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0.01 0 .01 0.01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0.01 12 in PVC 150.0 0.00 Project Engineer: William R. Cullen WaterCAD v1 .0 [034) Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 .wcd 10/23/00 05 :12 :04 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 13 Detailed Report for Pipe: P-16 Loading Summary Demand Scenario Default-Average Da ily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length In itial Condition Summary Status J-8 J-14 No 1,230.00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg /I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr Ope n Open Open Open Open Open Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14 .00 hr Open 15.00 hr Open 16 .00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Ope n 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23 .00 hr Open 24.00 hr Open 0.0 66 7.61 0 .0 667 .61 0 .0 667.61 0.0 667 .61 0 .0 667.61 0.0 667 .61 0 .0 667.61 0 .0 667 .61 0.0 667 .61 0.0 667.61 0 .0 667 .61 0.0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0.0 667 .61 0 .0 667.61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667 .61 0 .0 667.61 0 .0 667 .61 0 .0 667.61 Project Title: Castlegate 24 inch fi nal c:\haestad\wtrc\cgcff12 .wcd Velocity (fVs) From To Grade Grade (ft) (ft) 2.06 406.37 404.96 2 .06 406 .37 404 .96 2 .06 406.37 404 .96 2 .06 406.37 404 .96 2 .06 406.37 404 .96 2 .06 406.37 404 .96 2 .06 406 .37 404 .96 2 .06 406.37 404.96 2.06 406.37 404 .96 2 .06 406.37 404.96 2 .06 406 .37 404 .96 2 .06 406.37 404 .96 2 .06 406 .37 404.96 2 .06 406.37 404.96 2.06 406.37 404 .96 2.06 406.37 404.96 2 .06 406.37 404 .96 2 .06 406.37 404 .96 2 .06 406.37 404 .96 2 .06 406.37 404 .96 2 .06 406.37 404 .96 2 .06 406 .37 404.96 2.06 406.37 404 .96 2.06 406.37 404.96 2 .06 406 .37 404 .96 Friction Loss (ft) M inor Total Headloss Loss Headloss Gradient (ft) (ft) (fU1 OOOft) 1.40 0 .00 1.40 0 .00 1.40 0.00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0.00 1.40 0 .00 1.40 0 .00 1.40 0.00 1.40 0.00 1.40 0.00 1.40 0 .00 1 .40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0 .00 1.40 0.00 1.40 0 .00 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.14 1.14 1.14 1.14 1.14 1.14 1 .14 1.14 1.14 1.14 1.14 1.14 1 .14 1.14 1.14 1 .14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Project Engineer: William R. Cullen WaterCAD v1 .0 [034) 10/23/00 05:12 :05 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 14 Detailed Report for Pipe: P -17 Loading Summary Demand Scena r io Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-12 J-16 No 1 ,331 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Cal c ul a t e d Res ul ts Summ ary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr 8.00 hr Open Open Open Open Open Open Open Open Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12. 00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00hr Open 18 .00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24 .00 hr Ope n 0 .0 -799 .15 0 .0 -799.15 0 .0 -799 .15 0 .0 -799 .15 0 .0 -799.15 0 .0 -799 .15 0 .0 -799 .15 0 .0 -799 .15 0 .0 -799.15 0 .0 -799 .15 0 .0 -799 .15 0 .0 -799.15 0.0 -799 .15 0.0 -799 .15 0 .0 -799 .15 0 .0 -799 .15 0 .0 -799 .15 0 .0 -799 .15 0.0 -799.15 0 .0 -799 .15 0.0 -799 .15 0.0 -799 .15 0 .0 -799 .15 0.0 -799 .15 0 .0 -799 .15 Velocity From To (ft/s) Grade Grade (fl) (ft) 2.47 400.16 402 .27 2.47 400 .16 402 .27 2.47 400.16 402 .27 2 .4 7 400.16 402 .27 2.47 400.16 402 .27 2.47 400.16 402 .27 2.47 400.16 402 .27 2.47 400.16 402 .27 2.47 400.16 402 .27 2.47 400.16 402.27 2.47 400.16 402.27 2.47 400 .16 402 .27 2.47 400.16 402.27 2.47 400.16 402 .27 2.47 400.16 402 .27 2.47 400.16 402 .27 2.47 400 .16 402.27 2.47 400 .16 402 .27 2.47 400.16 402 .27 2.47 400 .16 402.27 2.47 400 .16 402 .27 2.47 400.16 402 .27 2.4 7 400.16 402 .27 2.47 400.16 402 .27 2.4 7 400.16 402.27 Friction Loss (ft) Minor Total Head less Loss Headless Gradient (ft) (ft) (fV1 OOOfl) 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0.00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0.00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2.12 0 .00 2.12 0.00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0.00 2 .12 0 .00 2.12 0 .00 2 .12 0 .00 2 .12 2 .12 2 .12 2 .12 2.12 2 .12 2 .12 2 .12 2.12 2 .12 2.12 2 .12 2 .12 2 .12 2 .12 2.12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 1.59 1 .59 1.59 1 .59 1.59 1.59 1.59 1 .59 1.59 1.59 1 .59 1.59 1.59 1.59 1 .59 1.59 1.5 9 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 Project Engineer: William R. Cullen WaterCAD v1.0 [034] Project Title : Castlegate 24 inch final c:\haes tadlwtrclcgcff1 2 . wed 10/23/00 05 :12 :05 PM © Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Page 15 Detailed Report for Pipe: P-18 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node To Node Check Valve Length Initial Co ndition Summary Status J-14 J-15 No 588 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Cal c ulated R e sults Summa ry Time Status Constituent (mg/I) Flow (gpm) 0 .00 h r 1 .00 h r 2 .00 hr 3 .00 hr 4 .00 hr Open · Open Open Open Open 5 .00 hr Open 6 .00 h r Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14 .00 h r Open 15.00 hr Open 16.00 hr Open 17 .00 h r Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23.00 hr Open 24.00 hr Open 0.0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608.11 0.0 608 .11 0 .0 608 .11 0 .0 608.11 0 .0 608 .11 0 .0 608 .11 0.0 608.11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0 .0 608 .11 0.0 608 .11 0 .0 608.11 0.0 608 .11 Project T itle : Castlegate 24 inch fi nal c :\h aestad \wtrc\cgcff12 .w cd Velocity (fUs) From To Grade Grade (ft) (ft) 1.88 404 .96 404.40 1.88 404.96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404.96 404.40 1 .88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1 .88 404.96 404.40 1.88 404 .96 404.40 1.88 404.96 4 04.40 1.88 404 .96 404.40 1.88 404 .96 404 .40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 1.88 404.96 404.40 1.88 404 .96 404.40 1.88 404 .96 404.40 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradien t (ft) (ft) (ft/1 OOOft) 0 .56 0 .00 0 .56 0.00 0 .56 0.00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0.00 0 .56 0 .00 0 .56 0.00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0.00 0 .56 0.00 0 .56 0 .00 0 .56 0 .00 0 .56 0.00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .00 0 .56 0 .56 0.56 0 .56 0 .56 0.56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0.56 0 .56 0 .56 0.56 0 .56 0 .56 0 .56 0.56 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0 .96 0.96 0 .96 0.96 0 .96 0 .96 0.96 0 .96 0 .96 0.96 0 .96 0 .96 0 .96 0.96 0 .96 0 .96 0 .96 Project Enginee r : William R . Cu llen WaterCAD v1 .0 (034) 10/23/00 05 :12:05 PM © Haestad Methods, Inc. 37 Brooks ide Road W aterbury, CT 06708 USA (203) 755 -1666 Page 16 Detailed Report for Pipe: P-19 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-15 J-16 No 1,335 .00 ft Open Diamete r Material Roughness Minor Loss 12 in PVC 150 .0 0.00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0.00 hr 1 .00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5.00 hr 6 .00 hr Open Open Open Open Open Open Open 7.00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12.00 hr Open 13.00 hr Open 14 .00 hr Open 15 .00 hr Open 16.00 hr Open 17.00 hr Open 18 .00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 79g _ 15 0 .0 799.15 0 .0 799 .15 0 .0 799.15 0 .0 799.15 0 .0 799 .15 0 .0 799 .15 0.0 799 .15 0 .0 799.15 0 .0 799 .15 0.0 799.15 0 .0 799 .15 0 .0 799.15 0 .0 799.15 0 .0 799 .15 0 .0 799 .15 0 .0 799 .15 0 .0 799.15 0.0 799 .15 0 .0 799.15 0.0 799.15 0 .0 799 .15 0 .0 799 .15 0 .0 799.15 0 .0 799 .15 Velocity (ftls) From To Grade Grade (ft) (ft) 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402.27 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402.27 2.47 404.40 402.27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402 .27 2.47 404.40 402.27 2.47 404.40 402 .27 Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 2 .12 0 .00 2 .12 0 .00 2.12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0.00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0.00 2 .12 0 .00 2 .12 0 .00 2 .12 0.00 2 .12 0.00 2 .12 0 .00 2 .12 0.00 2.12 0 .00 2 .12 0 .00 2.12 0 .00 2 .12 0 .00 2.12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 0 .00 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2.12 2 .12 2 .12 2.12 2 .12 2 .12 2 .12 2 .12 2.12 2 .12 2 .1 2 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2 .12 2.12 1.59 1 .59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1 .59 1.59 1.59 1 .59 1 .59 1.59 1 .59 1.59 1 .59 1.59 1 .59 1.59 1 .59 1.59 Project Engineer: William R. Cullen WaterCAD v1 .o (03 4] Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 . wed 10/23/00 05:12 :06 PM <Cl Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 17 Detailed Report for Pip e: P -20 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Cond ition Summary Status J-17 J-18 No 2,482.00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Ca lcu lated R e sul ts Sum mary Time Status Co nstituent (mg/I) Flow (gpm) 0.00 hr 1 .00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr Open Open Open Open Open Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17 .00 hr Open 18 .00 hr Open 19 .00 hr Open 20 .00 h r Open 21.00hr Open 22 .00 hr Open 23.00 hr Open 24.00 hr Open 0 .0 377 .34 0 .0 377 .34 0 .0 377 .34 0 .0 377.34 0 .0 377.34 0.0 377 .34 0 .0 377.34 0 .0 377 .34 0 .0 377 .34 0.0 377 .34 0 .0 377.34 0 .0 377 .34 0 .0 377 .34 0 .0 377 .34 0 .0 377.34 0 .0 377.34 0.0 377 .34 0 .0 377 .34 0 .0 377 .34 0 .0 377.34 0 .0 377 .34 0 .0 377.34 0.0 377 .34 0.0 377 .34 0 .0 377 .34 Velocity (ft/s) From To Grade Grade (ft) (ft) 1.17 406.17 405.19 1.17 406.17 405.19 1.17 406.17 405 .19 1.17 406.17 405.19 1 .17 406.17 405.19 1.17 406.17 405 .19 1.17 406.17 405.19 1.17 406.17 405 .19 1.17 406.17 405.19 1 .17 406.17 405.19 1.17 406.17 405.19 1.17 406. 17 405.19 1.17 406.17 405.19 1 .17 406 .17 405.19 1 .17 406.17 405.19 1.17 406 .17 405.19 1.17 406 .17 405.19 1.17 406.17 405.19 1 .17 406.17 405 .19 1.17 406.17 405.19 1 .17 406.17 405.19 1.17 406 .17 405 .19 1.17 406 .17 405.19 1.17 406.17 405 .19 1 .17 406.17 405.19 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .99 0 .00 0.99 0 .00 0.99 0 .00 0 .99 0 .00 0 .99 0 .00 0.99 0.00 0 .99 0 .00 0 .99 0 .00 0.99 0 .00 0 .99 0.00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0 .99 0 .00 0.99 0 .00 0 .99 0 .00 0 .99 0 .00 0.99 0 .00 0 .99 0 .00 0 .99 0 .00 0.99 0 .00 0 .99 0.00 0 .99 0 .00 0.99 0 .00 0.99 0 .00 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0.99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0 .99 0.99 0 .99 0 .99 0 .99 0 .99 0.40 0.40 0 .40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Project Engineer: William R . Cullen WaterCAD v1 .0 [034] Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 .wcd 10/23/00 05 :12 :06 PM . © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 18 Detailed Report fo r Pipe: P-21 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-15 Diameter To Node J-19 Material Check Valve No Roughness Length 1 ,162 .00 ft Minor Loss Initial Condition Summary Status Open C a lcul ate d R e sults Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 -191 .04 1.00 hr Open 0 .0 -191 .04 2 .00 hr Open 0.0 -191 .04 3 .00 hr Open 0 .0 -19 1.04 4.00 hr Open 0.0 -191.04 5.00 hr Open 0 .0 -19 1 .04 6 .00 hr Open 0 .0 -19 1.04 7 .00 hr Open 0 .0 -191.04 8 .00 hr Open 0.0 -191 .04 9.00 hr Open 0 .0 -191.04 10.00 hr Open 0 .0 -19 1.04 11 .00 hr Open 0 .0 -191.04 12.00 hr Open 0.0 -191.04 13.00 h r Open 0 .0 -191.04 14.00 hr Open 0.0 -191 .04 15.00 hr Open 0 .0 -19 1.04 16.00 hr Open 0 .0 -191.04 17.00hr Open 0.0 -191.04 18.00 hr Open 0 .0 -191.04 19.00 hr Open 0.0 -191.04 20.00 hr Open 0 .0 -191.04 21 .00hr Open 0 .0 -191 .04 22.00 hr Open 0 .0 -19 1.04 23.00 hr Open 0 .0 -191.04 24 .00 hr Open 0.0 -191 .04 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 . wed Velocity From To Friction (fUs) Grade Grade Loss (ft) (ft) (ft) 0 .59 404.40 404.53 0.13 0.59 404.40 404 .53 0 .13 0 .59 404 .40 404.53 0 .13 0 .59 404.40 404.53 0 .13 0 .59 404.40 404.53 0.13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404.53 0.13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404.53 0.13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0 .13 0.59 404.40 404.53 0.13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404.53 0 .13 0 .59 404.40 404 .53 0 .13 0.59 404.40 404 .53 0 .13 0 .59 404.40 404.53 0.13 0 .59 404.40 404 .53 0.13 0.59 404.40 404 .53 0 .13 0 .59 404.40 404.53 0 .13 0 .59 404.40 404 .53 0 .13 0 .59 404.40 404 .53 0.13 0 .59 404.40 404 .53 0 .13 Minor Loss (ft) 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0.00 0 .00 0 .00 <none> 0 .0 12 in PVC 150.0 0 .00 Total Head loss Headless Gradient (ft) 0 .13 0 .13 0 .13 0.13 0 .13 0.13 0 .13 0 .13 0 .13 0.1 3 0.13 0 .13 0 .13 0 .13 0 .13 0 .13 0 .1 3 0.13 0 .13 0 .13 0 .13 0 .13 0.13 0 .13 0 .13 (fV1 OOOft ) 0 .11 0 .11 0 .11 0 .11 0 .11 0 .11 0.11 0 .11 0 .11 0 .11 0 .11 0.11 0 .11 0.11 0.11 0 .11 0 .11 0 .11 0.11 0 .11 0 .11 0.11 0 .11 0 .11 0 .11 Project Engineer: William R . Cull en WaterCAD v1 .0 [034] 10/23/00 05 :12 :06 PM IC> Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 0 6708 USA (203) 755-1666 Page 19 Detailed Report for Pipe: P-22 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-18 J-19 No 2,202 .00 ft Open Diameter Material Roughness Minor Loss 12 in PVC 150.0 0.00 Calculated Results Summary Time Status Constituent (mg/I ) Flow (gpm) 0 .00 hr Open 1.00 hr Open 2.00 hr Open 3 .00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 1 g .oo hr Open 20.00 hr Open 21 .00 hr Open 22 .00 hr Open 23.00 hr Open 24 .00 hr Open 0.0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324.04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324.04 0 .0 324.04 0 .0 324 .04 0 .0 324.04 0 .0 324 .04 0 .0 324 .04 0.0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324 .04 0 .0 324.04 0 .0 324 .04 0 .0 324.04 Project Title: Castlegate 24 inch final c :\haestad\wtrc\cgcff12 .wcd Velocity (fUs) From To Grade Grade (ft) (ft) 1.00 405.19 404 .53 1 .00 405 .19 404.53 1.00 405.19 404.53 1.00 405.19 404.53 1.00 405.19 404 .53 1.00 405 .19 404 .53 1.00 405.19 404.53 1.00 405.19 404 .53 1 .00 405.19 404 .53 1.00 405 .19 404 .53 1.00 405.19 404.53 1.00 405.19 404.53 1 .00 405 .19 404 .53 1.00 405.19 404 .53 1 .00 405.19 404.53 1.00 405.19 404.53 1 .00 405 .19 404 .53 1.00 405 .19 404 .53 1 .00 405 .19 404 .53 1.00 405 .19 404 .53 1.00 405.19 404.53 1.00 405.19 404 .53 1 .00 405.19 404.53 1.00 405.19 404.53 1.00 405.19 404.53 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (fU1 OOOft) 0 .66 0 .00 0 .66 0 .00 0.66 0.00 0 .66 0 .00 0 .66 0 .00 0.66 0 .00 0 .66 0 .00 0 .66 0.00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0 .00 0 .66 0.00 0 .66 0 .00 0.66 0 .00 0 .66 0 .00 0.66 0 .00 0 .66 0.00 0.66 0 .00 0.66 0.00 0 .66 0.00 0 .66 0 .00 0 .66 0 .00 0 .66 0.00 0 .66 0.00 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0 .66 0.66 0.66 0 .66 0 .66 0.66 0.66 0 .66 0.66 0 .66 0 .66 0 .66 0.66 0 .66 0 .66 0 .66 0 .66 0 .66 0.30 0 .30 0 .30 0 .30 0 .30 0 .30 0.30 0 .30 0.30 0 .30 0.30 0 .30 0 .30 0 .30 0.30 0 .30 0 .30 0 .30 0.30 0 .30 0 .30 0 .30 0.30 0 .30 0 .30 Proj ect Engineer: William R . Cullen WaterCAD v1 .o [034] 10/23/00 05 :12:07 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 20 Detailed Report for Pipe: P-23 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status <none> 0.0 J-18 J-20 No 669 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1 .00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr Open Open Open Open Open Open Open 7 .00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Ope n 17.00 hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21 .00 hr Open 22 .00 hr Open 23 .00 hr Open 24 .00 hr Open 0 .0 15.00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15 .00 0 .0 15.00 0 .0 15 .00 0 .0 15 .0 0 0 .0 15 .00 0 .0 15 .00 0.0 15.00 0 .0 15.00 0 .0 15 .00 0 .0 15 .00 0 .0 15.00 0 .0 15.00 0 .0 15.00 0 .0 15.00 0 .0 15 .00 0 .0 15.00 0 .0 15 .00 0 .0 15 .00 0 .0 15.00 0.0 15 .00 0 .0 15.00 Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 .wed Velocity (ft/s) From To Grade Grade (ft) (ft) 0 .05 405.19 405 .19 0 .05 405 .19 405.19 0 .05 405 .19 405.19 0.05 405.19 405.19 0 .05 405.19 405.1 g 0.05 405.19 405 .19 0 .05 405 .19 405 .19 0 .05 405.19 405 .19 0 .05 405 .19 405.19 0 .05 405 .19 405.19 0 .05 405 .19 405 .19 0 .05 405 .19 405 .19 0 .05 405 .19 405 .19 0 .05 405.19 405.19 0 .05 405 .19 405 .19 0 .05 405 .19 405 .19 0 .05 405 .19 405.19 0.05 405.19 405.19 0 .05 405.19 405.19 0 .05 405 .19 405 .19 0 .05 405.19 405.19 0.05 405.19 405.19 0 .05 405.19 405 .19 0 .05 405 .19 405.19 0 .05 405.19 405.19 Friction Loss (ft) 0.67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0.67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0.67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0 .67e-3 0.67e-3 0 .67e-3 0 .67e-3 <none> 0 .0 Minor Total Headless Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) o.oo 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0.67e-3 0 .00 0 .67e-3 0.00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0.67e-3 0 .00 0.67e-3 0 .00 0.67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0 .00 0.67e-3 0 .00 0 .67e-3 o.oo 0 .67e-3 0 .00 0.67e-3 0 .00 0 .67e-3 0 .00 0.67e-3 0 .00 0 .67e-3 0 .00 0 .67e-3 0.00 0.67e-3 0 .1 e-2 0 .1e -2 0.1 e-2 0 .1 e-2 0 .1 e-2 0 .1 e-2 0 .1 e-2 0 .1 e-2 0 .1 e-2 0 .1e-2 0 .1 e-2 0 .1e-2 0 .1 e-2 0.1e-2 0 .1e-2 0 .1 e-2 0 .1 e-2 0 .1e-2 0 .1e-2 0.1e-2 0 .1e-2 0.1 e-2 0.1e-2 0 .1e-2 0.1 e-2 12 in PVC 150.0 0 .00 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05 :12 :07 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 21 Detailed Report for Pipe: P-24 Loading Summary Demand Scenario Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Default-Average Daily <none> 0 .0 R-2 J-1 No 50.00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent (mg/I) ·Flow (gpm) Velocity (fVs) From To Grade Grade 0 .00 hr 1 .00 hr 2 .00 hr 3:oo hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr Open Open Open Open Open Open Open Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11 .00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23 .00 hr Open 24 .00 hr Ope n 0.0 -14,961 .04 0.0 -14 ,961 .04 0 .0 -14 ,961 .04 0.0 -14,961 .04 0 .0 -14 ,961 .04 0 .0 -14,961.04 0.0 -14 ,961 .04 0 .0 -14 ,961 .04 0.0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961.04 0 .0 -14,961 .04 0.0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0.0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14,961 .04 0 .0 -14 ,961 .04 0 .0 -14 ,961 .04 0 .0 -14,961 .04 (ft) (ft) 11.55 441 .90 442.70 11 .55 441.90 442 .70 11.55 441.90 442.70 11 .55 441 .90 442. 70 11 .55 441.90 442.70 11.55 441 .90 442 .70 11 .55 441 .90 442.70 11 .55 441 .90 442 .70 11 .55 441 .90 442.70 11 .55 441 .90 442.70 11.55 441 .90 442.70 11 .55 441 .90 442 .70 11.55 441.90 442.70 11 .55 441 .90 442 .70 11 .55 441 .90 442.70 11 .55 441 .90 442 .70 11 .55 441.90 442.70 11 .55 441 .90 442 .70 11 .55 441 .90 442.70 11 .55 441 .90 442 .70 11 .55 441.90 442 .70 11 .55 441 .90 442.70 11 .55 441 .90 442.70 11 .55 441 .90 442.70 11 .55 441 .90 442 .70 <none> 0 .0 23 in Ductile Iron 130.0 0.00 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (fU1 OOOft) 0 .80 0.00 0.80 0.00 0 .80 0 .00 0 .80 0 .00 0 .80 0.00 0 .80 0.00 0 .80 0 .00 0 .80 0 .00 0.80 0.00 0 .80 0 .00 0 .80 0.00 0 .80 0 .00 0 .80 0.00 0 .80 0.00 0 .80 0.00 0.80 0.00 0 .80 0 .00 0 .80 0 .00 0 .80 0 .00 0 .80 0 .00 0 .80 0 .00 0 .80 0 .00 0.80 0 .00 0 .80 0 .00 0.80 0 .00 0 .80 0 .80 0 .80 0 .80 0 .80 0 .80 0.80 0 .80 0 .80 0.80 0 .80 0 .80 0 .80 0.80 0 .80 0.80 0 .80 0.80 0 .80 0.80 0 .80 0 .80 0 .80 0 .80 0 .80 16 .01 16.01 16 .01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16.01 16 .01 16 .01 16 .01 16 .01 16.01 16.01 16.01 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] Project Title : Castlegate 24 inch final c :\haestad\wtrc\cgcff12 . wed 10/23/00 05:12 :07 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 22 Detailed Report for Pipe : P-25 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initia l Condition Summary Status J-13 J-17 No 458.00 ft Open Diameter Material Roughness M inor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I) Flow (gpm) 0 .00 hr 1.00 hr 2 .00 hr 3 .00 hr 4 .00 hr 5 .00 hr 6 .00 hr 7 .00 hr 8 .00 hr Open Open Open Open Open Open Open Open Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17 .00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21.00 hr Open 22.00 hr Open 23 .00 hr Open 24.00 hr Open 0 .0 377 .34 0 .0 377 .34 0 .0 377.34 0 .0 377 .34 0 .0 377.34 0 .0 377.34 0 .0 377 .34 0 .0 377.34 0.0 377.34 0 .0 377.34 0.0 377 .34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377 .34 0.0 377 .34 0 .0 377 .34 0.0 377 .34 0 .0 377.34 0 .0 377.34 0 .0 377.34 0 .0 377 .34 0 .0 377 .34 0 .0 377 .34 Project Title : Castlegate 24 inch final c :lhaestad\wtrclcgcff12 .wcd Velocity (ftls) From To Grade Grade (ft) (ft) 1 .17 406.36 406.17 1 .17 406 .36 406 .17 1.1 7 406.36 406.17 1.17 406.36 406.17 1.17 406.36 406.17 1 .17 406.36 406 .17 1.17 406.36 406 .17 1.17 406 .36 406.17 1.17 406.36 406 .17 1.17 406.36 406.17 1.17 406 .36 406.17 1.17 406.36 406.17 1.1 7 406.36 406.17 1.17 406 .36 406 .17 1.17 406.36 406.17 1.17 406.36 406.17 1.17 406.36 406.17 1.17 406.36 406.17 1.17 406 .36 406.17 1.17 406.36 406.17 1.17 406.36 406 .17 1.17 406.36 406 .17 1.17 406.36 406.17 1.17 406.36 406.17 1.17 406 .36 406.17 Friction Loss (ft) Minor Total Headloss Loss Headless Gradient (ft) {ft) (ft/1 OOOft) 0 .18 0 .00 0.18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0.00 0.1 8 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0.18 0 .00 0.18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0 .00 0 .18 0.00 0 .18 0 .18 0 .18 0 .18 0.18 0 .18 0 .18 0.18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05 : 12 :07 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 23 Detailed Report for Pipe: P-29 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status J-6 J-22 No 987.00 ft Open Diamete r Material Roughness Minor Loss 12 in PVC 150.0 0 .00 Calculated Results Summary Time Status Constituent (mg/I ) Flow (gpm) 0.00 hr Open 1 .00 hr Open 2 .00 hr Open 3 .00 hr Open 4 .00 hr Open 5 .00 hr Open 6 .00 hr Open 7.00 hr Open 8 .00 hr Open 9 .00 hr Open 10.00 hr Open 11.00 hr Open 12.00 hr Open 13.00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20 .00 hr Open 21.00 hr Open 22.00 hr Open 23.00 hr Open 24 .00 hr Open 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0.0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0 .0 -4,044 .41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 Proje ct T itle: Castlegate 24 inch final c :\haestad \wtrc\cgcff12 .wcd Velocity (ft/s) From To Grade Grade (ft) (ft) 12.49 460.97 492.51 12.49 460.97 492.51 12.49 460.97 492.51 12.49 460.97 492.51 12.49 460.97 492.51 12.49 4 60.97 492.51 12.49 460.97 492.51 12.49 460 .97 492.51 12.49 460.97 492.51 12.49 460 .97 492.51 12.49 460 .97 492 .51 12.49 460.97 492.51 12.49 460.97 492.51 12.49 460.97 492.51 12.49 460.97 492 .51 12.49 460.97 492.51 12.49 460.97 492.51 12.49· 460.97 492 .51 12.49 460.97 492 .51 12.49 460.97 492 .51 12.49 460.97 492 .51 12.49 460.97 492 .51 12.49 460.97 492.51 12.49 460.97 492.51 12.49 460.97 492 .51 Friction Loss (ft) Minor Total Headless Loss H eadless Gradient (ft) (ft) (ft/1 OOOft) 31 .54 0 .00 31 .54 0.00 31.54 0 .00 31 .54 0.00 31 .54 0 .00 31 .54 0 .00 31.54 0 .00 3 1.54 0 .00 31 .54 0.00 31 .54 0.00 31.54 0 .00 31 .54 0.00 31 .54 0 .00 31 .54 0.00 31 .54 0.00 31 .54 0.00 31 .54 0 .00 31.54 0 .00 31 .54 0.00 31 .54 0 .00 31 .54 0 .00 31 .54 0 .00 31 .54 0.00 31.54 0 .00 31 .54 0.00 31 .54 31 .54 31 .54 31 .54 31 .54 31.54 31.54 31 .54 3 1.54 31 .54 31 .54 31 .54 31 .54 31 .54 31 .54 31 .54 31 .54 31.54 31 .54 31 .54 31 .54 31 .54 31 .54 31.54 31 .54 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31 .95 31.95 31 .95 31.95 31 .95 31 .95 31 .95 31 .95 31 .95 31.95 3 1 .95 31 .95 31 .95 31.95 31 .95 31.95 31 .95 31 .95 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/23/00 05 :12:08 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 24 Detailed Report for Pipe : P -30 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Dema nd <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node To Node Check V alve Length Initial Condition Summary Status J-22 R-1 No 65.00 ft Open Diameter Material Roughness M inor Loss 2 3 in Ductile Iron 130 .0 0 .00 C a lc ula t ed Results Summary Time Status Co nstituent (mg/I) F low (gpm) 0 .00 hr 1 .00 h r 2 .00 hr 3 .00 hr 4.00 hr 5 .00 hr 6 .00 hr Open Open Open Open Open Open Open 7 .00 h r Open 8 .00 hr Open 9 .00 hr Open 10.00 h r Open 11 .00 hr Open 12.00hr Open 13 .00 hr Open 14.00 hr Open 15.00 hr Open 16.00 hr Open 17.00 hr Open 18.00 hr Open 19.00 hr Open 20.00 hr Open 21 .00 hr Open 22.00 hr Open 23 .00 hr Open 24 .00 hr Open 0.0 -4 ,044.41 0 .0 -4 ,044.41 0.0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0.0 -4,044.41 0.0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0.0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0 .0 -4 ,044.41 0 .0 -4,044.41 0 .0 -4,044.41 0 .0 -4 ,044.41 Project Title : Castlegate 24 inch fina l c:\haestad\wtrc\cgcff12.wcd Velocity From To (ft/s) Grade Grade (ft) (ft) 3 .12 492 .51 492 .60 3.12 492.51 492 .60 3 .12 492.51 492 .60 3 .12 492.51 492 .60 3 .12 492 .51 492 .60 3 .12 492.51 492 .60 3.12 492 .51 492.60 3 .12 492.51 492.60 3 .12 492 .51 492.60 3 .12 492 .51 492 .60 3 .12 492.51 492.60 3 .12 492 .51 492.60 3 .12 492.51 492.60 3 .12 492.51 492 .60 3 .12 492 .51 492.60 3 .12 492 .51 492 .60 3 .12 492 .51 492 .60 3 .12 492.51 492 .60 3 .12 492 .51 492 .60 3 .12 492 .51 492 .60 3 .12 492 .51 492 .60 3 .12 492.51 492.60 3 .12 492 .51 492.60 3 .12 492 .51 492 .60 3 .12 492 .51 492 .60 Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .09 0 .00 0 .09 0 .00 0 .0 9 0 .00 0 .09 0 .00 0 .09 0 .00 0 .09 0 .0 0 0 .09 0.00 0 .09 0 .00 0 .09 0 .00 0.09 0.00 0 .09 0.00 0 .09 0 .00 0 .09 0 .00 0 .09 0 .00 0 .09 0 .00 0 .09 0.00 0 .09 0 .00 0 .09 0 .00 0 .09 0.00 0 .09 0 .00 0 .0 9 0 .00 0.09 0 .00 0 .09 0 .00 0 .09 0.00 0.09 0 .00 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0.09 0 .09 0 .09 0.09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .0 9 0 .09 0 .09 0.09 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10123100 05 :12 :08 PM © Haestad Methods , Inc . 37 B rookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 25 SCENARIO 2E Node Elevation De m and Demand Labe l (ft) Type (gpm ) J-1 276.00 Dem and 0 .00 J-2 272.00 Dem and 0 .00 J-3 270.00 Demand 19 .00 J-4 272 .00 De m and 174 .00 J-5 300 .00 Demand 120.00 J-6 322 .00 De m and 0 .00 J-8 300 .00 Demand 0 .00 J-9 301 .00 Demand 0 .00 J-10 288 .00 Dem and 1,534 .0 0 J-11 287 .00 Dem and 126.00 J-12 320 .00 Dem and 29 .70 J-13 293.00 Dem and 0 .00 J-14 329 .00 De m and 59.50 J-15 320.00 Dem and 0 .00 J-16 332.00 Dema nd 0 .00 J-17 300 .0 0 Dem and 0 .00 J-18 310 .00 De ma nd 38.30 J-19 336 .00 Dem and 133 .00 J-20 311.00 Dem and 15.00 J-22 326 .00 Dem and 0 .00 Project Title : Castlega te 24 Inch fi nal c :\hae sta d\wtrc\cgcff 1 o . we d Extended Period Analysis : 0 .0 hr I 24 .0 hr Junction Report Demand Calculated Hydraulic Pressure Patte rn Dem a nd Grade (psi) (gp m ) (ft) Fixed 0 .0 0 454.14 77 .03 Fixed 0 .00 464 .00 83.03 Fixed 19.0 0 465 .08 84 .36 Fixed 174.00 468.78 85 .09 Fixed 120.00 477.14 76.60 Fixed 0 .00 480.82 68.68 Fixed 0 .00 454.80 66.94 Fixed 0 .00 456 .36 67.18 Fixed 1,534 .00 451 .93 70.89 Fixed 126.0 0 454.08 72 .25 Fixed 29 .7 0 455.82 58 .73 Fixed 0 .00 453 .50 69.41 Fixed 59 .50 454.78 54 .39 Fixed 0 .0 0 454.78 58 .28 Fixed 0 .0 0 455.30 53 .32 Fixed 0 .00 453 .56 66.40 Fixed 38 .3 0 453 .87 62 .21 Fixed 133.00 454 .29 51 .15 Fixed 15.0 0 453.87 61 .78 Fixed 0 .00 504.23 77.07 Project Engi neer: W ill iam R. Cull en W aterCAD v1 .0 [0 34] 10/22/00 10 :47 :54 AM © Ha est ad Methods, In c . 37 B roo kside Ro ad Wa te rbury, CT 06708 USA (20 3) 755-1666 Page 1 of 1 SCENARIO 2F Nod e Elevation De mand Deman d Labe l (ft) T ype (gpm) J-1 276 .00 De m and 0.00 J-2 272 .00 De m and 0.00 J-3 270 .00 De m and 19.00 J-4 272 .00 De m and 174.00 J-5 300 .00 Dem and 120 .00 J-6 322.00 Demand 0 .00 J-8 300 .00 Dem and 0 .00 J-9 301 .00 Demand 0 .00 J-1 0 288.00 Demand 34 .10 J-11 287.00 De m and 1 ,626 .00 J-12 320.00 Dem and 29.70 J-13 293.00 Demand 0 .0 0 J -14 329 .00 Demand 59 .50 J-15 320 .00 Dem and 0 .00 J-16 332 .00 De m and 0 .00 J-17 300.00 Dem and 0 .00 J-18 310.00 Dem and 38 .30 J -19 336 .0 0 De m and 133.00 J-20 311 .00 De m and 15.00 J-22 326 .00 De m and 0 .00 Proj ect Title : Cast leg at e 24 inch fina l c :\h aestad\wtrc\cgcff11 .wcd Extended Period Analysis: 0 .0 hr I 24.0 hr Junction Report De m and Calcu lated Hydrau li c Pressure Pattern Dema nd Grade (psi) (gpm) (ft) Fixed 0.00 454.14 77 .03 Fixed 0 .0 0 464.00 83 .03 Fixed 19 .00 465.0 8 84 .36 Fixed 174.00 468.78 85.09 Fixed 120.0 0 477.14 76.60 Fixed 0 .00 480.82 68.68 Fixed 0 .0 0 455.41 67 .20 Fixed 0 .0 0 456 .36 67.18 Fixed 34.10 453.89 71 .74 Fixed 1,626.0 0 452.74 71 .67 Fixed 29.7 0 456 .02 58 .82 Fixed 0 .00 454 .69 69.92 Fixed 59 .50 455 .38 54.65 Fixe d 0 .0 0 455.38 58 .54 Fixed 0 .00 455.70 53.49 Fixed 0 .00 454.72 66.90 Fixed 38 .30 454.84 62.63 Fixed 133.00 455.06 51.48 Fixed 15 .00 454.84 62.20 Fixed 0.0 0 504 .23 77 .07 Project Engi nee r: W illiam R . C ull en WaterCAD v 1 .0 (034) 10 12 2100 10:49 :14 AM © Hae stad Methods , Inc. 37 B ro okside Road W aterbury, CT 06708 USA (20 3) 755-1666 Page 1 of 1 SCENARI02G Node Elevation Demand Demand Label (ft) Type (gpm) J-1 276.00 Demand 0 .00 J-2 272 .00 Demand 0.00 J-3 270 .00 Demand 19 .00 J-4 272.00 Demand 174.00 J-5 300.00 Demand 120.00 J-6 322.00 Demand 0 .00 J-8 300 .00 Demand 0.00 J-9 301 .00 Demand 0.00 J-10 288.00 Demand 34 .10 J-11 287.00 Demand 126.00 J-12 320.00 Demand 29.70 J-13 293.00 Demand 0 .00 J -14 329 .00 Demand 59.50 J-15 320.00 Demand 0.00 J-16 332.00 Demand 0 .00 J -17 300.00 Demand 0 .00 J-18 310.00 Demand 38 .30 J-19 336.00 Demand 133.00 J-20 311 .00 Demand 1,515 .00 J-22 326.00 Demand 0 .00 Project Title : Castlegate 24 Inch final c:\haestad\wtrc\cgcff20 .wcd Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0.00 454.14 77.03 Fixed 0.00 464.00 83 .03 Fixed 19.00 465.08 84 .36 Fixed 174.00 468.78 85 .09 Fixed 120.00 477.14 76 .60 Fixed 0.00 480.82 68.68 Fixed 0 .00 454 .27 66.71 Fixed 0 .00 456.36 67.18 Fixed 34.10 454.20 71 .87 Fixed 126.00 455.17 72 .72 Fixed 29.70 455.42 58 .56 Fixed 0 .00 453.67 69.48 Fixed 59 .50 453.73 53 .94 Fixed 0 .00 453.55 57 .75 Fixed 0 .00 454.49 52.97 Fixed 0 .00 452.88 66.11 F ixe d 38.30 448 .60 59.93 F ixed 133.00 451.47 49.93 F ixed 1,515.00 445 .12 58 .00 Fixed 0 .00 504.23 77 .07 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/22/00 10:52:03 AM C> Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7 55-1666 Page 1 of 1 _L_J_A_E~n~g~in~e_e_r_in~g:;...&~S_u_r_v_e~y~i_n~g_,_i_n_c_.