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HomeMy WebLinkAbout36 Dove Crossing Ph 1 04-71 Graham Rd• Notice of Intent (NOi) for Storm Water f ~ TCEQ Office Use Only Discharges Associated with Construction TPDES Permit Number: TXR1 5l_l_l_!_I ,,. Activity under the TPDES General Permit GIN Numb e r l_l_l_l _l_l _l _I • Fee Receipt No . TCEQ IMPORTANT: •Use the attached INSTRUCTIONS when completing this form . •After completing this form, use the attached CUSTOMER CHECKLIST to make cenain all items arc complete and accurate. ·Missing, illegible , or inaccurate items may delay final acknowledgment or coverage under the general permit. Application Fee: You must s ubmit the S 100 NOi Application Fee to TCEQ under separate cover (see instructions) using the att ac hed Appli cation Fee submittal form . (DO NOT SEND A COPY OF THE NOi WITH THE APPLICATION FEE SUBMITTAL FORM) Tell us how yo u paid for this fee: Check/Money Order No .: Name Printed on Check : ~~~~~' ; .. :~~·::·~'.( :~:::~+1.:~~~'..~;:~::h~{4fj~t!~~r1:?~~~~~ {;?,.:. /.~'·.'f:;,l ' { . ' ?') -~ .· ·"' -::~:-~~t:· ~ ... -., ·.· A. OPERATOR I. TCEQ Is s ued Customer Number (CN) (if available): (p 0 z_c::y;? 4l+C/ 2. Legal Name (spelled exactly as filed with the Texas Secretary of State, County, or legal document that was used in forming the entity): C.f)S YA'l..ff.Aorlvs uc: . .,..,u..,~ U\rt'J'\I"\ Generl'1l fnvdr"",Jn...-~ ' , 3 . Mailing Address : lct>1 W~A.W\ Ko~ Suite No ./Bldg.No.: City : ro l lf'(A() ~~tOY\ State: t'i I ZIP Code : 71?A-~ 4 . Phone No .: c11q J tpqo -1111 Extension: - 5. FAX No . (q1lf ') l/l0-q1q1 E-mail Address : I 6 . Type of Operator: 0 Individual 0 Sole Proprietorship-D.B .A. 0 Partnership ~ Corporation 0 Federal Government Dstate Government 0 County Government D City Government Oother: 7 . Independent Operator: !Zves D'No (If governmental entity or a subsidiary or part of a larger corporation, check "NO ") 8. Number of Employees: 00-20; 021-100; D 101 -250 ; ~ 251-500 ; or 0 501 or higher 9 . Business Tax and Filing Numbers (1101 applicable Id Individuals . Govern 111 e11 t. Ge11 eral Part11erships. a11d So le Proprie1orship -0 .8 .A): State Franc hise Tax ID Number: I J4Lttfo44(.d1 I Federal Tax ID : 14 2..4(;, 4-GJ {pq TX SOS Charter (filing) Number: -DUNS Number: -(If known) .. ,,· :~~''.··g~~ .~~h.:; B. BILLING ADDRESS (The Operator is responsibl e for paying the annual fee .) ~ Same As Operator (check if address is the same, then proceed with Section C.) I. Billing Mailing Address : Su it e No ./Bldg.No.: Cit y: State : I ZIP Code: 2. Billin g Contac t (Aun or C/0): 3. Country Mailing Inform atio n (if outside USA) Territory : Count ry Cod e : Po stal Code : 4 . Phon e No .: ( ) -Ex1ension : 5 . FAX No . E-mail Address : C. APPLICATION CONTACT (If TCEQ needs additional information regarding thi s ap plication , who s hould he con tacted ? I. Name : Company : 2 . Extension : 3 . E-mail Address: 0. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE I . TCEQ Issu ed RE Referen ce Number (RN) (if available): 2. Name of Project or Site : 3 . Physical Address of Project or Site: (enter in spaces below) Street Number : Street Name : tJ 0 .s City (nearest to the site): ZIP Code (nearest to the site): County (Counties if > I): s 4 . lfno phys ica l address (Stree t Number & Street Name), provide a wriuen location access description that can be used for locating the s it e: (Ex .: 2 miles west from inte rse ction of Hwy 290 & IH35 on Hwy 290 South) 5 . Latitude : N Longitude : w 6. Standard In dus trial Classification (SIC) code: 7. Describe the activity related to the need for this authorizatio~ at this site (do not repeat the SIC and NA/CS code): 1.A.h 'v ( ~l) Y"I 8 . Is the project/site located on Indian Country Lands? 0 Yes ~No If Yes , you must obtain authorization through EPA , Region VI. ,.,,,,.,,,.....,,.,,,,::;:c:::=-:-~,....,.,==,.,....--:-:--.,.,..,-,,..:---:c:::--::::--7""----...,.-,,..,-,....,.,.,..,.,...--.,.-,..-------------1 E. SITE MAILING ADDRESS (address for receiving mail at the site) 0 Same As Operator (check if address is the same, then proceed with Section F.) Mailing Address: Suite No ./Bldg .No.: City: State : ZIP Code : F. GENERAL CHARACTERISTICS I. Has a Pollution Prevention Plan been prepared as required in the general pem1it ? J'l. Yes 0 No If No , coverage may be denied as the PPP is required at the time th e NOi is submitted to TCEQ . 2. Provide th e estimated area of land disturbed (to th e nearest acre): _3"-:'f~,_5,,___Acres 3. Pro vid e the name of the receiving water body (local stream, lake . drainage ditch), MS4 Operator (if applicable) and the segment number where storm water runofT will Oow from the construction site. -Re ceivi ng Water Bod y : __ L_\~~~-~G~r--'-· _,.u}=="""" .... · ___ _ Segment :--------MS4 Operator : __________ _ l'.I •_'\'' t d G. CERTIFICATION I, .Joseph P. $ c-hv...! t~ Typeu u• pri111ed name &e-rJA._ri-- Tirle (Required) certiry under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the infonnation submitted . Based on my inquiry of the person or persons who manage the system. or those persons directly responsible for gathering the infonnation. the infonnation submitted is, to the best of my knowledge and belief, true. accurate . and complete. I am aware there arc significant penalties for submitting false infonnation, including the possibility of line and imprisonment for knowing violations. I forthcrcertify that I am authorized under 30 Texas Administrative Code §305 .44 to sign and submit this document .and can provide documentation in proof of such Date : /,-/7-o 5 ----- I( ·1 t...>-:nn : • (" · I .' _·nn11 l'.1·.:l · ... I Design Report Waterline Fire Flow Analysis for Dove Crossing Subdivision College Station, Texas September 2004 Revised October 2004 Prepared B y : T E XCON General Contractors 1707 Grahain Road College Station, Texas 77845 (979) 764-7743 Design Report Waterline Fire Flow Analysis for Dove Crossing Subdivision College Station, Texas September 2004 Revised October 2004 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 J .0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed wa terli nes to be constru cted wi th th e Dove Crossing Subdivision, and to provid e the res ult s of the analysis of the waterli ne s under fire flow conditions . An existing 12" wa te rlin e is located along Gra ha m Road adjacent to the project site. The proposed waterline to supply the site will co nn ec t to the 12" waterline. The water main will be construct ed us in g 6'', 8", and 12" diameter pipe . The waterline for this proj ect will be con structed of DR-14 , PVC pipe meeting the requirements of A WW A C-909 with mechanical joint fittings. 2.0 FIRE FLOW REQUIREMENTS The flow re quired for fire hydrant flow for the subdivision is 1,50 0 gallons per minute (gpm), which can be split between 2 adjacent fire hydrants. With each fire hydrant eva luated w ith a minimum flow of I 000 gpm and a flow of 500 gpm at the adjacent fire hydrant. 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was analyzed using the WaterCAD computer program developed by Haestad Methods, Inc . A normal domesti c use flow of 1.5 gpm was included in the a naly sis for eac h of the 460 residential lots. This results in a normal demand of 690 gpm, which was included in the analysis . The residual pressure in the existing 12" waterline was determined by calculating the headloss at a flow of 2,190 gpm for the existing line . Exhibit "A-I", in Appendix A, presents the results of a pressure/flow test from fire hydrants connected to the existing 12 " wa terline along Graham Road. A static pressure of 91 psi and a residual pressure of 89 psi wi th th e hydrant flow at 1,5 00 gpm were determined by College Station Public Utility personnel. The residua l pressure of 87 psi at a flow of 2, 190 gpm was calculated using the following eq uation : Where: QR = Q available@ desired residual pressure QF = Q during fire flow test HR = pressure drop to desired residual pressure HF = pressure drop during fire flo w test This resu lt s in a re s idual pre ss ure of 87 p si where th e proposed waterline will connect to th e 12 " waterline . The hy drauli c grade was set at thi s pressure at the start of the proposed wa te rlin e , Junction R -1. T he computer model was run w ith a fire flow of 1,000 gp m at one hydrant lo cati on a nd 500 g pm a t th e ot he r for eac h combinati o n of hydrants proposed for eac h phase of thi s project . Ex hibit 8-1 in Appendix B is a sc he mati c of th e proposed waterline for Phase I , which s hows the loca tion s of th e fire hydrants proposed for Phase I . Ex hibit "8-2" is a su mma ry of th e pipe sys te m junction nodes w ith th e fire fl ow at fire hydran ts No.4 and No . 3b, s howing th e low est residual pressure . The lowes t re s idual pre ss ure occuJTed in the syste m at .Jun ction J-22 a nd J -23. The pressure a t thi s point is es tim ated by th e model to be 80.3 psi, which exceeds th e minimum of 20 psi required b y the T CEQ regulations . Exhibi ts "B- 3''is a s ummary of th e pipe sec ti o ns for th e sys tem under thi s dema nd sce nario . Ex hibit "B-4" is a s ummary of the pipe system junction nodes with the fire flow a t fire hydrants No . I and No . 5, showing the maximum waterline velocities. Exhibits "B-5" & "B- 6" are summaries of the pipe sections for the system under this demand scenario . The maximum ve locity for the 6'', 8", and 12 ' waterlines are 11.4, 3 .4, and 4.8 feet per seco nd , and occurs in Pipes P-15 , P-7 through P-11 , and P-1 , respectively . Ex hibit C-1 in Appendix C is a schematic of the proposed waterline for Phase 2, which shows the locations of the fire hydrants proposed for Phase 2 . Exhibit "C-2" is a summary of the pipe system junction nodes with the fire flow at fire hydrants No .6 and No . 8, showing the lowest residual pressure . The lowest residual pressure occurred in the system at Junction J-29 . The pressure at this point is estimated by the model to be 81.01 psi, which exceeds the minimum of 20 psi required by the TCEQ regulations . Exhibits "C-3"is a s ummary of the pipe sections for the system under this demand scenario. Exhibit "C-4" is a summary of the pipe system junction nodes with the fire flow at fire hydrants No.7 and No . 11 , showing the maximum waterline velocities . Exhibits "C-5" & "C-6" are summaries of the pipe sections for the system under this demand scenario . The maximum velocity for the 6'', 8", and 12 ' waterlines are 8.0, 6.3 , and 5 .3 feet per second, and occurs in Pipes P-39 , P-2 through P-3 , and P-1, respectively . Exhibit D-1 in Appendix D is a schematic of the proposed waterline for Phase 3 which shows the locations of the fire hydrants proposed for Phase 3 . Exhibit "D-2" is a summary of the pipe system junction nodes with the fire flow at fire hydrants No. 14 and No. 17 . The lowest residual pressure occurred in the system at Junction J-8 . The pressure at this point i s estimated by the model to be 82.6 psi , which exceeds the minimum of 20 psi required by the TCEQ regulations . Ex hibits "D-3" & "D-4" are summaries of the pipe sections for the system under this demand scenario. The maximum velocity for the 6", 8'', and 12 ' waterlines are 8.3, 6.8, and 5. 7 feet per second, and occurs in Pipes P-60 , P-2 through P-3, and P-1, respectively . Exhibit E-1 in Appendix E is a schematic of the proposed waterline for Phase 4 which s hows the locations of the fire hydrants proposed for Phase 4 . Exhibit "E-2" is a summary of the pipe system junction nodes with the fire flow at fire hydrants No . 20 and No. 22 . The lowest re si dual pressure occurred in the system at Junction J-10 . The pressure at thi s point is estimated by the model to be 82 .2 psi , which exceeds the minimum of 20 psi req uired by the TCEQ regulations. Ex hibits "E-3" & "E-4" are s ummaries of the pipe sect ions for the system under thi s demand sce nario . The maximum velocity for the 6", 8'', and 12' waterlines are 5 .1, 7 .3, and 6.2 fee t per second, and occurs in Pipes P-15 throu gh P-17, P-2 through P-3 , a nd P-1 , re s p ec ti vely . A se parate a nal ys is was run for th e domestic use of 1.5 gpm per unit for the e ntire subd ivi sion, and th e minimum residual press ure wa s 85 psi , which exceeds th e minimum pressure of 35 psi require d by TCEQ . Min o r lo sses in this system were no t calculated , as they were ass um ed to be in s ign ifi ca nt. 2 4.0 CONCLUSIONS The waterlines proposed for this development should adequately provide the fire flow required with acceptable values for headloss and velocity. This analysis was done assuming adequate residual pressure in the existing 12" water main, as determined by the flow test. ·' Appendix "A" Fire Hydrant Flow Test Data 08106/2004 15:31 FAX 979 764 3452 COLLE GE STATION PUB .lITL. 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 6 AUGUST 2004 Number pages including cover sheet -I Fax to: 764-7759 Attention: JOE SCHULTZ Company: TEXCON From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: GRAHAM RD Flow hydrant number: Q-036 Pitot reading: 80 (GPM): 1500 Static hydrant number: S-023 Static PSI: 91 Residual PSI: 89 NOTE: This is the one you handed us this morning ~001/001 Appendix "B" Dove Crossing Subdivision Phase I Analysis -l e-x.·s+i"j ~ /,' (J.'' w~rl1ne-~/ A·1 .. . , J.2 , / , / / / / / / / , Scenario: Base / / / FH'- \ 20 J.8 / / J.9 / ,() :"") J-13 '.10 '° J-10 .,,,, J-11 ,() .,,, ~ ... d' J-12 ,• q· F~6- Title: Dove C rossing P h ase 1 g :l ... l water r e p o rt 1nfol p ilase 1 .wed T ex c on G e n e ra l C o ntra c t ors 10113/0 4 o ·u6:32 PM <D H aes tad M e thods. l11 c . 37 Brookside Road Waterl)ury . CT 06708 USA J.28 J.21 J.25 J.2 2 J-23 '\>s J.2< Exhib,+ B-1 Proj ect Engin ee r : Joe Schu lt z Wa l e rCAD v6 .5 i 6.5"120j ] + 1-203-75 5-1666 P cige 1 o f 1 Labe l Ele vation Z one Type Base Flow (ft) (gpm) J-1 307 .50 Zone Demand 0 .00 J-2 307 .70 Zone De mand 0 .00 J-3 308 .00 Z one Dema nd 21 .00 J-4 30 8.70 Zone Demand 0 .00 J-5 308 .80 Zon e Demand 0 .00 J-6 308 .70 Zone Demand 0 .00 J-7 308 .40 Zone Demand 0 .0 0 J-8 30 8 .00 Zone Demand 0 .00 J-9 306 .90 Zone Demand 0 .00 J-10 306 .30 Zone Demand 0 .00 J-11 305 .30 Zone Demand 0 .00 J-12 302 .90 Zone De mand 0 .00 J-1 3 306 .20 Zone Demand 0 .0 0 J-14 3 02 .80 Zone Demand 0 .00 J-1 5 306 .80 Zone Demand 0 .00 J-1 6 306 .80 Z one Demand 0 .00 J-17 306 .80 Zone Demand 3 1 .50 J-18 304 .00 Zone Demand 0 .00 J-19 30 2.00 Zone Demand 0 .00 J-20 30 6 .90 Zone De m and 0 .00 J-2 1 300.40 Zone Demand 64 .50 J-2 2 301 .70 Zone De m and 1 ,000 .00 J-2 3 30 1 .70 Zone De m and 61 .50 J-24 301 .30 Zone Demand 0 .00 J-2 5 299.50 Zon e Demand 0 .00 J-26 308 .90 Zone Demand 0 .00 J-27 306 .50 Zone Demand 500 .00 J-28 296.80 Zone Dem and 0 .00 Tille: Dov e C rossing P i1 ;3se 1 g :l ... l w a le r reporl 1nf olpl 1ase1 wed 10106/04 05:5 1.38 PM © H aes tact M e t1 1octs. In c . Fixed Fixed Fix ed Fixed Fi xed Fixed Fixed Fixed Fixed Fi xed Fixed Fixed Fixed Fixed Fi xed Fi xed Fixed Fi xed Fixed Fixed Fixed Fixed Fixed Fi xed Fi xed Fi xed Fi xed Fixed Scenario : Base Steady State Analysis Junction Report Patte rn D e mand Cal c ul a ted Ca lculated ~ydrauli c Gra d (g pm ) (ft) 0 .0 0 505 .10 0 .00 504 .9 8 2 1 .00 504 .58 0 .00 504.25 0 .00 503 .7 0 0 .00 503 .64 0 .00 503 .66 0 .00 503 .68 0.00 503 .71 0 .00 503.72 0 .00 503 .73 0 .0 0 503 .73 0 .00 503 .72 0 .00 504 .15 0 .00 504 .80 J 0 .00 504 .80 3 1 .50 504 .76 0 .00 504 .22 0 .00 504 .1 5 0 .00 497 .82 64 .50 489.66 1 ,000 00 487.28 6 1 .50 487 .28 0 .00 487 .28 000 487 .28 0 .0 0 500 .96 5 00 .00 489.04 0 .00 489.66 T e xcon Gener a l C o ntractor s P ressu re (psi) 85.4 9 85 .3 5 85 .05 84 .60 84 .32 84 .34 84.48 84.66 85 .15 85.41 85 .85 86 .89 85.4 6 87 .12 85 .67 85 .66 85 .65 86 .62 87.46 82 .60 81 .88 ~ ~ 80.47 81 .25 83 .09 78.98 83.44 Pro j ect E n gineer: Joe Scl1u lt z Wa te r CAD v6 .5 16 .5 120JI 37 Brooks ide Road Wa l e r bury . CT 06708 USA + 1-203-755--166() Page I o l 1 Analysis Results Scenario : Base Steady State Analysi s Title : Project Engineer: Dove Crossing Phase 1 Joe Schultz Project Date : 09124104 09 :58:06 AM Comments : Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Ex tended : -Custom Ex tended : -Multip le Point: Number of Spot Elevations Pressure Pipes Inventory 6 .0 in 8 .0 in Total Length Tit le · Dove Cross in g P l1ase 1 g :l ... \w a te r re po rt inf o\p hase 1 .wed Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capita l Cost Base-Energy Cost Base-User Data Water at 2 0 C(68F) 30 1 28 0 0 0 0 0 0 0 0 1 . 0804e-5 ft2/s 2,496.00 ft 2 ,447 .00 ft 5,120 .00 fl Specific Grav ity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCV's: -PBV's: -PRV's: -PSV's: -TCV's: -GPV's: 12.0 in Tex con Gen era l Contra c tors 0 0 0 0 0 0 0 0 0 0 ·t 0 106104 05:5"1 :4 8 PM © Haes ta d M e t11ods. Inc. 37 Broo ks id e Roa d W a te rl JL1 r y. CT 06708 U S A 1.00 177.00 fl P roj ec t E ngineer : Joe Schultz Wa te rCAD v6 .5 16 .5 120 j) + t -2 0 3-755-1666 Pa g e ·t Label P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-1 1 P-1 2 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 Control D ischarge Velocity Status (gpm) (fVs) Open Open Open O pen Open Ope n Open Open Open Open Open Open Open Open Open Open Open Open Open Ope n Open Open Open Open Open Open Open O pen Open Open 1,678.50 594.99 594 .99 573 .99 573 .99 573 .99 -119 .81 -119 .81 -119 .81 -11 9 .81 -1 19.81 0 .00 0 .00 -119.81 151 .31 151 .31 151 .31 119.81 119.81 0 .00 932 .20 932 .20 867 .70 -132 .30 0 .00 0 .00 693 .80 693 .80 193 .80 0 .00 4 .76 3 .80 3 .80 3 .66 3 .66 3.66 0.76 0 .76 0 .76 0.76 0 .76 0 .00 0 .00 1 .36 1 .72 1.72 1 .72 1 .36 1.36 0 .00 5 .95 5 .95 5 .54 0 .84 0 .00 0 .00 7.87 7.87 2 .20 0 .00 Title : D ove C ro s sing P l1ase 1 g :l ... l wa te r repor1 info l p hase1 .wed 10/06/0 4 05:51:48 PM © Haestad M e thods. In c . Analysis Results Scenario : Base Steady State Analysis P res s ure Pi pe s @ 0 .00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydrauli c Grade Friction (ft) (ft) Headless 506 .00 505 .10 504.98 504 .58 504.25 503 .70 503 .64 503 .66 503 .68 503 .71 503 .72 503.73 503 .72 503 .73 505.1 0 504 .80 504 .8 0 504 .76 504 .22 504 .15 505 .10 497 .82 489 .66 487 .28 487 .28 487 .28 503 .64 500 .96 489.04 489.66 505.10 504 .98 504 .58 504 .25 503.70 503 .64 503 .66 503 .68 503 .71 503 .72 503.73 503.73 503 .72 504 .15 504 .80 504 .80 504 .76 504 .22 504 .15 504 .15 497.82 489.66 487 .28 487 .28 487 .28 487.28 500 .96 489.04 487 .28 489.66. (ft) 0 .90 0 .12 0.40 0 .34 0 .55 0 .06 0 .01 0 .02 0 .02 0 .02 0 .01 0 .00 0 .00 0.42 0 .30 0 .01 0 .03 0 .54 0 .06 0 .00 7 .28 8 .16 2 .38 0 .01 0 .00 0 .00 2.69 11.91 1.76 0 .00 Ca lcu lated Minor Headless (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 .0 0 0 .00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 Pressure Headless Pipe Gradient Head loss (fV1 OOOft) (ft) 0 .90 0.12 0.40 0 .34 0.55 0 .06 0 .01 0 .02 0 .02 0 .02 0 .01 0 .00 0 .00 0.42 0 .30 0 .01 0 .03 0 .54 0 .06 0 .00 7 .28 8 .16 2 .38 0 .01 0 .00 0 .00 2 .69 11 .91 1 .76 0 .00 5 .07 5.36 5 .36 5 .01 5 .01 5 .01 0 .28 0 .28 0 .28 0 .28 0 .28 0 .00 0 .00 1 .12 1 .72 1 .72 1 .72 1 .12 1 .12 0 .00 12.30 12.31 10.77 0 .33 0 .00 0 .00 28.91 28.91 2 .72 0 .00 Proj ect Engin eer : Joe Schultz Te xcon General Contractors W a te rC AD v6.5 i6.5 120jJ 37 Brook s ide R oad W a te rbu ry, C T 06708 USA +t -203-755-1666 Page 2 Label Eleva ti on Zone Typ e (ft) J-1 307 .50 Zone Demand J-2 307 .70 Zone Demand J-3 308 .00 Zone Demand J-4 308 .70 Zone Demand J-5 308 .80 Zone Demand J-6 308 .70 Zone Demand J-7 308.40 Zone Demand J-8 308.00 Zone Demand J-9 306 .90 Zone Demand J-10 306 .30 Zone Demand J-11 305.30 Zone Demand J-12 302 .90 Zone Demand J-13 306 .20 Zone Demand J-14 302 .80 Zone Demand J-15 306 .80 Zone Demand J-16 306 .80 Zone Demand J-17 306 .80 Zone Demand J-18 304 .00 Zone Demand J-19 302 .00 Zone Demand J-20 306.90 Zone Demand J-21 300.40 Zone Demand J-22 301 .70 Zone Demand J-23 301 .70 Zone Demand J-24 301 .30 Zone Demand J-25 299.50 Zone Demand J-2 6 308 .90 Zone Demand J-27 306.50 Zone Demand J-28 296.80 Zone Demand Title : Dove C rossing Phase 1 g :I ... \wa te r report infol p hase1 .wed Base Flow (gpm) 0.00 Fixed 0 .00 Fixed 21 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fi xed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fi xe d 1,000 .00 Fixed 0 .00 Fixed 31 .50 Fixed 500 .00 Fixed 0 .00 Fixed 0 .00 Fixed 64 .50 Fixed 0 .0 0 Fixed 61 .50 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Ca lculated ~ydr aulic Grad (gpm) (ft) 0.00 505 .10 0 .00 505 .01 21 .00 504 .73 0 .00 504.49 0 .00 504 .1 1 0 .00 504 .07 0 .00 503 .84 0 .00 503 .51 0 .00 503 .14 0 .00 502 .88 0 .00 502 .71 0 .00 502 .71 0.00 502 .88 0 .00 496.20 1,000.00 495.16 0 .00 495.16 31 .50 495 .16 500 .00 495.19 0 .00 496.20 0.00 504.77 64 .50 5 04 .39 0 .00 504 .34 61 .50 504 .33 0 .00 504 .33 0 .00 504 .33 0 .00 504 .09 0 .00 5 04.18 0 .00 504 .39 Texcon Gen er al Contra ct ors Pre ssure (p si) 85.49 85 .37 85 .12 84 .71 84 .50 84 .53 84 .56 84 .59 84 .90 85 .05 85.41 86 .45 85 .10 83 .67 81 .49 81.49 81.49 82 .72 84 .02 85 .61 88 .26 87 .67 87 .67 87.84 88.62 84.45 85 .53 89 .81 Proj ect Engineer : Joe Sch ult z Wa l erCAO v6 .516 .5120j] 10/06/04 05:48 :56 PM © Haestad Me t11 ods. Inc . 37 Brookside Road Wa terbury . CT 06708 USA +1-203-755-1666 Page 1 o f ·1 Label Length Dia mete r Material Hazen -Check (ft) (in) W illiams Valve? Scenario: Base Steady State Analysis Pipe Report Minor Control Pischargtl! pstream StructUi Loss Status (gpm) Hydraulic Grade ~wn stream Structu e>ressure Head loss Hydraulic Grade Pipe Gradient c Goefficien (ft) (ft) Headlos~ (W1000ft) P-1 177.00 12 .0 PVC 150.0 false P-2 23.00 8 .0 PVC 150.0 false P-3 74 .00 8 .0 PVC 150.0 false P-4 67 .00 8 .0 PVC 150.0 false P -5 109.00 8 .0 PVC 150.0 false P-6 11.00 8 .0 PVC 150.0 false P-7 54 .00 8 .0 PVC 150.0 false P-8 78.00 8.0 PVC 150.0 false P-9 87 .00 8 .0 PVC 150 .0 false P-10 59 .00 8 .0 PVC 150 .0 false P-11 41 .00 8 .0 PVC 150.0 false P-12 120.00 8 .0 PVC 150 .0 false P-13 28.00 6 .0 PVC 150 .0 false P-14 376 .00 6 .0 PVC 150.0 fa lse P-15 173.00 6 .0 PVC 150.0 false P-16 4 .00 6.0 PVC 150.0 false P-17 20.00 6 .0 PVC 150.0 false P-18 487 .00 6 .0 PVC 150.0 false P-19 58 .00 6.0 PVC 150.0 false P-20 30 .00 6 .0 PVC 150.0 false P-21 592.00 8 .0 PVC 150.0 false P-22 663 .00 8 .0 PVC 150.0 false P -23 221.00 8 .0 PVC 150.0 false P-24 19.00 8 .0 PVC 150.0 false P-25 69.00 8 .0 PVC 150.0 false P-26 160.00 8 .0 PVC 150.0 false P-27 93 .00 6 .0 PVC 150.0 false P-28 412 .00 6 .0 PVC 150.0 false P-29 646 .00 6 .0 PVC 150.0 false P-30 169.00 6 .0 PVC 150.0 false Titl e : Dove Cross in g Phase 1 g :l ... l water report infol phase1 .wed 10113!04 0 1:15 :18 PM © Haes tad Me ll1od s. Inc . 0 .00 Open 1,678 .50 506 .00 0 .00 Open 496.29 505.10 0 .00 Open 496.29 505.01 0 .00 Open 475.29 504.73 0 .00 Open 475.29 504.49 0 .00 Open 475.29 504.1 1 0 .00 Open 526 .11 504 .07 0.00 Open 526.11 503 .84 0.00 Open 526.11 503 .51 0 .00 Open 526.11 503 .14 0 .00 Open 526 .11 502 .88 0 .00 Open 0 .00 502 .71 0 .00 Open 0 .00 502 .88 0.00 Open 526 .11 502 .71 0 .00 Open 1,005.39 505 .10 0 .00 Open 5 .39 495.16 0 .00 Open 5 .39 495.16 0 .00 Open -26 .11 495.16 0 .00 Open -526 .11 4g5 _19 0 .00 Open 0 .00 496.20 0.00 Open 176.83 505 .10 0 .00 Open 176.83 504 .77 0 .00 Open 112.33 504 _3g 0 .00 Open 112.33 504 .34 0 .00 Open 0 .00 504 .33 0 .00 Open 0 .00 504 .33 0 .00 Open -50 .83 504 .07 0 .00 Open -50 .83 504 .09 0 .00 Open -50 .83 504 .18 0.00 Open 0 .00 504.39 Texcon Genera l Co ntrac to r s 37 Brooks ide Road Wa le rbu ry . CT 06708 USA 505 .10 505 .01 504.73 504.49 504 .11 504.07 503.84 503 .51 503 .14 502 .88 502 .71 502.71 502 .88 496 .20 4g5 _ 15 495.16 495.16 495.19 496.20 496.20 504 .77 504 .39 504 .34 504 .33 504 .33 504 .33 504 .09 504 .18 504 .33 504 .39 (ft) 0 .90 5 .07 o .og 3 .83 0 .28 3 .83 0 .24 3 .53 0 .39 3.53 0 .04 3 .53 0 .23 4.27 0.33 4 .27 0.37 4 .27 0 .25 4 .27 0 .17 4 .27 0 .00 0 .00 0 .00 0 .00 6 .51 17 .32 g _94 57.47 0 .00 0 .00 0.00 0 .00 0 .03 0 .07 1.00 17.32 0 .00 0 .00 0 .34 0 .57 0 .38 0 .57 0 .05 0 .24 0 .00 0 .24 0 .00 0 .00 0 .00 0 .00 0 .02 0 .23 0 .09 0 .23 0 .15 0 .23 0 .00 0 .00 P ro j ec t Eng in eer : Joe Schu lt z Wa le rC A O v6 .5 (6.5 120j] + 1-203-755-1666 Page 1 o f ·1 -------------------~- Analysis Re s ults S c enario : B ase Steady State Analysis Title : Project Engineer: Dove Crossing Phase 1 Joe Schultz Project Date : 09124104 09:58 :06 AM Comments : Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 6 .0 in 8 .0 in Tota l Le ngth Title : Dove Crossing Phase 1 g :l ... l wa te r report infol p l1ase1 .w ed Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fi re Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1 .0804e-5 ft2/s 30 1 28 0 0 0 0 0 0 0 0 2,496.00 ft 2 ,447 .00 ft 5 ,120.00 ft Specific Gravity Number of Tanks -Constant Area: -Variable Area : Number of Valves -FCV's: -PBV's: -PRV's: -PSV's: -TCV's : -GPV's : 12.0 in Texcon General Co ntra c tors 0 0 0 0 0 0 0 0 0 0 10106/04 05:49:08 PM © H aes tad M e th ods. In c . 37 Brooks ide Road Wa te rbury . CT 06708 USA 1.00 177.00 ft Proj ect Eng ineer : Joe Schult z Wa terCA D v6 .5 !6 .5 120j] + 1-203-755-1666 Page 1 Analysis Res ults Scenario : Base Steady State Analysis Pressure Pi pes @ 0 .00 hr Label Control Discharge Velocity Upstream Structu re Downstream Structure Calcu lated Calculated Pressu re Headless Status (gpm) (fVs) Hydraulic Grade Hydraulic G rade Frictio n Minor Pipe Gradient (ft) (ft) Head less Head loss Headless (fV1 OOOft) (ft) (ft) (ft) P-1 Open 1,678.50 4.76 506 .00 505 .10 0 .90 0 .00 0 .90 5.07 P-2 Open 496.29 3 .17 505 .10 505 .01 0 .09 0 .00 0 .09 3 .83 P-3 Open 496.29 3 .17 505 .01 504 .73 0 .28 0 .00 0 .28 3 .83 P-4 Open 475.29 3 .03 504 .73 504.49 0 .24 0.0 0 0 .24 3 .53 P-5 Open 475.29 3 .03 504.49 504.11 0 .39 0 .00 0 .39 3 .53 P-6 Open 475.29 3 .03 504 .11 504 .07 0 .04 0 .00 0 .04 3 .53 P-7 Open 526 .11 3 .36 504 .0 7 503 .84 0.23 0 .00 0 .23 4 .27 P-8 Open 526.11 3 .36 503 .84 503 .51 0 .33 0 .0 0 0 .33 4 .27 P-9 Open 526 .11 3 .36 503 .51 503 .14 0 .37 0 .00 0 .37 4 .27 P-10 Open 526 .11 3 .36 503 .14 502.88 0 .25 0 .00 0 .25 4 .27 P-11 Open 526 .11 ~ 502 .88 502 .71 0 .17 0 .00 0 .17 4 .27 P-12 Open 0.00 0 .00 502 .71 502 .71 0 .00 0 .00 0 .00 0 .00 P-13 Open 0.00 0 .00 502 .88 502 .88 0 .00 0 .00 0 .00 0 .00 P-14 Open 526.11 5 .97 502 .71 496.20 6 .51 0 .00 6 .51 17 .32 P-15 Open 1,005.39 11 .41 505 .10 495.16 9.94 0 .00 9.94 57.47 -P-16 Open 5.39 0 .06 495.16 495.16 0 .00 0.00 0 .00 0 .00 P-17 Open 5 .39 0 .06 495.16 495.16 0 .00 0 .00 0 .00 0 .00 P-18 Open -26.11 0 .30 495.16 495.19 0 .03 0 .00 0 .03 0.07 P-19 Open -526.11 5 .97 495.19 496.20 1.00 0 .00 1.00 17.32 P-20 Open 0 .00 0 .00 496.20 496.20 0 .00 0 .00 0 .00 0 .00 P-21 Open 176.83 1.13 505.10 504 .77 0 .34 0 .00 0 .34 0 .57 P-22 Open 176.83 1.13 504 .77 504 .39 0 .38 0 .00 0 .38 0 .57 P-23 Open 112 .33 0 .72 504 .39 504 .34 0 .05 0 .00 0 .05 0.24 P-24 Open 112.33 0.72 504 .34 504 .33 0 .00 0 .00 0 .00 0 .24 P-25 Open 0 .00 0 .00 504.33 504 .33 0 .00 0 .00 0 .00 0 .00 P-26 Open 0 .00 0 .00 504 .33 504 .33 0 .00 0 .00 0 .00 0.00 P-27 Open -50.83 0 .58 504 .07 504 .09 0 .02 0 .00 0 .02 0 .23 P-28 Open -50 .83 0.58 504.09 504 .18 0 .09 0 .00 0 .09 0 .23 P-29 Open -50 .83 0 .58 504 .18 504 .33 0 .15 0 .00 0 .15 0 .23 P-30 Open 0 .00 0.00 504 .39 504 .39 0 .00 0 .00 0 .00 0 .00 Ti tl e : Dove Crossing Pha se 1 Proj ect Engineer : Joe Schultz g :\ ... \wa te r re po rt in fo \phase 1 .wed Texcon General Contractors WaterCAD v6 5 {6 .5 120j ] 10106/04 05 :49:08 PM (f) Haes ta d Me ll1ods. Inc . 37 BrooksirJe Road Wa le rbury . C T 06708 U SA +1-203-755-1666 P a ge 2 Appendix "C" Dove Crossing Subdivision Phase 2 Analysis 5 8_,·~1-.nj ~ ,/ I J. 11 wo.f-e_y-I i rie.... \. / ,• -;, >•6 : >•1 / / / T it le : Dove Crossing Phase 1 / / / / / .,, g :\ ... \wa l e r reporl in fo\ph ase2 .wcd / / / / / / .,. 10/13104 0 1:17 :00 PM © H aeslad M e lhods. Inc. ./ / / / ,• .. . ,, Scenario: Base / , . .. ..• / I / / / ..... ll .,, ·,, '· ·., \ FH7 Fmo- .,, ,• .. "!:, .. J.36 />•1 .~ ... FH11 ... Tex con Ge n er a l Contract o r s ,, .. ·•. .. , ..• FN9 -.._ ,., ·.: . .. P roject Engineer : Joe Schult z W a l erCAD v6 .5 [6.5 120j) 37 Brook s icl e R oa d Walerbury . CT 06 708 U SA +1-203-755-"1666 Pag e 1 o f1 Label Elevation Zone Type (ft) J-1 307 .50 Zone Demand J-2 307 .70 Zone Demand J-3 308 .00 Zone Demand J-4 308 .70 Zone Demand J-5 308 .80 Zone Demand J-6 308 .70 Zone Demand J-7 308.40 Zone Demand J-8 308 .00 Zone Demand J-9 306 .90 Zone Demand J-10 306 .30 Zone Demand J-11 305 .30 Zone Demand J-12 302 .90 Zone Demand J-13 306 .20 Zone Demand J-14 302 .80 Zone Demand J-15 306 .80 Zone Demand J-16 306 .80 Zone Demand J-17 306 .80 Zone Demand J-1 8 304 .00 Zo ne Demand J-19 302 .00 Zone Demand J-20 306 .90 Zone Demand J-2 1 300.40 Zone Demand J-22 301 .70 Zone Demand J-23 301 .70 Zone Demand J-24 30 1 .30 Zone Demand J-25 299 .50 Zone Demand J-26 308 .90 Zone Demand J-27 306 .50 Zone Demand J-28 296.80 Zone Demand J-29 302 .00 Zone Demand J-30 300 .00 Zone Demand J-31 288.00 Zone Demand J-32 296 .50 Zone Demand J-33 294 .00 Zone Demand J-34 292 .00 Zone Demand J-35 294 .50 Zone Demand J-36 294 .50 Zone Demand J-37 300 .50 Zone Demand J-38 300 .50 Zone Demand J-39 299 .50 Zone Demand J-40 298.50 Zone Demand J-41 292 .00 Zone Demand J-42 294 .00 Zone Demand J-43 297 .30 Zon e Demand J-44 297 .00 Zone Demand J-45 295.50 Zone Demand J-4 6 297 .00 Zone Demand J-4 7 29 5 .00 Z on e Demand Ti ll e Dove Crossing Pl1ase 1 Base Flow (9pm) 0 .00 Fixed 0 .00 Fixed 21 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 000 Fixed 0 .00 Fixed 0 .00 Fixed 34 .50 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 31 .50 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 64 .50 Fixed 0.00 Fixed 61 .50 Fixed 0.00 Fi xe d 0 .00 Fi xed 0.00 Fixed 000 Fixed 0 .00 Fi xed 1,000.00 Fi xed 45 .00 Fixed 34 .50 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fi xed 0 .00 Fi xed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 500 .00 Fixed 60 .00 Fixed 0 .00 Fixed 0 00 Fixed 0.00 Fixed 0 .00 Fixed 0 00 Fi xed 0 .00 Fixed 0 .00 Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated Hydraul ic Grad (9pm) (ft) 0 .00 504 .92 0 00 504 .63 21 .00 503 .70 0 .00 502 .89 0 .00 50 1 .57 0 .00 501.44 000 50 1 .04 0 .00 500.45 0 .00 499 .80 0 .00 499 .35 0 .00 499.34 0 .00 499.22 34 .50 498 .72 0 .00 499 .85 0 .00 503 .58 0 .00 503 .55 31.50 503 .39 000 500 .22 000 499.78 000 502 02 64 .50 498 .77 000 497 .91 61 .50 497.83 000 497.40 0 .00 497 .83 000 50 115 0 .00 499.86 0 .00 498.77 1,000.00 489.24 45 .00 496.06 34 .50 499.29 000 499 .22 0 00 499 .17 0 .00 499 .17 0 .00 499 .13 0 .00 499 .13 0 00 499 .14 0 .00 499 .11 500 .00 495 .34 60 .00 495.71 0 00 499 .13 0 .00 499 .17 000 495 .91 0 .00 495 .90 000 495 .71 000 495 .90 0 .00 499 .13 o 1. l w <1l c 1 r epor t 1n fo \pl1;isre2 wed Tex c on Genera l Contractors Pressure (psi) 85.42 85 .20 84 .67 84 02 83.40 83 .39 83 .34 83 .26 83.46 83 .53 83 .95 84 .94 83 .30 85 .25 85 .14 85 .12 85 .06 84.90 85 .57 84.42 85 .83 84 .89 84 .86 84 .84 85 .81 83 .18 83 .66 87 .38 ~J.:21 84 .83 91.41 87 .71 88 .77 89 .63 88 .54 88 .54 85 .94 85 .93 84.73 85 .32 89 .62 88 .77 85 .93 86 .05 86 .62 86 .0 5 88 .32 Hl/07/04 On 1n Oil AM r•;> H <~es l ad M e lllor l s. Inc . 37 Brooks1r l e Roac l W;ci l erl)u ry . CT 0Gl08 USA fX~1 ·b+ e_-d-.. ":>ce()C<Y ,·o -Sh9...Jtll J 19 we"S-t-.,-e.,-s,'c/ \AO-( pv-e.-S'Su. ve..- Project E n o inee r . Joe Scl1ull 7 Wa l erCAD v6 5 J6Sl20JJ Page 1 o l 1 Analysis Results Scenario: Base Steady State Analysis Title : Dove C rossing Phase 1 Project Engineer: Joe Schu ltz Project Date : 09/24/04 09:58 :06 AM Comments : Scenario Summary Scenario Base Active Topology Alterna ti ve Base-Active Topology Physical Alternative Base-Physical Demand Alternative Base-Demand Initial Settings Alternative Base-Initial Settings Operational Alternative Base-Operational Age Alternative Base-Age Alternative Constituent Alternative Base-Constituent Trace Alternative Base-Trace Alternative Fire Flow Alternative Base-Fire Flow Capital Cost Alternative Base-C apital Cost Energy Cost Alternative Base-Energy Cost User Data Alternative Base-User Data Liquid Characteristics Liquid Kinematic Viscosity Water at 20C(68F) 1 .0804e-5 ft'/s Network Inventory Pressure Pipes 53 Number of Reservoirs Number of Pressure Junctic 47 Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 6 .0 in 8 .0 in Total Le ngth 0 0 0 0 0 0 0 0 5 ,363 .00 ft 4 ,670 .00 ft 10,210 .00 ft Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCV's: -PBV's: -PRV's : -PSV's: -TCV's: -GPV's: 12 .0 in Pressure Pipes @ 0.00 hr 1.00 0 0 0 0 0 0 0 0 0 0 177 .00 ft Label ControDischargeVelocit\t)pstream Struc()awnstream Structl.©alculatecCalculatecPre ssure-Jead loss Status (gpm) (fl/s) Hydraulic Grade Hydraulic Grade Friction Minor Pipe Gradient (ft) (ft) Headloss HeadlossHeadlos~fV1 OOOft) (ft) (ft) (ft) P-1 Open 1,852 .50 5 .26 506 .00 504 .92 1 .08 0 .00 1 .08 6 .09 P-2 Open 944 .03 6 .03 504 .92 504 .63 0 .29 0 .00 0 .29 12 .60 P-3 Open 944 .03 6 .03 504 .63 503 .70 0 .93 0 .00 0 .93 12 .60 P-4 Open 923 .03 5 .89 503 .70 502 .89 0 .81 0 .00 0 .81 12 .08 P-5 Open 923 .03 5 .89 502 .89 501 .57 1 .32 0 00 1 .32 12 .08 Titl e : Dove C rossing Phase 1 g :l ... lwa l e r re po rt in fol phr.ise2 .wcd Texcon General Contractors 0'x'.~ib1+ e__---3 P ro jec t Engineer : Joe Schu lt z Wa l e rCAD v6 .5 j6 .5 120j ] "1010710 4 09 :18 :22 AM © H aes lad M e th ods. Inc. 37 B rooks id e Road Wa te rbur y . C T 06708 USA +1-203-755-1666 Page 1 o f 2 Analysis Results Scenario : Ba s e Steady State Analysis Pressure P ipes @ 0 .00 hr Label ControDischargeVelocitl,Upstream Strucilcovnstream Structi..©a lculatecCalculatecP ressurEHeadloss P-6 P-7 P-8 P-9 P-10 P-11 P-12 P -13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P -2 3 P-24 P-25 P-26 P-27 P-28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P -42 P-44 P-45 P -46 P-4 7 P-48 P-49 P-50 P-51 P -52 P-53 P-54 Status (gpm) (IVs) Hydraulic Grade Hydraulic Grade Friction Min o r Pipe Gradient Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Op en Open Open Open Open Open Open Open Open Open Open Open Open 923.03 7 1 3 .96 7 1 3 .96 7 1 3 .96 713.96 107 .99 239 .89 605 .97 -13 1 .90 341.45 341.45 34 1 .45 309 .95 309.95 1 78 .0 5 567 .02 567 .02 502.52 502 .52 650 .09 0 .00 209.07 209 .07 209.07 0 .00 571.47 -428.53 178 .05 67 .20 67 .20 0 .00 0 .00 76.35 76.35 383.44 -116.56 239 .89 0 .00 0 .00 67 .20 650 .09 176 .56 176.56 0 .00 -176 .56 0 .00 -67 .20 -67 .20 5 .89 4 .56 4 .56 4 .56 4 .56 0 .69 1 .53 6 .88 1 .50 3 .87 3 .87 3 .87 3 .52 3 .52 2 .02 3 .62 3 .62 3 .21 3 .21 4 .1 5 0.00 2 .37 2 .37 2 .37 0 .0 0 6.48 4 .86 2.02 0 .76 0.76 0 .00 0 .00 0 .87 0 .87 4 .35 1 .32 1 .53 0 .00 0 .00 0 .43 4 .15 1 .13 1 .1 3 0 00 1 .1 3 0 .00 0 .43 0 .43 (ft) (ft) Headloss Head l oss H eadlos~f l/1 OOOft) 501 .57 501 .44 501 .04 500.45 499.80 499.35 499.34 499.35 499.34 504 .92 503 .58 503.55 503.39 500 .22 499.85 504.92 502 .02 498.77 497.91 497 .83 497.83 501.44 501.15 499 .86 498.77 498.72 489.24 499.78 499.29 499.22 499.17 499.13 499 .29 499.14 499.11 495.34 499.22 499 .13 499 .17 499 .1 7 497 .40 496.06 495 .91 4 95 .71 495.71 495.90 4 99 .11 4 99.13 501.44 501 .04 500.45 499.80 499.35 499.34 4 99.22 498.72 499.85 503 .58 503 .55 5 0 3 .39 500.22 499.85 499.78 502.02 498.77 4 9 7 .91 497 .83 497.40 497 .83 501.15 499.86 497 .83 498.77 489.24 496.06 499.29 499.22 499.17 499.17 499.13 4 99.14 499.11 495.34 495.71 499.11 499.13 499.17 499.13 496 .06 495 .91 495 .90 495.71 495.90 495.9 0 499.13 4 99.13 (ft) (ft) (ft) 0 .13 0.4 1 0 .59 0 .65 0 .44 0 .01 0 .12 0 .63 0 .50 1 .35 0 .03 0 .1 6 3 .17 0 .38 0 .07 2 .90 3 .25 0 .87 0 .07 0.44 0 .00 0 .29 1 .29 2 .03 0 .00 9.49 6 .82 0.49 0 .07 0 .05 0 .00 0 .00 0 .15 0 .03 3 .77 0 .38 0 .1 2 0 .00 0 .00 0 .04 1 .34 0 .15 0 .0 1 0 .00 0.19 0 .00 0 .03 0 .00 0 .0 0 0 .0 0 0 .0 0 0 .00 0 .0 0 0 .00 0 .00 0.00 0 .0 0 0 .00 0 .0 0 0 .0 0 0 .0 0 0 .0 0 0 .00 0 .00 0 .0 0 0 .00 0 .0 0 0 .00 0 .0 0 0 .0 0 0 .0 0 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 000 0 00 0 .0 0 0 .0 0 0 .0 0 0 .00 000 000 0 .00 0 .00 0 .00 0 00 0 .00 0 00 0 00 0 .00 0 .00 0 .00 0 00 0 .13 0.41 0 .59 0 .65 0.44 0.01 0.12 0.63 0 .50 1 .35 0 .03 0 .16 3 .17 0.38 0 .07 2 .90 3.25 0.87 0 .07 0.44 0 .00 0 .29 1 .29 2 .03 0 .00 9.49 6 .82 0.49 0 .07 0 .05 0 .00 0 .00 0 .15 0.03 3 .77 0 .38 0 .12 0 .00 0 .00 0 .04 1 .34 0 .15 0 .01 0 .00 0 .19 0 .00 0 .03 0 00 12 .08 7.51 7 .51 7 .5 1 7 .51 0 .23 1 .00 22 .50 1 .34 7 .78 7 .77 7 .78 6 .50 6 .50 2 .33 4 .90 4 .9 0 3 .92 3 .92 6 .3 1 0 .00 3 .14 3 .1 4 3 .14 0 .00 2 0 .19 11 .85 2 .33 0 .38 0 .38 0 .00 0 .00 0 .49 0.49 9 .64 1 06 1 .00 0 .00 000 0 .09 6 .31 0 .56 0 .57 0 .00 0 .56 0 00 0 .09 0 .09 Ti tl e : D ove C rossing P h ase 1 Projec l E n gineer : Joe Scl1ull z g :l ... l waler reporl in l o \p h <1se2 .w cd Texcon General Con t ract o rs Wa l e rC A D v6 .5 16 .5 12 0j ] 10107104 09 . 