~~~~~~~~~~~~~~~~--~~ 2929 Briarpark Drive Suite 500 Hou ston , Texas 77042-3703 December 22, 1998 Phone 713 .953 .5200 Fax 713.953.5026 www.ljaengineering .com Veronica J.B. Morgan, P.E. City of College Station 1101 Texas Avenue College Station, Texas 77842 Re: Preliminary Sizing of Waterlines for Crowley Tract Dear Ms. Morgan : We are submitting the attached information for your review and comment on the methodology used in sizing of the proposed major distribution waterline through the Crowley Tract. Attached you will find our design guidelines, model output, and exhibit of node and link locations. Once you have reviewed and commented we will formally submit an oversize participation request for the waterline along proposed State Highway 40. If you have any questions or need additional information please do not hesitate to call me at (713) 953-5232. Sincerely, t)J/L7--b- Wallace E. Trochesset, P. E. Project Manager File: 4591-0002 c: Mr. Tim Crowley 0 IARCHIVEI LAND\4591145910000\0VERSIZE.H20 / •• -· . -·-·-----··- Page 1 Mon Dec 21 11:18:46 1998 ****************************************************************** * EPANET * * * * Hydraulic and Water Quality Analysis for Pipe Networks Version l.la * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assumtions 207' elevated storage, CITY LINE SAME H.G.L. , NO MINOR LOS Input Data File ................... c_sta_f4.inp Output Report File ............... . Verification File ................ . Hydraulics File .................. . Map File ......................... . Number of Pipes ................... 22 Number of Nodes ................... 19 Number of Tanks ................... 2 Number of Pumps ................... 0 Number of Valves .................. 0 Headloss Formula .................. Hazen-Williams Hydraulic Timestep ................ 1.00 hrs Hydraulic Accuracy ................ 0.005000 Maximum Trials .................... 20 Quality Analysis .................. None Specific Gravity .................. 1.00 Kinematic Viscosity ............... 1.lOe-005 sq ft/sec Chemical Diffusivity .............. 1.30e-008 sq ft/sec Total Duration .................... 0.00 hrs Reporting Criteria: All Nodes All Links Node Results: ------------------------------------------------------------------- Node Elev. ft Demand gpm Grade Pressure ft psi ------------------------------------------------------------------- 2 270.00 0.00 534.88 114. 77 3 270.00 70.50 531. 99 113.52 4 272. 00 1329.00 522 .76 108.65 5 285.00 0.00 522.76 103.02 6 300.00 459.00 522 .89 96.58 7 321.00 0.00 527.23 89.36 8 274.00 (!.74. so""· 512.20 103.21 9 301.00 100 .50 510.60 90.82 10 320.00 187.50 503.49 79.51 11 332.00 84.00 497 .04 71.51 12 324.00 163.50 491. 44 72.55 1-3 ·-3?9,.;,0.0 -· ---168. oo ... :4 9.3 ; 00 . __ :11 •. 0.6 . 14 301.00 137.00 499.52 86.02 15 300 .00 96.00 494.09 84.10 . ···-· .•. "%·~---. Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results: (continued) Node 16 17 18 1 19 Elev. ft 337.00 310.00 311. 00 535.00 535.00 Link Results: Demand gpm 1356. Qd_~ 301.50 __o . 00 -4141. 02 :-1185. 98 Grade Pressure ft psi 485.71 488.25 488.25 535.00 535.00 64.43 77.23 76.80 0 .00 0.00 Reservoir Reservoir ---------------------------------------------------------------- Start End Diameter Flow Velocity Headloss Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 1 7 16.00 3499.67 5.58 7.40 2 2 3 12.00 1827.34 5.18 9.02 3 3 4 12.00 1756.84 4.98 8 .39 4 4 5 8.00 0.00 0.00 0.00 5 4 6 8.00 -46.34 0.30 0.07 6 7 9 16.00 2994.33 4.78 5.54 7 4 8 8.00 474.17 3.03 5.36 8 8 9 8.00 199.67 1.27 1.08 9 9 10 12.00 1482.65 4.21 6.13 10 10 11 12.00 1295.15 3.67 4. 77 11 11 12 12.00 1211.15 3.44 4.22 12 12 13 8.00 -309.89 1. 98 2.44 13 13 14 8.00 -477.89 3.05 5.44 14 14 15 12 .00 995 .95 2.83 2.94 15 15 17 12.00 899.95 2.55 2.43 16 12 16 12.00 1357.55 3.85 5.21 17 16 17 12.00 -598.45 1.70 1.14 18 17 18 8.00 0.00 0 .00 0.00 19 9 14 12.00 1610.85 4.57 7.15 20 6 7 8.00 -505.34 3.23 6.03 21 1 2 24 .00 645.98 0. 46 0 .05 22 19 2 24.00 1181. 35 0.84 0 .1 4 .•. : .. ~····· -,J . CV Page 1 Mon Dec 21 11:18:31 1998 ****************************************************************** * * * * EPANET Hydraulic and Water Quality Analysis for Pipe Networks Version 1.la * * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assumtions 207' elevated storage, CITY LINE SAME H .G.L. , NO MINOR LOS Input Data File ................... c_sta_f2.inp Output Report File ............... . Verification File ................ . Hydraulics File .................. . Map File ....................... ·.·. Number of Pipes ................... 22 Number of Nodes ................... 19 Number of Tanks ................... 2 Number of Pumps ................... 0 Number of Valves .................. 0 Headless Formula .................. Hazen-Williams Hydraulic Timestep ................ 1.00 hrs Hydraulic Accuracy ................ 0 .005000 Maximum Trials .................... 20 Quality Analysis .................. None Specific Gravity .................. 1.00 Kinematic Viscosity ............... l .lOe-005 sq ft/sec Chemical Diffusivity .............. l.30e-008 sq ft/sec Total Duration .................... 0.00 hrs Reporting Criteria: All Nodes All Links Node Results: ------------------------------------------------------------------- Node 2 3 4 5 6 7 8 9 10 11 12 -. .......,,.,._........,-~--13 . . .. ~. 14 15 Elev. ft 270.00 270.00 272. 00 285.00 300 .00 321. 00 274.00 301.00 320.00 332.00 324.00 329.00 . 301.00 300.00 --·-· -· . Demand gpm 0.00 70.50 1329.00 0.00 459.00 0.00 lfu4 .1"o 100.50 187.50 84.00 163.50 ---168.00 - 137.00 96.00 ·-·- Grade Pressure ft psi 534.84 114. 76 531 .22 113 .19 519.53 107.25 519.53 101. 62 521.35 95.91 528.19 89. 77 488.18 92 .80 515.24 92.83 513 .07 83.66 511. 55 77.80 510.42 80.78 ... ---5 .l-<L 4 9 . 78.64 512.12 91. 48 510.88 91.37 .. Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results: (continued) ------------------------------------------------------------------- Node Elev. ft Demand gpm Grade Pressure ft psi ------------------------------------------------------------------- 16 337 .00 456.00 509.81 74.88 17 310 .00 301 .50 509 .84 86.59 18 311. 00 0.00 509.84 86.16 1 535.00 -3992.94 535 .00 0.00 Reservoir 19 535.00 -1334.06 535.00 0.00 Reservoir Link Results: ---------------------------------------------------------------- Start End Diameter Flow Velocity Headless Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 1 7 16.00 3260 .53 5.20 6 .49 2 2 3 12.00 2066.47 5 .86 11.33 3 3 4 12.00 1995.97 5.66 10.63 4 4 5 8.00 0.00 0.00 0.00 5 4 6 8.00 -186 .95 1.19 0.96 6 7 9 16.00 2614.58 4 .17 4.31 7 4 8 8.00 853.92 5.45 15.91 8 8 9 8.00 -920.58 5.88 18.29 9 9 10 12.00 781 .08 2.22 1. 87 10 10 11 12.00 593.58 1. 68 1.13 11 11 12 12.00 509.58 1.45 0.85 12 12 13 8.00 -57.96 0.37 0.11 13 13 14 8.00 -225.96 1. 44 1.36 14 14 15 12 .00 449.46 1.28 0.67 15 15 17 12.00 353.46 1. 00 0.43 16 12 16 12.00 404.04 1.15 0.55 17 16 17 12 .00 -51.96 0.15 0.01 18 17 18 8.00 0.00 0.00 0.00 19 9 14 12.00 812.42 2.30 2.01 20 6 7 8.00 -645.95 4.12 9.50 21 1 2 24 .00 730.46 0.52 0.06 22 19 2 24.00 1336.01 0 .95 0.17 CV -··· , -· ---..... Page 1 Mon Dec 21 11:18:30 1998 ****************************************************************** * * * * EPANET Hydraulic and Water Quality Analysis for Pipe Networks Version l.la * * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assumtions 207' elevated storage, CITY LINE SAME H.G.L. , NO MINOR LOS Input Data File ................... c_sta_fl.inp Output Report File ............... . Verification File ................ . Hydraulics File .................. . Map File ......................... . Number of Pipes ................... 22 Number of Nodes ................... 19 Number of Tanks ................... 2 Number of Pumps ................... 0 Number of Valves .................. 0 Headloss Formula .................. Hazen-Williams Hydraulic Timestep ................ 1.00 hrs Hydraulic Accuracy ................ 0.005000 Maximum Trials .................... 20 Quality Analysis .................. None Specific Gravity .................. 1.00 Kinematic Viscosity ............... l.lOe-005 sq ft/sec Chemical Diffusivity .............. l.30e-008 sq ft/sec Total Duration .................... 0.00 hrs Reporting Criteria: All Nodes All Links Node Results: ------------------------------------------------------------------- Node Elev. ft Demand gpm Grade Pressure ft psi ------------------------------------------------------------------- 2 270.00 0.00 534.53 114.62 3 270.00 70.50 523.60 109.89 4 272. 00 4829.00 487.33 93.30 5 285.00 0.00 487.33 87.67 6 300.00 459.00 507.31 89.83 7 321.00 0.00 526.92 89.22 8 274.00 274.50 497.52 96.85 9 301.00 100.50 515.58 92.98 10 320.00 187.50 513.41 83.81 11 332.00 84.00 511.89 77 .95 12 324.00 163.50 510.76 80.92 . -.·-·-·----13 -. 32-9 -.-0.0 . --158-. 00 510.83 78 ·-79 . 14 301.00 137.00 512.46 91.63 15 300.00 96.00 511. 21 91.52 ·--·-...,..-·.·-- ·----·-····------··-..... _.;..,...;,.. ..... -.~--··. ·--·-·-·.--·. Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results: (continued) Node 16 17 18 1 19 Elev . ft 337.00 310.00 311. 00 535.00 535.00 Link Results: Demand gpm 456 .00 301.50 0 .00 -4907 .79 -2419.21 Grade Pressure ft psi 510 .15 75 .03 510.18 86.74 510.18 86 .30 535 .00 0 .00 .Reservoir 535 .00 0.00 Reservoir ---------------------------------------------------------------- Start End Diameter Flow Velocity Headloss Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 1 7 16.00 3575 .40 5 . 71 7.70 2 2 3 12.00 3751.60 10.64 34 .15 3 3 4 12.00 3681 .10 10 .44 32 .97 4 4 5 8 .00 0.00 0 .00 0.00 5 4 6 8.00 -682.59 4.36 10 .52 6 7 9 16 .00 2433 .81 3 .88 3.78 7 4 8 8.00 -465 .31 2 .97 5 .17 8 8 9 8 .00 -739.81 4 . 72 12.20 9 9 10 12.00 781 .08 2 .22 1. 87 10 10 11 12.00 593 .58 1. 68 1.13 11 11 12 12.00 509.58 1.45 0 .85 12 12 13 8.00 -57.96 0.37 0.11 13 13 14 8.00 -225 .96 1. 44 1.36 14 14 15 12.00 449 .46 1.28 0.67 15 15 17 12.00 353.46 1. 00 0.43 16 12 16 12.00 404 .04 1.15 0.55 17 16 17 12.00 -51.96 0 .15 0.01 18 17 18 8 .00 0.00 0.00 0 .00 19 9 14 12.00 812 .42 2.30 2 .01 20 6 7 8.00 -1141 .59 7 .29 27.23 21 1 2 24.00 1326.13 0 .94 0.17 22 19 2 24.00 2425 .47 1. 72 0.52 ... _ --~~.-:- CV ... ·-' Page 1 Mon Dec 21 11:18:28 1998 ****************************************************************** * * * * EPANET Hydraulic and Water Quality Analysis for Pipe Networks Version l.la * * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assumtions 207' elevated storage, CITY LINE SAME H.G .L. , NO MINOR LOS Input Data File ................... c_sta_dl.inp Output Report File ............... . Verification File ................ . Hydraulics File .................. . Map File ......................... . Number of Pipes ................... 22 Number of Nodes ................... 19 Number of Tanks ................... 2 Number of Pumps ................... 0 Number of Valves .................. 0 Headless Formula .................. Hazen-Williams Hydraulic Timestep ................ 1 .00 hrs Hydraulic Accuracy ................ 0.005000 Maximum Trials .................... 20 Quality Analysis .................. None Specific Gravity .................. 1 .00 Kinematic Viscosity ............... l.lOe-005 sq ft/sec Chemical Diffusivity .............. 1 .30e-008 sq ft/sec Total Duration .................... 0 .00 hrs Reporting Criteria: All Nodes All Links Node Results : ------------------------------------------------------------------- Elev. Demand Grade Pressure Node ft gpm ft psi ------------------------------------------------------------------- 2 270.00 0 .00 534.91 114 .79 3 270.00 70.50 532 .87 113 .90 4 272. 00 1329.00 526.44 110. 25 5 285.00 0.00 526.44 104.62 6 300.00 459.00 526. 71 98 .24 7 321.00 0.00 531. 39 91.16 8 274.00 274.50 524 .63 108.60 9 301.00 100.50 525.00 97 .06 10 320.00 187.50 522.83 87.89 11 332.00 84 .00 521. 31 82.03 12 324.00 163 .50 520.18 85.00 13 329 .00 168 .-00 --520 .25 .. 82.87 14 301.00 137.00 521. 88 95.71 15 300.00 96.00 520 .63 95.60 Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results: (continued) Node 16 17 18 1 19 Elev. ft 337 .00 310.00 311.00 535.00 535.00 Link Results : Demand gpm 456.00 301.50 0.00 -2847.50 -979.50 Grade Pressure ft psi 519.57 79.11 519.60 90.82 519 .60 90.39 535.00 0.00 Reservoir 535.00 0.00 Reservoir ---------------------------------------------------------------- Start End Diameter Flow Velocity Headloss Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 1 7 16.00 2311. 66 3 .69 3.43 2 2 3 12 .00 1515.34 4 .30 6.38 3 3 4 12.00 1444 .84 4 .10 5.84 4 4 5 8 .00 0 .00 0 .00 0.00 5 4 6 8.00 -67.20 0.43 0.14 6 7 9 16.00 1785 .46 2 .85 2 .13 7 4 8 8.00 183 .04 1.17 0.92 8 8 9 8 .00 -91. 46 0 .58 0 .26 9 9 10 12.00 781 .08 2.22 1. 87 10 10 11 12.00 593.58 1. 68 1.13 11 11 12 12 .00 509 .58 1.45 0 .85 12 12 13 8.00 -57.96 0 .37 0 .11 13 13 14 8 .00 -225.96 1. 44 1.36 14 14 15 12.00 449 .46 1.28 0.67 15 15 17 12.00 353.46 1. 00 0 .43 16 12 16 12.00 404.04 1.15 0.55 17 16 17 12.00 -51.96 0.15 0 .01 18 17 18 8.00 0 .00 0 .00 0.00 19 9 14 12.00 812 .42 2.30 2 .01 20 6 7 8.00 -526 .20 3 .36 6.50 21 1 2 24 .00 535.65 0.38 0.03 22 19 2 24.00 979.69 0.69 0 .10 CV l Page 1 Mon Dec 21 11:10:28 1998 ****************************************************************** * EPANET * * * * Hydraulic and Water Quality Analysis for Pipe Networks Version 1. la * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assumtions 207' elevated storage, CITY LINE SAME H.G.L. , NO MINOR LOS Input Data File ................... c_sta_f3 .inp Output Report File ............... . Verification File ................ . Hydraulics File .................. . Map File ......................... . Number of Pipes ................... 22 Number of Nodes ................... 19 Number of Tanks ................... 2 Number of Pumps ................... 0 Number of Valves .................. 0 Headloss Formula .................. Hazen-Williams Hydraulic Timestep ................ 1.00 hrs Hydraulic Accuracy ................ 0.005000 Maximum Trials .................... 20 Quality Analysis .................. None Specific Gravity .................. 1.00 Kinematic Viscosity ............... 1.lOe-005 sq ft/sec Chemical Diffusivity .............. 1.30e-008 sq ft/sec Total Duration .................... 0.00 hrs Reporting Criteria: All Nodes All Links Node Results: ------------------------------------------------------------------- Elev. Demand Grade Pressure Node ft gpm ft psi ------------------------------------------------------------------- 2 270.00 0.00 534.82 114. 75 3 270.00 70.50 530.60 112.92 4 272. 00 1329.00 516.94 106 .13 5 285.00 0.00 516.94 100.50 6 300.00 459.00 516. 71 93.90 7 321.00 0.00 519.49 86.01 8 274.00 274.50 490.35 93.75 9 301.00 100.50 481. 39 78.16 10 320.00 187.50 465.96 63.24 11 332.00 84.00 450.66 51.42 12 324.00 163.50 436.71 48.84 13 ... 329 ; 00 168.00 439.66 47..95 14 301.00 137.00 449.76 64.46 15 300.00 96.00 428.21 55.55 ...... Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results: (continued) Node Elev. ft 16 337 .00 17 310 .00 18 311 .00 1 535 .00 19 535 .00 Link Results : Demand gpm 456.00 3801.50 0.00 -5877. 34 -1449.66 Grade Pressure ft psi 422.05 402.57 402 .57 535 .00 535.00 36 .85 40.11 39 .68 0 .00 0.00 Reservoir Reservoir ---------------------------------------------------------------- Start End Diameter Flow Velocity Headless Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 1 7 16.00 5084.98 8.11 14.77 2 2 3 12 .00 2242.02 6.36 13.18 3 3 4 12 .00 2171. 52 6.16 12 .42 4 4 5 8.00 0 .00 0.00 0.00 5 4 6 8 .00 61.40 0.39 0 .12 6 7 9 16.00 4687.38 7.48 12.70 7 4 8 8 .00 781 .12 4.99 13 .50 8 8 9 8.00 506 .62 3.23 6.06 9 9 10 12.00 2253.64 6 .39 13.30 10 10 11 12.00 2066 .14 5 .86 11.33 11 11 12 12.00 1982.14 5 .62 10.49 12 12 13 8 .00 -437 .16 2.79 4.61 13 13 14 8 .00 -605 .16 3 .86 8 .42 14 14 15 12.00 2097.70 5 .95 11.65 15 15 17 12 .00 2001.70 5.68 10 .68 16 12 16 12.00 2255 .80 6.40 13 .33 17 16 17 12.00 1799.80 5.11 8.78 18 17 18 8.00 0 .00 0 .00 0.00 19 9 14 12.00 2839.86 8 .06 20.40 20 6 7 8.00 -397 .60 2.54 3.87 21 1 2 24.00 792.52 0 .56 0.07 22 19 2 24.00 1449 .50 1.03 0.20 CV Design Guidelines Information provided by the City : * * City elevated storage elevation = 535 H .G .L (Supply by city 207 tank height + NG Elevation 24" City Line (Feed Elevated Storage) Assume same pressure 535 H.G.L. Lines were sized to meet the following conditions : * * 45 P .S .I. minimum pressure in all lines with a demand of domestic only flow (1.5 g .p .m . per Design Unit (D .U.) 3 0 P .S.I. minimum pressure in all lines with a demand of domestic plus fire flow Fire Flow= 1500 g .p .m . for single family or 3500 g.p .m . for multifamily and school The following five cases were analyzed : 1. Domestic only (1.5 g .p.m. per D .U.) (File C_STA_Dl) Lowest pressure in system= 79 .11 P .S.I . @ Node 16 2 . Domestic (1 .5 g .p .m . per D .U. ) + 3500 g.p.m. Fire Flow@ Node 4 (File C_STA_Fl) Lowest pressure in system= 75.03 P .S.I . @ Node 16 3 . Domestic (1.5 g .p .m . per D .U.) + 1500 g .p .m . Fire Flow@ Node 8 (File C_STA_F2) Lowest pressure in system= 74 .88 P .S .I. @ NODE 16 4. Domestic (1 .5 g .p .m . per D .U.) + 3500 g .p.m. Fire Flow@ Node 17 (File C_STA_F3) Lowest pressure in system = 36.85 P .S .I.@ Node 16 5 . Domestic (1.5 g .p .m. per D .U.) + 1500 g.pm. Fire Flow@Node 16 (File C_STA_F4) Lowest pressure in system "'" 64 .43 P.S .1. (i;: ;udc 16 No future demands on Nodes 5, 11 , 15, 18 December , 1998 c :l2020newc.wcd 01fZ7199 09:<48 :36 AM •. ·:·. .. , .. !:. : ··'= Steady State Analysis City of Coll.g• Station I <EI CH-tad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 0 Project Engl..-: City of College Station Wat.CAD v1 .5 (041 a) Page 1 of1 c :~.wcd 01127199 08:50:19AM Contour Plot -Pressure Steady State Analysis Project E~: Clly ot College Station City ol College Station WaterCAO v1 .5 (041 a) 0 H..tad Methods, Inc. 37 Broobide Ra.d Waterbury, CT 06708 USA (203) 756-1666 Page 1 of 1 c :~.wod 011Z7/fle 09:.a:36AM .• (;.>~·· ~ .. . '. ·~)/ . i' .... ' - I ·"'\ Steady State Analysls City of College St.tlon 0 H-tad Methoda, Inc. 37 Brookalde Roed Waterbury, CT 06708 USA (203) 755-1666 0 Project Engl,._; City of College Station WaterCAD v1 .5 [0"41 a) Page 1of1 o :l2020newo.'WOd 01/Z7/99 09:'48 :36 AM ·~ . ''.,)·,· . I Steady State Analysis V.r~· -7 i, v 'f, { City of College Station C Heestad Methods, lno. 37 Brookalde Road Waterbury, CT 06708 USA (203) 755-1666 0 Project Engl..-: City of College Station WaterCAD v1 .5 (0'41 a) Page 1of1 o :~.wcd 01fZ719e 09:"48 :36 AM -··~;t;;: '~ - ·"\ Steady State Analysls City of College Station CH-tad Methods, lno. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 f 'S 1 I 0 Project Engl..-: City of College Station W11terCAO v1 .5 (Q.4111) Page 1of1 'ENGINEERING REVIEW . .-· COMMENTS No. 2 'A/ Castlegate Off-site Waterline (CSC Submittal of 10/10/00) u,,// ~( 1. This submittal determines a base requirement for the Castlegate ~ ~ ~~ Development of a 12" water line . CSC's analysis only considered the water o441«i,.' ... V ~ demand for the area west of propos ¢SH 40 . (:}:1 6 acr~-The determincffion /frt.t;.#· of base requirement should consi de r the tot cfr develo p ment of the 7 3 ~acre 'cl-,-"~ Crowley Tract as per the Master Development Plan approved December -.-~I'--~ ~· 10 , 1998 . In a jo in t meeting in College Stat ion on December 22 , 1998 Tim ~ J~-4 Crowley's Engineer, Wallace Trochesset, P.E. of LJA Engineering presented ~~ ~ an analysis that indicated a 16" water line requirement for the first 4000' starting at the water tower at SH6 and Greens Prairie Road followed by 3400' of 12".This was confirmed by the City's Engineering firm Camp , Dresser, and McKee . Please analyze for the base requirement predicated on the demand associated with total development of the 735 acres as per the approved Master Development plan . "';/~ 2 . Please provide supporting information to justify the unit cost assumpt ions ~ r used in the cost estimates submitted by CSC . ~ ~~""'"' 3 . Because of the large difference between the estimated cost of the base water ·11"' 1'f line and the 24" water line the City will require a publ ic bidding process to be ~11/ !L ~ r. utilized . :,,,,,,_ 4 . Review of the construction Plans and Spec ifications is ongoing . Comments ~~ 'I: :!:,,J. /JI will be forwarded as expeditiously as possible. ? · Reviewed by : Ted Ma_y_o~.,A/,, Date: 10/16/00 Date : To: CC: From: COLLEGE STATION P. O. Box 9960 1101 Texas Avenue Tel: 409 764 3500 Interoffice Memorandum 02/05/99 Lawrence Carter Veronica Morgan, P.E. Bill Riley Wallace Trochesset, P.E. David Scarmardo Tim Crowley Jeff Tondre Colleg e Stat ion , TX 77842 Subject : Crowley Water Line Size This is to confirm the phone conversation of February 4, 1999, wherein you requested a minimum water line size of 24" to be constructed in the future State Highway 40 R.O .W. The Crowley Development is preparing a request for oversize participation for 4000 ' of waterline from 16" to 24" and 3400' of waterline from 12" to 24". Future developments (or the city) will extend this line 8500' to the north to Graham Road. The segment of existing line from Graham Road to Rock Prairie Road will need to be upsiz.ed from a 16" to 24" by the city to close the loop at full capacity (2800'). As indicated in the 2020 water model, pressures should not be a problem in the area, however this line will allow the system to be looped with a more direct route to the Greens Prairie Water Tower. The developer has agreed to dedicate easements within the future S.H. 40 R.O .W . prior to dedication of that R.O.W. Tbis will give the city superior rights to the area which ensures that the line will not need to be moved in the future at city cost. As discussed in our last meeting , we will need to give guidance to the design enginee r on how the connection at the Greens Prairie Water Tower is to be made. Please forward that information as soon as possible . Thanks . Home of Texas A&M University . 7 ?.S .s~ y"" -;)/]l/'f/ C?(/~;#Cl/I~ (Jlflb(!__. 4r':l_ Jr'S-- ~ 1 sa~ '9<'.7~ ~cs\~~w r:Vfo / ~:1CJ#ff x 1v/-eefe 1 Summary Comparison of College Station Subdivision Standards And the Proposed Planned Development District Standards REQUIREMENTS STREETS ROW Pavement Width Speed Limits Parking Curb Type Cul-de-sac Length Cul-de-sac Geometry Sidewalks LANDSCAPE REQUIREMENTS UTILITY EASEMENTS BUILDING LINES COLLEGE STATION Collector: 60/70' Residential : 50' Residential : 50' Collector: 38' Residential: 27' Residential : 27' Collector: Residential : Residential : Collector: Residential: Residential : 6 11 Vertical 600' xx' R Pavement Required One & Both Sides Rear : 10' Side: 7.5' Front: 10' Front: 25' .61Pt:: UAe.. ~.P6 ~rt£6T PDD ST AND ARDS Collector: 70' Neighborhood : 50' Cul-de-sac: 50' Collector: 28'+ 4' shoulders (36') Neighborhood : 24' Cul-de-sac: 24' Collector: 3 5MPH Neighborhood : 20MPH Cul-de-sac : 20MPH Collector: Emergency Only Neighborhood : Parking one side Cul-de-sac : Parking one side 4" Mountable 800'-900' Island Radius : 15' outside R = 48' ROW R=55' 8' Concrete Trails Vegetation Preserves Rear: 10' Side 7 .5' Front : 10' Front : 20' _LJ_A __ E_n~g::....in_e_e_r_i _n:g_& __ s_u_r_v_e~y~i_n~g~,_ln_c __ • _______________________________ ~-~ 2929 Briarpark Drive Suite 500 Houston , Texas 77042-3703 December 22, 1998 Phone 713.953.5200 Fax 713.953.5026 www.ljaeng inee ring .com Veronica J.B. Morgan, P .E. City of College Station 1101 Texas Avenue College Station, Texas 77842 Re : Preliminary Sizing of Waterlines for Crowley Tract Dear Ms. Morgan: We are submitting the attached information for your review and comment on the methodology used in sizing of the proposed major distribution waterline through the Crowley Tract. Attached you will find our design guidelines , model output, and exhibit of node and link locations. Once you have reviewed and commented we will formally submit an oversize participation request for the waterline along proposed State Highway 40. If you have any questions or need additional information please do not hesitate to call me at (713) 953-5232 . Sincerely, oJ£-7---19- Wallace E . Trochesset, P. E . Project Manager File : 4591-0002 c : Mr. Tim Crowley 0 IA RCHI VE\LAND\459 1145910000\0VERSIZE.H20 -· -. ---------· ·-· Page 1 Mon Dec 21 11:18:46 1998 ****************************************************************** * * * * EPANET Hydraulic and Water Quality Analysis for Pipe Networks Version l.la * * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assumtions 207' elevated storage, CITY LINE SAME H.G.L. , NO MINOR LOS Input Data File ................... c_sta_f4.inp Output Report File ............... . Verification File ................ . Hydraulics File .................. . Map File ......................... . Number of Pipes ................... 22 Number of Nodes ................... 19 Number of Tanks ................... 2 Number of Pumps ................... 0 Number of Valves .................. 0 Headloss Formula .................. Hazen-Williams Hydraulic Timestep ................ 1.00 hrs Hydraulic Accuracy ................ 0.005000 Maximum Trials .................... 20 Quality Analysis .................. None Specific Gravity . . . . . . . . . . . . . . . . . . 1 . 00 Kinematic Viscosity ............... 1.lOe-005 sq ft/sec Chemical Diffusivity .............. 1.30e-008 sq ft/sec Total Duration .................... 0.00 hrs Reporting Criteria: All Nodes All Links Node Results : Elev. ft Demand gpm Grade Pressure Node ft psi 2 270.00 0.00 534.88 114 . 77 3 270.00 70.50 531 .99 113.52 4 272. 00 1329.00 522.76 108 .65 5 285.00 0 .00 522.76 103.02 6 300.00 459.00 522.89 96.58 7 321.00 0.00 527.23 89.36 8 274 .00 274.50 512.20 103.21 9 301.00 100.50 510.60 90.82 10 320.00 187.50 503.49 79.51 11 332.00 84.00 497.04 71.51 12 324.00 163.50 491. 44 72.55 13 --3~9 :;:0.0 ---.168. 00-. 49.3.00 . ___ :n __ 0_6 . 14 301.00 137.00 499.52 86.02 15 300.00 96.00 494.09 84.10 ..... .; ~· ... _. __ .. -... ·:··-··-. \ .. Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results: (continued) Node 16 17 18 1 19 Elev. ft 337.00 310.00 311. 00 535.00 535.00 Link Results: Demand gpm ~.0-0::) 301.50 .00 r -4141~ \:::_1185. 98 Grade Pressure ft psi 485.71 488.25 488.25 535.00 535.00 64.43 77 .23 76.80 0.00 0.00 Reservoir Reservoir ---------------------------------------------------------------- Start End Diameter Flow Velocity Headless Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 <...l 7 J 16.00 ~ 499~ 6 7...':> 5.58 7.40 2 2 3 12.00 1827.34 5 .18 9.02 3 3 4 12.00 1756.84 4.98 8.39 4 4 5 8.00 0 .00 0.00 0 .00 5 4 6 8 .00 -46.34 0.30 0.07 .. 6 Q 9-"J" .I( 16. 00 2994 .33) 4.78 5.54 -7 4 8 8.00 474.17 3.03 5.36 8 8 9 8.00 199.67 1.27 1. 08 9 9 10 12 .00 1482 .65 4.21 6 .13 10 10 11 12.00 1295.15 3.67 4.77 11 11 12 12.00 1211.15 3.44 4.22 12 12 13 8.00 -3 09.89 1. 98 2.44 13 13 14 8.00 -477.89 3.05 5.44 14 14 15 12.00 995.95 2.83 2 .94 15 15 17 12.00 899.95 2.55 2.43 16 12 16 12.00 1357.55 3.85 5.21 17 16 17 12.00 -598.45 1. 70 1.14 18 17 18 8.00 0.00 0 .00 0.00 19 9 14 12.00 1610.85 4.57 7.15 20 6 7 8.00 -505.34 3.23 6.03 21 1 2 24.00 645.98 0.46 0.05 22 19 2 24.00 1181. 35 0.84 0.14 CV Page 1 Mon Dec 21 11:18:31 1998 ****************************************************************** * * * * EPANET Hydraulic and Water Quality Analysis for Pipe Networks Version l.la * * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assu.mtions 207' elevated storage , CITY LINE SAME H .G.L. , NO MINOR LOS Input Data File ................... c sta_f2 .inp Output Report File ............... . Verification File ................ . Hydraulics File .................. . Map File .......................... . Number of Pipes ................... 22 Number of Nodes ................... 19 Number of Tanks ................... 2 Number of Pumps ................... 0 Number of Valves .................. 0 Headless Formula .................. Hazen-Williams Hydraulic Timestep ................ 1.00 hrs Hydraulic Accuracy ................ 0.005000 Maximum Trials . . . . . . . . . . . . . . . . . . . . 20 Quality Analysis .................. None Specific Gravity .................. 1.00 Kinematic Viscosity ............... 1 .lOe-005 sq ft/sec Chemical Diffusivity .............. 1.30e-008 sq ft/sec Total Duration .................... 0 .00 hrs Reporting Criteria : All Nodes All Links Node Results : ------------------------------------------------------------------- Elev . Demand Grade Pressure Node ft gpm ft psi ------------------------------------------------------------------- 2 270.00 0.00 534.84 114 .76 3 270 .00 70.50 531.22 113 .19 4 272. 00 1329.00 519.53 107.25 5 285 .00 0.00 519.53 101. 62 6 300 .00 459.00 521.35 95 .91 7 321.00 0.00 528.19 89.77 8 274.00 C1n~ 488.18 92.80 9 301 .00 100.50 515 .24 92.83 10 320.00 187.50 513 .07 83.66 11 332.00 84.00 511. 55 77 .80 12 324.00 163.50 510 .42 80.78 -·....-:·.~-..,. 13 3 29 .0.0 . ---168 .. co -··--51.0 -49 . .78.64 14 301.00 137.00 512.12 91.48 15 300.00 96.00 510.88 91.37 --·-· -. ---- Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results : (continued) Node 16 17 18 1 19 Elev. ft 337.00 310.00 311.00 535 .00 535.00 Link Results: Demand gpm 456.00 301.50 0 ~0.0~ -3992 .94 -1334.06 Grade Pressure ft psi 509 .81 74.88 509.84 86.59 509.84 86.16 535.00 0 .00 Reservoir 535 .00 0 .00 Reservoir ---------------------------------------------------------------- Start End Diameter Flow Velocity Headloss Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 1 7 16.00 3260.53 5 .20 6.49 2 2 3 12.00 2066 .47 5 .86 11. 33 3 3 4 12 .00 1995.97 5.66 10.63 4 4 5 8 .00 0 .00 0 .00 0 .00 5 4 6 8 .00 -186 .95 1.19 0 .96 6 7 9 16 .00 2614 .58 4 .17 4 .31 7 4 8 8.00 853.92 5.45 15 .91 8 8 9 8.00 -920.58 5.88 18.29 9 9 10 12.00 781 .08 2.22 1. 87 10 10 11 12 .00 593.58 1. 68 1.13 11 11 12 12 .00 509 .58 1.45 0 .85 12 12 13 8.00 -57 .96 0.37 0.11 13 13 14 8.00 -225 .96 1.44 1.36 14 14 15 12.00 449.46 1.28 0 .67 15 15 17 12.00 353.46 1. 00 0.43 16 12 16 12 .00 404 .04 1.15 0 .55 17 16 17 12.00 -51.96 0.15 0 .01 18 17 18 8.00 0.00 0 .00 0 .00 19 9 14 12 .00 812 .42 2.30 2 .01 20 6 7 8.00 -645 .95 4 .12 9.50 21 1 2 24 .00 730 .46 0.52 0.06 22 19 2 24 .00 1336 .01 0.95 0.17 ·- -·--~ , ... _ ~-., --; CV ··-·· --·--- Page 1 Mon Dec 21 11:18:30 1998 ****************************************************************** * * * * EPANET Hydraulic and Water Quality Analysis for Pipe Networks Version 1. la * * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assumtions 207' elevated storage, CITY LINE SAME H.G.L . , NO MINOR LOS Input Data File ................... c_sta_fl.inp Output Report File ............... . Verification File ................ . Hydraulics File .................. . Map File ......................... . Number of Pipes ................... 22 Number of Nodes ................... 19 Number of Tanks ................... 2 Number of Pumps ................... 0 Number of Valves .................. 0 Headless Formula .................. Hazen-Williams Hydraulic Timestep ................ 1.00 hrs Hydraulic Accuracy ................ 0.005000 Maximum Trials .................... 20 Quality Analysis .................. None Specific Gravity .................. 1.00 Kinematic Viscosity ............... l.lOe-005 sq ft/sec Chemical Diffusivity .............. l .30e-008 sq ft/sec Total Duration .................... 0.00 hrs Reporting Criteria: All Nodes All Links Node Results : Node 2 3 4 5 6 7 8 9 10 11 12 Elev. ft 270.00 270.00 272. 00 285.00 300.00 321.00 274 .00 301 .00 320.00 332.00 324 .00 -··----·1-3 --32-9 -.-0-0 . 14 301.00 15 300.00 Demand gpm 0.00 70.50 4829.00 0.00 459.00 0.00 274.50 100.50 187.50 84.00 163.50 --158-.. co 137.00 96.00 Grade Pressure ft psi 534.53 114. 62 523.60 109.89 487.33 93.30 487.33 87.67 507.31 89.83 526.92 89.22 497.52 96.85 515.58 92. 98 513.41 83.81 511. 89 77 .95 510.76 80.92 510.83 78 .-79 . 512.46 91.63 511. 21 91 .52 ·-----::-··-- . ·---··--·----------------:.,...:~-·-.-·~--. -·-·-· .... --·, .. Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results: (continued) Node 16 17 18 1 19 Elev. ft 337.00 310.00 311. 00 535.00 535.00 Link Results: Demand gpm 456.00 301.50 0.00 -4907 .79 -2419.21 Grade Pressure ft psi 510.15 75.03 510.18 86.74 510.18 86.30 535.00 0.00 .Reservoir 535.00 0.00 Reservoir ---------------------------------------------------------------- Start End Diameter Flow Velocity Headless Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 1 7 16.00 3575.40 5. 71 7.70 2 2 3 12.00 3751.60 10.64 34.15 3 3 4 12.00 3681.10 10.44 32 .97 4 4 5 8.00 0.00 0.00 0.00 5 4 6 8.00 -682.59 4.36 10.52 6 7 9 16.00 2433.81 3.88 3.78 7 4 8 8.00 -465.31 2.97 5.17 8 8 9 8.00 -739.81 4 .72 12.20 9 9 10 12.00 781.08 2.22 1. 87 10 10 11 12.00 593.58 1. 68 1.13 11 11 12 12 .00 509.58 1. 45 0 .85 12 12 13 8.00 -57.96 0.37 0.11 13 13 14 8.00 -225.96 1.44 1.36 14 14 15 12.00 449.46 1.28 0.67 15 15 17 12.00 353 .46 1. 00 0.43 16 12 16 12.00 404.04 1.15 0.55 17 16 17 12.00 -51.96 0.15 0 .01 18 17 18 8.00 0.00 0.00 0 .00 19 9 14 12.00 812.42 2.30 2.01 20 6 7 8.00 -1141.59 7 .29 27.23 21 1 2 24.00 1326.13 0.94 0.17 22 19 2 24.00 2425.47 1. 72 0.52 ....... --,..-~· CV Page 1 Mon Dec 21 11 :18:28 1998 ****************************************************************** * * * * EPANET Hydraulic and Water Quality Analysis for Pipe Networks Version 1. la * * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assumtions 207' elevated storage, CITY LINE SAME H.G.L. , NO MINOR LOS Input Data File .................. . Output Report File ............... . Verification File ................ . Hydraul i cs File .................. . Map File ......................... . Number of Pipes .................. . Number of Nodes .................. . Number of Tanks Number of Pumps c_sta_dl.inp 22 19 2 0 Number of Valves .................. 0 Headless Formula .................. Hazen-Williams Hydraulic Timestep ................ 1 .00 hrs Hydraulic Accuracy ................ 0.005000 Maximum Trials .................... 20 Quality Analysis .................. None Specific Gravity . . . . . . . . . . . . . . . . . . 1. 00 Kinematic Viscosity ............... l .lOe-005 sq ft/sec Chemical Diffusivity .............. 1.30e-008 sq ft/sec Total Duration .................... 0.00 hrs Reporting Criteria: All Nodes All Links Node Results : ------------------------------------------------------------------- Elev. Demand Grade Pressure Node ft gpm ft psi ------------------------------------------------------------------- 2 270.00 0.00 534 .91 114 . 79 3 270.00 70 .50 532.87 113. 90 4 272. 00 1329.00 526 . 44 110. 25 5 285 .00 0.00 526.44 104.62 6 300.00 459.00 526. 71 98 .24 7 321.00 0.00 531. 39 91.16 8 274.00 274.50 524.63 108 .60 9 301 .00 100.50 525.00 97 .06 10 320.00 187.50 522.83 87.89 11 332.00 84.00 521.31 82.03 12 324.00 163 .50 520 .18 85 .00 13 329 . 00 --168 .-00 --520. 25. -82.87 14 301 .00 137.00 521.88 95. 71 15 300.00 96.00 520.63 95.60 Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results: (continued) Node 16 17 18 1 19 Elev. ft 337.00 310.00 311. 00 535.00 535.00 Link Results: Demand gpm 456 .00 301 .50 0 .00 -2847.50 -979.50 Grade Pressure ft psi 519.57 79 .11 519.60 90 .82 519 .60 90.39 535.00 0 .00 Reservoir 535 .00 0.00 Reservoir ---------------------------------------------------------------- Start End Diameter Flow Velocity Headless Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 1 7 16.00 2311.66 3 .69 3 .43 2 2 3 12 .00 1515.34 4 .30 6.38 3 3 4 12.00 1444.84 4 .10 5.84 4 4 5 8 .00 0.00 0.00 0.00 5 4 6 8.00 -67 .20 0.43 0.14 6 7 9 16.00 1785 .46 2 .85 2 .13 7 4 8 8.00 183.04 1.17 0.92 8 8 9 8.00 -91.46 0.58 0.26 9 9 10 12.00 781.08 2 .22 1. 87 10 10 11 12 .00 593 .58 1. 68 1.13 11 11 12 12.00 509.58 1.45 0.85 12 12 13 8 .00 -57 .96 0.37 0.11 13 13 14 8 .00 -225 .96 1.44 1.36 14 14 15 12.00 449 .46 1.28 0 .67 15 15 17 12.00 353.46 1. 00 0.43 16 12 16 12.00 404.04 1.15 0 .55 17 16 17 12 .00 -51.96 0.15 0.01 18 17 18 8.00 0 .00 0 .00 0.00 19 9 14 12.00 812 .42 2.30 2 .01 20 6 7 8 .00 -526 .20 3.36 6.50 21 1 2 24.00 535 .65 0 .38 0.03 22 19 2 24.00 979.69 0 .69 0 .10 CV ...,. Page 1 Mon Dec 21 11:10:28 1998 ****************************************************************** * * * * EPANET Hydraulic and Water Quality Analysis for Pipe Networks Version l.la * * * * ****************************************************************** COLLEGE STATION WATER DISTRIBUTION ANALYSIS assu.mtions 207' elevated storage, CITY LINE SAME H.G .L. , NO MINOR LOS Input Data File ................... c_sta_f3.inp Output Report File ............... . Verification File ................ . Hydraulics File .................. . Map File ......................... . Number of Pipes ................... 22 Number of Nodes ................... 19 Number of Tanks ................... 2 Number of Pumps ................... 0 Number of Valves .................. 0 Headless Formula .................. Hazen-Williams Hydraulic Timestep ................ 1.00 hrs Hydraulic Accuracy ................ 0.005000 Maximum Trials .................... 20 Quality Analysis .................. None Specific Gravity .................. 1 .00 Kinematic Viscosity ............... l.lOe-005 sq ft/sec Chemical Diffusivity .............. l.30e-008 sq ft/sec Total Duration .................... 0.00 hrs Reporting Criteria: All Nodes All Links Node Results : ------------------------------------------------------------------- Elev. Demand Grade Pressure Node ft gpm ft psi ------------------------------------------------------------------- 2 270.00 0.00 534.82 114.75 3 270.00 70 .50 530.60 112.92 4 272. 00 1329. 00 516.94 106.13 5 285.00 0.00 516.94 100.50 6 300.00 459.00 516. 71 93.90 7 321.00 0.00 519.49 86.01 8 274.00 274.50 490.35 93.75 9 301.00 100.50 481. 39 78.16 10 320 .00 187.50 465.96 63 .24 11 332.00 84.00 450.66 51.42 12 324.00 163.50 436.71 48 .84 13 ... 329. 00 168.00 439.66 47..95 14 301.00 137.00 449.76 64.46 15 300.00 96.00 428.21 55.55 Page 2 COLLEGE STATION WATER DISTRIBUTION ANALYSIS Node Results : (continued) Node 16 17 18 1 19 Elev . ft 337.00 310 .00 311. 00 535.00 535.00 Link Results: Demand gpm 456 .00 3801 .50 0.00 -5877.34 -1449.66 Grade Pressure ft psi 422.05 36.85 402.57 40 .11 402.57 39.68 535.00 0.00 Reservoir 535.00 0.00 Reservoir ---------------------------------------------------------------- Start End Diameter Flow Velocity Headloss Link Node Node in gpm fps /lOOOft ---------------------------------------------------------------- 1 1 7 16.00 5084.98 8.11 14. 77 2 2 3 12.00 2242 .02 6.36 13.18 3 3 4 12.00 2171. 52 6.16 12.42 4 4 5 8.00 0.00 0.00 0.00 5 4 6 8.00 61. 40 0 .39 0.12 6 7 9 16 .00 4687.38 7.48 12 .70 7 4 8 8.00 781.12 4.99 13.50 8 8 9 8.00 506.62 3.23 6 .06 9 9 10 12.00 2253.64 6.39 13.30 10 10 11 12.00 2066.14 5.86 11.33 11 11 12 12.00 1982.14 5.62 10.49 12 12 13 8.00 -437.16 2.79 4.61 13 13 14 8.00 -605.16 3.86 8.42 14 14 15 12.00 2097.70 5.95 11. 65 15 15 17 12.00 2001.70 5.68 10.68 16 12 16 12.00 2255.80 6.40 13.33 17 16 17 12.00 1799.80 5.11 8 .78 18 17 18 8.00 0.00 0.00 0.00 19 9 14 12.00 2839.86 8 .06 20.40 20 6 7 8.00 -397.60 2.54 3.87 21 1 2 24 .00 792.52 0 .56 0.07 22 19 2 24.00 1449.50 1. 03 0.20 CV Design Guidelines Information provided by the City : * * City elevated storage elevation= 535 H.G.L (Supply by city 207 tank height+ NG Elevation 24" City Line (Feed Elevated Storage) Assume same pressure 535 H.G.L. Lines were sized to meet the following conditions : * * 45 P .S.I . minimum pressure in all lines with a demand of domestic onl y flow (1.5 g .p.m. per Design Unit (D .U.) 30 P.S.I . minimum pressure in all lines with a demand of domestic plus fire flow Fire Flow= 1500 g .p.m. for single family or 3500 g .p .m. for multifamily and school The following five cases were analyzed : 1. Domestic only (1.5 g .p .m . per D .U.) (File C_STA_Dl) Lowest pressure in system= 79 .11 P .S.I .@ Node 16 2. Domestic (1.5 g .p .m. per D .U.) + 3500 g .p .m. Fire Flow@Node 4 (File C_STA_Fl) Lowest pressure in system= 75 .03 P .S.I . @Node 16 3 . Domestic (1.5 g .p.m. per D .U.) + 1500 g .p .m . Fire Flow@ Node 8 (File C_STA_F2) Lowest pressure in system= 74 .88 P .S.I . @NODE 16 4. Domestic (1 .5 g .p .m. per D .U.) + 3500 g .p.m . Fire Flow @Node 17 (File C_STA_F3) Lowest pressure in system= 36.85 P .S.I.@ Node 16 5. Domestic (1.5 g .p .m. per D .U.) + 1500 g .pm . Fire Flow@Node 16 (File C_STA_F4) Lowest pressure in system = 64.43 P .:;.~. (0: ;u ~c; 1G No future demands on Nodes 5, 11 , 15, 18 December , 1998 ENGINEERING REVIEW COMMENTS No. 2 Castlegate Off-site Waterline (CSC Submittal of 10/10/00) \0--'2.P~o 1. This submittal determines a base requirement for the Castlegate f?---;-~ Development of a 12" water line. CSC's analysis only considered the water UA..-v~r () demand for the area west of proposed SH 40. (316 acres). The determination 3 ~ ~ of base requirement should consider the total development of the 735 acre ,~ ~~V.~ .. Crowley Tract as per the Master Development Plan approved-December "i)i, 2~ -10,1998. In a joint meeting in College Station on December 22,1998 Tim ~l-1z.1•,, ,_..,,L Crowley's Engineer, Wallace Trochesset , P. E. of LJA Engineering presented ~ ~ an analysis that indicated a 16" water line requirement for the first 4000' e,v;IJ .t:-.J,,~ starting at the water tower at SH6 and Greens Prairie Road followed by 3400' /J1rf~ /u-i.-.> of 12".This was confirmed by the City's Engineering firm Camp, Dresser, and McKee . Please analyze for the base requirement predicated on the demand associated with total development of the 735 acres as per the approved Master Development plan. \ 2 . Please provide supporting information to justify the unit cost assumptions used in the cost estimates submitted by CSC. Because of the large difference between the estimated cost of the base water line and the 24" water line the _fity will require a public bidding process to be utilized . Review of the construction Plans and Specifications is ongoing . Comments will be forwarded as expeditiously as possible . Date : 10/16/00 c s c Octobe r 9. 2000 .·;· ·rf\ Mr. Ted Ma yo. P.E .::::;>' P' , City of College Station P.O. Box 9960 College Stat ion, TX 77842 Re: Eng ine er in g Submittals for th e Propo se d Water Main Servicing Castle Gine Comm unity and Subdivision; College Statio n, Texas Dear Mr. Ma yo: CSC Eng ineerin g & Env iron me ntal Co ns ul tants , In c. (CSC) is pleased to su bmit to the City of Co lle ge Station (City) th e attached engineer in g submitta ls for the above-refere nced deve lopment. T he following docume nts are subm itted for your rev iew a nd co ns iderat io n: • Water Demand and Analys is Report, in cludin g con str uction cost estimates (three copies) Technica l Construction Specificat ions (t hree cop ies) Review Sets of Construction Plans (three copies) The focus of our s ubmittal s is th e water mai n t hat wi ll provide service to the Castle Gate Community . The proposed . watei: ma in will exte nd from the College Stat io n water towe r 001 Greens Pra irie Road in a westerly direct ion for a distance of approx im ately 6,900 lin eal ft a long the propo sed no rt hern boundary of the State Highway 40 right -of-way. 7? Ou r submittal ind icates th a a 12-inch diameter water main wou ld provide adequate ervice to the pro osed Cast le Gate Communit y. Howeve r, we underst a nd through meetings with C ity staff du rin g August a nd September 2000 that the /C it\ require s tha th water ma in be oversized to 24-incJJ diamete r aud th a tbe it wi ll contribut fund s to pay for th co nst ructiQn of the ov e rs ize d 1 i01 e . / The cos t of construc ti ng the 12-in ch water main needed for deve lopment of th e proposed s ubdivision is approximate ly $330 ,440 (Table 2 of Wate r Demand and Analysis Repo1t , hereafter ··Report"). and the corres pcn ding cost for the 24 - inch lin e required by the City is approximate ly $8 12,680 (Tab le 3 of Report). Therefo re , t he cost differe nce associated with the con struc tio n of the oversized I ines is $482,240 ($812,680 -$330.440). The develo per of the subdiv is io n pl ans to construct th e \\ate r main as part of the same effo 1t involved in th e construct io n of the ut iliti es (water and sanita ry sewer for the prop osed subd ivi sion). T he construct io n co st of the water and sa nit an sewe r ut il ities in the s ubdiv is ion are ~ est imated to be a ppro xim ate ! 1 $1,885 500. Thu s the total projec t con struction cost. i.e. the 12-inch water line plus the su division utilities , is approxima tely $2,2 15,940 . Therefore, the "'o ver s ize" constructio n cost associated with the 24- inch water main is approximate ly 21. 7 % of the to tal project co nstructi on cost (S-rn2 ,240 /$2 ,215,940). / CSC appreciates cooperation and ass istance given by City s taff durin g the p lannin g and design pha ses of thi s projec t. Ple ase conta ct e ith e r o f the und e rs igned individual s a 778 -28 10 if you have any questi.o ns or nee mt her in formatio n conc erning thi matt€r. Sincerely, "TY\.~~~· M. Frede ri ck Co nlin , Jr., P.E. Se nio r Engineer Attac hm ents Via Hand Delivery 3'107 Taboo Road Bry<:l' 1 e.<as 77808 1JlR -~ W illi am R. Cu ll e n, Jr., P.E. Se ni o r Enginee r Pr1o ne (979 ) 778-2810 Fax (9 79 ) 778-0820 DESIGN WATER DEMAND REPORT FOR PROPOSED NEW WATER MAIN ALONG STATE HIGHWAY 40 FOR THE CASTLEGATE COMMUNITY COLLEGE STATION, TEXAS Prepared for Greens Prairie Investors , Ltd. 5010 Augusta College Station, Texas 77845 Prepared by CSC Engineering & Environmental Consultants, Inc. 3407 Tabor Road Bryan , Texas 77808 October 2000 csc Water Demand Report for Castlegate Subdivision I. INTRODUCTION /A. General This report presents a description of the proposed water line required to provide water service to the planned Castlegate Subdivision located in the southern portion of College Station ,. Texas. The proposed Castlegate Subdivision will be situated south of the proposed new State Highway 40 alignment and north of the existing Greens Prairie Road at a location approximately 6,000 ft west of the intersection of Greens Prairie Road with State Highway 6. A map illustrating the proposed location of the planned subdivision is presented on Figure 1 (Attachment A). The proposed alignment of the water main will coincide with an approximately 20-ft-wide public utility easement that will be located in the northern portion of the planned State Highway 40 right-of-way . This report has been prepared as part of the general development of the planned subdivision. The limits of the proposed subdivision and the proposed land use patterns within the subdivision are depicted on Figure 2 . As indicated on Figure 2 , the construction of the development will be in several phases, with the planned first phase consisting of the residential area designated as "Single Family Dwellings -3 Bedrooms" (colored light yellow and outlined by a dark boundary line on Figure 2). The proposed water main will be a westerly extension of an existing 24-inch water main located at the College Station water tower which is situated at the intersection of Greens Prairie Road and State Highway 6 in College Station, Texas . This existing 24-inch line will be extended to the northwestern comer of the subdivision along the proposed State Highway 40 and will include two crossings of the proposed State Highway 40 as illustrated on Figure 3. Distribution routing of water from the southern boundary of the State Highway 40 right-of-way to all portions of the planned subdivision is being developed by others. However, the general routing of the water lines within the subdivision that has received preliminary approval by the City of College Station is depicted on Figure 3 . The illustrated pipeline distribution layout depicted on Figure 3 was used to develop anticipated normal water demand flows and maximum fire flows w"thin the subdivision . This report presents the design requirements and calculations used to determine the required size of the proposed water main to support the full development of the proposed subdivision based upon the planned land use patterns. The results of the computations for the following water line parameters were used to s ize the proposed water main: (1) required normal water demand and the maximum fire flow rates ; (2) the initial and residual pressures for the water main and the distribution system under normal and fire flow demand s; and (3) the corresponding velocities in both the water mai~ and the distribution system . The report also discusses the criteria used in the design computations. csc Water Demand Report for Castlegate Subdivision B. Project Description { Proposed Subdivision Development. As previously discussed , the proposed development will entail the construction of a residential subdivision that will encompass a total area of approximately 316 acres. The subdivision is planned to have mixed land uses as illustrated on Figure 2. The major portion of the land will be used as single family dwelling units of 3 and 4 bedroom homes (indicated by light and bright yellow on Figure 2). Some cluster homes are also planned along the proposed Victoria Street extension (indicated by brownish-yellow on Figure 2). Also , a section of duplex housing (depicted in brown on Figure 2) is planned along the southeastern boundary of the site. In addition to the housing units , a 19-acre commercial development is planned for an area situated between Greens Prairie Road and the future State Highway 40 (indicated in red on Figure 2). Although the area of ultimate development is planned to be approximately 3 16 acres, the proposed initial development will only extend over an area of approximately 163 acres and will involve only residential development consisting of three-bedroom residences in the areas depicted in Figure 3 . This first phase of development involves four residential areas that are indicated as Sections 1 through 4 on Figure 3. This planned first phase of development will include approximately 391 dwelling units. 12. Water Lines Required for Development. As previously discussed, the development of the proposed subdivision will include both the water main along the proposed State Highway 40 and the water distribution lines within the subdivision. The water main for the proposed development will consist of approximately 7,000 linear feet of new line that will extend from the existing 24-inch water main located near the water tower at the intersection of State Highway 6 and Greens Prairie Road. The water main will be located within an approximately 20-ft-wide dedicated public utility easement that is situated in the presently planned right-of-way boundary for State Highway 40. The planned easement will share the same northern boundary as the proposed right-of-way as depicted on Figure 3 . Two crossings of the proposed State Highway 40 alignment from the water main are planned to provide connections with the water distribution system within the subdivision . Approximately 11,500 linear feet of water distribution lines will be located within the subdivision. Estimated water line sizes within the subdivision will range from 6 to 12 inches diameter. The planned distribution lines within the subdivision will be looped around the area of the proposed first phase of development as indicated on Figure 3. Development of the remainder of the subdivision in the future will include extension of the presently planned water distribution system and looping of the extended line in the southern area of future development. 2 csc Water Demand Report for Castlegate Subdivision II. WATER LINE A. Design Characteristics for Water Main and Subdivision Water Distribution System /i . Connection to Existing Water Main. As previously mentioned , the water main will be an extension from an existing 24-inch diameter ductile iron pipe water main that currently connects the water tower on the north side of Greens Prairie Road to a Wellborn Water Supply Corporation (WWSC) pump station on the south side of Greens Prairie Road as depicted on Figure 4. The existing water line will have to be tapped on the north side of Greens Prairie Road and a saddle or sleeved "tee" connection installed for the proposed new water main extension. The connection to the existing water main will be made on the north side of Greens Prairie Road since the new sanitary sewer line for the proposed subdivision will be routed on the south side of the road. Although the existing water main is encased for a portion of the crossing of Greens Prairie Road , it is not encased in the area of the proposed connection . Existing record drawings for the water tower piping system indicate that there is only one butterfly valve positioned on the referenced 24-inch diameter line between the water tower and the main line. The valve is located on the west side of the water tower at the junction of the piping connecting the water tower with the 24-inch diameter main line as illustrated on Figure 4. The new connection for the proposed water main to the subdivision will be located within the existing roadway right-of-way immediately south and adjacent to the water tower property as depicted on Figure 4. Consequently, it is apparent that as part of the connection work a "hot-tap" will be required in order to maintain service to the WWSC pump station and any other distribution lines south of the new connection . /i . Routing of Proposed New Water Main. Downstream of the connection with the existing water main , the new water main will extend over a distance of approximately 7,000 ft to the western limits of the proposed subdivision as depicted on Figure 3. The proposed water main will be located within a proposed new dedicated public utility easement of approximately 20 ft in width. The easement will parallel the proposed new northern right-of-way boundary of State Highway 40. The northern boundary of the new easement and the State Highway 40 right-of-way boundary will run concurrent!y for the length of the proposed water line extension. The alignment of the proposed water line will be parallel to the easement/right-of-way boundary and will be located approximately 10 ft "inside" or south of the northern boundary . Valves, either gate valves or butterfly depending upon the size of the new water main , will be located along the new line to permit selective isolation of various sections in the future , as needed . The actual location of these valves has been provided to CS by Mr. Ed Savage of the City of College Stati on Water and Sewer Department. No fire hydrants are planned to be located on the water main along State Hi gtiway 40 . 3 csc Water Demand Report for Castlegate Subdivision r::. Subdivision Water Distribution Line Layout. The water distribution system within the subdivision will be connected to the water main by two "tee" connections at the locations indicated on Figure 3 . The two "tee" connections will consi st of 12-inch diameter lines that will cross the State Highway 40 right-of-way alignment. The "tee " line s will be encased throughout the entire width of the highway right-of-way as required by the Texas Department of Transportation (TxDOT). A gate valve will be located immediately "downstream" of each of the connections to permit isolation of the 12-inch diameter crossing lines from the water main line. As previously stated, the proposed layout of the water distribution lines within the subdivision was determined by others and is depicted on Figure 3. The water distribution lines will range from 6 to 12 inches in diameter and will have fire hydrants at locations specified by the City of College Station code requirements . ~.Water Line Materials. The water main will be constructed of either ductile iron pipe (DIP) or polyvinyl chloride (PVC) pipe depending on the size of line and product availability . The DIP will have thickness Class 52 for pipe diameters up to and including 24 inches. The thickness of the DIP will conform to the current A WW A C 150 standard and will be based on a minimum working pressure of 200 psi with an embedment Class D. We anticipate that pressure Class 350 will be required for DIP sizes up to 12 inche s in diameter and pressure Class 250 for diameters of 16 inches and larger. The "main line" joints will be pu sh-on type joints (A WWA Standard C 111) with mechanical joints at the crossing location s (A WW A Standard C 111 ). All fittings will be ductile iron and will conform to A WWA C 110 . The ductile iron pipe and all DIP fittings will have cement-mortar lined interiors with seal coats in accordance with A WW A CO 14. The exteriors of the DIP will be wrapped with sheets of polyvinyl chloride with a minimum thickness of 8 mils. If polyvinyl chloride (PVC) pipe is used , it will conform to A WW A C900 standard for diameters of 12 inches or less. The wall thickness of the PVC pipe will be based on a working pressure rating of 125 psi at 1000 f (DR-14) and embedment Class B . We anticipate that PVC pipe will conform to SDR26-ASTM 3034 for pipe diameters up to 15 inches and to ASTM 02241 for larger sizes. The PVC pipe shall have elastometric gasketed joints and an integral thickened bell with fittings of ductile iron. All pipe shall meet the requirements of current A WW A C 151 (ANSI A21 .51) standard . j 5. Pipeline Cover and Backfill. The water main line will have a minimum cover of 42 inches (3 .5 ft) for line s izes of 12 inches or less in diameter and a minimum cover of 72 inches (6 ft) for pipe diameters of 16 inches through 36 inches in diameter. The cover will be measured from the top of the pipe to the t o p of roadway grade at the street centerline or the top of curb if a curbed section is present. The pipeline trenches will be backfilled with compacted soils in all landscaped areas not proposed for developm e nt and with cement stabilized material or compacted native soil s in areas of roadway crossings . 4 csc Water Demand Report for Castlegate Subdivision {. Construction Standards. All construction shall meet the current edition of the Standard Specifications for Water and Sanitary Sewer Construction of the City of College Station Engineering Department (April 1985). B. Design Flow Determination for Proposed Water Supply Line The planned uses of water for the proposed subdivision will include normal domestic water uses for the proposed dwelling units plu s minimum fire water demands at the hydrant locations. Calculations of both normal water demand and fire water demands were made for the condition corresponding to the develo }ment of the e ntire subdivision based upon the land use patterns depicted on Figure 2. ? ~~1. Domestic Water Use. The normal domestic water flows were calculated based upon the number and types of dwelling units for tbe full Y. develope subdivision as indicated on Fgure 2, except for the 19-acre commercial area (not part of this development) where demand was based upon the size and anticipated use of the tract for commercial offices. The land use method of computing water flows is outlined as Method 2 (page 5-8) in the draft of the joint Bryan/College Station Design Manual for Streets and Alleys, Storm Drainage, Domestic Water, and Sanitary Sewer (revised 1/29/98), hereinafter referenced as Joint Des ign Manual . /rhe accompanying Table 1 contains the computations fo normal water demand flows . A populati on factor of 2.67 perso ns per dwelling unit (page 4-8 of Joint Design Manual) and an average water flow of I 00 gallons per day (gpd) per capita for residential land use (Table III of Joint Design Manual) were used to compute the normal water demand for the residential areas. The demand for the commercial area was based upon a population factor of 30 persons per acre (page 4-8 of Joint Design Manual) and an average flow of 50 gpd/capita for office land use (Table III of Joint Design Manual). As can be seen from a review of Table 1, the total population computed for the fully developed subdivision is approximately 2,902 people and the corresponding total normal water demand flow was calculated to be approximately 261 , 708 gpd or approximately 183 gallons per minute (gpm) (= 261, 708 gpd * 1 day/24 hours * 1 hour/60 minutes). The maximum daily flow and the maximum or peak hourly flow for domestic water use for the planned sub divi sion were calculated based upon the following relationship s: and Maximum Daily Flow= Average or Normal Daily Flow * 2.4 Peak Hourly Flow = Average Dail y Flow * 2.4 * 1.25, or Peak Hourly Flow = Average Dail y Flow* 3.0 5 csc Water Demand Report for Castlegate Subdivision Substituting the previously calculated value of the Average or Normal Daily Flow, the Maximum Daily F lo w under conditions of "normal demand" can be calcu lated as follows ... Maximum Daily Flow= 183 gpm * 2.4 = 439 gpm and the Peak Hourly Flow under conditions of "normal demand" can be calculated as follows ... Peak Hourly Flow = Maximum Daily Flow * I .25 = 439 gpm * 1.25 = 549 gpm I 2. Irrigation Water Use. Irrigation flow demands are not known at the present time, but are expected to be relatively small and are included in the normal domestic water flows. ? ~r..7 1 3. Fire Flows. We anticipate that the most critical fire flow requirements will occur after the . 1;./Y subdivi s ion is fully developed. The fire flows required for the proposed fully developed subdivision were computed based upon the water line distribution layout illustrated in Figure 5 and the two demand scenarios that are also illustrated in Figure 5 . The aforementioned demand scenarios were based on our analysis of the development and the planned water distribution system as discussed with Mr. John Miese, City of College Station Fire Marshall, in a meeting on September 12, 2000 . The two possible fire flow scenarios for the subdivision involve the following: (1) a fire in the proposed commercial area, which would have the highest required flow rate but is also closest to the existing water tower and thus involves the shortest length of water line to the subdivision; and (2) a fire in the cluster housing area in the southwestern portion of the subdivision at the "end" of Victoria Street which would require lower fire flow rates than the commercial area but which would also involve the longest pipeline distance from the existing water supply source. Each scenario is discussed in greater detail in the following paragraphs. The first scenario would involve the planned future development of the commercial area at the intersection of Greens Prairie Road and the proposed State Highway 40. We anticipate that the commercial area will be utilized for the location of small offices. Commercial areas have a higher presumed fire demand than the residential areas that comprise the remainder of the planned subdivision. Absent any specific information concerning the planned size and type of construction for the proposed buildings in the commercial area, we assumed that the fire flow would be 2,500 gpm (page 4-9 of Joint Design Manual). Although design guidance permits the fire flow to be sp lit between two adjacent hydrants, we conservatively assumed that the fire flow would be routed through a single hydrant. The second scenario would involve a fire in the southwestern comer of the subdivision in the area planned for c lu ster residential unit development at the end of Victoria Street. The presumptive fire flows for sin g le family or duplex re s idential areas is I ,500 gpm (page 4-9 of the Joint Des ign Manual). 