18 22 AM © H aes l a d M e lho d s. Inc 37 Brooks id e Road Wa l e rbury. CT 06708 U SA + 1-2 0 3 -7 55-1666 Page 2 o l 2 Labe l El e va tion Zone Type Base Flow (ft) (gpm) J-1 307 .50 Zone Demand 0 .00 J-2 307.70 Zone Demand 0 .00 J-3 308 .00 Zone Demand 21 .00 J-4 308 .70 Zone Demand 0 .00 J-5 308 .80 Zone Demand 0 .00 J-6 308 .70 Zone Demand 0 .00 J-7 308.40 Zone Demand 0 .00 J-8 308 .00 Zone Demand 0 .00 J-9 306 .90 Zone Demand 0 .00 J-10 306 .30 Zone Demand 0 .00 J-11 305 .30 Zone Demand 0 .00 J-12 302 .90 Zone Demand 0.00 J-13 306 .20 Zone Demand 34.50 J-14 302 .80 Zone Demand 0 .00 J-15 306 .80 Zone Demand 0 .00 J-16 306 .80 Zone Demand 0.00 J-17 306.80 Zone Demand 31 .50 J-18 304 .00 Zone Demand 0 .00 J-19 302 .00 Zone Demand 0 .00 J-20 306 .90 Zone Demand 0 .00 J-21 300.40 Zone Demand 64 .50 J-22 301 .70 Zone Demand 0 .00 J-23 301 .70 Zone De m and 61 .50 J-24 30 1.30 Zone Dem and 0 .00 J-25 299 .50 Zone Demand 0 .00 J-26 308 .90 Zone Demand 0 .00 J-27 306 .50 Zone Demand 0 .00 J-28 296 .80 Zone De m a nd 0 .00 J-29 302 .00 Zone Demand 0 .00 J-30 300 .00 Zone Demand 45.00 J-31 288 .00 Zone Demand 34 .50 J-3 2 296 .50 Zone Demand 000 J-33 294 .00 Zone Demand 0 .00 J-34 292.00 Zo ne Demand 0 .00 J-35 294 .50 Zone De m a nd 0 .00 J-36 294 .50 Zone Demand 0 .00 J-37 300 .50 Zone Demand 1,000.00 J-38 300 .50 Zone De m and 0 .00 J-39 299.50 Zone Demand 0 .00 J-4 0 2 98 .50 Zo ne Demand 60 .00 J-41 2 9 2 .00 Zone Demand 0 .00 J-4 2 294 .00 Zon e Demand 0 .00 J-4 3 297 .30 Zone Demand 0 .00 J-44 2 97 .00 Zone Demand 0 .00 J-4 5 2 95 .50 Zo ne Demand 0 .00 J-4 6 2 97 .00 Zo ne De mand 000 J-4 7 29 5 .00 Zone Demand 500 .00 Tille . Dove Crossing Pllase 1 !f'· .\waler repo11 11ilo\p h ;.~se2 wed 10107 /()4 Of!· 1 7 17 AM © H aestad Meth o d s . l11 c Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fix ed Fix ed Fi xed Fi xe d Scenario : Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated! Hydraulic Grad (gpm) (ft) 0 .00 504 .92 0 .00 504 .61 21 .00 503 .61 0 .00 502 .74 0 .00 501 .32 000 501.18 0 .00 500.62 0 .00 499.81 000 498.91 0 .00 498.30 0 .00 497 .8 1 0 .00 496 .52 34 .50 498 .31 000 497.7 1 0 .00 503 .05 0 .00 503 .01 31 .50 502.79 0 .00 498.25 0 .00 497 .36 0 .00 502.93 64 .50 500 .69 0 .00 500 .12 61 .50 500 .08 0 .00 499.86 0 00 500 .08 0 .00 501 .09 0 .00 500.70 0 .00 500.69 0 .00 498.70 45.00 499.19 34 .50 494 .86 000 494 .71 0 .00 494 .60 0 .00 494 .60 000 494 .52 0 .00 494 .52 1,000 .00 493 .09 0 .00 495.25 0 .00 496 .83 60 .00 498 .26 0 .00 494 .52 0 .00 494 .60 0 .00 498 .80 0 .00 498.77 0 00 4 9 8 .26 0 00 498 .77 500 .00 4 94 .5 2 Te x con G e n e r a l Contra c t o r s Pressure (psi) 85.42 85 .19 84.63 83 .95 83 .30 83 .28 83 .16 82 .99 83.07 83 .07 83 .29 83 .77 83 .12 84 .33 84 .91 84 .89 84 .80 84 .04 84 .52 84 .81 86 .66 85 .85 85 .83 85 .91 86 .78 83 .15 84 .02 88 .2 1 85 .10 86 .18 89 .50 85 .76 86 .79 87 .65 86 .54 86 .54 83 .32 84.26 85 .38 86.43 8 7 .62 86 .79 87.18 8 7 .2 9 87.73 8 7 .2 9 8 6 .3 2 8 x\.1 ,· b ,:+ c.,--t ~c€.<\CA(1'0 5 \.i ovJ•."'9. 111 r.t X. i i'Yl 1vt Yl1 wa..:t e. Yi i' 11' e, v e... I oc.1 ·+ ie:S Projec l Engineer Joe Schul l z Wa te 1CAD v6 5 16 .5 120J] :ll Brook s id e Road Wa l e r li ury , CT 06708 USA • 1-203-755-1066 Page 1 o l I Label Length Diameter Material Hazen-Check (ft) (in) William ~ Valve ? Scenario: Base Steady State Analysis Pipe Report Minor Control Dischargt pstream StructUi Loss Status (gpm) Hydraulic Grade ~wn stream Structu e>ressure Head loss Hydraulic Grade Pipe Gradient c Coefficien (ft) (fl) Headlos~ (fl/100011) P-1 177.00 12 .0 PVC 150 .0 false P-2 23 .00 8 .0 PVC 150 .0 false P-3 74 .00 8 .0 PVC 150 .0 false P-4 67 .00 8 .0 PVC 150 .0 false P-5 109.00 8 .0 PVC 150 .0 false P-6 11 .00 8 .0 PVC 150 .0 false P-7 54 .00 8 .0 PVC 150 .0 false P-8 78 .00 8 .0 PVC 150 .0 false P-9 87 .00 8 .0 PVC 150.0 false P-10 59 .00 8 .0 PVC 150.0 false P-11 41 .00 8 .0 PVC 150.0 false P-1 2 120.00 8 .0 PVC 150.0 fal se P-1 3 28.00 6.0 PVC 150.0 false P -~4 376 .00 6.0 PVC 150.0 false P-15 173.00 6 .0 PVC 150.0 false P-16 4 .00 6 .0 PVC 150.0 false P-17 20.00 6 .0 PVC 150.0 false P-18 487 .00 6 .0 PVC 150.0 false P-19 58 .00 6 .0 PVC 150.0 false P-20 30.00 6 .0 PVC 150.0 false P-2 1 592 .00 8 .0 PVC 150.0 false P-22 663.00 8 .0 PVC 150.0 false P-23 221 .00 8 .0 PVC 150.0 false P-24 19.00 8 .0 PVC 150.0 false P-25 69.00 8 .0 PVC 150.0 false P-26 160.00 8 .0 PVC 150.0 false P-27 93 .00 6 .0 PVC 150.0 false P-28 412 .00 6 .0 PVC 150.0 false P-29 646 .00 6 .0 PVC 150.0 false P-30 169.00 6 .0 PVC 150.0 false P-31 470 .00 6 .0 PVC 150.0 false P-32 576 .00 6 .0 PVC 150 .0 false P-33 210 .00 6 .0 PVC 150.0 fal se P-34 173.00 6 .0 PVC 150.0 fal se P-35 133.00 6 .0 PVC 150.0 fal se P-36 160.00 6 .0 PVC 150.0 false P-37 26.00 6 .0 PVC 150.0 false P-38 302 .00 6 .0 PVC 150.0 fal se P-39 72 .00 6 .0 PVC 150.0 fa lse P-40 391 .00 6 .0 PVC 150.0 false P-41 354 .00 6 .0 PVC 150.0 false P-42 119.00 8 .0 PVC 150.0 fal se P-44 161 .00 8 .0 PVC 150.0 fal se P-45 161 .00 8 .0 PVC 150.0 fa lse P-46 375 .00 8 .0 PVC 150.0 fal se P-4 7 212 .00 8 .0 P VC 150.0 false P-48 260 .00 8 .0 PVC 150.0 false P-4 9 19 .00 8 .0 PVC 150.0 fa lse P-50 207 .00 8 .0 PVC 150.0 false P-51 333 .00 8 .0 PVC 150.0 fa lse P-52 70 .00 8 .0 PVC 150.0 false ------· -- Titl e : Dove C rossing Ph ase 1 g :\ .. \wa le r report 1nf olpha se2 .w ccJ 10 /13/04 0 1·3 1 58 PM "'~ Haes tacl tvt e t11ocl s. In c 0 .00 Open 1 ,852.50 506 .00 0 .00 Open 981 .11 504 .92 0 .00 Open 981 .11 504 .61 0 .00 Open 960 .11 503.61 0 .00 Open 960 .11 502 .74 0 .00 Open 960.11 501 .32 0 .00 Open 849.85 501 .18 0 .00 Open 849 .85 500 .62 0.00 Open 849 .85 499.81 0.00 Open 849 .85 498.91 0 .00 Open 918 .02 498 .30 0 .00 Open 864 .74 497 .81 0 .00 Open -68 .18 498 .30 0 .00 Open 53 .29 497 .81 0 .00 Open 407.95 504 .92 0 .00 Open 407.95 503 .05 0.00 Open 407 .95 503.01 0 .00 Open 376.45 502 .79 0 .00 Open 376.45 498.25 0.00 Open 429.74 497 .71 0 .00 Open 463.44 504 .92 0 .00 Open 463.44 502 .93 0 .00 Open 398 .94 500 .69 0 .00 Open 398.94 500 .12 0.00 Open 447 .70 500 .08 0 .00 Open 0 .00 500 .08 0 .00 Open 110.26 501 .18 0 .00 Open 110.26 501 .09 0 .00 Open 110.26 500 .70 0 .00 Open 0 .00 500 .69 0 .00 Open -102 .68 498 .31 0 .00 Open -102 .68 498 .70 0 .00 Open 429.74 497 .36 0 .00 Open 102 .61 494 .86 0 .00 Open 102.61 494 .71 0.00 Open 0 .00 494 .60 0 .00 Open 0 .00 494 .52 0 .00 Open 292 .63 494 .86 0 .00 Open -707 .37 49309 000 Open -24 0 .02 495 .25 0 .00 Open -240 .0 2 496 .83 0 .00 Open 864 .74 496.52 0 00 Open 0 .00 494 .52 0 .00 Open 0 .00 494 .60 0 .00 Open 102.6 1 494 .60 0 .00 Open 447 .70 499.86 0 .00 Open 300 .02 499.19 0 .00 Ope n 300 .02 498.80 0 00 Open 000 498 .26 0 00 Open -300 .02 498.26 0 .00 Open 0 .00 498 .77 -· - Texcon General Contrac to rs 37 B1onks1cJe Roacl Wa lC?1hury CT 067013 USA 504 .92 504 .61 503 .61 502 .74 501 .32 501 .18 500.62 499.81 498.91 498.30 497 .81 496.52 498.31 497 .71 503 .05 503 .01 502 .79 498.25 497.71 497 .36 502 .93 500 .69 500 .12 500 .08 499.86 500 .08 50 1 .09 500 .70 500 .08 500 .69 498.70 499 .19 494.86 494 .71 494 .60 494 .60 494 .52 493.09 495.25 496.83 498 .26 495.25 494 .52 494 .60 494 .52 499.19 498 .80 498 .77 498.26 498.77 498 .77 -·-- (ft) 1 .08 6 .09 0 .31 13.53 1 .00 13.53 0 .87 13.00 1.42 13.00 0 .14 12.99 0 .56 10.37 0 .81 10.37 0 .90 10 .37 0.61 10.37 0.49 11 .96 1 .28 10.71 0 .01 0 .39 0 .09 0 .25 1 .87 10.81 0 .04 10.81 0 .22 10.81 4 .54 9.32 0 .54 9 .32 0 .36 11 .91 2 .00 3.37 2.24 3 .37 0 .56 2 .56 0 .05 2 .56 0 .22 3.16 0 .00 0 00 0 .09 0 .96 0 .39 0 .96 0 .62 0 .96 0 .00 0.00 0 .39 0 .84 0.48 0 .84 2 .50 11 .91 0 .15 0 .84 0 .11 0 .84 0 .00 0 .00 0 .00 0 .00 1 .77 5 .84 2 .16 29.97 1 .58 4 .05 1.4 3 4 .05 1 .27 10.71 0 .00 0 .00 0 .00 0 .00 0 .08 0 .2 1 0 .67 3 .16 0 .39 1 .51 0 .03 1 .5 1 000 0 00 0 .50 1.5 1 0 .00 0 .00 ----- Project Eng in eer : Joe Schu lt z W<i te rCAD v6 5 16 5 120j] ; 1-20'.l -755-1666 Label Length Pia meter Material Hazen-Check (ft) (in) Williams Valve? Scenario: Base Steady State Analysis Pipe Report Minor Control Pischargol: pstream Struch..li Loss Status (gpm) Hydraulic Grade ~wnstream Structu e>ressure Head loss Hydraulic Grade Pipe Gradient c ~oefficien (ft) (ft) Headloss (fV1000ft) P-53 288.00 8 .0 PVC 150.0 false P-54 18.00 8.0 PVC 150.0 false Titl e: Dove C rossing Ph ase 1 g :\ __ \wa te r re port in fo\phase2 .wcd 101·t 3104 o ·t :31 :58 PM © H aes tad Mettlods . In c 0 .00 Open 397 .39 495.25 0 .00 Open -102 .61 494 .52 Tex con General Contractors 37 Brookside Road Wa terbury. CT 06708 USA 494 .52 494 .52 (ft) 0 .73 2 .54 0 .00 0 .21 P roj ect E ng in eer : Joe Schultz Wa te rCA D v6 .5 i6 .5 120j) +1-203-755-t666 Page 2 o r 2 Analysi s Results Scenario: Base Steady State Analys is Title : Project Engine er : Dove Crossing Phase 1 Joe Schultz Project Date : 09124104 09:58:06 AM Comments : Scenario Summary Scenario Active Topology Alternative Physica l Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace A lternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 6 .0 in 8 .0 in Total Le ngth T ille : Do ve C ross in g P hase 1 g :l ... l w a te r re po rt 1n fol ph ase2 .w cd Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1 .0804e-5 ft2 /s 53 47 0 0 0 0 0 0 0 0 5 ,363 .00 ft 4 ,670 .00 ft 10,210 .00 ft Specific Gravity Number of Tanks -Con stant A rea: -Variable Area : Number of Valves -FCV's : -PBV's: -PRV's : -PSV's : -TCV's : -GPV's : 12 .0 in Texcon General Contractors 0 0 0 0 0 0 0 0 0 0 1010710 4 m1 : 17 :29 AM © Haes tad M e thods. Inc 37 Broo ks ide Road Wa te rb ury . C T 06708 U SA 1.00 177 .00 ft P ro ject En g in eer : Joe S c l1u llz Wa te rCAD v6 .5 16.5 120j] + 1-20 3-755-1666 Label P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-2 1 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P-42 P-44 P-45 P-46 P-47 P-48 P-49 Contro l Discharge Velocity Status (gpm) (ft/s) Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open 1,852.50 981 .11 981 .11 960 .11 960 .11 960 .11 849 .85 849 .85 849 .85 849 .85 918 .02 864 .74 -68 .18 53 .29 407 .95 407 .95 407.95 376.45 376.45 429.74 463.44 463.44 398 .94 398 .94 447 .70 0.00 110.26 110.26 110.26 0 .00 -102 .68 -102 .68 429.74 102.61 102 .61 0 .00 0 .00 292 .63 -707 .37 -240 02 -240 02 864 .74 0 .00 000 102.61 447 .70 300 .02 300 .02 ~ §22. 6 .26 6 .13 6 .13 6 .13 5.42 5.42 5.42 5.42 5 .86 5 .52 0 .77 0 .60 4 .63 4 .63 4 .63 4 .27 4 .27 4 .88 2 .96 2 .96 2 .55 2.55 2 .86 0 .00 1 .25 1 .25 1 .25 0 .00 1 .17 1 .17 4.88 1 .16 1 .16 0 .00 0 .00 3 .32 803 2.72 2 .72 5 .52 0 .00 0 00 0 .65 2 .86 1 .91 1 .9 1 Titl e : D ove Crossing Pl1a se 1 Analysi s Results Scenario : Base Steady Sta t e Analys is Press ure Pipes @ 0 .00 h r Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Headloss 506.00 504 .92 504 .61 503.61 502.74 501 .32 501 .18 500 .62 499.81 498.91 498.30 497 .81 498.30 497 .81 504 .92 503 .05 503 .01 502 .79 498.25 497.71 504 .92 502 .93 500 .69 50 0 .12 500 .08 500 .08 501 .18 50 1 .09 500 .70 500 .69 498.31 498.70 497 .36 494 .86 494 .71 494 .60 494 .52 494 .86 493.09 495.25 496.83 496.52 494 .52 494 .60 494 .60 499 .86 499 .19 498.80 504.92 504 .61 503 .61 502 .74 501 .32 501 .18 500 .62 499.81 498.91 498.30 497 .81 496.52 498.31 497 . 71 503 .05 503 .01 502 .79 498.25 497 .71 497 .36 502 .93 500 .69 500 .12 500.08 499 .86 500.08 501 .09 500 .70 500 .08 500 .69 498.70 499 .19 494 .86 494 .71 494 .60 494 .60 494 .52 493 .09 495.25 496.83 498.26 495.25 494 .52 494 .60 494 .52 499.19 498.80 498.77 (fl) 1 .08 0 .31 1 .00 0 .87 1.42 0 .14 0 .56 0 .81 0 .90 0 .61 0.49 1 .28 0 .01 0 .09 1 .87 0 .04 0 .22 4 .54 0 .54 - 0 .36 2 .00 2.24 0 .56 0.05 0 .22 0 .00 0 .09 0 .39 0 .62 0 .00 0 .39 0.48 2 .50 0 .15 0 .11 0 .00 0 .00 1 .77 2.16 1 .58 1.43 1 .2 7 000 000 0 .08 0 .67 0 .39 0 .03 g :l ... \wal e r re po rt inf o l ph;,se2 .wcd T e~co n General Contractors Calcu lated M inor Headloss (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 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 00 0 .00 Pressure Headloss Pipe Grad ient Head loss (ft/1 OOOft) (fl) 1 .08 0 .31 1 .00 0 .87 1.42 0 .14 0 .56 0 .81 0 .90 0 .61 0.49 1 .28 0 .01 0 .09 1 .87 0 .04 0 .22 4 .54 0 .54 0.36 2 .00 2 .24 0 .56 0 .05 0 .22 0 .00 0 .09 0 .39 0 .62 0 .00 0 .39 0.48 2.50 0 .15 0 .11 0 .00 0 .00 1 .77 2 .16 1 .58 1 .43 1 .27 0 .00 0 .00 0 .08 0 .67 0 .39 0 .03 6.09 13.53 13.53 13.00 13.00 12.99 10.37 10.37 10.37 10.37 11 .96 10.71 0 .39 0 .25 10.81 10.81 10.81 9 .32 9.32 11.91 3 .37 3 .37 2 .56 2 .56 3 .16 0 .00 0 .96 0 .96 0 .96 0 .00 0 .84 0 .84 11 .91 0 .84 0 .84 0 .00 0 .00 5 .84 29.97 4 .05 4 .05 10.71 0 .00 0 00 0 .21 3 .16 1 .51 1 .51 Projec t Enginee r : Joe Sch ultz WaterCAD v6 .5 16.5 120j] ·tO I 07104 09 :17 29 AM © H aes lad M e th ods . In c . 37 B roo ksicJe R oad Wa te rbury . CT 06708 USA +1-203-755-1666 Page 2 Label Control Discharge Velocity Status (gpm) (fVs) P-50 Ope n 0 .00 0 .00 P-51 Ope n -300.02 1.91 P-5 2 Open 0.00 0 .00 P-53 Open 397 .39 2.54 P-54 Open -102 .61 0 .65 Title : Dove C ross ing Phase 1 g :\ ... \wa te r r eport info \p l1a se2 .w cd 10/07/04 09 :17 .29 AM © H aestad M e thods. I nc. Analysis Resul t s Scenario: Base Steady State Analys is Pressure Pipes @ 0 .00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hyd ra u lic Grade Friction (ft) (ft) Head loss (ft) 498.26 498.26 0 .00 498.26 498.77 0 .50 498.77 498.77 0 .0 0 495.25 494 .52 0 .73 494 .52 494 .52 0 .0 0 T ex con Gen e r a l Con t rac t o rs Calcu lated Minor Head loss (ft ) 0 .00 0 .00 0 .00 0.00 0 .00 Pressu re Pipe Head loss (ft) 0 .00 0 .50 0 .00 0 .73 0 .00 Head loss Gra d ient (fU1000ft) 0.00 1.51 0.00 2 .54 0.21 Project Enginee r : Joe Schu ltz W a te r CAD v6 .5 j 6 .5 1 20j ] 37 Brookside R oad W a te r bury . C T 06708 U SA + 1-203-7 55-1 666 P age 3 Appendix "D" Dove Crossing Subdivision Phase 3 Analysis 6 . . ... ... .. . . . . ~ ' •,, ·. ·~ .. ... . • T it le : D o v e Cross ing Phase 1 g:l ... l w a te r re por t info l p h a se3 .w c cl ... .. .. .• . .. •" •, ... I FH I 7 ··' Scenario : Base •, .. .. .~ . .. ..... .. . All .:>--'"" .• ... •" .~ ·~ •" nu 'S -. Texcon Ge n e r a l Contractors ·101 1 3/04 01 :33 :4 6 PM © H aesl ad M e th o d s. Inc . 3 7 Broo k s id e Road W a te r bury . CT 0 6708 USA Project E n g ineer : Joe Schultz W a l e r CA D v 6 .5 [6 .5 120j ] +1-20 3-755-1 666 P age 1of1 Label Elevation Zone Type Base Flow (ft) (gpm) J-1 307 .50 Zone Demand 0 .00 Fixed J-2 307 .70 Zone Demand 0 .00 Fixed J-3 308 .00 Zone Demand 21 .00 Fixed J-4 308 .70 Zone Demand 0 .00 Fi xe d J-5 308 .80 Zone Demand 0 .00 Fixed J-6 308 .70 Zone Demand 0 .00 Fixed J-7 308.40 Zone Demand 0 .00 Fixed J-8 308.00 Zone Demand 0 .00 Fixed J-9 306 .90 Zone Demand 0 .00 Fixed J-10 306 .30 Zone Demand 0 .00 Fixed J-1 1 305 .30 Zone Demand 0 .00 Fixed J-12 302 .90 Zone Demand 0 .00 Fixed J-13 306 .20 Zone Demand 34 .50 Fixed J-14 302.80 Zone Demand 0 .00 Fixed J-15 306 .80 Zone Demand 0 .00 Fixed J-16 306 .80 Zone Demand 0 .00 Fixed J-17 306 .80 Zone Demand 31 .50 Fixed J-18 304.00 Zone Demand 0 .00 Fixed J-19 302.00 Zone Demand 0 .00 Fixed J-20 306.90 Zone Demand 0 .00 Fixed J-21 300.40 Zone Demand 64 .50 Fixed J-22 301 .70 Zone Demand 0 .00 Fixed J-23 301 .70 Zone Demand 61 .50 Fixed J-24 301.30 Zone Demand 0 .00 Fixed J-25 299.50 Zone Demand 0 .00 Fixed J-26 308 .90 Zone Demand 0 .00 Fixed J-27 306 .50 Zone Demand 0 .00 Fixed J-28 296.80 Zone Demand 0 .00 Fixed J-29 302 .00 Zone Demand 000 Fixed J-30 300.00 Zone Demand 45.00 Fixed J-31 288.00 Zone Demand 34 .50 Fi xe d J-32 296.50 Zone Demand 0 .00 Fixed J-33 294 .00 Zone Demand 000 Fixed J-34 292 .00 Zone Demand 0 .00 Fixed J-35 294 .50 Zone Demand 0 .00 Fixed J-36 294 .50 Zone Demand 0.00 Fixed J-37 300 .50 Zone Demand 0.00 Fixed J-38 300 .50 Zone Demand 0 .00 Fixed J-39 299.50 Zone Demand 000 Fixed J-40 298.50 Zone Demand 60.00 Fixed J-41 292 .00 Zone Demand 0 .00 Fixed J-42 294 .00 Zone Demand 0 .00 Fixed J-43 297 .30 Zone Dema nd 0 .00 Fixed J-44 297 .00 Zone Demand 0 .00 Fixed J-45 295 .50 Zone Demand 000 Fixed J-46 297 .00 Zone Demand 0 .00 Fixed J-47 295.00 Zone Demand 0 .00 Fixed J-48 290 .50 Zone Demand 0 .00 Fixed J-49 290 .50 Zone Demand 500 .00 Fixed J-50 290 .50 Zone Demand 0 .00 Fixed J-51 288 .00 Zone Demand 000 Fixed J-52 290 .00 Zone Demand 1,000 .00 Fixed ·-·---.. -----. --·-· T itl e : Dove C rossing P l1ase 1 g :l ... l wa le r repor l in folphase3 .wcd Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated ~ydraulic Grad (gpm) (ft) 0.00 504 .74 0 .00 504 .38 2 1.00 503.23 0 .00 502 .23 0 .00 500.60 0 .00 500.43 0.00 499.83 0 .00 498.96 0.00 497.99 0 .00 497.33 0 .00 496.95 0 .00 495 .80 34 .50 497 .31 0 .00 496.95 0 .00 502 .73 0 .00 502 .68 31 .50 502.45 0 .00 497.54 0 .00 496.67 0 .00 502.16 64 .50 499.26 0 .00 498.50 61 .50 498.44 0 .00 498.11 0 .00 498.44 0 .00 500 .27 0 .00 499.56 0 .00 499.26 0 .00 497 .22 45.00 497 .10 34 .50 494 .66 0 .00 493.31 0 .00 492 .27 0 .00 490.64 0 .00 492.30 0 .00 492 .31 000 494 .66 0 .00 494 .66 0 .00 494.39 60 .00 494 .15 000 491 .04 0 .00 492 .27 0 .00 495 .84 0 .00 495 .75 0 .00 49304 0 .00 495.75 0 .00 492.44 0.00 489.4 1 500 .00 489 .09 0 .00 489.25 0 .00 489.76 1,000 .00 487 .86 ------- Texcon General Contractors Pressure (psi) 85 .34 85.10 84.47 83 .73 82 .98 82 .95 82 .82 82 .62 -82 .67 82.65 82 .92 83.46 82 .69 84 .00 84.77 84 .75 84 .65 83 .74 84.22 84.48 86 .04 85 .15 85 .12 85 .15 86 .07 82 .80 83 .53 87 .60 84.46 85 .27 89.41 85.15 85.78 85 .94 85.58 85.58 84 .01 84 .01 84 .32 84 .65 86.12 85.78 85.90 85 .99 85.47 85 .99 85.42 86.06 85.92 85 .99 87 .29 85 .60 --- ex h:b ,+ D-J- .i;c,.e. .... o...v·· o 'S~1ov-)•I\) bof\.I /o~-s+ n: ... "'~"c.f u.o..l pre.ss.l).n~ ... ~VI d f11.o..)( ~ mv..n1 waJ-e.I""' I 1'1 e... \/~I O<-.i·h'G~ Proj ec t E ng in ee r : Joe Sc hu lt z Wa terCAD v6 .5 (6 .5 120j] 10107104 09:2 0 :24 AM © Haes lad Me l ho d s. In c . 37 B roo kside Road Wa te rbury. C T 067 08 U SA +1-203-755-1666 Page 1 o f 2 Label Elevation Zone Type Base Flow (ft) (gpm) J-53 290 .50 Zone Demand 40 .50 Fixed J-54 290 .50 Zone Demand 0 .00 Fixed J-55 290 .50 Zone Demand 40.50 Fixed J-56 291 .00 Zone Demand 0 .00 Fixed J-57 294 .00 Zone Demand 0 .00 Fixed J-58 294 .00 Zone Demand 0 .00 Fixed J-59 286.00 Zone Demand 40.50 Fixed J-60 287 .50 Zone Demand 40.50 Fixed J-61 294 .00 Zone Demand 0 .00 Fixed J-62 287 .60 Zone Demand 0.00 Fixed J-63 287 .00 Zone Demand 0.00 Fixed J-64 290 .00 Zone Demand 0.00 Fixed J-65 284 .00 Zon e Demand 0 .00 Fixed J-66 289 .00 Zone Demand 0.00 Fixed J-67 286 .50 Zone Demand 0.00 Fixed J-68 287 .00 Zone Demand 0.00 Fixed J-69 287 .50 Zone Demand 0.00 Fixed T itle : Dove Crossing Phase 1 g :\ ... \wa ter report in fo\pha se3 .wcd Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Pressure Calculated Hydraulic Grad~ (psi) (gpm) (ft) 40.50 490.10 86 .36 0.00 490 .72 86 .62 40.50 491 .28 86 .87 0 .00 491 .28 86 .65 0 .00 492 .52 85 .89 0 .00 492.52 85 .89 40 .50 490.04 88 .28 40.50 490.71 87 .92 0 .00 492.62 85 .93 0 .00 490 .75 87 .89 0 .00 490 .59 88 .08 0 .00 490 .05 86 .55 0.00 490.04 89.14 0 .00 489.76 86.86 0 .00 490.33 88.19 0 .00 490.59 88 .08 0 .00 490.71 87 .92 Texcon General Contractors Project Engineer : Joe Schu lt z Wa terCAD v6 .5 [6 .5120j] 10107104 09 :20 :24 AM © Haes lad Me th ods. In c . 37 Brookside Road W aterbury . CT 06708 U SA +1 -203 -755-1 666 Page 2 o f 2 Label Length Pia mete Materia I Hazen-Check (ft) (in) William~ Valve? c P-1 177 .00 12.0 PVC 150.0 false P-2 23 .00 8 .0 PVC 150.0 false P-3 74 .00 8 .0 PVC 150.0 false P-4 67.00 8 .0 PVC 150.0 false P-5 109.00 8 .0 PVC 150.0 false P-6 11 .00 8 .0 PVC 150.0 false P-7 54 .00 8 .0 PVC 150.0 false P-8 78 .00 8 .0 PVC 150.0 false P-9 87 .00 8 .0 PVC 150.0 false P-10 59 .00 8.0 PVC 150.0 false P-11 41 .00 8.0 PVC 150.0 false P-12 120.00 8.0 PVC 150.0 fa lse P-13 28.00 6 .0 PVC 150.0 false P-14 376 .00 6 .0 PVC 150.0 false P-15 173 .00 6 .0 PVC 150.0 false P-16 4 .00 6.0 PVC 150 .0 false P-17 20 .00 6.0 PVC 150.0 false P-18 487 .00 6 .0 PVC 150.0 false P-19 58 .00 6 .0 PVC 150.0 false P-20 30 .00 6 .0 PVC 150.0 false P-21 592 .00 8 .0 PVC 150.0 fals e P-22 663 .00 8 .0 PVC 150.0 fal se P-23 221 .00 8 .0 PVC 150.0 fal se P-24 19.00 8 .0 PVC 150.0 false P-25 69 .00 8 .0 PVC 150.0 false P-26 160 .00 8 .0 PVC 150.0 false P-27 93 .00 6 .0 PVC 150.0 false P-28 412 .0 0 6 .0 PVC 150.0 false P-29 646.00 6 .0 PVC 150.0 false P-30 169.00 6 .0 PVC 150.0 false P-31 470 .00 6 .0 PVC 150.0 false P-32 576 .00 6 .0 PVC 150.0 false P-33 210.00 6 .0 PVC 150.0 fal se P-34 173.00 6 .0 PVC 150.0 false P-35 133.00 6 .0 PVC 150.0 false P-36 160.00 6 .0 PVC 150.0 false P-37 26.00 6 .0 PVC 150.0 false P-38 302.00 6 .0 PVC 150.0 fa lse P-39 72 .00 6.0 PVC 150.0 fal se P-40 391 .00 6 .0 PVC 150.0 fal se P-41 354 .00 6 .0 PVC 150.0 false P-42 119.00 8 .0 PVC 150.0 false P-44 161 .00 8 .0 PVC 150.0 fals e P-45 161 .00 8 .0 PVC 150.0 fal se P-46 375 .00 8 .0 PVC 150.0 fal se P-47 2 12 .00 8 .0 PVC 150.0 fals e P-48 260 .00 8 .0 PVC 150.0 false P-49 19 .00 8 .0 PVC 150.0 fa lse P-50 207 .00 8 .0 PVC 150.0 fal se P-51 333 .00 8 .0 PVC 150.0 fal se P-52 70 .00 8 .0 PVC 150.0 fal se --------·-----------· . -· Scenario: Base Steady State Analysis Pipe Report Minor Control bisch a rg~ pstream StructUi Loss Status (gpm) Hydraulic Grade toefficien (ft) 000 Open 2 ,014 .50 506 .00 0 .00 Open 1,057.40 504 .74 0 .00 Open 1,057.40 504 .38 0 .00 Open 1,036.40 503 .23 0 .00 Open 1,036.40 502 .23 0 .00 Open 1 ,036.40 500 .60 0 .00 Open 884 .50 500.43 0 .00 Open 884 .50 499.83 0 .00 Open 884 .50 498.96 0 .00 Open 884 .50 497 .99 0 .00 Open 801 .71 497 .33 0 .00 Open 813 .34 496.95 0 .00 Open 82 .79 497 .33 0 .00 Open -11 .63 496.95 0 .00 Open 424 .34 504 .74 0 .00 Open 424 .34 502 .73 0 .00 Open 424 .34 502.68 0 .00 Open 392 .84 502.45 0 .00 Open 392 .84 497 .54 0 .00 Open 381 .21 496.95 0 .00 Open 532 .76 504 .74 0 .00 Open 532 .76 502.16 0 .00 Open 468.26 499.26 0 .00 Open 468.26 498.50 0 .00 Open 558 .66 498.44 0 .00 Open 0 .00 498.44 0 .00 Open 151 .90 500.4 3 000 Open 151 .90 500 .2 7 0.00 Open 151 .90 499.56 0 .00 Open 0 .00 499.26 0 .00 Open 48.29 497 .31 0 .00 Open 48.29 497.22 0 .00 Open 381 .21 496.67 000 Open 342 .22 494 .66 000 Open 342 .22 493.31 000 Open 396 .09 492.27 0 .00 Open -58 .11 492.30 0 .00 Open 4.49 494 .66 0 .00 Open 4.49 494 .66 0 .00 Open 92 .57 494 .66 0 .00 Open 92 .57 494 .39 000 Open 813 .34 495.80 0 .00 Open 729.50 492 .30 0 .00 Open -0 .00 492.27 000 Open -53 .88 492 .27 0 .00 Open 558 .66 498 .11 0 00 Open 561 .95 497 .10 0 .00 Open 561 .95 495.84 0 .00 Open -594 .52 493 .04 0 .00 Open -561 .95 494 .15 0 .00 Open 0.00 495 .75 mwnstream Structu e'ressure Hydraulic Grade Pipe (ft) Headlosi (ft) 504 .74 1 .26 504.38 0.36 503 .23 1.15 502 .23 1.00 500 .60 1 .63 500.43 0 .16 499.83 0 .60 498.96 0 .87 497 .99 0 .97 497 .33 0.66 496.95 0 .38 495.80 1 .15 497 .31 0 .02 496.95 0 .01 502.73 2 .01 502.68 0 .05 502.45 0 .23 497.54 4 .91 496.95 0.58 496.67 0.29 502 .16 2 .58 499.26 2 .89 498.50 0 .76 498.44 0 .07 498.11 0 .33 498.44 0 .00 500 .27 0 .16 499.56 0 .71 498.44 1 .12 499.26 0 .00 497 .22 0 .10 497 .10 0 .12 494.66 2 .00 493.3 1 1 .35 492.27 1 .04 490.64 1 .64 492.31 0 .01 494 .66 0 .00 494 .66 0 .00 494 .39 0 .27 494 .15 0 .25 494 .66 1 .14 49 1 .04 1 .26 492 .27 000 492 .30 0 .02 497 .10 1 .01 495 .84 1 .25 495.75 0 .09 494 .15 1 .11 495 .75 1 .60 495.75 0 .00 ------.. -------------------.. ___ L_ - Headloss Gradient (fl/1 OOOft) 7 .11 15.54 15.54 14 .97 14 .97 14 .97 11 .16 11 .16 11 .16 11 .16 9 .31 9 .56 0 .56 0 .01 11 .63 11 .63 11 .63 1008 10 .08 9 .54 4 .37 4 .37 3.44 3.44 4 .77 0 .00 1.74 1 .74 1 .74 000 0 .21 0 .21 9 .54 7 .81 7 .81 10 .24 0 .29 0 .00 0 .00 0 .69 0 .69 9 .56 7 .81 0 .00 0 .06 4 .77 4 .82 4 .82 5 .35 4 .82 0 .00 --- T itl e: Do ve Crossing Ph ase 1 Proj ec t Eng in eer : Joe Schult z g :\ ... \wa ter report in folphase3.wcd Texcon Genera l Contractors Wa te rCA O v6.5 16.5120J) ·t 0113 /04 o ·t :52 59 PM © H<tes tad Me tho ds . In c 37 Brooks 1cJ e Road Wa te rbury . CT 06708 U SA + 1-203-755-16()() Page 1 o f 2 Label Length Diameter Material Hazen-Check (ft) (in) William~ Valve? c P-53 288 .00 8 .0 PVC 150.0 false P-54 18 .00 8 .0 PVC 150 .0 false P-55 120.00 6 .0 PVC 150.0 false P-56 261 .00 6 .0 PVC 150.0 false P-57 17 .00 6 .0 PVC 150.0 false P-58 165.00 6 .0 PVC 150 .0 false P-59 305 .00 6 .0 PVC 150.0 false P-60 71 .00 6 .0 PVC 150.0 false P-61 388 .00 6 .0 PVC 150.0 false P-62 353.00 6.0 PVC 150.0 false P-63 68 .00 6.0 PVC 150.0 false P-64 716 .00 6.0 PVC 150 .0 false P-65 68 .00 6 .0 PVC 150.0 false P-66 375 .00 6 .0 PVC 150.0 false P-67 742 .00 6 .0 PVC 150.0 false P-68 79 .00 8 .0 PVC 150.0 false P-69 19.00 8.0 PVC 150.0 false P-70 280 .00 8.0 PVC 150.0 false P-71 260 .00 8 .0 PVC 150.0 false P-72 20.00 8.0 PVC 150 .0 false P-73 164.00 8 .0 PVC 150.0 false P-74 120.00 8 .0 PVC 150 .0 false P-75 261.00 8 .0 PVC 150 .0 false P-76 17.00 8 .0 PVC 150.0 false P-77 166.00 8 .0 PVC 150.0 false P-78 164 .00 8 .0 PVC 150.0 false P-79 375.00 8 .0 PVC 150.0 false P-80 390 .00 8 .0 PVC 150.0 false P-81 354 .00 8 .0 PVC 150.0 false P-82 69.00 8 .0 PVC 150.0 false P-83 71 .00 8 .0 PVC 150.0 false Scenario: Base Steady State Analysis P ipe Report Minor Control Discharg• pstream Structl.li Loss Status (gpm) Hydraulic Grade Coefficien (ft) 0 .00 Open 725.26 494 .66 0 .00 Open 725.26 492.44 0 .00 Open 396 .09 490 .64 0 .00 Open 124 .55 489.41 0.00 Open -375.45 489 .09 0 .00 Open -206 .74 489.25 0.00 Open 271 .55 489.41 0 .00 Open -72 8.45 487 .86 0 .00 Open -144 .67 490 .10 0 .00 Open -144 .67 490 .72 0 .00 Open 0 .00 491 .28 0 .00 Open -58.11 492 .31 0 .00 Open 0 .00 492 .52 0 .00 Open -168.71 489 .25 0 .00 Open -106 .74 490 .04 0 .00 Open 594 .52 493 .04 0 .00 Open 594 .52 492 .62 0 .00 Open 536.41 492 .52 0 .00 Open 351.24 491 .28 0 .00 Open 351 .24 490 .75 0 .00 Open 203 .99 490 .71 0.00 Open 729 .50 491 .04 0 .00 Open 105.22 490 .10 0 .00 Open 105.22 490.05 0 .00 Open 2 .75 490 .04 0 .00 Open 0 .00 489 .76 0 .00 Open -2 06.7 4 489 .76 0 .00 Open -203 .99 490 .04 0 .00 Open -203 .99 490 .33 0 .00 Open 0 .00 490 .59 0 .00 Open 0 .00 490 .71 1Vwnstream Structu E'ressure Head loss Hydraulic Grade Pipe Gradient (ft) Headlos~ (fV1000ft) (ft) 492 .44 2.23 7 .73 492.30 0.14 7 .73 489 .41 1.23 10 .24 489.09 0.31 1.20 489.25 0.16 9 .27 489.76 0 .51 3 .07 487 .86 1.55 5 .09 490.10 2 .25 31.64 490.72 0 .62 1.59 491 .28 0 .56 1.59 491 .28 0 .00 0 .00 492.52 0 .21 0 .29 492 .52 0 .00 0 .00 490.04 0 .79 2 .11 490.71 0 .67 0.90 492.62 0.42 5 .35 492.52 0 .10 5.35 491 .28 1.24 4.42 490.75 0 .52 2 .02 490.71 0 .04 2.02 490.59 0 .12 0 .74 490 .10 0 .94 7.81 490.05 0 .06 0 .22 490.04 0 .00 0 .22 490.04 0.00 0 .00 489.76 0.00 0 .00 490.04 0 .28 0 .76 490.33 0 .29 0.74 490.59 0 .26 0 .74 490.59 0 .00 0.00 490.71 0 .00 0 .00 Ti tl e : Dove Crossi ng Phase 1 P ro j ec t Eng in ee r : Joe Schu lt z g :\ ... \w ate r repo rt info\p hase3.wcd Texcon General Co ntra ctors WaterCA D v6 .5 [6 .5 120j ) t 0/13 /04 0 1 :52 :59 PM © Haes tad Meth ods. Inc . 37 Br oo ksid e Roa d Wa ter t)u ry . CT 06 70 8 USA +1 -203 -7 55-t 666 Page 2 of 2 I Analysis Results Scenario: Base Steady State Analysis Title : Project Engineer: Dove Crossing Phase 1 Joe Schultz Project Date : 09/24/04 09:58 :06 AM Comments : Scenario Summary Scenario Active Topology Alterna tiv e Physica l Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alte rn ative Constituent Alternative Trace A lternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevation s Pressure Pipes Inventory 6 .0 in 8 .0 in Total Length Ti ll e : Dove C rossing Phase 1 g :l ... l wa le r repor t 1nfol pl1ase3 .w cd Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Ope rational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1 .0804e-5 ft 2/s 82 1 69 0 0 0 0 0 0 0 0 9,012 .00 ft 7,479.00 ft 16,668 .00 ft Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCV's: -PBV's: -PRV's: -PSV's : -TCV's : -GPV's: 12 .0 in Texcon Gen eral Contractors 0 0 0 0 0 0 0 0 0 0 10/07 /04 09:20:40 AM © Haes l ad Melhocts . In c . 37 Brooks ide Road Wa te rbu ry . CT 06708 U SA 1 .00 177 .00 ft Projec t Eng ineer : Joe Schult z Wa te rCAD v6 .5 16 .5 120j] +1-203-755-1 666 Page 1 I Label Control Discharge Ve locity Status (gpm) (fVs) P -1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P -17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P -28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P-42 P-44 P -45 P-46 P-47 P-48 P-49 Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Ope n Ti ll e : D ove C ross ing Phase 1 2,014 .50 1,057.40 1,057.40 1,036.40 1,036.40 1 ,036.40 884 .50 884 .50 884 .50 884.50 801 .71 813 .34 82.79 -11 .63 424 .34 424 .34 424 .34 392 .84 392 .84 381 .21 532 .76 532 .76 468.26 468.26 558.66 0 .00 151 .90 151 .90 151 .90 0 .00 48.29 48.29 381 .21 342 .22 342 .22 396 .09 -58 .11 4 .49 4.49 92 .57 92 .57 813 .34 729.50 -0 .00 -53 .88 558 .66 561 .95 561 .95 9 :1 .. \wa te r reporl in lol pl1ase3 .wcd 5 .71 ~ 6 .75 6 .62 6 .62 6.62 5.65 5 .65 5 .65 5 .65 5 .12 5 .19 0 .94 0 .13 4 .82 4.82 4 .82 4.46 4.46 4.33 3.40 3.40 2 .99 2.99 3 .57 0 .00 1 .72 1 .72 1 .72 0 .00 0.55 0 .55 4 .33 3 .88 3 .88 4.49 0 .66 0 .05 0 .05 1 05 1 .05 5 .19 4 .66 0 .00 0 .34 3 .57 3 .59 3 .59 10/07 /04 ()<) 20 :40 AM © H aeslad M e ll1od s. In c Analysis Results Scenario : Base Steady State Analysis Pressure Pipes @ 0 .00 h r Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss 506.00 504 .74 504 .38 503 .23 502 .23 500 .60 500.43 499.83 498.96 497 .99 497 .33 496.95 497 .33 496 .95 504 .74 502 .73 502 .68 502.45 497 .54 496.95 504 .74 502 .16 499.26 498.50 498.44 498.44 500.43 500 .27 499.56 499.26 497 .31 497 .22 496 .67 494 .66 493 .31 492 .27 492 .30 494 .66 494 .66 494 .66 494 .39 495 .80 4 92 .30 492 .27 492 .27 4 98 .11 497 .10 495 .84 504 .74 504 .38 503 .23 502 .23 500 .60 500.43 499.83 498.96 497 .99 497 .33 496.95 495.80 497 .31 496.95 502.73 502.68 502.45 497 .54 496.95 496 .67 502 .16 499.26 498.50 498.44 498.11 498.44 500 .27 499.56 498.44 499.26 497 .22 497 .10 494 .66 493 .3 1 492 .27 490.64 492 .3 1 494 .66 494 .66 494 .39 494 .15 494 .66 491 .04 492 .27 492 .3 0 497 .10 495.84 495 . 75 Texcon General Contractors (ft) 1 .26 0 .36 1 .15 1 .00 1 .63 0.16 0 .60 0 .87 0 .97 0 .66 0 .38 1 .15 0 .02 0 .01 2 .01 0 .05 0 .23 4.91 0 .58 0.29 2.58 2.89 0.76 0 .07 0.33 0.00 0 .16 0 .71 1 .12 0 .00 0 .10 0 .12 2 .00 1 .35 1.04 1 .64 0 .01 0 .00 000 0 .27 0 .25 1 .14 1.26 0 .00 0 .02 1 .01 1 .25 0 .09 Calculated Minor Headloss (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 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 00 0 .00 0 .00 0 .00 0 .00 0 00 0 00 000 0 00 0 .00 0 .00 Pressure Pipe Head loss (ft) 1 .26 0.36 1 .15 1.00 1 .63 0 .16 0 .60 0 .87 0 .97 0 .66 0 .38 1.15 0 .02 0 .01 2 .01 0 .05 0 .23 4 .91 0 .58 0 .29 2 .58 2 .89 0 .76 0 .07 0 .33 0 .00 0.16 0 .71 1 .12 0 .00 0 .10 0 .12 2.00 1 .35 1 .04 1 .64 0 .01 0 .00 0 00 0 .27 0 .25 1 .14 1 .26 0 .00 0 .02 0 .00 1 .01 0 .00 1 .25 0 .00 0 .09 Head loss Gradient (fV1 OOOft) 7 .11 15 .54 15 .54 14 .97 14.97 14 .97 11 .16 11 .16 11 .16 11 .16 9 .31 9 .56 0 .56 0 .01 11 .63 11 .63 11 .63 10 .08 10 .08 9 .54 4 .37 4 .37 3.44 3.44 4 .77 0 .00 1 .74 1 .74 1 .74 0 .00 0 .21 0 .21 9 .54 7 .81 7 .81 10 .24 0 .29 0 .00 0 .00 0 .69 0 .69 9 .56 7 .81 0 .00 0 .06 4 .77 4 .82 4 .82 Projec t E ng in ee r : Joe Schult z Wa te rCA D v6 .5 i 6.S-120J] 37 Broo ks ide Road Wa terbury. CT 06708 USA •1-203-755·1666 Page2 I Label P-50 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-60 P-61 P-62 P-63 P-64 P-65 P-66 P-67 P-68 P-69 P-70 P-71 P-72 P-73 P-74 P-75 P-76 P-77 P-78 P-79 P-80 P-81 P-82 P-83 Control Discharge Velocity Status (gpm) (fVs) Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open -594 .52 -561 .95 0 .00 725 .26 725.26 396 .09 124.55 -375.45 -206.74 271.55 -728.45 -144.67 -144.67 0.00 -58 .11 0 .00 -168 .71 -106.74 594 .52 594 .52 536.41 351 .24 351 .24 203 .99 729.50 105.22 105.22 2.75 0 .00 -206 .74 -203 .99 -203 .99 0 .00 0 .00 3 .79 3 .59 0 .00 4 .63 4 .63 4.49 1.41 4.26 2 .35 3.08 8 .27 1 .64 1 .64 0 .00 0 .66 0.00 1 .91 1.21 3 .79 3 .79 3.42 2 .24 2 .24 1 .30 4 .66 0 .67 0 .67 0.02 0 .00 1 .32 1 .30 1 .30 0 .00 0 .00 Tit le : Dove C rossing Phase 1 \ Analysis Results Scenario : Base Steady State Analysi s Pre ssure Pipes @ 0 .00 hr Upstream Structure Downstream Structure Ca lculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss 493.04 494.15 495.75 494 .66 492.44 490 .64 4 8 9.41 489.09 489.25 489.41 487 .86 490.10 490.72 491 .28 492.31 492.52 489.25 490.0 4 493.04 492 .62 492 .52 491 .28 490.75 490.71 491 .0 4 490.10 490 .05 490 .04 489.76 489.76 490 .04 490 .33 490 .59 . 490 .71 494.15 495.75 495.75 492.44 492.30 489.41 489.09 489.25 489.76 487 .86 490 .10 490 .72 491 .28 491 .28 492.52 492.52 490.04 490.71 492.62 492.52 491 .28 490.75 490.71 490.59 490.10 490.05 490.04 490.04 489.76 490.04 490.33 490.59 490.59 490.71 (ft) 1 .11 1 .60 0 .00 2 .23 0.14 1.23 0 .31 0 .16 0 .51 1 .55 2 .25 0 .62 0 .56 0 .0 0 0 .21 0 .00 0 .79 0 .67 0.42 0 .10 1.24 0 .52 0 .04 0.12 0 .94 0 .06 0 .00 0 .00 0.00 0 .28 0.29 0.26 0 .00 0.00 g :l ... l wa le r reporl infol phase3 .wcd Texcon General Contractors Calculated Minor Head 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 .0 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 Pressure Head loss Pipe Gradient Headloss (fV1000ft) (ft) 1.11 5 .35 1 .60 4 .82 0 .00 0 .0 0 2 .23 7 .73 0 .14 7.73 1 .23 10.24 0 .31 1 .20 0 .16 9 .27 0 .51 3.07 1 .55 5.09 2 .25 31 .64 0 .62 1 .59 0 .56 1 .59 0.00 0 .00 0 .21 0 .29 0 .00 0.00 0 .79 2.1 1 0 .67 0 .9 0 0.42 5 .35 0 .10 5 .35 1 .24 4.42 0 .52 2 .02 0 .04 2 .02 0 .12 0 .74 0 .94 7 .81 0.06 0 .22 0.00 0 .22 0 .00 0 .00 0 .00 0.00 0 .28 0 .76 0 .29 0 .74 0 .26 0 .74 0 .00 0 .00 0 .00 . 0 .00 Project Eng in eer : Joe Schultz Wa l erCAD v6 .5 (6.5 120j] 10107104 09 :20 :40 AM © Haeslad M e ll1ods . Inc. 37 Broo kside Road Wa le rbury . CT 06708 U SA + 1-203-755-1666 P age 3 I Appendix "E" Dove Crossing Subdivision Phase 4 Analysis 7 .,, ·., ..• . , . ..... . .. .. >II ·ir. •• ...... .. '• / Tille : D ove Crossing Phase 1 g :\ ... \water repo rt info\pt1ase4 .wcd •' .. . ,. •' .. .·· 101·t 310 4 01 :54 :51 PM © H aestacl M e tho d s. Inc . Scenario: Base >Jl P-H >H .. .. .,, ... --F='°ll13 .. .. •' .. ~ .. "'! . •, "' .. .. ··, T excon General Con tractors . . .. ·· . \ F H .;l,J... 37 Brookside R oad Wa terbury. CT 06708 USA Fll;z 0 I Proj ect Engineer : Joe Schult z WaterCAD v6 .5 16 .5 1 20j) + 1-203-755-1666 Page 1 o f 1 Label Elevation Zone Type Base Flow (ft) (gpm) J-1 3 07 .50 Zone Demand 0 .00 J-2 307 .70 Zone Demand 0 .00 J-3 308 .00 Zone Demand 21 .00 J -4 308 .70 Zone Demand 0 .00 J -5 308 .80 Zone Demand 0 .00 J-6 308 .70 Zone Demand 0 .00 J-7 308.40 Zone Demand 0 .00 J-8 3 08 .00 Zone Demand 0 .00 J-9 306 .90 Zone Demand 0 .00 J-10 3 06.30 Zone Demand 0 .00 J-11 305.30 Zone Demand 0 .00 J-12 302 .90 Zone Demand 0 .00 J-1 3 306 .2 0 Zone Demand 34 .50 J-1 4 302 .80 Zone Demand 0 .00 J-15 306.80 Zone Demand 0 .00 J-16 306 .80 Zone Demand 0 .00 J-17 306.80 Zone Demand 3 1 .50 J -18 304 .00 Zone Demand 0 .00 J-19 302 .00 Zone Demand 0 .00 J-20 306 .90 Zone Demand 0 .00 J-21 300.40 Zone Demand 64 .50 J -22 301 .70 Zone Demand 0 .00 J -23 301 .70 Zone Demand 61 .50 J -24 301 .30 Zo ne Demand 0 .00 J-25 299.50 Zone Demand 0 .00 J-26 308 .90 Zone Demand 0 .00 J-27 306 .50 Zone Demand 0 .00 J-28 296.80 Zone Demand 0 .00 J -29 302 .00 Zone Demand 0 .00 J-30 300 .00 Zone Demand 45.00 J-31 2 88 .00 Zone Demand 34 .50 J-32 296.50 Zone Demand 0 .00 J-33 294 .00 Zone Demand 0 .00 J -34 292 .00 Zone Demand 0.00 J-35 294 .50 Zone Demand 0 .00 J-36 294 .50 Zone Demand 0 .00 J-37 300 .50 Zone Demand 0 .00 J-38 300.50 Zone Demand 0 .00 J-39 299.50 Zone Demand 0 .00 J-40 298.50 Zone Demand 60.00 J-41 292 .00 Zone Demand 0 .00 J-42 294 .00 Zone De mand 0 .00 J-43 297 .30 Zone Demand 0 .00 J -44 297 .00 Zone Demand 0 .00 J -45 295 .50 Zone Demand 0 .00 J-4 6 297 .00 Zone Demand 0 .00 J-47 295 .00 Zone Demand 0 .00 J-4 8 290 .50 Zone Demand 0 .00 J-4 9 290 .50 Zone Demand 0 .00 J -50 290 .50 Zone De mand 0 00 J -51 288 .00 Zone Demand 0 .00 J-52 2 90 .00 Zone Demand 0 .00 - Ti tl e . Dove Crossing Phase 1 g .1 .. \wa l e r repo rl infolphase4 .wcd 1 0 107104 09·22 :55 A M ©Ha es tad Me th o d s. Inc Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed F ixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed F ixed Fixed Fixed Fixed Fixed F ixed F ixed Fixed F ixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed - Scenario : Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated ~ydraulic Grad (gpm) (ft) 0 .00 504 .53 0 .00 504 .12 2 1 .00 502 .80 0 .00 501 .65 0 .00 499.77 000 499.58 000 498.93 0 .00 497 .98 0 00 496.92 0 .00 496 .20 0 .00 495.86 0 .00 494 .76 34 .50 496.14 0 .00 495.92 0 00 502 .32 0 00 502 .26 31 .50 502 .01 0 .00 496.57 0 .00 495.64 0 .00 501 .26 64.50 497 .60 000 496.6 1 61.50 496.53 0 .00 496 .07 0 .00 496.53 0 .00 499.34 0 .00 498.24 0 .00 497 .60 0 .00 495.47 45.00 494 .65 34 .50 493.71 0 .00 492 .63 0 .00 491 .80 0 .00 491 .09 0 00 491 .77 0 .00 491 .74 0 .00 493 .67 0 .00 493 .66 000 492 .62 60.00 491 .68 0 .00 49 1 .03 0 00 491 .80 0 00 492.45 0 .00 492 .29 0 00 490 .97 0 00 492 09 0 .00 491 .89 0 .00 490 .56 0 00 489.82 0 00 489 .77 0 .00 489 .54 0 00 490.49 Texcon General Contrac l ors Pressure (psi) 85.25 84 .98 84 .28 83.48 82 .62 82.59 82.43 82.19 82 .21 ~ 82.45 83 .01 82 .18 83.55 84 .59 84 .57 84.46 83 .31 83.78 84.09 85.32 84.33 84 .29 84 .27 85.24 82 .39 82.96 86.88 83 .71 84 .22 89.00 84.85 85.58 86.14 85.35 85.33 83 .58 83 .57 83 .55 83 .58 86 .1 1 85 .58 84.43 84.49 84 .57 84.4 1 85 .18 86.56 86.24 86 .22 87 .20 86.74 P roject E ng in eer : Joe Sc hult z W;:1t e rCAO v6 .5 j6.5 120j ] 37 Broo ksicle Ro;oil1 Wa tert1ury. CT 06708 USA +1-203-755-1 666 Page 1 o f 2 Label Elevation Zon e Type Base Flow (ft) (gpm) J-53 290.50 Zone Demand 40 .50 Fi xed J-54 290.50 Zone Demand 0.00 Fixed J-55 290.50 Zone Demand 40 .50 Fixed J-56 291 .00 Zone Demand 0 .00 Fixed J-57 294.00 Zone Demand 0 .00 Fixed J-58 294.00 Zone Demand 0 .00 Fixed J-59 286.00 Zone Demand 40 .50 Fixed J-60 287.50 Zone Demand 40 .50 Fixed J-61 294 .00 Zone Demand 0.00 Fixed J-62 287.60 Zone Demand 0 .00 Fixed J-63 287 .00 Zone Demand 0.00 Fixed J-64 290.00 Zone Demand 0.00 Fixed J-65 284.00 Zone Demand 0.00 Fixed J-66 289.00 Zone Demand 0 .00 Fixed J-67 286.50 Zone Demand 0.00 Fixed J-68 287.00 Zone Demand 0.00 Fixed J-69 287 .50 Zone Demand 0 .00 Fixed J-70 295.50 Zone Demand 0.00 Fixed J-71 289.00 Zone Demand 0.00 Fixed J-72 292 .00 Zone Demand 43 .50 Fixed J-73 298.00 Zone Demand 45.00 Fixed J-74 298.00 Zone Demand 0 .00 Fixed J-75 296.00 Zone Demand 0 .00 Fixed J-76 296.00 Zone Demand 0.00 Fixed J-77 297 .00 Zone Demand 0 .00 Fixed J-78 288.00 Zone Demand 500 .00 Fixed J-79 288.00 Zone Demand 43 .50 Fixed J-80 286.50 Zone Demand 1 ,000.00 Fixed J-81 286.50 Zone Demand 43 .50 Fixed J-82 286.50 Zone Demand 0 .00 Fixed Title : Dove Crossing Phase 1 g :l ... l wa te r report infol phase4 .wcd Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated ~ydraulic Grad (gpm) (fl) 40.50 490.47 0 .00 489.94 40.50 489.47 0 .00 489.44 0 .00 490.64 0.00 490.60 40.50 489.65 40.50 488.19 0 .00 490 .70 0 .00 488.28 0 .00 487 .25 0 .00 489.70 0 .00 489 .41 0 .00 489.54 0 .00 488.28 0 .00 486.21 0 .00 488 .19 0.00 490.10 0 .00 489.29 43 .50 489.14 45.00 490 .84 0 .00 490.78 0 .00 490.21 0 .00 490.14 0 .00 490.21 500.00 488.15 43.50 488.15 1 ,000.00 482.10 43.50 482.09 0 .00 482.09 T e x c on G e n e ral Contractors Pressure (psi) 86 .52 86 .29 86 .08 85 .86 85 .08 85.06 88.11 86 .83 85.10 86.83 86 .64 86.40 88 .87 86 .76 87 .30 86.19 86.83 84 .20 86 .66 85 .29 83.43 83.41 84 .02 84 .00 83 .59 86.59 86 .59 84 .63 84 .62 84 .62 P roject E ng in eer : Joe Schu lt z Wa terCAD v6 .5 [6 .5120j J 10107104 09:22 :55 AM © Haes tad Me th ods. In c . 37 B roo ksid e Road Wa te rb ur y. CT 06708 USA +1-2 03-755-1666 Page 2 o f 2 Label Leng th Diameter Ma terial Hazen-Check (ft) (in) Williams Valve? c P-1 177.00 12.0 PVC 150.0 false P-2 23 .00 8 .0 PVC 150.0 false P-3 74 .00 8 .0 PVC 150.0 fals e P-4 67 .00 8 .0 PVC 150.0 false P-5 109.00 8 .0 PVC 150.0 false P-6 11 .00 8 .0 PVC 150.0 fals e P-7 54.00 8 .0 PVC 150.0 false P-8 78 .00 8 .0 PVC 150.0 false P-9 87 .00 8 .0 PVC 150.0 false P-10 59 .00 8 .0 PVC 150.0 false P-11 41 .00 8 .0 PVC 150.0 fals e P-12 120.00 8 .0 PVC 150.0 fals e P-1 3 28.00 6 .0 PVC 150.0 fals e P-14 376 .00 6 .0 PVC 150.0 fals e P-15 173.00 6 .0 PVC 150.0 false P-16 4 .00 6 .0 PVC 150.0 false P-17 20.00 6.0 PVC 150.0 fals e P-18 487 .00 6.0 PVC 150.0 fals e P-19 58 .00 6 .0 PVC 150.0 fals e P-20 30 .00 6.0 PVC 150.0 false P-2 1 592 .00 8 .0 PVC 150.0 false P-22 663 .00 8 .0 PVC 150.0 false P-23 221 .00 8 .0 PVC 150.0 false P-24 19.00 8 .0 PVC 150.0 fa lse P-25 69 .00 8 .0 PVC 150.0 fals e P-26 160.00 8 .0 PVC 150.0 fals e P-27 93 .00 6 .0 PVC 150.0 fal se P-28 412 .00 6 .0 PVC 150.0 false P-29 646 .00 6.0 PVC 150.0 fals e P-30 169.00 6 .0 PVC 150.0 false P-31 470 .00 6 .0 PVC 150.0 false P-32 576 .00 6.0 PVC 150.0 fal se P-33 210.00 6 .0 PVC 150.0 false P-34 173.00 6 .0 PVC 150.0 false P-35 133 .00 6.0 PVC 150.0 false P-36 160 .00 6 .0 PVC 150.0 fals e P-3 7 26.00 6 .0 PVC 150.0 fals e P-38 302 .00 6 .0 PVC 150.0 fal se P-39 72 .00 6 .0 PVC 150.0 false P-40 39 1 .00 6 .0 PVC 150.0 fal se P-4 1 354 .00 6 .0 PVC 150.0 fa lse P-42 11 9 .00 8 .0 PVC 150.0 fal se P-44 161 .00 8 .0 PVC 150.0 fa lse P-45 16 1.00 8 .0 PVC 150.0 fa lse P-46 3 75 .00 8 .0 PVC 150.0 fal se P-47 2 12 .00 8 .0 PVC 150 .0 fa lse P-48 260 .00 8 .0 PVC 150.0 fa lse P-49 19 .00 8 .0 PVC 150.0 fa lse P-50 207 .00 8 .0 PVC 150.0 fal se P -5 1 333 .00 8 .0 PVC 150.0 fal se P-5 2 70 .00 8 .0 PVC 150.0 fa lse ----· --- Scenario: Base Steady State Analysis Pipe Report Minor Con trol Di scharg ~ pstream StructUi Loss Status (gpm) Hydraulic Grade 1:oefficien (fl) 0 00 Open 2 ,190.00 506 .00 0 00 Open 1 ,138.50 504 .53 0 .00 Open 1 , 138 .50 504 .12 0 .00 Open 1,117.50 502 .80 0 .00 Open 1 , 117.50 501 .65 0 .00 Open 1,117.50 499.77 0 .00 Open 926.41 499.58 0 .00 Open 926 .41 498.93 0 .00 Open 926.41 497 .98 0 .00 Open 926.41 496.92 000 Open 755.47 496.2 0 0 .00 Open 796 .67 495.86 0 .00 Open 170.94 496.20 0.00 Open -41 .20 495.86 0 .00 Ope n 446.80 504 .53 0 .00 Open 446.80 502 .32 000 Open 446.80 502 .26 0 .00 Open 415.30 502 .01 0 .00 Open 415.30 496 .57 0 .00 Open 374 .10 495.92 0 .00 Open 604 .70 504 .53 0 .00 Open 604 .70 501 .26 0 .00 Open 540 .20 497.60 0 .00 Open 540 .20 496 .61 0 .00 Open 669.79 496.53 0 .00 Open 000 496.53 0 .00 Open 191 09 499.58 0 .00 Open 191 .09 499.34 0 .00 Open 191 .09 498 .24 0 .00 Open 0 .00 497 .60 0 .00 Open 136.44 496.14 0 .00 Ope n 136.44 495.47 0 .00 Open 374 .10 495.64 0 .00 Open 303 .2 1 493.7 1 0 .00 Open 303 .2 1 492 .63 0 .00 Open 251.46 491 .8 0 0 .00 Open 14 2 .04 491 .77 0 .00 Open 36.40 493 .71 0 .00 Open 36.40 493 .67 0 .00 Open 191 .3 5 493 .66 000 Open 191 .35 492.62 0 .00 Open 796 .6 7 494 .76 0 00 Open 551 .43 491 .77 0 .00 Open -0 .00 491 .80 0 .00 Ope n 51 .75 491 .80 0 .00 Open 669 .79 496 .07 0 .00 Open 761 .22 494 .65 0 .00 Open 761 .22 492.45 0 00 Open -466 .29 490 .97 0 .00 Open -334 .94 491 .68 0 00 Open 426 .28 492 .29 --------- ~wnstream Stru ctu e>r essure Headloss Hydraulic Grade Pipe Gradient (ft) Headlos~ (fl/1 OOOft) (ft) 504 .53 1 .47 8 .30 504 .12 0.41 17 .82 502 .80 1 .32 17 .82 501 .65 1 .15 17 .22 499 .77 1 .88 17 .21 499.58 0 .19 17 .21 498.93 0 .66 12.16 497 .98 0 .95 12 .16 496.92 1.06 12.16 496.20 0 .72 12.16 495.86 0 .34 8 .34 494.76 1.10 9 .20 496.14 0 .06 2 .16 495.92 0 .06 0 .15 502 .32 2 .21 12 .80 502 .2 6 0 .05 12 .80 502 01 0 .26 12 .80 496.57 5.44 11 .18 495.92 0 .65 11 .18 495.64 0 .28 9 .21 501 .26 3 .2 7 5 .52 497 .60 3 .66 5 .52 496.61 0 .99 4.48 496.53 0 .09 4.48 496.07 0.46 6 .67 496.53 0 .00 0 .00 499 .34 0 .25 2 .65 498 .24 1 .09 2 .65 496 .53 1 .71 2.65 497.60 0 .00 0 .00 495.47 0 .67 1.42 494 .65 0 .8 2 1.4 2 493 .71 1 .9 3 9 .21 492 .63 1.08 6 .24 491 .80 0 .83 6 .24 491 09 0 .71 4.41 491 .74 0 .04 1 .53 493 .67 0 .04 0 .12 493 .66 0 .01 0 .12 492 .62 1 .04 2 .66 491 .68 0 .94 2 .66 493 .66 1 .09 9 .20 49 1 .03 0 .75 4 .65 491 .80 0 .00 0 .00 49 1 .77 0 .02 0 .06 494 .65 1.41 6 .67 492.45 2 .20 8.45 4 92 .29 0 .16 8.45 49 1 .68 0 .71 3.41 492.29 0 .62 1 .85 492 09 0 .20 2 .89 --·----- Titl e : Do ve Crossing Phase 1 Proj ect E ngineer : Joe Schult z g :I _\wa te r repo rl infal p l1ase4 .w cd Texcon General Co n trac to r s W a te rCAO v6 .5 j6 .5 12 0j ] 10/13/04 01 56 39 PM © Ha es tacJ M e th o cls. In c 37 Br oo ks rcle Ro ad Wa te rbur y . C T llo708 USA + 1-2 0 3-7 5 5-1666 P ag e 1 o f 2 Label Length biamete 1 Maleria I Hazen-Check (fl) (in) William! Valve? c P-53 288.00 8 .0 PVC 150.0 false P-54 18.00 8 .0 PVC 150.0 false P-55 120.00 6 .0 PVC 150.0 false P-56 261 .00 6 .0 PVC 150.0 fal se P-57 17 .00 6 .0 PVC 150.0 false P-58 165.00 6 .0 PVC 150.0 false P-59 305 .00 6 .0 PVC 150.0 false P-60 71 .00 6 .0 PVC 150 .0 fal se P-61 388.00 6 .0 PVC 150 .0 false P-62 353 .00 6 .0 PVC 150.0 false P-63 68 .00 6 .0 PVC 150.0 false P-64 716 .00 6 .0 PVC 150.0 fa lse P-65 68.00 6 .0 PVC 150.0 false P-66 375 .00 6 .0 PVC 150.0 false P-67 742 .00 6 .0 PVC 150.0 false P-68 79 .00 8 .0 PVC 150.0 fal se P-69 19.00 8 .0 PVC 150.0 false P-70 280 .00 8 .0 PVC 150.0 false P-71 260 .00 8 .0 PVC 150.0 false P-72 2000 8 .0 PVC 150.0 false P-73 164.00 8 .0 PVC 150.0 fals e P-74 120.00 8 .0 PVC 150.0 false P-75 261 .00 8 .0 PVC 150.0 false P-76 17.00 8 .0 PVC 150.0 fal se P-77 166.00 8 .0 PVC 150.0 fal se P-78 164.00 8 .0 PVC 150.0 fal se P-79 375 .00 8 .0 PVC 150.0 false P-80 390 .00 8 .0 PVC 150.0 false P-81 354 .00 8 .0 PVC 150.0 fa lse P-82 69.00 8 .0 PV C 150.0 false P-83 7 1 .00 8 .0 PVC 150.0 false P-84 784 .00 6 .0 PVC 150.0 false P-85 390 .00 6 .0 PVC 150 .0 fal se P-86 395.00 6 .0 PVC 150.0 false P-87 434 .00 8 .0 PVC 150.0 false P-88 25.00 8 .0 PVC 150.0 false P-89 243.00 8 .0 PVC 15 0 .0 false P-90 28 .00 8 .0 PVC 150.0 false P-91 17 .00 8 .0 PVC 150.0 false P-92 150.00 8 .0 PVC 150.0 false P-93 280 .00 8 .0 PVC 150.0 fals e P-94 262 .00 8 .0 PVC 150.0 false P-95 26.00 8 .0 PVC 150.0 false P-96 76 1 .00 8 .0 PVC 150.0 false P-97 27 1 00 8 .0 PVC 150.0 false P-98 95 .00 8 .0 PVC 150.0 false P-99 95 .00 8 .0 PVC 150.0 fals e Scenario : Base Steady State Ana lysis P ipe Report Minor Con tr o l bischarg4 pstream StructU: Loss Status (gpm) Hydraulic Grade :Coefficien {fl) 0 .00 Open 641 .73 493 .66 0 .00 Open 641 .73 491 .89 0 .00 Open 251 .46 491 .09 0 .00 Open 198.20 490 .56 0 .00 Open 198.20 489 .82 0 .00 Open 135.72 489 .77 0 .00 Open 53 .26 490.56 0 .00 Open 53 .26 490.49 0 .00 Open 132.66 490.47 0 .00 Open 132.66 489.94 0.00 Open 67 .57 489.47 0 .00 Open 142 .04 491 .74 0 .00 Open 87 .79 490 .64 0 .00 Open 62 .49 489.77 0 .00 Open 162.24 489 .65 0 .00 Open 466 .29 490 .97 0 .00 Open 466.29 490 .70 0 .00 Open 520 .54 490.64 0 .00 Open 545 .13 489.47 0 .00 Open 545 .13 488 .28 0.00 Open 616.51 488.19 0 .00 Open 551.43 491.03 0 .00 Open 431 .53 490.47 0 .00 Open 431 .53 489.70 0 00 Open 291 .28 489.65 0 .00 Open 0 .00 489.54 0 .00 Open 135.71 489.54 0 .00 Open 426.99 489.4 1 0 .00 Open 426.99 488.28 0 .00 Open 1 ,043 .50 487 .25 0 .00 Open 50 .36 488 .19 0 .00 Open 87 .79 490 .60 0 .00 Open 67 .57 489.44 0 .00 Open 67 .57 489 .29 0 .00 Open 426 .28 492 .09 0 .00 Open 381 .28 490 .84 0 .00 Open 381 .28 490 .78 0 .00 Open 381 .28 490 .21 000 Open 381.28 490 .14 0 .00 Open 0 .00 490 .2 1 0 .00 Open 469 .07 490 .10 0 00 Open 493 .14 489.14 0 .00 Open -6 .86 488.15 0 .00 Open -50 .36 488.15 0 .00 Open 1 ,043 .50 486 .2 1 0 .00 Open 43 .50 482 .10 0 .00 Open 0 .00 482 .09 ~wnstream Structu e>ressure Head loss Hydraulic Grade Pipe Gradient (ft) Headlos! (fV1000ft) (fl) 49 1 .89 1 .77 6 .16 491 .77 0 .11 6 .16 490 .56 0 .53 4.41 489.82 0 .74 2 .84 489.77 0.05 2 .84 489.54 0.23 1.41 490.49 0 .0 8 0 .25 490.47 0 .02 0 .25 489.94 0.52 1 .35 489.47 0.48 1 .35 489.44 0 .03 0 .39 490 .64 1 .10 1 .53 490 .60 0 .04 0 .63 489 .65 0 .13 0 .33 488.19 1.45 1 .96 490.70 0 .27 3.41 490.64 0 .06 3.41 489.47 1 .17 4 .18 488.28 1 .18 4 .56 488.19 0 .09 4 .55 487.25 0 .94 5 .72 490 .47 0 .56 4 .65 489.70 0 .77 2 .96 489.65 0 .05 2 .95 489.41 0 .24 1.43 489.54 0 .00 0 .00 489.41 0 .13 0 .35 488.28 1 .13 2 .90 487 .25 1 .03 2 .90 486.21 1 .05 15.16 488.19 0.00 0 .06 490 .10 0.49 0 .63 489 .29 0 .15 0 .39 489.14 0 .15 0 .39 490.84 1 .25 2 .89 490 .78 0 .06 2 .35 490 .21 0 .57 2 .35 490 .14 0 .07 2 .35 490 .10 0 .04 2 .35 490.21 0 .00 0 .00 489.14 0 .97 3 .45 488.15 0 .99 3 .78 488 .15 0 .00 000 488 .19 0 .04 0 .06 482 .10 4 .11 15.16 482 .09 0 .00 0 .04 482 .09 0 00 0 .00 Ti tl e : Dove Cross ing Phase 1 Project Engineer : Joe Schu lt z ~J \ .. \w;i tr;r report 1n fol pi1a se 4 wed Texcon General Con tra ct o rs Wa te rCAD v6 .5 16 5 120j] 10 /13 /0 4 0 1 513 .39 PM <O Haes lacl Me t1 1ocl s. I nc 37 Flrook s1(le Ro:oict Wat e r1Ju1 y. C T UGl08 USA +1-203-7 55-1666 Page 2 o f 2 Analysis Results Scenario: Base Steady State Analysis Title : Project Engineer: Dove Crossing Phase 1 Joe Schultz Project Date : 09/24/04 09:58 :06 AM Comments : Scenario S ummary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid K inematic Viscos ity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Ex tended : -Custom Ex tend e d : -Multip le Point: Number of Spot E levations Pressure Pipes Inventory 6 .0 in 8 .0 in To tal Le ngth Tit le : Dove Crossing P ha se 1 Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 98 1 82 0 0 0 0 0 0 0 0 1 . 0804e-5 ft2/s 10 ,581 .00 ft 10 ,166.00 fl 20 ,924 .00 ft Specific Gravity Number of Ta nk s -Constant Area : -Variable Area: Number of Valves -FCV's: -PBV's: -PRV's: -PSV's : -TCV's : -GPV's : 12 .0 in g :\ ... \wa le r reporl info\phase4 .w cd Texc on General Contracto rs 0 0 0 0 0 0 0 0 0 0 10107104 09:23 : 16 AM © Haestad Me ll1 o d s . Inc. 37 Broo ks ide Road Wa te rbury. CT 06708 U SA 1 .00 177.00 ft Proj ect E ngi neer : Joe Sch ultz W a te rCAD v6 .5 [6 .5 120j) +1-203-7 55-1666 Page 1 Label P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 P-3 1 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P-42 P -44 P-45 P-46 P-47 P-48 P-49 Control Discharge Velocity Status (gpm) (ft/s) Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open 2,190.00 1,138.50 1,138.50 1, 117 .50 1, 117 .50 1,117.50 926.41 926 .41 926.41 926.41 755.47 796 .67 170.94 -41 .20 446.80 446.80 446.80 415.30 415.30 374.10 604 .70 604 .70 540 .20 540 .20 669 .79 0 .00 191 .09 191 .09 191 .09 0 .00 136.44 136.44 374 .10 303 .21 303 .21 251.46 142.04 36.40 36.40 191 .35 191 .35 796.67 551.43 -0.00 51 .75 669 .79 761 .22 761.22 6 .21 7 .27 7 .27 -7 .13 7 .13 7.13 5 .91 5 .91 5 .91 5.91 4 .82 5 .08 1.94 0.47 ~ 5 .07 .- ~ 4 .71 4 .71 4.25 3 .86 3 .86 3 .45 3.45 4 .28 0 .00 2 .17 2 .17 2 .17 0 .00 1 .55 1 .55 4 .25 3.44 3.44 2 .85 1 .61 0 .41 0.41 2 .17 2 .17 5 .08 3 .5 2 0 .00 0 .33 4 .28 4 .86 4 .86 Analysis Results Scenario : Base Steady State Analysis Pressure P ipes @ 0.00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraul ic Grade Friction (ft) (ft) Head loss 506 .00 504 .53 504 .12 502 .80 501 .65 499.77 499.58 498.93 497 .98 496.92 496.20 495.86 496.20 495.86 50 4 .53 5 0 2 .32 5 0 2.26 502.01 496.57 495.92 504 .53 501 .26 497.60 496.61 496.53 496.53 499.58 499.34 498.24 497 .60 496.14 495.47 495.64 . 493 .71 492 .63 491 .80 491 .77 493.71 493.67 493 .66 492 .62 494 .76 491 .77 491 .80 491 .80 496.07 494 .65 492.45 504 .53 504 .12 502 .80 501 .65 499.77 499.58 498.93 497 .98 496.92 496.20 495.86 494 .76 496.14 495.92 502 .32 502 .26 502.01 496.57 495.92 495.64 501 .26 497.60 496.61 496.53 496.07 496.53 499.34 498.24 496.53 497 .60 495.47 494 .65 493.71 492 .63 491 .80 491 .09 491 .74 493.67 493.66 492.62 491 .68 493 .66 491 .03 491.80 491 .77 494 .65 492.45 492 .29 (ft) 1.47 0.41 1 .32 1 .15 1 .88 0 .19 0 .66 0 .95 1 .06 0 .72 0 .34 1 .10 0 .06 0 .06 2 .21 0 .05 0 .26 5.44 0 .65 0 .28 3 .27 3 .66 0 .99 0 .09 0.46 0 .00 0 .25 1 .09 1 .71 0 .00 0 .67 0 .82 1 .93 1 .08 0.83 0.71 0 .04 0 .04 0 .01 1 .04 0 .94 1 .09 0 .75 0 .00 0 .02 1.41 2 .20 0 .16 Ca lculated Minor Head 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 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 0 00 0 .00 0 .00 0 .00 0 .00 0 00 0 .00 0 .00 0 .00 000 0 .00 Pressure Headless P ipe Gradient Head loss (ft/1 OOOft) (ft) 1.47 0.41 1.32 1 .15 1 .88 0 .19 0 .66 0 .95 1 .06 0 .72 0 .34 1.10 0 .06 0 .06 2 .21 0 .05 0 .26 5.44 0 .65 0 .28 3 .27 3 .66 0 .99 0 .09 0.46 0 .00 0 .25 1 .09 1 .71 0 .00 0 .67 0 .82 1 .93 1 .08 0 .83 0 .71 0 .04 0 .04 0 .01 1 .04 0.94 1.09 0 .75 0 .00 0 .02 1 .41 2.2 0 0 .16 8 .30 17 .82 17 .82 17 .22 17 .21 17.21 12.16 12.16 12.16 12.16 8 .34 9 .20 2 .16 0 .15 12.80 12.80 12.80 11 .18 11 .18 9 .21 5.52 5 .52 4.48 4.48 6.67 0 .00 2 .65 2 .65 2 .65 0 .00 1.42 1.42 9 .21 6 .24 6 .24 4.41 1 .53 0 .12 0 .12 2 .66 2 .66 9 .2 0 4 .65 0 .00 0 .06 6 .67 8.45 8.45 . ---~--~---~~~~~~~~~~~~~~~~--~~~~--~~~~~-~~~~~~~~~~~ Tille : Dove Crossing P l1ase 1 g :l ... lwa te r report infol phase4 .wcd 10107104 09:23 :16 AM © Haes1ad M e 1h ods, Inc. Texcon General Contractors 37 Brookside Road Wa te rbury . CT 06708 U SA Project Engineer : Joe Schu l1 z Wate rCAD v6 .5 (6 .5120j] + 1-203-755-·t 666 Page 2 Label P-50 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-60 P-61 P-62 P-63 P-64 P-65 P-66 P-67 P-68 P-69 P-70 P-71 P-72 P-73 P-74 P-75 P-76 P-77 P-78 P-79 P-80 P-81 P-82 P-83 P-84 P-85 P-86 P-87 P-88 P-89 P -90 P-91 P-92 P-93 P-94 P-95 P-96 P-97 Control Discharge Velocity Status (gpm) (ft/s) Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Ope n Open Open Open Open Open Open Open Open Open Open Open -466.29 -334.94 426.28 641.73 641 .73 251.46 198.20 198.20 135.72 53.26 53.26 132 .66 132.66 67 .57 142 .04 87.79 62.49 162.24 466.29 466.29 520 .54 545.13 545.13 616.51 551.43 431 .53 431 .53 291 .28 0 .00 135 .71 426.99 426.99 1,043 .50 50 .36 87 .79 67 .57 67 .57 426.28 381.28 381 .28 381 .28 381 .28 0 .00 469.07 493 .14 -6.86 -50 .36 1 ,043 .50 2 .98 2 .14 2 .72 4 .10 4 .10 2 .85 2 .25 2 .25 1 .54 0 .60 0.60 1 .51 1 .51 0 .77 1 .61 1 .00 0 .71 1 .84 2 .98 2 .98 3 .32 3.48 3.48 3 .94 3 .52 2 .75 2 .75 1 .86 0 .00 0 .87 2 .73 2.73 6 .66 0 .32 1 .00 0 .77 0 .77 2 .72 2.43 2.43 2.43 2.43 0.00 2 .99 3 .15 0 .04 0 .3 2 6 .66 Title : Dove Crossing Phase 1 g :l ... lwate r report infol pl1ase4 .wcd 1 0107104 09 :23 :·t 6 AM © Haes tad Me th o d s. Inc . Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0 .00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydrauli c Grade Friction (ft) (ft) Head loss 490.97 491 .68 492 .29 493.66 491 .89 491 .09 490.56 489.82 489.77 490.56 490.49 490.47 489.94 489.47 491 .74 490.64 489.77 489.65 490.97 490.70 490 .64 489.47 488.28 488.19 491 .03 490 .47 489.70 489 .65 489.54 489.54 489.41 488.28 487 .25 488.19 490 .60 489.44 489 .29 492 09 490 .84 490 .78 490 .2 1 490 .14 490 .21 490 .10 489 .14 488 .15 488 .15 486 .21 491 .68 492.29 492 .09 491 .89 491.77 490 .56 489.82 489.77 489.54 490.49 490.47 489.94 489.47 489.44 490.64 490.60 489.65 488.19 490.70 490.64 489.47 488.28 488.19 487 .25 490.47 489.70 489.65 489.41 489.54 489.41 488.28 487 .25 486.21 488.19 490.10 489.29 489.14 490.84 490 .78 490.21 490 .14 490.10 490 .21 489.14 488.15 488.15 488 .1 9 482 .10 Texcon G e neral Contracto rs (ft) 0 .71 0 .62 0 .20 1 .77 0 .11 0 .53 0 .74 0 .05 0 .23 0.08 0 .02 0 .52 0.48 0.03 1.10 0.04 0 .13 1.45 0 .27 0.06 1 .17 1.18 0.09 0 .94 0.56 0.77 0 .05 0 .24 0 .00 0.13 1 .13 1.03 1.05 0.00 0.49 0 .15 0 .15 1 .25 0 .06 0 .57 0 .07 0 .04 0 .00 0 .97 0 .99 000 0 .04 4 .11 Calculated Minor Head 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 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 000 0 00 000 0 .00 000 Pressure Headless Pipe Gradient Head loss (ft/1 OOOft) (ft) 0.71 0 .62 0.20 1 .77 0 .11 0 .53 0 .74 0 .05 0 .23 0 .08 0 .02 0 .52 0.48 0 .03 1 .10 0.04 0 .13 1.45 0 .27 0 .06 1 .17 1 .18 0 .09 0 .94 0.56 0.77 0 .05 0.24 0.00 0.13 1 .13 1 .03 1 .05 0.00 0.49 0 .15 0 .15 1.25 0 .06 0 .57 0 .07 0 .04 0 .00 0 .97 0 .99 0 .00 0 .04 4 .11 3.41 1 .85 2 .89 6 .16 6 .16 4.41 2.84 2.84 1.41 0 .25 0 .25 1 .35 1 .35 0 .39 1 .53 0 .63 0 .33 1 .96 3.41 3.41 4 .18 4 .56 4 .55 5 .72 4 .65 2.96 2 .95 1.43 0 .00 0 .35 2 .90 2 .90 15 .16 0 .06 0 .63 0 .39 0 .39 2 .89 2 .35 2 .35 2 .35 2 .35 0 .00 3.45 3 .78 0 .00 0 .06 15.16 Pr oject Engineer : Joe Schu lt z WaterCAD v6 .5 (6 .5120j] 37 Brookside Road Wa te rb ury . CT 06708 USA + 1-203-755-1 666 Page 3 Label P-98 P-99 Control Discha rge Velocity Status (gpm) (fVs) Open Open 43.50 0 .00 0 .28 0 .00 Title : Dove Crossing P hase 1 9 :1 ... \wa ter report in fo\phase4 .wcd 10107104 09 :23 : 16 AM © Haestad M e th ods . Inc. Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss 482 .10 482 .09 482 .09 482 .09 Tex con Gene ra l Contracto rs (ft) 0.00 0 .00 Calculated Minor Head loss (ft) 0 .00 0 .00 Pressure Pipe Head loss (ft) 0 .00 0 .00 Headless Gradient (fV1000ft) 0 .04 0 .00 P roj ect E ng in eer : Joe Schult z Wa te rCA D v6 .5 [6 .5 120j) 37 Brookside Road W a te rbury . CT 06708 USA +1-203-755-1666 Pa ge 4 Sanitary Sewer Ana1ys1s In1pact Pee Service Area 92-01 for Dove Crossing Subdivision Phases 1 October 2004 Pt:.~J2!lr__ed flJL TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 I Sanitary Sewer Analysis Impact Fee Service Area 92-01 for Dove Crossing Subdivision Phases 1 October 2004 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 1.0 INTRODUCTION A sanitary sewer line was constructed in the early 1990s to provide service to the area between Graham Road and Rock Prairie Road , east of Wellborn Road (FM 2154). The line was an extension of an existing sewer line that was previously constructed to serve the College Station Utility Service Center. The boundary of th e Sanitary Sewer Service Area 92-01 is shown on Exhibit A. An impact fee of $232 .04 per Living Unit Equivalent is assessed for development that is served by this sewer line . This analysis has been prepared to detem1ine whether there is adequate capacity in the existing sewer line to provide service for Phase 1 of the Dove Crossing Subdivision. A portion of Phase 1 of the subdivision is within the service area of the sewer line as shown on Exhibit A. Approximately 22 residential lots are included in this area of the sewer line as shown on Exhibit A. The Developer would like to provide service to 120 lots from this line. Phases 2 through 4 of the subdivision would use the existing line to the south of the property for sewer service. 2.0 LAND USE ANALYSIS The sewer service area is approximately 75% developed at this time. Exhibit B is a Land Use Map of the sewer service area showing the existing and future uses of the service area. This analysis evaluates not only the 92-01 Service Area, but all of the area served by the 18" sani tary sewer line which discharges into the lift station near State Highway 6. There is an existing 10" sanitary sewer line stub to serve the Dove Crossing Subdivision. This line drains into an existing 12 " line , which drains into the existing 18 " line . Currently, there is no flow into the existing 1 O" and 12" lines. The est im ated flows for each land use are shown in Table 1. These flows were determined using the Land Use Determination Method of flow calcu lation from the 2004 Bryan/College Station Uniform Design Guidelines. The peak flow is calculated by multiplying the Average Daily Flow by 4 .0. The total estimated flow for the 92-01 Service Area is 532,777 gpd with a peak flow of 1,480 gpm . The total estimated flow for the 18" sewer line that discharges into the lift station is 665 ,556 gpd with a peak flow of 1,849 gpm. Using the flows for the 92-01 Service Area, the existing 18" sewer line is 60% full with a velocity of 3.0 fps. Using the total flow into the 18 " line , the line is 70 % full with a ve locit y of 3.1 fps. The slope of the 18 " pipe is 0 .22% per the construction drawings pro vided by the City of College Station Uti lity personnel. The Manning's Eq uation calculation sheets are provided as Exhibit C. Table l -Flow Calcul ation s Land Use Area Res id e ntial Number of Peo ple/lot N um ber of Average Dail y Flow Area Land Use (Acres) 1 Reside nti al 25 .7 2 Res id e ntial 26 1.5 3 Residential 3 32.8 4 Schoo l 1 17 .7 PI Park 10.0 5 Schoo l 1 100 6 Assisted Li ving Resid entia1 2 46 7 Ass isted Living Residenti al' 14.4 P2 Park 10.9 8 Commercia l 3 .6 8A Re tai l 5 .1 SB Commerc ia l 14 .3 SC Office 3.5 9 Retai l 1.5 9A Office 5.4 10 In dustrial 20.5 -11 Office 1.5 ll A Indu stria l 0.5 llB Reta il 1.2 ll C Office O.S llD Re tai l 1.0 --ll E Commercial 4.1 I IF Office 13.9 12 Commerc ia l 13.9 13 Commerc ia l 9 .1 14 Church 10.1 15 Commercial 34 .9 16 Res id e ntial 3 5 .7 17 Res id e ntial 3 14 .I 18 Commerc ia l 14.0 19 Res id e ntial 17.6 20 Commerc ia l 6 .0 21 l ndustria l 6.2 Number of Lots/Units 120 9 10 19 7 -- -- -- 4 1 132 -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- 34 85 -- 52 -- -- or /Acre P eople Gallon s/Day/ 2.67 2 .67 267 -- -- -- 2 2 -- 30 30 30 30 30 30 15 30 15 30 30 30 30 30 30 30 30 30 2 .67 2 .67 30 2.67 30 15 Person 320 100 2430 100 526 100 664 35 ---- 763 35 82 50 264 50 ---- 10 8 50 153 25 430 50 104 50 46 25 162 50 308 50 44 50 7 50 35 25 24 50 29 25 122 50 417 50 417 50 272 50 302 35 92-0 1 Service Area Total -gpd = 92-0 1 Service Area Total -gpm = 92-0 I Service Area Peak Flo w -gpm = 1047 50 91 100 227 100 420 50 139 100 18 1 50 94 50 18" Sewer Lin e Total -gpd = 18" Sewer Lin e Total -gpm = I S" Sewer Line Pea k Flow -gpm = I . Number of peo pl e at the sc hools in c lud es th e numb e r of stud ents a t each schoo l a nd th e staff of th e school. 2. umb er of peo pl e for the Assis ted Living Residential units is ass um ed to be 2 .0 peop le per uni t. 3. Future Res id e nti a l developme nt at 6 lots/acre. 3.0 CONCLUSION Total Gallons 32,040 242,970 52,599 23 ,240 0 26 ,705 4,10 0 13 ,200 0 5,392 3 ,832 21 ,495 5 ,191 1,159 8 ,122 15 ,393 2 ,204 373 87 1 1,19 1 73 1 6,103 20,S5 1 20,85 1 13 ,579 I 0,5S6 532,777 370 14 80 52,357 9 ,078 22,695 2 1,022 13 ,884 9 ,065 4 ,679 665 ,556 462 1849 The ex isting sanitary sewer line has ad eq uate capacity for the exist ing and future development of the service area including Phase 1 of th e Dove Crossin g Su bdi vision. 2 Exhibit A Sanitary Sewer Service Area Map Exhibit C Manning's Equation Calculation Sheets 92 -0l_service_area.txt Ma nning Pipe calculator Give n Input Dat a: shape .......................... . solving for .................... . Diameter ....................... . Fl owrate ....................... . slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . wetted Peri me ter ............... . Peri meter ...................... . velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . circ ular Depth of Flow 18.0000 in 3.3 000 cfs 0. 00 22 ft/ft 0.0130 10.7784 in 1 .7671 ft2 1.1044 ft2 31.8547 in 56.5487 in 2 .9880 fps 4.9925 in 59.8800 % 4.9270 cfs 2.7881 fps Page 1 18in_sewer_line.txt Manning Pipe calculator Given Input Data: shape .......................... . solving for .................... . Diameter ....................... . Fl owrate ....................... . slope .......................... . Manning's n .................... . computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . wetted Peri meter ............... . Peri meter ...................... . velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 4.1200 cfs 0. 0022 ft /ft 0. 0130 12.5882 in 1. 7671 ft2 1.3199 ft2 35.6559 in 56.5487 in 3.1214 fps 5.3306 in 69.9345 % 4.9270 cfs 2.7881 fps Pa ge 1 CITY OF COLLEGE STATION Plann ing & DNN!opment Servias SITE LEGAL DESCRIPTION: Dove Crossing Phase I ~ All Lots DATE OF ISSUE: 02/03/05 OWNER: DEVELOPMENT PERMIT PERMIT NO. 04-71 B FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: Graham Road DRAINAGE BASIN: Lick Creek VALID FOR 9 MONTHS CONTRACTOR: Phi-Ton Investments, LLP c/o Tony Jones 3205 Earl Rudder Freeway College Station, Texas 77845 TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to, paint, oil, solvents, asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . TCEQ PHASE II RULES IN EFFECT. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Administrator/Representative Date Owner/Agent/Contractor Date DEVELOPMENT PERMIT PERMIT NO . 04-71A CITY OF COLLEGE STAT I ON Plann ing & Drotlopment Se rvices FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Dove Crossing Phase I All Lots DATE OF ISSUE: 01/06/05 OWNER: Phi-Ton Investments, LLP c/o Tony Jones 3205 Earl Rudder Freeway College Station , Texas 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: Clearing Permit SITE ADDRESS: Graham Road DRAINAGE BASIN: Lick Creek VALID FOR 3 MONTHS CONTRACTOR: All construction must be in compliance with the approved construct ion plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the C ity's Unified Development Ordinance , prior to any operations of t his permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and requ ired to rema in is strictly prohibited . The disposal of any waste material such as , but not limited to , paint , oil , solvents, asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to rema in is also proh ibited . TCEQ PHASE II RULES IN EFFECT . The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immed iate construct ion site in accordance wi th the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and /or Contractor shall also insure that any disturbed vege tation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construct ion , erosion , and sedimentat ion shall no t be depos ited in city streets , or exist ing drainage facil it ies . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Eng ineer in the development permit appl ication for t he above named project and all of the codes and ordinances of the City of College Station that apply. Dl-D<o-D~ Date 2--7 -()5 Date ~ ; TEXCON GENERAL CONTRACTORS 14-Jan -05 CONSTRUCTION COST ESTIMATE DOVE CROSSING -PHASE 1 COLLEGE STATION , TEXAS Item Estimated Unit Estimated No. Description Quantity Price Cost Sitework Mobilization/Layout LS $25,000 .00 $25 ,000 2 Site Preparation 37 .5 AC $1 ,500 .00 $56,250 3 S ilt Fence 6,480 LF $2 .50 $16,200 4 Construction Exit -Rock 25 TONS $55 .00 $1,375 5 Erosion & Sediment Control LS $6 ,000 .00 $6,000 6 Hydromu lch/Hydroseeding 30,000 SY $0 .50 $15,000 7 Seeding 100,000 SY $0 .20 $20 ,000 8 Traffic Control 1 LS $2,500 .00 $2,500 9 Remove Existing Curb I 6' Sidewalk 205 LF $12.00 $2,460 10 Topsoil Stripping & Replacement 5 ,000 CY $4 .50 $22,500 11 Excavation/Grading 16,000 CY $3.50 $56,000 12 6" Concrete Aprons 7,500 SF $4 .50 $33,750 13 ADA Ramp -regular 10 EA $400 .00 $4,000 14 ADA Ramp -corner 12 EA $600 .00 $7,200 15 Sidewalk -4' wide 16,440 SF $2 .85 $46,854 16 Sidewalk -6' wide 9 ,2 70 SF $2 .85 $26,420 17 Lime Stabil ized Subgrade 17,960 SY $3 .10 $55,676 18 Base Material -6" depth 10 ,740 SY $6.90 $74,106 19 Base Material -7" depth 3,320 SY $8 .00 $26,560 20 Asphalt Paving -1 1/2" depth 14 ,060 SY $5 .50 $77 ,330 21 Concrete Curb and Gutter 9 ,795 LF $7 .95 $77,870 22 Landscape Sleeves (2-4" PVC) 100 LF $8 .00 $800 23 End of Roadway sign -red/black 15 EA $200 .00 $3.000 Subtotal $656,851 Storm Drainage, Channels, and Detention Ponds 24 18" RCP -T&G -structural 132 LF $39 .00 $5,148 25 24" RCP -T&G -structural 619 LF $57 .00 $35,283 26 27" RCP -T&G -structural 696 LF $60 .00 $41,760 27 30" RCP -T&G -structural 400 LF $66 .00 $26,400 28 Excavation I Grading 8 ,000 CY $3.50 $28,000 29 Topsoil Stripping & Replacement 4 ,000 CY $4 .50 $18,000 30 Rock Riprap 150 TONS $55 .00 $8,250 31 5' Inlet 1 EA $2 ,800 .00 $2,800 32 10' Inlet 6 EA $3,200 .00 $19,200 33 15' Inlet 2 EA $3 ,600 .00 $7,200 34 Modify & Relocate existi ng inlet on Graham Rd EA $5 ,000 .00 $5,000 35 42" HOPE Pipe -Non -structural 120 LF $70.00 $8,400 36 Junction Box 2 EA $2 ,60 0 .00 $5.200 Subtotal $210,641 Water 37 12" Water PVC CL200 (C909) -Structural 908 LF $36 .00 $32 ,688 38 8" Water PVC CL200 (C909) -Structural 1,817 LF $27 .00 $49 ,059 39 6" Water PVC CL200 (C909) -Structural 2,423 LF $24 .00 $58.152 40 3" Water PVC CL200 (C909) -Structural 169 LF $19.00 $3,211 41 Gate Valves -12 " 6 EA $1 ,500 .00 $9,000 42 Gate Valves -8" 6 EA $700 .00 $4 ,2 00 43 Gate V alves -6" 8 EA $600 .00 $4,800 44 M .J. Bends -12" 6 EA $500 .00 $3,000 45 M .J . Bends -8" 8 EA $300 .00 $2,400 4 6 M .J . Be n ds -6" 9 EA $250 00 $2 .250 4 7 M .. J. Bends -3" 6 EA S175 .00 $1.050 P;q:f' . 'I . • \ 48 12" M.J . Tee EA $650 .00 $650 49 12"x6" M .J . Tees 4 EA $600 .00 $2,400 50 8"x6" M .J. Tees 2 EA $350 .00 $700 51 8" M .J . Tees EA $400 .00 $400 52 6" M .J. Tees 4 EA $300 .00 $1,200 53 12"x8" M.J . Cross EA $650 .00 $650 54 12"x8" M .J . Reducer EA $500 .00 $500 55 8" M .J . Cross EA $450.00 $450 56 8"x6" M .J . Reducer 2 EA $250 .00 $500 57 8"x3" M .J . Reducer 1 EA $250 .00 $250 58 Fire Hydrant Assembly w/ Extension 6 EA $2,600 .00 $15,600 59 4" Blow off Assembly EA $1,000 .00 $1 ,000 60 2" Blow off Assembly 4 EA $500 .00 $2,000 61 1" Blow off Assembly 1 EA $400 .00 $400 62 2" Flush Valve Assembly 3 EA $750 .00 $2,250 63 Air Release Valve EA $1 ,000.00 $1,000 64 Water Services -1" Short 13 EA $500 .00 $6,500 65 Water Services -1" Long 9 EA $750 .00 $6,750 66 Water Services -1.5" Short 20 EA $600.00 $12,000 67 Water Services -1.5" Long 28 EA $950 .00 $26,600 68 Cut 12" M .J . Tee into Existing 12" Waterline EA $2,500 .00 $2.500 Subtotal $254,110 Sewer 69 8" SOR 26 C-3034 Pipe Non-structural 2,593 LF $22 .00 $57,046 70 8" SOR 26 C-3034 Pipe Structural 186 LF $30 .00 $5,580 71 6" SOR 26 C-3034 Pipe Non-structural 523 LF $20 .00 $10,460 72 6" SOR 26 C-3034 Pipe Structural 29 LF $28 .00 $812 73 6" Ductile Iron Pipe Class 350 -Non -structural 64 LF $24.00 $1,536 74 8" SDR D-2241 Pressure Pipe Non-structural 308 LF $23 .00 $7,084 75 8" SOR 0-2241 Pressure Pipe Structural 377 LF $31 .00 $11,687 76 Connect to Existing Manhole 1 LF $1,000.00 $1,000 77 Manholes - < 8' Depth 5 EA $2,200 .00 $11,000 78 Manholes -8' -10 Depth 1 EA $2,400 .00 $2,400 79 Manholes -1 O' -12' Depth 2 EA $2,600 .00 $5,200 80 Manholes -12' -14' Depth EA $2,800.00 $2,800 81 Manholes -14' -16' Depth 2 EA $3 ,000 .00 $6,000 82 Manhole Drops 1 EA $1,000 .00 $1,000 83 Cleanout 3 EA $500 .00 $1,500 84 4" Sewer Service Single SS 8 EA $400 .00 $3,200 85 4" Sewer Service Double SS 29 EA $550.00 $15,950 86 4" Sewer Service Single LS 7 EA $700.00 $4,900 87 4" Sewer Service Double LS 23 LF $800 .00 $18,400 88 Cement Sand Bedding 120 LF $5 .00 $600 89 TV Inspection 4,080 LF $3.50 ~14,280 Subtotal $182,435 Tota l Sitework $656,851 Total Storm Drainage $210,641 Total Water $254,110 Total Sewer $182,435 TOT AL CONSTRUCTION I $1,304,0371 CJrr ~\f<t\\ CITY OF Co u .EGE SrAr10 ,:5{ P&Z CASE NO.: DATE SUBMITTED: P!tmning & Devclopmem Ser vices FINAL PLAT APPLICATION (Check one) D Minor ($300.00) 0 Amending ($300.00) ~Final ($400.00) 0 Vacating ($400 .00) D Replat ($600.00)* *Includes public hearing fee The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: _L Filing Fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet l'<jP-; Variance Request to Subdivision Regulations -$100 (if applicable) ___::::__ Development Permit Application Fee of $200.00 (if applicable). ~ Infrastructure Inspection Fee of $600 .00 (applicable if any public infrastructure is being constructed) / Application completed in full. __::::__Copy of original deed restrictions/covenants for replats (if applicable) . . ..........