6 csc Water Demand Report for Castlegate Subdivision Although design guidance permits the fire flow to be split between two adjacent hydrants, we conservatively assumed that the fire flow would be routed through a single hydrant. We believe that it is possible that a non-looped extension of the presently proposed water line from the residential areas will be con structed in the future to the proposed cluster unit area to permit development (see Figure 5). Hence, although the presumptive fire flow for the cluster residential units involves a lo" er flo w r ::\t t h?in th e commercial area, the distance of distribution system piping and the extension of the single water line to the cluster unit area will involve a significantly longer distance than the length of distribution piping to the commercial area . This longer service distance in conjunction with the required fire demand flow appears to also warrant consideration . The fire water demands for the two described scenarios are expected to be the largest flows required for the development and will determine the sizes of the water supply line to the subdivision and the water distribution lines within the subdivision . 14. Pressures in Existing Lines. Personnel from the Water and Sewer Department of the City of College Station performed a water pressure test at the proposed connection for the transmission line by the water tower (see Figure 4). The results of the test were used to determine both the static and residual pressures in the existing water supply line that would be used in the analysis of the proposed water supply line and are presented in Attachment B. In summary, the water line pressure tests indicated that there was a static pressure of approximately 80 pounds per square inch (psi) in the existing line under static conditions and that the residual pressure dropped to 78 psi under a test flow rate of 1,080 gpm. C. Pipe System Analysis and Flow Characteristics } 1 ~ As permitted by the Draft Design Manual , a water distribution computer model was utilized to ~' determine the pressure and flow requirements for the proposed waterline improvements. The computer model utilize ·s the WaterCAD Pressure Network Analysis Software developed by Haestad Methods (hereinafter WaterCAD). The system modeled in WaterCAD conforms to the previously assumed configurations which are outlined in the previously referenced Figure 5 in Attachment A. Figure 5 depicts the water supply line along State Highway 40 and also depicts the 12-inch diameter lines comprising the distribution system within the subdivision. Approximate pipe distances, elevations, and other information used in the analysis are also present on Figure 5. The residual water pre ssure measured during the referenced pressure test performed at the tank location was used as available line pressure for the analysis . This "supply" pressure was simulated as a reservoir, as recommended by the creators of the model. The pipe network modeling of the new water 7 csc Water Demand Report for Castlegate Subdivision lines was performed to determine flows , velocities , and residual pressures which could be expected for the design fire flow at various locations in the proposed pipe network. A maximum daily flow under "normal " conditions of approximately 439 gpm as previously calculated was also incorporated into the analysis . The fire flows used in the analysis were the 2,500 gpm value in the commercial area and the 1,500 gpm in the cluster residential area as previously discussed. The fire flow was assumed to be present for a three-hour period , and the model was run using an extended period analysis. Other system evaluation criteria were a required minimum 20 psi residual pressure at the hydrant locations and a maximum velocity of 12 feet per second (fps) during fire flow conditions. The analysis was performed for water main pipeline diameters of 12 inches, 18 inches, and 24 inches to determine the minimum diameter that would meet design criteria for the water transmission line to the subdivision. The results of the system analyses using WaterCAD are presented in Attachment C . Presented first in Attachment Care the four pages of the "Analysis Result Report (ARR)." The ARR indicates some of the basic input information , such as the number of pipes and nodes in the network and the demand flows. The ARR also indicates the basic output information , such as flows , pressures, and velocities in various pipe segments. Following the ARR are pipe, junction , and reservoir reports which indicate more detailed input values for these network elements. An examination of the results indicate that the flows, pressures, and velocities for the proposed network under conditions of maximum daily demand and full fire flows in the previously described areas are all within the previously discussed design criteria values for a water main line of 12 inches in diameter . The required combination of normal flows and fire flows of 2,939 gpm in the commercial area and 2,049 gpm in the cluster residential area can be accommodated by the 12-inch diameter water main. In addition , the residual pressures at the hydrant locations under fire flow conditions in the two referenced areas are in the range of 37 psi to 61 psi for fire flow conditions, well above the accepted minimum residual pressure of 20 psi. The system pressures under the "normal" maximum daily flow conditions are in the range of 71 psi to 91 psi which are more than the desired minimum static pressure of 35 psi. The velocities in all pipes are below the 12 fps maximum for all conditions analyzed. / D. Oversized Water Main Required by City of College Station We understand from conversations with Mr. Dale Schepers, acting manager of the City of College Station Water and Sewer Department, that future water demand in this area will require the installation of a larger water main along the proposed State Highway 40 alignment than the 12-inch water main required for development of the Castlegate Subdivision. As a result, Mr. Schepers has indicated that 8 csc Water Demand Report for Castlegate Subdivision the City wou ld like to cons id er participation for increasing the design size of the water main from 12 to 24 inches . E. Construction Cost Estimates Costs to construct the 12-inch water lin e required for development of the subdivision and costs to construct the oversized lin e required by the City of Co ll ege Stat ion were computed and are shown in Tables 2 and 3 , respectively. A I 0 percent contin gency cost was included in each of the cost estimates. As can be seen from a review of the tables, the cost to con struct the 12-inch water main is estimated to be approximate ly $330,440 and the cost to construct the oversized 24-inch water main is estimated to be approximate ly $812 ,680 . Therefore, the additional cost to construct the overs ized line is approximately $482,240. A lin e item cost comparison for the two water mains is presented in Tab le 4 . F. Conclusions Based upon the previously discussed analysis and design criteria, we believe that the proposed transmis s ion lin e that w ill be extended from the existing 24-inch diameter water lin e at the water tower to the subdivision can consist of 12-inch or larger diameter lin e. The water flows that can be transmitted by the 12-inch diameter line will be in excess of the combined maximum daily "normal " flows for the subdivision plus the anticipated fire fighting demands. In addition , the water system pressures within the s ubdi vision that can be atta in ed with the 12-inch diameter supply lin e were calculated to be in excess of the regulatory required minimums for the system. For example, under "normal " conditions of maximum daily demand the computed water pressures within the distribution system were in excess of the minimum required static pressure of 35 psi. Simi larly, und er a ll of the fire scenarios analyzed , the computed residual pressures were greater than the minimum required residual pressure of 20 psi necessary at the hydrant locations for fire demand. Finally, the velocities in both the water main and water distribution lines were calculated to be less than the maximum permitted ve locity of 12 fps under conditions of maximum flow. However, we understand that the C ity of College Station requires that the new water main be of a larger size to accommodate future growth of the City. Therefore, the new water main wi ll be 24-inch size. The cost differential between construction of the 12-inch lin e and the 24-inch line will be approximately $482 ,240, which the City will pay for as part of the oversized line policy. 9 Table l . Land Use , Population Factors, and Calculated Normal Water Demand for the Fully Developed Subdivision Number of Population Dwelling Units or Factor Per Tract Number ...... A~.'.'.~?.:g~}.~ .. T'.'.?.:.~~.... Unit/Ac DU Acreage SA-1 /Section 1 124 2.67 SB-2 /Section 2 87 2.67 SC /Section 3 48 2.67 SD 36 2.67 6A-1 /Section 4 132 2.67 6B-1 116 2 .67 6C S7 2.67 SF 17 2.67 SG 34 2.67 7A-1 S4 2.67 7B 47 2.67 7C 37 2.67 Duplex 6E-1 8S 2.67 Commercial 4A 19 .00 ac 30 Totals Notes : D U -Dwelling Un its Ac-Acre s GPO -Gallon s Per Day GPM -Gallons Per Minute CAP-Capita No. of People -331 -232 -128 -96 -3S2 -310 -1S2 -4S -91 -144 -12S -99 -227 S70 Average Per Capita Flow GPD/CAP 100 100 100 100 100 100 100 100 100 100 100 100 100 so 2,902 people Normal Use Flow Per Tract ...................................................................................... GPD GPM 33 ,108 -23 23 ,200 -16 12 ,800 -9 9,600 -7 3 S,2 00 -24 3 1,000 -22 lS ,200 -11 4 ,SOO -3 9 , 100 -6 14,400 -10 12 ,S OO -9 9 ,900 -7 22,700 -16 28 ,SOO -20 261,708 gpd 183 gpm r Table 2. Estimate of Construction Costs for Installation of 12 "0 PVC Water Supply Line Along State Highway 40 Ri ght-of-Way from Existin g City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castlegate Subdivision Estimated Extended Item Description of Estimated Unit Cost Cost No. Item Quantity ($/unit) ($) Comment I Mobi li zation/Demobilization 1 EA Lump Sum $5,000 ---- 2 I Construction Payment & Performance Bond 1 EA Lump Sum I $6,000 --,--I 3 f Provide &,]~sta ll Tap and Sadd le Connection 1 EA Lump Sum $5,000 Existing line must stay active during tapping operation. This L of Proposed 12"0 PVC to Ex isting 24"0 item only includes the labor, associated activities, and parts DIP (tapping equipment, saddle, etc .) associated with the connection. The materials (tees and values) required at the --connection point are covered in separate line items. ~I -------------------------------------+---------!----------· -· -··--.. ·-·--·-·-··--·-·--·--···-··---·-······--··-···-~,--·····-·-·--...... -····---------·---·----·------.. - --Wet Bore. l ?"0 ~eneath Duct Bank 30 LF $120/LF $3,600 5 Clearing and Grubbing A long Proposed 1 EA Lump Sum $15 ,000 ~---· . .._ ... ,_._ ........... ---~" Highway 40 ROW for Pipeline Route ----------·--·--- ------r-·--- 6 Provide & Install 12"0 PVC C900 CL 200 DR 6,980 LF $20/LF $139 ,600 Majority of pipeline route will not be in present or proposed 14 Pipe Along Highway 6 Access Road paved area. Therefore, cost ass ume s only a small portion of the line will require structural backfill. Average cover of3.5 ft ( 42 "). City of Co ll ege Station C lass B bedding. -~--J=~----·······--·-----------·----·----·-·--·----·--.. ·------·---·-$1,"40o!EA~.O o<i --· .. -·--·-----·-·---------------·-- 7 I Provide & In stall 12 "0 DIP Gate Valve (Main 5 EA Line) -_ _I 8 i=rovide & In stall 12 "0 PVC 22 .5° Bend 6 EA $400 /EA $2,400 -- 9 I Provide & Install 12 "0 PVC 11.25 Bend 3 EA $400/EA $1 ,200 - Table 2. Continued Estimated Extended Item Description of Estimated Unit Cost Cost No. Item Quantity ($/unit) ($) Comment ---,o ·-r -Provide & Install 2" Air and Vacuum 4 EA $3 ,000/EA $12,000 ·--·---Assembl ~ -... ---11 Provide & Install 12 "0 by 12"0 x 12"0 Tee I 3 EA $400/EA $1 ,200 For crossings of State Highway 40 to Castlegate Subdivision . ... -'12 . r· p~;~id~-& Install 20"0 Steel E ncasement Pipe 800 LF [-$70JL F $56,00Q] For two water line crossings of State Highway 40 ROW. --.. -!-· -·--. -·--·---···-' , .... ' 13 Provide & Install 12 "0 PVC C9Uv CL 200 840 LF $35/LF $29,400 I 1n~tallation sh?ti!d includ e Cascade stab i.lizers or equivalent. DR 14 Pipe 'in Encasement Pipe 1'\cross State Highway 40 ROW -· ·--···--..... .,,. -------1· =---·---r-----------··-· 14 Provide & Install 2"0 Blow-Off Riser 4 EA $400/EA $1,200 Blow-Off and plug for end of 12 "0 water main at crossings. Assembly (Plug) =-1-----·---~--· ---------------,_$1:466/EA"" -------------------------------------· ----- 15 Provide & Install 12 "0 DIP Gate Valve (Tee 3 EA $4,200 Connections) =16 l -c :torination and Testing of Completed Lines I EA Lump Sum I $2,500 -·---, I -----~-l 7 T -F-~ter Fabric Silt Fence I 1,000 LF 2.50/LF I $2 ,500 ---_[" -. I 18 J Stabilization of Construction Exit I EA Lump Sum $1 ,200 =---~_-c -· -19 Reseeding (Broadcast) 4 Acres $1,000/Acre $4 ,000 Summary of Subtotal Costs Subtotal $300,400 Plus + 10% Contingency Contingency $30,040 GRA D TOTAL FOR 12"0 PVC TRANSMISSION $330,440 LI E ALONG STA TE HIGHWAY 40 ROW AND 12"0 PV C CROSSING LINES TO CASTLEGATE SUBDIVISION Table 3. Est im ate of "Oversized Line" Construction Costs for In sta ll ation of 24"0 DIP Water Supp ly Line A long State Highway 40 Right-of-Way from Ex ist in g City of College Station Water Tower at Greens Prairie Road and State Highway 6 and 12"0 PV C Cross in g Lines to Proposed Castlegate Subdivision Item No. 2 3 4 5 6 8 9 Description of Item Mo bi I ization/Demobi I ization ----r Construction Payment & Performance Bond I Provide & Install Co~nection to Existing 24"0 DIP -Tap and Saddle Exi sting 24"0 Pipe and Install New 24"0 DIP Water Transmiss ion Pipe to Castlegate Subdivision I Estimated Quantity I EA I EA I EA Estimated Unit Cost ($/unit) I _ _ _ __ . _ I I I f _ W~t Bore 3_4 "0 Benea!.._h Duct Ban ~ __ -1-3-0 LF _I ~160(._L f.+ I I _ Clearing and Grubbin g A lon g Proposed I I EA _II Lump Sum ·1 Highway 40 ROW for Pipeline Route I . _ ~-~·--·---__ __ L ______ _I _ I Provide & In stall 24 "0 DIP A WWA CISO (ANSI A21.51) Thickness C lass 50 with 8 Mil Poly Wrap Along State Hi g h!y 40 ROW S'Z. I_ . _ . _ I I Provide & Install 24 "0 DIP Butterfly Valve I (Main Line) I ---I I-Provide & Install 24"0 ..e.iC 22.5° Bend I I btP I I-P rovide & In stall 2_:i "~ PVC 11.25 °Bend r l 6,980 LF 6 EA 3 EA $70/LF I $8:?00/EA I I $2,000/EA I I $2 ,000/EA I Extended Cost ($) $12,000 I I $§,ooo I Comment ---------- Table 3. Item No. IO 11 12 14 15 16 17 18 19 Continued Description of Item Provide & In stall 2 " Air and Vacuum Valve Assemb ly Provide & I nstal I 24"0 by 24"0 x 12"0 Tee ul Provide & In stall H '0 Steel Encasement Pipe Provide & In stal l 12 "0 PVC C900 CL 200 DR 14 Pipe in Encasement Pipe Across State Highway 40 ROW Provide & In stall 2"0 End of Line Blow-Off Riser Assemb ly (Plug) Provide & Install 12"0 DIP Gate Valve (Tee Connections) .. C hl orinatio n and testing of compl eted lin es Filter Fabric Silt Fence Stabi li zat ion of Construction Exit ,_ _,_ Reseedin g (Broadcast) -- - Suf!_lmary of Subtotal Costs Plus 10 % Contif!gency ----G RAND TOTAL FOR 24"0 DIP WATER TRANSM I SS I ON LINE ALONG STATE HIGHWAY 40 ROW AND 12"0 PVC CROSS I NG LINES TO CASTLEGATE SUBD I V I SION Estimated Estimated Unit Cost Quantity ($/unit) 4 EA $3 ,500 /EA 3 EA $2 1500/EA 800 LF $70/Lr - 840 LF $35 /LF 4 EA $400/EA 3 EA $1,400/EA - I EA Lump Sum 1,000 LF $2.5 /LF I EA _ . I:un:ip Su..:1 4 .Acres $1,000/Acre Subtotal + Contingency - Extended Cost ($) Comment $14,000 --- $7,500 For crossings of State Highway 40 to Castlegate Subdivision. $56,000 Fo r two water lin e .crossings of State Hig:hwa y 40 ROW . xx $29,400 I ·- $1 ,600 Blow-Off and plug for end of24"0 line and at crossings. $4 ,200 Gate valves for water lin es crossing to subdivision. $2,500 $2,500 $1.JOO . ·~·~--·-- ... $4,000 l========t - $738,800 $73,800 - $812,680 Table 4. Construction Cost Comparison for Installatio n of I 2 "0 PVC a nd 24 " 0 DIP Water Supply Lines Along State Highway 40 Ri g ht-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castlegate Subdivision Item No. 2 3 Description of Item Mobil ization/Demobi I ization ¥•• ---··--· Constructi~n Paymen t & Pe rforma nceJ!.o_!!d Provide & Install Tap a nd Saddle Connection Extended Cost For 12 "0 PVC Water Main ($) Extended Cost For 24 "0 DIP Water Main ($) . ~5.J_Q_09 _ -$~,000 Comment 1---$6_,_,ooo · ··-l,--__;$_1-"-6,o.;_0 __ 0 __ 1--------___ _ ;--------~--~·--------------·------~ $5,000 $30,000 Existing line must stay active during tapping operation. This item only includes the labor, associated activities , a nd parts (tapping equipment, saddle, etc .) associated wi th the connection. The materials (tee s and values) req uired at th e connection oo int a re covered in separate line ite ms . ---1 -----, ----r ------- ___ 4___ Wet Bore B~ne~~[)~ct 8 '!.~.k . -~--------1=-$3,~0_Q_ ~ ·-~4,8_00 _--_-I __ ___ s_ 1_~1~~;~~fo~~;~.~~o~~~~~~-~-~~-1~--~~i:~-~~---J ·----·---------------------------- ---6-l P~ov id ~ & in sta ll Water lin e Along-Hi g h. w-:i;6 r -$139 ,600 $488 ,600 Majority of pipeline route will not be in present o r proposed Access Road . paved a rea. Therefore , cos t assumes on ly a s mall portion of the line will require structural backfill. __ 7 F ~0~• ~ IZ!"n G ~=-~:;:::~~n_e ~f ___ p,ooo --r-~~,50 ~_ -=J --~=-~--~~-~-~-==-~----~ ----- :-=~--=[-:-P,~v·~~&1~s ,.~ 2 2s~~~ _::_ ----~~ )2,49o __ ] ~ $12 .009 =-t =·==--· ------_-~~~--___ =~-_ _----~ ~ -__ -~=- =---~ -~E P ro_vJ ~_§l In s t ~l~ ~!~~~e~-~ . _-_____ --~--j--~-=:$1 ~~0 ~ ~--· =~1 000 -~=l-=--~--:-_--~--~---=----:~~~--~-----~~:~.=-~-~--=-=·-- Table 4 . Item No. Continued Des cription of Item Extended Cost For 12 " 0 PVC Water Main ($) Extended Cost For 24 " 0 PVC Water Main ($) Comment 10 l P::~~1 ~nstali:2" ~" •:d V :u~m 1--$3,000 I-_ $14,~~ --1-~----· ~---= .. . .. ·-. --~ ---··--. -· 11 I Provide & Install Tee Connection I $1,200 I $7,500 I For cross ings of State Highway 40 to Castlegate Subdivis ion. ~~~-... l~=~ L_~i~~l E~~-~~-~~~~Lt i p~ ____ :_ __ ··-··-__ ,, _______ ·~--=+:..=~-$5~,00_Q __________ F-~------~s~~QQ_O _________ f F;;~_tw~-~~t~~ ii!i_~ cr~~~i~i~ ;I_~~teHJg h ~~y-40-~0W~-=~=~- --, 3----' Provide"" & lnstal lW.-at~r-~~e A. ~ross State -.--.. $29,400 ---r---$29,4~ ·-1· In stallati o n shou ld includ e Cascade stab ili ze rs or equivalent. Highway 40 ROW I ...... . . . ------. . ... . ------.......... ... . -----... .... . -.. r .... .. ... . .... ---. . ...... ........ --.. ----.... ----------.... ------------· ---------.. .. ·-14-[P rovide &. -In stall 2"0 Bl ow-Off Ri ser ----,--. $1,200 ,---$ l ,600 ___ lBlow-Off and plug for end of water main and two ~~~~~ing. _ ... ____ __ Assef!l'?_IY __ (f~g)_____ -----------c--------c · ___ _ __ 1 lines at_s_outhern ROW boundar for State _H.i_ hwa 40. __ ----.... t ------- - - --. -----·------------------ 15 .. L Pr_o v.ide a~-~_ln s~a._11 Ga._te _Va.!v~_ (<;;ro:;_sing:;) ____ J ~~,200 .. L.... . $4,200 .. J ........... _ _ -~~t Ch_J£<:i~ti 9~ and te st i~g _o!_cOCT,p_le~_li-;;.,_, :::::::__:__E;~ -= f-_ _:_ $2,500_:::_:=~-=---~-==-==--=---_____ -~-~~ .. -ri l -F ilte rF~br i ~-SiltFenc~ . ·r---· $2,500 .. 1 $2,SOO --.... 1---· - - ----··· ---··· r--- -··· -· · ·· --· r --· ·· ·· 1 1 ... · · - =:_ J ~-~=[--~!a.:t'.tiz~~-~_o'f ~~ns~~ct_i __ ?n _§~~i_-:_-:_~~ __ [-~ ~~~oQ ___ ~~~ _t~-~-$l:~o (-___ 1-~=-· -~--~~---_-__ -_-_----=----:_-___ =~-.. __ _ .... t_? I_ -~~s.ee~ing _(Broa.:~-~as9 . .. . ___ .. . · I $4,000 I $4,000 I . _ .. __ _ __ _ _ . . .... ... . .. __ . __ ... . _. . . . . . . .. . _ ~: .... - ---------c ..... l _________ -------------------------.,,,,. ._.. _________ ------------------------------------------------- Summary of Subtotal Costs $300,400 $738,800 Plus 10% Contingency $30,040 $73,880 G RA O TOTAL $330,440 $812 ,6 80 - ATTACHMENT A F ig ures ATTACHMENT B Water Line Pressure Test Results WATER SUPPLY GRAPH NO.Nus ISO 100 200 200 •OO )00 ")Q i:. 140 I: I= 130 - ~ llQ 110 : 100 I: 90 ::fl- "' -.,90· I tu:hd~~o =M'P&i ~ Q ~o'JP""' ... ... :J?J L-A ~-.:.i,tlsp51 . ~ "' a: ::'TT I ~.'-----.! .. 70 '.Qf; . :::. j .9))) . -=:. I . ~ ~'m,.. -=--72..-Sp~~ I &~~;z~ ' ~ ~ 40 JO lO I: I: t:. I: Ill - t:: 10 .•• 1 .. CHECI{ • 100 SCALE :ioo USEO :0: 4lJD - 100 .1.00 ~ 300 &00 900 1 ~ i l ! I i I ·! I i ! : I I . ; tloo soo LZtQ t~ G~ . 400 100 l"'OO . I I I I I J I I i I j l i ' I \ l. j 400 : 800 ·F •t :!" 0!3_ 500 1000 1500 . - " ... -- ; 500 ~ . . . ·-~- ~- .··•· ' 60() 1200 1aoo ·-- --- . - ,.: .. I~ ~ " ~ u: tJ' . . M2h1 iE ~ f :~ 0 : -u .l::J nr .. -- 100 1•00 1100 . ------ : ... .- .- , .. // ·. ·, .. 700 2!tfu.. F\OW-G.P .M. 100 1&00 1400 OAlt.aG\ /~() 18'( !t()O 1900 1700 llNOf.)(., PRePER~ ±e. .::::: 1.1 , ·, ~ •°" C.· 0:: I . 1..<::, ~\f'i 10<>0 l1lOO )000 l.OCATI~ ~ ~ ~M ~ c .. p. ~'\-e.,'(' -ro~"<' 0\: ~ le, t . I ' . I • . I I I ' I I I I : -1)0 - - 110 110 , : loO 90 -. a(! . 70 - GO -- . 50 . •O : JO : 20 -10 : \ . . ' .. ' ' 800 900 1000 Mf&_ ~ ~ ATTACHMENT C Pipe Network Computer Analysis Results Node Elevation Demand Demand Labe l (ft) Type (gpm ) J-1 320.00 Demand 0.00 J-2 276.00 Demand 0 .00 J-3 298.00 Demand 94 .50 J-4 298.00 Demand 301 .50 J-5 286.00 Demand 0 .00 J-6 294.00 Demand 153.00 J-7 302.00 Demand 0 .00 J-8 308.00 Demand 0 .00 J-9 322 .00 Demand 0 .00 J-10 326 .00 Demand 0 .00 J-11 312.00 Demand 0 .00 J-12 334 .00 Demand 0 .00 J-13 322 .00 Demand 0 .00 J-14 326.00 Demand 0 .00 J-15 306.00 Demand 0 .00 J-16 312 .00 Demand 0.00 Project T itle : Castle Gate Subd ivision c :\haestad\wtrc\cg_no rma.wcd E x tended Period Ana ly s is: 0.0 hr I 3.0 hr Junction Re port Demand Calcu lated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 501 .69 78.57 Fixed 0 .00 499.21 96.52 Fixed 94 .50 498.17 86.56 Fixed 301 .50 497.82 86.41 Fixed 0 .00 497.79 91 .58 Fixed 153.00 497.76 88.11 Fixed 0 .00 497 .80 84.67 Fixed 0.00 497 .81 82 .08 F ixed 0 .0 0 497.85 76.04 Fixed 0 .00 497.85 74.31 Fixed 0 .00 497.87 80 .37 Fixed 0 .00 497.88 70.87 Fixed 0 .00 497.84 76.04 Fixed 0 .00 497.96 74.36 Fixed 0 .00 498.02 83.03 Fixed 0 .00 498.05 80.45 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10/04/00 05 :02 :38 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Link Length Diameter Materia l Label (ft) (in) P-1 121.50 11 PV C P-3 2 ,722.80 11 PVC P-4 1,108.80 11 PV C P-5 1 ,141 .60 11 PV C P-6 1, 107.40 11 PVC P-7 745.80 11 PVC P-8 1,762.20 11 PVC P-9 872 .50 11 PVC P-10 1,898.90 11 PV C P-11 190.90 11 PVC P-12 847.40 11 PVC P-13 665.90 11 PVC P-14 1,066 .60 11 PVC P-15 982 .60 11 PV C P-19 774.10 11 PV C P-16 650.20 11 PVC P-17 394 .20 11 PV C P-18 1 ,327.60 11 PVC Project Tille: Castle Gate Subdivision c :\haestad\wtrc\cg _norma .wcd Extended Period Analysis : 0 .0 hr I 3 .0 hr Pipe Report Roughness Min or Loss Initia l Current Discharge Start Sta tu s Status (gpm) Hydraulic Grade (ft) 150.0 0 .00 Open Open 549 .00 50 1 .80 150.0 0 .39 Open Open 549.00 501 .69 150.0 0 .78 Open Open 549.00 499.21 150.0 0.78 Open Open 30 0.42 498.17 150.0 0.39 Open Open 87.14 497.82 150.0 0 .39 Open Open 87.14 497.79 150.0 1.11 Open Open -65.86 497 .76 150.0 0 .00 Open Open -65.86 497 .80 150.0 1.11 Open Open -65.86 497 .81 150.0 0 .00 Open Open -65.86 497.85 150.0 0 .00 Open Open -65.86 497.85 150.0 0 .00 Open Open -65 .86 497.87 150.0 0 .00 Open Open 88.22 497.88 150.0 0 .00 Open Open -154.08 497.88 150.0 0 .00 Open Open 88.22 497.84 150.0 0 .00 Open Open -154 .08 497.96 150.0 0 .00 Open Open -154.08 498.02 150.0 1.11 Open Open -154 .08 498.05 End Head loss Friction Hyd raulic (ft) Slope G rade (ft/1 OO Oft ) (ft) 501 .69 0 .11 0 .90 499.21 2.48 0 .91 498 .17 1 .04 0 .94 497.82 0 .35 0 .31 497.79 0 .03 0 .03 497.76 0 .02 0 .03 497.80 0 .03 0 .02 497.81 0 .02 0 .02 497.85 0 .03 0 .02 497.85 0 .34e-2 0 .02 497 .87 0 .02 0 .02 497.88 0 .01 0 .02 497.84 0 .03 0 .03 497.96 0 .08 0 .09 497.82 0 .02 0 .03 498.02 0 .06 0 .09 498.05 0 .03 0 .09 498.17 0 .12 0.0 9 Project Eng ineer: William R. Cullen WaterCAD v1 .0 (034] 10/04/00 05 :03 :12 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Detailed Report for Pipe: P-1 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness <none> 0.0 Geometric Summary From Node R-1 Diameter 11 in To Node J-1 Material PVC Check Valve No Roughness 150.0 Length 121 .50 ft Minor Loss 0 .00 Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpl'n) 0 .00 hr Open 0.0 549 .00 0.20 hr Open 0 .0 549 .00 0.40 hr Open 0 .0 549 .00 0 .60 hr Open 0 .0 549 .00 0 .80 hr Open 0.0 549 .00 1.00 hr Open 0 .0 549 .00 1.20 hr Open 0 .0 549.00 1.40 hr Open 0.0 549 .00 1.60 hr Open 0 .0 549.00 1.80 hr Open 0 .0 549 .00 2.00 hr Open 0.0 549 .00 2.20 hr Open 0 .0 549.00 2.40 hr Open 0 .0 549.00 2 .60 hr Open 0.0 549 .00 2 .80 hr Open 0.0 549.00 3.00 hr Open 0.0 549 .00 Project Title : Castle Gate Subdivision c :lhaestadlwtrclcg_norma .wcd Velocity (ft/s) 1 .79 1 .79 1 .79 1.79 1 .79 1 .79 1 .79 1.79 1 .79 1 .79 1.79 1.79 1 .79 1.79 1.79 1.79 10104100 05:17:00 PM © Haestad Methods, Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 501.80 501 .69 0 .11 501 .80 501 .69 0 .11 501 .80 501 .69 0 .11 501.80 501 .69 0 .11 501 .80 501 .69 0 .11 501 .80 501 .69 0 .11 501.80 501 .69 0 .11 501 .80 501 .69 0 .11 501.80 501 .69 0 .11 501 .80 501 .69 0 .11 501 .80 501 .69 0 .11 501.80 501 .69 0.11 501.80 501 .69 0.11 501.80 501 .69 0 .11 501 .80 501 .69 0 .11 501 .80 501 .69 0 .11 Minor Loss (ft) 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 Total Head loss Headloss Gradient (ft) (ft/1 OOOft) 0 .11 0 .90 0 .11 0 .90 0.11 0.90 0 .11 0 .90 0 .11 0.90 0 .11 0.90 0 .11 0 .90 0 .11 0 .90 0 .11 0.90 0.11 0 .90 0 .11 0 .90 0 .11 0 .90 0.11 0 .90 0 .11 0 .90 0 .11 0 .90 0 .11 0 .90 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 Detailed Report for Pipe: P-3 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J -1 Diameter To Node J -2 Material Check Va lve No Roughness Length 2,722 .80 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 549.00 0 .20 hr Open 0 .0 549.00 0.40 hr Open 0 .0 549.00 0.60 hr Open 0 .0 549.00 0.80 hr Open 0 .0 549.00 1 .00 hr Open 0 .0 549.00 1 .20 hr Open 0 .0 549.00 1.40 hr Open 0 .0 549.00 1 .60 hr Open 0 .0 549.00 1 .80 hr Open 0.0 549.00 2.00 hr Open 0 .0 549.00 2 .20 hr Open 0 .0 549.00 2.40 hr Open 0 .0 549.00 2 .60 hr Open 0 .0 549.00 2 .80 hr Open 0.0 549.00 3 .00 hr Open 0.0 549.00 Project Title : Castle Gate Subdivision c:\haestad\wtrclcg_norma .