-·Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review .) ~ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). __L Paid tax certificates from City of College Station , Brazos County and College Station l.S .D. v A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. _L Two (2) copies of public infrastructure plans associated with this plat (if applicable). _L_ Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). Date of Preapplication Conference:_< .... lv..b~+--'\._ct __ Za> ......... ""'-'-4--______________ _ NAME OF SUBDIVISION Go 'n \ 1 ' ' ' e..., \ SPECIFIED LOCATION OF PROPOSED SUBDIV ION (Lot & Bloc k) So.J-h £,;tl:\e, ef &~m \<J..1 fucJ of C.jrr~ss GroJe.., ~ APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name {;f)Jf.[(056t'nq net.el~, UL -Arrthon-1 (Tori)) Joru s. ' Street Address 32..oS' f.o..r\ ~ey--_if~ So~±b City Coll~ stcJ.i !?VJ State ~ Zip Code 11~4-S J E-Mail Address _-___________ _ Phone Number (414) l,tl 3 -CO"'l4' Fa x Number (q1q) {aq S--Z'l'l-1 PROPERTY OWNER 'S INFORMATION : Name Tui-TOn .Tuves-irnen,ts, 1 1 :P -~nj LTo"""'l) iJOVle..~ Street Address 32-oS to,yl R¥Me_:. W-..e.fWt?j SoJh City Co flfqe sk.h10V\ State :f5., Zip Code 1"1'»4S E-Mail Address _-__________ _ Phone Number (;114) lo1"'>-fefo14 Fa x Number ('77&/) ~1'5-2<14-1 ARCHITECT OR ENGINEER 'S INFORMATION : Name :U.Xron -,,,)of. Sc:J,l-l.l+'b, Y , &. Street Address r10.1 (ef~ ~oo-d ~ity (b((ec:Je Sfit:lz ,.,,,, State =r) . Z1r;i Code :Z1'3 'tS E-Mail Address pcli~lt@-k..ktot'l .net Pho neNumber '(11tt)-7£R4-:='111.f-3 Fa x Numbe r (q7q}-1lilt-715°/ 6/13/0 3 1 or 5 CITY O F C O LLEGE STAT ION Planning r!r Development Servicei SITE LEGAL DESCRIPTION: Dove Crossing Phase I All Lots DATE OF ISSUE: 02/03/05 OWNER: DEVELOPMENT PERMIT PERMIT NO. 04-71 B FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: Graham Road DRAINAGE BASIN: Lick Creek VALID FOR 9 MONTHS CONTRACTOR: Phi-Ton Investments , LLP c/o Tony Jones 3205 Earl Rudder Freeway College Station, Texas 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5 .E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to, paint, oil , solvents, asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . TCEQ PHASE II RULES IN EFFECT . The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Date '2--7 -0) Date Sanitary Sewer Analysi s Impact Fee Serv]c e Ar e a 92 -0 l for Dove Crossing Subdivision Phases 1 October 2004 Prepared Bv : T EXCON General Contractors 1707 Grah am Ro a d CoJlege Station, Texas 7784 5 (979) 764-7743 DP 04 -'1 \ Sanitary Sewer Analysis Impact Fee Service Area 92-01 for Dove Crossing Subdivision Phases 1 October 2004 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 1.0 INTRODUCTION A sanitary sewer line was constructed in the early 1990s to provide service to the area between Graham Road and Rock Prairie Road , east of Wellborn Road (FM 2154). The line was an extension of an existing sewer line that was previously constructed to serve the College Station Utility Service Center. The boundary of the Sanitary Sewer Service Area 92-01 is shown on Exhibit A. An impact fee of $232.04 per Living Unit Equivalent is assessed for development that is served by this sewer line . This analysis has been prepared to determine whether there is adequate capacity in the existing sewer line to provide service for Phase 1 of the Dove Crossing Subdivision. A portion of Phase 1 of the subdivision is within the service area of the sewer line as shown on Exhibit A. Approximately 22 residential lots are included in this area of the sewer line as shown on Exhibit A. The Developer would like to provide service to 120 lots from this line . Phases 2 through 4 of the subdivision would use the existing line to the south of the property for sewer service. 2.0 LAND USE ANALYSIS The sewer service area is approximately 75 % developed at this time. Exhibit Bis a Land Use Map of the sewer service area showing the existing and future uses of the service area . This analysis evaluates not only the 92-01 Service Area, but all of the area served by the 18 " sanitary sewer line which discharges into the lift station near State Highway 6. There is an existing 1 O" sanitary sewer line stub to serve the Dove Crossing Subdivision. This line drains into an existing 12 " line , which drains into the existing 18" line. Currently, there is no flow into the existing 1 O" and 12" lines. The estimated flows for each land use are shown in Table 1. These flows were determined using the Land Use Determination Method of flow calculation from the 2004 Bryan/College Station Unifom1 Design Guidelines. The peak flow is calculated by multiplying the Average Daily Flow by 4.0. The total estimated flow for the 92-01 Service Area is 532,777 gpd with a peak flow of 1,480 gpm. The total estimated flow for the 18" sewer line that discharges into the lift station is 665 ,556 gpd with a peak flow of 1,849 gpm . Using the flows for the 92 -01 Service Area, the existing 18 " sewer line is 60% full with a velocity of 3.0 fps. Using the total flow into the 18" line , the line is 70 % full with a velocity of 3 .1 fps . The slope of the 18 " pipe is 0.22 % per the construction drawings pro v ided by the City of College Station Utility personnel. The Manning 's Equation calculation sheets are provided as Ex hibit C. Table I -Flow Calc ulation s Land Use Area Res identi al Number of People/lot Numbe r of Average Daily Flow Area La nd Use (Ac re s) l Residentia l 25.7 2 Resident ial 26 1.5 3 Res id enti al3 32 .S 4 Sc hool 1 17 .7 Pl Park 10.0 5 Schoo l 1 10 .0 6 Assisted Living Re~dc nti al~ 4 .6 7 Assisted Living Resid~n ~a l ' 14.4 P2 Park 10 .9 s Commerc ial 3 .6 --- --SA Retai l 5 . l -S8 Comm erc ia l 14.3 ------ SC Offi ce 3.5 ----_,_ 9 Retai l 1.5 - 9A Office 5.4 ---10 Indu strial 20 .5 11 Office 1.5 !I A Indu strial 0.5 118 Retail L2 ------ !IC Office O.S ----·-·-~ -llD Retail LO -------I IE Commercial 4 .1 -----. I IF Office 13 .9 --------12 Comme rc ial 13 .9 ----- 13 Commerc ia l 9.1 ----·--14 Chu rch IO .I 15 Commercial 34 .9 --- 16 Residentia l3 5 .7 -------·- 17 Residential3 14 .\ ----I S Commercial 14 .0 -----19 Res idential 17 .6 --- 20 Commercial 6 .0 21 Industrial 6.2 Number of Lots/Units 120 910 197 -- -- -- 41 132 -- -- -- -- -- -- -- -- -- -- -- --,_ -- -- --, .. -- --.. -- --- 34 - S5 -----52 -- -- or /Acre People Gallons/Day/ 2.67 2 .67 2.67 -- -- -- 2 2 -- 30 30 30 30 30 30 15 30 15 30 30 30 30 30 30 30 30 30 - 2.67 2.67 30 2.67 30 15 Person 320 100 2430 100 526 100 664 35 ---- 763 35 82 50 264 50 ---- IOS 50 -- 153 25 430 50 I -· --104 50 .. ·-46 25 162 50 30S 50 44 50 7 50 35 25 - 24 50 --29 25 ·---122 50 - 417 50 -- 417 50 272 50 302 35 92-0 l Se rvice Area .Total -gpd = 92-0 l Service Area Total -gpm = 92-0 I Service Area Peak Flo w -gpm = 1047 50 --·~ -- 91 100 --- 227 100 ---420 50 - 139 100 ISi 50 94 50 IS " Sewer Line Total -gpd = l S" Sewer Line Total -gpm = l S" Sewe r Line Peak Flow -gpm = I . Nu mb er of people at the schools includes th e numb er of stud ents at eac h schoo l a nd the staff of the school. 2. Number of peo pl e fo r the Assisted Li vi ng Re s id e ntia l units is ass um ed to be 2.0 people per unit. 3. Future Res id en ti a l development at 6 lots/ac re. 3.0 C ON CLUSIO N Total Gallons 32 ,040 242,970 52,599 23,240 0 26 ,705 4 ,100 13,200 0 5 ,392 3,S32 21 ,495 5,191 l ,159 S,122 15,393 2,204 373 S7 1 1,191 731 6 ,10 3 20 ,S51 20 ,S5 1 13 ,579 I0,5S6 532,777 370 14SO 52,357 9,07S ~2,695 ']._1,022 13 ,S S4 9 ,065 4 ,679 665 ,556 462 IS49 The existing sanitary se~er lin e has a d eq uate capacity for th e ex isting and futur e deve lopment of th e serv ice a rea inc lu ding Ph ase 1 of the Do ve C rossing S ubdi v ision . 2 Exhibit A Sanitary Sewer Service Area Map Exhibit C Manning's Equation Calculation Sheets 92-0l_service_area.txt Manning Pipe calculator Given Input Data: shape .......................... . solving for .................... . Diameter ....................... . Flowrate ....................... . slope .......................... . Manning's n .................... . computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 3.3000 cfs 0.0022 ft/ft 0.0130 10.7784 in 1.7671 ft2 1.1044 ft2 31.8547 in 56.5487 in 2.9880 fps 4.9925 in 59.8800 % 4.9270 cfs 2.7881 fps Page 1 18in_sewer_line.txt Manning Pipe calculator Given Input Data: shape .......................... . solving for .................... . Diameter ....................... . Flowrate ....................... . slope .......................... . Manning's n .................... . computed Results: Depth ........................... . Area ........................... . wetted Area .................... . wetted Perimeter ............... . Peri meter ...................... . ve·loci ty ....................... . Hydraulic Radius ............... . Percent Ful 1 ................... . Full flow Flowrate ............. . Full flow velocity ............. . circular Depth of Flow 18.0000 in 4.1200 cfs 0.0022 ft/ft 0.0130 12.5882 in 1. 7671 ft2 1. 3199 ft2 35.6559 ln 56.5487 in 3.1214 fps 5.3306 in 69.9345 % 4.9270 cfs 2.7881 fps Page 1 Design Report Waterline Fire Flow Analysis for Dove Crossing Subdivision College Station, Texas September 2004 Revised October 2004 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed waterlines to be constructed with the Dove Crossing Subdivision, and to provide the results of the analysis of the waterlines under fire flow conditions. An existing 12" waterline is located along Graham Road adjacent to the project site. The proposed waterline to supply the site will connect to the 12" waterline. The water main will be constructed using 6'', 8'', and 12" diameter pipe. The waterline for this project will be constructed of DR-14, PVC pipe meeting the requirements of A WW A C-909 with mechanical joint fittings. 2.0 FIRE FLOW REQUIREMENTS The flow required for fire hydrant flow for the subdivision is 1,500 gallons per minute (gpm), which can be split between 2 adjacent fire hydrants . With each fire hydrant evaluated with a minimum flow of 1000 gpm and ·a flow of 500 gpm at the adjacent fire hydrant. 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was analyzed using the WaterCAD computer program developed by Haestad Methods, Inc. A normal domestic use flow of 1.5 gpm was included in the analysis for each of the 460 residential lots. This results in a normal demand of 690 gpm, which was included in the analysis. The residual pressure in the existing 12" waterline was determined by calculating the headloss at a flow of 2,190 gpm for the existing line . Exhibit "A-1", in Appendix A, presents the results of a pressure/flow test from fire hydrants connected to the existing 12 " waterline along Graham Road . A static pressure of 91 psi and a residual pressure of 89 psi with the hydrant flow at 1,500 gpm were determined by College Station Public Utility personnel. The residual pressure of 87 psi at a flow of 2, 190 gpm was calculated using the following equation: Where: QR = Q available @ desired residual pressure QF = Q during fire flow test HR = pressure drop to desired residual pressure HF = pressure drop during fire flow test This results in a residua _! pressure of 87 psi where the proposed waterline will connect to the 12" waterline. The hydraulic grade was set at this pressure at the start of the proposed waterline, Junction R-1. The computer model was run with a fire flow of 1,000 gpm at one hydrant location and 500 gpm at the other for each combination of hydrants proposed for each phase of this proj ect. Exhibit B-1 in Appendix B is a schematic of the proposed waterline for Phase I , which shows the locations of the fire hydrants proposed for Phase I . Exhibit "B-2 " is a s umma ry of the pipe system junction nodes with the fire flow at fire hydrants No.4 and No . 3b , showing the lowest residual pressure . The lowe st residual pressure occurred in the sys te m at Junction J-22 and J-23 . The pre ssure at this point is estimated by the model to be 80.3 psi, whi c h exceeds the minimum of 20 psi required by the T C EQ re g ulati .on s . Ex hibits "B- 3"i s a s ummary of th e pipe section s for th e sy s te m under thi s demand sce nario. Exhibit "B-4" is a summary of the pipe system junction nodes with th e fire flow at fire hydrants No . I and No . 5, showing the maximum waterline velocities . Exhibits "B-5 " & "B- 6" are summaries of the pipe sections for the system under this demand scenario. The maximum velocity for the 6", 8'', and 12' waterlines are 11.4, 3.4, and 4 .8 feet per second, and occurs in Pipes P-15, P-7 through P-l l, and P-1, respectively . Exhibit C-1 in Appendix C is a schematic of the proposed waterline for Phase 2, which shows the locations of the fire hydrants proposed for Phase 2. Exhibit "C-2" is a summary of the pipe system junction nodes with the fire flow at fire hydrants No .6 and No . 8, showing the lowest residual pressure . The lowest residual pressure occurred in the system at Junction J-29 . The pressure at this point is estimated by the model to be 81.0 I psi , which exceeds the minimum of 20 psi required by the TCEQ regulations . Exhibits "C-3"is a summary of the pipe sections for the system under this demand scenario . Exhibit "C-4" is a summary of the pipe system junction nodes with the fire flow at fire hydrants No . 7 and No . 11, showing the maximum waterline velocities. Exhibits "C-5" & "C-6" are summaries of the pipe sections for the system under this demand scenario . The maximum velocity for the 6", 8", and 12' waterlines are 8 .0 , 6 .3, and 5 .3 feet per second, and occurs in Pipes P-39, P-2 through P-3, and P-1, respectively . Exhibit D-1 in Appendix D is a schematic of the proposed waterline for Phase 3 which shows the locations of the fire hydrants proposed for Phase 3 . Exhibit "D-2" is a summary of the pipe system junction nodes with the fire flow at fire hydrants No . 14 and No . 1 7. The lowest residual pressure occurred in the system at Junction J-8. The pressure at this point is estimated by the model to be 82 .6 psi , which exceeds the minimum of 20 psi required by the TCEQ regulations. Exhibits "D-3" & "D-4" are summaries of the pipe sections for the system under this demand scenario . The maximum velocity for the 6", 8", and 12' waterlines are 8.3, 6.8, and 5.7 feet per second, and occurs in Pipes P-60, P-2 through P-3, and P-1 , respectively. Exhibit E-1 in Appendix E is a schematic of the proposed waterline for Phase 4 which shows the locations of the fire hydrants proposed for Phase 4. Exhibit "E-2" is a summary of the pipe system junction nodes with the fire flow at fire hydrants No . 20 and No. 22 . The lowest residual pressure occurred in the system at Junction J-10 . The pressure at this point is estimated by the model to be 82 .2 psi, which exceeds the minimum of 20 psi required by the TCEQ regulations. Exhibits "E-3" & "E-4" are summaries of the pipe sections for the system under this demand scenario. The maximum velocity for the 6", 8'', and 12' waterlines are 5 .1, 7.3, and 6 .2 feet per second , and occurs in Pipes P-15 through P-17, P-2 through P-3 , and P-1 , resp e ctively . A separate analysis was run for the domestic use of 1.5 gpm per unit for the entire subdivision , and the minimum residual pressure was 85 psi , which exceeds the minimum pr essure of 35 psi required by TCEQ . Minor lo sse s in this sys te m we re not calculated , a s th e y we re assumed to be insignificant. 4.0 CONCLUSIONS The waterlines proposed for this development should adequately provide the fire flow required with acceptable values for headloss and velocity . This analysis was done assuming adequate residual pressure in the existing 12" water main, as determined by the flow test. J Label Elevatior Zone Type Base Flow (ft) (gpm) J-1 307.50 Zone Demand 0.00 J-2 307.70 Zone Demand 0 .00 J-3 308 .00 Zone Demand 21 .00 J-4 308.70 Zone Demand 0 .00 J-5 308.80 Zone Demand 0 .00 J-6 308.70 Zone Demand 0 .00 J-7 308.40 Zone Demand 0 .00 J-8 308.00 Zone Demand 0 .00 J-9 306.90 Zone Demand 0 .00 J-10 306 .30 Zone Demand 0.00 J-11 305.30 Zone Demand 0 .00 J-12 302 .90 Zone Demand 0 .00 J-13 306.20 Zone Demand 0 .00 J-14 302 .80 Zone Demand 0 .00 J-15 306.80 Zone Demand 0 .00 J-16 306 .80 Zone Demand 0 .00 J-17 306 .80 Zone Demand 31 .50 J-18 304 .00 Zone Demand 0 .00 J-19 302 .00 Zone Demand 0 .00 J-20 306.90 Zone Demand 0.00 J-21 300.40 Zone Demand 64.50 J-22 301.70 Zone Demand 1,000 .00 J-23 301.70 Zone Demand 61 .50 J-24 301.30 Zone Demand 0 .00 J-25 299.50 Zone Demand 0 .00 J-26 308 .90 Zone Demand 0.00 J-27 306.50 Zone Demand 500 .00 J-28 296.80 Zone Demand 0 .00 Ti ll e: Dove Cro ssing Ph ase 1 g:l ... l w a le r re po r t in folphase 1 .wed 10/06/04 05:5 1:38 P M ©H aes tad Methods. Inc. Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fi xed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated Hydraulic Grad (gpm) (ft) 0 .00 505.10 0 .00 504 .98 21 .00 504 .58 0 .00 504.25 0 .00 503 .70 0 .00 503 .64 0.00 503.66 0 .00 503 .68 0 .00 503.71 0 .00 503 .72 0 .00 503 .73 0 .00 503 .73 0 .00 503 .72 0 .00 504 .15 0.00 504 .80 . 0.00 504 .80 31 .50 504 .76 0.00 504 .22 0 .00 504 .15 0 .00 497.82 64 .50 489.66 1,000.00 487.28 61 .50 487.28 0 .00 487.28 0 .00 487.28 0 .00 500 .96 500.00 489.04 0 .00 489.66 Texcon G ene r a l C o ntractors Pressure (psi) 85.49 85 .35 85.05 84 .60 84 .32 84 .34 84.48 84 .66 85.15 85.41 85.85 86.89 85.46 87 .12 85.67 85.66 85.65 86.62 87.46 82.60 81 .88 ~ ~ 80.47 81 .25 83 .09 78 .98 83.44 Proj ect Enginee r : Joe Sch ul tz Wa terCAD v6.5 [6 .5 120jf 37 B rook sid e Rocicl Wa te rb ury. CT 06708 USA + 1-203-755-1666- I I I I I I Analysis Results Scenario: Base Steady State Analysis Title : Project Engineer: Dove Crossing Phase 1 Joe Schultz Project Date : 09124104 09:58 :06 AM Comments : Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 6 .0 in 8 .0 in Total Length T itl e: D ove Cross ing Phase 1 g :l ... lwa l er report infolphase1 .w ed Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1.0804e-5 ft2 /s 30 1 28 0 0 0 0 0 0 0 0 2,496 .00 ft 2,447 .00 ft 5, 120 .00 ft Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCV's : -PBV's : -PRV's : -PSV's: -TCV's: -GPV's: 12 .0 in Te xcon Gene ral Contractors 0 0 0 0 0 0 0 0 0 0 1010610 4 05 :51 :48 PM © Haes ta d M e thods. In c . J7 Brookside Road Wate r l)Liry. CT 06708 USA 1.00 177 .00 ft Pro ject Engineer: Joe Schultz W;ilerCAD v6 .5 j 6 .5 120j l +1 -203-755:1666 Page I I I I La be I Elevatior Zone Type (ft) J-1 307 .50 Zone Demand J-2 307 .70 Zone Demand J-3 308.00 Zone Demand J -4 308.70 Zone Demand J-5 308.80 Zone Demand J-6 308.70 Zone Demand J-7 308.40 Zone Demand J-8 308.00 Zone Demand J-9 306 .90 Zone Demand J-10 306.30 Zone Demand J-11 305.30 Zone Demand J-12 302 .90 Zone Demand J-13 306.20 Zone Demand J-14 302.80 Zone Demand J-15 306.80 Zone Demand J-16 306.80 Zone Demand J-17 306.80 Zone Demand J-18 304 .00 Zone Demand J -19 302.00 Zone Demand J-20 306.90 Zone Demand J-21 300.40 Zone Demand J-22 301 .70 Zone Demand J-23 301.70 Zone Demand J-24 301 .30 Zone Demand J-25 299 .50 Zone Demand J-26 308.90 Zone Demand J-27 306.50 Zone Demand J-28 296.80 Zone Demand Titl e: Dove Crossing Phase 1 g :\ ... \wate r re port info\phase1 .wcd Base Flow (gpm) 0 .00 Fixed 0 .00 Fixed 21 .00 Fixed 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 1,000.00 Fixed 0 .00 Fixed 31 .50 Fixed 500.00 Fixed 0 .00 Fixed 0.00 Fixed 64 .50 Fixed 0 .00 Fixed 61 .50 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated ~ydraulic Grad (gpm) (ft) 0.00 505.10 0.00 505.01 21 .00 504 .73 0 .00 504.49 0 .00 504.11 0 .00 504 .07 0 .00 503.84 0 .00 503.51 0 .00 503 .14 0.00 502 .88 0 .00 502.71 0.00 502.71 0 .00 502.88 0 .00 496.20 1 ,000.00 495.16 0.00 495.16 31.50 495.16 500.00 495.19 0 .00 496.20 0 .00 504.77 64.50 504.39 0.00 504.34 61 .50 504.33 0 .00 504 .33 0 .00 504.33 0 .00 504 .09 0 .00 504 .18 0 .00 504 .39 Texcon General Contractors Pressure (psi) 85.49 85.37 85.12 84 .71 84 .50 84 .53 84 .56 84.59 84.90 85.05 85.41 86.45 85.10 83.67 81.49 81.49 81.49 82.72 84.02 85.61 88.26 87.67 87.67 87 .84 88.62 84.45 85.53 89.81 Project Engineer : Joe Schultz Wate rCAD v6 .5 !6 .5 120jl 10106104 05:48 :56 PM © H aestad M e lhods . Inc. 37 Brookside Road Wate r b u ry. CT 06708 USA + 1-2 03-755-1666 Label Length Piamete1 Material Hazen-Check (ft) (in) William~ Valve? Scenario: Base Steady State Analysis Pipe Report Minor Control Pischargtl: lpstream StructLli Loss Status (gpm) Hydraulic Grade ~wnstream Structu l?ressure Head loss Hydraulic Grade Pipe Gradient c Coefficien (ft) (ft) Head loss (fV1000ft) P-1 177 .00 12.0 PVC 150.0 false P-2 23 .00 8 .0 PVC 150.0 false P-3 74 .00 8 .0 PVC 150 .0 false P-4 67 .00 8 .0 PVC 150.0 false P-5 109.00 8.0 PVC 150.0 false P-6 11 .00 8 .0 PVC 150.0 false P-7 54 .00 8 .0 PVC 150.0 false P-8 78.00 8 .0 PVC 150.0 false P-9 87 .00 8 .0 PVC 150.0 false P-10 59 .00 8 .0 PVC 150.0 false P-11 41 .00 8 .0 PVC 150.0 false P-12 120.00 8 .0 PVC 150.0 false P-13 28 .00 6 .0 PVC 150.0 false P-14 376.00 6.0 PVC 150.0 false P-15 173.00 6.0 PVC 150.0 false P-16 4 .00 6.0 PVC 150.0 false P-17 20 .00 6 .0 PVC 150 .0 false P-18 487.00 6 .0 PVC 150.0 false P-19 58 .00 6 .0 PVC 150.0 false P-20 30.00 6 .0 PVC 150.0 false P-21 592 .00 8.0 PVC 150.0 false P-22 663 .00 8 .0 PVC 150.0 false P-23 221.00 8.0 PVC 150.0 false P-24 19.00 8 .0 PVC 150.0 false P-25 69.00 8 .0 PVC 150.0 fa lse P-26 160.00 8 .0 PVC 150.0 false P-27 93 .00 6 .0 PVC 150.0 false P-28 412.00 6.0 PVC 150.0 false P-29 646 .00 6.0 PVC 150.0 false P-30 169.00 6 .0 PVC 150.0 false Title : Dove Cross in g Ph ase 1 g :l ... l wate r report infolphase1 .wcd 10113/0 4 01 : 15: 18 PM © Haestad Meth ods . In c 0 .00 Open 1,678 .50 506 .00 0 .00 Open 496 .29 505 .10 0 .00 Open 496 .29 505 .01 0 .00 Open 475 .29 504 .73 0 .00 Open 475 .29 504.49 0 .00 Open 475.29 504 .11 0 .00 Open 526 .11 504 .07 0 .00 Open 526.11 503 .84 0 .00 Open 526 .11 503 .51 0 .00 Open 526.11 503 .14 0 .00 Open 526 .11 502.88 0 .00 Open 0.00 502.71 0 .00 Open 0.00 502.88 0 .00 Open 526.11 502.71 0 .00 Open 1,005.39 505.10 0 .00 Open 5 .39 495.16 0 .00 Open 5.39 495.16 0 .00 Open -26.11 495 .16 0 .00 Open -526.11 495 .19 0.00 Open 0.00 496 .20 0.00 Open 176.83 505 .10 0 .00 Open 176.83 504 .77 0.00 Open 112 .33 504 .39 0 .00 Open 112 .33 504 .34 0.00 Open 0 .00 504 .33 0.00 Open 0 .00 504 .33 0 .00 Open -50 .83 504 .07 0 .00 Open -5 0.83 504 .09 0 .00 Open -50.83 504 .18 0 .00 Open 0.00 504 .39 Texcon Gen era l Contrac tor s 37 Brookside Road Wa terl)t1ry . C T 06708 USA 505 .10 505.01 504 .73 504.49 504 .11 504 .07 503 .84 503 .51 503 .14 502 .88 502 .71 502 .71 502 .88 496.20 495.16 495.16 495.16 495.19 496.20 496 .20 504.77 504.39 504 .34 504 .33 504 .33 504 .33 504 .09 504 .18 504 .33 504.39 (ft) 0 .90 5 .07 0.09 3.83 0 .28 3 .83 0 .24 3 .53 0 .39 3.53 0 .04 3 .53 0 .23 4 .27 0 .33 4 .27 0 .37 4 .27 0.25 4 .27 0 .17 4 .27 0 .00 0 .00 0 .00 0 .00 6 .51 17 .32 9 .94 57.47 0 .00 0 .00 0 .00 0.00 0 .03 0 .07 1.00 17 .32 0 .00 0 .00 0 .34 0.57 0 .38 0 .5 7 0 .05 0 .24 0 .00 0 .24 0 .00 0 .00 0 .00 0 .00 0 .02 0 .23 0 .09 0 .23 0 .15 0 .23 0 .00 0 .00 Proi ec t Engineer : Joe Schultz WatcrCAD v6 .5 [6 .5 t 201 ! + 1-203-755-16(;!) Page I of I Analysis Results Scenario: Base Stead y State Ana lysis Title: Project Engineer: Dove Crossing Phase 1 Joe Schultz Project Date : 09/24/04 09 :58 :06 AM Comments: Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscos ity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 6 .0 in 8 .0 in Total Length Ti tl e : Dove Crossing Phase 1 g :l ... l wa ter r eport inro l pl1a se 1 .w ed Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1.0804e-5 ft2/s 30 1 28 0 0 0 0 0 0 0 0 2,496 .00 ft 2,447 .00 ft 5,120 .00 ft Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCV's : -PBV's : -PRV's : -PSV's : -TCV's: -GPV's : 12.0 in Texcon G e n e ral Contractors 0 0 0 0 0 0 0 0 0 0 10106104 05 :4 9:08 PM © Haes tad M e thods. Inc . 37 Brookside Road Wa terbury . CT 06708 USA 1.00 177 .00 ft Project Eng ineer: Joe S c hultz Wal e rCAD v6.5 [6.5 120i1 + 1-203-75 5-166() Page 1 I I I I I • Label Control Discharge Velocity Status (gpm) (ft/s) P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Ti tl e : Dove Cross ing Phase 1 1 ,678.50 496.29 496.29 475.29 475.29 475.29 526.11 526.11 526.11 526.11 526.11 0.00 0.00 526.11 1,005.39 5 .39 5.39 -26.11 -526.11 0 .00 176.83 176.83 112.33 112.33 0 .00 0 .00 -50.83 -50.83 -50 .83 0 .00 g :l ... l wa ter report info l p llase1 .wed 4 .76 3 .17 3 .17 3.03 3.03 3 .03 3 .36 3 .36 3 .36 3 .36 ~ 0 .00 0 .00 5 .97 11.41 -0 .06 0 .06 0 .30 5 .97 0.00 1 .13 1 .13 0.72 0 .72 0 .00 0 .00 0 .58 0 .58 0.58 0 .00 10/06/04 05:49:08 PM © Haesta d M e t1 1ods. In c . Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Up stream Structure Downstream Structure Calculated Hydraulic Grade Hydraul ic Grade Friction (ft) (fl) Head loss 506.00 505 .10 505.01 504.73 504.49 504 .11 504 .07 503 .84 503 .51 503 .14 502.88 502 .71 502 .88 502.71 505.10 495.16 495.16 495.16 495.19 496.20 505.10 504.77 504.39 504 .34 504 .33 504 .33 504.07 504.09 504.18 504 .39 505 .10 505.01 504 .73 504.49 504 .11 504 .07 503.84 503 .51 503 .14 502.88 502 .71 502 .71 502.88 496 .20 495.16 495.16 495.16 495 .19 496.20 496.20 504 .77 504 .39 504 .34 504.33 504.33 504.33 504.09 504 .18 504 .33 504 .39 Texcon General Co ntrac tors (ft) 0 .90 0 .09 0 .28 0 .24 0 .39 0 .04 0 .23 0 .33 0 .37 0 .25 0 .17 0 .00 0 .00 6.51 9 .94 0 .00 0 .00 0 .03 1 .00 0 .00 0 .34 0 .38 0 .05 0 .00 0 .00 0 .00 0 .02 0 .09 0 .15 0 .00 Calculated Minor Head 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 0 .00 0 .00 0 .00 0.00 0 .00 Pressure Headloss Pipe Grad ient Head los s (ft/1 OOOft) (fl) 0 .90 0 .09 0 .28 0 .24 0 .39 0 .04 0 .23 0 .33 0 .37 0 .25 0 .17 0 .00 0 .00 6 .51 9 .94 0 .00 0 .00 0 .03 1 .00 0 .00 0 .34 0 .38 0 .05 0 .00 0 .00 0 .00 0 .02 0 .09 0.15 0.00 5 .07 3 .83 3 .83 3.53 3 .5 3 3.53 4 .27 4 .27 4 .27 4 .2 7 4.2 7 0 .00 0 .00 17 .32 57.47 0 .00 0 .00 0.07 17 .32 0 .00 0 .57 0 .57 0 .24 0 .24 0 .00 0 .00 0 .23 0 .2 3 0 .23 0 .00 Pro1ec t E11g111eer Joe Sc t1u l tz W ;1tr!rC AD vfi 5 !6.5 120i l 37 B1 oo ks 1cle Road W"t e rtJury. CT OG70H U SA + 1-203-7~>5 -1 (;(;G / / / /// / / / / / / / / / / / / ,• ,. / / / Title: Dove Crossing Phase 1 ·,. g:\ ... \waler report info\phase2 .w c d ... ·,, .,. 10/13/04 0 1:17:00 PM © H aes ta d M e tho d s . Inc . / I ( Scenario: Base / / / / / / // / ,. ,. ,. ,. • .. . .. ~ 1l ·,, .,, .. ,. •' ,. ·., .. ,. \ FH7 .,. ,• ,. .• ,. .,, "'.r.., >JS .,, FH 1f"/ ,., ,,' . ,. .,, .. :• .... , Texcon Genera l Contractors •' ,. ... ,. ,. .., . .. .,. Project Engineer: Joe Schultz Wate rCAD v6 .5 [6 .5120jJ 37 Brookside Roacl Waterbury. CT 06708 USA + 1-203-755-1666 Page 1 o r 1 Label Elevation Zone Type Base Flow (ft) (gpm) J-1 307.50 Zone Demand 0 .00 J -2 307.70 Zone Demand 0 .00 J -3 308.00 Zone Demand 2 1 .00 J-4 308.70 Zone Demand 0 .00 J-5 308.80 Zone Demand 0 .00 J -6 308.70 Zone Demand 0 .00 J-7 308.40 Zone Demand 0 .00 J-8 308.00 Zone Demand 0 .00 J -9 306.90 Zone Demand 0 .00 J-10 306.30 Zone Demand 0 .00 J-11 305.30 Zone Demand 0.00 J-12 302.90 Zone Demand 0 .00 J -13 306.20 Zone Demand 34 .50 J -14 302.80 Zone Demand 0 .00 J-15 306.80 Zone Demand 0 .00 J-16 306.80 Zone Demand 0 .00 J-17 306.80 Zone Demand 31 .50 J-18 304.00 Zone Demand 0 .00 J-19 302.00 Zone Demand 0 .00 J -20 306.90 Zone Demand 0 .00 J-21 300.4 0 Zone Demand 64 .50 J-22 301 .70 Zone Demand 0 .00 J -23 301 .70 Zone Demand 61 .50 J-24 301 .30 Zone Dema nd 0 .00 J-25 299.50 Zone Demand 0 .00 J-26 308.90 Zone Demand 0 .00 J-27 306.50 Zone Demand 0.00 J -28 296.80 Zone Demand 0 .00 J-29 302.00 Zone Demand 1 ,000.00 J-30 300.00 Zone Demand 45.00 J -31 288.00 Zone Demand 34 .50 J-32 296.50 Zone Demand 0 .00 J -33 294 .00 Zone Demand 0 .00 J-34 292.00 Zone Demand 0 .00 J-35 294.50 Zone Demand 0 .00 J-36 294 .50 Zone Demand 0 .00 J-37 300.50 Zone Demand 0 .00 J-38 . 300.50 Zone Demand 0 .00 J-39 299 .50 Zone Demand 500 .00 J-40 298 .50 Zone Demand 60 .00 J-41 292.00 Zone De m and 0 .00 J-42 294.00 Zone Demand 0 .00 J-43 297.30 Zone Demand 0.00 J-44 297 .00 Zone De m and 0.00 J-45 295.50 Zone Dema nd 0.00 J -46 297.00 Zone Dema nd 0 .00 J-4 7 2 95.00 Zone Dema nd 0 .0 0 Ti tl e : Dove Crossing Phase 1 g:\ ... \w a te r report in fo\pt1ase2 .w cd Fi xed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fi xed Fi xed Fi xed Fi xed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fi xed Fi xed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fi xed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fix ed Fi xed Fix ed Fi xed Fix ed Fi xed Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated ~ydraulic Grad1 (gpm) (ft) 0 .00 504 .92 0 .00 504 .63 21 .00 503 .70 0 .00 502 .89 0 .00 501 .57 0 .00 501.44 0 .00 501 .04 0.00 500.45 0 .00 499.80 0 .00 499.35 0 .00 499.34 0 .00 499.22 34 .50 498.72 0 .00 499.85 0 .00 503.58 0 .00 503.55 31 .50 503.39 0 .00 500.22 0 .00 499.78 0 .00 502.02 64.50 498.77 0 .00 497 .91 61 .50 497 .83 0.00 497.40 0.00 497.83 0 .00 501.15 0 .00 499.86 0 .00 498.77 1 ,0 00.00 489.24 45.00 496.06 34.50 499.29 0 .00 499.22 0 .00 499.17 0 .00 499.17 0 .00 499.13 0 .00 499.13 0 .00 499.14 0 .00 499.1 1 500.00 495.34 60.00 495.71 0 .00 499.13 0 .00 499 .17 0 .00 495 .91 0 .00 495 .90 0 .00 4 9 5 .7 1 0 .00 495 .90 0 .00 499 .13 Texcon General Contractors Pressure e (psi) 85.42 85.20 84.67 84 .02 83.40 83 .39 83 .34 83.26 83.46 83.53 83.95 84.94 83.30 85 .25 85 .14 85.12 85.06 84.90 85.57 84.42 85.83 84 .89 84 .86 84.84 85.81 83 .18 83.66 87.38 ~JJU 84 .83 91.41 87 .71 88.77 89.63 88.54 88.54 85.94 85.93 84 .73 85.32 8 9 .62 88.77 85.93 86.05 86 .6 2 86 .0 5 88 .3 2 B< ~,·bd-e__-.).._ "')ce()C<.Y ,·o 4:>h9a.<J i"(l~ ! 1 we..-s + -re--si'cl v..cJ pv~"5'5u. v-e.... Project Engineer: Joe Schultz Wa terCAD v6 .5 16 .5 12011 10107104 09:18 :08 A M © Haes tad Methods. Inc. 37 Brookside Roa d W a terbury. C T 06708 USA + 1-203-755-16 66 Poge 1 o f 1 Analysis Results Scenario: Base Steady State Analysis Title: Dove Crossing Phase 1 Project Engineer: Joe Schultz Project Date : 09/24/04 09 :58 :06 AM Comments: Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Liquid Kinematic Viscosity Water at 20C(68F) 1 .0804e-5 ft•/s Specific Gravity Network Inventory Pressure Pipes 53 Number of Tanks Number of Reservoirs -Constant Area: Number of Pressure Junctic 47 -Variable Area : Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 6.0 in 8 .0 in Total Length 0 0 0 0 0 0 0 0 5,363 .00 ft 4,670 .00 ft 10,210.00 ft Number of Valves -FCV's : -PBV's : -PRV's : -PSV's : -TCV's: -GPV's: 12.0 in Pressure Pipes @ 0.00 hr 1.00 0 0 0 0 0 0 0 0 0 0 177 .00 ft Label ControDischargeVelocit\tJpstream Strucilawnstream Structt.©alculatecCa lculatecPressura-leadloss Status (gpm) (fUs) Hydraulic Grade Hydraulic Grade Friction Minor Pipe Gradient (ft) (ft) Headless HeadlossHeadlos$fU1 OOOft) (ft) (ft) (ft) P-1 Open 1,852 .50 5 .26 506 .00 504.92 1.08 0 .00 1.08 6 .09 P-2 Open 944 .03 6 .03 504.92 504 .63 0 .29 0 00 0 .29 12 .60 P-3 Open 944 .03 603 504 .63 503 .70 0 .93 0 .00 0 .93 12.60 P-4 Open 923 .03 5 .8 9 503 .70 502 .89 0 .81 0 .00 0.81 12 08 P-5 Open 92 3 .0 3 5 .89 502 .89 50 1.57 1.32 0 .00 1.32 12 08 -----· -----. ----·-·---·--· ---------·--·-· ·--------·---·- Ti tl e : Dove Cross in g Phase 1 g :\ ... lwa ter report infolpl1as e2 .wcd Texcon Genera l Contractors GX'.~ ib1:t e..~3 Project Eng ineer : Joe Sch ultz Wa terCAD v6 .5 i6 .5 120jJ 10 /07 /04 09 :18 :22 AM © Haes tad Me thods. Inc . 37 Brookside Road Wa terbury . C T 06708 USA ... 1-203 -7 55-1666 Page 1 or 2 Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0 .00 hr Labe l ControDischargeVelocitl,dpstream StrucilCDVnstream Structl.©alculatecCalculatecPressunHeadloss Status (gpm) (fUs) Hydraulic Grade Hydraulic Grade Friction Minor Pipe Grad ient P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P-42 P-44 P-45 P-46 P-47 P-48 P-49 P-50 P-51 P -52 P-53 P-54 Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open 923 .03 713 .96 713 .96 713 .96 713.96 107 .99 239.89 605.97 -131 .90 341.45 341 .45 341.45 309.95 309.95 178.05 567 .02 567 .02 502.52 502 .52 650.09 0 .00 209.07 209 .07 209.07 0 .00 571.47 -428.53 178.05 67 .20 67 .20 0.00 0 .00 76.35 76.35 383.44 -116 .56 239 .. 89 0 .00 0 .00 67.20 650.09 176.56 176 .56 0 .00 -176.56 0 .00 -67 .2 0 -67 .20 Titl e : Dove Cross in g P hase 1 g:\ ... \wa l e r report inlo \phase2 .wccl 5 .89 4.56 4 .56 4 .56 4 .56 0.69 1.53 6.88 1.50 3 .87 3 .87 3 .87 3 .52 3 .52 2 .02 3 .62 3 .62 3 .21 3 .21 4 .15 0 .00 2 .37 2 .37 2 .37 0 .00 6.48 4.86 2.02 0 .76 0.76 0 .00 0.00 0 .87 0 .87 4 .35 1 .32 1 .53 0 .00 0 .00 0.43 4 .15 1 .13 1 .13 0 .00 1 .13 000 0.4 3 0 .4 3 (ft) (ft) Headless HeadlossHeadlos~fU1 OOOft) 501 .57 501.44 501 .04 500.45 499.80 499.35 499.34 499.35 499.34 504 .92 503 .58 503 .55 503.39 500 .22 499 .85 504.92 502.02 498.77 497 .91 497 .83 497 .83 501.44 501 .15 499.86 498.77 498.72 489.24 499.78 499.29 499.22 499.17 499 .13 499.29 499.14 499.11 495.34 499.22 499 .13 499.17 499.17 497.40 496 .06 495 .91 495 .71 495.71 495 .90 499 .11 499 .13 (ft) (ft) (ft) 501.44 501 .04 500.45 499.80 499.35 499.34 499.22 498.72 499.85 503.58 503.55 503.39 500.22 499.85 499.78 502.02 498.77 497 .91 497 .83 497.40 497.83 501 .15 499.86 497.83 498.77 489.24 496.06 499.29 499.22 499.17 499.17 499.13 499.14 499.11 495.34 495.71 499.11 499.13 499 .17 499.13 496.06 495.91 495 .90 495.71 495.90 495 .90 499 .13 499.13 0.13 0.41 0 .59 0 .65 0.44 0 .01 0 .12 0.63 0 .50 1 .35 0 .03 0 .16 3 .17 0 .38 0 .07 2 .90 3 .25 0.87 0 .07 0.44 0 .00 0 .29 1 .29 2 .03 0 .00 9.49 6 .82 0.49 0.07 0 .05 0.00 0 .00 0 .15 0 .03 3.77 0 .38 0 .12 0 .00 0.00 0 .04 1 .34 0 .15 0 .01 0 .00 0 .19 0.00 0 .0 3 0 .00 Texcon General Contra ctors 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 000 0 .00 0 .00 0 .00 0.00 0 .13 0.41 0 .59 0.65 0 .44 0 .01 0 .12 0 .63 0.50 1 .35 0.03 0.16 3 .17 0 .38 0 .07 2 .90 3 .25 0 .87 0 .07 0.44 0 .00 0 .29 1 .29 2 .03 0.00 9.49 6.82 0.49 0 .07 0 .05 0 .00 0 .00 0 .15 0 .03 3 .77 0 .38 0.12 0 .00 0 .00 0 .04 1 .34 0 .15 0 .01 0 .00 0.19 0 .00 0 .03 0 .00 12 .08 7 .51 7 .51 7 .51 7 .51 0 .23 1.00 22.50 1 .34 7 .78 7 .77 7.78 6 .50 6 .50 2 .33 4 .90 4 .90 3 .92 3.92 6 .31 0 .00 3 .14 3.14 3 .14 0 .00 20 .19 11 .85 2 .33 0 .38 0.38 0.00 0.00 0.49 0.49 9 .64 1 .06 1 .00 0 .00 0 .00 0 .09 6 .31 0.56 0 .57 0 .00 0.56 0.00 0 .09 0 .09 Proj ect Engineer: Joe Schu ltz WaterCAD v6 .5 (6 .5 120 jJ 10107104 09:18 :22 AM © Haestad Me thod s. In c 37 Brookside Road Wat e rbury . CT 06708 USA + 1-203-755 -1666 Page 2 or 2 Label Elevation Zone Type Base Flow (ft) (gpm) J-1 307.50 Zone Demand 0 .00 J-2 307 .70 Zone Demand 0 .00 J -3 308.00 Zone Demand 21 .00 J-4 308.70 Zone Demand 0 .00 J-5 308.80 Zone Demand 0 .00 J-6 308.70 Zone Demand 0.00 J-7 308.40 Zone Demand 0 .00 J-8 308.00 Zone Demand 0.00 J-9 306.90 Zone Demand 0.00 J-10 306.30 Zone Demand 0 .00 J-11 305.30 Zone Demand 0 .00 J-12 302.90 Zone Demand 0 .00 J-13 306 .20 Zone Demand 34 .50 J-14 302.80 Zone Demand 0 .00 J-15 306.80 Zone Demand 0.00 J-16 306.80 Zone Demand 0.00 J-17 306.80 Zone Demand 31.50 J-18 304 .00 Zone Demand 0.00 J-19 302 .00 Zone Demand 0.00 J-20 306.90 Zone Demand 0 .00 J -21 300.40 Zone Demand 64 .50 J-22 301 .70 Zone Demand 0.00 J-23 301 .70 Zone Demand 61.50 J-24 301 .30 Zone Demand 0.00 J-25 299.50 Zone Demand 0 .00 J-26 308.90 Zone Demand 0 .00 J-27 306.50 Zone Demand 0 .00 J-28 296.80 Zone Demand 0 .00 J-29 302.00 Zone Demand 0 .00 J-30 300.00 Zone Demand 45.00 J-31 288.00 Zone Demand 34 .50 J-32 296.50 Zone Demand 0 .00 J-33 294 .00 Zone Demand 0 .00 J-34 292 .00 Zone Demand 0.00 J-35 294 .50 Zone Demand 0 .00 J-36 294 .50 Zone Demand 0 .00 J-37 300 .50 Zone Demand 1 ,000.00 J-38 300.50 Zone Demand 0 .00 J-39 299.50 Zone Demand 0 .00 J-40 298.50 Zone Demand 60.00 J-41 292.00 Zone Demand 0 .00 J-42 294 .00 Zone Demand 0 .00 J-43 297 .30 Zone Demand 0 .00 J-44 297 .00 Zone Demand 0 .00 J-45 295 .50 Zone Demand 0 .00 J -46 297 .00 Zone Demand 0 .00 J-47 295.00 Zone Demand 500.00 Ti tl e : Dove Crossing Pha se 1 g :l ... lwa ter repor t infolphase2 .wcd Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated Hydraulic Grad (gpm) (ft) 0 .00 504 .92 0 .00 504.61 21 .00 503.61 0 .00 502.74 0 .00 501 .32 0 .00 501 .18 0 .00 500 .62 0 .00 499.81 0 .00 498.91 0.00 498.30 0 .00 497 .81 0 .00 496.52 34 .50 498.31 0 .00 497 .71 0 .00 503 .05 0 .00 503 .01 31 .50 502 .79 0 .00 498.25 0 .00 497 .36 0 .00 502.93 64.50 500.69 0 .00 500.12 61 .50 500 .08 0 .00 499.86 0 .00 500.08 0 .00 501 .09 0 .00 500.70 0 .00 500.69 0 .00 498.70 45.00 499.19 34 .50 494.86 0 .00 494.71 0 .00 494 .60 0 .00 494 .60 0 .00 494 .52 0.00 494 .52 1,000.00 493 .09 0.00 495.25 0 .00 . 496.83 60 .00 498 .26 0 .00 494 .52 0 .00 494 .60 0 .00 498.80 0 .00 498.77 0 .00 498.26 0 .00 498 .77 500 .00 494 .52 Texcon General Contra ctors Pressure ~ (psi) 85.42 85.19 84 .63 83 .95 83 .30 83 .28 83.16 82.99 83.07 83 .07 83.29 83.77 83.12 84 .33 84 .91 84.89 84 .80 84 .04 84 .52 84.81 86.66 85.85 85.83 85.91 86.78 83.15 84 .02 88.21 85.10 86.18 89.50 85.76 86 .79 87.65 86.54 86.54 83 .32 84 .26 85.38 86.43 87 .62 86.79 87 .18 87 .29 87 .73 87 .29 86.32 8xh ,· b .:t-~-+ ~c€..()a.V'l'o '5\.iow•'f\9, n1 a..'i._i i'Yl U.W'l vJo:te..ri iri' e, vdoc.t'+,·e:S Project Eng ineer: Joe Schult z WaterCAD v6 .5 i6.5120jl ·t 0107/04 09: 17 : 17 AM © Haestad Me thods. Inc . 37 Broo ks ide Roa d Water l)Liry. CT 0670fl USA + 1-203-755-I fiG6 Page 1 of 1 Label Length biamete1 Materia I Hazen-Check (ft) (in) Willia mi Valve? Scenario: Base Steady State Analysis Pipe Report Minor Contro lbischarg4 pstream Structlli Loss Status (gpm) Hydraulic Grade rownstream Structu e>ressure He ad lo ss Hydraulic Grade Pipe Gradient c ~oeffi c ien (ft) (ft) H ea dlos~ (fV1000ft) P-1 177 .00 12.0 PVC 150.0 false P-2 23 .00 8 .0 PVC 150.0 false P-3 74 .00 8 .0 PVC 150.0 false P-4 67 .00 8 .0 PVC 150.0 false P-5 109.00 8 .0 PVC 150.0 false P-6 11 .00 8 .0 PVC 150.0 false P-7 54 .00 8 .0 PVC 150.0 false P-8 78 .00 8 .0 PVC 150.0 false P-9 87 .00 8 .0 PVC 150 .0 false P-10 59 .00 8 .0 PVC 150 .0 false P-11 41 .00 8 .0 PVC 150 .0 false P-12 120.00 8 .0 PVC 150.0 false P-13 28 .00 6 .0 PVC 150.0 false P-14 376 .00 6 .0 PVC 150.0 false P-15 173 .00 6 .0 PVC 150 .0 false P-16 4 .00 6 .0 PVC 150 .0 false P-17 20 .00 6 .0 PVC 150 .0 false P-18 487 .00 6 .0 PVC 150 .0 false P-19 58.00 6.0 PVC 150 .0 false P-20 30 .00 6 .0 PVC 150 .0 false P-21 592 .00 8 .0 PVC 150.0 false P-22 663 .00 8.0 PVC 150.0 false P-23 221 .00 8.0 PVC 150.0 false P-24 19.00 8 .0 PVC 150.0 false P-25 69.00 8 .0 PVC 150.0 false P-26 160.00 8.0 PVC 150.0 false P-27 93 .00 6.0 PVC 150.0 false P-28 412 .00 6 .0 PVC 150.0 false P-29 646 .00 6 .0 PVC 150.0 false P-30 169.00 6 .0 PVC 150.0 false P-31 470 .00 6 .0 PVC 150.0 false P-32 576 .00 6 .0 PVC 150.0 false P-33 210 .00 6.0 PVC 150.0 false P-34 173.00 6.0 PVC 150.0 false P-35 133.00 6.0 PVC 150.0 false P-36 160.00 6 .0 PVC 150.0 false P-37 26 .00 6 .0 PVC 150.0 false P-38 302 .00 6 .0 PVC 150.0 false P-39 72.00 6 .0 PVC 150.0 false P-40 391 .00 6 .0 PVC 150.0 false P-41 354 .00 6 .0 PVC 150.0 false P-42 119.00 8 .0 PVC 150.0 false P-44 161 .00 8 .0 PVC 150 .0 false P -45 161 .00 8 .0 PVC 150 .0 false P-46 375 .00 8 .0 PVC 150 .0 false P-47 212 .00 8 .0 PVC 150 .0 fal se P-48 260 .00 8 .0 PVC 150 .0 false P-49 19.00 8 .0 PVC 150 .0 false P-50 207 .00 8 .0 PVC 150.0 false P-51 333 .00 8 .0 PVC 150 .0 false P-52 70 .00 8 .0 PVC 150 .0 false --------------------- - Titl e: Dove Crossing Ph ase 1 g :l ... lwa ter repo rt infolphase2 .wcd 10/13/04 01 :3 1:58 PM © Haes rac l Melhocls. In c 0 .00 Open 1,852.50 506 .00 0 .00 Open 981.11 504 .92 0 .00 Open 981 .11 504.61 0 .00 Open 960 .11 503 .61 0 .00 Open 960 .11 502 .74 0 .00 Open 960 .11 501 .32 0 .00 Open 849 .85 501 .18 0 .00 Open 849.85 500 .62 0 .00 Open 849 .85 499 .81 0 .00 Open 849.85 498.91 0 .00 Open 918.02 498.30 0 .00 Open 864 .74 497 .81 0 .00 Open -68 .18 498 .30 0 .00 Open 53 .29 497 .81 0 .00 Open 407 .95 504 .92 0 .00 Open 407 .95 503 .05 0 .00 Open 407 .95 503 .01 0 .00 Open 376.45 502 .79 0 .00 Open 376.45 498.25 0 .00 Open 429.74 497.71 0 .00 Open 463.44 504 .92 0.00 Open 463.44 502 .93 0 .00 Open 398 .94 500 .69 0 .00 Open 398 .94 500 .12 0 .00 Open 447 .70 500 .08 0 .00 Open 0 .00 500 .08 0 .00 Open 110 .26 501 .18 0 .00 Open 110.26 501 .09 0 .00 Open 110.26 500 .70 0 .00 Open 0.00 500 .69 0 .00 Open -102 .68 498.31 0 .00 Open -102 .68 498.70 0 .00 Open 429.74 497 .36 0 .00 Open 102.61 494 .86 0 .00 Open 102.61 494 .71 0 .00 Open 0.00 494 .60 000 Open 0 .00 494 .52 0 .00 Open 292 .63 494 .86 0 00 Open -707 .37 493 .09 0 .00 Open -240 .02 495.25 0 .00 Open -240 .02 496.83 0 .00 Open 864 .74 496.52 0 .00 Open 0 .00 494.52 0 .00 Open 0 .00 494.60 0 00 Open 102 .61 494 .60 000 Open 447 .70 499.86 0 .00 Open 300 .02 499.19 0 .00 Open 300 .02 498.80 0 00 Open 0 .00 498.26 0 .00 Open -300 .02 498.26 0 .00 Open 0 00 498 .77 -------------- Te xcon Gen e ral Contractors '.17 Bron k sid c Ro ac l Wat e rbury . CT 06 70 8 US/\ 504.92 504.61 503.61 502 .74 501 .32 501 .18 500 .62 499.81 498 .91 498.30 497 .81 496.52 498.31 497.71 503 .05 503.01 502 .79 498.25 497 .71 497 .36 502 .93 500 .69 500 .12 500 .08 499.86 500 .08 501 .09 500 .70 500 .08 500 .69 498 .70 499.19 494 .86 494.71 494 .60 494 .60 494 .52 493 .09 495.25 496 .83 498 .26 495 .25 494 .52 494 .60 494 .52 499.19 498 .80 498 .77 498 .26 498 .77 498 .77 ----- (ft) 1 .08 6 .09 0 .31 13 .53 1.00 13 .53 0 .87 13 .00 1.42 13 .00 0 .14 12 .99 0 .56 10 .37 0 .81 10 .37 0 .90 10 .37 0 .61 10 .37 0.49 11.96 1.28 10.71 0 .01 0 .39 0 .09 0.25 1.87 10 .81 0 .04 10 .81 0 .22 10 .81 4 .54 9 .32 0 .54 9 .32 0 .36 11 .91 2 .00 3 .37 2 .24 3 .37 0 .56 2.56 0 .05 2 .56 0 .22 3 .16 0 .00 0 .00 0 .09 0 .96 0 .39 0 .96 0 .62 0.96 0 .00 0 .00 0 .39 0 .84 0.48 0.84 2 .50 11 .91 0 .15 0 .84 0 .11 0 .84 0 .00 0 .00 0 .00 0 .00 1 .77 5 .84 2.16 2 9 .97 1 .58 4 .05 1.43 4 .05 1.27 10 .7 1 0 .00 0 .00 0 .00 0 .00 0 .08 0 .2 1 0 .67 3 .16 0 .3 9 1.5 1 0 .03 1.5 1 0 .00 0 00 0 .50 1.5 1 0 00 000 Project Enginee r : .Jo e Schultz W<•l e rC AD v6 :, j6 .5 120jj + 1-203-755-1 ()(;() P ;1ye 1 o r 2 Label Length Piameter Material Hazen-Check (ft) (in) Williams Valve? Scenario: Base Steady State Analysis Pipe Report Minor Control Discharg4 pstream StructUi Loss Status (gpm) Hydraulic Grade ~wnstream Structu e'ressure Head loss Hydraulic Grade Pipe Gradient c Coefficien (ft) (ft) He ad loss (fU1 OOOft) P-53 288.00 8.0 PVC 150.0 false P-54 18.00 8 .0 PVC 150 .0 false Ti tl e : Dove Cross in g Ph ase 1 g :\ ... \wa te r re po rt in fo \pha se2 .wcd 10 /131 04 0 1 :3 1 :5 8 PM © Haestad Me th o d s . In c . 0 .00 Open 397 .39 495.25 0 .00 Open -102.61 494 .52 Tex c on G e neral C o ntrac t o r s 37 Broo ksid e Ro ad Wat e rb ury . C T 06708 USA 494 .52 494 .52 (ft) 0 .73 2 .54 0.00 0 .2 1 P ro je ct E nginee r : Joe Schultz Wa te rC AD v6 .5 16 .5 120j ] + 1-20 3 -755 -I GGG Pa ge 2 o r 2 Analysis Results Scenario: Base Steady State Analysis Title : Project Engin eer: Dove Crossing Phase 1 Joe Schultz Project Date : 09/24/04 09:58 :06 AM Comments : Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liqu id Kinematic V iscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Poin t (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point : Number of Spot Elevations Pressure Pipes Inventory 6.0 in 8 .0 in Total Length Ti ll e: Dove Cross ing Phase 1 Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 53 47 0 0 0 0 0 0 0 0 1 . 0804e-5 tt2 /s 5 ,363 .. 00 ft 4,670 .00 ft 10,210.00 ft Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Va lves -FCV's : -PBV's : -PRV's : -PSV's : -TCV's: -GPV's : 12.0 in g :l ... \water repo rt in folphase2 .w cd Texcon Gene r a l C o ntract o rs 0 0 0 0 0 0 0 0 0 0 1010 7104 09 : 17 :29 AM © Haestad Me th od s . In c . 37 Brookside Road Wa terbury. CT 06708 USA 1 .00 177.00 ft Project Engineer : Joe Schultz WaterCAD v6 .5 16 .5 120j] +1-203-755-1666 Page 1 Label P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P-42 P-44 P-45 P-46 P -47 P-48 P -49 Control Discharge Velocity Status (gpm) (fVs) Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open 1.852 .50 981 .11 981 .11 960.11 960 .11 960 .11 849 .8 5 849 .85 849 .85 849 .85 918 .02 864.74 -68 .18 53.29 407 .95 407.95 407 .95 376.45 376 .4 5 429.74 463.44 463.44 398 .94 398 .94 447.70 0 .00 110 .26 110 .26 110 .26 0 .00 -102 .68 -102 .68 429.74 102 .61 102 .61 0.00 0 .00 292 .63 -707 .37 -240 .02 -240 02 864 .74 0 .00 0 .00 102 .6 1 447 .70 300.02 300 .02 ~ ~ 6 .26 6.13 6.13 6 .13 5.42 5 .42 5.42 5.42 5 .8 6 5 .52 0.77 0.60 4 .63 4 .63 4 .63 4 .27 4 .2 7 4 .88 2 .96 2.96 2 .55 2 .55 2 .86 0 .00 1 .25 1.25 1 .25 0 .00 1.17 1 .17 4 .88 1.16 1.16 0 .00 0 .00 3 .32 8 .0 3 2 .72 2 .72 5 .52 0 .00 0 .00 0 .65 2 .86 1.91 1.91 Tit le : Dove Cross ing Ph ase 1 Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade H ydraulic Grade Friction (ft) (ft) Head loss 506 .00 504 .92 504 .61 503 .61 502.74 501 .32 501 .18 500.62 499.81 498.91 498.30 497 .81 498.30 497.81 504 .92 503 .05 503 .01 502 .79 498.25 497 .71 504 .92 502 .93 500 .69 500 .12 500 .08 500.08 501 .18 501 .09 500 .70 500 .69 498.31 498.70 497 .36 494.86 494 .71 494 .60 494 .52 494 .86 493.09 495.25 496 .83 496.52 494 .52 494 .60 494 .60 499 .86 499.19 498 .80 504 .92 504 .61 503.61 502 .74 501 .32 501 .18 50 0.6 2 499.81 498.91 498 .30 497 .81 496.52 498 .31 497.71 503.05 503 .01 502.79 498.25 497.71 497 .36 502 .93 500 .69 500 .12 5 00 .08 499 .86 500.08 501.09 50 0.7 0 500.08 50 0 .69 498.70 499.19 494 .86 494 .71 494 .60 494 .60 494 .52 493 .09 495.25 496 .83 498.26 495 .25 494 .52 494 .60 494 .52 499 .19 498 .80 498 .77 (ft) 1.08 0 .31 1.00 0 .87 1.42 0 .14 0 .56 0 .81 0 .90 0 .61 0.49 1.28 0 .01 0 .09 1.87 0 .04 0.22 4.54 0 .54 0 .36 2 .00 2 .24 0 .56 0 .05 0 .22 0 .00 0 .09 0 .39 0.62 0.00 0.39 0.48 2 .5 0 0 .15 0 .11 0 .00 0 .00 1.77 2 .16 1.58 1.43 1.27 0 .00 0 .00 0 .08 0 .67 0 .39 0 .03 ~r l ... l w a te r report infolpl1 ase2 .wcd Texcon General Contractors Calculated Minor Headloss (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 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 0 .00 0 .00 0 .00 000 0 00 Pressure Headloss Pipe Gradient Head loss (fV1 OOOft) (ft) 1.08 0 .31 1.00 0 .87 1.42 0 .14 0 .56 0 .81 0 .90 0 .61 0.49 1.28 0 .01 0.09 1.87 0 .04 0 .22 4.54 0.54 0 .36 2.00 2 .24 0 .56 0 .05 0 .22 0 .00 0 .09 0 .39 0 .62 0 .00 0.39 0.48 2 .50 0 .15 0 .11 0 .00 0 .00 1.77 2 .16 1.58 1.43 1.27 0 .00 0 00 0 .08 0 .67 0 .39 0 .03 6 .09 13 .53 13 .53 13 .00 13.00 12.99 10.37 10.37 10.37 10.37 11 .96 10.71 0 .39 0 .25 10.81 10.81 10 .81 9 .32 9 .32 11 .91 3 .37 3 .37 2.56 2 .56 3 .16 0 .00 0 .96 0 .96 0 .96 0 .00 0 .84 0 .84 11 .91 0 .84 0 .84 0 .00 0 .00 5.84 29.97 4 .05 4 .05 10 .71 0 .00 0 .00 0 .21 3 .16 1.5 1 1.51 Project Enginee r : Joe Schu lt z Wa tc rCA D v6 .5 16.5 t 20jl HJ/07/04 09 : ·11 ·2 9 A M © Ha es tad Mc thod s.-tn c . 37 Br ooksid e Roa d Wa te rbury. CT 06 700 USA + t -2 03-7S5-t 66G Page 2 Label Control Discharge Velocity Status (gpm) (fUs) P-50 Open 0 .00 0 .0 0 P-51 Open -300 .02 1 .91 P-52 Open 0 .00 0 .00 P-53 Open 397 .39 2 .54 P-54 Open -102 .6 1 0 .65 Ti tl e : Dove Cross ing Phase 1 g :l ... \wa te r report in fo \phase2 .w c d ·10107104 09: 17 :29 AM © H aes ta d M e thocl s. tn c Analysis Results Scenario : Base Steady State Analysis Press ure Pipes @ 0.00 hr Upstrea m Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss (ft) 498 .26 498.26 0 .00 498.26 498.77 0.50 498.77 498.77 0 .00 495.25 494 .52 0 .73 494.52 494 .52 0 .00 Texcon G e n e r a l C o ntract o rs Calculated Minor Head loss (ft) 0 .00 0 .00 0.00 0 .00 0 .00 Pressure H ead loss Pipe Grad ient Head loss (fl/1 OOOft) (ft) 0 .00 0 .00 0 .50 1.5 1 0.00 0 .00 0 .73 2 .54 0 .00 0 .21 Proj ect Engineer: Joe Schultz Wcit c r CAD v6 5 !6 .5 t 20jJ 37 Broo ks ide R o acJ W a te r bu ry . C T 06708 USA + I -203-7 55-1 GGG ---------------------- --- Appendix "D" Dove Crossing Subdivision Phase 3 Analysis 6 / / I . · ... ... .. .. . .. .. T i tl e : D ove Cross ing Phase 1 g :l ... lwa ter report infol pl1ase3.wcd . .. • • ... .. I FH17 •' . Scenario: Base ... .... . .. . .. Fl-\IJ--,., .. Texcon Gen era l Contractors 101 1 3104 O 1 :33 :46 PM © Haesl ad M e thods . In c . 37 Brook s~de Road W a te rbury, C T 0 6708 USA Projec1 Engineer : Joe Scl1u l tz Wa te rCAD v6 .5 [6.5 120jJ +1-203-755-1666 Pa~ie 1 o r1 Label Elevation Zone Type Base Flow (ft) (gpm) J-1 307 .50 Zone Demand 0 .00 J-2 307 .70 Zone Demand 0 .00 J-3 308.00 Zone Demand 21 .00 J-4 308.70 Zone Demand 0.00 J-5 308.80 Zone Demand 0 .00 J-6 308 .70 Zone Demand 0 .00 J-7 308.40 Zone Demand 0.00 J-8 308.00 Zone Demand 0 .00 J-9 306.90 Zone Demand 0 .00 J-10 306.30 Zone Demand 0 .00 J-11 305.30 Zone Demand 0.00 J-12 302 .90 Zone Demand 0 .00 J-13 306.20 Zone Demand 34 .50 J-14 302 .80 Zone Demand 0.00 J-15 306.80 Zone Demand 0 .00 J-16 306.80 Zone Demand 0 .00 J-17 306.80 Zone Demand 31 .50 J-18 304 .00 Zone Demand 0 .00 J-19 302.00 Zone Demand 0 .00 J-20 306.90 Zone Demand 0 .00 J-21 300.40 Zone Demand 64.50 J-22 301 .70 Zone Demand 0.00 J-23 301 .70 Zone Demand 61 .50 J-24 301.30 Zone Demand 0 .00 J-25 299.50 Zone Demand 0 .00 J-26 308.90 Zone Demand 0 .00 J-27 306.50 Zone Demand 0 .00 J-28 296.80 Zone Demand 0 .00 J-29 302.00 Zone Demand 0 .00 J-30 300.00 Zone Demand 45.00 J-31 288.00 Zone Demand 34 .50 J-32 296.50 Zone Demand 0 .00 J-33 294 .00 Zone Demand 0 .00 J-34 292.00 Zone Demand 0 .00 J-35 294.50 Zone Demand 0 .00 J-36 294.50 Zone Demand 0 .00 J-37 300.50 Zone Demand 0 .00 J-38 300.50 Zone Demand 0 .00 J-39 299.50 Zone Demand 0 .00 J-40 298.50 Zone Demand 60.00 J-41 292 .00 Zone Demand 0 .00 J-42 294 .00 Zone Demand 0 .00 J-43 297 .30 Zone Demand 0 .00 J-44 297.00 Zone Demand 0 .00 J-45 295.50 Zone Demand 0 .00 J-46 297 .00 Zone Demand 0 .00 J-47 295.00 Zone Demand 0 .00 J-48 2 90 .50 Zone Demand 0 .00 J-49 2 90 .50 Zone Dema nd 500.00 J -50 2 9 0 .50 Zone D ema nd 0 .00 J-51 288 .00 Zon e Demand 0 .00 J-52 290.00 Zone Demand 1 ,000 .00 --·------------- Titl e : D ove Crossing P h ase 1 g:l ... l w a te r r eport infolphase3 .w c d Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Pressure Calculated Hydraulic Grad~ (psi) (gpm) (ft) 0 .00 504 .74 85.34 0 .00 504 .38 85.10 21.00 503.23 84.47 0 .00 502.23 83 .73 0.00 500.60 82 .98 0 .00 500.43 82.95 0 .00 499.83 82.82 0 .00 498.96 82.62 -0 .00 497 .99 82.67 0 .00 497 .33 82.65 0 .00 496.95 82.92 0 .00 495.80 83.46 34.50 497.31 82 .69 0 .00 496.95 84 .00 0.00 502 .73 84 .77 0.00 502.68 84 .75 31 .50 502.45 84.65 0 .00 497.54 83.74 0 .00 496.67 84.22 0 .00 502.16 84.48 64.50 499.26 86.04 0 .00 498.50 85.15 61 .50 498.44 85.12 0 .00 498.11 85.15 0 .00 498.44 86.07 0.00 500.27 82 .80 0 .00 499.56 83.53 0 .00 499.26 87.60 0 .00 497.22 84.46 45.00 497.10 85.27 34 .50 494.66 89.41 0 .00 493.31 85.15 0 .00 492.27 85.78 0 .00 490.64 85.94 0 .00 492.30 85.58 0.00 492.31 85.58 0 .00 494.66 84.01 0 .00 494 .66 84 .01 0 .00 494 .39 84 .32 60.00 494 .15 84.65 0 .00 491 .04 86.12 0.00 492.27 85.78 0 .00 495.84 85.90 0 .00 495.75 85.99 0 .00 493 .04 85.47 0 .00 495 .75 85.99 0 .00 492.44 85.42 0 .00 489.41 86 .06 500.0 0 489 .09 85 .92 0 .0 0 489.25 85 .99 0 .0 0 489.76 87 .29 1,000 0 0 487 .8 6 85 .60 --------------·------·----- Texcon Ge n e ral Contr actors exh: b··+ D-J- sc.e" Qy .. 0 .:; "'ov-)1·1\) bof\-" Io ~-st rt/:>1«:f v..o.l p1G-..SS°1A. 1 o.V\d m.o..x;ml(_«I woJ--e.~l •'t'l' v~I oc..1-h'e~ Proj e c t Engineer : J oe S c hul tz W a te rCAD v6 .5 [6 .5 120jj 10107104 09:20:2 4 AM © H aes ta d M e th o d s. I n c. 3 7 Broo k s id e R oad Wa le1bu ry. C T 0 6708 U S A +F203-755-1666 Page 1 o f 2 Label Eleva ti on Zone Type Base Flow (ft) (gpm) J-53 290 .50 Zone Demand 40.50 J-54 2 90 .50 Zone Demand 0 .00 J-55 290.50 Zone Demand 40.50 J-56 291 .00 Zone Demand 0 .00 J-57 294.00 Zone Demand 0 .00 J-58 294.00 Zone Demand 0 .00 J -59 286.00 Zone Demand 40 .50 J -60 287.50 Zone Demand 40.50 J -61 294 .00 Zone Demand 0 .00 J-62 287.60 Zon e Demand 0 .00 J -63 287 .00 Zone Demand 0 .00 J-64 290 .00 Zone Demand 0 .00 J-65 284 .00 Zone Demand 0 .00 J-66 289.00 Zone Demand 0 .00 J-67 286.50 Zone Demand 0 .00 J-68 287 .00 Zone Demand 0 .00 J-69 287.50 Zone Demand 0 .00 Titl e: Dove Crossi ng Ph as e 1 g :l ... lwater report infolpha se3.wcd Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated ~ydraulic Grad (gpm) (ft) 40.50 490 .10 0 .00 490.72 40 .50 491 .28 0 .00 491 .28 0 .00 492.52 0 .00 492 .5 2 40.50 490.04 40.50 490.71 0 .00 492 .62 0 .00 490.75 0 .00 490.59 0 .00 490.05 0 .00 490.04 0 .00 489.76 0 .00 490.33 0 .00 490.59 0 .00 490.71 Texcon General Contractors Pressure ~ (psi) 86.36 86.62 86.87 86.65 85.89 85.89 88.28 87.92 85.93 87.89 88.08 86.55 89.14 86.86 88.19 88.08 87;92 Project Engineer : Joe Schultz Wat erCAD v6 .5 [6 .5 120j J 10107104 09'.20:24 A M © Haes tad Me th ods. In c . 37 Brooks ide Roa d Wate rbury . CT 06708 USA +1-203-755-1666 Page 2 of 2 Label Length Diamete1 Material Hazen- (ft) (in) Willia mi c P-1 177.00 12 .0 PVC 150.0 P-2 23 .00 8 .0 PVC 150.0 P-3 74.00 8.0 PVC 150.0 P-4 67.00 8 .0 PVC 150.0 P-5 109.00 8 .0 PVC 150.0 P-6 11 .00 8 .0 PVC 150.0 P-7 54 .00 8 .0 PVC 150.0 P-8 78 .00 8.0 PVC 150.0 P-9 87.00 8 .0 PVC 150.0 P-10 59 .00 8 .0 PVC 150 .0 P-11 41 .00 8 .0 PVC 150 .0 P-12 120.00 8.0 PVC 150 .0 P-13 28.00 6.0 PVC 150 .0 P-14 376.00 6.0 PVC 150 .0 P-15 173.00 6 .0 PVC 150.0 P-16 4 .00 6 .0 PVC 150.0 P-17 20.00 6.0 PVC 150.0 P-18 487 .00 6 .0 PVC 150.0 P-19 58 .00 6.0 PVC 150 .0 P-20 30 .00 6 .0 PVC 150 .0 P-21 592 .00 8 .0 PVC 150.0 P-22 663 .00 8 .0 PVC 150.0 P-23 221 .00 8 .0 PVC 150 .0 P-24 19.00 8 .0 PVC 150 .0 P-25 69 .00 8 .0 PVC 150.0 P-26 160.00 8 .0 PVC 150 .0 P-27 93 .00 6 .0 PVC 150.0 P-28 412 .00 6 .0 PVC 150.0 P-29 646 .00 6.0 PVC 150.0 P-30 169.00 6 .0 PVC 150.0 P-31 470 .00 6 .0 PVC 150.0 P-32 576 .00 6 .0 PVC 150.0 P-33 210.00 6 .0 PVC 150.0 P-34 173.00 6 .0 PVC 150.0 P-35 133.00 6 .0 PVC 150.0 P-36 160.00 6 .0 PVC 150.0 P-37 26.00 6 .0 PVC 150.0 P-38 302 .00 6 .0 PVC 150.0 P-39 72.00 6 .0 PVC 150.0 P -40 391 .00 6 .0 PVC 150.0 P-41 354 .00 6 .0 PVC 150.0 P-42 119.00 8 .0 PVC 150.0 P-44 161 .00 8 .0 PVC 150 .0 P-45 161 .00 8 .0 PVC 150 .0 P-46 375 .00 8 .0 PVC 150 .0 P-47 2 12 .00 8 .0 PVC 150 .0 P-48 260.00 8 .0 PVC 150 .0 P-49 19 .00 8 .0 PVC 150 .0 P-50 207 .00 8 .0 PVC 150.0 P-51 333 .00 8 .0 PVC 150.0 P-52 70 .00 8 .0 PVC 150 .0 ·~ --------------- Ti tl e : D ove Cross ing Phase 1 g :l ... l wa ter report infolphase 3.wcd Check Valve? false false false false false fa lse fa lse false false false false false false fa lse false fa lse false false fa lse fa lse fa lse fa lse false fa lse false fa lse fa lse false false false false false false false false false false false fa lse fa lse fa lse fa lse fa lse false false fals e false false fal se false fa lse Scenario: Base Steady State Analysis Pipe Report Minor Centro lbischarg4 pstream Structt.li Loss Status (gpm) Hydraulic Grade ~oefficien (ft) 0.00 Open 2,014.50 506 .00 0 .00 Open 1,057.40 504 .74 0 .00 Open 1,057.40 504.38 0.00 Open 1,036.40 503 .23 0 .00 Open 1,036.40 502 .23 0 .00 Open 1,036.40 500 .60 0.00 Open 884 .5 0 500.43 0.00 Open 884 .50 499.83 0 .00 Open 884 .50 498.96 0 .0 0 Open 884 .50 497 .99 0 .00 Open 801 .71 497 .33 0 .00 Open 813.34 496.95 0 .00 Open 82.79 497.33 0 .00 Open -1 1.63 496.95 0.00 Open 424 .34 504 .74 0.00 Open 424 .34 502 .73 0 .00 O pen 424.34 50 2 .68 0 .00 Open 392 .84 50 2.45 0 .00 Open 392 .84 497 .54 0 .00 Open 381 .21 496.95 0.00 Open 532 .76 504.74 0 .00 Open 532 .76 502.16 0.00 Open 468.26 499.26 0 .00 Open 468.26 498.50 0 .0 0 Open 558.66 498.44 0.00 Open 0 .0 0 498.44 0.00 Open 151 .90 500.43 0 .00 Open 151 .90 500 .27 0.00 Open 151 .90 499.56 0 .00 Open 0 .00 499.26 0 .00 Open 48.29 497 .31 0 .0 0 Open 48.29 497 .22 0.00 Open 381 .21 496.67 0.00 O pen 342 .22 494.66 0 .00 Open 342 .22 493 .31 0 .00 Open 396 .09 492.27 0 .00 Open -58 .11 492.30 0.00 Open 4.49 494 .66 0.00 Open 4.49 494.66 0 .00 Open 92 .57 494.66 0 .00 Open 92 .57 494 .39 0 .00 Open 813 .34 495.80 0 .00 Open 729.50 492 .30 0 .00 Open -0 .00 492 .27 0 .00 Open -53 .88 492 .27 0 .00 Open 558.66 498 .1 1 0 .00 Open 561.95 497 .10 0 .00 Open 561 .95 495.84 0 00 Open -594 .52 49304 0 00 Open -561 .95 494 .15 0 .00 Open 0 .00 495 .75 ---·--------------'----- Tex con G e neral Cont ractors l!Jwnstream Structu Hydraulic Grade (ft) 504 .74 504 .38 503.23 502 .23 500 .60 500.43 499.83 498.96 497 .99 497 .33 496.95 495 .80 497 .31 496.95 502 .73 502 .68 502 .45 497 .54 496.95 496.67 502 .16 499.26 498.50 498.44 498.11 498.44 500 .27 499.56 498.44 499.26 497 .22 497.10 494 .66 493.31 492.27 490 .64 492 .31 494 .66 494 .66 494 .39 494 .15 494 .66 491 .04 492 .27 492 .30 497 .10 495 .84 495.75 494 .15 495.75 495 .75 --·-------·--- e>ressure Head loss Pipe Gradient Headlosi (fU1000ft) (ft) 1 .26 7 .11 0 .36 15.54 1 .15 15.54 1 .00 14 .97 1.63 14.97 0 .16 14 .97 0 .60 11 .16 0.87 11 .16 0 .97 11-16 0.66 11 .16 0 .38 9 .31 1.15 9 .56 0 .02 0 .56 0 .01 0 .01 - 2.01 11 .63 0 .05 11 .63 0.23 11 .63 4 .91 10 .08 0 .58 10 .08 0 .29 9 .54 2 .58 4 .37 2 .89 4.37 0.76 3.44 0 .07 3.44 0.33 4 .77 0.00 0 .00 0.16 1-74 0.71 1 .74 1 .12 1 .74 0 .00 0 .00 0 .10 0.21 0 .12 0 .21 2 .00 9.54 1 .35 7 .81 1 .04 7 .81 1 .64 10 .24 0 .01 0 .29 0 .00 0 .00 0 .00 0 .00 0 .2 7 0 .69 0 .2 5 0 .69 1 .14 9 .56 1.26 7 .81 0 .00 0 00 0 .02 0 .06 1 .01 4 _77 1 .25 4.82 0 .09 4 .82 1 .11 5 .35 1 .60 4 .82 0 .00 0 00 --··-·-------- Projec t Eng in e er : Joe Schultz W a le rCAD v6.5 16.S-l 20jJ 10/13/04 01 :5 2 :59 PM © Haes tad M eth od s. In c . 3 7 Broo ksid e Ro ad Wate rb ury . C T 06 708 USA + 1-203-75 5-1666 Page 1 o r 2 Label Length ~iamete1 Material Hazen -Check (ft) (in) William~ Valve? Scenario: Base Steady State Analysis Pipe Report Minor Control Discharge pstream Structt..li Loss Status (gpm) H ydra u lic Grade l!lwnstream Structu e>re ssure Headless Hydraulic Grade Pipe Gradient c ~oefficien (ft) (ft) H e adlos ~ (fU1000ft) (ft) P-53 288 .00 8 .0 PVC 150 .0 false 0 .00 Open 725 .26 494 .66 492 .44 2 .23 7 .73 P-54 18.00 8 .0 PVC 150 .0 false 0 .00 Open 725 .26 492.44 492.30 0 .14 7 .7 3 P-55 120 .00 6 .0 PVC 150 .0 false 0 .00 Open 396 .09 490 .64 489.41 1 .23 10 .24 P-56 261 .00 6 .0 PVC 150 .0 false 0 .00 Open 124 .55 489.41 489.09 0 .31 1.2 0 P-57 17.00 6 .0 PVC 150 .0 false 0 .00 Open -375.45 489.09 489.2 5 0 .16 9.27 P-58 165.00 6 .0 PVC 150.0 false 0 .00 Open -206.74 489.25 489.76 0 .51 3.07 P-59 305 .00 6 .0 PVC 150.0 false 0 .00 Open 271 .55 489.41 487 .86 1.55 5 .09 P-60 71 .00 6.0 PVC 150.0 false 0 .00 Open -728.45 487 .86 490 .10 2 .25 31 .64 P-61 388 .00 6 .0 PVC 150.0 false 0 .00 Open -144 .67 490 .10 490 .72 0 .62 1.59 P-62 353 .00 6.0 PVC 150.0 false 0 .00 Open -144 .67 490 .72 491 .28 0 .56 1.59 P-63 68.00 6.0 PVC 150.0 false 0 .00 Open 0 .00 491 .28 491.28 0 .00 0.00 P-64 716 .00 6.0 PVC 150.0 fa lse 0 .00 Open -58 .11 492 .31 492.52 0 .21 0.2 9 P-65 68 .00 6 .0 PVC 150.0 fa lse 0 .00 Open 0 .00 492.52 492 .52 0 .00 0.00 P-66 375 .00 6.0 PVC 150.0 fa lse 0 .00 Open -168.71 489.25 490.04 0 .79 2.11 P-67 742 .00 6 .0 PVC 150.0 fa lse 0 .00 Open -106 .74 490 .04 490.71 0 .67 0 .90 P-68 79 .00 8 .0 PVC 150.0 fa lse 0 .00 Open 594 .52 493.04 492.62 0.42 5.35 P-69 19.00 8 .0 PVC 150.0 fa lse 0 .00 Open 594 .52 492.62 492 .52 0 .10 5.35 P-70 280 .00 8 .0 PVC 150.0 false 0 .00 Open 536.41 492.52 491 .28 1.24 4 .4 2 P-71 260 .00 8.0 PVC 150 .0 false 0 .00 Open 351.24 491.28 490.75 0 .52 2 .02 P-72 20 .00 8 .0 PVC 150 .0 false 0 .00 Open 351 .24 490.75 490 .71 0 .04 2 .02 P-73 164 .00 8.0 PVC 150 .0 false 0 .00 Open 203 .99 490 .71 490 .59 0 .12 0 .74 P-74 120.00 8 .0 PVC 150 .0 false 0 .00 Open 729 .50 491 .04 490.10 0 .94 7 .8 1 P-75 261 .00 8.0 PVC 150.0 false 0 .00 O pen 105.22 490 .10 490.05 0 .06 0 .22 P-76 17 .00 8 .0 PVC 150.0 false 0 .00 Open 105.22 490.05 490.04 0 .00 0 .22 P-77 166.00 8 .0 PVC 150.0 false 0.00 Open 2 .75 490.04 490.04 0 .00 0 .00 P-78 164.00 8 .0 PVC 150.0 false 0 .00 Open 0 .00 489.76 489.76 0 .00 0 .00 P-79 375 .00 8.0 PVC 150.0 false 0 .00 Open -2 0 6 .74 489.76 490.04 0 .28 0 .76 P-80 390 .00 8 .0 PVC 150.0 false 0 .00 Open -203 .99 490.04 490 .33 0 .29 0 .74 P-81 354 .00 8 .0 PVC 150 .0 fa lse 0.00 Open -203 .99 490 .33 490 .59 0 .26 0 .74 P-82 69 .00 8 .0 PVC 150 .0 false 0 .00 Open 0 .00 490 .59 490 .59 0 .00 0 .0 0 P-83 71.00 8 .0 PVC 150 .0 false 0.00 Open 0 .00 490 .71 490.71 0 .00 0 .00 Ti tl e : Do ve Crossin g Ph ase 1 Proj ect Eng in ee r : Joe Sch ul tz g :\ ... \wa te r report info \phase3 .wcd Texco n Ge nera l Con trac tor s Wa tc rCA D v6 .5 16 .5 120 jl 10 /13/04 0 1:52 :59 PM ©Haes tad Met11 oc ls. In c . 37 Brooks ide Roali Wri terbu ry. CT 06708 USA + 1-203-755-1666 Page 2 of 2 Analysis Results Scenario: Base Steady State Analysis Title : Project Engineer: Dove Crossing Phase 1 Joe Schultz Project Date : 09124104 09:58 :06 AM Comments : Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended: -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 6 .0 in 8 .0 in Total Length Tit le : Dove Cross ing Pha se 1 Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1 .0804e-5 ft2/s 82 69 0 0 0 0 0 0 0 0 9,012 .00 ft 7,479 .00 ft 16,668.00 ft Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCV's : -PBV's : -PRV's : -PSV's : -TCV's : -GPV's: 12.0 in g :\ ... \wa ter report info l pha se3.wcd Texcon General Contractors 0 0 0 0 0 0 0 0 0 0 10107104 09 :20 :40 AM © Haestad Me thods , In c . 37 Bro okside Road Wa terbury. CT 06708 USA 1.00 177 .00 ft Project En g in ee r : Joe Schultz WaterCAD v6 .5 16 .5 120j ) +1 -203-755-1666 P<ig e t Labe l Control Discharge Velocity Statu s (gpm) (ft/s) P -1 P -2 P -3 P-4 P -5 P-6 P-7 P-8 P -9 P -10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P -19 P-20 P-21 P-22 P-23 P -24 P-25 P-26 P-2 7 P-28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-3 7 P -38 P-39 P-40 P -41 P-4 2 P-44 P-4 5 P-4 6 P-4 7 P-4 8 P -4 9 Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Ope n Open Open Open Ope n Ope n Ti ll e : Dove Cross ing Phase 1 2,014 .50 1 ,057.40 1,057 .40 1 ,036.40 1 ,036.40 1,036.40 884 .50 884.50 884 .50 884 .50 801.71 813.34 82 .79 -11 .63 424.34 424 .34 424.34 392 .84 392 .84 381 .21 532 .76 532 .76 468.26 468.26 558.66 0 .00 151 .90 151 .90 151 .90 0 .00 48.29 48.29 381 .21 342 .22 342 .22 396 .09 -58.11 4.49 4.49 92 .57 92 .57 813 .34 729.50 -0 .00 -53 .88 5 58 .66 561 .95 56 1 .95 g :l ... l wal e r report in folpl1a se3 .w cd 5 .71 .g§. 6 .75 6 .62 6 .62 6 .62 5 .65 5 .65 5 .65 5 .65 5 .12 5 .19 0 .94 0 .13 4 .82 4 .82 4 .82 4.46 4.46 4.33 3.40 3.40 2 .99 2 .99 3.57 0 .00 1 .72 1 .72 1 .72 0 .00 0 .55 0 .55 4 .33 3 .88 3 .88 4.49 0 .66 0 .05 0 .05 1 .05 1 .05 5 .19 4 .66 0 .00 0 .34 3 .57 3 .59 3 .59 10/07/0'l 09 20 :40 AM © H aestad M e thods. In c Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Headloss 506 .00 504 .74 504 .38 503 .23 502 .23 500 .60 500.43 499.83 498.96 497 .99 497.33 496.95 497 .33 496.95 504 .74 502.73 502 .68 502.45 497 .54 496.95 504 .74 502 .16 499.26 498.50 498.44 498.44 500.43 500 .27 499 .56 499.26 497.31 497.22 496.67 494 .66 493 .31 492.27 492.30 494 .66 494 .66 494 .66 494 .39 495 .80 492 .30 49 2.27 4 9 2 .27 498 .1 1 497.10 495 .84 504 .74 504 .38 503 .23 502 .23 500 .60 500.43 499.83 498 .9 6 497 .99 497 .33 496.95 495.80 497 .31 496.95 502 .73 502 .68 502.45 497 .54 496.95 496 .67 502.16 499 .26 498.50 498.44 498.11 498.44 500 .27 499.56 498.44 499 .26 497 .22 497 .10 494 .66 493 .31 492 .2 7 490.64 492 .31 494 .6 6 494 .6 6 494 .3 9 494 .15 494 .6 6 4 9 1.0 4 4 92 .27 4 92.30 4 9 7 .10 4 95 .84 4 95.75 Te x con G e n e ral C o ntract o rs - (ft) 1 .26 0 .36 1 .15 1 .00 1 .63 0 .16 0.60 0.87 0.97 0.66 0 .38 1.15 0 .02 0.01 2.01 0 .05 0 .23 4 .91 0 .58 0 .29 2.58 2.89 0 .76 0.07 0 .33 0 .00 0 .16 0 .71 1 .12 0 .00 0.10 0 .12 2 .00 1.35 1.04 1.64 0 .01 0 .00 0 .00 0 .27 0 .25 1.14 1 .26 0 .00 0 .0 2 1 .01 1.25 0 .0 9 Calculated Minor Head 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 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .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 .0 0 0 00 0 .0 0 0 .00 Pressure H e adless Pipe Grad ie nt Headless (ft/1 OOOft) (ft) 1 .26 0 .36 1 .15 1 .00 1 .63 0 .16 0 .60 0 .87 0.97 0 .66 0 .38 1.15 0 .02 0.01 2.01 0 .0 5 0 .23 4 .91 0 .58 0 .29 2 .58 2 .89 0 .76 0.07 0 .33 0 .00 0 .16 0 .71 1 .12 0 .00 0 .10 0 .12 2 .00 1 .35 1 .04 1 .64 0 .0 1 0 .00 0 .00 0 .2 7 0 .25 1 .14 1 .26 0 00 0.02 1 .01 1.25 0 .09 7 .11 15.54 15 .54 14 .97 14 .97 14 .97 11 .16 11 .16 11 .16 11 .16 9 .31 9.56 0.56 0 .01 11 .63 11 .63 11 .63 10.08 10.08 9 .54 4 .37 4 .37 3.44 3.44 4 .77 0 .00 1 .74 1 .74 1.74 0 .00 0 .2 1 0 .21 9.54 7 .81 7 .81 10 .24 0 .29 0 .00 0.00 0 .6 9 .0 .69 9 .56 7 .8 1 0 .00 0 .06 4 .77 4 .82 4 .82 Project Engin ee r · Joe Schu ltz Wal erC AD v6 .5 i6 .5 I 20ji 37 Brookside RoacJ Wateraury. CT 06708 USA •1-203·755·1666 Page 2 Label P-50 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-60 P-61 P-62 P-63 P-64 P-65 P-66 P-67 P-68 P -69 P-70 P-71 P-72 P-73 P-74 P-75 P-76 P-77 P-78 P -79 P-80 P-81 P-82 P-83 Control Discharge Velocity Status (gpm) (ft/s) Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open -594 .52 -561 .95 0 .00 725.26 725.26 396.09 124 .55 -375.45 -206 .74 271 .55 -728 .45 -144 .67 -144.67 0 .00 -58 .11 0 .00 -168 .71 -106 .74 594.52 594 .52 536.41 351 .24 351.24 203 .99 729.50 105.22 105.22 2 .75 0 .00 -206.74 -203 .99 -203 .99 0 .00 0.00 3 .79 3 .59 0 .00 4 .63 4 .63 4.49 1.41 4 .26 2.35 3 .08 8 .27 1 .64 1 .64 0 .00 0.66 0.00 1.91 1.21 3 .79 3 .79 3.42 2 .24 2.24 1.30 4 .66 0 .67 0 .67 0 .02 0 .00 1 .32 1 .30 1 .30 0 .00 0.00 Titl e: D ove Cross in g Phase 1 g :\ ... \w a ter report info \phase3 .w cd 10107104 09:20:40 AM © H aes tad M e th ods. Inc. Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Upstream Structure Downstream· Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss 493 .04 494 .15 495.75 494 .66 492.44 490.64 489.41 489.09 489.25 489.41 487 .86 490.10 490.72 491.28 492.31 492.52 489.25 490 .04 493 .04 492 .62 492 .52 491 .28 490 .75 490.71 491 .04 490 .10 490 .05 490 .04 489.76 489 .76 490.04 490.33 490.59 490.71 494 .15 495 .75 495.75 492.44 492 .30 489.41 489.09 489.25 489.76 487 .86 490.10 490.72 491 .28 491 .28 492.52 492.52 490.04 490.71 492.62 492.52 491 .28 490.75 490.71 490.59 490.10 490 .05 490.04 490.04 489.76 490.04 490.33 490.59 490.59 490.71 Texcon General Contractors (ft) 1.11 1 .60 0 .00 2 .23 0 .14 1 .23 0 .31 0 .16 0 .51 1 .55 2 .25 0 .62 0 .56 0 .00 0 .21 0.00 0 .79 0.67 0.42 0 .10 1 .24 0 .52 0 .04 0 .12 0.94 0 .06 0 .00 0 .00 0 .00 0 .28 0 .29 0 .26 0 .00 0 .00 Calculated Minor Head 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 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 Pressure Headloss Pipe Gradient Headloss (fU1 OOOft) (ft) 1.11 1 .60 0 .00 2 .23 0 .14 1 .23 0 .31 0 .16 0 .51 1 .55 2 .25 0 .62 0 .56 0 .00 0 .21 0 .00 0 .79 0 .67 0.42 0 .10 1 .24 0 .52 0.04 0 .12 0.94 0 .06 0.00 0 .00 0 .00 0 .28 0 .29 0 .26 0 .00 0 .00 5 .35 4 .82 0 .00 7 .73 7 .73 10 .24 1 .20 9 .27 3 .07 5.09 31 .64 1 .59 1 .59 0 .00 0 .29 0 .00 2.11 0 .90 5.35 5 .35 4.42 2 .02 2.02 0 .74 7 .81 0 .22 0 .22 0 .00 0 .00 0 .76 0.74 0 .74 0.00 0.00 Project Engineer : Joe Schultz Wa te r CAD v6 .5 [6 .5 120jJ 37 Broo ksid e Road Wa te rbury. CT 06708 USA + t -203-755-1666 Page 3 Appendix "E" Dove Crossing Subdivision · Phase 4 Analysis 7_ . , ,. , . J.U ''\•,, ... ., . .. ,. .. , .. ,. ...... ..• ... Ti tl e: D ove Cross ing P hase 1 •' . , . .J-0 .., g:l ... l w a te r re port i n fol phase4 .wcd •' , . . ,. .. ,. 10/13/04 01 :54 :5 1 PM ©Haestad M e thods. In c. .. ,. .. ,. Scenario: Base .. , . ... •' , . .. , . . .. Texcon Gene r a l C o n ~r ac t o r s ... . ... . .... 37 Broo ks ide R oad Wa terbu ry. C T 06708 USA Fll,;z 0 I Pro j ect Enginee r : Joe Schultz Wa te rCAD v6 .5 [6 .5 120j ] +1-203-755-1666 Page 1 o r 1 Label Elev ati o~ Zone Type Base Flow (ft) (gpm) J-1 307 .50 Zone Demand 0 .00 J-2 307 .70 Zone Demand 0 .00 J -3 308.00 Zone Demand 21 .00 J -4 308.70 Zone Demand 0 .00 J-5 308 .80 Zone Demand 0 .00 J-6 308 .70 Zone Demand 0 .00 J -7 308.40 Zone Demand 0 .00 J -8 308.00 Zone Demand 0 .00 J-9 306.90 Zone Demand 0 .00 J-10 306.30 Zone Demand 0 .00 J-11 305.30 Zone Demand 0 .00 J-12 302.90 Zone Demand 0 .00 J-13 306.20 Zone Demand 34.50 J-14 302.80 Zone Demand 0 .00 J-15 306.80 Zone Demand 0 .00 J -16 306.80 Zone Demand 0 .00 J-17 306.80 Zone Demand 31 .50 J-18 304.00 Zone Demand 0.00 J-19 302.00 Zone Demand 0 .00 J-20 306 .90 Zone Demand 0 .00 J-21 300.40 Zone Demand 64 .50 J-22 301 .70 Zone Demand 0 .00 J-23 301 .70 Zone Demand 61 .50 J-24 301 .30 Zone Demand 0.00 J-2 5 299 .50 Zone Demand 0 .00 J-26 308.90 Zone Demand 0 .00 J-27 306.50 Zone Demand 0.00 J-28 296.80 Zone Demand 0.00 J-29 302.00 Zone Demand 0.00 J-30 300.00 Zone Demand 45.00 J-31 288.00 Zone Demand 34.50 J-32 296.50 Zone Demand 0 .00 J-33 294 .00 Zone Demand 0 .00 J-34 292.00 Zone Demand 0 .00 J -35 294 .50 Zone Demand 0 .00 J-36 294 .50 Zone Demand 0 .00 J-37 300.50 Zone Demand 0 .00 J-38 300 .50 Zone Demand 0 .00 J-39 299.50 Zone Demand 0 .00 J-40 298 .50 Zone Demand 60.00 J-41 292.00 Zone Demand 0 .00 J-42 294 .00 Zone Demand 0 .00 J-43 297 .30 Zone Demand 0 .00 J -44 297 .00 Zone Demand 0 .00 J -45 295.50 Zone Demand 0 .00 J -46 297 .00 Zone Demand 0 .00 J-47 295 .00 Zone Demand 0 .00 J-48 290 .50 Zone Dem and 0.00 J -49 290.50 Zone Dema nd 0 .00 J -50 290 .50 Zon e Dema nd 0 .00 J -5 1 288 .00 Zon e De ma nd 0 .00 J -52 290 .00 Zone De mand 0 .00 ------. Titl e : Dove Crossing Phase 1 g :I ... \w ater repor t infolphase4 . wed Fi xed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fi xed Fi xe d Fi xed Fixed Fixe d Scenario: Base Ste ady State Analysis Junction Report Pattern Demand Calculated Calculated rlydraulic Grad (gpm) (ft) 0 .00 504.53 0 .00 504.12 21 .00 502 .80 0 .00 501 .65 0 .00 499.77 0 .00 499.58 0.00 498.93 0 .00 497 .98 0.00 496.92 0.00 496.20 0 .00 495.86 0 .00 494.76 34 .50 496.14 0 .00 495.92 0 .00 502.32 0.00 502.26 31 .50 502 .01 0 .00 496.57 0 .00 495.64 0 .00 501 .26 64.50 497.60 0 .00 496.61 61 .50 496.53 0 .00 496.07 0 .00 496.53 0 .00 499.34 0 .00 498.24 0 .00 497.60 0 .00 495.47 45.00 494.65 34 .50 493.71 0 .00 492.63 0 .00 491 .80 0 .00 491 .09 0 .00 491 .77 0 .00 491 .74 0 .00 493.67 0 .00 493.66 0 .00 . 