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 1.79 501 .69 499.21 2.46 1 .79 501 .69 499.21 2.46 1 .79 501 .69 499.21 2.46 1 .79 501 .69 499.21 2.46 1 .79 501 .69 499.21 2.46 1.79 501 .69 499.21 2.46 1 .79 501 .69 499.21 2.46 1 .79 501 .69 499.21 2 .46 1 .79 501 .69 499.21 2.46 1 .79 501 .69 499.21 2.46 1 .79 501.69 499.21 2.46 1 .79 501 .69 499.21 ' 2.46 1 .79 501.69 499.21 2.46 1.79 501.69 499.21 2.46 1 .79 501 .69 499.21 2.46 1 .79 501 .69 499.21 2.46 Minor Loss (ft) 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 <none> 0.0 11 in PVC 150.0 0 .39 Total Head loss Headloss Gradient (ft) 2.48 2.48 2.48 2.48 2.48 2 .48 2.48 2.48 2.48 2 .48 2.48 2.48 2.48 2.48 2.48 2.48 (ft/1 OOOft) 0 .91 0 .91 0 .91 0 .91 0 .91 0 .91 0 .91 0 .91 0 .91 0 .91 0.91 0.91 0 .91 0 .91 0 .91 0 .91 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10104100 05:17 :00 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06 708 USA (20 3) 755-1666 Page 2 Detailed Report for Pipe: P-4 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node J-2 Diameter 11 in To Node J-3 Material PVC Check Valve No Roughness 150.0 Length 1,108.80 ft Minor Loss 0 .78 Initial Condition Summary Status Open Calculated Results Summary Time S tatus Constituent Flow Velocity From To Friction M inor Total Head loss (mg/I) (gpm) (fVs) Grade Grade Loss Loss Headloss Gradient (ft) (ft) (ft) (ft) (ft) (ft/1 OOOft) 0 .00 hr Open 0 .0 549 .00 1.79 499.21 498.17 1.00 0 .04 1.04 0 .94 0 .20 hr Open 0.0 549 .00 1.79 499 .21 498.17 1.00 0 .04 1 .04 0 .94 0.40 hr Open 0 .0 549.00 1 .79 499.21 498.17 1 .00 0 .04 1 .04 0.94 0 .60 hr Open 0 .0 549 .00 1 .79 499.21 498.17 1.00 0 .04 1.04 0 .94 0 .80 hr Open 0.0 549 .00 1.79 499.21 498.17 1.00 0 .04 1.04 0 .94 1.00 hr Open 0.0 549.00 1.79 499.21 498.17 1 .00 0 .04 1 .04 0 .94 1 .20 hr Open 0 .0 549.00 1.79 499.21 498.17 1.00 0 .04 1 .04 0 .94 1.40 hr Open 0 .0 549 .00 1.79 499.21 498 .17 1 .00 0 .04 1.04 0 .94 1.60 hr Open 0.0 549 .00 1 .79 499.21 498.17 1 .00 0 .04 1.04 0 .94 1 .80 hr Open 0 .0 549.00 1 .79 499.21 498.17 1 .00 0 .04 1 .04 0 .94 2.00 hr Open 0 .0 549 .00 1 .79 499.21 498.17 1 .00 0 .04 1.04 0.94 2 .20 hr Open 0 .0 549 .00 1.79 499.21 498.17 1.00 0 .04 1 .04 0 .94 2.40 hr Open 0 .0 549 .00 1.79 499.21 498 .17 1.00 0 .04 1 .04 0 .94 2 .60 hr Open 0 .0 549 .00 1.79 499.21 498.17 1 .00 0 .04 1 .04 0 .94 2 .80 hr Open 0 .0 549 .00 1 .79 499.21 498 .17 1 .00 0 .04 1.04 0.94 3 .00 hr Open 0 .0 549.00 1.79 499.21 498.17 1.00 0 .04 1.04 0 .94 Project Title : Castle Gate S ubdivision Project Engineer: William R. Cullen c :\haestad\wtrc\cg _norma.wcd WaterCAD v1 .0 [034] 10/04/00 05 :17 :01 PM © H aestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755-1666 Page 3 Detailed Report for Pipe: P-5 Loading Summary Demand S ce nario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node J-3 Diameter 11 in To Node J-4 Material PVC Check Va lve No Roughness 150.0 Length 1 ,141.60 ft Minor Loss 0 .78 Initial Cond ition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Op en 0 .0 300.42 0 .20 hr Open 0 .0 300.42 0.40 hr Open 0 .0 300.42 0 .60 hr Ope n 0 .0 300.42 0 .80 hr Open 0 .0 300.42 1.00 hr Open 0 .0 300.42 1.20 hr Open 0 .0 300.42 1.40 hr Open 0 .0 300 .42 1 .60 hr Open 0.0 300.42 1.80 hr Open 0 .0 300.42 2 .00 hr Open 0 .0 300.42 2 .20 hr Open 0 .0 300.42 2.40 hr Open 0.0 300.42 2.60 hr Open 0 .0 300.42 2 .80 hr Open 0 .0 300.42 3 .00 hr Open 0 .0 300.42 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_norma .w cd Velocity (fVs) 0 .98 0 .98 0 .98 0 .98 0 .98 0 .98 0 .98 0.98 0.98 0 .98 0 .98 0.98 0.98 0 .98 0 .98 0 .98 10/04/00 05 :17:0 1 PM © H aestad Methods , Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 498.17 497.82 0.34 498.17 497 .82 0 .34 498.17 497 .82 0 .34 498.17 497.82 0 .34 498.17 497.82 0.34 498.17 497 .82 0 .34 498.17 497 .82 0 .34 498.17 497 .82 0.34 498.17 497.82 0 .34 498.17 497 .82 0 .34 498.17 497.82 0 .34 498.17 497.82 0.34 498.17 497 .82 0.34 498.17 497.82 0 .34 498.17 497 .82 0 .34 498.17 497.82 0.34 Minor Loss (ft) 0 .01 0 .01 0.01 0.01 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 Total Head loss Headless Gradient (ft) (fV1000ft) 0 .35 0 .31 0 .35 0.31 0 .35 0 .31 0 .35 0.31 0 .35 0 .31 0 .35 0 .31 0 .35 0 .31 0 .35 0 .31 0.35 0 .31 0 .35 0.31 0 .35 0 .31 0 .35 0 .31 0 .35 0 .31 0 .35 0 .31 0 .35 0 .31 0 .35 0 .31 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 37 Brooks ide Ro ad Wate rbury , CT 067 08 USA (203) 75 5-1 666 Page 4 Detailed Report for Pipe: P-6 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-4 Diameter 11 in To Node J-5 Material PVC Check Valve No Roughness 150.0 Length 1, 107.40 ft Minor Loss 0 .39 Initia l Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 87 .14 0 .20 hr Open 0 .0 87 .14 0.40 hr Open 0 .0 87 .14 0 .60 hr Open 0 .0 87 .14 0.80 hr Open 0.0 87 .14 1.00 hr Open 0 .0 87 .14 1 .20 hr Open 0 .0 87.14 1.40 hr Open 0 .0 87.14 1 .60 hr Open 0 .0 87.14 1.80 hr Open 0 .0 87 .14 2 .00 hr Open 0 .0 87 .14 2 .20 hr Open 0.0 87 .14 2.40 hr Open 0 .0 87.14 2 .60 hr Open 0 .0 87.14 2 .80 hr Open 0 .0 87 .14 3 .00 hr Open 0.0 87.14 Project Title : Castle Gate Subdivision c :lhaestadl wtrcl cg _norma .wcd Velocity (ftfs) 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 0 .28 10/04/00 05 :17:01 PM © Haestad Methods , Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 497.82 497 .79 0.03 497.82 497.79 0 .03 497.82 497.79 0.03 497.82 497.79 0.03 497.82 497.79 0.03 497.82 497.79 0.03 497.82 497 .79 0 .03 497.82 497.79 0.03 497.82 497 .79 0.03 497.82 497.79 0 .03 497.82 497.79 0 .03 497 .82 497.79 0.03 497.82 497.79 0 .03 497.82 497.79 0.03 497.82 497.79 0 .03 497.82 497.79 0 .03 Minor Loss (ft) 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0 .49e-3 0.4.9e-3 0.49e-3 0.49e-3 0 .49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 Total Head loss Headloss Gradient (ft) (ftf1 OOOft) 0.03 0 .03 0 .03 0 .03 0.03 0.03 0.03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0.03 0 .03 0.03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 Project Engineer: William R. Cullen WaterCAD v1 .0 (034) 37 Brooks ide Road Waterbury , CT 06708 USA (203 ) 755 -1666 Page 5 Detailed Report for Pipe: P-7 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness Geometric Summary From Node J-5 Diameter To Node J-6 Material Check Valve No Roughness Length 745 .80 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 87 .14 0.20 hr Open 0 .0 87 .14 0.40 hr Open 0 .0 87.14 0 .60 hr Open 0 .0 87 .14 0 .80 hr Open 0 .0 87 .14 1.00 hr Open 0 .0 87.14 1 .20 hr Open 0 .0 87 .14 1.40 hr Open 0 .0 87 .14 1 .60 hr Open 0.0 87.14 1 .80 hr Open 0 .0 87 .14 2.00 hr Open 0 .0 87 .14 2 .20 hr Open 0 .0 87.14 2.40 hr Open 0 .0 87 .14 2 .60 hr Open 0 .0 87 .14 2.80 hr Open 0.0 87 .14 3 .00 hr Open 0 .0 87 .14 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_norma .wcd Velocity From To Friction (fVs) Grade Grade Loss (ft) (ft) (ft) 0 .28 497 .79 497.76 0.02 0 .28 497 .79 497.76 0 .02 0.28 497 .79 4g7 _75 0 .02 0 .28 497.79 497.76 0 .02 0.28 497 .79 497 .76 0 .02 0.28 497.79 497.76 0.02 0 .28 497.79 497.7 6 0.02 0 .28 497 .79 497.76 0 .02 0.28 497.79 497.76 0 .02 0.28 497 .79 497.76 0 .02 0 .28 497 .79 497.76 0 .02 0 .28 497 .79 497.76 0 .02 0 .28 497 .79 497.76 0 .02 0 .28 497.79 497.76 0 .02 0 .28 497.79 497.76 0 .02 0 .28 497.79 497.76 0 .02 Minor Loss (ft) 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 0.49e-3 <none> 0 .0 11 in PVC 150.0 0 .39 Total Head loss Headloss Gradient (ft) 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 (fU1 OOOft) 0 .03 0 .03 0.03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 Project Engineer: William R. Cullen WaterCAD v1 .0 (034] 10104100 05 :17:01 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 6 Detailed Report for Pipe: P-8 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness Geometric Summary From Node J-6 Diameter To Node J-7 Material Check Valve No Roughness Length 1,762.20 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0.00 hr Open 0 .0 -65 .86 0.20 hr Open 0 .0 -65 .86 0.40 hr Open 0.0 -65.86 0 .60 hr Open 0 .0 -65 .86 0.80 hr Open 0 .0 -65 .86 1.00 hr Open 0.0 -65.86 1.20 hr Open 0 .0 -65 .86 1.40 hr Open 0 .0 -65.86 1 .60 hr Open 0.0 -65.86 1 .80 hr Open 0 .0 -65 .86 2 .00 hr Open 0.0 -65.86 2 .20 hr Open 0 .0 -65 .86 2.40 hr Open 0 .0 -65.86 2 .60 hr Open 0 .0 -65 .86 2 .80 hr Open 0.0 -65.86 3 .00 hr Open 0 .0 -65.86 Project Title : Castle Gate Subdivis ion c:\haestad\wtrc\cg_norma .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0 .21 497 .76 497 .80 0 .03 0 .21 497.76 497.80 0 .03 0 .21 497.76 497.80 0 .03 0 .21 497.76 497.80 0.03 0 .21 497.76 497.80 0 .03 0 .21 497 .76 497.80 0 .03 0 .21 497.76 497.80 0 .03 0 .21 497.76 497 .80 0.03 0 .21 497.76 497.80 0 .03 0 .21 497.76 497.80 0.03 0.21 497.76 497.80 0.03 0 .21 497.76 497.80 0 .03 0 .21 497.76 497.80 0 .03 0.21 497.76 497.80 0.03 0.21 497.76 497 .80 0 .03 0 .21 497.76 497.80 0.03 Minor Loss (ft) 0 .79e-3 0.79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0.79e-3 0 .79e-3 0.79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 <none> 0 .0 11 in PVC 150.0 1 .11 Total Head loss Headloss Gradient (ft) 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 0 .03 (fV1000ft) 0 .02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/04/00 05 :17 :02 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 7 Detailed Report fo r Pipe: P -9 Loading Summary Demand Scenario Default-Peak Hour Ca libration Summary Demand <none> 0 .0 Ro ughness <none> 0 .0 Geometric Summary From Node J-7 Diamete r 11 in To N ode J-8 Ma te ria l PVC Check Valve No R o ughness 150 .0 Length 8 7 2 .50 ft M ino r Loss 0.00 In itia l Cond ition Summary Status Open C alc u lated Res u lts Su mma ry Time Status Constitue nt Flow (mg /I) (gpm ) 0.00 hr Ope n 0 .0 -65.86 0 .20 hr Open 0 .0 -65.86 0.40 hr Open 0 .0 -65 .86 0 .60 h r Open 0.0 -65.86 0 .80 h r Ope n 0 .0 -65 .86 1.00 hr Open 0 .0 -65 .86 1 .20 hr Open 0 .0 -65.86 1.40 hr Open 0 .0 -65 .86 1 .6 0 hr Open 0 .0 -65.86 1.80 hr Open 0 .0 -65.86 2 .0 0 hr Open 0.0 -65.86 2 .20 hr Open 0 .0 -65.86 2.40 hr Open 0 .0 -65.86 2 .6 0 h r Open 0.0 -65.86 2 .8 0 h r Open 0 .0 -65 .86 3 .00 h r Open 0 .0 -65.86 Project Titl e : C astl e Gate S u bdivision c:\h aestadlwtrclcg_no rma . wed Velocity (fVs) 0 .21 0 .21 0 .21 0 .21 0 .21 0 .2 1 0 .21 0 .21 0 .21 0 .21 0.21 0 .21 0 .21 0 .21 0 .21 0.21 10/04 /00 0 5 :17:02 PM © Haes tad Me thods , In c . F rom To Friction Grade Grade Loss (ft) (ft) (ft) 497.80 497.8 1 0 .0 2 497.80 497 .81 0.02 497.80 497 .81 0 .02 497.80 497.81 0 .02 497.80 497 .81 0 .02 497.80 497 .8 1 0 .02 497.80 497.81 0 .02 497.80 497.81 0 .02 497.80 497.81 0 .02 497.80 497.81 0 .02 497.8 0 497 .81 0 .02 497.80 497.81 0 .02 497.80 497 .81 0 .02 497.8 0 497.8 1 0 .02 497.80 497 .81 0 .02 497.80 497.81 0 .02 M inor Loss (ft) 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .0 0 0 .0 0 0 .0 0 0 .00 0 .00 0 .00 0 .00 0 .0 0 Total Head loss H eadloss G radient (ft ) (fV1 OOOft ) 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 Project E ngineer: Will iam R. Cullen WaterCAD v1 .0 [0 34] 37 Brook side Road W a terbury, CT 0 670 8 U SA (20 3) 755-1666 Page 8 Detailed Report for Pipe: P-10 Loa d ing Summary Dem an d Scenario Defau lt-Peak Hour Calibration Summary Dem and <none> 0 .0 Roughness Geometric Summary From Node J-8 Diameter To Node J-9 Material Check Valve No Roughness Length 1 ,898 .90 ft Minor Loss Initia l Condition Sum m ary Status Open Calculat ed Results Summary Time Status Constituent Flow (m g/I) (g pm) 0 .00 hr Open 0 .0 -65.86 0 .2 0 h r Open 0 .0 -65.86 0.40 hr Open 0 .0 -65 .86 0 .6 0 hr Open 0 .0 -65.86 0 .80 h r Open 0 .0 -65.86 1.00 hr Open 0.0 -65 .86 1.20 h r Open 0 .0 -65.86 1.40 hr Open 0.0 -65.86 1.6 0 h r Open 0 .0 -65 .86 1.80 h r Open 0 .0 -65.86 2 .00 h r Open 0 .0 -65 .86 2.20 hr Open 0 .0 -65.86 2 .40 hr Open 0 .0 -65 .86 2 .6 0 h r Open 0 .0 -65 .86 2 .8 0 h r Open 0.0 -65 .86 3 .00 h r Open 0 .0 -65.86 Project Title: Ca stle Ga te Subd ivision c :lhaestadlwtrclcg_no rma . w ed Ve locity From To Friction (fUs) Grad e Grade Loss (ft) (ft) (ft) 0.21 497.81 497.85 0 .03 0.21 497.81 497 .85 0 .03 0 .21 497.81 497 .85 0 .03 0 .21 497 .81 497.85 0 .03 0 .21 497.81 497.85 0 .03 0 .21 497.81 497.85 0 .03 0 .21 497 .81 497.85 0.03 0 .21 497.81 497.85 0 .03 0 .21 497.8 1 497.85 0.03 0 .21 497.8 1 4 97.85 0 .03 0 .21 497.8 1 497.85 0 .03 0 .21 497.81 497.85 0 .03 0 .21 497.81 497.85 0.03 0 .21 497.81 4 97 .85 0 .03 0 .2 1 497.8 1 4 97.85 0.03 0 .21 497.8 1 497.85 0 .03 Minor Loss (ft) 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0.79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 0 .79e-3 <none> 0.0 11 in PV C 150 .0 1.11 T ota l Head loss Headless Gradient (ft ) 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 0 .03 (fU1 OOOft) 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 Project Enginee r: W illiam R. Cullen WaterCAD v1 .0 [034] 10/04/00 05 :17 :02 PM © Haestad Methods , Inc. 37 Brooks ide Road Waterbury, CT 06708 USA (20 3) 755-1666 Page g Detailed Report for Pipe: P-11 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-9 Diameter To Node J-10 Material Check Valve No Roughness Length 190.90 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I ) (gpm) 0 .00 hr Open 0 .0 -65 .86 0 .20 hr Open 0.0 -65 .86 0.40 hr Open 0 .0 -65.86 0 .60 hr Open 0.0 -65 .86 0 .80 hr Open 0 .0 -65.86 1 .00 hr Open 0 .0 -65 .86 1 .20 hr Open 0 .0 -65 .86 1.40 hr Open 0 .0 -65.86 1 .60 hr Open 0 .0 -65.86 1 .80 hr Open 0 .0 -65 .86 2 .00 hr Open 0 .0 -65 .86 2 .20 hr Open 0 .0 -65 .86 2.40 hr Open 0 .0 -65.86 2 .60 hr Open 0 .0 -65.86 2 .80 hr Open 0 .0 -65.86 3 .00 hr Open 0 .0 -65 .86 Project Title : Castle Gate Subdivision c :lhaestadlwtrclcg_norma .wcd Velocity F r om To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0 .21 497 .85 497 .85 0 .34e-2 0 .21 497 .85 497.85 0 .34e-2 0 .21 497.85 497.85 0 .34e-2 0.21 497 .85 497.85 0 .34e-2 0 .21 497.85 497.85 0 .34e-2 0 .21 497.85 497.85 0 .34e-2 0.21 497.85 497 .85 0.34e-2 0 .21 497 .85 497.85 0 .34e-2 0 .21 497.85 497 .85 0 .34e-2 0 .21 497.85 497 .85 0 .34e-2 0 .21 497.85 497.85 0 .34e-2 0.21 497.85 497.85 0 .34e-2 0 .21 497 .85 497.85 0 .34e-2 0 .21 497.85 497 .85 0 .34e-2 0.21 497.85 497.85 0 .34e-2 0 .21 497.85 497.85 0.34e-2 Minor Total Loss Head loss (ft) (ft) 0.00 0 .34e-2 0 .00 0.34e-2 0 .00 0.34e-2 0 .00 0 .34e-2 0.00 0 .34e-2 0 .00 0 .34e-2 0 .00 0 .34e-2 0 .00 0.34e-2 0 .00 0.34e-2 0 .00 0 .34e-2 0 .00 0 .34e-2 0 .00 0 .34e-2 0 .00 0 .34e-2 0 .00 0 .34e-2 0 .00 0 .34e-2 0.00 0 .34e-2 <none> 0.0 11 in PVC 150.0 Head loss Grad ient (ft/1 OOOft ) 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0 .00 Pr oject Engineer: William R. Culle n Wate rC A D v1 .0 [034) 10/04/00 05 :17 :02 PM © Haestad Methods , Inc. 37 Brookside Road W aterbury , CT 06708 US A (203) 755-1 666 Page 10 Detailed Report for Pipe: P-12 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-10 Diameter 11 in To Node J -11 Material PVC Check Valve No Roughness 150.0 Length 847.40 ft Minor Loss 0 .00 Initial Cond ition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 -65.86 0.20 hr Open 0 .0 -65.86 0.40 hr Open 0.0 -65 .86 0 .60 hr Open 0 .0 -65 .86 0 .80 hr Open 0 .0 -65.86 1.00 hr Open 0 .0 -65.86 1 .20 hr Open 0 .0 -65.86 1.40 hr Open 0 .0 -65.86 1 .60 hr Open 0.0 -65.86 1.80 hr Open 0 .0 -65.86 2 .00 hr Open 0 .0 -65.86 2 .20 hr Open 0 .0 -65 .86 2.40 hr Open 0 .0 -65 .86 2 .60 hr Open 0 .0 -65 .86 2.80 hr Open 0.0 -65.86 3.00 hr Open 0 .0 -65 .86 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_no rm a . w ed Velocity (fUs) 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0.21 0 .21 0.21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 10/04/00 05:17:02 PM © Haestad Methods , In c. From To Friction Grade Grade Loss (ft) (ft ) (ft) 497.85 497 .87 0 .02 497.85 497.87 0.02 497.85 497.87 0 .02 497.85 497 .87 0 .02 497.85 497.87 0.02 497 .85 497.87 0 .02 497.85 497 .87 0 .02 497.85 497 .87 0 .02 497.85 497.87 0.02 497.85 497 .87 0 .02 497.85 497.87 0 .02 497.85 497.87 0 .02 497.85 497 .87 0 .02 497.85 497.87 0 .02 497 .85 497 .87 0.02 497.85 497 .87 0 .02 M inor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 Total Head loss Headloss Grad ient (ft) (fU1000ft) 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0.02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 Project E ngin eer: William R. Cullen WaterCAD v1 .0 [034] 37 Brookside Roa d Waterbury, CT 06708 USA (203) 755-1666 Page 11 Detailed Report for P i pe: P-13 Load in g Summary Dema n d Scenario Defau lt-Peak Hour Cal ib ration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-1 1 Diameter 11 in To Node J -12 Mater ial PVC Check Valve No Roughness 150 .0 Length 665.90 ft Minor Loss 0 .00 Initia l Condition Su m mary Status Open Calculated Res u lts S um m a ry Time Status Constituent Flow (mg/I) (gpm) 0.00 hr Open 0 .0 -65 .86 0 .2 0 h r Open 0 .0 -65.86 0.40 hr Open 0.0 -65 .86 0 .6 0 hr Open 0 .0 -65.86 0 .80 hr Open 0 .0 -65.86 1.00 h r Open 0 .0 -65 .86 1.20 hr Open 0 .0 -65 .86 1.40 h r Open 0 .0 -65.86 1.60 hr Open 0.0 -65.86 1.8 0 h r Open 0 .0 -65.86 2 .00 hr Open 0 .0 -65 .86 2 .2 0 hr Open 0.0 -65.86 2.40 h r Open 0 .0 -65.86 2.60 hr Open 0 .0 -65.86 2 .8 0 hr Open 0 .0 -65.86 3 .0 0 h r Open 0.0 -65 .86 P roject Title : C astle Gate Subd ivision c :\haestadlwtrclcg_norma . wed Velocity (ft/s) 0 .21 0 .21 0 .21 0 .21 0.21 0 .21 0 .21 0 .21 0 .21 0 .21 0 .21 0.21 0 .2 1 0 .21 0.21 0 .21 10/04 /00 0 5 :17:03 PM © Haesta d Methods , Inc . From To Friction Grade Grade Loss (ft) (ft) (ft) 497.87 497.88 0 .01 497.87 497.88 0 .01 497.87 497.88 0 .01 497.87 497.88 0 .01 497.87 497.88 0 .01 497.87 497 .88 0 .01 497.87 497.88 0 .01 497.87 497.88 0 .01 497.87 497.88 0 .01 497.87 497 .88 0 .01 497.87 497.88 0 .01 497.87 497.88 0 .01 497.87 497.88 0 .0 1 497.87 497.88 0 .01 497.87 497 .88 0 .01 497.87 497.88 0 .01 M inor Loss (ft) 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .0 0 0 .00 0 .0 0 0 .00 0 .0 0 0.00 0 .00 0 .0 0 0 .0 0 0 .0 0 Total Head loss Headless Gradient (ft) (ft/1 OOOft ) 0.01 0.02 0 .01 0 .02 0 .01 0 .02 0.01 0 .02 0 .0 1 0 .02 0 .01 0.02 0 .01 0.02 0 .01 0 .02 0 .01 0.02 0 .01 0 .02 0 .01 0 .02 0 .01 0 .02 0 .01 0 .02 0.01 0 .02 0.01 0 .02 0 .01 0 .02 Project E ngin eer: W ill iam R. Cullen Wate rC AD v1 .0 [0 34] 3 7 Brookside Road Wate rbury , CT 0 6708 U SA (2 0 3) 755 -1666 Pag e 12 Detailed Report for Pipe: P-14 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness Geometric Summary From Node J-12 Diameter To Node J-13 Material Check Valve No Roughness Length 1 ,066 .60 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg /I) (gpm) 0 .00 hr Open 0 .0 88 .22 0 .20 hr Open 0.0 88 .22 0.40 hr Open 0 .0 88 .22 0 .60 hr Open 0 .0 88 .22 0 .80 hr Open 0 .0 88 .22 1.00 hr Open 0 .0 88 .22 1.20 hr Open 0 .0 88 .22 1.40 hr Open 0.0 88 .22 1.60 hr Open 0 .0 88 .22 1.80 hr Open 0 .0 88 .22 2 .00 hr Open 0 .0 88 .22 2.20 hr Open 0 .0 88 .22 2.40 hr Open 0 .0 88 .22 2 .60 hr Open 0 .0 88 .22 2 .80 hr Open 0 .0 88 .22 3 .00 hr Open 0.0 88 .22 Project Title : Cas tl e Gate Subdivision c:\haestad\wtrc\c g_norma . wed Velocity From To Friction (ft/s ) Grade Grade Loss (ft) (ft) (ft) 0 .29 497 .88 497.84 0.03 0 .29 497 .88 497.84 0 .03 0 .29 497.88 497.84 0 .03 0 .29 497.88 497.84 0.03 0 .29 497.88 497.84 0 .03 0 .29 497.88 497.84 0 .03 0 .29 497.88 497.84 0 .03 0 .29 497.88 497.84 0.03 0.29 497.88 497.84 0 .03 0 .29 497.88 497.84 0 .03 0.29 497.88 497 .84 0 .03 0.29 497.88 497.84 0 .03 0.29 497.88 497.84 0 .03 b .29 497.88 497.84 0.03 b .29 497.88 497.84 0 .03 b .29 497.88 497.84 0 .03 Minor Loss (ft ) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 <none> 0 .0 11 in PVC 150 .0 0 .00 Total Head lo ss Headloss Gradient (ft ) 0 .03 0 .0 3 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0.03 0 .03 (ft/1 OOOft ) 0 .03 0.03 0.03 0 .03 0 .03 0 .03 0 .0 3 0 .03 0.03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 Project Engineer: William R . Cullen Wate rC AD v1 .o [034) 10/04 /00 05 :17 :03 PM © Haest ad Methods , In c. 37 Broo ksi de Road Waterbury , CT 06 708 US A (2 0 3) 755-166 6 Page 13 Detailed Report for Pipe: P-15 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness Geometric Summary From Nod e J-12 Diameter To Node J-14 Material Check Valve No Roughness Length 982 .60 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 -154 .08 0 .20 hr Open 0.0 -154.08 0.40 hr Open 0.0 -154.08 0 .60 hr Open 0 .0 -154 .08 0.80 hr Open 0.0 -154 .08 1.00 hr Open 0 .0 -154 .08 1.20 hr Open 0.0 -154 .08 1.40 hr Open 0 .0 -154.08 1.60 hr Open 0 .0 -154 .08 1.80 hr Open 0.0 -154.08 2.00 hr Open 0.0 -154.08 2 .20 hr Open 0.0 -154 .08 2.40 hr Open 0 .0 -154 .08 2 .60 hr Open 0 .0 -154.08 2 .80 hr Open 0 .0 -154.08 3 .00 hr Open 0 .0 -154.08 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_norma .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0 .50 497.88 497.96 0 .08 0 .50 497.88 497.96 0.08 0 .50 497.88 497.96 0.08 0 .50 497 .88 497.96 0 .08 0.50 497.88 497.96 0 .08 0 .50 497.88 497.96 0 .08 0.50 497 .88 497.96 0 .08 0 .50 497.88 497.96 0 .08 0 .50 497.88 497.96 0.08 0 .50 497.88 497.96 0 .08 0.50 497.88 497.96 0.08 0 .50 497.88 497.96 0.08 0 .50 497.88 497.96 0 .08 0 .50 497.88 497.96 0 .08 0 .50 497 .88 497.96 0.08 0 .50 497.88 497.96 0 .08 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 <none> 0.0 11 in PVC 150.0 0 .00 Total Head loss Headloss Gradient (ft) 0.08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 (ft/1 OOOft) 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0.09 0 .09 0 .09 0 .09 0 .09 0.09 0 .09 0 .09 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/04/00 05 :17:03 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06 7 08 USA (20 3) 7 55-1666 Page 14 Detailed Report for Pipe: P-16 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-14 Diameter To Node J-15 Material Check Valve No Roughness Length 650 .20 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 -154 .08 0.20 hr Open 0 .0 -154 .08 0.40 hr Open 0 .0 -154.08 0 .60 hr Open 0.0 -154.08 0 .80 hr Open 0.0 -154 .08 1 .00 hr Open 0 .0 -154 .08 1 .20 hr Open 0 .0 -154 .08 1.40 hr Open 0 .0 -154.08 1 .60 hr Open 0 .0 -154 .08 1 .80 hr Open 0 .0 -154.08 2 .00 hr Open 0.0 -154.08 2 .20 hr Open 0 .0 -154.08 2.40 hr Open 0 .0 -154.08 2 .60 hr Open 0.0 -154.08 2 .80 hr Open 0 .0 -154 .08 3 .00 hr Open 0 .0 -154 .08 Project Title : Castle Gate Subdivision c :l haestadlwtrclcg_norma .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0.50 497.96 498.02 0.06 0 .50 497.96 498.02 0 .06 0 .50 497.96 498.02 0 .06 0 .50 497 .96 498.02 0 .06 0 .50 497.96 498 .02 0 .06 0.50 497.96 498.02 0.06 0 .50 497 .96 498.02 0 .06 0 .50 497.96 498 .02 0 .06 0 .50 497.96 498 .02 0 .06 0 .50 497.96 498.02 0 .06 0.50 497.96 498.02 0 .06 0.50 497 .96 498.02 '0 .06 0 .50 497.96 498 .02 0.06 0.50 497 .96 498.02 0 .06 0 .50 497 .96 498 .02 0 .06 0 .50 497.96 498.02 0 .06 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 <none> 0.0 11 in PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) 0 .06 0 .06 0 .06 0.06 0.06 0 .06 0 .06 0.06 0.06 0 .06 0 .06 0 .06 0 .06 0 .06 0.06 0 .06 (ft/1 OOOft) 0 .09 0 .09 0.09 0 .09 0 .09 0.09 0 .09 0 .09 0 .09 0.09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 Project Engin eer : Will iam R. Cullen Wate rCAD v1 .0 (0 34) 10/04/00 OS : 17 :03 PM © Haestad Methods , In c . 37 Brooks ide Ro ad Waterbury, CT 06 70 8 USA (203) 755 -1666 Page 15 Detailed Report for Pipe: P-17 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J -15 Diameter To Node J-16 Material Check Valve No Roughness Length 394.20 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0.00 hr Open 0 .0 -154.08 0 .20 hr Open 0 .0 -154.08 0.40 hr Open 0 .0 -154.08 0 .60 hr Open 0 .0 -154.08 0 .80 hr Open 0 .0 -154 .08 1.00 hr Open 0 .0 -154.08 1.20 hr Open 0 .0 -154 .08 1.40 hr Open 0 .0 -154.08 1.60 hr Open 0 .0 -154.08 1.80 hr Open 0 .0 -154.08 2.00 hr Open 0 .0 -154 .08 2 .20 hr Open 0 .0 -154 .08 2 .40 hr Open 0 .0 -154.08 2 .60 hr Open 0.0 -154.08 2 .80 hr Open 0 .0 -154 .08 3.00 hr Open 0 .0 -154.08 Project Title : Castle Gate Subd ivision c :\haestad\wtrc\cg_norma .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0 .50 498.02 498.05 0 .03 0 .50 498.02 498.05 0.03 0 .50 498.02 498.05 0 .03 0 .50 498.02 498.05 0.03 0 .50 498.02 498.05 0 .03 0 .50 498.02 498.05 0 .03 0 .50 498.02 498.05 0 .03 0 .50 498.02 498.05 0 .03 0.50 498.02 498.05 0 .03 0 .50 498.02 498.05 0 .03 0.50 498.02 498.05 0 .03 0 .50 498.02 498.05 0 .03 0 .50 498.02 498.05 0 .03 0.50 498.02 498.05 0 .03 0.50 498.02 498.05 0 .03 0 .50 498.02 498.05 0 .03 Minor Loss (ft) 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 <none> 0 .0 11 in PVC 150.0 0 .00 Total Head loss Headloss Gradient (ft) 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 (ft/1 OOOft ) 0 .09 0.09 0 .09 0 .09 0.09 0 .09 0 .09 0.09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 Project Engineer: William R. Cullen WaterCAD v1 .0 [034) 10/04/00 05 :17 :03 PM © Haestad Methods , Inc . 37 Brooks ide Road Waterbury, CT 067 08 USA (203) 755-1666 Page 16 Detailed Report for Pipe: P-18 Loading Summary Demand S cenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-16 Diameter To Node J-3 Material Check Valve No Roughness Length 1,32 7.60 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg /I) (gpm ) 0 .00 hr Open 0 .0 -154.08 0 .20 hr Open 0 .0 -154.08 0.40 hr Open 0.0 -154.08 0 .60 hr Open 0 .0 -154 .08 0 .80 hr Open 0 .0 -154 .08 1 .00 hr Open 0 .0 -154 .08 1.20 hr Open 0 .0 -154 .08 1.40 hr Open 0 .0 -154 .08 1.60 hr Open 0 .0 -154.08 1.80 hr Open 0 .0 -154.08 2 .00 hr Open 0 .0 -154.08 2 .20 hr Open 0 .0 -154.08 2.40 hr Open 0 .0 -154 .08 2 .60 hr Open 0 .0 -154.08 2 .80 hr Open 0 .0 -154.08 3.00 hr Open 0.0 -154.08 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_norma .wcd Velocity From To Friction (fUs) Grade G rade Loss (ft) (ft ) (ft) 0 .50 498.05 498.17 0.11 0 .50 498.05 498.17 0 .11 0 .50 498.05 498.17 0 .11 0 .50 498.05 498.17 0 .11 0 .50 498.05 498.17 0 .11 0.50 498.05 4 98 .17 0.11 0.50 498 .05 498.17 0 .11 0 .50 498.05 498.17 0 .11 0.50 498.05 498.17 0.11 0 .50 498.05 498.17 0 .11 0 .50 498.05 498.17 0 .11 0 .50 498.05 498.17 0 .11 0 .50 498.05 498.17 0 .11 0 .50 498.05 498 .17 0.11 0 .50 498.05 498.17 0.11 0 .50 498.05 498.17 0 .11 Minor Loss (ft) 0.43e-2 0.43e-2 0.43e-2 0.43e-2 0 .43e-2 0.43e-2 0.43e-2 0 .43e-2 0.43e-2 0.43e-2 0.43e-2 0.43e-2 0.43e-2 0.43e-2 0.43e-2 0.43e-2 <none> 0 .0 11 in PVC 150 .0 1 .11 Total Head loss Headless Grad ient (ft ) 0 .12 0.12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 0 .12 (fU1 OOOft) 0 .09 0 .09 0 .09 0 .09 0 .09 0.09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0 .09 0.09 0 .09 Proj ect Engineer: William R. Cullen WaterCAD v1 .o [034] 10104100 05 :17 :04 PM © Haestad Method s , Inc. 37 Brooksid e Road Wate rbury , CT 06708 US A (20 3) 755-1666 Page 17 Detailed Report for Pipe: P-19 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-13 Diameter 11 in To Node J-4 Material PVC Check Valve No Roughness 150.0 Length 774.10 ft Minor Loss 0 .00 Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 88.22 0 .20 hr Open 0 .0 88 .22 0.40 hr Open 0 .0 88 .22 0.60 hr Open 0 .0 88.22 0 .80 hr Open 0 .0 88 .22 1.00 hr Open 0 .0 88 .22 1.20 hr Open 0 .0 88 .22 1.40 hr Open 0 .0 88.22 1.60 hr Open 0.0 88 .22 1 .80 hr Open 0.0 88.22 2 .00 hr Open 0 .0 88.22 2.20 hr Open 0 .0 88.22 2.40 hr Open 0 .0 88.22 2 .60 hr Open 0.0 88 .22 2.80 hr Open 0.0 88.22 3 .00 hr Open 0 .0 88.22 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_no rma .wcd Velocity (ft/s) 0 .29 0 .29 0 .29 0 .29 0 .29 0 .29 0.29 0.29 0 .29 0 .29 0 .29 0 .29 0.29 0 .29 0 .29 0 .29 10/04/00 05 :17:04 PM ~ Haestad Methods , Inc. From To Friction Minor Total Head loss Grade Grade Loss Loss Headless Gradient (ft) (ft) (ft) (ft) (ft) (ft/1 OOOft) 497 .84 497.82 0.02 0 .00 0 .02 0 .03 497.84 497.82 0 .02 0.00 0 .02 0 .03 497.84 497.82 0 .02 0 .00 0.02 0 .03 497.84 497.82 0.02 0 .00 0 .02 0.03 497.84 497.82 0.02 0 .00 0 .02 0 .03 497.84 497.82 0 .02 0.00 0 .02 0 .03 497.84 497.82 0 .02 0 .00 0.02 0 .03 497.84 497.82 0.02 0 .00 0.02 0.03 497.84 497.82 0 .02 0 .00 0 .02 0 .03 497.84 497.82 0 .02 0 .00 0 .02 0 .03 497.84 497.82 0.02 0 .00 0 .02 0.03 497.84 497.82 0 .02 0 .00 0 .02 0.03 497.84 497.82 0 .02 0 .00 0 .02 0 .03 497.84 497.82 0 .02 0 .00 0 .02 0.03 497.84 497 .82 0 .02 0 .00 0.02 0.03 497.84 497.82 0 .02 0 .00 0 .02 0 .03 Project Engineer: William R. Cullen WaterCAD v1 .0 (034) 37 Brookside Road Waterbury, CT OS 708 USA (2 03) 755-1666 Page 18 Node Elevation Demand Demand Labe l (ft) Type (gpm) J -1 320 .00 D emand 0 .00 J-2 276 .00 D emand 0 .00 J-3 298.00 Demand 75.60 J-4 298.00 D emand 241 .20 J-5 286 .00 Demand 0 .00 J-6 294.00 D emand 122.40 J-7 302 .00 Demand 0 .00 J-8 308 .00 Demand 1,500.00 J-9 322 .00 Demand 0.00 J-10 326.00 Demand 0 .00 J-11 312 .00 Demand 0 .00 J-12 33 4 .00 Demand 0 .00 J-13 322 .00 Demand 0 .00 J-14 326 .00 Demand 0 .00 J-15 306 .00 Dem and 0 .00 J-16 312 .00 Demand 0.00 Project Title : Castle Gate Subd ivision c :\haestadlwtrc\cg_ 1500.wcd Extended Period Analysis : 0 .0 hr I 3 .0 hr Junction Report Demand Ca lcu lated Hydraulic Pressure Pattern Demand Grade (psi) (gp m ) (ft) Fixed 0 .00 496.87 76.48 Fi xed 0 .00 471 .22 84.42 Fixed 75.60 460.40 70.23 Fixed 241.20 455.94 68 .30 Fixed 0 .00 453.88 72.60 Fixed 122.40 452.48 68.53 Fixed 0 .00 450.03 64 .01 Fixed 1 ,500 .00 448.85 60.91 Fixed 0 .00 452 .58 56.47 Fixed 0 .00 452 .94 54.89 Fixed 0 .00 454.55 61 .64 Fixed 0 .00 455.81 52.67 Fixed 0 .00 455.89 57.90 Fixed 0 .00 457.13 56 .70 Fixed 0 .00 458.00 65.73 Fixed 0 .00 458 .53 63.36 10/04/00 05 :05:4 1 PM © Haestad Methods , Inc . Project Engineer: William R. Cullen WaterCAD v1 .0 [034) 37 Brookside Road Waterbury, CT 06708 U SA (2 03) 7 55-1666 Page 1 of 1 Detailed Report for Pipe: P-1 Loading Summary Demand Scenari o Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness <none> 0.0 Geometric Summary From Node R-1 Diameter 11 in To Node J -1 Material PVC Check Valve No Roughness 150.0 Length 121 .50 ft Minor Loss 0 .00 Initial Cond ition Summary Status Open Calculated Results Summary T ime Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 1,939.20 0 .20 hr Open 0 .0 1 ,939.20 0.40 hr Open 0 .0 1 ,939.20 0 .60 hr Open 0 .0 1,939.20 0 .80 hr Open 0 .0 1 ,939.2 0 1.00 hr Open 0 .0 1 ,939.20 1 .20 hr Open 0 .0 1 ,939.20 1.40 hr Open 0 .0 1 ,939.20 1.60 hr Open 0 .0 1 ,939.20 1 .80 hr Open 0 .0 1,939.20 2 .00 hr Open 0 .0 1 ,939.20 2 .20 hr Open 0 .0 1 ,939.20 2.40 hr Ope n 0.0 1,939.20 2 .60 hr Open 0 .0 1 ,939.20 2.80 hr Open 0 .0 1 ,939.20 3 .00 hr Open 0 .0 1 ,939.20 Project Title : Castle Gate Subd ivision c :\hae stad \wtrc\cg _ 1500.w cd Velocity From (ft/s) Grade (ft) 6 .32 498 .00 6.32 498.00 6.32 498.00 6 .32 498.00 6 .32 498.00 6 .32 498.00 6 .32 498.00 6.32 498.00 6 .32 498 .00 6.32 498.00 6 .32 498.00 6 .32 498.00 6.32 498.00 6 .32 498.00 6 .32 498.00 6 .32 498.00 To Friction Minor Total Headless Grade Loss Loss Headless Gradient (ft) (ft) (ft) (ft) (ft/1 OOOft ) 496.87 1.13 0 .00 1 .13 9.33 496.87 1.13 0 .00 1.13 9 .33 496 .87 1.13 0 .00 1.13 9 .33 496.87 1.13 0.00 1 .13 9 .33 4 96.87 1.13 0 .00 1 .13 9 .33 496.87 1.13 0 .00 1 .13 9 .3 3 496.87 1 .13 0.00 1 .13 9 .33 496.87 1.13 0.00 1 .13 9 .33 496.87 1 .13 0 .00 1 .13 9 .33 496.87 1 .13 0 .00 1.13 9 .33 496.87 1.13 0 .00 1.13 9 .33 496.87 1 .13 0 .00 1.13 9 .33 496.87 1.13 0 .00 1.13 9 .33 496.87 1 .13 0 .00 1 .13 9 .33 496.87 1 .13 0 .00 1.13 9 .33 496.87 1 .13 0 .00 1 .13 9 .33 Project Eng ineer: W ill iam R. Culle n ::-. · · WaterCAD v1 .0 [034] 10/04 /00 05 :21 :32 PM © Haestad Method s, In c . 37 Brook side R oad Wa te rbury , CT 067 08 USA (203) 755 -1666 Page 1 Link Leng th Diameter Material Label (ft) (in) P-1 121.50 11 PVC P-3 2,722 .80 11 PVC P-4 1, 108.80 11 PVC P-5 1,141 .60 11 PVC P-6 1 ,107.40 11 PVC P-7 745 .80 11 PVC P-8 1 ,762 .20 11 PVC P-9 872 .50 11 PVC P-10 1 ,898 .90 11 PVC P-11 190.90 11 PVC P-12 847.40 11 PVC P-13 665 .90 11 PVC P-14 1 ,066 .60 11 PVC P-15 982 .60 11 PVC P-19 774 .10 11 PVC P-16 650.20 11 PVC P-17 394 .20 11 PVC P-18 1 ,327.60 11 PVC Project Title : Castle Gate Subdivision c :\haestad \wtrc\cg _ 1500.wcd Extended Period Analysis: 0.0 hr I 3.0 hr Pipe Report Roughness Minor Loss Initial Current Discharge Start Status Status (gpm) Hydraulic Grade (ft) 150.0 0 .00 Open Open 1,939.20 498 .00 150.0 0 .39 Open Open 1,939.20 496.87 150.0 0 .78 Open Open 1,939.20 471 .22 150.0 0 .78 Open Open 1,183.75 460.40 150.0 0 .39 Open Open 802.73 455.94 150.0 0 .39 Open Open 802 .73 453 .88 150.0 1.11 Open Open 680.33 452.48 150.0 0 .00 Open Open 680.33 450.03 150.0 1 .11 Open Open -819.67 448.85 150.0 0 .00 Open Open -819 .67 452 .58 150.0 0 .00 Open Open -819.67 452 .94 150.0 0.00 Open Open -819.67 454 .55 150.0 0 .00 Open Open -139.82 455.81 150.0 0.00 Open Open -679 .85 455.81 150.0 0 .00 Open Open -139 .82 455.89 150.0 0 .00 Open Open -679 .85 457.13 150.0 0 .00 Open Open -679.85 458 .00 150.0 1 .11 Open Open -679.85 458 .53 End Head loss Friction Hydraulic (ft) Slope Grade (ft/1 OOOft) (ft) 496.87 1 .13 9 .33 471.22 25.64 9.42 460.40 10.83 9 .76 455 .94 4.45 3 .90 453.88 2.06 1.86 452.48 1.40 1.88 450.03 2.45 1.39 448.85 1.17 1.34 452.58 3 .72 1.96 452 .94 0 .36 1.90 454.55 1.61 1.90 455 .81 1.26 1 .90 455.89 0 .08 0.07 457.13 1.32 1 .34 455.94 0 .06 0.07 458.00 0 .87 1.34 458.53 0 .53 1.34 460.40 1.87 1.41 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/04/00 05 :05 :54 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (20 3) 755-1666 Page 1 of 1 Detailed Report for Pipe: P-3 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-1 Diameter To Nod e J-2 Material Chec k Valve No Roughness Length 2 ,722 .80 ft M inor Loss Initial Cond ition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm ) 0 .00 hr O pen 0 .0 1 ,939 .20 0 .20 hr Open 0 .0 1,939 .20 0.40 hr Open 0.0 1,939.20 0 .60 hr Open 0 .0 1,939.20 0 .80 hr Open 0 .0 1 ,939 .20 1.00 hr Open 0 .0 1,939 .20 1.20 hr Open 0 .0 1 ,939 .20 1.40 hr Open 0 .0 1,939 .20 1.60 hr Open 0 .0 1,939.20 1 .80 hr Open 0 .0 1,939.20 2.00 hr Open 0 .0 1 ,939 .20 2.20 hr Open 0 .0 1 ,939.20 2.40 hr Open 0 .0 1 ,939 .20 2 .60 hr Open 0 .0 1,939.20 2 .80 hr Open 0 .0 1,939 .20 3 .00 hr Open 0 .0 1,939.20 Proje ct Title : C a stle Gate Subdivision c :\haestad\wtrc \c9 _ 1500.wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 6 .32 496 .87 471 .22 25.40 6 .32 496.87 471 .22 25.40 6 .32 496.87 471.22 25.40 6 .32 496 .87 471 .22 25.40 6 .32 496.87 471 .22 25.40 6 .32 496.87 471 .22 25 .40 6 .32 496.87 471 .22 25.40 6 .32 496.87 471 .22 25.40 6 .32 496.87 471 .22 25.40 6 .32 496.87 471 .22 25.40 6.32 496.87 471 .22 25.40 6.32 496.87 471 .22 25.40 6 .32 496.87 471 .22 25.40 6 .32 496.87 471.22 25.40 6 .32 496.87 471 .22 25.40 6 .32 496.87 471 .22 25.40 Minor Loss (ft) 0 .24 0 .24 0 .24 0 .24 0.24 0 .24 0 .24 0 .24 0 .24 0.24 0.24 0 .24 0 .24 0 .24 0 .24 0 .24 <none> 0 .0 11 in PVC 150.0 0 .39 Total Head loss Headloss Gradient (ft ) 25 .64 25 .64 25 .64 25 .64 25 .64 25.64 25 .64 25 .64 25 .64 25 .64 25 .64 25 .64 25 .64 25 .64 25 .64 25 .64 (fV1000ft) 9 .42 9.42 9.42 9 .42 9.42 9.42 9.42 9.42 9.42 9 .42 9 .42 9.42 9.42 9.42 9.42 9.42 Project Engineer: WiJliam R. Cullen Wate rCAD v1 .0 [034] 10 /04/00 0 5 :21 :33 PM © H aestad Methods , In c . 