492.62 60.00 491 .68 0 .00 491.03 0 .00 491 .80 0 .00 492.45 0 .00 492.29 0 .00 490.97 0 .0 0 492.09 0 .0 0 491 .89 0 .0 0 490.56 0 .00 489 .8 2 0 .00 489 .7 7 0 .00 489 .54 0 .00 490 .49 --·------------ Tex co n General Cont rac tors Pressure e {psi) 85.25 84.98 84 .28 83.48 82.62 82.59 82.43 82.19 82.21 ~ 82.45 83.01 82.18 83 .55 84 .59 84 .57 84.46 83 .31 83 .78 84 .09 85.32 84 .33 84.29 84 .27 85.24 82 .39 82 .96 86.88 83 .71 84 .22 89 .00 84 .85 85.58 86 .14 85 .35 85 .33 83.58 83.57 83 .55 83 .58 86.11 85 .58 84.43 84.49 84 .57 84.41 85 .18 86 .56 86 .24 8 6 .22 8 7 .20 86 .74 ---- exn ;b,·t ~ -.?- <:i~eno..v-,·o <5now1 ·"'\ boH I ov>-<--s-f 'f(.,~ ,'d\.LCX.I ~ '!e.S~u al'ld rY\CAXin1U.rYl (,Ua.ter\ifl • ve. I oc .. \ '°"''eS Project Engin ee r : Joe Schultz Wa terCAD v6 .5 [6.5 120jl 10107104 09 :22:5 5 AM © Haes tad Me th ods. In c . 37 Brooks id e Roa d Wa terbu ry. CT 06708 USA +1-203-755-1666 Pa ge 1 o f 2 Label Elevation Zone Type Base Flow (ft) (gpm) J-53 290 .50 Zone Demand 40 .50 Fixed J-54 290 .50 Zone Demand 0 .00 Fixed J-55 290.50 Zone Demand 40 .50 Fixed J-56 291 .00 Zone Demand 0 .00 Fixed J-57 294 .00 Zon e Demand 0 .00 Fixed J-58 294 .00 Zone Demand 0 .00 Fixed J-59 286 .00 Zon e Demand 40 .50 Fixed J-60 287 .50 Zone Demand 40 .50 Fixed J-61 294 .00 Zo ne Demand 0 .00 Fixed J-62 287 .60 Zon e Demand 0 .00 Fixed J-63 287 .00 Zone Demand 0 .00 Fixed J-64 290 .00 Zo ne Demand 0 .00 Fixed J-65 284 .00 Zo ne Demand 0 .00 Fixed J-66 289 .00 Zone Demand 0 .00 Fixed J-67 286 .50 Zo ne Demand 0 .00 Fixed J-68 287 .00 Zone Demand 0 .00 Fixed J-69 287 .50 Zo ne Demand 0 .00 Fixed J-7 0 295.50 Zon e Demand 0 .00 Fixed J-71 289 .00 Zone Demand 0 .00 Fixed J-72 292 .00 Zone Demand 43 .50 Fixed J-73 298.00 Zo ne Demand 45 .00 Fixed J-74 298 .00 Zone Demand 0 .00 Fixed J-75 296.00 Zo ne Demand 0 .00 Fixed J-76 296.00 Zone Demand 0 .00 Fixed J-77 297 .00 Zone Demand 0 .00 Fixed J-78 288.00 Zon e Demand 500 .00 Fixed J-79 288.00 Zone Demand 43 .50 Fixed J-80 286 .50 Zone Demand 1,000 .00 Fixed J-81 286 .50 Zone Demand 43 .50 Fixed J-82 286.50 Zone Demand 0 .00 Fixed Titl e: Dove Cross in g Phase 1 g:l ... lwa ter repor t infolphase4 .w cd Scenario : Base Steady State Analysis Junction Report Pattern Dem and Ca lculated Calculated Hydra ul ic Grad (gpm) (ft ) 40 .50 490.47 0 .00 489 .94 40 .50 489.47 0 .00 489.44 0 .00 490 .64 0 .00 490.60 40 .50 489.65 40 .50 488.19 0 .00 490.70 0 .00 488.28 0 .00 487 .25 0 .00 489 .70 0 .00 489.41 0 .00 489 .54 0 .00 488.28 0 .00 486.21 0 .00 488.19 0 .00 490 .10 0 .00 489 .29 43.50 489 .14 45.00 490 .84 0 .00 490 .78 0 .00 490 .21 0 .00 490 .14 0.00 490 .21 500 .00 488 .15 43.50 488.15 1,000.00 482 .10 43 .50 482 .09 0 .00 482 .09 Texcon Ge neral Contractors Pressure ~ (psi) 86.52 86 .29 86.08 85.86 85 .08 85.06 88 .11 86.83 85 .10 86 .83 86 .64 86.40 88 .87 86 .76 87 .30 86 .19 86 .83 84 .20 86 .66 85 .29 83.43 83.41 84 .02 84 .00 83 .59 86 .59 86.59 84 .63 84 .62 84 .62 Project Engineer: Joe Sch ult z WaterCAD v6 .5 [6 .5 120jJ 101 07104 09 :22 :55 AM © Haes tad Me l hods. Inc . 37 Brookside Roa d Wa terbu ry. CT 06708 USA +1-203-755-1 666 Page 2 of 2 Label Length Diamete1 Material Hazen-Check (ft) (in) William~ Valve? Scenario: Base Steady State Analys is P ipe Re port Minor Control Discharg~ pstream Structlli Loss Status (gpm) Hydraulic Grade ~wnstream Structu E'ressure Head loss Hydraulic Grade Pipe Gradient c Coefficien (ft) (ft) Headlos~ (fU1 OOOft) P-1 177 .00 12.0 PVC 150 .0 false P-2 23 .00 8 .0 PVC 150 .0 false P-3 74.00 8 .0 PVC 150 .0 false P-4 67 .00 8 .0 PVC 150 .0 false P-5 109 .00 8 .0 PVC 150 .0 fal se P-6 11 .00 8 .0 PVC 150.0 false P-7 54 .00 8 .0 PVC 150.0 false P-8 78 .00 8 .0 PVC 150 .0 false P-9 87 .00 8 .0 PVC 150 .0 false P-10 59 .00 8 .0 PVC 150 .0 false P-11 41 .00 8 .0 PVC 150.0 false P-12 120 .00 8 .0 PVC 150.0 false P-13 28 .00 6 .0 PVC 150.0 false P-14 376 .00 6 .0 PVC 150.0 false P-15 173 .00 6 .0 PVC 150.0 false P-16 4 .00 6.0 PVC 150.0 false P-17 20.00 6.0 PVC 150 .0 false P-18 487 .00 6.0 PVC 150 .0 false P-19 58 .00 6 .0 PVC 150 .0 false P-20 30 .00 6 .0 PVC 150 .0 false P-21 592 .00 8 .0 PVC 150 .0 false P-22 663 .00 8 .0 PVC 150 .0 false P-23 221 .00 8 .0 PVC 150 .0 false P-24 19.00 8 .0 PVC 150 .0 false P-25 69 .00 8 .0 PVC 150 .0 false P-26 160 .00 8 .0 PVC 150.0 false P-27 93 .00 6 .0 PVC 150 .0 false P-28 412 .00 6 .0 PVC 150 .0 false P-29 646 .00 6 .0 PVC 150 .0 false P-30 169.00 6 .0 PVC 150 .0 false P-31 470 .00 6 .0 PVC 150 .0 false P-32 576 .00 6 .0 PVC 150 .0 false P-33 210 .00 6 .0 PVC 150 .0 false P-34 173 .00 6 .0 PVC 150 .0 false P-35 133 .00 6 .0 PVC 150.0 false P-36 160 .00 6 .0 PVC 150.0 false P-37 26 .00 6 .0 PVC 150.0 false P-38 302 .00 6 .0 PVC 150.0 false P-39 72 .00 6 .0 PVC 150.0 false P-40 391 .00 6 .0 PVC 150.0 false P-41 354.00 6 .0 PVC 150.0 false P-42 11 9 .00 8.0 PVC 150 .0 false P-44 161 .00 8 .0 PVC 150 .0 false P-45 16 1.00 8 .0 PVC 150 .0 false P-46 375 .00 8 .0 PVC 150 .0 false P-47 2 12 .00 8 .0 PVC 150 .0 false P-48 260 .00 8 .0 PVC 150 .0 false P-49 19 .00 8 .0 P VC 150 .0 false P-50 207 .00 8 .0 PVC 150 .0 false P-51 333 .00 8 .0 PVC 150 .0 fa lse P-52 70 .00 8 .0 PVC 150 .0 fal se - Ti ll e : D ove Cross ing Phase 1 g:\ ... \w <1l e 1 re porl infGl phase4 .wcrJ I 01 13104 O I 56 39 PM 10 H aes tacl M e lhocl s. l11 c 0 .00 Open 2,190 .00 506 .00 0 .00 Open 1,138.50 504 .53 0 .00 Open 1, 138.50 504 .12 0 .00 Open 1,117 .50 502 .80 0 .00 Open 1,117 .50 501 .65 0 .00 Open 1, 117 .50 499.77 0 .00 Open 926.41 499 .58 0 .00 Open 926.41 498.93 0 .00 Open 926.41 497.98 0 .00 Open 926.41 496 .92 0 .00 Open 755.47 496 .20 0 .00 Open 796 .67 495 .86 0 .00 Open 170 .94 496 .20 0 .00 Open -41 .20 495 .86 0 .00 Open 446.80 504 .53 0 .00 Open 446.80 502.32 0 .00 Open 446.80 502 .26 0 .00 Open 415.30 502 .01 0 .00 Open 415.30 496.57 0 .00 Open 374 .10 495.92 0 .00 Open 604 .70 504 .53 0.00 Open 604 .70 501 .26 0 .00 Open 540 .20 497 .60 0.00 Open 540 .20 496 .61 0.00 Open 669 .79 496 .53 0.00 Open 0 .00 496 .53 0.00 Open 191 .09 499.58 0 .00 Open 191 .09 499.34 0 .00 Open 191 .09 498 .24 0 .00 Open 0 .00 497 .60 0.00 Open 136.44 496 .14 0 .00 Open 136.44 495 .47 0 .00 Open 374 .10 495 .64 0 .00 Open 303.21 493.71 0 .00 Open 303.21 492 .63 0 .00 Open 251.46 491 .80 0 .00 Open 142 .04 491 .77 0 .00 Open 36 .40 493 .71 0 .00 Open 36.40 493 .67 0 .00 Open 191 .35 493 .66 0 .00 Open 191 .35 492 .62 0 .00 Open 796 .67 494 .76 0 .00 Open 551.43 491 .77 0 .00 Open -0 .00 491 .80 0 00 Open 5 1.75 491 .80 0 .00 Open 669 .79 496.07 0 .00 Open 761 .22 494 .65 0 .00 Ope n 761 .22 49 2.45 0 .00 Open -466 .29 490 .97 0 .00 Open -334 .94 491 .68 0 .00 Open 4 26 .28 492 .29 Tcxcon Genera l Con trac to r s 37 B rooks 1cle Road W<ilr)rbwy. C T 1Hj70fl USA 504 .53 504 .12 502 .80 501 .65 499 .77 499.58 498 .93 497 .98 496.92 496.20 495.86 494 .76 496.14 495.92 502 .32 502 .26 502 .01 496.57 495.92 495.64 501 .26 497 .60 496.61 496 .53 496 .07 496 .53 499 .34 498 .24 496 .53 497 .60 495.47 494 .65 493.71 492 .63 491 .80 491 .09 491 .74 493 .67 493.66 492.62 491 .68 493 .66 491 .03 491 .80 491 .77 494 .65 492.45 492 .29 49 1.68 492 .29 492 .09 (ft) 1.47 8 .30 0.41 17 .82 1.32 17 .82 1.15 17 .22 1.88 17 .2 1 0 .19 17 .21 0 .66 12.16 0 .95 12 .16 1.06 12.16 0 .72 12.16 0 .34 8 .34 1.10 9 .20 0 .06 2 .16 0 .06 0 .15 2.21 12 .80 0.05 12 .80 0 .26 12 .80 5.44 11 .18 0.65 11 .18 0 .2 8 9 .21 3.27 5 .52 3 .66 5 .52 0.99 4.48 0 .09 4.48 0.46 6 .67 0 .00 0 .00 0 .25 2 .65 1.09 2 .65 1.71 2 .65 0 .00 0 .00 0 .67 1.42 0 .82 1.42 1.93 9 .21 1 .08 6 .24 0.83 6 .24 0 .71 4.41 0 .04 1.53 0 .04 0 .12 0 .01 0 .12 1.04 2 .66 0 .94 2 .66 1.09 9 .20 0 .75 4.65 0 .00 0 .00 0 .02 0 .06 1.41 6 .67 2 .20 8.45 0 .16 8.45 0.71 3 .41 0 .62 1.85 0 .20 2 .89 P roject Engineer : .Joe Sch ull ~ Wa l e r C/\D v6 5 16 5 12011 + 1-203-755-l lJ fi G Label Length Piamete1 Material Hazen-Check (in) William! Valve? S cenario : Base Steady State Analysis Pipe Report Minor Contra 1Pischarg4 pstream Structu Loss Statu s (gpm) Hydraulic Grade mwnstream Structu e'ressure Head loss Hydraulic Grade Pipe Grad ie nt (ft) c Coefficien (ft) (ft) Headlos~ (fU1000ft) P-53 288 .00 8 .0 PVC 150 .0 false P-54 18.00 8 .0 PVC 150 .0 false P-55 120.00 6.0 PVC 150.0 false P-56 261 .00 6 .0 PVC 150.0 false P-57 17 .00 6 .0 PVC 150 .0 false P-58 165.00 6 .0 PVC 150 .0 false P-59 305 .00 6.0 PVC 150 .0 false P-60 71 .00 6.0 PVC 150 .0 false P-61 388 .00 6 .0 PVC 150.0 false P-62 353.00 6 .0 PVC 150.0 false P-63 68 .00 6 .0 PVC 150.0 false P-64 716 .00 6 .0 PVC 150.0 false P-65 68 .00 6 .0 PVC 150.0 false P-66 375 .00 6 .0 PVC 150.0 false P-67 742 .00 6 .0 PVC 150 .0 fa lse P-68 79 .00 8 .0 PVC 150.0 false P-69 19.00 8 .0 PVC 150.0 false P-70 280 .00 8 .0 PVC 150.0 false P-71 260 .00 8 .0 PVC 150.0 false P-72 20 .00 8.0 PVC 150.0 false P-73 164 .00 8 .0 PVC 150.0 false P-74 120.00 8 .0 PVC 150.0 false P-75 261 .00 8.0 PVC 150.0 false P-76 17.00 8 .0 PVC 150.0 false P-77 166.00 8 .0 PVC 150.0 false P-78 164.00 8 .0 PVC 150 .0 false P-79 375.00 8.0 PVC 150.0 false P-80 390 .00 8.0 PVC 150.0 false P-81 354 .00 8 .0 PVC 150.0 false P-82 69.00 8 .0 PVC 150.0 false P-83 71 .00 8 .0 PVC 150.0 false P-84 784 .00 6 .0 PVC 150.0 false P-85 390 .00 6 .0 PVC 150.0 false P-86 395 .00 6 .0 PVC 150.0 false P-87 434 .00 8 .0 PVC 150.0 false P-88 25.00 8 .0 PVC 150.0 false P-89 243 .00 8 .0 PVC 150.0 false P-90 28 .00 8 .0 PVC 150.0 false P-91 17 .00 8 .0 PVC 150.0 false P-92 150.00 8 .0 PVC 150.0 false P-93 280 .00 8.0 PVC 150.0 false P-94 262 .00 8 .0 PVC 150.0 fa lse P-95 26 .00 8.0 PVC 150 .0 false P-96 761 .00 8 .0 PVC 150 .0 false P-97 271 .00 8 .0 PVC 150 .0 false P-98 95.00 8 .0 PVC 150 .0 false P-99 95 .00 8 .0 PVC 150 .0 false T itl e: Dove C ross ing Pt1a se 1 g :l ... l wa te r report infol r>h ase 4 .wcd 10/13/04 01 ·56 :39 PM © Haes lad Meth ods. Inc 0 .00 Open 641 .73 493.66 0 .00 Open 641 .73 491 .89 0 .00 Open 251.46 491 .09 0 .00 Open 198.20 490 .56 0 .00 Open 198.20 489.82 0 .00 Open 135.72 489.77 0 .00 Open 53.26 490 .56 0 .00 Open 53 .26 490.49 0 .00 Open 132 .66 490.47 0 .00 Open 132 .66 489.94 0 .00 Open 67 .57 489.47 0 .00 Open 142.04 491 .74 0 .00 Open 87 .79 490 .64 0 .00 Open 62.49 489 .77 0 .00 Open 162 .24 489 .65 0 .00 Open 466.29 490 .97 0 .00 Open 466.29 490 .70 0 .00 Open 520 .54 490 .64 0 .00 Open 545 .13 489.47 0 .00 Open 545 .13 488 .28 0 .00 Open 616 .51 488.19 0 .00 Open 551.43 491 .03 0 .00 Open 431 .53 490.47 0 .00 Open 431 .53 489 .70 0 .00 Open 291 .28 489 .65 0 .00 Open 0 .00 489 .54 0 .00 Open 135.71 489 .54 0 .00 Open 426 .99 489.41 0 .00 Open 426.99 488 .28 0 .00 Open 1,043 .50 487 .25 0 .00 Open 50 .36 488 .19 0 .00 Open 87.79 490 .60 0 .00 Open 67 .57 489.44 0 .00 Open 67 .57 489 .29 0 .00 Open 426 .28 492 .09 0 .00 Open 381 .28 490 .84 0 .00 Open 381.28 490 .78 0 .00 Open 381.28 490 .21 0 .00 Open 381 .28 490 .14 0 .00 Open 0 .00 490 .21 0 .00 Open 469.07 490 .10 0 .00 Op en 493 .14 489 .14 0 .00 Open -6 .86 488.15 0 .00 Open -50 .36 488 .15 0 .00 Open 1 ,04 3 .50 486 .21 0 .00 Open 43 .50 482 .10 0 .00 Open 0 00 482 .09 Texcon General Contractors 37 Brook s1cle RO<•cl Wa te rbury. CT 06708 USA 491 .89 491 .77 490.56 489.82 489.77 489.54 490.49 490.47 489 .94 489.47 489.44 490.64 490.60 489 .65 488.19 490.70 490.64 489.47 488.28 488.19 487 .25 490.47 489.70 489.65 489.41 489.54 489.41 488.28 487 .25 486.21 488.19 490 .10 489.29 489.14 490 .84 490 .78 490.21 490.14 490.10 490 .21 489.14 488 .15 488 .15 488.19 482.1 0 482 .09 482 .09 (ft) 1.77 6 .16 0 .11 6 .16 0 .53 4.41 0 .74 2.84 0 .05 2 .84 0 .23 1.41 0 .08 0 .25 0 .02 0 .25 0 .52 1.35 0.48 1.35 0 .03 0 .39 1.10 1.53 0.04 0 .63 0 .13 0 .33 1.45 1.96 0 .27 3.41 0 .06 3.41 1.17 4 .18 1.18 4 .56 0.09 4 .55 0 .94 5 .72 0.56 4 .65 0 .77 2 .96 0.05 2 .95 0 .24 1.43 0 .00 0 .00 0.13 0.35 1.13 2.90 1 .03 2 .90 1.05 15 .16 0 .00 0 .06 0.49 0 .63 0 .15 0 .39 0 .15 0 .39 1.25 2 .89 0 .06 2 .35 0.57 2 .35 0.07 2.35 0 .04 2.35 0 .00 0 .00 0 .97 3.45 0 .99 3.78 0 .00 0 .00 0 .04 0 .0 6 4 .11 15.16 0 .00 0 .04 0 .00 0 00 Project Engineer · Joe Schultz W<•t erCAD vG .5 16 5 120j j •· t -20 3-755-1666 Peine 2 or 2 Analysis Results Scenario: Base Steady State Analysis Title : Project Eng ineer: Dove Crossing Phase 1 Joe Schultz Project Date : 09124104 09 :58:06 AM Comments: Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 6.0 in 8 .0 in Total Length T itl e: Dove Cross ing Ph ase 1 Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1.0804e-5 ft2/s 98 1 82 0 0 0 0 0 0 0 0 10 ,581 .00 ft 10, 166.00 ft 20 ,924 .00 ft Specific Gravity Number of Tan ks -Constant Area : -Variable Area : Number of Valves -FCV's : -PBV's : -PRV's : -PSV's : -TCV's: -GPV's: 12.0 in g :l ... l wa te r re port infolphase4 .w cd Texcon General Contractors 0 0 0 0 0 0 0 0 0 0 10107104 09 :23 : 16 AM © Haes tad Met hods. Inc . 37 Brooks id e Road Waterbury . C T 06 708 USA 1 .00 177.00 ft Proj ect Engin eer : Joe Schul tz Wa terCAD v6 .5 [6.5 120 jl + 1-203-755-1 666 Pag e 1 Label Control Discharge Velocity Status (gpm) (ft/s) P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P-42 P-44 P-45 P-46 P-47 P -48 P-49 Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open T itl e: D ove Crossin g Ph ase 1 2 .190 .00 1, 138.50 1, 138.50 1, 117 .50 1, 117.50 1 , 117.50 926.41 926.41 926.41 926.41 755.47 796.67 170.94 -41.20 446 .80 446.80 446.80 415.30 415.30 374 .10 604.70 604 .70 540.20 540.20 669.79 0 .00 191 .09 191 .09 191.09 0 .00 136.44 136.44 374.10 303 .21 303.21 251 .46 142.04 36.40 36.40 191 .35 191 .35 796 .67 551.43 -0.00 51 .75 669 .79 761 .22 761 .22 g:l ... l w a te r repo rt infolphase4 .wcd 6 .21 7 .27 -7 .27 -7 .13 7 .13 7 .13 5.91 5 .91 5.91 5 .91 4 .82 5 .08 1.94 0.47 WI w ~ 4 .71 4 .71 4 .25 3 .86 3.86 3.45 3.45 4.28 0 .00 2 .17 2 .17 2 .17 0 .00 1 .55 1.55 4 .25 3.44 3.44 2 .85 1 .61 0.41 0.41 2 .17 2 .17 5 .08 3.52 0 .00 0 .33 4 .2 8 4 .86 4 .86 10107104 09 :23:16 AM © Haestad Me thods. In c . Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss 506.00 504 .53 504 .12 502 .80 501 .65 499.77 499.58 498.93 497 .98 496.92 496.20 495.86 496.20 495.86 504 .53 502 .32 502 .26 502 .01 496.57 495.92 504 .53 501 .26 497.60 496.61 496.53 496.53 499.58 499.34 498.24 497 .60 496.14 495.47 495.64 493.71 492 .63 491 .80 491.77 493.71 493.67 493.66 492.62 494.76 491 .77 491.80 491 .80 4 96.07 494 .65 492 .45 504.53 504 .12 502.80 501.65 499.77 499.58 498.93 497.98 496.92 496.20 495.86 494 .76 496.14 495.92 502 .32 502 .26 502.01 496.57 495.92 495.64 501 .26 497.60 496.61 496.53 496.07 496.53 499.34 498.24 496.53 497.60 495.47 494 .65 493 .71 492 .63 491 .80 491 .09 491 .74 493.67 493 .66 492.62 491 .68 493.66 491 .03 491 .80 491 .77 494 .65 492.45 492 .29 (ft) 1.47 0.41 1.32 1.15 1.88 0 .19 0.66 0 .95 1 .06 0 .72 0 .34 1 .10 0.06 0 .06 2 .21 0 .05 0 .26 5.44 0 .65 0 .28 3 .27 3 .66 0 .99 0 .09 0.46 0 .00 0 .25 1 .09 1 .71 0 .00 0 .67 0 .82 1 .93 1.08 0 .83 0 .71 0 .04 0 .04 0.01 1 .04 0 .94 1.09 0 .75 0 .00 0 .02 1.41 2 .20 0 .16 Calculated Minor Head 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 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 000 0 00 0 .00 Pressure Headless Pipe Gradient Head loss (ft/1 OOOft) (ft) 1.47 0.41 1 .32 1.15 1.88 0.19 0.66 0.95 1.06 0.72 0.34 1 .10 0.06 0 .06 2 .21 0 .05 0 .26 5.44 0 .65 0 .28 3 .27 3 .66 0 .99 0 .09 0.46 0 .00 0 .25 1 .09 1 .71 0 .00 0.67 0 .82 1 .93 1.08 0 .83 0 .71 0 .04 0 .04 0 .01 1 .04 0 .94 1 .09 0 .75 0 .00 0 .02 1 .41 2 .20 0 .16 8 .30 17 .82 17.82 17.22 17 .21 17 .21 12 .16 12 .16 12 .16 12 .16 8 .34 9 .20 2 .16 0 .15 12.80 12 .80 12 .80 11 .18 11 .18 9 .21 5 .52 5 .52 4.48 4.48 6.67 0.00 2 .65 2 .65 2 .65 0.00 1.42 1.42 9 .21 6 .24 6 .24 4.41 1 .53 0 .12 0 .12 2 .66 2 .66 9 .20 4 .65 0 .00 0 .0 6 6 .67 8.45 8 .4 5 --------------- Texcon General Contractors 37 Brookside Road Waterbury. C T 06708 USA Project Engineer: Joe Schul tz Wa terCAD v6 .5 16.5 120j J + 1-203-755-1 666 Pa ge 2 Label P-50 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-60 P-61 P-62 P-63 P-64 P-65 P-66 P-67 P-68 P-69 P-70 P-71 P-72 P-73 P-74 P-75 P-76 P-77 P-78 P-79 P-80 P-81 P-82 P-83 P-84 P-85 P-86 P-87 P-88 P-89 P-90 P-91 P-92 P-93 P-94 P-95 P-96 P-97 Control Discharge Velocity Status (gpm) (fUs) Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open . Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open -466 .29 -334 .94 426.28 641 .73 641 .73 251.46 198.20 198.20 135.72 53 .26 53 .26 132 .66 132 .66 67 .57 142 .04 87 .79 62.49 162.24 466.29 466.29 520 .54 545 .13 545 .13 616.51 551.43 431 .53 431 .53 291 .28 0 .00 135.71 426.99 426.99 1,043.50 50 .36 87 .79 67 .57 67 .57 426 .28 381 .28 381 .28 381 .28 381 .28 0 .00 469.07 493 .14 -6 .86 -50 .36 1,043 .50 2 .98 2 .14 2 .72 4 .10 4 .10 2 .85 2 .25 2 .25 1 .54 0 .60 0 .60 1 .51 1 .51 0 .77 1.61 1 .00 0 .71 1.84 2 .98 2 .98 3.32 3.48 3 .48 3 .94 3 .52 2.75 2 .75 1.86 0 .00 0 .87 2 .73 2 .73 6.66 0 .32 1 .00 0 .77 0.77 2 .72 2.43 2.43 2.43 2.43 0 .00 2 .99 3 .15 0 .04 0 .32 6 .66 Ti tl e : Dove Cross ing Phase 1 g :l ... lwater report inrolphase4 .wcd 1010710 4 09 :23 :16 AM ·© Ha es tad Me thods . In c . Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss 490 .97 491 .68 492.29 493 .66 491 .89 491 .09 490.56 489.82 489.77 490 .56 490 .49 490 .47 489.94 489.47 491 .74 490 .64 489 .77 489 .65 490 .97 490 .70 490.64 489.47 488 .28 488.19 491 .03 490.47 489.70 489.65 489 .54 489 .54 489.41 488.28 487 .25 488 .19 490 .60 489.44 489.29 492 .09 490 .84 490.78 490 .21 490 .14 490 .21 490 .10 489 .14 488 .15 488.15 486.21 491 .68 492 .29 492.09 491 .89 491 .77 490.56 489.82 489.77 489.54 490.49 490.47 489.94 489.47 489.44 490.64 490.60 489.65 488.19 490.70 490.64 489.47 488.28 488.19 487.25 490.47 489.70 489.65 489.41 489.54 489 .41 488.28 487.25 486.21 488.19 490 .10 489.29 489.14 490.84 490 .78 490 .21 . 490.14 490.10 490 .21 489 .14 488 .15 488 .15 488.19 482 .10 Texcon General Contractors (ft) 0 .71 0 .62 0 .2 0 1.77 0 .11 0 .53 0 .74 0 .05 0 .23 0 .08 0 .02 0 .52 0.48 0 .03 1.10 0 .04 0 .13 1.45 0 .27 0 .06 1 .17 1.18 0 .09 0 .94 0 .56 0 .77 0.05 0 .24 0 .00 0 .13 1.13 1.03 1.05 0 .00 0 .49 0 .15 0 .15 1.25 0 .06 0 .57 0 .07 0 .04 0 .00 0 .97 0 .99 0 .00 0 .04 4 .11 Calculated Minor Head 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 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 Pressure Headless Pipe Gradient Head loss (fU1 OOOft) (ft) 0 .71 0.62 0 .20 1.77 0 .11 0 .53 0 .74 0 .05 0 .23 0 .08 0 .02 0 .52 0.48 0 .03 1.10 0.04 0.13 1.45 0 .27 0 .06 1 .17 1.18 0 .09 0 .94 0 .56 0 .77 0 .05 0 .24 0 .00 0 .13 1.13 1.03 1.05 0 .00 0.49 0.15 0 .15 1.25 0 .06 0.57 0.07 0 .04 0 .00 0 .97 0 .99 0 00 0 .04 4 .11 3 .41 1.85 2 .89 6 .16 6 .16 4.41 2.84 2 .84 1.41 0 .25 0 .25 1.35 1.35 0 .39 1.53 0 .63 0 .33 1.96 3.41 3.41 4 .18 4 .56 4 .55 5 .72 4.65 2 .96 2 .95 1.43 0 .00 0.35 2 .90 2.90 15.16 0 .06 0 .63 0.39 0.39 2 .89 2 .35 2.35 2 .35 2 .35 0 .00 3.45 3 .78 0 .00 0 .06 15 .16 Project Eng ineer : Joe Sch ultz Wat erCAD v6.5 [6 .5 120j J 37 Brooks id e Road Wa terbu ry. CT 06708 USA +1-203-755-1666 Page 3 Label P-98 P-99 Control Discharge Velocity Status (gpm) (fUs) Open Open 43.50 0.00 0 .28 0.00 Ti tl e: D o ve C ros s ing Pha se 1 g :\ ... l w a te r re p o rt infol pha se4 .w c d 101 0710 4 09:23 :16 AM © H aestad M e th ods . In c . Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Fricti on (ft) (ft) Head loss 482.10 482 .09 482.09 482.09 Texcon General Contractors (ft) 0 .00 0.00 Calculated Minor Head loss (ft) 0.00 0 .00 Pressure Pipe Head loss (ft) 0 .00 0 .00 Head loss Gradient (fU1000ft) 0 .04 0 .00 P roj ect Eng inee r : J oe S c hultz W a te rC AD v6 .5 (6 .5 120j J 3 7 B rook si d e R oa cl W a te rbury . CT 0 6 708 USA + 1-203-755-1666 P age 4 Drainag e Repo rt for Dove Crossing Subdivision Phase 1 ~ '/_ College Station, Texas December 2004 D e 1•e lop er : Dov e Crossing Developmem, LLC 3205 E a r1 Rudder Freeway South College Station, TX 77 845 (979) 693-6699 f_r epared B1 ·: T EXC ON General C on tr a c to r s 1 707 Gra h a m Road ( ull ege Station , T e xas 778,-+5 (979) 76 .f -T1 -~3 STORM SEWER DESIGN The storm sewer piping for this project has been selected to be Reinforced Concrete Pip e (RCP) meeting the requirements of ASTM C-76 , Class III pipe meeting the requirements of ASTM C-789 . The curb inlets and junction boxes will be cast-in-place concrete . Appendix B presents a summary of the storm sewer inlet design parameters and calculations . The inlets were designed based on a 10-year design storm . As per College Station guidelines , the capacities of inlets in sump were reduced by l 0% to allow for clogging . Inlets for the residential streets were located to maintain a gutter flow depth of 5" or less . This design depth will prevent the spread of water from reaching the crown of the road for the l 0- year storm event. Inlets for Alexandria Avenue, a minor collector street, were located to limit the spread of water onto the street such that one 12-foot traffic lane will remain clear for the l 0- year storm runoff. The gutter flow depth for this street is limited to 4 . 73". Refer to Appendix B for a summary of the gutter flow depths . The runoff intercepted by the proposed storm sewer inlets was calculated using the following equations . The depth of flow in the gutter was determined by using the Straight Crown Flow equation. All of the inlets for this phase of construction are on-grade. The flow intercepted by the inlets was calculated by using the Capacity of Inlets On Grade equation. These equations and resulting data are summarized in Appendix B. There are no Inlets in Sump for this phase of construction. The area between the right-of-way and the curb line of the streets will be graded as necessary to provide a minimum of 6" of freeboard above the curb line. This will ensure that the runoff from the l 00 -year storm event will remain within the street right-of-way. Appendix C presents a summary of the storm sewer pipe design parameters and calculations . All pipes are 18" in diameter or larger. For pipes with 18" and 24" diameters , the cross- sectional area is reduced by 25%, as per College Station requirements . A summary of how this was achieved is shown in Appendix C as well. The pipes for the storm sewer system were designed based on the 10-year storm event, and they will also pass the 100-year storm event. Based on the depth of flow in the street determined for the 100-year storm event, this runoff will be contained within the street right-of-way until it enters the storm sewer system . As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows , eve n during low flow conditions, the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes . The maximum flow in the storm sewer pipe system will occur in Pipe No. 1. The maximum velocity for the pipe system in this development will be 10 .2 feet per second and will occur in Pipe No . 4. Appendix C contains a summary of the pipe calculations as well as flow diagrams mapping the flows through the stonn sew e r syste m for the 10 and 100-year events . CHANNEL DESIGN The storm runoff from the streets is con ve yed to the detention ponds by three differe nt "v" bottom earthen drainage chann e ls with 4H : IV sid e slopes. The velocities out of th e s to rm sewer pipes will be dissipated b y th e pl acement of rock riprap at the e nd of th e pip es which discharge into th e channels . Ba s ed on th e followin g velocit y data , each chann e l will be see d ed to establi s h g ra ss co ve rage. Dove Crossing Subdivision Phase 1 Pipe/Box Data Summary -Revised January 2005 Inlet Outlet Pipe/ Size Length Slope Invert Invert Box# *Actual Design Elevation Elevation Flow Flow (in) (ft) (%) (ft) (ft) (cfs) (cfs) Pipe 1 2-30" 275 .3 0.28 293 .94 293 .17 32 .36 Pipe 2 2-27" 243 .5 0.20 294 .53 294 .04 20 .13 --- Pipe 3 27 56.1 0 .30 294 .80 294 .63 6 .28 - ---- Pipe 4 24 20 .6 1.80 295 .15 294 .78 13 .85 22 .37 --------- Pipe 5 18 30 .2 1.30 296.05 295 .65 5.38 8.69 ------ Pipe 6 24 124 .6 1.60 297.15 295 .15 12 .23 19 .75 ---- Pipe 7 18 30 .2 1.50 298 .10 297 .65 5.33 8.61 Pipe 8 24 256 .4 1.90 300 .24 295 .36 8 .79 14 .20 ------- Pipe 9 18 41 .7 1.00 301 .15 300 .73 3 .00 4 .85 Pipe 10 24 200 .9 1.50 299 .38 296 .37 12 .23 19.75 --------- Pipe 11 18 30 .2 1.30 300 .27 299 .88 5 .61 9 .06 10 year storm V10 % Full (fps) 4.6 67.8 3.6 66 .6 3.7 43 .9 10 .0 67 .3 7 .0 66 .5 9 .3 64 .2 7.4 62 .9 9 .2 49.4 ------ 5.5 49 .8 --- 9 .0 65 .7 ------ 7 .0 68 .6 100 year storm Travel Time *Actual Design V100 % Full Travel T ime tT1 o Flow Flow lnoo (sec) (min) (cfs) (cfs) (fps) (sec) (min) 60 1.00 40 .41 4.7 82.2 59 0 .98 ------ 67 .6 1.1 25.96 3.7 82.8 65 .8 1.1 -------- 15.2 0 .3 8.64 4.1 52 .8 13 .7 0 .2 --------- 2 .1 0 .0 17 .32 27 .97 10 .2 81 .3 2 .0 0 .0 -------- 4 .3 0 .1 6.52 10.53 7.2 77.6 4 .2 0.1 ---------- 13 .4 0 .2 14.45 23 .34 9 .5 72 .7 13 .1 0.2 -------- 4 .1 0 .1 7 .01 11 .32 7 .7 77 .6 3 .9 0 .1 --------- 27.9 0 .5 10 .24 16 .54 9 .5 54.2 27.0 0.4 --------- 7 .6 0.1 3 .17 5.12 5 .6 5 1.5 7.4 0 .1 ------------ 22 .3 0.4 14.45 23 .34 9 .3 74 .7 21 .6 0.4 --- 4 .3 0 .1 7 .09 11.45 7 .2 84 .9 4 .2 0 .1 *These values reflect the actual flow for the 18" & 24" pipes . The design flow for these pipe sizes reflects .a 25 % reduction in pipe area . (Refer to attached calculation for specific information.) Dove Crossing Subdivision Phase 1 -Pipe Flow Diagrams -Rev. January 2005 0 10 (cfs) Inlet 102 1 5.38 J, Inlet 101 I 6 .28 Pipe 5 I 5.38 J, J, Pipe 3 I 6 .28 Inlet 103 1 8.47 Inlet 104 I 5.33 J, J, J, June Box 1 Pipe 4 I 13 .85 Pipe 7 I 5.33 Inlet 106 I 3 .00 Inlet 108 1 5 .61 J, J, J, J, Pipe 2 I 20 .13 Inlet 105 j 6 .90 Pipe 9 I 3 .00 Pipe 11 , 5 .61 J, J, J, J, June Box 2 Pipe 6 I 12 .23 Inlet 107 I 5 .79 Inlet 109 I 6 .62 J, J, J, Pipe 1 I 32.36 Pipe 8 I 8 .79 Pipe 10 1 12 .23 J, ,!, II Into Chann el No . 3 11 II Into Channel No . 2 II II Int o Channel N 0 . 1 II 0 100 (cfs) Inlet 102 1 6 .52 J, In let 101 I 8 .64 Pipe 5 I 6 .52 J, J, Pipe 3 j 8 .64 Inlet 103 1 10 .80 Inlet 104 1 7.01 J, J, J, June Box 1 Pipe 4 j 17 .32 Pipe 7 I 7 .01 Inlet 106 I 3 .17 Inlet 108 7 .09 J, J, J, J, Pipe 2 I 25 .96 Inlet 105 1 7.44 Pipe 9 ! 3.17 Pipe 11 7 .09 J, J, J, J, Jun e Box 2 Pipe 6 14.45 Inlet 107 7 .07 Inlet 10 9 7 .36 J, J, J, Pipe 1 i 40.41 Pipe 8 10 .24 Pipe 10 14 .45 J, J, II In to Channel No . 3 II II Into Channel No . 2 II II Into Chann el N 0 . 1 II ..... Pipe 1 -10 Year Storm -Rev. January 2005 Manning Pipe Calculator Gi v en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 30 .0000 in 16 .1800 cfs 0.0028 ft/ft 0 .0140 20.3500 in 4 .9087 ft2 3.5449 ft2 58 .0648 in 94.2478 in 4 .5644 fps 8 .7912 in 67 .8334 % 20 .1539 cfs 4.1057 fps Pipe 1 -100 Year Storm -Rev. January 2005 Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Do v e Crossing S ubdivision -Ph ase 1 Co llege Stat io n, Texas Circular Depth of Flow 30.0000 in 20 .2000 cfs 0.0028 ft/ft 0.0140 24.6519 in 4.9087 ft2 4.3162 ft2 68.0942 in 94.2478 in 4.6801 fps 9.1275 in 82 .1730 % 20.1539 cfs 4.1057 fps Pipe 2 -10 Year Storm -Rev. January 2005 Manning Pipe Ca l culator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 10.0700 cfs 0.0020 ft/ft 0. 0140 17.9852 in 3.9761 ft2 2.8133 ft2 51.5557 in 84.8230 in 3 .5795 fps 7 .8577 in 66. 6119 % 12.8610 cfs 3.2346 fps Pipe 2 -100 Year Storm -Rev. January 2005 Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Do ve Crossing Subdi v isi o n -Pha se 1 College Stati o n , Tex a s Circular Depth of Flow 27.0000 in 12 .9800 cfs 0 .0020 ft/ft 0 . 0140 22.3635 in 3.9761 ft2 3. 5213 ft2 61 .7502 in 84.8230 in 3.6861 fps 8. 2116 in 82.8279 % 12.8610 cfs 3.2346 fps CERTIFICATION I, Joseph P . Schultz, Licensed Professional Engineer No. 65889 , State of Texas , certify th a t this report for the drainage design for the Dove Crossing Subdivision -Phase 1, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. rso, P.E. TABLE OF CONTENTS DRAINAGE REPORT DOVE C ROSSING SUBDIVISION -PHASE 1 CERTIFICATIO N .................................................................................................................................................................. 1 TABLE OF CONTENTS ........................................................................................................................................................ 2 LIST 0 F TABLES .................................................................................................................................................................. 3 INTROD UCTION .................................................................................................................................................................. .4 GENERAL LOCATION AND DES C RIPTION ................................................................................................................. .4 FLOOD HAZARD INFORMATION .................................................................................................................................... 4 DE VELOPMENT DRAINAG E PATTERNS ...................................................................................................................... .4 DRAINAGE DESIGN CRITERIA ....................................................................................................................................... .4 STORM WATER RUNOFF DETERMINATIO N -STORM SEWER ............................................................................. 6 STORM SEWER DESIGN .................................................................................................................................................... 7 CHANNEL DESIGN .............................................................................................................................................................. 7 STORM WATER RUNOFF DETERMINATION -DETENTION PONDS .................................................................... & DETENTION POND DESIGN .............................................................................................................................................. 9 CONCLUSIONS ................................................................................................................................................................... 12 APPENDIX A ........................................................................................................................................................................ 13 Time of Concentration Equations & Calculations APPENDIX B ........................................................................................................................................................................ 28 Storm Sewer Inlet Design Calculatio11s APPENDIX C ........................................................................................................................................................................ 31 Storm Sewer Pipe, Box & Chann el Des ig n Calculations APPENDIX D ........................................................................................................................................................................ 49 Detention Pond Design Data & Calculations APPENDIX E ........................................................................................................................................................................ 55 Detention Pond No. 1 Pre-& Post-Development HEC-1 Output, Runoff Summary & Schematic APPENDIX F ......................................................................................................................................................................... 76 Detention Pond No. 2 Pre-& Po st-Develop m ent HEC-1 Output, Runoff Summary & Schematic EXHIBIT A ............................................................................................................................................................................ 97 Po st-D evelopm ent Drainage Area Map -Storm S ewer EXHIBIT B ............................................................................................................................................................................ 99 Pre-Development Drainage Area Map -Detention Ponds EXH IBI T C .......................................................................................................................................................................... 101 Post-Development Drainage Area M ap -Detention Ponds LIST OF TABLES TABLE 1 -Rainfall Intensity Calculations ........................................................................................................ S TABLE 2 -Time of Concentration (tc) Equations ............................................................................................. S TABLE 3 -Post-Development Runoff Information -Storm Sewer Design .................................................... 6 TABLE 4A -Pre-& Post-Development Drainage Area Data -Rational Equation ....................................... 8 TABLE 4B-Pre-& Post-Development Drainage Area Data -HEC 1 ........................................................... 8 TABLE SA -Pre-& Post-Development Runoff Information -Drainage Areas 101 & 301 .......................... 9 TABLE SB -Pre-& Post-Development Runoff Information -Drainage Areas 102 & 302 ......................... 10 TABLE SC -Pre-& Post-Development Runoff Information -Drainage Areas 103 & 303 ........................ 10 Detention Pond No. 1 -Drainage Areas 104 & 304 .......................................................................................... 10 TABLE SD -Drainage Area Parameters Summary -Detention Pond No. 1 Design ................................... 11 Detention Pond No. 2 -Drainage Areas lOS & 30S .......................................................................................... 11 TABLE SB-Drainage Area Parameters Summary-Detention Pond No. 2 Design ................................... 