37 Brookside Road Wate rbury, CT 067 0 8 U SA (20 3) 7 55-16 6 6 Page 2 Detailed Report for Pipe: P -4 Loading Summary Demand Scenario Default-Peak Hour Calib ration Summary Dema nd <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node J-2 Diameter 11 in To Node J-3 Material PVC Check Valve No Rough ness 150.0 Length 1,108.80 ft Minor Loss 0 .78 Initial Condition Summary Status Open Calcul ate d Results S u mma ry Time Status Constituent Flow Velocity From To Friction Minor Total Head loss (mg/I) (gpm) (fUs) G rade Grade Loss Loss Headloss Gradient 0 .00 hr Open 0.0 1,939.20 0 .20 hr Open 0 .0 1,939.20 0 .40 hr Open 0 .0 1 ,939.20 0 .60 hr Open 0.0 1 ,939 .20 0 .80 hr Open 0 .0 1,939.20 1 .00 hr Open 0 .0 1,939.20 1 .20 hr Open 0 .0 1,939.20 1.40 hr Open 0 .0 1 ,939.20 1.60 h r Open 0 .0 1 ,939.20 1 .80 hr Open 0 .0 1,939.20 2 .00 hr Open 0 .0 1,939.20 2 .2 0 hr Open 0 .0 1,939.20 2.40 hr Open 0 .0 1 ,939.20 2 .60 hr Open 0.0 1,939.20 2.80 h r Open 0.0 1,939.20 3 .00 hr Open 0 .0 1,939.20 Project Title: Castle Gate Subdivision c :\haestad\wtrc\cg_ 1500.wcd 6 .32 6 .32 6.32 6 .32 6 .32 6.32 6 .32 6 .32 6 .32 6.32 6 .32 6 .32 6 .32 6.32 6 .32 6 .32 (ft) (ft) (ft) (ft) (ft) 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471.22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 471 .22 460.40 10.34 0.48 10.83 10/04/00 05 :21 :33 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (ft/1 OOOft) 9 .76 9 .76 9.76 9 .76 9 .76 9 .76 9 .76 9 .76 9.76 9 .76 9 .76 9 .76 9.76 9 .76 9 .76 9.76 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] (203) 755-1666 Page 3 Detailed Report for Pipe: P-5 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node J-3 Diameter 11 in To Node J-4 Material PVC Check Valve No Roughness 150.0 Length 1,141 .60 ft Minor Loss 0 .78 Initial Cond ition Summary Status Open Calculated Results Summary Time Status Constituent Flow Velocity From To Friction Minor Total Head loss (mg/I) (gpm) (ft/s) Grade Grade Loss Loss Headloss Gradient 0 .00 hr Open 0 .0 1,183.75 0 .20 hr Open 0 .0 1,183.75 0.40 hr Open 0.0 1,183.75 0 .60 hr Open 0 .0 1,183.75 0 .80 hr Open 0 .0 1 ,183.75 1 .00 hr Open 0.0 1 ,183.75 1.20 hr Open 0 .0 1,183.75 1.40 hr Open 0 .0 1 ,183.75 1.60 hr Open 0.0 1,183.75 1 .80 hr Open 0 .0 1,183.75 2 .00 hr Open 0 .0 1,183.75 2 .20 hr Open 0 .0 1,183.75 2.40 hr Open 0 .0 1,183.75 2 .60 hr Open 0 .0 1,183.75 2 .80 hr Open 0 .0 1,183.75 3 .00 hr Open 0 .0 1,183.75 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_ 1500.wcd 3 .85 3 .85 3.85 3.85 3 .85 3 .85 3.85 3 .85 3 .85 3 .85 3.85 3.85 3 .85 3 .85 3 .85 3 .85 (ft) (ft) (ft) (ft) (ft) 460.40 455.94 4 .27 0.18 4.45 460.40 455.94 4.27 0 .18 4.45 460.40 455.94 4 .27 0 .18 4.45 460.40 455.94 4 .27 0 .18 4.45 460.40 455.94 4 .27 0.18 4.45 460.40 455.94 4 .27 0 .18 4.45 460.40 455.94 4 .27 0 .18 4.45 460.40 455.94 4 .27 0 .18 4.45 460.40 455.94 4 .27 0.18 4.45 460.40 455.94 4 .27 0 .18 4.45 460.40 455.94 4 .27 0.18 4.45 460.40 455.94 4 .27 0 .18 4.45 460.40 455.94 4 .27 0.18 4.45 460.40 455.94 4 .27 0.18 4.45 460.40 455.94 4 .27 0.18 4 .45 460.40 455.94 4 .27 0.18 4.45 10/04/00 05 :21 :34 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (fU1000ft) 3 .90 3.90 3.90 3 .90 3.90 3.90 3 .90 3.90 3 .90 3.90 3 .90 3 .90 3 .90 3 .90 3 .90 3 .90 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] (203) 755-1666 Page 4 Detailed Report for Pipe: P-6 Loading Summary Demand Scenario Default-Peak Hour Cal ibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node J-4 Diameter 11 in To Node J-5 Material PVC Check Valve No Roughness 150.0 Length 1, 107.40 ft Minor Loss 0 .39 Initia l Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 802 .73 0 .20 hr Open 0 .0 802 .73 0.40 hr Open 0 .0 802.73 0 .60 hr Open 0 .0 802 .73 0 .80 hr Open 0 .0 802.73 1.00 hr Open 0 .0 802 .73 1.20 hr Open 0 .0 802.73 1.40 hr Open 0 .0 802 .73 1.60 hr Open 0 .0 802.73 1.80 hr Open 0 .0 802.73 2 .00 hr Open 0.0 802 .73 2 .20 hr Open 0 .0 802.73 2.40 hr Open 0.0 802 .73 2 .60 hr Open 0 .0 802.73 2 .80 hr Open 0 .0 802.73 3.00 hr Open 0.0 802 .73 Project Title : Castle Gate Subdivisio n c:\haestad\wtrc\cg_ 1500.wcd Velocity (ft/s) 2 .61 2.61 2.61 2 .61 2 .61 2 .61 2.61 2 .61 2 .61 2 .61 2 .61 2 .61 2 .61 2 .61 2 .61 2 .61 10/04/00 05 :21 :34 PM © Haestad Methods , Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 455.94 453.88 2.02 455.94 453.88 2 .02 455.94 453.88 2 .02 455.94 453.88 2.02 455.94 453.88 2.02 455.94 453.88 2 .02 455.94 453.88 2 .02 455.94 453.88 2 .02 455.94 453.88 2 .02 455.94 453.88 2 .02 455.94 453.88 2.02 455.94 453.88 2.02 455.94 453.88 2 .02 455.94 453.88 2.02 455.94 453.88 2.02 455.94 453.88 2 .02 Minor Loss {ft) 0 .04 0 .04 0.04 0.04 0 .04 0 .04 0 .04 0.04 0 .04 0 .04 0.04 0.04 0 .04 0 .04 0 .04 0 .04 Total Head loss Headloss Gradient {ft) (ft/1 OOOft) 2 .06 1 .86 2 .06 1 .86 2.06 1 .86 2 .06 1 .86 2.06 1 .86 2 .06 1.86 2.06 1 .86 2.06 1 .86 2.06 1 .86 2 .06 1.86 2 .06 1 .86 2 .06 1.86 2 .06 1 .86 2 .06 1.86 2 .06 1 .86 2 .06 1 .86 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 37 Brookside Road Waterbury, CT 06708 USA (20 3) 755-1666 Page 5 Detailed Report for Pipe: P-7 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-5 Diameter 11 in To Node J-6 Material PVC Check Valve No Roughness 150.0 Length 745.80 ft Minor Loss 0 .39 Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 802.73 0.20 hr Open 0 .0 802 .73 0.40 hr Open 0 .0 802 .73 0 .60 hr Open 0 .0 802.73 0 .80 hr Open 0 .0 802 .73 1.00 hr Open 0.0 802.73 1.20 hr Open 0 .0 802 .73 1.40 hr Open 0 .0 802 .73 1.60 hr Open 0.0 802 .73 1 .80 hr Open 0.0 802.73 2 .00 hr Open 0 .0 802 .73 2.20 hr Open 0 .0 802 .73 2.40 hr Open 0 .0 802 .73 2 .60 hr Open 0 .0 802.73 2 .80 hr Open 0.0 802.73 3 .00 hr Open 0 .0 802 .73 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg _ 1500.wcd Velocity (fVs) 2 .61 2 .61 2 .61 2 .61 2 .61 2 .61 2 .61 2 .61 2.61 2 .61 2 .61 2.61 2.61 2.61 2 .61 2.61 10104100 05 :21 :34 PM © Haestad Methods , Inc. From To Friction Grade Grade Loss (ft) (fl) (ft) 453.88 452.48 1 .36 453.88 452.48 1.36 453.88 452.48 1.36 453.88 452.48 1 .36 453.88 452.48 1 .36 453.88 452.48 1.36 453.88 452.48 1.36 453.88 452.48 1 .36 453.88 452.48 1.36 453.88 452.48 1.36 453.88 452.48 1.36 453.88 452.48 1.36 453.88 452.48 1 .36 453 .88 452.48 1 .36 453.88 452.48 1 .36 453.88 452.48 1.36 Minor Loss (ft) 0.04 0 .04 0.04 0 .04 0 .04 0 .04 0 .04 0 .04 0.04 0 .04 0.04 0.04 0 .04 0 .04 0 .04 0 .04 Total Head loss Headloss Gradient (fl) (ft/1 OOOft ) 1.40 1.88 1.40 1 .88 1.40 1.88 1.40 1 .88 1.40 1.88 1.40 1.88 1.40 1.88 1.40 1 .88 1.40 1 .88 1.40 1 .88 1.40 1.88 1.40 1.88 1.40 1.88 1.40 1.88 1.40 1 .88 1.40 1.88 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 37 Brookside Road Waterbury, CT 06708 USA (20 3) 755-1666 Page 6 Detailed Report for Pipe: P-8 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-6 Diameter 11 in To Node J-7 Material PVC Check Valve No Roughness 150.0 Length 1 ,762.20 ft Minor Loss 1 .11 In itial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 680.33 0 .20 hr Open 0.0 680.33 0.40 hr Open 0 .0 680.33 0 .60 hr Open 0 .0 680.33 0.80 hr Open 0.0 680.33 1.00 hr Open 0 .0 680.33 1.20 hr Open 0 .0 680 .33 1.40 hr Open 0 .0 680.33 1.60 hr Open 0 .0 680.33 1.80 hr Open 0.0 680.33 2 .00 hr Open 0 .0 680.33 2 .20 hr Open 0 .0 680.33 2.40 hr Open 0 .0 680.33 2 .60 hr Open 0 .0 680.33 2 .80 hr Open 0.0 680.33 3 .00 hr Open 0 .0 680.33 Project Title : Castle Gate Subdivision c :\haestad\wt rc \cg_ 1500. wed Veloc ity (ft/s) 2 .22 2.22 2 .22 2 .22 2.22 2 .22 2 .22 2 .22 2 .22 2.22 2 .22 2 .22 2 .22 2 .22 2.22 2 .22 10/04/00 05:21 :34 PM © Haestad Methods , Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 452.48 450.03 2 .37 452.48 450.03 2 .37 452.48 450.03 2 .37 452.48 450.03 2.37 452.48 450.03 2 .37 452.48 450.03 2 .37 452.48 450.03 2 .37 452.48 450.03 2 .37 452.48 450.03 2.37 452.48 450.03 2 .37 452.48 450.03 2.37 452.48 450.03 2 .37 452.48 450.03 2 .37 452.48 450.03 2 .37 452 .48 450.03 2 .37 452.48 450.03 2 .37 Minor Loss (ft) 0 .08 0.08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 Total Headless Head loss Gradient (ft) (ft/1 OOOft ) 2 .45 1 .39 2.45 1.39 2.45 1.39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1 .39 2.45 1.39 Project E ngineer: W illiam R. Cullen WaterCAD v1 .0 (034) 37 Brookside Road W aterbury, CT 0670 8 USA (203) 7 55-1666 Page 7 Detailed Report for Pipe: P-9 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-7 Diameter 11 in To Node J-8 Material PVC Check Valve No Roughness 150.0 Length 872.50 ft Minor Loss 0 .00 Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (g pm) 0 .00 hr Open 0 .0 680 .33 0 .20 hr Open 0.0 680.33 0.40 hr Open 0 .0 680.33 0 .60 hr Open 0 .0 680.33 0 .80 hr Open 0.0 680.33 1.00 hr Open 0 .0 680.33 1.20 hr Open 0 .0 680 .33 1.40 hr Open 0 .0 680 .33 1.60 hr Open 0 .0 680.33 1.80 hr Open 0 .0 680.33 2 .00 hr Open 0 .0 680 .33 2 .20 hr Open 0 .0 680 .33 2.40 hr Open 0.0 680 .33 2 .60 hr Open 0.0 680 .33 2 .80 hr Open 0.0 680.33 3 .00 hr Open 0 .0 680 .33 Project Title : Castle Gate Subdivision c :\h aestad\wtrc\cg_ 1500.wcd Velocity (fVs) 2 .22 2.22 2 .22 2 .22 2 .22 2 .22 2 .22 2.22 2 .22 2 .22 2.22 2 .22 2 .22 2 .22 2 .22 2 .22 10/04/00 05 :21 :35 PM © Haestad Methods , Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 450.03 448 .85 1.17 450.03 448.85 1 .17 450.03 448.85 1.17 450.03 448.85 1 .17 450.03 448.85 1 .17 450.03 448.85 1.17 450.03 448.85 1.17 450.03 448.85 1 .17 450.03 448.85 1.17 450.03 448.85 1.17 450.03 448.85 1.17 450.03 448.85 1 .17 450.03 448.85 1.17 450.03 448.85 1.17 450.03 448.85 1 .17 450.03 448.85 1.17 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 Total Head loss Headless Gradient (ft) (fV1 OOOft) 1.17 1 .34 1.17 1 .34 1 .17 1.34 1 .17 1.34 1.17 1 .34 1.17 1.34 1 .17 1.34 1.17 1 .34 1.17 1 .34 1.17 1.34 1.17 1 .34 1.17 1 .34 1.17 1.34 1 .17 1 .34 1 .17 1 .34 1.17 1 .34 Project Engineer: William R. Cullen WaterCAD v1 .o [034] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1 666 Page 8 Detailed Report for Pipe: P-10 Loading Summary Demand Scena ri o Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node J-8 Diameter 11 in To Node J-9 Material PVC Check Valve No Roughness 150.0 Length 1 ,898.90 ft M inor Loss 1 .11 Initial Cond itio n Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (g pm) 0 .00 hr Open 0 .0 -819 .67 0 .20 hr Open 0 .0 -819 .67 0.40 hr Open 0 .0 -819.67 0 .60 hr Open 0 .0 -819 .67 0 .80 hr Open 0.0 -819.67 1 .00 hr Open 0 .0 -819.67 1 .20 hr Open 0 .0 -819 .67 1.40 hr Open 0 .0 -819.67 1 .60 hr Open 0 .0 -819.67 1 .80 hr Open 0.0 -819.67 2 .00 hr Open 0 .0 -819.67 2 .20 hr Open 0 .0 -8 19.67 2.40 hr Open 0.0 -81 9 .67 2 .60 hr Open 0.0 -819.67 2 .80 hr Open 0 .0 -8 19.67 3 .00 hr Open 0 .0 -819 .67 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_ 1500. w ed Velocity (fUs) 2 .67 2 .67 2 .67 2 .67 2 .67 2 .67 2 .67 2.67 2 .67 2 .67 2.67 2 .67 2 .67 2 .67 2 .67 2.67 10/04/00 05 :21 :3 5 PM © Haestad Methods , Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 448.85 452.58 3 .60 448.85 452 .58 3 .60 448.85 452 .58 3.60 448.85 452 .58 3.60 448.85 452.58 3 .60 448.85 452.58 3 .60 448.85 452 .58 3 .60 448.85 452.58 3 .60 448.85 452.58 3 .60 448.85 452 .58 3 .60 448.85 452.58 3 .60 448.85 452.58 3.60 448.85 452.58 3 .60 448.85 452.58 3 .60 448.85 452 .58 3 .60 448.85 452.58 3.60 Minor Loss (ft) 0 .12 0 .12 0 .12 0 .12 0.12 0 .12 0 .12 0 .12 0.12 0 .12 0 .12 0 .1 2 0 .12 0 .12 0 .12 0 .12 Tota l Head loss Headloss Gradient (ft) (ft/1 OOOft) 3 .72 1 .96 3 .72 1.96 3 .72 1 .96 3 .72 1 .96 3 .72 1 .96 3 .72 1 .96 3.72 1 .96 3 .72 1 .96 3 .72 1 .96 3 .72 1 .96 3 .72 1.96 3 .72 1 .96 3 .72 1 .96 3 .72 1.96 3 .72 1 .96 3 .72 1 .96 Project Engineer: William R. Cullen WaterCAD v1 .o [034) 37 Brookside Road Waterbury, CT 06 708 USA (2 0 3) 755-1666 Page 9 Detailed Report for Pipe: P-11 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness <none> 0.0 Geometric Summary From Node J-9 Diameter 11 in To Node J -10 Material PVC Check Valve No Roughness 150.0 Length 190.90 ft Minor Loss 0 .00 Initial Conditio n Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg /I) (gpm) 0 .00 hr Open 0 .0 -819 .67 0 .20 hr Open 0.0 -819.67 0.40 hr Open 0 .0 -819 .67 0 .60 hr Open 0 .0 -819.67 0 .80 hr Open 0.0 -819.67 1.00 hr Open 0 .0 -819.67 1.20 hr Open 0 .0 -819.67 1.40 hr Open 0 .0 -819.67 1.60 hr Open 0.0 -819 .67 1.80 hr Open 0.0 -819.67 2 .00 hr Open 0 .0 -819.67 2 .20 hr Open 0 .0 -819 .67 2 .40 hr Open 0 .0 -819.67 2.60 hr Open 0 .0 -819 .67 2 .80 hr Open 0 .0 -8 19 .67 3 .00 hr Open 0 .0 -819.67 Project Titl e : Castle Gate Subdivision c :\haestad\wtrc\cg_ 1500.wcd Velocity From (fUs) Grade (ft) 2 .67 452.58 2 .67 452 .58 2 .6 7 452 .58 2 .67 452 .58 2 .67 452 .58 2 .67 452 .58 2.67 452.58 2 .67 452 .58 2 .67 452 .58 2 .67 452 .58 2 .67 452 .58 2 .67 452 .58 2.67 452 .58 2 .67 452 .58 2 .67 452 .58 2 .67 452 .58 10/04 /00 05 :21 :35 PM © Haestad Methods , In c . ·,.fr ,<~,;;.,_,· To Friction Minor Grade Loss Loss (ft) (ft) (ft) 452 .94 0 .36 0 .00 452 .94 0 .3 6 0.00 452 .94 0 .36 0 .00 452 .94 0.36 0 .00 452 .94 0 .36 0 .00 452.94 0 .36 0 .00 452.94 0.36 0 .00 452 .94 0 .36 0 .00 452 .94 0 .36 0 .00 452.94 0 .36 0.00 452.94 0 .36 0 .00 452.94 0.36 0 .00 452.94 0 .36 0 .00 452 .94 0.36 0.00 452 .94 0 .36 0 .00 452 .94 0 .36 0 .00 Tota l Head lo ss Headless Gradient (ft) (fU1 OOOft) 0.36 1 .90 0 .36 1 .90 0 .36 1 .90 0.36 1 .90 0 .36 1.90 0 .36 1 .90 0 .36 1 .90 0 .36 1 .90 0 .36 1 .90 0 .36 1.90 0.36 1 .90 0 .36 1 .90 0 .36 1 .90 0 .36 1 .90 0 .36 1 .90 0 .36 1 .90 Project Engineer: William R. Cullen WaterCAD V1 .0 [034] · '. .. ·<.d \1"':_:i •. d.1t.1y , CT 06 708 US A (2 0 3) 755-1666 Page 10 De t ailed Report for P i pe: P-12 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-10 D iameter 11 in To Node J-11 Material PVC Check V alve No Roughness 150.0 Length 847.40 ft Minor Loss 0 .00 Initial Condition Summary Status Open C alc ulated Results Sum ma ry Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 -819 .67 0 .20 hr Open 0 .0 -819.67 0.40 hr Open 0 .0 -819.67 0 .60 hr Open 0 .0 -819.67 0 .80 hr Open 0 .0 -8 19 .67 1 .0 0 hr Open 0 .0 -819.67 1 .20 hr Open 0 .0 -819.67 1.40 hr Open 0 .0 -8 19 .67 1 .60 hr Open 0 .0 -819.67 1 .80 hr Open 0 .0 -81 9 .67 2 .00 hr Open 0 .0 -8 19.67 2 .20 hr Open 0 .0 -819 .67 2.40 hr Open 0 .0 -819 .67 2 .60 hr Open 0 .0 -819 .67 2.80 hr Open 0 .0 -819.67 3 .00 hr Open 0.0 -8 19.67 Project T itle : Castle Gate Subdivision c:\haestad\wtrc\cg_ 1500. wed Velocity (ft/s) 2 .67 2 .67 2 .67 2 .67 2 .67 2 .67 2 .67 2 .67 2 .67 2 .67 2 .67 2.67 2 .67 2 .67 2 .67 2.67 10/04/00 05:21 :35 PM © Haestad Methods , Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 452.94 454.55 1 .61 452.94 454 .55 1 .61 452.94 454.55 1 .61 452 .94 454.55 1.61 452.94 454.55 1.61 452.94 454.55 1 .61 452 .94 454.55 1 .61 452 .94 454.55 1 .61 452.94 4 54 .55 1 .61 452.94 454.55 1 .61 452.94 454.55 1.61 452 .94 4 54 .55 1.61 452 .94 454.55 1 .61 452 .94 454.55 1 .61 452.94 454.55 1.61 452 .94 4 54 .55 1 .61 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 Total Head loss Headloss Gradient (ft) (fV1000ft) 1.61 1.90 1.61 1.90 1.61 1 .90 1 .61 1.90 1.61 1.90 1.61 1.90 1 .61 1 .90 1.61 1.90 1.61 1 .90 1 .61 1 .90 1.61 1 .90 1 .61 1 .90 1 .61 1 .90 1 .61 1 .90 1 .61 1.90 1.61 1.90 Project Engineer: William R. Cullen Wate rCAD v1 .0 [034] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Pag e 11 Detailed Report for Pipe: P-13 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-11 Diameter To Node J-12 Material Check Valve No Roughness Length 665 .90 ft Minor Loss In itia l Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 -819.67 0 .20 hr Open 0 .0 -819 .67 0.40 hr Open 0 .0 -819 .67 0 .60 hr Open 0 .0 -819 .67 0 .80 hr Open 0.0 -819.67 1.00 hr Open 0 .0 -819 .67 1.20 hr Open 0 .0 -819 .67 1.40 hr Open 0 .0 -819 .67 1.60 hr Open 0.0 -819 .67 1 .80 hr Open 0 .0 -819.67 2 .00 hr Open 0 .0 -819 .67 2 .20 hr Open 0 .0 -819 .67 2.40 hr Open 0 .0 -819.67 2 .60 hr Open 0 .0 -819.67 2 .80 hr Open 0 .0 -819 .67 3.00 hr Open 0 .0 -819 .67 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_ 1500.w cd Velocity From To Friction (fUs) Grade Grade Loss (ft) (ft) (ft) 2 .67 454.55 455.81 1.26 2.67 454.55 455.81 1.26 2 .67 454 .55 455.81 1.26 2.67 454.55 455.81 1.26 2 .67 454.55 455.81 1 .26 2.67 454.55 455.81 1 .26 2 .67 454 .55 455.81 1 .26 2 .67 454.55 455.81 1 .26 2 .67 454.55 455.81 1 .26 2 .67 454.55 455.81 1 .26 2 .67 454.55 455.81 1 .26 2 .67 454.55 455.81 1.26 2.67 454.55 455.81 1.26 2 .67 454.55 455.81 1.26 2 .67 454 .55 455.81 1 .26 2 .67 454.55 455.81 1.26 Minor Loss (ft) 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 <none> 0 .0 11 in PVC 150.0 0 .00 Total Head loss Headless Gradient (ft) 1 .26 1 .26 1 .26 1 .26 1 .26 1.26 1 .26 1 .26 1.26 1 .26 1 .26 1.26 1.26 1 .26 1 .26 1 .26 (ft/1 OOOft ) 1.90 1 .90 1.90 1.90 1.90 1.90 1.90 1.90 1 .90 1.90 1.90 1 .90 1 .90 1 .90 1 .90 1.90 Project Engineer: William R. Cullen WaterCAD v1 .0 [0 34] 10/04/00 05 :21 :3 5 PM © Haestad Methods , Inc . 37 Brookside Road Vvaterbury , CT06708 USA (203) 755-1666 Page 12 Detailed Report for Pipe: P-14 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness Geometric Summary From Node J-12 Diameter To Node J-13 Material Check Valve No Roughness Length 1 ,066.60 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 -139.82 0 .20 hr Open 0 .0 -139 .82 0.40 hr Open 0 .0 -139 .82 0 .60 hr Open 0 .0 -139 .82 0 .80 hr Open 0 .0 -139 .82 1.00 hr Open 0 .0 -139.82 1.20 hr Open 0.0 -139 .82 1.40 hr Open 0 .0 -139 .82 1.60 hr Open 0 .0 -139.82 1.80 hr Open 0 .0 -139 .82 2 .00 hr Open 0 .0 -139 .82 2 .20 hr Open 0 .0 -139 .82 2.40 hr Open 0 .0 -139.82 2 .60 hr Open 0 .0 -139 .82 2 .80 hr Open 0 .0 -139 .82 3 .00 hr Open 0 .0 -139 .82 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_ 1500 .wcd Velocity From To Friction (fUs) Grade Grade Loss (ft) (ft) (ft) 0.46 455.81 455.89 0 .08 0.46 455.81 455 .89 0 .08 0.46 455.81 455 .89 0 .08 0.46 455.81 455.89 0.08 0 .46 455 .81 455.89 0.08 0.46 455.81 455.89 0 .08 0.46 455.81 455.89 0 .08 0.46 455 .81 455.89 0 .08 0.46 455.81 455.89 0 .08 0.46 455.81 455.89 0 .08 0.46 455.81 455.89 0 .08 0.46 455.81 455.89 0.08 0.46 455.81 455.89 0.08 0.46 455.81 455.89 0.08 0.46 455.81 455.89 0 .08 0.46 455.81 455.89 0.08 Minor Loss (ft) 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 <none> 0 .0 11 in PVC 150.0 0 .00 Total Head los s Headloss Gradient (ft) 0 .08 0 .08 0.08 0.08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 0 .08 (ft/1 OOOft) 0.07 0 .07 0 .07 0.07 0 .07 0 .07 0 .07 0 .07 0.07 0 .07 0 .07 0 .07 0 .07 0.07 0 .07 0 .07 Project Engineer: William R . Cullen WaterCAD v1 .0 [034] 10/04/00 05 :21 :36 PM © Haestad Methods , Inc . 37 Brooks ide Road Waterbury , CT 06708 USA (20 3) 755-1666 Page 13 Detailed Report for Pipe : P-15 Loading Summa ry Demand Scenario Def au lt-Peak Hour Calib ration Summary Dem and <none> 0 .0 Roughness Geometric Summary From N ode J-12 Diameter To Node J-14 Material Check V alve No Roughness Le ngth 982.60 ft Minor Loss In itial Cond ition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 -679 .85 0 .20 h r Open 0 .0 -679.85 0.40 hr Open 0 .0 -679.85 0 .60 hr Open 0.0 -679.85 0 .80 hr Open 0 .0 -679 .85 1 .00 hr Open 0 .0 -679.85 1 .20 h r O pen 0 .0 -679.85 1.40 hr Open 0 .0 -679.85 1.60 hr Open 0 .0 -679 .85 1 .80 hr Open 0 .0 -679.85 2 .00 h r Open 0 .0 -679 .85 2 .2 0 h r Open 0 .0 -679.85 2.40 hr Open 0.0 -679.85 2 .60 hr Open 0 .0 -679.85 2 .80 hr Open 0 .0 -679 .85 3 .00 hr Open 0 .0 -679.85 Project Title: Castle Gate Subd iv is ion c :\ha estad \wtrc \cg _ 1500.w cd Velocity From To F riction (ft/s) Grade Grade Loss (ft) (ft) (ft) 2 .21 455.81 457.13 1.32 2 .21 455.8 1 457.13 1.32 2 .21 455.8 1 457.13 1 .32 2 .21 455.81 457 .13 1.32 2 .21 455.81 457.13 1 .32 2 .21 455.8 1 457.13 1 .32 2 .21 455.81 457 .13 1.32 2 .21 455.81 457.13 1 .32 2 .21 455 .81 457.13 1.32 2 .21 455 .8 1 457.13 1.32 2 .2 1 4 55 .81 457.13 1 .32 2 .21 455.81 457.13 1.32 2 .21 455.81 457.13 1.32 2 .21 455 .81 457.13 1 .32 2 .21 455.81 457.13 1.32 2.21 455.81 457.13 1.32 Minor Loss (ft) 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .00 <none> 0 .0 11 in PVC 150 .0 0.00 Total Head loss Headloss Gradient (ft ) 1.32 1 .32 1 .32 1 .32 1.32 1.32 1 .32 1 .32 1.32 1.32 1.32 1.32 1 .32 1.32 1 .32 1 .32 (ft/1 OOOft ) 1.34 1 .34 1.34 1 .34 1 .34 1 .34 1 .34 1 .34 1 .34 1 .34 1 .34 1.34 1 .34 1 .34 1 .34 1 .34 Project Engin eer: Willi am R. Cullen W ate rCA D v1 .o (0 34] 10/04100 05 :2 1 :36 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (2 03) 755-1666 Page 14 Detailed Report for Pipe : P -16 Loadi ng Summa ry Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0.0 Geometric Summary From Node J -14 Diam eter 11 in To Node J -15 Ma terial PVC Check V alve No Roughness 150 .0 Length 650.20 ft Minor Loss 0 .00 Initial Condition Summary Status Open Calculated R esults Summary Time Status Constituent Flow (mg/I ) (gpm) 0 .00 hr Open 0 .0 -679.85 0 .20 hr Open 0 .0 -679.85 0.40 hr Open 0 .0 -679.85 0 .60 hr Open 0 .0 -679.85 0 .80 hr Open 0 .0 -679.85 1 .00 hr Open 0 .0 -679.85 1.20 hr Open 0 .0 -679.85 1.40 hr Open 0 .0 -679.85 1 .60 hr Open 0 .0 -679.85 1 .8 0 hr Open 0 .0 -679.85 2 .0 0 hr Open 0 .0 -679.85 2 .20 hr Open 0 .0 -679.85 2.40 hr Open 0 .0 -679.85 2 .60 hr Open 0 .0 -679.85 2 .8 0 hr Ope n 0 .0 -679.85 3 .00 h r Open 0 .0 -679.85 P ro j ect T itle : Cast le Gate Subd ivision c:\haestad \wtrc\cg_ 1500.w cd V e locity (ft/s) 2 .21 2 .21 2.21 2.21 2 .21 2 .21 2 .21 2 .21 2 .21 2 .21 2.21 2.21 2 .21 2 .21 2 .21 2 .21 10/04/0 0 0 5 :21 :36 PM © Haestad Met ho ds, In c . From To Friction Grade Grade Loss (ft) (ft) (ft) 457.13 458.00 0 .8 7 457.13 458.00 0 .87 457 .13 458.00 0 .87 457.13 458.00 0 .87 457.13 458.00 0 .87 457.13 458.00 0.87 457.13 458 .00 0 .87 457.13 458.00 0 .87 457 .13 458.00 0 .87 457.13 458.00 0 .87 457.13 458.00 0 .87 457.13 458.00 0 .87 457.13 458.00 0 .87 457 .13 458.00 0 .87 457.13 458.00 0 .87 457.13 458 .00 0 .87 Minor Loss (ft) 0 .00 0.00 0.00 0 .0 0 0 .0 0 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .0 0 0.0 0 Tota l Headloss Headlos s Gradient (ft ) (ft/1 OOOft ) 0 .87 1 .34 0 .8 7 1.3 4 0.87 1 .3 4 0 .87 1 .34 0 .87 1 .34 0 .87 1.34 0.87 1 .34 0 .87 1 .34 0 .8 7 1 .34 0 .87 1 .34 0 .87 1 .34 0.87 1 .34 0 .87 1 .34 0.87 1 .34 0 .87 1 .34 0 .87 1 .34 Proj ect Enginee r : W ill iam R. Cull en Wate rCAO v 1 .o [0 34] 37 Bro oks ide Road Wate rbury , CT 06708 USA (2 03) 755-1666 Pag e 15 Detailed Report for Pipe : P-17 Loading Summary Demand Scenario Default-Peak Hour Calibrati o n Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node J-15 Diameter 11 in To Node J-16 Material PVC Check Valve No Roughness 150.0 Length 394 .20 ft Minor Loss 0 .00 Initial Condition Su m mary Status Open C a lc u lat ed Res ults Summa ry Time Status Constituent F low (mg/I) (gpm) 0 .00 hr Open 0 .0 -679 .85 0 .20 hr Open 0 .0 -679 .85 0.40 hr Open 0 .0 -679 .85 0 .60 h r Open 0 .0 -679 .85 0 .80 hr Open 0 .0 -679 .85 1.00 hr Open 0 .0 -679 .85 1 .20 hr Open 0 .0 -679.85 1.40 hr . Open 0.0 -679 .85 1 .6 0 h r Open 0 .0 -679 .85 1.80 hr Open 0 .0 -679 .85 2 .00 h r Open 0 .0 -679.85 2 .20 hr Open 0 .0 -679 .85 2 .40 h r Open 0 .0 -679 .85 2 .60 h r Open 0 .0 -679.85 2 .80 hr Open 0 .0 -679 .85 3 .00 hr Open 0 .0 -679 .85 Project Title : Castle Gate Subdivis io n c:\haestad\wtrc\cg_ 1500.w cd Velocity (fUs) 2 .21 2 .21 2 .21 2 .21 2 .21 2 .21 2 .21 2 .21 2 .21 2 .21 2 .21 2.21 2.21 2 .21 2 .21 2 .21 10/04/00 05:21 :36 PM © Haestad Methods , In c . From To F r iction Grade Grade Loss (ft) (ft) (ft) 458.00 458.53 0 .53 458.00 458.53 0 .53 458.00 458 .53 0 .53 458 .00 458.53 0 .53 458.00 458.53 0.53 458.00 458.53 0 .53 458.00 458 .53 0 .53 458.00 458.53 0 .53 458.00 458 .53 0 .53 458.0 0 458 .53 0 .53 458 .00 458.53 0 .53 458.00 458.53 0.53 458 .00 458.53 0 .53 458.00 458.53 0 .53 458.00 458.53 0 .53 458.00 458.53 0 .53 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .0 0 0 .00 0 .00 0 .00 0 .00 0 .0 0 0 .00 Total Head loss Headless G radient (ft) (fU1 OOOft ) 0 .53 1 .34 0 .53 1.34 0 .53 1 .34 0 .53 1.34 0 .53 1 .34 0.53 1 .34 0 .53 1 .34 0 .53 1 .34 0.53 1 .34 0 .53 1.34 0 .53 1 .34 0 .53 1.34 0 .53 1 .34 0 .53 1 .34 0 .53 1 .34 0 .53 1 .34 Proj ect Engineer: William R. Cullen W aterCAD v1 .o [034] 37 Brooi<.s1oe r<oa d Waterbury, CT 06708 USA (203) 755-1666 Page 16 Detailed Report for P i pe: P-18 Loading Summary Demand Scenario Default-Peak Hour Calib ration Summary Demand <none> 0 .0 Roughness Geometr ic Summary From Node J-16 Diameter To Node J-3 Material Check V alve N o Roughness Length 1,327.60 ft Minor Loss Initia l Condition Summ ary Status Open Calc u late d Results Summary Time Status Co nstituent F low (mg/I) (gpm) 0 .00 h r Open 0 .0 -679.85 0 .20 hr Open 0 .0 -679 .85 0.40 hr Open 0.0 -679.85 0'.60 h r Open 0.0 -679 .85 0 .80 hr Open 0 .0 -679.85 1.00 hr Open 0.0 -679 .85 1.20 hr Open 0 .0 -679.85 1.4 0 hr Open 0 .0 -679.85 1.60 hr Open 0 .0 -679.85 1.80 hr Open 0.0 -679.85 2 .00 h r Open 0 .0 -679 .85 2 .20 hr Open 0 .0 -679 .85 2.40 hr Open 0 .0 -679.85 2 .6 0 h r Open 0 .0 -679 .85 2.80 hr Open 0 .0 -679.85 3.00 hr Open 0 .0 -679.85 Project Title: Castle Gate Subdivision c :lhaestadlwtrclcg_ 1500.wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 2.21 4 58 .53 460.40 1.78 2 .21 458.53 460.40 1.78 2 .21 458 .53 460.40 1.78 2 .2 1 458 .53 460 .40 1.78 2 .21 458.53 460.40 1.78 2 .21 458.53 460.40 1.78 2.21 458 .53 460.40 1.78 2 .21 458.53 460 .40 1.78 2.21 458.53 460.40 1.78 2 .21 458.53 460.40 1.78 2 .21 458.53 460 .40 1 .78 2 .21 458.53 460.40 1 .78 2 .21 458.53 460.40 1.78 2 .21 4 58 .53 460.40 1.78 2 .21 458.53 460 .40 1.78 2.21 458 .53 460.40 1 .78 Minor Loss (ft) 0 .08 0 .08 0 .08 0 .08 0.08 0 .08 0.08 0 .08 0 .08 0 .08 0 .0 8 0 .0 8 0 .08 0 .08 0 .08 0.08 <none> 0 .0 11 in PVC 150.0 1.11 Total Head loss Headless Gradient (ft) 1.87 1.87 1.87 1 .87 1 .87 1.87 1.87 1 .87 1.87 1 .87 1 .87 1.87 1.87 1.87 1.87 1.87 (ft/1 OOOft) 1 .41 1.41 1 .41 1 .41 1.41 1.41 1.41 1.41 1.41 1.41 1.41 1.41 1.41 1.41 1.41 1.41 Project Engineer: William R. Cullen WaterCAD v1 .o (034] 10/04/0 0 05 :21 :36 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 17 Detailed Report for Pipe : P-19 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-13 Diameter To Node J-4 Materia l Check V alve No Roughness Length 774.10 ft Minor Loss Initia l Condition Summ ary Status Open C a lculate d Re s ul t s Summa ry Time Status Constituent F low Velocity From To F riction Minor (mg/I) (gpm) (ft/s) Grade Grade Loss Loss (ft) (ft) (ft) (ft) 0 .00 hr Open 0 .0 -139 .82 0.46 455.89 455.94 0.06 0.00 0 .20 hr Open 0 .0 -13 9.82 0.46 455.89 455.94 0 .06 0 .00 0.40 hr Open 0 .0 -139 .82 0.46 455.89 455 .94 0 .06 0.00 0 .60 hr Open 0.0 -139 .82 0.46 455.89 455.94 0 .06 0 .00 0 .80 hr Open 0 .0 -139 .82 0.46 455.89 455 .94 0 .06 0 .00 1.00 hr Open 0 .0 -139 .82 0.46 455.89 455.94 0 .06 0 .00 1 .20 hr Open 0 .0 -139 .82 0.46 455.89 455.94 0 .06 0 .00 1.40 hr Open 0.0 -139.82 0.46 455.89 455 .94 0 .06 0 .00 1.60 h r Open 0 .0 -139.82 0.46 455 .89 455.94 0 .06 0 .00 1.80 hr Open 0 .0 -139 .82 0.46 455.89 455.94 0 .06 0 .00 2 .00 hr Open 0 .0 -139 .82 0.46 455 .8 9 455.94 0 .06 0.00 2 .20 h r Open 0 .0 -139.82 0.46 455.89 455.94 0 .06 0 .00 2.40 hr Open 0 .0 -139.82 0.46 455.89 455.94 0 .06 0 .00 2 .60 h r Open 0 .0 -139.82 0.46 455.89 455.94 0 .06 0 .00 2.80 h r Open 0 .0 -139.82 0.46 455.89 455.94 0.06 0.00 3.00 h r Open 0 .0 -139.82 0.46 455.89 455.94 0.06 0.00 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_ 1500 .w cd ,_ · ' ·., -. <none> 0 .0 11 in PVC 150.0 0 .00 Total Headless Headless Gradient (ft) 0 .06 0 .06 0 .06 0 .06 0 .06 0 .06 0.06 0 .06 0 .06 0 .06 0 .06 0 .06 0 .06 0 .06 0 .06 0 .06 (ft/1 OOOft) 0 .07 0 .07 0 .07 0 .07 0.07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 0 .07 Proj ect Engineer: William R Cullen WaterCAD v1 .0 [0 34] 10/04/00 05 :21 :37 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 18 Node Elevation Demand Dema nd Label (ft) Type {gpm) J-1 320.00 Demand 0 .00 J-2 276.00 Demand 0.00 J-3 298.00 Demand 75 .60 J -4 298.00 Demand 241 .20 J-5 286.00 Demand 0 .00 J-6 294.00 Demand 122.40 J-7 302 .00 Demand 0.00 J-8 308 .00 Demand 0 .00 J-9 322.00 Demand 0 .00 J-10 326 .00 Dem and 0 .00 J-11 312.00 Demand 0 .00 J-12 334 .00 Demand 0.00 J-13 322 .00 Demand 0 .00 J-14 326 .00 De m and 0 .00 J-15 306.00 Demand 0 .00 J-16 312 .00 Demand 2 ,500 .00 Project Title: Castle Gate Subdivision c :\haestad\wtrc\cg_2500 .wcd Extended Period Analysis : 0.0 hr I 3.0 hr Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0 .00 485.55 71 .59 Fixed 0 .00 430.17 66.67 Fixed 75.60 406 .74 47.02 Fixed 241 .20 402.33 45.11 Fixed 0 .00 401 .88 50 .11 Fixed 122.40 401 .58 46 .52 Fixed 0 .00 401 .26 42 .92 Fixed 0 .00 401 .10 40.26 Fixed 0 .00 400.76 34.06 Fixed 0 .00 400.72 32 .31 Fixed 0 .00 400.57 38 .30 Fixed 0.00 400.45 28.74 Fixed 0 .00 401 .54 34.40 Fixed 0 .00 398.6 1 31.40 Fixed 0 .00 397.40 39 .52 Fixed 2,500.00 396.66 36.61 Project Enginee r: William R. Cullen WaterCAD v1 .o [0 34] 10/04/00 05 :14 :53 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Link Length Diameter Material Label (ft) (in) P-1 121 .50 11 PVC P-3 2 ,72 2.80 11 PVC P-4 1,108.80 11 PVC P-5 1 ,141 .60 11 PVC P-6 1,107.40 11 PVC P-7 745.80 11 PVC P-8 1,762.20 11 PVC P-9 872 .50 11 PVC P-1 0 1 ,898.90 11 PVC P-11 190.90 11 PVC P-12 847.40 11 PVC P-13 665 .90 11 PVC P-14 1 ,066 .60 11 PVC P-15 982.60 11 PVC P-19 774.10 11 PVC P-16 650.20 11 PVC P-17 394 .20 11 PVC P-18 1,327.60 11 PVC Extended Period Analysis: 0.0 hr I 3.0 hr Pipe Report Roughness Minor Loss Initial Current Discharge Start Status Status (gpm) Hydraulic Grade (ft) 150.0 0 .00 Open Open 2 ,939 .20 488 .00 150.0 0 .39 Open Open 2 ,939 .20 485 .55 150.0 0 .78 Open Open 2,939.20 430 .17 150.0 0.78 Open Open 1,177.56 406 .74 150.0 0 .39 Open Open 350 .55 402 .33 150.0 0 .39 Open Open 350 .55 401 .88 150.0 1 .11 Open Open 228 .15 401 .58 150.0 0 .00 Open Open 228 .15 401 .26 150.0 1 .11 Open Open 228 .15 401 .10 150.0 0 .00 Open Open 228.15 400.76 150.0 0 .00 Open Open 228.15 400 .72 150.0 0 .00 Open Open 228.15 400 .57 150.0 0 .00 Open Open -585 .82 400.45 150 .0 0.00 Open Open 813.96 400.45 150.0 0 .00 Open Open -585 .82 401 .54 150.0 0 .00 Open Open 813.96 398.61 150.0 0.00 Open Open 813 .96 397.40 150.0 1.11 Open Open -1,686 .04 396.66 End Head loss Friction Hydraulic (ft) Slope Grade (fV1 OOOft) (ft) 485 .55 2.45 20.14 430.17 55.38 20.34 406 .74 23.44 21 .14 402.33 4.41 3 .86 401 .88 0.44 0.40 401.58 0.30 0.40 401 .26 0 .32 0 .18 401 .10 0 .16 0 .18 400.76 0.35 0 .18 400.72 0 .03 0.18 400 .57 0 .15 0.18 400.45 0 .12 0.18 401 .54 1 .09 1 02 398.61 1 .84 1 .87 402 .33 0 .79 1 .02 397.40 1.22 1 .87 396 .66 0 .74 1 .87 406.74 10.08 7 .59 Proje ct Engineer: William R. Cullen WaterCA D v1 .0 [0 34] Project Title : Cas tle Gate Subdivision c :\haestad\wtrc\cg _2500 . wed 10/04/00 05:15:05 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Detailed Report for Pipe : P -1 Load ing Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node R-1 Diam eter To Node J-1 Material Check Valve No Roughness Length 121 .50 ft Minor Loss Initial Condition Summary Status Open C alculated R e sults Summ a ry Time Status Constituent Flow (mg /I) (gpm) 0.00 hr Open 0 .0 2 ,g39 .20 0 .20 hr Open 0 .0 2 ,939 .20 0.40 hr Open 0 .0 2,939 .20 0 .60 hr Open 0.0 2 ,939 .20 0 .80 hr Open 0 .0 2 ,939 .20 1.00 hr Open 0 .0 2 ,939 .20 1.20 hr Open 0 .0 2 ,939 .20 1.40 hr Open 0.0 2 ,939 .20 1.60 h r Open 0 .0 2 ,939 .20 1.80 hr Open 0 .0 2 ,939 .20 2 .00 hr Open 0 .0 2 ,939 .20 2 .20 hr Open 0.0 2 ,939.20 2.40 h r Open 0 .0 2 ,939 .20 2 .60 h r Open 0 .0 2 ,939.20 2 .80 hr Open 0 .0 2 ,939 .20 3 .0 0 hr Open 0 .0 2 ,939.20 P roje ct Title : Castle Ga te Subdivision c :\hae stad \wtrc\cg_2500 . wed Velocity From To Friction (ftfs ) Grade Grade Loss (ft) (ft) (ft) 9 .57 488.00 485.55 2.45 9 .57 488.00 485.55 2 .45 9 .57 488.00 485.55 2.45 9 .57 488.00 485.55 2.45 9 .57 488.00 485.55 2.45 9 .57 488 .00 485.55 2 .45 9 .57 488 .00 485.55 2.45 9 .57 488.00 485.55 2.45 9 .57 488.00 485.55 2.45 9 .57 488.0 0 485.55 2 .45 9 .57 488.0 0 485.55 2.45 9 .57 488.00 485.55 2.45 9 .57 488.0 0 485.55 2.45 9 .57 488.0 0 485.55 2 .45 9.57 488.00 485.55 2.45 9 .57 488.00 4 85.55 2.45 Minor Loss (ft) 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.0 0 0 .00 0 .00 0 .00 0 .00 0 .00 <n one > 0 .0 1 1 in PVC 150 .0 0 .00 Total Head loss Headloss Gradient (ft) 2 .45 2.45 2.45 2 .45 2.45 2 .45 2.45 2 .45 2.45 2.45 2.45 2.45 2.45 2.45 2.45 2.45 (fU1 OOOft ) 20.14 20.14 20.14 20.14 20.14 20 .14 20.14 20 .14 20.14 20.14 20.14 20 .14 20 .14 20.14 20.14 20.14 Project Engineer: W illi am R. Cullen Wate rCAD v 1 .0 [0 34] 10/04/00 05:15 :37 PM © Haestad Methods , Inc. 37 Brooksi de Road W ate rbury , CT 067 08 USA (203) 75 5-1666 Page 1 Detailed Report for Pipe : P-3 Loadi ng Su m mary Dema nd Scenario Defau lt-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-1 Diameter To N ode J-2 Material Check V a lve N o Rough ness Length 2 ,722.80 ft Minor Loss Initia l Condition Sum mary Statu s Open Calcula ted Results Summary Time Status Constituent Flow (m g/I) (g p m) 0 .00 h r Open 0 .0 2 ,939.20 0 .20 h r Open 0 .0 2,939 .20 0.40 hr Open 0.0 2 ,939 .20 0 .60 hr Open 0 .0 2,939.20 0 .80 hr Open 0 .0 2 ,939.20 1 .00 hr Open 0.0 2 ,939 .20 1 .20 h r Open 0 .0 2 ,939.20 1.40 hr Open 0 .0 2 ,939.20 1 .6 0 hr Open 0.0 2 ,939 .20 1 .80 h r Open 0 .0 2,939 .20 2.00 h r Open 0 .0 2 ,939.20 2 .20 hr Open 0 .0 2 ,939.20 2.40 hr Open 0 .0 2 ,939.20 2 .60 hr Open 0 .0 2 ,939 .20 2 .80 hr Open 0 .0 2 ,939.20 3 .00 hr Open 0 .0 2,9 39.20 Project Title : Castle Ga te Subdivisio n c :\haestad\wtrc\cg_2500 .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 9 .57 485.55 430.17 54 .82 9 .57 485.55 430.17 54 .82 9 .57 485.55 430.17 54 .82 9 .57 485.55 430.17 54 .82 9 .57 485.55 430.17 54 .82 9 .57 485.55 430.17 54 .82 9 .57 485.55 430.17 54 .82 9 .57 485.55 430.17 54 .82 9 .57 485.55 430.17 54 .82 9 .57 485.55 4 30 .17 54 .82 9 .57 485.55 430 .17 54 .82 9 .57 485.55 430.17 54.82 9 .57 485 .55 430 .17 54 .82 9 .57 485.55 430.17 54 .82 9 .57 485.5 5 430.17 54 .82 9 .57 485.55 430.17 54 .82 Minor Loss (ft) 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 0 .56 <none> 0.0 11 in PVC 150.0 0.39 Total Head loss Headless Gradient (ft) 55.38 55 .38 55 .38 55 .3 8 55.38 55 .38 55 .3 8 55.3 8 55.38 55 .38 55 .38 55.38 55 .3? 55 .38 55 .38 55 .38 (fV1 OOOft ) 20.34 20 .34 20 .34 20 .34 20.34 20 .34 20.34 20.34 20.34 20.34 20.34 20.34 20.34 20.34 20 .34 20.34 Proj ect Engineer : William R. Culle n Wate rCAO v1 .0 (034] 10/04/00 05 :15:37 PM © Haestad Methods , Inc. 37 Brookside Road Wate rb ury, CT 06708 USA (203) 7 55-1 666 Pag e 2 Detailed Report for Pipe : P -4 Loadi ng Summary Demand Scenario Defa ult-Peak Hour Calibration Summary Dema nd <none> 0 .0 Roughness Geometric Summary From N ode J-2 Diameter To Node J-3 Material Check V alve No Roughness Length 1 , 108.80 ft Minor Loss In itia l Condition Summary Status Open Ca lc u la t ed Results Summa ry Time Status Constituent F low (mg/I) (gpm) 0.00 hr Open 0 .0 2 ,939.20 0 .2 0 h r Open 0 .0 2 ,939 .20 0.40 hr Open 0.0 2 ,939.20 0 .60 hr Open 0 .0 2 ,939.20 0 .80 hr Open 0 .0 2 ,939.20 1.00 hr Open 0 .0 2 ,939 .20 1.2 0 h r Open 0 .0 2,939.20 1.40 hr Open 0 .0 2,939.20 1.6 0 hr Open 0.0 2 ,939 .20 1 .80 h r Open 0 .0 2 ,939.20 2 .00 hr Open 0.0 2 ,939.20 2 .2 0 hr Open 0 .0 2 ,939 .20 2.40 h r Open 0 .0 2 ,939.20 2 .6 0 hr Open 0 .0 2 ,939.20 2 .80 h r Open 0 .0 2 ,939 .20 3.00 hr O pen 0.0 2 ,939.20 Proj e ct Title : Ca stle Gate Subd ivision c :\haestadlwtrc\cg_2500 .wcd Ve loci ty From To F riction (fVs) Grade Grade Loss (ft) (ft) (ft) 9 .57 430.17 406.74 22.33 9 .57 430.17 406.74 22 .33 9 .57 430.17 406.74 22 .33 9 .57 430.17 406.74 22 .33 9 .57 430.17 406 .7 4 22 .33 9 .57 430.17 406.74 22 .33 9 .57 430.17 406.74 22 .33 9 .57 430.17 406.74 22.33 9 .57 430.17 406.74 22 .33 9 .57 430.1 7 406.74 22.33 9 .57 430.17 406.74 22 .33 9.57 430.17 4 06 .74 22 .33 9.57 430.17 406.74 22 .33 9.57 430.17 406.74 22 .33 9 .57 430.17 406.74 22 .33 9 .57 430 .17 406 .74 22.33 Min o r Loss (ft) 1.11 1.11 1.11 1.1 1 1.11 1.1 1 1.11 1.1 1 1.11 1.1 1 1.11 1.11 1.11 1 .11 1.1 1 1.1 1 <none> 0.0 11 in PVC 150.0 0 .78 Total Head loss Headless Gradient (ft) 23.44 23.44 23.44 2 3 .44 23.44 23.44 23.44 23.44 23.44 23.44 23.44 23.44 23.44 23 .44 23.44 23.44 (ft/1 OOOft ) 21 .14 21 .14 21 .14 21 .14 21 .14 21 .14 2 1.14 21 .14 21 .14 21 .14 21 .14 2 1 .14 21 .14 21 .14 21 .14 21 .14 Proj ect E nginee r: William R. Culle n WaterCAD v1 .0 [0 34) 10/04 /00 05 : 15 :38 PM © H aestad Methods , Inc. 37 Brookside R oad Waterbury, CT 06708 USA (2 0 3) 755-1 666 Pag e 3 Detailed Report for Pipe: P-5 Loading Summary Dema nd Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-3 Diameter To Node J-4 Material Check V a lve No Roughness Length 1 ,141 .60 ft Minor Loss In itial Cond ition Summary Status Open Calculated Results Summary T ime Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 1,177.56 0 .20 hr Open 0 .0 1 ,177.56 0.40 hr Open 0.0 1,177.56 0.60 hr Open 0.0 1 ,177.56 0 .80 hr Open 0 .0 1 ,17 7 .56 1.00 hr Open 0 .0 1,177.56 1.20 hr Open 0 .0 1 ,177.56 1.40 hr Open 0 .0 1,177.56 1.60 hr Open 0 .0 1 ,177.56 1.8 0 hr Open 0 .0 1 ,177.56 2.00 hr Open 0 .0 1,177.56 2 .2 0 hr Open 0.0 1,177.56 2.40 hr Open 0 .0 1 ,177.56 2 .60 hr Open 0 .0 1 ,177.56 2 .80 hr Open 0 .0 1 ,177.56 3 .00 hr Open 0 .0 1,177.56 Proje ct Title : C astle Gate Subd ivision c :l haestadlwtrclcg_2500.w cd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 3 .83 406.74 402.3 3 4 .23 3 .83 406.74 402.33 4 .23 3 .83 406 .74 402 .33 4 .23 3 .83 406.74 402.33 4 .23 3.83 406.74 402.33 4 .23 3 .83 406.74 402.33 4 .23 3 .83 406.74 402.33 4 .23 3.83 406.74 402 .33 4 .23 3 .83 406 .74 402.33 4 .23 3 .83 406.74 402 .33 4 .23 3 .83 406.74 402.33 4 .23 3 .83 406.74 402.33 4 .23 3 .83 406.74 402 .33 4 .23 3 .83 406.74 402.33 4 .23 3 .83 406.74 402.33 4.23 3 .83 406.74 402 .33 4 .23 Minor Loss (ft) 0 .18 0 .18 0.18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0.18 0 .18 0 .18 0.18 0 .18 0 .18 0 .18 <none> 0 .0 11 in PVC 150 .0 0 .7 8 Total Head lo s s Headless Gradient (ft ) 4.41 4.41 4.41 4.41 4.41 4 .41 4.41 4.41 4.41 4.41 4.41 4.41 4.41 4.41 4.41 4.41 (ftl1 OOOft ) 3 .86 3 .86 3 .86 3 .86 3 .86 3 .86 3 .8 6 3 .86 3 .86 3 .86 3 .86 3 .86 3 .86 3 .86 3 .86 3 .86 P roject E nginee r : W illi am R. Cullen W aterC AD v1 .0 [0 34] 10/04 /00 0 5 :15 :38 PM © Haestad Methods . In c . 3 7 Brookside Road Wate rbury , CT 06708 US A (203) 755-1666 Page 4 Detailed Report for Pipe: P-6 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-4 Diameter To Node J-5 Material Check Valve No Roughness Length 1, 107.40 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 350 .55 0 .20 hr Open 0 .0 350.55 0.40 hr Open 0 .0 350.55 0.60 hr Open 0 .0 350 .55 0 .80 hr Open 0.0 350 .55 1.00 hr Open 0.0 350.5 5 1.20 hr Open 0 .0 350.55 1.40 hr Open 0 .0 350 .55 1.60 hr Open 0 .0 350 .55 1.80 hr Open 0 .0 350.55 2 .00 hr Open 0 .0 350 .55 2 .20 hr Open 0 .0 350 .55 2.40 hr Open 0 .0 350.55 2 .60 hr Open 0 .0 350.55 2 .80 hr Open 0 .0 350 .55 3 .00 hr Open 0 .0 350 .55 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg _2500 . wed Velocity From To Friction (fVs) Grade Grade Loss (ft) (ft) (ft) 1.14 402.33 401 .88 0.44 1.14 402.33 401.88 0.44 1 .14 402 .33 401 .88 0.44 1.14 402 .33 401 .88 0.44 1 .14 402.33 401.88 0.44 1.14 402.33 401.88 0 .44 1.14 402.33 401 .88 0.44 1.14 402.33 401.88 0.44 1 .14 402.33 401 .88 0.44 1.14 402.33 401 .88 0.44 1.14 402 .33 401.88 0.44 1.14 402.33 401 .88 0.44 1 .14 402.33 401 .88 0.44 1.14 402.33 401 .88 0.44 1.14 402.33 401 .88 0.44 1.14 402.33 401 .88 0.44 Minor Loss (ft) 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0.01 0 .01 0 .01 0 .01 0 .01 <none> 0 .0 11 in PVC 150.0 0 .39 Total Head lo ss Headless Gradient (ft) 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 (fV1 OOOft) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/04/00 05 :15:39 PM © Haestad Methods , Inc. 37 Brookside Road \ivaterbury, CT 06708 USA (2 03) 7 55 -16 66 Page 5 Detailed Report for Pipe: P-7 Loading Summary Demand Scena r io Default-Peak Hour C a li bration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-5 Diameter 1 1 in To Node J-6 Material PVC Check Valve No Ro ughness 150 .0 Length 745.80 ft Minor Loss 0 .39 Initial Condition Summary Status Open Calculated Results Summary T ime Status Constituent F low (mg /I) (gpm) 0.00 hr Open 0 .0 350.55 0 .20 hr Ope n 0 .0 350 .55 0.40 hr Open 0 .0 350 .55 0 .60 hr Open 0.0 350 .55 0 .80 hr Open 0.0 350 .55 1.00 hr Open 0.0 350 .55 1.20 hr Open 0 .0 350 .55 1 .40 hr Open 0 .0 350 .55 1.60 hr Open 0 .0 350.55 1 .80 hr Open 0 .0 350 .55 2 .00 hr Open 0 .0 350 .55 2 .20 hr Open 0 .0 350 .55 2.40 hr Open 0 .0 350.55 2 .60 hr Open 0 .0 350.55 2 .80 hr Open 0.0 350 .55 3.00 hr Open 0 .0 350 .55 Project T itl e : Ca stle Gate Subd ivision c :\haestad\wtrc\cg_2 500 .w cd Veloci ty (ft/s) 1 .14 1.14 1.14 1.14 1.14 1.14 1 .14 1.14 1 .14 1 .14 1 .14 1.14 1.14 1.14 1.14 1.14 1 0104100 0 5:15:39 PM © Hae st ad Met hods , In c . From To Friction Grade Grade Loss (ft) (ft ) (ft) 401 .88 401.58 0 .29 401.88 401 .58 0.29 401 .88 401 .58 0 .29 401 .88 401 .58 0 .29 401 .88 401 .58 0 .29 401 .8 8 401 .58 0 .29 401 .88 401 .58 0.29 401 .88 401.58 0.29 401 .88 401 .58 0 .29 401 .88 401 .58 0.29 401.88 401 .58 0 .29 401 .88 401 .58 0 .29 401 .88 401.58 0 .29 401 .88 401 .58 0 .29 401 .88 401 .58 0 .29 401 .88 401 .58 0 .29 M ino r Loss (ft) 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0.01 0 .01 0 .01 0.01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 Total He ad loss Headles s Gradient (ft ) (fV1000ft) 0 .30 0.40 0 .30 0.40 0.30 0.40 0 .30 0.40 0 .30 0.40 0 .30 0.40 0 .30 0 .40 0.30 0.40 0 .30 0.40 0 .30 0.40 0 .30 0.40 0 .30 0.40 0 .30 0.40 0.30 0.40 0.30 0.40 0 .30 0.40 Proj ect E ngi nee r : W ill ia m R. Cull en Wate rCA D v 1 .o [0 34] 37 8 r oc !:~::de t ~o .. u v\i<ite rb ury , CT 06708 USA (20 3) 755-1666 Page 6 Detailed Report for Pipe: P -8 Loading Summa ry Deman d Scenario Default-Peak Hour C alibration Summary Demand <none> 0 .0 Roughness Geometr ic Summary From Node J-6 D iame ter To Node J-7 Material C heck Valve No Roughness Leng th 1 ,762.20 ft Minor Loss Initia l Condition Sum m ary Statu s Open Cal c ula t ed Results Summary T ime Status Constituent Flow (m g/I ) (gpm ) 0.00 hr Open 0 .0 228.15 0 .20 hr Open 0 .0 228 .15 0.40 hr Open 0 .0 228.15 0 .60 hr Open 0 .0 228.15 0 .80 hr Ope n 0 .0 228.15 1 .00 hr Open 0 .0 228 .15 1 .20 hr Open 0.0 228.15 1.40 hr Open 0 .0 228.15 1 .60 hr Open 0 .0 228.15 1 .80 hr Open 0 .0 228.15 2 .0 0 hr Open 0 .0 228.15 2 .20 hr Open 0 .0 228.15 2.40 hr Open 0 .0 228.15 2 .60 hr Open 0 .0 228.15 2 .80 hr Open 0 .0 228.15 3 .00 hr Open 0 .0 22 8 .15 Project Title : C astle Gate Subdivision c :\haestad l wtrclcg_2500 .w cd Velocity From To F riction (ft/s) Grade Grade Loss (ft) (ft) (ft) 0 .74 401 .58 401 .26 0 .31 0 .74 401 .58 4 01 .26 0.31 0 .74 401.58 401 .26 0 .31 0 .74 401 .58 401 .26 0 .31 0 .74 401 .58 401 .26 0 .31 0 .74 401 .58 4 01 .26 0 .31 0 .74 401 .58 401 .26 0 .31 0.74 401 .58 401 .26 0 .31 0 .74 401 .58 40 1.26 0 .31 0 .74 401 .58 4 01 .26 0 .31 0 .74 401 .58 401 .26 0 .31 0 .74 401.58 40 1.26 0 .31 0 .74 401 .58 401 .26 0.31 0 .74 401 .58 4 01 .26 0 .31 0 .74 401 .58 401 .26 0 .31 0 .74 401 .58 401 .26 0 .31 Mino r Loss (ft) 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0 .0 1 0 .01 0 .01 0 .01 0 .0 1 0 .01 0 .01 0 .01 0 .01 <none> 0.0 11 in PVC 150 .0 1 .11 T otal Head loss Headlo ss Gradie nt (ft ) 0 .32 0 .32 0 .32 0 .32 0.32 0.32 0 .32 0 .32 0.32 0.32 0 .32 0 .32 0 .32 0 .32 0 .32 0 .32 (f V1 OOOft ) 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 0 .18 P roject Eng ineer : W ill ia m R. Culle n W aterCA D v1 .0 [034) 10/04 /00 05: 15:39 PM © H aestad Methods , Inc . 37 Brookside Road vv aiero ury, L. r 06708 USA (2 0 3) 7 55-1666 Pag e 7 Detailed Report for Pipe: P-9 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-7 Diameter 11 in To Node J-8 Material PVC Check Valve No Roughness 150.0 Length 872 .50 ft Minor Loss 0.00 Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 228.15 0 .20 hr Open 0 .0 228 .15 0.40 hr Open 0 .0 228.15 0 .60 hr Open 0.0 228.15 0 .80 hr Open 0 .0 228.15 1.00 hr Open 0 .0 228.15 1.20 hr Open 0 .0 228 .15 1.40 hr Open 0 .0 228.15 1.60 hr Open 0.0 228.15 1 .80 hr Open 0 .0 228.15 2 .00 hr Open 0.0 228.15 2 .20 hr Open 0.0 228.15 2.40 hr Open 0 .0 228.15 2 .60 hr Open 0.0 228.15 2.80 hr Open 0 .0 228.15 3 .00 hr Open 0.0 228.15 Proj ect Title : Castle Gate Subdivision c :\haestad\wtrc\cg_2500 .wcd Velocity (ft/s) 0.74 0 .74 0 .74 0.74 0.74 0 .74 0 .74 0.74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 10/04/00 05 :15 :39 PM © Haestad Methods , Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 401.26 401.10 0 .16 401.26 401 .10 0 .16 401 .26 401 .10 0 .16 401 .26 401 .10 0 .16 401.26 401 .10 0 .16 401 .26 401 .10 0 .16 401.26 401 .10 0.16 401 .26 401 .10 0 .16 401 .26 401 .10 0 .16 401 .26 401 .10 0.16 401.26 401 .10 0.16 401 .26 401 .10 0 .16 401 .26 401.10 0.16 401 .26 401 .10 0.16 401 .26 401 .10 0.16 401.26 401 .10 0 .16 Minor Loss (ft) 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 Total Head loss Headless Gradient (ft) (ft/1 OOOft) 0 .16 0 .18 0 .16 0 .18 0.16 0 .18 0 .16 0 .18 0 .16 0 .18 0 .16 0 .18 0 .16 0 .18 0.16 0 .18 0.16 0 .18 0 .16 0 .18 0 .16 0 .18 0 .16 0 .18 0 .16 0 .18 0 .16 0.18 0 .16 0.18 0 .16 0 .18 Project Engineer: William R . Cullen WaterCAD v1 .0 [034) 37 Brookside Road Waterbury, CT 06708 USA (20 3) 755-1666 Page 8 Detailed Report for Pipe: P-1 O Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none > 0 .0 Roughness <none> 0 .0 Ge ometric Summary From Node J-8 Diameter 1 1 in To Node J-9 Material PVC Check Valve No Roughness 150.0 Length 1 ,898.90 ft Minor Loss 1.11 Initial Cond ition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 228.15 0.20 hr Open 0 .0 228.15 0.40 hr Open 0 .0 228.15 0 .60 hr Open 0 .0 228.15 0 .80 hr Open 0 .0 228 .15 1 .00 hr Open 0 .0 228 .15 1.20 hr Open 0 .0 228.15 1.40 hr Open 0 .0 228 .15 1.60 hr Open 0.0 228.15 1.80 hr Open 0 .0 228.15 2 .00 hr Open 0 .0 228.15 2 .20 hr Open 0 .0 228.15 2.40 hr Open 0 .0 228.15 2 .60 hr Open 0 .0 228.15 2 .80 hr Open 0 .0 228.15 3 .00 hr Open 0 .0 228.15 Project Ti t le : Castle Gate S ubdivision c :\hae stad\wt rc\cg_2500 .wcd Velocity (ft/s) 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 10/04/00 05 :15 :39 PM © Haestad Methods , Inc . From To Friction Grade Grade Loss (ft) (ft) (ft) 401 .10 400 .76 0 .34 401 .10 400 .76 0 .34 401 .10 400 .76 0 .34 401 .10 400 .76 0 .34 401 .10 400 .76 0 .34 401 .10 400 .76 0 .34 401 .10 400 .76 0 .34 401 .10 400 .76 0 .34 401.10 400 .76 0 .34 401 .10 400 .76 0 .34 401 .10 400.76 0 .34 401 .10 400 .76 0.34 401 .10 400 .76 0.34 401 .10 400 .76 0 .34 401 .10 400.76 0 .34 401 .10 400.76 0.34 Minor Loss (ft) 0 .01 0.01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0 .01 0.01 0 .01 Total Head loss Headloss Gradient (ft) (fV1000ft) 0 .3 5 0.18 0 .35 0 .18 0 .35 0 .18 0.35 0 .18 0 .3 5 0 .18 0 .3 5 0 .18 0 .35 0.18 0 .35 0 .18 0.35 0 .18 0 .35 0 .18 0 .35 0.18 0 .35 0 .18 0 .35 0 .18 0.35 0 .18 0 .35 0 .18 0 .35 0.18 Project E ngi neer: Willia m R. Cullen WaterC AD v1 .0 (0 34] 37 Brooks ide Road W aterbury , CT 06708 US A (203) 755-1666 Page 9 Detailed Report for Pipe : P-11 Load ing Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Rough ness <none> 0 .0 Geometric Summary From Node J-9 D iame ter 11 in To Node J-10 Mate rial PVC Check Valve No Roughness 150 .0 Length 190.90 ft Minor Loss 0 .00 In itia l Condition Summary Status Open C a lcula t ed Results S u mm a ry Time Status Constituent Flow (mg /I) (gpm) 0 .00 hr Open 0 .0 228.15 0 .20 hr Open 0 .0 228 .15 0.40 hr Open 0 .0 228 .15 0 .60 h r Open 0 .0 228 .15 0 .80 hr Open 0 .0 228 .15 1 .00 hr Open 0 .0 228 .15 1 .20 hr Open 0 .0 228.15 1.40 hr Open 0 .0 228 .15 1.60 hr Open 0 .0 228 .15 1 .80 h r Open 0 .0 228.15 2 .00 hr Open 0 .0 228 .15 2 .20 hr Open 0.0 228 .15 2.40 hr Open 0 .0 228.15 2 .60 hr Open 0 .0 228 .15 2 .80 h r Open 0 .0 228 .15 3 .00 hr Open 0 .0 228.15 Proj ect Title : Ca stle Gate Subd ivi si on c :\ha estad \wt rc\cg _2 500 .w cd Velocity (ft/s) 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 10/04 /00 05 : 15:40 PM © Haest ad Methods , Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 400.76 400.72 0 .03 400.76 400.72 0 .03 400.76 400.72 0 .03 400.76 400.72 0 .03 400 .76 400 .72 0 .03 400.76 400.72 0 .03 400.76 400 .72 0 .03 400.76 400.72 0 .03 400.76 400.72 0 .03 400 .76 400 .72 0 .03 400.76 400 .72 0 .03 400.76 4 00 .72 0 .03 400 .76 400 .72 0 .03 400.76 400.72 0.03 400.76 400.72 0 .03 400.76 400.72 0 .03 M ino r Lo ss (ft ) 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .0 0 0 .00 0 .00 T otal Headloss Headloss Gradient (ft) (ft/1 OOOft ) 0 .03 0 .18 0 .03 0 .18 0.03 0 .18 0 .0 3 0 .18 0 .03 0 .18 0 .03 0 .18 0.03 0 .18 0 .0 3 0 .18 0 .03 0 .18 0 .03 0 .18 0 .03 0.18 0 .03 0.18 0.03 0 .18 0.03 0 .18 0 .03 0 .18 0 .03 0 .18 Proj ect Eng in ee r : William R. Cu lle n W ate rCA D v1 .0 [034) 37 Broo ks ide Ro ad W aterbury, CT 06708 USA (203) 755-1 666 Pa ge 10 Detailed Report for Pipe: P-12 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node J-10 Diameter 11 in To Node J-11 Material PVC Check Valve No Roughness 150 .0 Length 847.40 ft M inor Loss 0 .00 Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I ) (gpm) 0 .00 hr Open 0 .0 228.15 0 .20 hr Open 0 .0 228.15 0.40 hr Open 0 .0 228.15 0 .60 hr Open 0 .0 228.15 0 .80 hr Open 0 .0 228.15 1.00 hr Open 0 .0 228 .15 1 .20 hr Open 0.0 228.15 1.40 hr Open 0 .0 228.15 1.60 hr Open 0 .0 228.15 1.80 hr Open 0 .0 228.15 2 .00 hr Open 0 .0 228.15 2 .20 hr Open 0 .0 228.15 2.40 hr Open 0 .0 228.15 2 .60 hr Open 0 .0 228 .15 2 .80 hr Open 0 .0 228.15 3.00 hr Open 0 .0 228 .15 Project Titl e: Castle Ga te Subdivi sio n c:\haestad\wtrc\cg_2500 .wcd Velocity (ft/s) 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 10104100 05 :15:40 PM © Haest ad Methods , Inc . From To Friction Grade Grade Loss (ft) (ft) (ft) 400.72 400.57 0 .15 400.72 400.57 0 .15 400.72 400.57 0.15 400.72 400.57 0.15 400.72 400.57 0 .15 400.72 400.57 0.15 400.72 400.57 0 .15 400.72 400.57 0 .15 400.72 400.57 0 .15 400.72 400.57 0 .15 400.72 400.57 0 .15 400.72 400.57 0.15 400.72 400.57 0 .15 400.72 400.57 0 .15 400.72 400.57 0 .15 400.72 400.57 0 .15 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 Total Head loss Headless Gradient (ft ) (ft/1 OOOft) 0 .15 0.18 0 .15 0.18 0 .15 0 .18 0 .15 0.18 0 .15 0 .18 0 .15 0 .18 0 .15 0 .18 0 .15 0 .18 0 .1 5 0 .18 0 .15 0.18 0.15 0 .18 0.15 0 .18 0.15 0 .18 0.15 0 .18 0 .15 0.18 0.15 0 .18 Project Engi ne e r: William R. Cullen W ate rCAD v1 .o (0 34) 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755 -1666 Page 11 Detailed Report for Pipe: P-13 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node J-11 Diameter 11 in To Node J-12 Material PVC Check Valve No Roughness 150.0 Length 665.90 ft Minor Loss 0.00 Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0.00 hr Open 0 .0 228 .15 0 .20 hr Open 0.0 228 .15 0.40 hr Open 0 .0 228.15 0.60 hr Open 0 .0 228.15 0 .80 hr Open 0 .0 228.15 1 .00 hr Open 0.0 228 .15 1 .20 hr Open 0 .0 228 .15 1.40 hr Open 0 .0 228.15 1 .60 hr Open 0 .0 228.15 1 .80 hr Open 0.0 228.15 2 .00 hr Open 0 .0 228.15 2.20 hr Open 0 .0 228.15 2.40 hr Open 0 .0 228.15 2 .60 hr Open 0.0 228.15 2 .80 hr Open 0 .0 228 .15 3 .00 hr Open 0 .0 228.15 Project Title : Castle Gate Subdivisio n c :\haestad\wtrc\cg_2 500 .wcd Velocity (ft/s) 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0.74 10/04/00 05 :15 :40 PM © Haestad Methods, Inc. From To Friction Grade Grade Loss (ft) (ft) (ft) 400.57 400.45 0.12 400.57 400.45 0.12 400.57 400.45 0.12 400.57 400.45 0 .12 400.57 400.45 0 .12 400.57 400.45 0 .12 400.57 400.45 0 .12 400.57 400.45 0 .12 400.57 400.45 0 .12 400.57 400.45 0.1 2 400.57 400.45 0 .12 400.57 400.45 0 .12 400.57 400.45 0 .12 400.57 400.45 0 .12 400.57 400.45 0 .12 400.57 400.45 0 .12 Minor Loss (ft) 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 Total Head loss Headloss Gradient (ft) (ft/1 OOOft) 0 .12 0 .18 0 .12 0 .18 0 .12 0 .18 0 .12 0 .18 0.12 0 .18 0 .12 0 .18 0 .12 0 .18 0 .12 0 .18 0 .12 0.18 0 .12 0 .18 0 .12 0 .18 0 .12 0.18 0 .12 0 .18 0 .12 0 .18 0.12 0 .18 0 .12 0 .18 Project Engineer: William R. Cullen WaterCAD v1 .0 [034) 37 Brookside Road Waterbury, CT 06 708 USA (203) 755-1666 Page 12 Detailed Report for Pipe: P-14 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Nod e J-12 Diameter To Node J-1 3 Material Check Valve No Roughness Length 1,066.60 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0.00 hr Open 0 .0 -585.82 0 .20 hr Open 0 .0 -585.82 0.40 hr Open 0 .0 -585 .82 0 .60 hr Open 0 .0 -585 .82 0 .80 hr Open 0 .0 -585.82 1.00 hr Open 0.0 -585 .82 1.20 hr Open 0 .0 -585.82 1.40 hr Open 0.0 -585 .82 1.60 hr Open 0 .0 -585 .82 1 .80 hr Open 0 .0 -585.82 2 .00 hr Open 0 .0 -585 .82 2 .20 hr Open 0.0 -585 .82 2.40 hr Open 0 .0 -585 .82 2 .60 hr Open 0 .0 -585.82 2.80 hr Open 0 .0 -585.82 3 .00 hr Open 0.0 -585 .82 Project T itle: Castle Gate Subdivis ion c:\haestad\wtrc\cg_2500 .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 1.91 400.45 401 .54 1.09 1.91 400.45 401 .54 1 .09 1.91 400.45 401 .54 1.09 1.91 400.45 401 .54 1.09 1 .91 400.45 401 .54 1 09 1.91 400.45 401 .54 1.09 1.91 400.45 401 .54 1.09 1 .91 400.45 401 .54 1.09 1.91 400.45 401 .54 1.09 1 .91 400.45 401 .54 1.09 1.91 400.45 401 .54 1.09 1.91 400.45 401 .54 1 .09 1.91 400.45 401 .54 1.09 1 .91 400.45 401.54 1 .09 1.91 400.45 401 .54 1.09 1.91 400.45 401.54 1.09 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 <none> 0 .0 11 in PVC 150.0 0 .00 Total Head loss Headloss Grad ie nt (ft) 1 .09 1.09 1 .09 1 .09 1 .09 1 .09 1 .09 1.09 1 .09 1.09 1.09 1.09 1 .09 1 .09 1.09 1.09 (ft/1 OOOft) 1.02 1 .02 1.02 1.02 1.02 1.02 1.02 1 .02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Project Engineer: William R. Cullen WaterCAD v1 .0 [034) 10104100 05 :15 :40 PM © Haestad Methods , Inc. 37 Brookside Roao Wate:1t..t:rf. 1., i 06708 USA (203 ) 755-1666 Page 13 Detailed Report for Pipe: P-15 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0.0 Roughness <none> 0 .0 Geometric Summary From Node J-12 Diameter 11 in To Node J -14 Material PVC Check Valve No Roughness 150.0 Length 982.60 ft Minor Loss 0 .00 Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 813.96 0 .20 hr Open 0 .0 813 .96 0.40 hr Open 0 .0 813.96 0 .60 hr Open 0 .0 813 .96 0 .80 hr Open 0 .0 813.96 1 .00 hr Open 0.0 813.96 1.20 hr Open 0 .0 813 .96 1.40 hr Open 0 .0 813 .96 1.60 hr Open 0 .0 813.96 1 .80 hr Open 0 .0 813 .96 2 .00 hr Open 0 .0 813.96 2 .20 hr Open 0 .0 813.96 2.40 hr Open 0.0 813.96 2 .60 hr Open 0 .0 813 .96 2.80 hr Open 0 .0 813 .96 3 .00 hr Open 0 .0 813.96 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_2500 .wcd Velocity (ft/s) 2 .65 2 .65 2 .65 2 .65 2 .65 2 .65 2 .65 2 .65 2 .65 2.65 2.65 2 .65 2 .65 2 .65 2 .65 2 .65 10104100 05 :15:40 PM © Haestad Methods , Inc . From To Friction Grade Grade Loss (ft) (ft) (ft) 400.45 398.61 1.84 400.45 398 .61 1 .84 400.45 398.61 1.84 400.45 398 .61 1 .84 400.45 398 .61 1 .84 400.45 398.61 1 .84 400.45 398 .61 1 .84 400.45 398 .61 1 .84 400.45 398.61 1 .84 400.45 398.61 1 .84 400.45 398 .61 1.84 400.45 398.61 1.84 400.45 398.61 1.84 400.45 398.61 1.84 400.45 398 .61 1 .84 400.45 398 .61 1.84 Minor Loss (ft) 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 Total Head loss Headloss Gradient (ft) (ft/1 OOOft) 1.84 1 .87 1 .84 1 .87 1 .84 1 .87 1 .84 1 .87 1 .84 1.87 1.84 1 .87 1 .84 1.87 1 .84 1.87 1 .84 1.87 1 .84 1.87 1.84 1.87 1 .84 1 .87 1 .84 1.87 1 .84 1 .87 1 .84 1.87 1 .84 1.87 Project Engineer: William R. Cullen WaterCAD v1 .0 [0 34) 37 Brookside Road vvaterbury, CT 06708 USA (203) 755-1666 Page 14 Detailed Report for Pipe: P-16 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-14 Diameter To Node J-15 Material Check Valve No Roughness Length 650 .20 ft Mi nor Loss Initial Condition Sum m ary Status Open Calculat ed Results Summary Time Status Co nstituent Flow (mg/I) (gpm) 0.00 hr Open 0 .0 813.96 0 .20 hr Open 0 .0 813 .96 0 .40 hr Open 0 .0 813 .96 0 .60 hr Open 0 .0 813 .96 0.80 hr Open 0.0 813 .96 1.00 hr Open 0 .0 813 .96 1.20 hr Open 0.0 813 .96 1.40 hr Open 0.0 813 .96 1.60 hr Open 0 .0 813 .96 1.80 hr Open 0 .0 813 .96 2 .00 hr Open 0 .0 813.96 2 .2 0 hr Open 0 .0 813 .96 2.40 hr Open 0 .0 813 .96 2 .60 hr Open 0 .0 813 .96 2 .80 hr Open 0.0 813 .96 3 .0 0 hr Open 0 .0 813.96 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_2500 .wcd Velocity From To Friction (ft/s) Grade Grade Lo ss (ft) (ft) (ft) 2 .65 398 .61 397.40 1 .22 2 .65 398 .61 397.40 1 .22 2 .65 398 .61 397.40 1.22 2 .65 398 .61 397.40 1.22 2 .65 398 .61 397.40 1 .22 2 .65 398 .61 397.40 1 .22 2 .65 398 .61 397.40 1 .22 2 .65 398 .61 397.40 1 .22 2 .65 398 .61 397.40 1.22 2.65 398.61 397.40 1.22 2 .65 398 .61 397.40 1 .22 2.65 398 .61 397.40 1.22 2 .65 398 .61 397.40 1.22 2 .65 398 .61 397.40 1 .22 2 .65 398 .61 397.40 1 .22 2 .65 398 .61 397.40 1 .22 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 <none> 0 .0 11 in PVC 150.0 0.00 Total Head loss Headloss Gradient (ft) 1.22 1 .22 1.22 1.22 1 .22 1 .22 1.22 1 .22 1.22 1 .22 1 .22 1 .22 1 .22 1 .22 1 .22 1 .22 (ft/1 OOOft) 1 .87 1.87 1.87 1 .87 1 .87 1 .87 1.87 1 .87 1 .87 1.87 1 .87 1.87 1.87 1.87 1.87 1.87 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10/04/00 05 :15 :41 PM © Haestad Methods. Inc . 37 Brookside Road Wate rbury , CT 06 708 U SA (203) 755-1666 Page 15 Detailed Report for Pipe: P-17 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-15 Diameter To Node J -16 Material Check Valve No Roughness Length 394 .20 ft M inor Loss Initial Condition Summary Status Open Calculated Results Summary Time Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0 .0 813 .96 0.20 hr Open 0 .0 813 .96 0.40 hr Open 0 .0 813 .96 0.60 hr Open 0 .0 813 .96 0 .80 hr Open 0 .0 813 .96 1 .00 hr Open 0.0 813.96 1 .20 hr Open 0 .0 813 .96 1.40 hr Open 0 .0 813 .96 1 .60 hr Open 0.0 813.96 1 .80 hr Open 0 .0 813 .96 2 .00 hr Open 0 .0 813.96 2 .20 hr Open 0 .0 813 .96 2.40 hr Open 0 .0 813 .96 2 .60 hr Open 0 .0 813.96 2.80 hr Open 0 .0 813 .96 3.00 hr Open 0 .0 813 .96 Project Title : Castle Gate Subdivision c:\haestad\wtrc\cg_2500 . wed Velocity From To Friction (fUs) Grade Grade Loss (ft) (ft) (ft) 2 .65 397.40 396 .66 0.74 2 .65 397.40 396.66 0.74 2 .65 397.40 396 .66 0 .74 2 .65 397.40 396 .66 0.74 2 .65 397.40 396.66 0.74 2.65 397.40 396 .66 0.74 2.65 397.40 396 .66 0 .74 2 .65 397 .40 396.66 0.74 2.65 397.40 396 .66 0 .74 2.65 397.40 396 .66 0 .74 2.65 397.40 396 .66 0.74 2 .65 397.40 396 .66 0.74 2.65 397.40 396.66 0 .74 2.65 397.40 396 .66 0 .74 2 .65 397.40 396 .66 0 .74 2.65 397.40 396 .66 0 .74 Minor Loss (ft) 0.00 0.00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0.00 <none> 0 .0 11 in PVC 150.0 0 .00 Total Head loss Headloss Gradient (ft) 0 .74 0 .74 0.74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0 .74 0.74 0 .74 (ft/1 OOOft) 1.87 1 .87 1.87 1.87 1.87 1 .87 1.87 1.87 1 .87 1 .87 1.87 1 .87 1 .87 1.87 1 .87 1.87 Project Engineer: William R. Cullen WaterCAD v1 .0 (034) 10/04/00 05 :15:41 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (2 03) 755-1666 Page 16 Detailed Report for Pipe: P-18 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness Geometric Summary From Node J-16 Diameter To Node J-3 Materia l Check Valve No Roughness Length 1 ,327 .60 ft Minor Loss Initial Condition Summary Status Open Calculated Results Summary T ime Status Constituent Flow (mg/I) (gpm) 0 .00 hr Open 0.0 -1,686 .04 0.20 hr Open 0 .0 -1 ,686 .04 0.40 hr Open 0 .0 -1 ,686.04 0 .60 hr Open 0 .0 -1,686 .04 0 .80 hr Open 0 .0 -1,686.04 1.00 hr Open 0 .0 -1,686.04 1.20 hr Open 0 .0 -1 ,686 .04 1.40 hr Open 0 .0 -1 ,686 .04 1.60 hr Open 0 .0 -1 ,686.04 1 .80 hr Open 0 .0 -1,686 .04 2 .00 hr Open 0 .0 -1 ,686 .04 2 .20 hr Open 0.0 -1 ,686.04 2.40 hr Open 0 .0 -1 ,686.04 2 .60 hr Open 0 .0 -1 ,686.04 2 .80 hr Open 0 .0 . -1,686 .04 3 .00 hr Open 0 .0 -1,686 .04 Project Title : Castle Gate Subdivision c :\haestad\wtrc\cg_2500 .wcd Velocity From To Friction (ft/s) Grade Grade Loss (ft) (ft) (ft) 5.49 396 .66 406 .74 9 .56 5.49 396 .66 406 .74 9 .56 5.49 396.66 406 .74 9 .56 5 .49 396.66 406 .74 9 .56 5.49 396.66 406.74 9.56 5.49 396 .66 406.74 9 .56 5.49 396 .66 406.74 9 .56 5.49 396 .66 406.74 9.56 5.49 396.66 406 .74 9 .56 5 .49 396 .66 406.74 9 .56 5.49 396.66 406.74 9 .56 5.49 396.66 406 .74 9 .56 5.49 396.66 406.74 9 .56 5 .49 396 .66 406.74 9 .56 5.49 396.66 406.74 9 .56 5 .49 396 .66 406.74 9 .56 Minor Loss (ft) 0 .52 0 .52 0.52 0 .52 0 .52 0 .52 0 .52 0 .52 0.52 0 .52 0 .52 0.52 0 .52 0 .52 0 .52 0 .52 <none> 0 .0 11 in PVC 150.0 1.11 Total Head loss Headloss Gradient (ft) 10.08 10.08 10.08 10.08 10 .08 10.08 10.08 10.08 10.08 10.08 10.08 10.08 10.08 10.08 10.08 10.08 (ft/1 OOOft) 7.59 7 .59 7 .59 7 .59 7 .59 7.59 7 .59 7.59 7 .59 7 .59 7 .59 7 .59 7 .59 7 .59 7.59 7.59 Project Engineer: William R. Cullen WaterCAD v1 .0 [034] 10104100 05 :15:4 1 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755-1666 Page 17 Detailed Report for P i pe: P-19 Loading Summary Demand Scenario Default-Peak Hour Calibration Summary Demand <none> 0 .0 Roughness <none> 0 .0 Geometric Summary From Node J-13 Diameter 11 in .To Node J -4 Material PVC Check V alve No Roughness 150.0 Le ngth 774 .10 ft Minor Loss 0 .00 In itial Condition Su mm a ry Status Open Calculated Results Summa ry Time Status Constituent Flow (mg/I ) (gpm) 0 .00 h r Open 0 .0 -585 .82 0 .20 hr Open 0.0 -585 .82 0.40 hr Open 0 .0 -585 .82 0 .6 0 hr Ope n 0 .0 -585 .82 0 .80 hr Open 0 .0 -585 .82 1 .00 hr Open 0 .0 -585 .82 1.20 hr Open 0 .0 -585 .82 1.40 hr Open 0 .0 -585.82 1.60 hr Open 0 .0 -585 .8 2 1 .80 hr Open 0 .0 -585 .82 2.00 hr Open 0.0 -585 .82 2 .20 hr Open 0 .0 -585 .82 2.40 hr Open 0 .0 -585 .82 2 .60 hr Open 0 .0 -585 .82 2 .80 hr Open 0 .0 -585 .82 3 .00 hr Open 0 .0 -585 .82 Project Title : C astle Ga te Subdivi sio n c :\haestad \wtrc\cg_2500. wed Velocity (ft/s) 1 .91 1.91 1.91 1 .91 1.91 1 .91 1.91 1 .91 1 .91 1 .91 1 .91 1.91 1 .91 1.91 1 .9 1 1 .91 10 /04/00 05 :15:41 PM © Haestad Methods , Inc . From To F riction Grade G rade Loss (ft) (ft) (ft) 401 .54 402 .33 0 .79 401 .54 402.33 0 .79 401 .54 402.33 0 .79 401 .54 402.33 0.79 401 .54 402.33 0 .79 401 .54 402.33 0 .79 401 .54 402 .33 0 .79 40 1.5 4 402.33 0 .79 401 .54 402.33 0 .79 401 .5 4 402.33 0 .79 401 .54 4 02 .33 0 .79 401.54 402.33 0 .79 401 .54 402.33 0 .79 401 .54 4 02 .33 0.79 401 .54 402 .33 0 .79 4 0 1 .5 4 4 02 .33 0 .79 Minor Loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 Total Head loss Headloss Gradient (ft) (fV1 OOOft ) 0 .79 1.02 0 .79 1.02 0.79 1 .02 0 .79 1.02 0 .79 1.02 0 .79 1.02 0 .79 1.02 0 .79 1 .02 0 .79 1.02 0 .79 1.02 0 .79 1.02 0 .79 1.02 0 .79 1.02 0 .79 1.02 0 .79 1.02 0 .79 1.02 Proje ct Eng ineer: William R. Cull e n W aterC AD v1 .0 (0 34) 37 Brooks ide Road Waterbury, CT 06 708 USA (20 3) 755 -1666 Pag e 18 Item Unit No. Quan. Meas. 1 1 LS 2 4300 LF 3 3 510 LF 4 430 LF 5 15 LF 6 1090 LF 7 15 LF 8 20 LF 9 40 LF 10 260 LF 11 54 LF 12 18 LF 13 150 LF 14 1 EA 1 15 30 EA 16 6 EA 17 8 EA 18 7 EA 19 1 EA 20 6 EA 21 8 EA 22 10 EA 23 4 EA 24 2 EA 25 6 EA 26 7 EA 27 40 LF 28 40 LF 29 60 LF 1 30 170 LF 31 5 EA 32 4 EA BID FOR NORTHGATE WATERMAIN DEPARTMENT: Engineering I~ BID: #00-113 ..