12 DRAlNAGE REPORT DOVE CROSSlNG SUBDlVlSlON -PHASE 1 lNTRODUCTlON The purpose of this report is to provide the hydrological effects of the construction of the Dove Crossing Subdivision -Pltase I , and to ver ify that the proposed stom1 drainage system mee ts the requirements set forth by the City of Co lle ge Station Drainage Policy a nd Design Standards . GENERAL LOCATION AND DESCRIPTION The project is locat ed on a portion of a 97 .94 acre tract located south of Graham Road west of State Highway 6 in College Station, Texas. This report addresses Phase 1 of this s ubdi vision, which is made up of 25.69 acres. The site is predominantly open space with a few scattered oak and mesquite trees . The existing gro und elevations range from Elevation 294 to Elevatio n 308 for Phase 1. The ge neral location of the project site is shown on the v icinity map in Ex hibit A . FLOOD HAZARD INFORMATION The project site is located in the Lick Creek Drainage Basin. No portion of thi s property is within a flood hazard area according to the Flood Insurance Rate Map prepared by the Federal Emergenc y Management Agency (FEMA) for Brazos County, Texas and incorporated areas dated February 9, 2000. panel number 48041 C0201-D. DEVELOPMENT DRAINAGE PATTERNS Prior to development, the storm water runoff for Phase 1 flows in three different directions . A portion of the runoff flows in a southerly direction across future phases of development of this subdivision until it leaves the property and en ters the South Fork of Lick Creek on the adjace nt tract, which ultimately flows into Lick Creek . A portion of the runoff from the site flows in a n easterly direction onto the adjacent property. The remainder of the runoff from this site flows in a north erly direction into the Graham Road ri ght-of-way and the existing storm sewer system along Graham Road . The existing drainage patterns are shown on Exhibit B , "Drainage Area Map, Pre-Development, D e tention Pond ." DRAINAGE DESIGN CRITERIA The desi gn parameters for the storn1 sewer a nd detention facility analysis are as fo ll ows: • The Rational Method is utilized to dete1111ine peak storm water runoff rates for the storm sewer design and for th e pre-development and post-development peak runoff va lu es for areas that do not drain to the det e ntion ponds, and the HEC-1 comput e r pro g ram is utili ze d to dete1111ine peak sto1111 wate r runoff rates for the design of the detention p o nd s. • Design Storm Frequ e nc y Storm sewer syste m Detention pond ana lysis I 0 and I 00-year sto rm events 5 , 10 , 25 , 50 and I 00-yea r s torm ev ent s • Runoff Coefficients Pre-development c = 0 .30 c = 0.55 Post-development (single family residential) • Runoff Curve Number (CN) -Detention Ponds The Brazos County Soil Survey shows the soils in the area to be classifi ed as hydrologic Group D soils . The pre-development CN is based on no development on the site. The post-development CN is based on development of Phase land Phase 2 of the subdivision within the detention pond drainage areas. The CN calculations are found in Appendix D . • Rainfall Intensity equations and values for Brazos County can be found in Table l . • Time of Concentration, tc -Calculations are based on the method found in the TR-55 publication . Refer to Table 2 for the equations and Appendix A for calculations . The runoff flow paths used for calculating the pre-& post-development times of concentration for the detention pond analysis are shown on Exhibits B & C, and the flow path used for the post-development times of concentration for the storm sewer design is found on Exhibit A. For smaller drainage areas , a minimum tc of 10 minutes is used to determine the rainfall intensity values . Also, for the pre-and post-development runoff calculations for th e area draining to Graham Road , a time of concentration value of 10 minutes was selected to be consistent with the Graham Road storm sewer design. TABLE 1 -Ra infall Intensity Calculations Rainfall Intensity Val ues (in /hr) Storm t.:= Ev ent 10 min Is 7 .693 110 8 .635 l2s 9 .861 lso 11.148 1100 11 .639 Brazos County: 5 year storm 10 year storm b= 76 b= 80 d = 8 .5 d= 8 .5 e= 0.785 e= 0.763 I = b I (tc+d )" I = Rainfall Intensity (in/hr) tc = U(V*6 0 ) tc = Time of concentration (min) L = Length (ft) V = Velocity (ft/sec) 25 year storm 50 year storm 100 year storm b = 89 b= 98 b= 96 d= 8.5 d= 8 .5 d= 8 .0 e= 0.754 e= 0.745 e= 0.730 (Data taken from State Department of Highways and Pub lic Transportation Hydraulic Manual, pag e 2-16 ) TABLE 2 -Time of Concentration (tc ) Equations Th e lilll e of concentration ivas d e te rmined using n1 e thodsfo11nd in TR -55 , "Urban Hy drology for S 111 a l/ Wat e rsh eds ... Th e equations are as f o llows : Time of C oncentration : Tc = T1(sh1•1·1 llo\\) + Tr(rnnccnrratrd s hr<·t ll o") w here : T , =Travel Time. minutes For Sheet Flow: 0.007 (n L)0·8 (Pz)o .s so .4 where: T 1 =travel time , hours n =Manning 's roughness coefficient L = flow length, feet P2 = 2-year, 24-hour rainfall = 4 .5" s = land s lope, ft /ft For Shallow Concentrated Flow: T 1 =LI (60*V) Refer to Appendix A for calculations. where: T 1 =travel time , minutes V =Velocity, fps (See Fig 3-1 , App. E) L = flow length, feet STORM WATER RUNOFF DETERMINATION -STORM SEWER The peak runoff values were determined in accordance with the criteria presented in the previous section for the 5, 10, 25, 50, and 100-year storm events. The drainage areas for the post-development conditions for the storm sewer design are shown on Exhibit A. Post- development runoff conditions for the storm sewer design are summarized in Table 3 . TABLE 3 -Post-Development Runoff Information -Storm Sewer Design Area c tc 5 year storm 10 year storm 25 year storm 50 year storm 100 year storm Area# (acres) Is Os 110 010 l2s 02s lso Oso 1100 0100 A (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) 206 0 .17 0.55 10.0 7 .693 0 .72 8 .635 0 .81 9.861 0.92 11 .148 1 .04 11.639 1 .09 208 1.45 0.55 15.7 6 .230 4 .97 7 .035 5.61 8.054 6 .42 9 .126 7 .28 9 .521 7 .59 209 1.63 0.55 14 .2 6 .551 5 .87 7 .387 6 .62 8.452 7 .58 9.572 8 .58 9 .987 8 .95 210 0.59 0 .55 11 .2 7 .322 2 .38 8.230 2.67 9.405 3 .05 10 .638 3 .45 11 .104 3 .60 211 1 .06 0.55 14 .9 6 .397 3.73 7.217 4 .21 8.260 4.82 9.358 5 .46 9.763 5 .69 212 1.43 0.55 16 .6 6.054 4.76 6.841 5 .38 7 .835 6.16 8 .881 6 .98 9.266 7 .29 214 2 .58 0 .55 21.5 5 .263 7.47 5 .97 1 8.47 6.849 9 .72 7 .776 11 .03 8 .115 11.52 215 0 .38 0 .55 10.0 7 .693 1.62 8 .635 1 .81 9 .861 2.07 11 .148 2.34 11 .639 2.45 ------ 217 0 .80 0 .55 12.2 7.043 3 .10 7 .925 3.49 9.060 3.99 10 .252 4 .51 10 .700 4 .71 218 0 .84 0 .55 13 .7 6 .667 3.06 7.513 3.45 8 .595 3 .95 9 .732 4.47 10.154 4 .67 219 1.72 0 .55 21 .1 5 .319 5.03 6.032 5.71 6 .919 6 .55 7.854 7.43 8 .197 7 .75 220 0 .17 0 .55 10.0 7 .693 0 .72 8 .635 0 .81 9 .861 0 .92 11 .148 1.04 11 .639 1 .09 220A 0.08 0 .55 10 .0 7 .693 0 .33 8.635 0 .36 9 .861 0.42 11 .148 0.47 11 .639 0.49 221 1.96 0.55 18.9 5.652 6 .09 6.399 6 .90 7 .334 7.91 8 .320 8 .97 8 .681 9 .36 222 1 .39 0 .55 16 .0 6 .170 4 .72 6.969 5.33 7.979 6 .10 9 .043 6 .91 9.434 7 .21 223 0.53 0.55 10 .0 7 .693 2 .24 8 .635 2 .52 9.861 2.87 11 .148 3 .25 11.639 3 .39 224 0 .19 0 .55 10.0 7.693 0 .80 8 .635 0 .89 9 .861 1.02 11 .148 1.16 11 .639 1.21 225 0 .17 0.55 10.0 7 .693 0.72 8 .635 0 .81 9 .861 0 .92 11 .148 1.04 11.639 1.09 ------------226 0.81 0 .55 12 .8 6.887 3 .07 7.754 3.45 8 .867 3 .95 10 .037 4 .47 10.473 4 .67 227 '0 .68 0 .55 10.0 7 .693 2 .88 8.635 3 .23 9 .861 3.69 11.148 4 .17 11.639 4 .35 ------228 0.53 0 .55 10.4 7 .565 2.19 8.495 2.45 9 .704 2 .80 10 .971 3.17 11 .454 3 .31 229 0 .33 0 .55 10.0 7 .693 1.40 8.635 1.57 9 .861 1.80 11 .148 2.03 11 .639 2 .12 ------230 0.49 0 .55 10.0 7 .693 2 .07 8 .635 2 .33 9.861 2 .66 11 .148 3 .00 11 .639 3.14 ---------232 0.26 0.55 10.0 7 .693 1.10 8 .635 1.23 9 .861 1.41 11 .148 1.59 11 .639 1 .66 ------233 0 .23 0 .55 10 .0 7 .693 0 .97 8 .635 1.09 9 .861 1.25 11 .148 1.41 11 .639 1.47 ---------234 0.91 0 .55 10.0 7.693 3 .85 8 .635 4 .32 9 .861 4 .94 11 .148 5.58 11 .639 5 .83 STORM SEWER DESIGN The stom1 sewer piping for this project has been selected to be Reinforced Concrete Pip e (RCP) meeting the requirements of ASTM C-76, Class III pipe meeting the requirements of ASTM C-789 . The curb inlets and junction boxes will be cast-in-place concrete . Appendix B presents a summary of the storm sewer inlet design parameters and calculations . The inlets were designed based on a l 0-year design storm. As per College Station guidelines, the capacities of inlets in sump were reduced by l 0% to allow for clogging . Inlets for the residential streets were located to maintain a gutter flow depth of 5" or less . This design depth will prevent the spread of water from reaching the crown of the road for the 10- year storm event. Inlets for Alexandria Avenue, a minor collector street, were located to limit the spread of water onto the street such that one 12-foot traffic lane will remain clear for the l 0- year storm runoff. The gutter flow depth for this street is limited to 4. 73". Refer to Appendix B for a summary of the gutter flow depths. The runoff intercepted by the proposed storm sewer inlets was calculated using the following equations . The depth of flow in the gutter was determined by using the Straight Crown Flow equation. All of the inlets for this phase of construction are on-grade . The flow intercepted by the inlets was calculated by using the Capacity of Inlets On Grade equation. These equations and resulting data are summarized in Appendix B. There are no Inlets in Sump for this phase of construction. The area between the right-of-way and the curb line of the streets will be graded as necessary to provide a minimum of 6" of freeboard above the curb lin e . This will ensure that the runoff from the 100-year stom1 event will remain within the street right-of-way. Appendix C presents a summary of the storm sewer pipe design parameters and calculations . All pipes are 18" in diameter or larger. For pipes with 18" and 24" diameters, the cross- sectional area is reduced by 25%, as per College Station requirements. A summary of how this was achieved is shown in Appendix C as well. The pipes for the storm sewer system were designed based on the 10-year storm event, and they will also pass the 100-year storm event. Based on the depth of flow in the street determined for the 100-year storm event, this runoff wi ll be contained within the street right-of-way until it enters the storm sewer system. As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows, even during low flow conditions, the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes . The maximum flow in the storm sewer pipe system will occur in Box No. 1. The maximum ve locit y for the pipe system in this development will be 10.2 feet per second and will occur in Pipe No. 4. Appendix C contains a summary of the pipe calculations as well as flow diagrams mapping the flows through the storm sewer system for the 10 and 100-year events . CHANNEL DESIGN The stonn runoff from the streets is conveyed to the detention ponds by three different "v" bottom earthen drainage channels with 4H : I V side slopes. The velocities out of the stom1 sewer pipes wil l be dissipated by the placement of rock riprap at the end of the pipes which discharge into the channels . Based on the following ve lo city data , each channel will be seed ed to establish grass coverage . Channel No. l is at a slope of 0.4%, and the velocity and depth for th e l 0-and 100-year storm events are 2.0 fps at 15.4" deep and 2 .1 fps at 16 . 7" deep , respectivel y . Channel No. 2 is at a s lop e of 0 .5 %, and th e ve locity and depth for the l 0-and l 00-year sto rm events are 2.0 fps at 13.4" deep and 2 .1 fps at 14.2 " deep , respectively. Channel No . 3 is at a slope of 0.5%, and the velocity and depth for th e l 0-and I 00-year storm events are 2.8 fps at 21 .9" deep and 2.9 fps at 23.8 " deep, respectively. STORM WATER RUNOFF DETERMINATION -DETENTION PONDS The peak runoff values were determined in accordance with the criteria presented in the previous sections for the 5 , 10 , 25, 50 , and 100-year storm events. The drainage areas for the pre-& post-development conditions for the detention pond analysis are shown on Exhibits B & C. Pre-development and post-development runoff information for the detention ponds are summarized in Table 4 . TABLE 4A-Pre-& Post-Development Drain age Area Data -Rational Equation Area c tc Is 110 Area# (acres) (min) (in/hr) (in/hr) Pre-101 9.77 0 .30 10.0 7.693 8 .864 Pre-102 2 .24 0 .30 10.0 7.693 8.864 Pre-103 3.04 0 .30 35 .1 3.925 4 .644 Po st-301 4 .79 0 .55 10.0 7.693 8.864 Post-302 0 .99 0 .55 10.0 7 .693 8 .864 Post-303 0 .50 0 .55 10.0 7.693 8 .864 The Rational Method: Q = CIA I = b I (tc+d)" Q =Flow (cfs) le= Time of concentration (min) A = Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) Brazos County: 5 'i_ear storm 10 'i_ear storm 25 'i_ear storm b = 76 b = 80 b = 89 d = 8 .5 d = 8 .5 d = 8 .5 e = 0.785 e = 0.763 e = 0.754 l2s lso (in/hr) (in/hr) 9 .861 11 .148 9 .861 11 .148 5 .167 5.886 9 .861 11 .148 9 .861 11 .148 9 .861 11 .148 tc = L/(V*60) L = Length (ft 1100 (in/hr) 11 .639 11 .639 6.153 11 .639 11 .639 11 .639 V =Velocity (ft/sec) 50 'i_ear storm 100 'f_ear storm b = 98 b = 96 d = 8.5 d = 8 .0 e = 0.745 e = 0 .730 TABLE 4B -Pre-& Post-Development Drainage Area Data -HEC 1 Area# Area CN tc lag (acres) (sq . mi .) (min ) (hrs) Pre -104 33 .54 0 .0524 75 .1 38 .3 0 .383 --- Pre -105 27 .96 0 .043 7 75 .0 32 .0 0.3 20 Post -304 33 .39 0 .0522 84 .2 23 .1 0.231 Post-305 37 .28 0 .0583 82.9 30 .5 0 .305 Note: Th e C N calculations for Areas 304 a nd 305 include the future d eve lopm e nt of Ph ase 2 of the subdi v is ion . DETENTION POND DESIGN The d eve lo pm e nt of this tract will increase th e runoff du e to the increase in imp e rv io us s urfac es. The drain age system for the deve lopme nt must be d es ign e d so that th e re is not a n increase in th e peak runoff values at the locations where th e runoff is discharged from this developm e nt. This has b ee n accomplished by th e construction of two d e te ntion ponds a nd by redirecting th e d eve lop e d area that drains off-s it e s o that th e peak runoff at th ese loc at ion s is not increased from the pre-development valu es. The propose d detenti o n pond s will se rve both Phases I a nd 2 of this development. The Develope r w ill purchase additional la nd to th e so uth of this prop e rty to construct a permanent detention faci lit y for the entire d eve lop m e nt . Exhibit B shows the five pre-development drainage areas (Areas l 01-105) d eve lop ed for this project. Exhibit C shows the five post-development drainage areas (Areas 301-305) for this project. The followin g sections describe how the proposed drainage system for this proj ect wil l control the runoff such that the pre-development peak runoff va lu es are not exceeded . Drainage into Gra h am Road -Drainage Areas 101 & 301 Prior to development, the runoff from Drainage Area l 0 l flowed into Graham Road . The ex isting storm sewer system for Graham Road was designed for this area usin g the Rationa l Eq uation with a runoff coefficient of C=0.3 and a time of concentration of l 0 minutes . This data was obtained from the Drainage Report for the Graham Road Rehabilitation Project, prepared by Robertson Consulting Engineers in April 2000 . We have used th ese same parameters for our calculations of the peak runoff values for this area. Table SA shows the comparison of the p eak runoff from the post-development conditions (Area 30 I) to the pre - development conditions (Area l 0 l ). The decrease in th e peak runoff is due to the decrease in the area (from 9. 77 acres to 4. 79 acres) that will drain to Graham Road after d eve lopment. This is accomplished by the location of storm sewer inlets to capture and di vert runoff into a storm sewer pipe system through future phases of the development and to the propo sed d e te ntion ponds. Also, the grading of the streets and site as shown on the Gradin g Plan in th e co nstruction drawings is designed to divert drainage to the south to the d e tenti o n ponds . TABLE SA -Pre-& Post-Development Runoff In format ion -Drainage Areas I 01 & 301 Area# Area Os 010 0 2s Oso 010 0 (acres) (cfs) (cfs) cfs) (cfs) (cfs) Pre-101 9.77 22 .55 25.3 1 2 8.90 32 .67 34 .11 Post-3 01 4 .7 9 20 .27 22 .75 2 5.98 29.37 30 .66 Decreas e in peak flow 5.0 2 .3 2.6 2.9 3.3 3 .5 Drainage into Graham Road and onto Adjacent Property -Drainage Areas I 02 & 302 Prior to development , th e runoff from Drainage Area I 0 2 flo wed both o nto adjace nt prop e rt y a nd into Graham Ro ad. The ex istin g s torm sewer sys tem for Gra h am Ro a d was d es ig ned for th is a rea us in g th e R at ion a l Equ a tion w ith a run off coe ffi c ie nt of C =0.3 a nd a tim e of co nc e ntrati o n of I 0 minutes . T a ble 58 s hows th e compariso n of th e p ea k run off fr o m th e po s t- deve lopment co nditi o ns (Area 302 ) to the pre -d eve lo pm e nt co ndition s (A rea I 02). The dec rease in th e p eak runoff is du e to th e decrease in th e a rea (fro m 2.24 ac re s to 0 .99 acres) th a t will drain to this area after development. This is accomplished by the location of storm se w e r inlets on Dove Crossing Lane to capture and divert runoff into a stom1 sewer pipe syst e m through future phases of the development and to the proposed detention ponds . Also , th e grading of the streets and site as shown on the Grading Plan in the construction drawin gs is designed to divert drainage to the south . TABLE SB -Pre-& Post-Development Runoff Information -Drainage Areas I 02 & 302 Area# Area Os 010 0 2s O so 0100 (acres) (cfs) (cfs) (cfs) (cfs) (cfs) Pre-102 2 .24 5.17 5.80 6 .63 7.49 7 .82 Post-302 0 .99 4 .19 4 .70 5.37 6 .07 6 .34 Decrease in peak flow 1.3 1.0 1.1 1.3 1.4 1.5 Drainage onto Adjacent Property -Drainage Areas 103 & 303 Prior to development, the runoff from Drainage Area 103 flowed onto adjacent property. The existing storm sewer system for Graham Road was designed for this area using the Rational Equation with a runoff coefficient of C=0.3 and a time of concentration of l 0 minutes . Table SB shows the comparison of the peak runoff from the post-development conditions (Area 303) to the pre-development conditions (Area 103). The decrease in the peak runoff is due to the decrease in the area (from 3 .04 acres to 0.50 acres) that will drain to the adjacent property after development. This is accomplished by the construction of Dove Crossing Lane which will divert runoff through future phases of the development and to the proposed detention ponds. Also, the grading of the streets and site as shown on the Grading Plan in the construction drawings is designed to divert drainage to the south . TABLE SC -Pre-& Post-Development Runoff Information -Drainage Areas I 03 & 303 Area# Area Os 010 0 2s Oso 0 100 (acres) (cfs) (cfs) (cfs) (cfs) (cfs) Pre-103 3 .04 3.58 4 .09 4 .71 5 .37 5.61 Post-303 0 .50 2.12 2.37 2.71 3 .07 3.20 Decrease in peak flow 2 .5 1.5 1.7 2 .0 2 .3 2.4 Detention Pond No. 1 -Drainage Areas 104 & 304 Detention Pond No . l will be constructed by modifying the existing stock pond located on the property. The location of the pond is shown on Exhibit C . The proposed grading changes for the pond are also shown on Exhibit C and the Grading Plan in the construction drawings . The area-capacity data and the depth-discharge data for the pond are provided in Appendix D. The detention pond grading plan is shown in the constructio n drawings. The pond discharge pipe is a 42" HOPE pipe, 70 feet in length . Rock riprap will be placed at the discharge end to control erosion. The pipe has a design slope of 0.5 %, with th e upstream inve11 at Elevat ion 287 .0 . The top of the pond berm is at Elevation 292 .0 w ith a 1 O' top width a nd 5H :lY side slopes , with the overflow sp ill way at Elevation 291.0 with a 10 ' bottom width and SH : IV side s lop es. I 0 The peak flow out of the detention pond was determined b y th e HEC-1 progra m using th e depth discharge data fo r th e pond outlet st ructure as provi ded in Appendix D. T he area/capacity dat a for the pond is included in Appendix D as we ll. 90% of th e ava il ab le pond storage vo lume was used for thi s a na lysis. As s ho w n in Table SD, the peak outflow from the detention fac ility is less th a n th e a llow ab le peak outflow for the d es ig n stom1 event. Ad ditiona ll y, th e tabl e presents the m axi mum water surface in th e pond for each s tom1 even t , as well as the amount of freeboard pro vi ded. TABLE SD -Drainage Area Parameters Summary -Detention Pond No. I Design Dete n tion Pond 1 Pre-Development Area 104 Os 010 0 2s Oso 0 100 Post-Development Area 304 (cfs) (cfs) (cfs) (cfs) (cfs) 1 Pre-Development • Area 104 58 73 95 113 130 2 Post-Development without Pond ·Area 304 105 123 152 173 194 3 Post-Development out of Pond 46 50 56 61 67 Decrease in Peak Runoff (Line 1 mi n us Line 3) 12 23 39 52 63 4 Max. Water Surface in Pond (ft) 290.07 290 .25 290 .55 290 .78 291 .03 5 Top of Pond Berm 292 .00 292 .00 292 .00 292 .00 292 .00 Freeboard (ft) (Line 5 minus Line 4) 1.93 1.75 1.45 1.22 0.97 A schematic of the graphica l HEC-1 computer mod e l, the runoff summary, and the HEC -1 output for the pre-deve lopme nt condition are provi ded in Appendix E . T h e pre-development flows in Table SD are from this HEC -1 output. The post-development HEC-1 schematic, the runoff summary, and the HEC -1 o utput are a lso provided in Appendi x E. The post-development flow and max imum water surface are from this H EC-1 output. Detention Pond No. 2 -Drainage Areas 105 & 305 Detention Pond No . 2 will b e constructed by modifying th e existing stock pond located on the property. The location of th e pond is shown on Exhibit C. The proposed g rading changes for the pond are also shown on Exhibit C and the Grading Plan in the construction drawings. The a r ea-capacity data and the depth-discharge data for the pond are provided in Append ix D . The detention pond grad in g plan is shown in the construction drawin gs. T he pond discharge pipe is a 42" HOP E pipe, SO feet in le ngth . Rock riprap will be placed at the disch arge e nd to control eros ion . The pipe h as a desi g n s lope of O.S %, w ith the up stream invert at E levation 287.0. The top of the pond b enn is at Elevation 292.0 w ith a 10 ' top widt h a nd SH : 1 V side s lop es, with th e overflow spi llway at E levation 29 1.0 w ith a 1 O' bottom widt h an d SH: 1 V s id e s lop es. The p eak flow out of th e d e te nti o n pond was d e term in e d by th e H EC-1 program us in g th e d e pth discharge dat a fo r the pond out le t s tructure as provided in A pp endix D . The a rea/capacity d a ta for the pond is includ e d in Appendix D as we ll. 90% of th e ava il ab le pond s torage vo lum e was used for thi s a na lys is . As s hown in Tabl e SE, th e pea k outflow from th e dete nti on fac ilit y is less than th e a ll owab le peak o utflow for th e d es ign s torm eve nt. 11 Additionally, the table presents the maximum water surface in the pond for each stom1 event, as well as the amount of freeboard provided . TABLE SB -Drainage Area Parameters Summary -Detention Pond No. 2 Design Detention Pond 2 Pre-Development Area 105 Os 010 0 25 Oso 0100 Post-Development Area 305 (cfs) (cfs) (cfs) (cfs) (cfs) 1 Pre-Development -Area 105 53 66 86 102 118 2 Post-Development without Pond ·Area 305 99 117 146 168 190 3 Post-Development out of Pond 49 53 61 70 84 Decrease in Peak Runoff (line 1 minus line 3) 4 13 25 32 34 4 Max. Water Surface in Pond {ft) 290.17 290.41 290 .79 291 .08 291 .34 5 Top of Pond Berm 292 .00 292 .00 292 .00 292 .00 292 .00 Freeboard (ft) (line 5 minus line 4) 1.83 1.59 1.21 0 .92 0 .66 A schematic of the graphical HEC-1 computer model, the runoff summary, and the HEC-1 output for the pre-development condition are provided in Appendix F. The pre-development flows in Table 5E are from this HEC-1 output. The post-development HEC-1 schematic, the runoff summary, and the HEC-1 output are also provided in Appendix F. The post-development flow and maximum water surface are from this HEC-1 output. CONCLUSIONS The construction of this project will increase the storm water runoff from this site. The proposed storm sewer system should adequately contro l the runoff and release it into Graham Road or the detention ponds. The proposed detention ponds should adequately control the peak post-development runoff so that it will not have any impact on the properties downstream of this development. There is no increase in runoff to the north into the Graham Road right-of- way, and there is no increase in runoff to the east onto the adjacent property due to the reduction in the drainage areas flowing to these areas after this development. There should be no flood damage to downstream or adjacent lando wners resulting from this development. APPENDIX A Time of Concentration Equations & Calculations I ~ Tc Ca lcu lations Po nd Pre Deve l opment Drainage Area #103 Sheet Flow : L= 300 n= P= 0.007(L *nt0 = (P)o s*(S )04 Concentrated Flow 1: V= L= 372 T,= U(60*V) = Concentrated Flow 2: V= L= 221 T,= U(60*V) = Drainage Area #104 Sheet Flow: n= P= L= 300 T,= 0.0 07(L *nt0 = (P)o s*(S)°4 Concentrated Flow 1 : V= L= 611 T,= U(60*V) = Concentrated Flow 2 : V= L= 450 0.15 fps (short grass prairie) 4.5 Elev 1 = 304 .25 Slope= 0 .471 hours= 28 .3 min 1.25 fps (unpaved) Elev 1= 304.25 . Elev2 = 302 Slope= 5.0 min 2 fps (un paved) Elev 1= 302 Elev2 = 298.7 Slope= 1.8 min I Tc= 35 .1 min 0 .15 fps (short grass prairie) 4 .5 Elev 1= 309 Elev2 = 30 6 .75 Slope= 0.491 hours= 29 .5 min 1.9 fps (unpaved) Elev 1= 306 .75 Elev2 = 297 .9 Slope= 5.4 min 2 .2 fps (unpaved) Elev 1= 297.9 Elev 2 = 289 Slope = 0 .00 8 0 .006 0.015 0.008 0.014 0.020 T1= L/(60 *V) = 3.4 min ITc= 38.3 min Drainage Area #105 Sheet Flow: n= 0 .15 fps {short grass prairie) P= 4 .5 L= 300 Elev1= 307 Elev2 = 304.3 Slope= 0.009 T1= 0 .007(L *nt11 = 0.456 hours= 27.4 min (P)o s*(S)°4 Concentrated Flow 1: V= 1.8 fps (unpaved) L= 500 Elev 1 = 304.3 Elev 2 = 298 .5 Slope= 0 .012 T1= L/(60*V) = 4 .6 min Concentrated Flow 2: V= 1.8 fps (unpaved) L= 500 Elev 1= 298.5 Elev2 = 292 .3 Slope= 0 .012 T1= L/(60*V) = 4 .6 min Concentrated Flow 3 : V= L= 330 Elev 1= 292.3 Elev2 = 289 Slope= 0.010 T1= L/(60*V) = 3.4 min 32.0 min Post-Development Time of Concentration Calculations Refer to Exhi bit A for flow path locations. Drainage Area# 208 Sheet Flow: n= 0.15 (short grass prairie) P= 4 .5 L = 95 Elev 1 = Elev2 = Slope= 0 .010 T1= 0 .007(L*n)°" = 0 .174 hours= I 10.4 min (P)o .s*(S)o.4 Gutter Flow 1: V= 1.7 fps (paved) L= 537 Elev 1= . Elev2 = Slope= 0.007 T1= L/(60 *V) = 5.3 min ITc= 15.7 min Drainage Area # 209 Sheet Flow: n= 0.15 {short grass prairie) P= 4 .5 L= 85 Elev 1= Elev2 = Slope= 0 .010 T1= 0.007(L*n )0 " = 0 .160 hours= I 9 .6 min (P)o.s*(S)0.4 Gutter Flow 1 : V= 1.7 fps (pa ved) L= 473 Elev 1 = Elev 2 = Slope= 0 .007 T1= L/(60*V) = 4.6 min ITc= 14.2 min Drainage Area # 210 Sheet Flow : n= 0 .15 (short grass prairie) P= 4 .5 L= 75 Elev,= Elev2 = Slope= 0 .010 T1= 0 .007(L *n)°" = 0 .144 hours= I 8.6 min (P)os*(S)0.4 Gutter Flow 1 : V= 1.8 fps (pa ved) L= 286 Elev 1= Elev 2= Slope= 0 .008 T1= L/(60 *V) = 2 .6 min ITc= 11.2 m in Drainage Area # 211 Sheet Flow : n= 0 .15 (short grass prairie) P= 4.5 L= 110 Elev 1= Elev2 = Slope= 0 .010 T,= 0 .007(L*nt11 = 0 .196 hours= I 11 .8 min (P)os*(S)o4 Gutter Flow 1: V= 1. 7 fps (pa ved) L= 167 Elev 1= Elev2= Slope= 0.007 T,= L/(60*V) = 1.6 min Gutter Flow 2 : V= 1.8 fps (paved) L= 162 Elev1= Elev2= Slope= 0.008 T1= L/(60 *V) = 1.5 min ITc= 14.9 m in Drainage Area # 212 Sheet Flow : n= 0.15 (short grass prairie ) P= 4 .5 L= 52 Elev 1= Elev2 = Slope= 0.010 T1= 0.007(L *nt11 = 0 .108 hours= I 6 .5 min (P)o s*(S )0 4 Gutter Flow 1: V= 1. 7 fps (pa ved) L= 615 Elev 1= Elev2 = Slope= 0 .700 T i= L/(60*V) = 6 .0 min Gutter Flow 2 : V= 1.6 fps (paved) L= 300 Elev 1= Elev2 = Slope= 0.010 Ti= L/(60 *V) = 3 .1 min Gutte r Flow 3 : V= 2 .4 fps (pa ved) L= 150 Elev 1 = Elev 2 = Slope= 0 .014 T 1= L/(60 *V) = 1.0 min ITc= 16.6 mi n Drainage Area# 214 Sheet Flow: n= 0 .15 (short grass prairie ) P= 4 .5 L= 100 Elev 1 = Elev 2 = Slope= 0 .0 10 T i= 0.00 7(L*nt11 = 0 .182 hours= I 10 .9 min (P)o s*(S )°-4 Gutter Flow 1: V = 1.7 fps (paved) L= 670 Elev 1= Elev2 = Slo pe= 0.700 T 1= L/(60 *V) = 6 .6 min Gutter Flow 2 : V = 1.6 fps (paved ) L= Elev 1 = Elev 2 = Slo pe= 0 .0 10 Ti= L/(60*V) = 3.1 min Gutter Flow 3: V = 2 .4 fps (pave d ) L= 130 Elev 1= Elev2 = Slo pe= 0 .0 14 T1 = L/(6 0*V) = 0 .9 min ITc= 2 1.5 mi n Dra i n age A re a # 2 15 S heet Flow : n= 0 .15 (short grass pra irie) P= 4 .5 L= 38 Elev 1= Elev 2 = Slope = 0 .0 14 T1= 0 .007(L *n t 11 = 0 .073 hou rs = I 4.4 min (P)o s*(S)o4 Gutter Flow 1: V= 1.7 fps (paved) L= 135 Ele v 1= El ev2 = Slope = 0 .700 T1 = L/(60 *V) = 1.3 min Gutter Flow 2: V= 2 .6 fps (pa ved) L= 18 5 Elev 1= Elev 2 = Slope= 0.017 T1= L/(6 0 *V) = 1.2 min IT c= 6.9 mi n !(us ing 10 minutes) Drainage Area # 217 Sheet Flow: n= 0 .15 (sh o rt grass prai r ie ) P= 4 .5 L= 75 Elev 1= Elev 2 = Slope= 0 .0 11 T1= 0 .00 7(L *nt() = 0 .139 hours= I 8 .3 min (P}o s*(S}o4 Gutter Flow 1 : V= 1.7 fps (pa ved) L= 4 00 Elev 1 = Elev 2 = Sl o pe= 0 .007 T1= L/(60*V) = 3 .9 min ITc = 12 .2 min Drainag e Area # 218 S heet Flow: n= 0 .15 (short grass prairie ) P= 4.5 L= 12 0 Elev 1 = Elev2 = Slope= 0.011 T1= 0 .00 7(L*nt() = 0.2 02 hours= I 12 .1 min (P }o s*(S }o 4 G utter Flow 1 : V = 1.7 fps (pav ed ) L= 16 0 Elev 1= Elev2 = Slope= 0 .007 T1= L/(60*V) = 1.6 min ITc= 1 3.7 min Drainage Area# 219 Sheet Flow: n= 0 .15 (short grass prairie) P= 4 .5 L= 100 Elev 1 = Elev2 = Slope= 0.010 T1= 0 .007 (L*nt" = 0 .182 hours= I 10.9 min (P)o s*(S)o4 Concentrated Flow 1 : V = 1.6 fps (unpaved) L= 979 Elev 1 = Elev2 = Slope= 0 .010 T1= U(60*V) = 10 .2 min ITc= 21.1 min Drainage Area #219 & #220 (A4 evaluation point) Sheet Flow: n= P= L= 100 Elev 1 = Elev2 = Slope= 0 .010 T1= 0 .007(L *nt" = 0.182 hours= I 10 .9 min (P)o s*(S)o4 Concentrated Flow 1 : V= L= 979 Elev1 = Elev2 = Slope= 0.010 T1= L/(60*V) = 10.2 min Gutter Flow 1: V= 1.7 fps (pa ved) L= 100 Elev 1 = Elev2 = ·Slope= 0 .700 T1= L/(60 *V) = 1.0 min ITc= 22.1 min Drainage Area #219, #220 & #220A (A3 evaluation point) Sheet Flow : n= 0.15 (short grass prairie) P= 4 .5 L= 100 Elev 1 = Elev 2 = Slope= 0 .010 T1= 0 .007(L *nt" = 0 .182 hours= I 10 .9 min (P)os*(S)o4 Concentrated Flow 1: V= 1.6 fps (unpaved) L= 979 Elev,= Elev 2= Slope = 0 .01 0 Ti= L/(60*V) = 10 .2 min G utter Flow 1 : V = 1.7 fps (pa ved) L= 100 Elev 1 = Elev 2= S lope = 0 .7 00 Ti= L/(60 *V) = 1.0 min Gutter Flow 2 : V= 2 .4 fps (pave d ) L= 83 Elev 1= Elev2= Slo pe= 0 .01 4 Ti= L/(60 *V) = 0.6 min ITc= 22.7 min Drainage Area# 221 Sheet Flow: n= 0 .15 (short grass prai rie ) P= 4 .5 L= 100 Ele v 1 = Ele v2= Slo pe= 0.010 Ti= 0 .00 7(L *ntll = 0 .182 hours= I 10 .9 min (P)o .s*(S)o.4 Gutter Flow 1 : ·V = 1. 7 fps (pa ved) L= 65 2 Elev 1= Elev 2= Sl o pe= 0 .007 Ti= L/(60 *V) = 6 .4 min Gutter Flow 2 : V = 1.7 fps (paved) L= 165 Elev,= Elev2= Sl ope= 0 .00 7 Ti= L/(6 0 *V) = 1.6 min ITc= 18.9 min Drai nag e Area # 222 Sheet Flow: n= 0 .15 (short grass prairie) P= 4 .5 L= 68 Elev,= Elev2 = Slope= 0.010 Ti = 0 .007(L *n }°(j = 0 .133 hours= I 8 min (P)os*(S )o4 Gutter Flow 1: V = 1.7 fps (paved) L= 65 2 Elev,= Elev 2 = Slope = 0.00 7 T i= L/(60 *V) = 6.4 min G utter Flow 2: V= 1 . 7 fps (pa ved) L= 165 Elev,= Elev 2 = Slope= 0 .0 07 T i= L/(60 *V) = 1.6 min IT c= 16.0 min Dra inage Area # 226 (E5 evaluation po int) S heet Flow: n= 0 .15 (short grass prairie ) P= 4.5 L= 93 Elev,= Elev2= Sl ope= 0 .010 T,= 0 .00 7(L *n}°(j = 0 .171 hours= I 10 .3 min (P)os*(S)o4 G utter Flow 1: V= 1.8 5 fps (paved ) L= 275 Elev,= Elev2 = Slope= 0 .0085 T ,= L/(60 *V ) = 2.5 min IT c= 12.8 min Drainage Area # 226 (E4 ev a lu ation point) Sheet Flow: n= 0 .15 (short grass pra iri e) P= 4 .5 L= 93 Elev,= Elev2 = Slope = 0 .010 T i= 0 .007(L *n f(j = 0 .171 hours= I 10.3 min (P)os*(S)o4 Gutter Flow 1: V = 1.85 fps (pa ved) L= 275 Elev ,= Elev2 = Slope= 0 .0085 Ti = L/(60 *V) = 2.5 min Gutt er Fl ow 2: V = 2.5 fps (paved) L= 62 Elev 1= Elev 2 = Slope= 0.0150 Tt= L/(60 *V) = 0.4 min ITc= 13.2 m i n Dra i na g e Area # 227 S heet Flow: n= 0 .15 {short grass prairie ) P= 4 .5 L= 120 Elev 1= Ele v2 = .Sl ope= 0.011 Tt= 0 .00 7(L*ntll = 0 .202 hou rs=" I 12.1 m in (P)o s*(S)o4 Gutter Flow 1: V= 1.7 fps (paved) L= 160 Elev 1= Elev 2 = Slope= 0 .00 7 Tt= L/(60*V) = 1.6 m in Gutter Flow 2: V = 1 . 7 fps (paved) L= 2 52 Elev 1= Elev2 = Slo pe= 0.007 T1= L/(60 *V) = 2 .5 min ITc= 16.2 min Drainage Area # 228 {E6 evaluat ion po i n t) S heet Flow: n= 0 .15 (short grass prairie) P= 4 .5 L= 68 Elev 1= Elev2 = Slope= 0 .01 0 T1= 0 .007(L *ntll = 0 .133 hours= I 8 m in (P)os*(S)o4 Gutter Flow 1 : V = 1.85 fps (pa ved) L= 263 Elev 1= Elev 2 = Slope = 0 .0085 Tt= L/(60*V) = 2.4 min ITc= 10 .4 min Tc Ca lculati o ns Pond Post Development Drainage Area #303 Concentrated Flow 2 : V= 2 fps (unpaved) L= 100 Elev 1= Elev 2 = Slope= 0 .015 T,= L/(60 *V) = 0 .8 min ITc= 0.8 m in !usi ng 10 min Drainage Area #304 Sheet Flow: n= 0 .15 (short grass prairie) P= 4.5 L= 120 Elev 1= Elev 2 = Slope= 0.011 T,= 0.007(L *nt11 = 0 .202 hours= 12 .1 min (P)o s*(S)o.4 Gutter Flow 1: V= 1.7 fps (paved) L= 160 Elev 1= Elev2 = Slope= 0 .007 T,= L/(60 *V) = 1.6 min Gutter Flow 2 : V= 1.7 fps (paved) L= 252 Elev 1= Elev2 = Slope= 0 .007 T,= L/(60*V) = 2 .5 min Pipe Flow 1: V= 8 .1 fps (flow through P-8) L= 256 .37 Elev 1= Elev2 = Slope= 0.019 T,= L/(60 *V) = 0 .5 min Channel Flow 1: V= 1.99 fps (flow Through channel No . 2) L= 770 Elev 1= Elev2 = Slope= 0 .005 T,= L/(60*V) = 6.4 min I Tc= 23.1 m in Drainage A r ea #305 Sheet Flow: n= 0 .15 (short grass prairie) P= 4 .5 L= 100 Elev 1= Elev2 = Slope = 0.010 Ti= 0 .007(L *nt<l = 0 .182 hours= 10 .9 min (P)o s*(S )04 Concentrated Flow 1 : V= 1.6 fps (unpaved) L= 979 Elev 1= Elev2 = Slope= 0 .0 10 Ti= L/(60*V) = 10 .2 min Gutter Flow 1 : V= 1. 7 fps (paved) L= 100 Elev 1= Elev2 = Slope= 0 .700 Ti= L/(60*V) = 1.0 min Gutter Flow 2 : V= 2.4 fps (paved) L= 83 Elev 1= Elev2 = Slope= 0.014 Ti= L/(60*V) = 0 .6 min Pipe Flow 1: V= 3 .7 fps (flow through P-3) L= 56 .1 Elev 1= Elev2 = Slope= 0 .003 Ti= L/(60*V) = 0 .3 min Box Flow 1: V = 4 fps (flow through Box-2) L= 243.5 Elev 1 = Elev 2 = Slope = 0 .002 Ti= L/(60 *V) = 1.0 min Box Flow 2 : V= 5 .6 fps (flo w through Box -1) L= 275 .3 Elev 1= Elev 2 = Slope= 0 .004 Ti= L/(60*V) = 0 .8 min Channel Flow 1 : V= 2 .76 fps (flow Through channel No . 3) L= 937 Slope= 0 .005 L/(60 *V) = 5 .7 min 30.5 min ..., ..... -..... ..... GJ a. 0 ..... "' GJ "' s.. :::I 0 u s.. cu .., ~ 3: 3 -2 .so .20 - .10 .06 .04 .02 - .01 - .005 I 1 ' I --- J I ' I/ j j j I ' ,, b ~ L,_ b I ::.. ~ 'l7 ::..1 ~~ Q.'tl I I I I J I 2 ' I 4 I j I j I 1 I 6 j r I I j I I Average velocity, ft/sec . . . I I ~ I I 10 . -. I I j I Fiicu~ l-1.-,\v~ralC~ vdocili~· for C•limulinic lr.1vd lim~ for •hallow conc~nlral~ now . (210-Vl -TR -55. Seco nd Ed ., June l98Gl I 20 . , ' APPENDIXB Storm Sewer Inlet Design Calculations Dove Crossing Subdivision Phase 1 Inlet Length Calculations 1111e1,, 103 102 IOI 105 104 108 109 107 106 Inlets On Grade Length flow fr-y,, Area # (ft) (in) 15' 214 0.380 4.56 ---10' 212 0.321 3.85 15' 211.220,220o\ -0.328 3.93 10' ·----Q.401 221 4.81 10' ·-222 ---0.364 4.37 10' 2-08 - 4.45 0.371 10' ---o:395 209 4.74 -· -10' 218,227 0.369 4.43 --5· 217 0.305 3.66 Trans verse lCrownl slooe (ftJft) for 27' streets = 0 .033 for 38' streets= 0 .0315 o,.. .... o......., (ft) (cfs) 0.67 10.10 0.61 6.15 0.62 9.32 ---0.69 6 .94 0 .66 6 .57 0.66 6 .64 0.69 6 .88 r--0.66 6.62 0.60 3 .00 Stra ight Crown Flow !Solved to find actual decth of flow. yl : a= o.56 · (zln) • s "' • v'""' y • 10 1 [0 .56 • (zln) • s "'n'" n =Roughness Coefficie nt= 0.0 18 S = S1reeVGutter Slope (fVf1 ) y = Depth of flow al inlet (ft ) Ca paci ty of Inl ets on grade : O c • 0 .7 '[11(H 1 -H2)] '[H,~2 -H 2 ~2] Oc = Flow capaci1y of inlet (cfs) H 1 =a+ y H2 =a = gutter depression (2" Standard ; 4" Recessed) y = Depth of flow in approach gutter (ft) 10yea r st orm o... .... o. ......... Cc.""_., ~,-tot.i (cfs) (cfs) (cfs) j fTom ln letl (cfs) -1 .63 8 .47 0.00 --0 .77 5 .38 0.00 -3.04 6 .28 0.00 103 , 102 0 .00 --0 .04 6 .90 0.00 -1.24 5 .33 0.00 -1.03 5 .81 0 .00 --0 .26 6 .62 0.00 --0 .83 5 .79 0.00 0.49 3.00 0.49 z = Reciprocal of crown slooe for 27' streets = 30 for 38 ' st reets = 32 o..., ... Q 11·Tatal y,., (cfs) (cfs) (ft) (In) 8.47 8.47 0.427 5.12 5 .38 5.38 0.359 4.31 6.28 8 .28 0.371 4.45 8 .90 8.90 'o.45o 5 .40 5 .33 5 .33 0.408 4.89 5 .61 5 .61 Q.416 4.99 6 .62 6 .62 0.44 2 5 .31 5 .79 5 .79 0.413 4.96 3.00 3.49 0.341 4.10 Inlets In sumps. Wair Flow : L • Q I (3 ' y ~2 ) "' y • (Q I 3L)213 L = Length of inlet opening {ft) Q = Flow at inle1 (cfs) y = 1otal depth of flow on inlet (ft) max y for inlet in sump = 7" = 0 .583' 100 yea r st orm o,.. .... o..,....., Oi., ..... o..., ..... (ft) (cfs) (cfs) (cfs) 0.72 10.80 0 .71 10.80 -0.65 6 .52 0.76 6.52 0.66 9.9 1 -1.37 8 .54 0.74 7.44 1.92 7.44 0 .70 7 .01 0.20 7.01 0.71 7.09 0.50 7.09 0.74 7:36 1.59 7.36 0.7 1 7.07 0.77 7.07 0.63 3 .17 1.53 3.17 o. • ..,". Q byp.t"4 •1 Cc.p1<4otl 0 100.fotal s L_ ... , (cfs) l tr om ln .. 