(1rl"'J\ II ~l, I City of College Station Bid Tabulation 1 v "/ ~ ~LLIOTT CONSTRUCTION TEX CON Wellborn, TX College Station, TX -Contact: Scott Ellio tt Contact: Carey S mith \,Unit Item Unit Item Description "' Price Total , Price T otal Mobilization s I ~ " 51000.00 51 ,000 .00 ;\J"'.250000 .00 250 ,000.00 12 · PVC Water Main Structural Fil l /_/? 75 .00 322,500.00 55 .00 236,500.00 12 " PVC Water Main Non-Structural Fill ~'7 57.00 29 ,070.00 42 .00 21,420.00 8 ' PVC Water Min Structural Fill 57 .00 24,510.00 48.00 20,640 .00 8' PVC Water Main Non-Structural 38.00 570 .00 48 .00 720 .0 0 6" PVC Water Main Structural Fill 65.00 70,850 .00 46 .00 50 , 140.00 6' PVC Water Main Non-Structural Fill 40 .00 600.00 46 .00 690 .00 2" PVC Water Main Structural Fill 25.00 500 .00 25.00 500 .00 Remove and Replace 4" w/12' PVC 75.00 3,000 .00 60.00 2,400 .00 Remove and Replace 12' w/12" PVC 75.00 19,500.00 60 .00 15,600.00 Remove and Replace 6" SOR 26 2241 107.00 5 ,778 .00 50 .00 2 ,700 .00 Remove and Rep lace 8" SOR 26 2241 WW 107.00 1,9 26 .00 50 .00 900 .00 12' Ducti le Iron Pipe 50 .00 7 ,500 .00 60 .00 9 ,000.00 12 · Pressure Re lie f Valve 1500.00 1,500.00 10000 .00 10,000 .00 12 " Gate Valve w/Box /~ ~tJ 1290.00 38 ,700 .00 1500.00 45,000 .00 8" Gate Valve w/B ox 660 .00 3,960 .00 700 .00 4 ,200 .00 6" Gate Valve w/Box 450 .00 3,600.00 500 .00 4 ,000 .00 2' Gate Valve w/Box 245 .00 1,715.00 300 .00 2 ,100 .00 Pressure Regulat ing Valve and Flow Control 15000.00 15,000.00 8000 .00 8 ,000 .00 12 " x 11 .25 Bend 'f!-00 350.00 2, 100.00 500 .00 3,000 .00 12 ' x 22 .5 Bend Lr~o 350.00 2 ,800 .00 500 .00 4 ,000 .00 12 " x 22 .45 Bend 350 .00 3 ,500 .00 500 .00 5 ,000.00 12' x 90 Bend 350 .00 1,400.00 500 .00 2 ,000 .00 6" x 90 Bend 200 .00 400.00 200 .00 400 .00 8 ' x 45 Vertica l Bend 425 .00 2,550 .00 300 .00 1,800 .00 6' x 45 Vertical Bend 400 .00 2 ,800 .00 200 .0 0 1,400.00 12 ' Steel Encasement 68 .00 2,720 .00 60.00 2,400 .00 14 ' Steel Encasement 73 .00 2,920.00 65 .00 2,600 .00 16 ' Steel Encasement 76.00 4,560.00 75.00 4,500.00 20' Stee l En casement 70 100.00 17,000.00 85.00 14,450.00 12 " Plug 125.00 625 .00 200.00 1,000 .00 4' Plug 75.00 300 .00 100 .00 400 .00 BRAZOS VALLEY UTILITIES YOUNG CONTRACTORS Bryan, TX Bryan , Tx Contact: W.A. Haveron Contact: Keith Pierson Unit Item Unit Item Price Total Price Total 20000.00 20 ,000 .00 75000 .00 75 ,000.00 82 .50 354 ,750 .00 98 .00 421,400 .00 78 .50 40,035 .00 56 .00 28 ,560 .00 75 .00 32,250 .00 69 .00 29,670 .00 52 .00 780.00 50 .00 750 .00 72 .00 78,480 .00 67 .00 73 ,030 .00 50 .00 750 .00 47 .00 705.00 48 .00 960.00 81 .00 1,620.00 100.00 4,000 .00 100.00 4 ,000 .00 130.00 33 ,800 .00 111 .00 28 ,860.00 100.00 5,400 .00 110 .00 5 ,940 .00 110.00 1,980.00 110.00 1,980 .00 80 .00 12 ,000.00 71.00 10 ,650.00 4000 .00 4,000.00 3500 .00 3 ,500 .00 1450 .00 43 ,500 .00 1800.00 54 ,000 .00 950.00 5 ,700.00 600 .00 3 ,600 .00 800 .00 6,400.00 550 .00 4,400 .00 500.00 3,500 .00 250 .00 1,750 .00 12000.00 12 ,000 .00 12000.00 12 ,000 .00 450 .00 2 ,700 .00 400 .00 2 ,400 .00 450.00 3 ,600 .00 400.00 3 ,200 .00 450.00 4,500 .00 400 .00 4,000 .00 500 .00 2,000 .00 400 .00 1,600 .00 300 .00 600.00 200.00 400 .00 500 .00 3,000.00 250.00 1,500 .00 450.00 3 ,150 .00 200 .00 1,400 .00 90 .00 3 ,600 .00 45 .00 1,800 .00 96 .00 3,840 .00 47 .00 1,880 .00 104 .00 6 ,240 .00 52 .00 3,120 .00 90 .00 15,300 .00 73 .00 12,410.00 200.00 1,000 .00 350 .00 1,750 .00 150.0 0 600 .00 100 .00 400 .00 Paqe 1 of 3 Item Unit No . Quan . Meas . Description 33 5 EA 2· Plug 34 7 EA Fire Hydrant Assbly 35 25 EA Abandon & Cap Ex Waterlines 36 1 EA 6' Manho le 37 3 EA 12 · x 12· Cross 38 2 EA 12 ' x 6' Cross 39 2 EA 12 · x 2' Cross II 40 2 EA 12 "x 12'Te e 41 4 EA 12' x 8' Tee 42 4 EA 12 'x6'Tee 43 2 EA 12 'x4'Tee 44 4 EA 12 ' x 2' Tee 45 1 EA 8' x 8' Te e 46 2 EA 6' x 6' Tee 47 1 EA 8' x 4' Tee 48 2 EA 8" x 2' Tee 49 2 EA 6' x 6' Tee 3 50 1 EA 15 ' x 12' Tappinq Saddle 51 3 EA 12' x 8' Redu cer 52 5 EA 12 ' x 6' Redu cer 53 150 LF 20 " Mechan ical Bore 54 14 50 SY Re veget ation 55 625 SY Concrete Flat Work 56 7200 SY Cutt ing & Replacing Pav ements 57 330 LF Concrete Curb & Gutter 58 6000 LF Trench Safety 59 6 MTH Barr icades , Sign s & Traff ic Hand li ng 60 6 MTH Erosion Sed iment Control 61 51 EA Remove & Replace existing Waterline Conn . Grand Total Base Bid$ Bid Alternate "A"$ Delivery (calendar days) Staff Award Recommendation City o f College Station Bid Tabulation ELLIOTT CONSTRUCTION TEX CON Wellborn, TX College Station, TX Contact: Scott Elliott Contact: Carey Smith Unit Item Unit Item Price Total Price Total f./.oo 50 .00 250 .00 100 .00 500 .00 2000 .00 14 ,000 .00 2200 .00 15,400.00 800.00 20,000 .00 600 .00 15 ,000 .00 4800.00 4,800.00 3000 .00 3,000.00 430.00 1,290 .00 500 .00 1,50 0 .00 365.00 730 .00 500 .00 1,000 .00 300 .00 600 .00 500.00 1,000.00 L/oO 350 .00 700 .00 500 .00 1,000 .00 300.00 1,200.00 500 .00 2 ,0 00 .00 300 .00 1,200.00 500 .00 2,000 .00 300.00 600 .00 500 .00 1,000.00 150 .00 600 .00 500.00 2,000 .00 220.00 220 .00 300 .00 300.00 200 .00 400 .00 300.00 600 .00 160.00 160.00 300.00 300 .00 125 .00 250 .00 300.00 600 .00 150.00 300 .00 200 .00 400 .00 Kt?lll? 3850 .00 3 ,850 .00 50 00 .00 5 ,000 .00 190 .00 570 .00 500 .00 1,500 .00 190 .00 950 .00 500.00 2,500 .00 300 .00 45 ,000 .00 100 .00 15 ,000 .00 10.00 14,500 .00 10.00 14 ,500 .00 60.00 37 ,500 .00 54.00 33 ,750 .00 16 .00 115,200 .00 40.00 288,000.00 20 .00 6,600 .00 20.00 6,600 .00 3.00 18 ,000 .00 1.00 6,000 .00 3000 .00 18 ,000 .00 3000 .00 18 ,000 .00 3000 .00 18 ,000 .00 1000 .00 6,000.00 1000 .00 51 ,000.00 450.00 22 ,950.00 $ 1,021,924.00 $ 1'194,860.00 $ 70,000 .00 $ 20,000 .00 180 180 BRAZOS VALLEY UTILITIES YOUNG CONTRACTORS Bryan, TX Bryan, Tx Contact: W .A . Haveron Contact: Keith Pierson Unit Item Unit Item Price Total Price Total 100 .00 500 .00 100 .00 500 .00 3400 .00 23 ,800 .00 2500 .00 17 ,500 .00 200 .00 5,000 .00 800 .00 20 ,000 .00 4000 .00 4 ,000 .00 5200 .00 5,200 .00 600.00 1,800 .00 650 .00 1,950 .00 600 .00 1,200 .00 600 .00 1,200 .00 950 .00 1,900 .00 550 .00 1,100 .00 670.00 1,340 .00 500 .00 1,000.00 600 .00 2,400 .00 45 0 .00 1,800 .00 600 .00 2,400 .00 425 .00 1,700.00 600 .00 1,200 .00 415 .00 830 .00 600 .00 2,400 .00 500 .00 2,000 .00 450 .00 450 .00 250 .00 250 .00 450 .00 900 .00 225 .00 450 .00 450 .00 450 .00 200 .00 200 .00 450 .00 900 .00 300 .00 600 .00 350.00 700.00 200 .00 400 .00 4500 .00 4 ,500 .00 4500 .00 4,500.00 300 .00 900 .00 20 0.00 600 .00 300 .00 1,500.00 200 .00 1,000 .00 150 .00 22 ,500 .00 155 .00 23,250 .00 10 .00 14,500.00 32 .00 46,400.00 100 .00 62,500 .00 90 .00 56 ,250 .00 30.00 216,000 .00 20.00 144,000 .00 25 .00 8,250.00 50 .00 16,500 .00 5.50 33 ,000.00 2.0 0 12,000 .00 5000 .00 30 ,000 .00 3000 .00 18 ,000.00 3000 .00 18,000 .00 2000 .00 12 ,000 .00 2000 .00 102 ,000 .00 1900 .00 96,900 .00 $ 1,275,405 .00 $ 1,285,355 .00 $ 20,000 .00 $ 25 ,000 .00 180 180 Paae 2 of 3 • . Table 2. Item No. Estimate of Construction Costs for Installation of 12"0 PVC Water Supply Line Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castlegate Subdivision Description of Item Estimated Quantity ·Estimated Unit Cost ($/unit) Extended Cost ($) Comment / I Mobilization/Demobilization I EA Lump Sum $5 ,000 v / Lump Sum _-(_-,-?-__ ~l ---Con ~lruction Payment & Perfonnance Bond I EA 17 3 . -. f>r";)-~i<l~ &-i~~~Ti-·T a p an-d Saddle--C-o;-nec-ti_o_n __ ._1 _E_A--1--L-u_m_p_._S ~m ----$-5-,0-0_0_1•1 "E1 ___ x_i_st-in_g_l_in_e_m_u_s_t .s_t_a_y active ·d~ring tapping operation. Th.fs- of Proposed 12"0 PVC to Existing 24"0 item only includes the labor, associated activities, and parts DIP (tapping equipment, saddle, etc.) associated with the connection . The materials (tees and values) required at the ___ -----'----------------------i------+-----_______ conn ~ction ooint are covered ii! se parate line items . I/ 5 Clearing ~nd G-r--u-b-bi_n_g_A_l-on_g_P_ro_p_o_se_d ___ ..__1_E_A __ , __ L_um_p_S_u_m_1 __ $_15-,-00-0-1V-----------·---,-.--------------u ____ ·-__ ---·-t!~~way 40 ROW for Pipel_in_e_R_o._u_t_e __ --1---·-----·--------·····--···-····---··-----···-----·--····--------·---............. . ___ 6 ___ P_r_o_v-id_e_&-In-s-~-l -1 -12_"_0_P_V_C_C_9_0_0_C_L_2_0 _0 _D_R_•-~--9-L-F--1---$-20_/_L_F~-$-1-~-9 -,6-9-BIMajori~of~pe~neromewillnmbefopresentorproposed 14 Pipe Along Highway ~a& 11tp;> 23 9. . I /(,q,~ paved area. Therefore, cost assumes only a small portion of the '?~ ' line will require structural backfill. Average cover of 3 .5 ft _________________________ ,__ ____ ,__________ J:!.,2". City of Colle g~~tatio_n <;:lass B bedding . ·------- --············ ......... ·······-·············--··············------------------------------------------------------1------------------··-----------------v-----····-------··----------··--·--··------··-------·-··---------··-······--·---- / 7 Provide & Install 12 "0 DIP Gate Val ve (Main 5 EA $1,400/EA $7 ,000, i 1----1---L_i_ne~) ______________ 1,___ ___ -1------i--------.-----------·------------------- 7 --·3-----P-r-o.v_i_d_e_&_I-ns-ta_l_l _12-,,-0--P-V-C-22-.~5 ~8-e_n_d ---i--6-EA--~--$4_0_0_/E-A-1---$-2,-4 -00-1V-------------·--·-·-------------- ---------------·-1-----,__ ______ ---------·-·-~ ... _ ..... ~ .. -·-·-····-··--···---·-···-·-........ --··-····-·"-----------·-.. -··--·-·---~·--·---····--···---·-----·--- II ~ -- Table 2. Continued Estimated Extended Item Description of Estimated Unit .Cost Cost No. Item Quantity ($/unit) ($) Comment ·-~ ------·-· -·--·-·-·-----7 ·-10 ·--· Provide & lnstall 2" Air and Vacuum 4 EA $3,000/EA $12,000, v ---·-Assembl~ t ·i·1 ----··-------- Provide & Install 12"0 by 12"0 x 12"0 Tee 3 EA $400/EA $1,2001 !'For crossings of State Highway 40 to Castlegate Subdivision. v ·-··-·· . ·--·· .. -····-· -···-·------.. -··--·---------:::-for two water line crossings of State Highway 40 ROW. __ __!_? __ , ___ Provide & lnstall 20"0 Steel Encasement Pipe 800 LF $70/LF $56,000 --·v---'-••· --·· ·-·--·· ...... ' 13 Provide & Install 12"0 .PVC C9U0 CL 200 840 LF $35/LF $29,400)Jn"tallation sh0ttld include Cascade stabi .lizers or equivalent. DR 14 Pipe in Encasement Pipe Across State --__ !i!g_l:~~y-~Q -~_Q_~---·-·--------->---------}-' -·-------------··-~----·····----·------·--·-· ------·--·-~-Pr~~T~i~&Tr;;~ll 2"0 Blow-Off Riser 14 y 4 EA $400/EA $1,200.!-Blow-Off and plug for end of 12"0 water main at crossings. ·--·-· --... ~.~en:_bll_(Plug) ------is / ----·--·--· . ·----···········---... ---···-------------------··---------.. -------------------· !-------------------·--------------··-··----v -------··--·------··--·-··· ···------··-··-------------------------.. ------..... -.... -----------------··------·· Provide & Install 12"0 DlP Gate Valve (Tee 3 EA $1,400/EA $4,200 --·------~--~onnections) - I: ----16 .I _ _f_!!lo'.!nation and Testi1~_g_ of Cof!!_~leted Lines 1 EA Lump Sum $2,500 I/ --- -~~--~ ~ :;_i;--y}It~~-F~b~ic;-·-Silt F~nce ----1;7·--------·--·----· 1,000 LF 2.50/LF $2,500 --·-. _J -------·-18 ..., Stabilization of Construction Exit I EA Lump Sum $1,200•1/ --- ··-··-... ··-· ·--···-·----··--··------------t----·-------v-···-··--·---··------·---····--··---··----·· .. --·--·-·-·---·--·-----·--··------------19 I Reseeding (Broadcast) 4 Acres $1,000/ Acre $4,000 , --- ----·------- Summary of Subtotal Costs Subtotal $3(\(\ A(\(\ Plus + '3'Ji/l#tJ 10% Contingency Contingency $3~ ~ <-t' GRAND TOTAL FOR 12"0 PVC TRANSMISSION $330;«0 LINE ALONG STATE HIGHWAY 40 ROW AND ; 313.'1'10 12"0 PVC CROSSING LINES TO CASTLEGATE ~ft} SUBDIVISION ----. •. - - -- Table 3 . Estimate of "Ove rsized Line" Construction Costs for In s ta llati o n of 24"0 DIP Water Supply Lin e Along State Highway 40 Right-of-Way from Existing City of College Station Water Tow er at Greens Prairie Road and State Highway 6 and 12 "0 PVC Crossing Lines to Proposed Castlegate Subdivision Item No. Description of Item Estimated Quantity Estimated Unit Cost ($/unit) Extended Cost ($) Comment 1 v" Mobilization/Demobilization I EA Lump Sum $5 ,ooo)/ -··i ---· --· ----·-·-~-- 2 I C~11 ?t~-~~£i_~~-~~men_!~ Per (~~n ~~~ Bo~--___ .!...§_~-Lump Sum ${=-----___ --·-· ___ _ _ ---------------- ··· . .. . . . ··-·-·· ..... ····--·-·-·· .. _____ ._: __ ' ---·-------,..... ---· ----------------·----·· --· -·-------·---····-J ____________ -·---., -·--··------------·--· ----------------------······ 3 / Pro v ide & Install Connection to Existing 24"0 1 EA Lump Sum $30,00Q.I 'Existing line must remain in service and temporary DIP -Tap and Saddle Existing 24"0 Pipe connecting line will have to be installed. This item only and Install New 24 "0 DIP Water includes the labor, associated activities, and parts (sleeves, etc.) Transmission Pipe to Castlegate Subdivision associated with the connection . The materials (tees and values) required at the connection point are covered in separate line items. . ·-.. -··---··· ·-·-··----······-······-----... ----------·-·· ............... --······-·· 4 J-_\V~(Bo~~ ~4 "0 ~_t!~eath~~ -----=--= ~Jo-LF $160 /~-F--i --.. --$-4~-~~~-:--------------------------------- --------------l• 51 ~~~~~~~;;I~~~~~~~:-=== ~~~ _ -~-~~--$15.000 v ___ _ _ _ __ _ _ .... __ _ _ __ __ _ _ ___ _ _ Provide & Install 24"0 DIP A WWA C 150 ~F $.:r&tf $4~.~~~ Majority of pipeline route will not be in present or proposed (ANSI A21.51) Thickness Class 50 with 8 /'ZS>O ~ ~ paved area. Therefore , cost assumes only a small portion of the Mil Poly Wrap Along State Hig~y 40 line will require structural backfill. Average cover of6.0 ft • 1 Pr;;;t i~:;ta ll24 "0 ~i P B utte~; Va:ve .' RA -f $~~AT ;~;-~~~~;~~;;;~;~~:d:::~i :;i :=d . 8 { j>;ov~de :;~s ta l~ ~~f5w2~s~'a-~~d -_::_::-:---:[~]jA __ r ~~~ii _::_::. ~1 ~_0,o_,1~-:--_ _::-_ _::---------------=== ______ 9 i---~y-~e,~ -~D~~_a_!l}4 "0 ~~~ I f:~j" Be~d----3-EA-=r-=)_~~9~----$6 ,00~ L/ -------~=-==-~--___ _ ---------- 6 Table 4. Construction Cost Compa rison for Instal lat ion of 12"0 PVC and 24 " 0 DIP Water Supply Lines Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castlegate Subdivision Item No. Description of Item Extended Cost For 12 "0 PVC Water Main ($) Extended Cost For 24 "0 DIP Water Main ($) Comment Mobilization/Demobilization /$5,000 $5 ,000 / ___ 2_. ___f.9_nstruction Pay ment & Perform a nce Bond J..i , --i-----$_1_&:-0_, _0_0 ___ 1 _________ ------·---------n ? ---------------~--·----->-···-------1-------_..,,1------------·------------11 3 Provide & Install Tap and Saddle Connection /$5 ,000 $30,000 "" Existing line must stay active during tapping operation. This item only includes the labor, associated activities, and parts (tapping equipment, saddle, etc.) associated with the connection . The materials (tees and values) required at the ~----·------·-·----------------~----------1---------1-c~o _nn_e_c_ti_o _n ~p_o _in_t _ar_e_c_o_ve_r_e _d _in_se~p_a_ra_te_l_in_e_i_te_m_s_. _____ 11 ---·--·--------------··------·--------·-.--·-------A---------J------------------------11 $3,600 / $4,800 / 4 Wet Bore Beneath Duct Bank ·-·-· ··-····-··---· .. ----~ -·-···-·-----------···-------·-... ·.--... ·---····-· -·--.. -!·---'------·---------.. ----·---------------·-----~---------------------- .................. -......... -.......................................................................................................................... -.................... _ .. _______ ................................................................. _ ............................................. _ .............. ---·p.----.. ------·---........................................................................................................................................... ___ .... ________ ,_. 5 Clearing and Grubbing Along Proposed $15,000 ,/' $15,000 v __ .. _______ _!:lj_g_hway 40 ROW ! .. ~LfP-eli~~~-ou __ t.e ______ i--·------·i------------t-------·---·------·---------- -------·-------------------1------·---1---------1-------------------------11 6 Provide & Install Water line Along Highway 6 Access Road I ------Z"ZA> $1~()" /fA,z,.i> $488,609- i9'tf>d0 ~"~ ~~ v-----~·'------ / Majority of pipeline route will not be in present or proposed paved area. Therefore, cost assumes only a small portion of the line will reguire structural backfill. 4i-.. \.LAa.&.. Jo\, . ....k.. :--7_ .. _,_f>rOvide&-lnstall Gate Valve Main Line) ___ ,_-__ .$7~,_00_0 ___ Y-_· _ $~~ ,,r ;.,-;;.-11-;;·-~-0 -----_-_--_-_ -------------==--======·=~-=-n ---·---· ----~-------·-----------1.1 ··---------·-------------~·----·---r-,;,-·-------------------·-----··---------·-··---~·---....... ~!?.Y i~~-§!:.._!~~£~}_1 __ ?_~:? __ ~~~~--·· ------···-····. . ·-··-----· --·------·~·~!.'±.QQ ··-----·--.. ~ ·----....... E~_,Q_~Q _________ -:_~----···--·-----··---·-··· .. ····-·· ······················-················ ........ . .................. ····-----·--.. -····-----·-·-··-----··----···- ------·----·---------11 -------·-------------·---·------1--------------------·------9 Provide & Install 11.25 Bend $1,200 v $6,000 ..... v 1-----,----"'-1------------------·-----··------·-----11 ••-·-··---·-··· 1--·· 0 ·-~····--·-··· ... , ........ o••• •··••··' ··-·•-.... ---------·---·-----·-··-O••••-OH··----e-•-•O'oOHOO_o ___ , ______ .., ___________ -·-------------·-·------·--•··-----·····-,, ___ ,, _____ ~-----·--~-•· ·----·---··-- Table 4 . Item No . Contin ue d Description of Item Extended Cost For 12 " 0 PVC Water Main ($) Extended Cost For 24 " 0 PVC Water Main ($) Comment H iO . -p;ov .cte & inS1~1i " 2" Air and v .c ~~;;; mm ----,---g;eoo:------$14,oOo --· -,;;;---.... ---· ------.. ------------ -·--·-· ·--· ----~_:;~~~~J>.'. ________ --··-·-·--------------. /ZtJIW -----------------------11 ·--Ti. · ···P;o-~id~·& i"n ~ta ll ·T~~--c ~~~~~-ti·~~--· --·--·--·-·· --------· iiS00··7 --·------$1 ,s oo-------;::p;r-c~~~~T~·gsof'st~t~ -Hi g h;~y-4o·t0 c a;t!~g~i;subdivision:--- :. ____ _!_~-------~-~~!'.L En ~~~-~~~~!ii.P.~_. ______ __:_:=~~--J~o O ~ 7'._:__:__$~QL xor ;,;;o ;:;a,e·, l ine~.0.!l~~~~~.:..:-= ~13·---Pro .;f~f~-& ln s tatl-W~te ~li ~e Acro ss St ate $29 ,4 00 / $29,400 I Installation should include Cascade stabilizers or equivalent. ==--==!j-~g_h.~=~-~-9._-~Q~~---········ .. rn ·••· ...................... ··---------------········---------·-------••••••• ·r ··-------·-·-··-····---------------·-··-··-------····=·-------------·-··-·-----·------- 14 Provide & Inst all 2"0 Blow-O ff Ris e r $1,200 7 $1 ,600 / Blow-O ff a nd plug for end of water main and two crossing --·--------~2se !!!'?!rJ PlL~g)________ _____ lines at southern ROW boundary for State ~-40_. ___ _ .---······jI~·-·---~-6_?~~~~=~~~--fo--~t~ff_§~~~Y-~!Y ~7¢..~~:~T~i0~.--=L..-.. --=~~~2~=-----=·~:~1~9.~~~=--~-.--------~-=-~=--.=·=-.===·--.=-.:==--==:-.··==-----···-----­=i~= ~hl :r~~~io~=and t esti":~~E~~et:d ~~ __ J __ _:_~O--*--$2,~~--; __ --~--=-==-----~-----=~-~-~ ~--~;.:..:E ::~:~~~~~~n:;u :tio n Ex i ~==:--. t --:~ ;: . ·-:~:::--+=:-=-==-_:__:=-::==-=~-=-=~= -~-·-;~J -A~~~:(:i~s~· --:-=~•-·•·· _· ~==L __ $4,oo~=--:;:~~=====--=-~~-•• -:=--~~~=-==-~•~:. ~=~::::__: ··---··-·-. --··---····-·--·--· ........ --··--·-----·-.. ····••·· --·-·-·---·----·---·---~-------·-·--·· ---·--------···-.-· .......... ·-·------·--·-------·----·---·---Summary of Subtotal Co sts Plus 10 % Contingen cy GRAN O TOTA L •37~5(;0 ( $81-2;680- A-=-3~T1D .. ------ Table 2. Estimate of Construction Costs for Installation of 12 "0 PVC Water Supply Line Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castlegate Subdivision ·Estimated Extended Item Description of Estimated Unit Cost Cost No. Item Quantity ($/unit) ($) Comment I I Mobilization/Demobilization 1 EA Lump Sum $5 ,000 v / 2 ~struction Payment & Perfonnance Bond / 1 EA Lump Sum $6'°0 "£ -z.i ·-------· ·-l7 3 . Pro ~d ;&!~Si;Jl.Tap and Saddle Connection I EA Lump Sum $5 ,000• rExisting line must stay active during tapping operation. This of Proposed 12"0 PVC to Existing 24"0 item only includes the labor, associated activities , and parts DIP (tapping equipment, saddle, etc.) associated with the connection . The material s (tees and values) required at the connection point a re covered in separate line items. i;;········ · ·1 ··-·w~1 ·13 0~~--i-?.;;-~--se;;-eath·o;:;~1 s~;tZ·-----·····---··--------·------------.. ·--------------··--··--------------··--··--·-···-·------v ·-···-···-···-·····---·--·········· ·•····-.•. ···-····-----··------------------·--···---... ________________ . ____________ 4 30 LF $120/LF $3 ,600~ -. - v 5 Clearing and Grubbing Along Proposed 1 EA Lump Sum $15 ,000 , v '. !-··-------·-····-··--____ ..!:!.!_gh~ay 40 ROW for Pipeline Route -----·-----·-··-----·-·-----------------···----·-·· ·---------------· -------------·--· -6 Pro v ide & Install 12 "0 PVC C900 CL 200 DR ~LF $20/LF $1 ~ Majority of pipeline route will not be in present or propo s ed 14 Pipe Along Highway 6-A;iw-ead-\ta> 2~9-1/(,9,bO paved area . Therefore , cost assumes only a small portion of the line will require structural backfill. Average cover of3.5 ft ,__, __ -(42 "). City of Colle ~Station Class B bedding. -·-·-··--·-··--·--~--··--·-··-···-----··-·-···-------------------------------------------------------------·--~-------i7 , o'oo~ v----···-··----·-·····-·-·---------------··-·-·---·--·--y"" 7 Provide & Install 12 "0 DIP Gate Valve (Main 5 EA $1 ,400/EA Line) 7 -- 8 Provide & Install 12 "0 PVC 22 .5 Bend 6 EA $400/EA $2,400 . v . -----·-----------·--------·---------·--t/ 9 Pro v ide & Install 12 "0 PVC 11 .25 Bend 3 EA $400/EA $1,200 • v --ll • ....... m1i: ....... -. --- Table 2. Continued Estimated Extended Item Description of Estimated Unit .Cost Cost No . Item Quantity ($/unit) ($) Comment ------·-·-·7 1-0 --Provide & Install 2" Air and Vacuum 4EA $3,000/EA $12,000 j v Assembl ~ ;f .(I 1· -Pr ovide & Install 12 "0 by 12"0 x 12"0 Tee 3 EA $400/EA $1,2004 ~or crossings of State Highway 40 to Castlegate Subdivision. v -·T2 -·r·-Pr ~~i<l ~ & Install 20"0 SteelEncasement Pipe 800 LF $70/LF $56,000 Wor two water line crossings of State Highway 40 ROW. ----1-· ·-___ , __ ---..... ' 13 Pro v id e & Insta ll 12 "0 'pvc C9U 0 CL 200 840 LF $35/LF $29,400,IJ.n <:tallation should include Cascade stabilizers or equivalent. DR 14 Pipe in Encasement Pipe Across State Highway 40 ROW -· , . .. -, ----·----------------· ---- 14 ,I Pro v ide & Install 2"0 Blow-Off Riser 4 EA $400/EA $1 ,200 . f-S low-Off and plug for end of 12"0 water main at crossings . Assembly (Plug) ----- ···-----"\5"j7 --··-·---··-__________ .... _______________________ , ---------------v-----------.. ·--·-···-------------------- Prov ide & Install 12"0 DIP Gate Valve (Tee 3 EA $1,400/EA $4,200 Connections) ,, 16 .I Chlorination and Testing of Completed Lines 1 EA --·-----· Lump Sum $2,500 . I/ ~--~ 7-~-filter Fabric Silt Fence 1,000 LF 2 .50/LF $2,500 · I/ ----18 ~ St abilizati ~~ of Construction Exit 1 EA Lump Sum $1,200•1/ . --- I -----------.... ----·----·---· 1-----------v-------------------.. ·------------ 19 .I Reseeding (Broadcast) 4 Acres $1,000/Acre $4,000i --$3f\I"\ A f"\f\ Summary of Subtotal Costs Subtotal Plus + .,~ 10 % Contingency Contingency $~~ GRAND TOTAL FOR 12"0 PVC TRANSM ISSION ,$~ LINE ALONG STATE HIGHWAY 40 ROW AND 12"0 PVC CROSSING LINES TO CASTLEGATE ;1i'7h0 ~p1(1 SUBDIVISION ,~ --• •• • --· Table 3. Estimate of "Oversized Line" Construction Costs for Installation of 24"0 DIP Water Supply Line Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and Stat~ Highway 6 and 12 "0 PVC Crossing Lines to Proposed Castlegate Subdivision Item No. I ~ Description of Item Estimated Qua n tity Estimated Unit Cost ($/unit) Extended Cost ($) Mobilization/Demobilization I EA Lump Sum $5,000,/ Comment 2 ·I Constrjc~o ;Payment §<, Pe~for,;;'!_nce Bo~d 1---_-I =E~A-_-~-11~~L~u-1_;-_..E_s_·~-m-i[-_-_-_-$-f~-'.-'"""-:,_:-_-_-_-_-_-::.=_==_ = .. ===_=-=-_-=--=--=--=--=---------~~====-=--==--==~--~=--~-n I 3 / Provide &-lnstal 1 -Co ~nection-to E'xisti~g ·24;;0 ---I-EA ---c~;~p -S~;:;---$30 ,00 {)1 "E x~sting line m u st ~;~ain in service and temporary ----.. ·-- DIP -Tap and Saddle Existing 24"0 Pipe connecting line w ill have· to be insta ll ed. This item only and Install New 24 "0 DIP Water includes the labor, associated activities, and parts (sleeves, etc.) Transmission Pipe to Castlegate Subdivision associated with the connection. The materials (tees and values) required at the connection point are covered in separate line items. 4 J _wetJo!e 2 4"0 Be-n-eath Duct Bank _ .. , .. ~~-LF-·=1--$160/LF ~1 -_$·4~~0~~ ;----------s l ~~~~-----~t~s -~~--+t-_--__ -~-1-~-~~0~0:~/~~~~~~~---===-_=~~=~--===_=_-_-_==_=_-_-_=_=_-=--=-_-=-_-_-_-_-_-~---_~ --------------11 I_ ---------_IF I L_ 6 Provide & Install 24 "0 DIP A WWA Cl50 ~F $9'6itf' $4°0 ,""~ Majority of pipeline route will not be in present or proposed (ANSI A21.51) Thickness Class 50 with 8 7~ ~ ~ paved area. Therefore , cost assumes only a small portion of the Mil Poly Wrap Along State Hig~y 40 line will require structural backfill. Average cover of6.0 ft ROW . SZ. . _(?.2~'). Ci!Y _?.(.C..~!-~~g~ __ ?.!.~!_i<?_~--~la_~~ Q ~edding. __ ... ____________ __ I Provide & Install-24"0-DIP Butterfly v;i-v;---, 1 -)-F,A -, 1 $~/EA+---$4 2;5efi' One valve at the Point of connection with the existing line and (Main Line) , 8~ ~=-lfo.•v four valves along the water main route. ··. -a 1 1 rov~de & l~s;~~4'·0 ifr--2~ ~ ~e:-_ . . __ II~-~-E = _ --~11 $2~0-00/~A r= -$'12 ,000 , / _ --_ ~ -----=--_--_-_ -~ ~--~----==~= ____ 9 1~-~vide1_J~s~all 24 ·12J~-1 -1.2s Be-nd ___ 1_3-EA r _$~,!]Q!l~ --$:.ooif -~ _ _ _ ___ _ _____ ·-- Table 3. Item No. Continued Description of Item I Q/ Provide & lnstall 2 " Air and Vacuum Valve 12 14 Assembly Provide & ln sta l I 24"0 by 24"0 x 12 "0 Tee ul Provide & Install ~·0 Steel Encas,ement pip~ --- Provide & In stall 12 "0 PVC C900 CL 200 DR14 Pipe in Encasement Pipe Across State High~~y 4Q_ RQW Provide & Install 2 "0 End of Line Blow-Off Riser Assembly (Plug) II. • • Estimated Quantity 4 EA 3 EA 800 LF 840 LF 4 EA Estimated Unit Cost ($/unit) $3,500/EA $70/LF $400/EA 15 Provide & Install 12 "0 DIP Gate Valve (Tee 3 EA $1,400/EA _ _Con21~c~i Q_n ~). ___ _ _ _ _ _ _ -----•--- - Extended Cost ($) $7_,50__ Comment ~5?,999 Fo_~ two water line .cross,ings of State Highway 49 13::9~ .. $1,600 Blow-Off and plug for end of 24"0 line and at crossings. -· $4,200 Gate valves for water lines crossing to subdivision. ·--·------·--·-·-·-·---·---·-----·--·--··· -----· --------· -··-·---· ··-···-------·---· ·---·------·-·-- 16 17 18 19 Chlorination and testing of completed lines I EA Lump Sum $2,500 -· Filter Fabric Silt Fence ................. _I ?_o._q_9 !:-.~ _ ·-· .. . J~:S./L F .... ~~??99 , ............................. .. . --------------------- Stabilization of Construction Exit I EA Lum Sum $1,200 ---------·- ·- Reseeding (Broadcast) 4 .Acres -----------------· ----------------t i _§..f!_l!'f!lary o/_8ubtota l Costs Subtotal Plus + 10% Co11ti11:ge11cy <;o_11~!'.'g<:11 cy .. GRAND TOTA L FOR l4"0 DiP W ATER-TRANSM-IS-Sl -ON----1------1-------1------1----- LINE ALONG STATE HIGHWAY 40 ROW AND 12"0 PVC C ROSSING LINES TO CASTLEGATE SUBDIV I SION r Table 4 . Construction Cost Comparison for Installation of 12 "0 PVC and 24" 0 DIP Water Supply Lines Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 to Proposed Castlegate Subdi.vision Item No. Description of Item Extended Cost For 12 "0 PVC Water Main ($) Extended Cost For 24 "0 DIP Water Main ($) Comment ------------'-·-------!----·----...-i--'-----------------------11 3 Provide & Install Tap and Saddle Connection /5)5 ,000 $30,000 II" Existing line must stay active during tapping operation. This item only includes the labor, associated activities, and parts (tapping equipment, saddle, etc.) associated with the connection. The materials (tees and values) required at the connection point are covered in separate line items . 4 Wet Bore Beneath Duct Bank _ 1 ___ $_3 !_6 00 _____ ~<.C __ $4,soo ---· ----··----------~--~--~-·«-~-----------------·· 5 Clearing and Grubbing Along Proposed $15,000 -··················-·····················-······················!;>--····· ,,,,,-$15,000 v Highway 40 ROW for P~eline Rou_t_e_·---~- '--.-__ ~._-j~-Provide & Install Water line Along H~ghway 6 $1/~~~ $t1,gg,00G-/ Majority of pipeline route will not be in present or proposed Access Road _,_ "I~ paved area. Therefore, cost assumes only a small portion of the 1---?-~vid~ &·--l-ns-ta_ 1 _ 1 G-a~:-;~=lv=e=M_-_a--in-=-~=;=:-e_,~==='=~-1-~':~ ~_,-,.;-~-~--$---~---.-5_00 ________ --,,,-1-i.--lin·-:.--w-il .. -I r--e-.9_~·-u-_i_r_e_..,$-o·-s""'t-:.;;;ru-=-c-=-tu.~r_a_l_-~-~-~k-fi-~-~-----"5...._-_-_--_~-=-~--=--~-Jo---~~~·.J--~~-----~- -----·-···>-·--·--------+--------- ~---·-----------------· ····-·-------····-····-----·-------·· ---·-···----------------··-----=---~·---.... ~!.~~id ~~-!~~~)l.~_2.:?:.~~~d --·-···· ........... ·-·-·····-______ §~.iQQ ______ ~--·-------~-1-~2 Q.9.2 .... --~~---··-· .. --··· -··· .. 11----1-·-----·-----·---·-----·1-----------,.,j.<..--------1------------·----------·---Provide & Install 11.25 Bend $1,200 a/ $6,000 _...V 9 . _,.._ .. ___ . ----· .. -·····---... -... ~ ... ~.-~···-________ ,, ___ ·----.... ·------·----------------:----..... , .. ---------·---______________ ,__ ________ ~·-·---·-···----···--···-----·-·-··----·----11 T a ble 4 . Item No. Continued Description of Item Extended Cost For 12 " 0 PVC Water Main ($) Extended Cost For 24 " 0 PVC Water Main ($) -. Comment ·-··-····io P~i:~~~~1 ~nstall 2"A i randV ac uum --·-·--·---·--·-~-----·r· -· $14 ,cioo ···· i ·----·--·-· ---------------·---··· ·-··------------- =--~:-: =-~~;;;f;· & i"n ~l~~~ CQ~;;e~(j~~ . . . -------$-i:foo ·-7 1 ----$7 ,50 0--t~~;;;;;;~g, ~fStat~-H°igh;~y4Q(Q c.;iJegaie Subdivision:--~ .... ~:=~~;;~=~=,~=-!~.4~~~---J;;~:;,:::~~~:::::::~~:::;~~;;~: :;;~~ "-14--Provide & In stall 2"0 Blow-Off Ri ser $1 ,200 7 $1 ,600 / Blow-Off a nd plug for end of water main and two crossing _____ -~sembly SPlugl_______ _____ lines at southern ROW bound ~ for State Highway 40 . ~:=r~~=~-~ ~2 z ·=-E=~[~.r :~~~~:~=s ~l_=-Fi.n ~~=-=· ~-~-~--· =~~= i =gstj -~::g;s oo::=j ~=-==~:=-=:··---~=~~---==--=~= __ _l.~_I .§!~~ili z~tion of~onstr~_c ti ?n -~x it __ ------E $1,20 0_ /-$1,2 00 ___ _ _______ 11 •--·---1§--~E -~~-?.~~~-[~s.1~·~0.~£"~?.]=--=--··----··==:=:·-..----$4:(fo·0---7 ~-----r4,00o ----;?L _____ =-.=~--==-..---.-.-.==:·=-.--.=-.·==:=-.:·=~·-.=. .. -..:-.-.·=-=--=··:~-.=~ 6 .. --,.·-·-·-___ .,.._ .. ____ ,_._, .... _ _. •• --.. ---~ .. -···•v·,.••--•~• ----:---·-------1-------·-·-~-·-.. ---·---~--·•------------·-------·-·- Summary of Subtotal Costs Plus 10 % Contingency GR AN D TOTAL $~0 ,400 'jjf,611' ~~i~ $~6,44& •$7~6<.D , $:zJ 8 ,800 ~~~~ $-+Jj.BO JO '812,686 A'-3~110