1# (cfs) (cfs ) (cfs) (fl/ft) (ft) I 0.71 10.80 11 .52 0.0140 15 -------I 0.76 6 .52 7.29 0.0140 10 ------1.47 I 103. 102 0.10 8 .64 8.75 0.0170 15 0.0070 --10-I 1.92 ~ 9.36 ,-1".21 0.20 7.01 0.0070 10 --I 0.50 7.09 7.59 0.0070 10 I 1.59 7 .36 8 .95 0.0070 --10 - : 0.77 7 .07 '7:84 0.0070 10 I 1.53 3.17 4.71 0 .0070 5 Dove Crossing Subdivision Phase 1 Depth of Flow in Gutter (Ref e r to Exhibit A for Gutte r Loca tio ns ) Gutter location A 1 A2 A3 A4 AS A6 B1 ------·-- B2 B3 A Area# 206 , bypass A3 2 1S 219,220,220A 2 19 ,220 223 . byp CJ.byp C4 224 2 14 a 2 14b 2 14 c -------- B4 BS B6 2 14 2 12a 2 12 (acres) 0 .17 0 .38 1.97 1.89 O.S3 0 .19 1.S1 2.23 2 .3 7 2 .S8 0 .84 1.43 c O.SS O.SS Slope (ft/ft) 0 .0 170 0 .0170 O.SS 0 .0 170 O.SS 0 .0070 O.SS 0 .0070 ------------o.ss 0 .0070 O.SS 0 .0070 ---------- 0 .SS 0 .0100 O.SS O.SS O.SS O.SS 0 .0140 0 .0140 0 .0070 0 .01 4 0 le (min) 10.0 10.0 22.7 22 .1 10 .0 10 .0 1,. (in/hr) 8 .63S 8 .635 S.795 S.88 1 8 .63S 8 .635 17 .5 6 .660 ----- 20.6 6 .111 20 .6 21 .S 12.S 16 .6 6 .111 5 .971 7 .839 6 .84 1 C 1 C2 22 1a 222a 1.60 O.SS 0 .0070 17.3 6 .6 99 1.12 o.ss 0 .0070 14.4 7 .337 -----1------1----1 -------- C3 C4 221 1.96 O.SS 0 .0070 18 .9 6 .399 ------ 222 -- 01 2 10 02 211 03 2 18 0 4 218,227 -----·----- OS 21 7 ------· --- 06 230 , bypass 04 07 229 , bypass 05 E 1 E2 E3 E4 ES E6 208 209 225 , bypass E 1 ·--------- 226 .228 . byp E2 226 228 Tran sverse (C rown) slop e (fUft ) 1.39 O.S9 1.06 0 .84 1.S2 0 .80 0.49 0 .33 1.4S 1.63 0 .17 1.34 0 .81 O.S3 27' street = 0 .0330 38' street= 0 .03 15 O.SS o.ss O.S5 0 .0070 0 .0080 0 .0080 16 .0 1 1.2 14 .9 6 .969 8 .230 7 .2 17 O.SS 0 .0070 13 .7 7 .S13 -------------- 0 .55 0 .0070 16.2 6 .926 ---------·-----·--- 0 .5S 0 .0070 12.2 7 .92S O.SS O.SS 0 .55 0 .55 0 .55 0 .5S O.SS O.SS 0 .0070 0 .0070 0 .0070 0 .0070 0 .01SO 0 .0 1SO 0 .0085 0 .008S 10 .0 8 .635 10.0 8 .63S 1 S.7 7 .035 14 .2 7 .387 ------- 10.0 8 .63S 13.2 7 .64S 12 .8 7 .7S4 10.4 8.49S Straight Crown Flow (Solved to find actual depth of flow in gutter, y): Q = 0 .56 * (z/n) * 5 112 • y8'3 q y ={QI (0 .56 • (z/n) • 5 112 ]}31 8 n =Rough ness Coefficie nt = 0 .0 18 S = StreeVG utte r Slope (fVft ) y = De pth or now at inl et (ft ) z = Reciprocal or crown slope : 27' stree t = 30 38' street = 32 10-year storm o,. (cfs) 0 .8 1 1.80 6 .28 6 .11 2 .52 0 .90 S.53 7 .50 7.97 8.47 3 .62 S.38 S.90 4 .S2 6 .90 S.33 2 .67 4 .21 3.47 5 .79 3.49 2 .33 2 .06 S.61 6 .62 0 .81 5 .63 3.4S 2 .48 Y 10..actual (ft) (in) 0 .1S2 1.82 0 .20S 2.46 0 .328 3 .93 0 .383 4 .60 0.27S 3 .30 0 .187 2.24 0 .369 0 .387 0 .372 0 .380 0 .315 0 .321 0 .378 0 .342 0.401 0 .364 0 .269 0 .319 0 .305 0 .369 0 .30S ----- 0 .262 0 .250 0 .371 0 .39S 0 .155 0 .322 0 .298 0.263 4.43 4 .64 4 .46 4 .S6 3.78 3 .8S 4 .S4 4 .11 4 .8 1 4.37 3 .23 3 .83 3 .66 4.43 3 .66 3 .1S 3 .00 4.4S 4 .74 1.87 3 .87 3 .S8 3 .16 1100 (in /hr) 11.639 11 .639 7 .882 7 .997 11 .639 11 .639 9 .026 8 .30 1 8 .30 1 8 .11S 10 .S8S 9 .266 9 .078 9 .922 8 .681 9.434 11 .104 9 .763 10.154 9 .377 10.700 11 .639 11 .639 9 .S2 1 9 .987 11 .639 10 .329 10.473 11 .454 100-year storm o, •• (cfs) 1.19 2 .43 8 .54 8 .3 1 5 .S1 1.22 7 .SO 10 .18 10.82 11 .52 4 .89 7 .29 7 .99 6 .11 9 .36 7 .21 3 .60 S.69 4 .69 7 .84 4.71 3 .91 3 .6S 7 .S9 8 .95 1.S9 9 .20 4 .67 3 .34 (f t) (in) 0 .176 2 .11 0 .230 2 .76 0 .368 4.41 0.430 S.16 0 .369 4.42 0 .209 2 .51 0.41 4 0.434 0.417 0.427 0 .3S2 0 .3S9 0 .424 0 .383 0.450 0.408 0 .301 0 .358 0 .341 0.413 0 .341 0 .318 0 .310 0.416 0.442 0 .201 0 .387 0 .334 0.295 4 .96 5 .21 S.00 S.12 4 .23 4 .31 S.08 4 .60 S.40 4 .89 3 .62 4 .29 4 .09 4 .96 4 .10 3 .82 3 .72 4 .99 5 .31 2.41 4 .6S 4 .01 3.S3 APPENDIXC Storm Sewer Pipe, Box & Channel Design Calculations Dove Crossing Subdivision Phase 1 Pipe/Box Data Summary Inlet Pipe/ Size Length Slope Invert Box# Elevation (in) (ft) (%) (ft) Box 1 4'x2 ' 275 .3 0 .35 293 .94 ·- Box 2 4'x2' 243 .5 0 .20 294.53 - ---- Pipe 3 27 56 .1 0 .30 294 .80 ---- P ipe 4 24 20 .6 1.80 295 .15 ---- Pipe 5 18 30 .2 1.30 296 .05 Pipe 6 24 124 .6 1.60 297 .15 ----- Pipe 7 18 30 .2 1.50 298 .10 --- Pipe 8 24 256.4 1.90 300 .24 -- Pipe 9 18 41 .7 1.00 301 .15 ----- Pipe 10 24 200.9 1.50 299.38 --------- Pipe 11 18 30.2 1.30 300 .27 Outlet Invert *Actual Design Elevation Flow Flow (ft) (cfs) (cfs) 292 .98 32 .36 294 .04 20 .13 294 .63 6.28 294 .78 13 .85 22 .37 295 .65 5.38 8.69 295 .15 12 .23 19 .75 297 .65 5.33 8.61 295.36 8 .79 14.20 300 .73 3 .00 4 .85 296.37 12 .23 19 .75 299.88 5.61 9 .06 10 year storm 100 year storm *Actual Travel Time V10 %Full Travel Time Design V100 % Full tno Flow Flow tTloo (fps) (sec) (min) (cfs) (cfs) (fps) (sec) (min) 5 .6 72.4 49 0.82 40.41 5 .9 85 .1 47 0 .78 ------------ 6 .0 63 .0 40 .6 0 .7 25.96 4 .3 75 .5 56 .6 0.9 ------ 3 .7 43 .9 15.2 0 .3 8.64 4 .1 52.8 13 .7 0 .2 ----- 10.0 67 .3 2.1 0 .0 17 .32 27 .97 10 .2 81 .3 2.0 0 .0 ----------------- 7 .0 66.5 4.3 0 .1 6 .52 10 .53 7 .2 77 .6 4 .2 0 .1 --------------- 9 .3 64 .2 13.4 0 .2 14.45 23 .34 9 .5 72 .7 13.1 0.2 ------------------------------ 7.4 62 .9 4 .1 0 .1 7.01 11 .32 7 .7 77 .6 3.9 0.1 ----- 9 .2 49.4 27 .9 0 .5 10 .24 16 .54 9 .5 54 .2 27 .0 0.4 ------------ 5 .5 49 .8 7 .6 0.1 3.17 5 .12 5 .6 51 .5 7.4 0.1 ----------·-- 9.0 65.7 22.3 0.4 14 .45 23 .34 9 .3 74 .7 21 .6 0.4 ----------·- 7 .0 68.6 4.3 0 .1 7.09 11.45 7 .2 84 .9 4 .2 0.1 *These values reflect the actual flow for the 18" & 24" pipes. The design flow for these pipe sizes reflects a 25% reduction in pipe area . (Refer to attached calculation for specific information .) Inlet 101 I 6 .2 8 i Pipe 3 I 6 .28 i June Box 1 i Box 2 I 20 .13 i June Box 2 i Box 1 I 32 .36 J, II Into Channel No . 3 II Inlet 101 I 8.64 i Pipe 3 I 8 .64 i June Box 1 i Box 2 ! 25 .96 i June Box 2 i Box 1 40.41 J, II Into Channel No . 3 II Dove Cross ing Subdi v ision Phas e 1 -Pipe Flow Diagrams 0 10 {cfs) Inlet 102 1 5.38 J, Pipe 5 I 5.38 i In let 103 1 8.47 Inlet 104 1 5 .33 i i Pipe 4 I 13 .85 Pipe 7 I 5.33 i Inlet 105 1 6 .90 i Pipe 6 I 12 .23 0100 {cfs) In let 102 1 6 .52 i Pipe 5 6 .52 i Inlet 103 1 10 .80 In let 104 ! 7 .01 i J, P ipe 4 l 17 .32 Pipe 7 ! 7 .0 1 i Inlet 105 1 7.44 ' i Pipe 6 14.45 lnl et 106 I 3 .00 Inlet 108 5 .61 i i p ipe 9 I 3 .00 Pipe 11 5.61 i i lnl et 10 7 I 5 .79 Inlet 109 6 .62 i i p ipe 8 I 8 .79 Pipe 10 12.23 J, J, to Channel No . 2 II II Into Channel No . 1 11 ln l et 106 1 3.17 Inlet 108 7 .09 i i p ipe 9 3.17 Pipe 11 7 .09 i i lnl et 107 7.07 Inlet 109 7 .36 i i p ipe 8 10 .24 Pipe 10 14.45 J, J, to Channel No . 2 II II Into Channel No . 1 II - City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Man n ings Equatio n from page 48 of the Coll ege Stat ion Draina ge Policy & Design Stand a rds Man ua l : Q = 1.49/n *A* R213 * S 112 Q = Flow Capacity {cfs) 18" Pipe: Pipe si ze {inches)= W etted Perimeter W P, {ft)= Cross-Sectional Area A , (ft2 ) = Reduced Area AR , (ft2 ) = Hydraul ic Radius R = A/W P• (ft) = Reduced Hydr Radius RR = AR/WP • {ft) = Roughness Coefficient n = Friction Slope of Conduit S1, {ft/ft) = Example Calculation : Slope Fl ow Capa ci ty Red uced Flow Capaci ty s Q 0.005 6 .91 0.006 7 .57 0 .007 8 .18 24" Pipe: Pipe size {inches) = Wetted Perimeter W P, (ft)= Cross-Sectional Area A , {ft2) = Reduced Area AR, {ft2 ) = Ored uced 4 .28 4.69 5 .06 Hydraulic Radius R = A/WP • {ft) = Reduced Hydr Radius RR= AR/Wp, {ft)= Roughness Coefficient n = Friction Slope of Conduit S1, (ft/ft)= Example Calculation : 18 4 .71 1 .766 1 .325 0 .375 0 .281 0 .014 0 .01 %Di fference Ore du ced /Q 0 .619 0 .619 0 .619 24 6 .28 3 .14 2 .355 0 .5 0 .375 0 .014 0 .01 Slope Flow Capaci ty Reduced Flow Ca pacity % D ifference S 0 O reduce d O redu ced /Q 1--~~~-+-~~~~+-~~~'-=-~-+~-= 0 .005 14.89 9.22 0.619 ----·----------------- 0 .006 16.31 10 .1 0.619 Conclusion : Multiply actual Q in 18" & 24" pipes by 1.615 to reflect a 25% redu ction in the cross -se cti onal area called for on page 47 , paragraph 5 of th e Colleg e Station Drainag e Policy & Design Standards manual. Box 1 -1 0 Yea r Storm Mann i ng Pi pe Ca lcu l a to r Giv en Input Data : Shape .......................... . Solving for .................... . Height ......................... . Width .......................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraul i c Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Re c tangular Depth of Flo w 2 4 .0000 i n 48.0000 in 3 2 .3600 cfs 0 .0035 ft/f t 0 .0140 17 .3693 in 8.0000 ft2 5.7898 ft2 82 .7386 in 144 .0000 in 5.5892 fps 10.0766 in 72.3721 % 38.3372 cfs 4.7922 fps Box 1 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Height ......................... . Width .......................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Fu l l ................... . Full flow Flowrate ............. . Full flow ve loci ty ............. . Dove Crossing S u bdivision -Phase 1 College Station , Texas Rectangular Depth of Flow 2 4 .0000 in 48 .0000 in 40.4 100 cfs 0 .0035 ft/ft 0 . 0140 20 .4 186 in 8.0000 ft2 6 .8062 ft2 88 .8371 in 144.0000 in 5. 9372 fps 11 . 0324 in 85.077 3 % 38 .33 72 cfs 4 .7922 fps Box 2 -10 Year Storm Manning Pipe Calculator Gi ven Input Data: Shape .......................... . Solving for .................... . Height ......................... . Width .......................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Rectangular Depth of Flow 24.0000 in 48 .0000 in 20 . 1300 cfs 0 .0020 ft/ft 0.0140 15 .1089 in 8 .0000 ft2 5 .0363 ft2 78 .21 79 in 144 .0000 in 3.9970 fps 9.2719 in 62.9539 % 28 .9802 cfs 3.6225 fps Box 2 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Height ......................... . Width .......................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth . _. ........................ .' Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Dove Cross ing S ubd iv i sion -Phase l College Station, Texas ·Rectangular Depth of Flow 24.0000 in 48 .0000 in 25.9600 cfs 0 .0 0 2 0 ft/ft 0 .0140 18.13 2 0 in 8.0000 ft2 6. 0440 ft2 84 .2639 in 144 .0000 in 4.2952 fps 10.3 2 87 in 75 .5498 % 2 8 .9802 cfs 3.6225 fps Pipe 3 -10 Year Storm Manning Pipe Calculator Gi ven Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 6.2800 cfs 0 .003 0 ft/ft 0. 0140 11 .8539 in 3.9761 ft2 1.6802 ft2 39 .1112 in 84 .8230 in 3.7377 fps 6.1861 in 43.9035 % 15.7515 cfs 3.9616 fps Pipe 3 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Dove Cross ing S ubd iv ision -Pha se l College Station, Texas Circular Depth of Flow 27 .0000 in 8.6400 cfs 0.0030 ft/ft 0.0140 14.2668 in 3 .9761 ft2 2.1317 ft2 43 .9458 in 84 .8230 in 4 .0530 fps 6 .9 852 in 52 .8399 % 15 .7515 cfs 3.9616 fps Pipe 4 -10 Year Storm Manning Pipe Calculator Give n Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ................. · .......... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24 .0 000 in 22 .3 700 cfs 0.0180 ft/ft 0 .0140 16 .1 452 in 3 .1416 ft2 2 .2 477 ft2 46 .1639 in 75 .3982 in 9 .9525 fps 7. 0112 in 67 .2717 % 28.1832 cfs 8.9710 fps Pipe 4 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Do v e Crossing Su bdi visio n -Phase 1 Coll e ge Stat ion, Texas Circular Depth of Flow 24.0000 in 27.9700 cfs 0.0180 ft/ft 0 .0140 19.5081 in 3.1416 ft2 2.7349 ft2 53.9229 in 75.3982 in 10.2272 fps 7.3034 in 81 .2 836 % 28.1832 cfs 8 .9710 fps Pipe 5 -10 Year Storm Mann ing Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 8.6900 cfs 0.0130 ft/ft 0 . 0140 11 .9725 in 1.7671 ft2 1.2483 ft2 34.3331 in 56 .5487 in 6 .9617 fps 5 .2355 in 66 .5139 % 11 .1213 cfs 6.2934 fps Pipe 5 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Dove Cross ing Su bd ivision -Phase 1 Coll e ge Stati o n, Texas Circular Depth of Flow 18.0000 in 10.5300 cfs 0. 0130 ft/ft 0. 0140 13.9613 in 1. 7671 ft2 1.4707 ft2 38.7840 in 56.5487 in 7.1598 fps 5 .4606 in 77.5629 % 11 .1213 cfs 6 .2934 fps P i p e 6 -10 Year Sto rm Man ni ng P ipe Ca lculato r Give n I nput Data: Shape .......................... . Solving for .................... . Diamete r ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Ci rc ul a r Depth o f Flow 24 .0000 in 19.7500 cfs 0 . 0 160 ft/ft 0 . 014 0 15.4110 in 3.141 6 ft2 2. 1316 ft2 44.6166 in 75.398 2 in 9.2656 fps 6 .879 6 in 64 .2 1 2 7 % 26 .5714 cfs 8.4579 fps Pipe 6 -100 Year Storm Manning Pipe Calculator Gi v en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimete r ...................... . Velocity ....................... . Hy drauli c Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Dove Ccossi ng Subdi vision -Phase 1 College Station, Texas Circular Depth of Flow 24.0000 in 23 .3400 cfs 0. 016 0 ft/ft 0.014 0 17.4 46 5 in 3 .14 16 ft2 2.446 3 ft2 49 .0057 in 75 .39 8 2 in 9 .54 0 8 fps 7.188 4 in 72.6 937 % 26 .57 14 cfs 8.457 9 fps Pipe 7 -10 Ye ar Storm Manning Pipe Calculator Gi ven Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Ci rcul ar Depth of Flow 18 .000 0 in 8.6100 cfs 0.0150 ft/ft 0. 0140 11.3169 in 1.7671 ft2 1.1699 ft2 32.9608 in 56.5487 in 7 .35 93 fps 5 .1113 in 62.8714 % 11 .9462 cfs 6 .7602 fps Pipe 7 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth ....... · ................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity .. : .................... . Hydraulic Radius ............... . Percent Full ................... . Full flo~ Flowrate ............. . Full flow velocity ............. . Do ve Cross ing S ubdi v i s i o n -Pha se 1 Coll e g e S t atio n, Te x a s Circular Depth of Flow 18 .0000 in 11 .32 00 cfs 0.0150 ft/ft 0. 0140 13. 9716 in 1.7671 ft2 1.4718 ft2 38 .8088 in 56.5487 in 7. 6913 fps 5 .4611 in 77.6202 % 11.9462 cfs 6.7602 fps P i pe 8 -10 Yea r S torm Manning P i pe Ca l culator Gi ve n I nput Dat a : Shape .......................... . Solv ing f o r .................... . Diamet er ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimete r ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Ci r cular Depth of Flow 24.0000 in 14.2 000 cfs 0.0 1 90 ft/ft 0 .0140 11.8642 in 3.1416 ft2 1.5482 ft2 37.4275 in 75 .3982 in 9.1722 fps 5.9565 in 49 .4341 % 28 .9555 cfs 9.2168 fps Pipe 8 -100 Year Storm Manning Pipe Calculator Giv en Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimete r ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Do v e Crossing Subdi v ision -Ph ase 1 Colleg e S tat Lo n, Texas Circular Depth of Flow 24 .0000 in 16.5400 cfs 0.0190 ft/ft 0 .0140 12.9983 in 3 .1 4 16 ft2 1 .7370 ft2 39.6980 in 75.3982 in 9 .52 2 3 fps 6.3007 in 54.1595 % 28.9555 cfs 9.2 168 fps Pipe 9 -10 Year Storm Man ni ng Pipe Calculator Gi ve n Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow vel ocity ............. . Circular Depth of Fl ow 18.0000 in 4 .8500 cfs 0 .0100 ft/ft 0 .0140 8.9706 in 1.7671 ft2 0.8 799 ft2 28.2156 in 56 .5487 in 5.5120 fps 4.4906 in 49 .836 8 % 9.7540 cfs 5.5197 fps Pipe 9 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Man ning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wette d Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Do ve Cr o ssin g S ubdi v i sio n -P has e l College Statio n , Texas Circular Depth of Fl ow 18 .000 0 in 5.1200 cfs 0.0100 ft/ft 0.0 140 9.2632 in 1 . 7671 ft2 0.91 65 ft2 28.8008 in 56.5487 in 5.5867 fps 4.58 22 i n 51.46 22 % 9 .7540 cfs 5 .5197 fps Pipe 10 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope ........................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0000 in 19.7500 cfs 0.0150 ft/ft 0. 0140 15.7630 in 3.1416 ft2 2.1875 ft2 45.3542 in 75.3982 in 9.0285 fps 6.9454 in 65.6791 % 25.7276 cfs 8 .1894 fps Pipe 10 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Do v e Crossing Subdivision -Phase 1 Co ll e ge S tat io n , Te x a s Circular Depth of Flow 24.0000 in 23.3400 cfs 0 .0150 ft/ft 0 . 0140 17.9208 in 3 .1416 ft2 2.5160 ft2 50.0830 in 75.3982 in 9.2768 fps 7 .2339 in 74.6700 % 25.7276 cfs 8.1894 fps Pipe 11 -10 Year Storm Manning Pipe Cal c ulator Gi ve n Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 9.0600 cfs 0. 0130 ft/ft 0. 0140 12.3428 in 1.7671 ft2 1.2916 ft2 35 .1240 in 56.5487 in 7.0146 fps 5.2953 in 68 .5709 % 11 .1213 cfs 6.2934 fps Pipe 11 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Veloci t y ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flo w Flowrate ............. . Full flo w veloc ity ............. . Dov e Cro s sing Subdi v isi o n -Pha se l Col l ege Statio n, T exas Circular Depth of Flow 18 .0 000 in 11 .4 500 cfs 0 .0130 ft /ft 0 . 0140 15.2824 in 1.7671 ft 2 1.5994 ft2 42 .1824 in 56 .5487 in 7 .1591 fp s 5 .4598 in 84.90 25 % 11.1213 cfs 6.2934 fps Channel 1 -10 Year Sto rm Channel Ca l culato r Given Input Data : Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 12.8600 cfs 0.0040 ft/ft 0 .0350 18.0000 in 0 .0000 in 0.2500 ft/ft 0.2500 ft/ft 15 .3835 in 1.9563 fps 6.5737 ft2 126.8555 in 7.4621 in 123.0679 in 9.0000 ft2 148.4318 in 85.4638 % Channel 1 -100 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope ..... · ..................... . Manning's n .................... . Height ......................... . Bot tom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Dove Crossing S ubdi v is ion -Ph ase 1 College Stat io n , Texas Trapezoidal Depth of Flow 16.1100 cfs 0.0040 ft/ft 0.0350 18 .0000 in 0.0000 in 0.2500 ft/ft 0.2500 ft/ft 16 .7398 in 2.0697 fps 7.7839 ft2 138 .0400 in 8.1200 in 133.9184 in 9 .0000 ft 2 148.4318 in 92.9989 % Channel 2 -10 Year Storm Channel Calculat or Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 9 .8800 cfs 0 .0050 ft/ft 0 .0350 18.0000 in 0 .0000 in 0 .2500 ft/ft 0 .2500 ft/ft 13. 3645 in 1. 9914 fps 4.9614 ft2 110.2065 in 6.4827 in 106.9160 in 9.0000 ft2 148.4318 in 74.2472 % Channel 2 -100 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Flow area ...................... . Fl o w perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Pe rimeter ...................... . Pe r cent ful l ................... . Dove Cr ossi ng Subdi v ision -Phase 1 Co llege Sta tion, Texas Trapezoidal Depth of Flow 11 .7100 cfs 0.0050 ft/ft 0 .0350 18 .0000 in 0.0000 in 0 .2500 ft/ft 0.2500 ft/ft 14 .2439 in 2 .0778 fps 5 .6358 ft 2 117 .4579 in 6 .9093 in 113. 9509 i n 9.0000 ft 2 1 48 .4318 in 7 9.1326 % Channel 3 -10 Year Sto r m Channel Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 36.6800 cfs 0 .0050 ft/ft 0 .0350 30.0000 in 0 .0000 in 0 .2500 ft/ft 0.2500 ft/ft 21. 8565 in 2.7642 fps 13 . 2696 ft2 180.2330 in 10 .6019 in 174.8517 in 25.0000 ft2 247.3863 in 72.8549 % Channel 3 -100 Year Storm Channel Calculator Gi ven Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right _slope .................... . Computed Results: Depth .......................... . Vel o c i ty ....................... . Fl ow area ...................... . Flow perimeter ................. . Hy draulic radius ............... . Top wi dth ...................... . Are a ........................... . Pe ri me ter ...................... . Perce nt full ................... . Dove Crossi ng S u bdi v is i on -Phase 1 College Sta tion, Texas Trapezoidal Depth of Flow 46.2400 cfs 0.0050 ft/ft 0.0350 30.0000 in 0.0000 in 0.2500 ft/ft 0 .2500 ft/ft 2 3.8397 in 2 .9290 fps 15 .7870 ft 2 196.5871 in 11 .5639 in 190.7175 in 2 5.0000 ft 2 2 47 .386 3 i n 7 9 .4656 % APPENDIXD Detention Pond Design Data & Calculations .j ') Detention Pond No. 1 Area-Ca p acity Data V = H * {[A1+A2 + (A1 *A2)112] / 3} V = volume, ft 2 A = area, ft2 H = difference in elevation, ft POND N0.1 Elevation Depth Area ft ft (ft2) 287 .00 0 .00 11 ,684 288 .00 To o --16,162 290 .00 3.00 107,071 292 .00 5.oo 307,562 Area -Ca aci Data Area Volume acres (ac-ft 0 .268 0 .000 0·_371 0 .318 2.458 2 .523 7 .061 9 .123 mulativ e Cu v olume (ac-ft) 0 .000 0 .318 2.841 11 .964 Detentio n Pond No. 2 A rea-Ca p acity Data V = H * {[A1+A2 + (A1*A2)112] / 3} V = volume, ft2 A= area, ft 2 H = difference in elevation, ft POND NO. 2 Elevation Depth Area (ft2) 287 .00 7,053 288 .00 13,675 290 .00 92,988 292 .00 5 .00 244,202 Area -Ca aci Data Area Volume acres ac-ft 0 .162 0.000 0.314 0 .234 2 .135 2 .178 5.606 7.467 Pond 1 & 2 Elev ation Disch a r ge Data Elevation 42" O u t l et Pipe Overflow Spillway1 Depth Q Depth Q (ft ft cfs (ft (cfs) 287 .00 0 .00 0 .0 288 .00 1.00 5.9 289 .00 2 .00 21 .5 290 .00 3 .00 45 .0 291 .00 4.00 65.6 292.00 5.00 87.0 1.0 31 .0 mul ative Cu v olume (ac-ft) 0 .000 0 .234 2.412 9 .879 Total D ischarge (cfs) 0.0 5 .9 21 .5 45 .0 65 .6 118 .0 10' bottom width w ith 5 :1 side slopes with a cres t elevation of 291 .0, n=0.035 . 90 % Cumulative Volume (ac-ft) 0 .000 0 .286 2 .557 10 .768 90 % Cumulative Volume (ac-ft) 0 .000 0.210 2 .171 8 .891 - Dove Crossing Subdivision -Phase 1 Drainage Area Data -Pre-Development Area c le 5 year storm 10 year storm 25 year storm 50 year storm Area# A Is Os (acres) (min) (in/hr) (cfs) 101 9 .77 0 .30 10 .0 7.693 22 .55 102 2.24 0.30 10 .0 7 .693 5.17 103 3.04 0 .30 35.1 3.925 3.58 The Rational Method : Q = CIA I = b I (tc;+d)" Q = Flow (cfs) le= Time of concentration (min) A= Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) Brazos County: 5 ~ear sto rm 10 ~ear storm b = 76 b = 80 d = 8 .5 d = 8 .5 e = 0.785 e = 0 .763 110 (in/hr) 8.635 8 .635 4.489 0 10 l2s (cfs) (in/hr) 25 .31 9.861 5.80 9 .8 61 4 .09 5 .167 tc = L/(V*60) L = Length (ft 0 2s Isa (cfs) (in/hr) 28 .90 11 .1 48 6.63 11 .148 4 .7 1 5.886 V =Velocity (fUsec) 25 ~ear storm 50 ~ear storm b = 89 b = 98 d = 8.5 d = 8 .5 e = 0.754 e = 0.745 O so (cfs) 32 .67 7.49 5 .37 100 year storm 1100 0100 (in/hr) (cfs) 11 .639 34 .11 11 .639 7.82 6 .153 5.61 100 ~ear storm b = 96 d = 8 .0 e = 0.730 Dove Cross ing Subdivision -Phase 1 Drainage Area Data -Post-Development Area c tc 5 y ea r storm 10 yea r s torm 2 5 y ear sto r m 50 year storm Area# A Is O s (acres) (min) (i n /h r ) (cf s ) 301 4 .79 0 .55 10 .0 7 .693 20 .27 302 0.99 0 .55 10.0 7 .693 4 .19 303 0.50 0 .55 10.0 7 .693 2 .12 The Rati onal Method : Q = CIA I = b I (tc+d t Q = Flow (cfs) A= Area (acres) le =Time of co ncentration (min) C = Runoff Coeff. I = Rainfa ll Intensity (in/hr) Brazos Co un ty: 5 year storm b = 76 d = 8 .5 e = 0 .78 5 10 year storm b = 80 d = 8 .5 e = 0 .763 110 (in/hr) 8 .635 8 .635 8 .635 0 10 l2s (cfs) (in/hr) 22 .75 9 .861 4 .70 9 .861 2.37 9.861 tc = L/(V*60) L = Lengt h (ft 0 2s lso (cfs) (i n/hr) 25 .98 11.148 5.37 11 .148 2 .71 11.148 V =Vel oc ity (ft/sec) 25 yea r sto rm b = 89 d = 8 .5 e = 0 .754 50 year storm b = 98 d = 8.5 e = 0.745 O so (c fs) 29 .37 6 .07 3 .07 100 year storm 1100 0 100 (in/hr) (cfs) 11 .639 30 .66 11 .639 6 .34 11 .6 39 3 .20 100 year storm b = 96 d = 8 .0 e = 0 .730 Drainage Area -104 Area -Ac . sq . mi . 33 .54 0 .0524 T c = 38 .3 Lag= L = 0 .6Tc = Land Use Wooded-good Pasture-good Water Total -CN II 23.0 min= Area -Ac . 0 .06 33 .02 0.46 33.54 Average Runoff condition CN = CN I= 63 .2 ARC CN = CN I+ 0 .70(CN II -CN I) SCS Curve Number Calculations Pond-Pre Development Drainage Area -105 Area -Ac . sq . mi . T = c 27 .96 0.0437 32 .0 0.383 hrs Lag = L = 0.6Tc = 19 .2min= Weighted CN II CN Land Use Area -Ac. 77 0 .1 Wooded-good 0 .86 80 78.8 Pasture-good 26 .75 98 Ll Water 0 .35 80 .2 Total -CN II 27 .96 75.1 Average Runoff condition CN = CN I= 63 .1 ARC CN = CN I + 0 .70(CN II -CN I) 0 .32 hrs Weighted CN II CN 77 2 .4 80 76 .5 98 Ll 80 .1 75.0 Drainage Area -304 Area -Ac . sq . mi . 33 .39 0 .0522 Tc = 23 .1 Lag= L = 0 .6Tc = 13 .9 min= Land Use Area -Ac. Wooded-good 0 .06 Pasture-good 10 .87 Residential ( 1 /8 acre) 22 Water 0.46 Tota l -CN II 33 .39 Average Runoff condition CN = CNI= 75.1 ARC CN = CN I+ 0.70(CN II -CN I) SCS Curve Number Calculations Pond-Post Development Drainage Area -305 Area -Ac . sq . m i. 37 .28 0 .0583 Tc = 30 .5 0 .231 hrs Lag= L = 0.6Tc = 18.3 min= Weighted CN II CN Land Use Area -Ac . 77 0.1 Wooded-good 0 .00 80 26 .0 Pasture-good 15.4 92 60 .6 Residential (1/8 acre) 21 .53 98 1A Water 0 .35 88 .1 Total -CN II 37 .28 0 .305 hrs Weighted CN II CN 77 0 .0 80 33 .0 92 53 .1 98 0 .9 87 .1 84 .2 Average Runoff condition CN = 82 .9 CN I= 73 .2 ARC CN = CN I + 0.70(CN II -CN I) APPENDIX E Detention Pond No. 1 Pre-& Post-Development HEC-1 Output, Runoff Summary & Schematic ~e\<~¥-~ P.~J. /\Jt:,. I ~re. -J.e-ve.\o~~e"""'-t- ~E C l S/N: 1343001909 HMVersion: 6 .33 Data File: C:\TEMP\-vbh240A.TMP DRAINAGE .AREA 104 *•*************************************** *************************************** * * * * FL OOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4 .0.lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 12/09/2004 TIME 14:11:58 * * (916) 756-1104 * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Haestad Methods, Inc. : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. TH E DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSI ON NEW OP TI ONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KIN EMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Dove Crossing Phase 1 -Pre-Development 2 IT 1 300 3 IO 5 0 4 KK 104100 5 KM Drainge Area 104 6 KO 22 7 BA 0.0524 8 PH 100 0 0.88 1. 95 4.30 5.70 6.30 7.90 9 LS 75.1 10 UD 0.383 11 KK 104-50 12 KM Drainage Area 104 13 KO 22 14 BA 0.0524 15 PH 100 0 0.81 1. 80 3 .91 5.10 5.70 7.00 16 LS 75.1 17 UD 0 .383 18 KK 104-10 19 KM Drainage Area 104 20 KO 22 21 BA 0.0524 22 PH 10 0 0 .66 1. 45 3 .02 3.90 4 .30 5.20 23 LS 75.1 24 UD 0.383 25 KK 104-25 26 KM Drainage Area 101 27 KO 22 28 BA 0.0524 29 PH 25 0 0.74 1.64 3.52 4.60 5.10 6.20 30 LS 75.l 31 UD 0.383 32 KK 104-5 33 KM Drainage Area 104 34 KO 22 35 BA 0 .0524 36 PH 5 0 0 .60 1.32 2.68 3.30 3.70 4.40 37 LS 75.1 38 UD 0.383 39 KK DP-1 40 KM Discharge Point No. 1 41 KO 22 42 HC 5 43 zz i-iSCl S/N : 1343001909 HMVersion: 6.33 T~*************************************** FLOO D HYDROGRAPH PACKAGE MAY 1991 VERSION 4. 0. lE (HEC-1 ) * * * * * ;:UN DAT E 12 /09/200 4 TIME 14: 11: 58 * * Data File: C:\TEMP \-vbh240A.TMP *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENT ER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916 ) 756-1104 * * * ***************************************** *************************************** 3 IO IT Do ve Crossing Phase 1 -Pre-Development OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSC AL HYDR OGRAP H TIME DATA 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE NMIN 1 MINUTES IN COMPUTATION INTERVAL IDA TE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH NDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME I CEN T 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 4 .98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLuME SURFACE AR EA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 104100 * * * ************** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS V~.LUE EXC EEDS TABLE IN LOGLOG 0.01667 0.01667 6 .00000 **~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 1 1 KK 13 KO ************** * * * 104-50 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT ISAVl ISAV2 TIMINT 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS 1•1ALUE EXC EEDS TABLE IN LOGLOG 0 .01667 0.01667 6.00000 ~·· *•* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * lS KK * 104-10 * * * ************** ::c KO OU TP UT CO NTR OL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl ISAV2 TIMINT V.".LU E EXCEEDS TABLE IN LOGLOG 1 300 0.017 FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 2S KK 27 KO ************** * * * 1 0 4-25 * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL PLOT CONTROL I PLOT 0 QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VALU E EXC EEDS TABLE IN LOGLOG 0 .01667 0 .01667 6.00000 *** x** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 32 KK * 104-5 * * ************** 3 -l KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTR OL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS VALU E EXC EEDS TABLE IN LOGLOG 0.01667 0 .01667 6 .00000 *~* ~*• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 39 KK * DP-1 * * * ************** -I~ KO OUTPUT CONTROL IPRNT I PLOT QSC AL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLE S 5 0 0. 0 22 1 300 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOU R 24-HOUR 72-HOUR HYDROGRAPH AT 104100 130. 2.93 29. 29. 29 . 0.05 HYDROGRAPH AT 104-50 113. 2.93 25. 25. 25. 0.05 HYDROGRAPH AT 104-10 73. 2.95 15 . 15. 15. 0.05 HYDROGRAPH AT 104-25 95. 2 .95 21. 21. 21. 0.05 HYDROGRAPH AT 104-5 58. 2 .97 12. 12. 12. 0.05 5 COM BINED AT DP-1 469. 2 .95 102 . 102. 102. 0.26 ''' NO RMAL END OF HEC-1 *** HECl S /N: 1343001909 HMVersion: 6.33 Data File: C:\TEMP\-vbh085E.TMP DRAINAGE AREA 304 ***************************************** *************************************** * * * FLOO D HYDROGRAPH PACKAGE (HEC -1 ) * * U.S . ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4 .0 .lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 12/09/2004 TIME 14:14:15 * * (916) 756-1104 * * * * ~**************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ........................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Haestad Methods, Inc . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Waterbury, Connecticut 06708 * (203 ) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73 ), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR -HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTI ONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALG OR ITHM HEC-1 INPUT PAGE 1 L INE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Dove Crossing Phase 1 -Post-Development 2 IT 1 300 3 IO 5 0 4 KK 304100 5 KM Drainge Area 304 6 KO 22 7 BA 0 .0522 8 PH 1 0 0 0 0 .88 1. 95 4.30 5.7 0 6 .30 7.90 9 LS 84.2 10 UD 0.231 11 KK Pl-100 12 KM Detention Pond 1 -100 year 13 KO 22 14 RS 1 ELEV 287 .0 15 sv 0.0 0.286 2 .557 10 .768 16 SE 287.00 288.00 290.0 292.0 17 SQ 0 5.9 21. 5 45 .0 65.6 118. 0 18 SE 287.00 288.00 289.00 290.00 291. 00 292.00 19 KK 304-50 20 KM Drainage Area 304 21 KO 22 22 BA 0.0522 23 PH 100 0 0.81 1.80 3.91 5.10 5 .70 7.00 2 4 LS 84 .2 25 UD 0 .231 26 KK Pl-50 2 7 KM Detention Pond 1 -so year 2 8 KO 22 29 RS 1 ELEV 287.0 30 SV 0.0 0.286 2 .557 10.768 3 1 SE 287.00 288.00 290.0 292.0 3 2 SQ 0 5 .9 21.5 45.0 65 .6 118. 0 33 SE 2 8 7 .0 0 288.0 0 289 .0 0 290 .0 0 291 .00 292 .00 34 KK 304 -1 0 3 5 KM Drainage Area 304 36 KO 2 2 37 BA 0.0 5 22 38 PH 1 0 0 0 .66 1 .45 3 .02 3.90 4.30 5.20 39 LS 84.2 40 UD 0 .231 41 KK Pl-10 42 KM Detention Pond 1 -10 year 43 KO 22 44 RS 1 ELEV 287.0 4 5 S V 0.0 0.286 2.557 10 .768 46 47 48 SE 287.00 288.00 290.0 292.0 SQ 0 5.9 2 1.5 45.0 65.6 118 .0 SE 287 .00 288.00 289 .00 290.00 291.00 292.00 HEC -1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 49 KK 304-25 50 KM Drainage Area 301 5 1 KO 22 52 BA 0.0522 53 PH 25 0 0.74 1. 64 3.52 4 .60 5.10 6.20 54 LS 84.2 55 UD 0.231 56 KK Pl-25 57 KM Detention Pond 1 -25 y ear 58 KO 22 59 RS 1 ELEV 287 .0 60 SV 0.0 0.286 2.557 10 .768 61 SE 287 .0 0 288.00 290.0 292 .0 62 SQ 0 5 .9 21.5 45.0 65 .6 118 . 0 63 SE 287 .00 288 .00 289 .00 290.00 291.00 292.00 64 KK 304-5 65 KM Drainage Area 104 66 KO 22 67 BA 0.0522 68 PH 5 0 0.60 1. 32 2 .68 3.30 3.70 4.40 69 LS 84.2 70 UD 0.231 71 KK Pl-5 72 KM Detention Pond 1 -5 year 73 KO 22 74 RS 1 ELEV 287.0 75 SV 0.0 0.286 2.557 10.768 76 SE 287.00 288.00 290.0 292 .0 77 SQ 0 5.9 21.5 45.0 65.6 118. 0 78 SE 287.00 288 .00 289.00 290.00 291.00 292.00 79 KK DP-1 80 KM Discharge Point No. 1 81 KO 22 82 HC 5 83 zz H2Cl S/N : 1343001909 HMVer si o n : 6.3 3 Data F i le: C:\TEMP \-vbh085E.TMP ~*~************************************** *************************************** * * * FLOOD HYD ROGRAPH PA CKAGE (H EC-1 } * * U.S. ARMY CO RPS OF ENGINEERS * MA Y 199 1 * * HYDROLOGIC ENGINEERING CENTER * VERS I ON 4 .0.l E * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95 6 1 6 * RUN DATE 12 /09 /2 0 04 TIME 14:14 :15 * * (916) 756-1104 * * * * ~*~************************************** *************************************** 3 IO IT Do v e Crossing Phase 1 -Post-Development OUTP UT CONTR OL VARIABLES IPRNT 5 PRINT CONTR OL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HY DRO GRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDA TE 1 0 STARTING DATE ITIME 0 000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ND DATE 1 0 ENDING DATE NDTIM E 04 5 9 ENDING TIME I CE NT 19 CENTUR Y MAR K COMPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 4 .98 HOURS ENGLISH UNIT S DRAINAGE AREA PRECIPITATION DEPTH LENGTH , ELEVATION FL OW STORA GE VOLUME SURFACE AREA TEM PERATU RE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES ~~~ ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * ~ KK * 30 4 10 0 * ************** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG 0.01667 0 .01667 6.00000 ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 2.1 KK 13 KO ************** * Pl-1 00 * * * ************** OUTPUT CON TR OL VARI ABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH I OU T ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDR OGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 19 KK * 304-50 * * * ************** n KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL o. HYDR OGRAP H PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDR OGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG 0 .01667 0.01667 6.00000 ·~* *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK 28 KO ************** * * * Pl-50 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl ISAV2 TIMINT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 34 KK 36 KO ************** * * * 304-10 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL HYDROGRAPH PLOT SCALE QSCAL 0. IPNCH IOUT ISAVl ISAV2 TIMINT 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST OR DINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VALU E EXCE EDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 ~~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 41 KK 4 3 KO ************** * * * Pl-10 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT O. PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS k ~A *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * -!9 K K * 304 -25 * * * ************** 51 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLE S 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST OR DINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS VALU E EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 ~~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 56 KK * Pl -25 * * * ************** 58 KO OUTPUT CON TR OL VARIABLES IPRNT 5 PRINT CONTR OL I PLOT 0 PLOT CONTROL QSCAL o . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0.017 TIME INTERVAL IN HOURS *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 6 4 KK 66 KO ************** * * 304-5 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VAL UE EXCE EDS TABLE IN LOGLOG 0.01667 0 .01667 6 .00000 -·· *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 71 KK * Pl-5 * * * ************** 73 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 o . 0 22 1 300 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 79 KK * DP-1 * * * ************** 81 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 .0 17 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6 -H OU R 24-HOUR 72-HOUR HYDROG RAPH AT 304100 194 . 2.75 37. 37. 37. 0.05 ROUTED TO Pl-100 67. 3.28 30. 30. 30 . 0 .05 291 .03 3 .28 HYDROGRAPH AT 304-50 173. 2.75 32. 32. 32. 0.05 ROUTED TO Pl-50 ___§_L 3.25 27. 27. 27. 0.05 :?90. 78 3.25 HYDROGRAPH AT 304-10 123. 2.75 21. 21. 21. 0 .05 ROUTED TO Pl-10 so. 3.18 18 . 18. 18 . 0.05 290 .25 3.18 HYDROGRAPH AT 304-25 152. 2.75 27. 27 . 27. 0.05 ROUTED TO Pl-25 56. 3.23 23. 23. 23. 0.05 290 .55 3.23 HYDROGRAPH AT 304-5 105. 2.77 17. 17. 17. 0.05 RO UTED TO Pl-5 46. 3.13 15 . 15. 15. 0.05 290 .07 3 .13 5 COMBIN ED AT DP-1 280. 3.23 114. 114. 114. 0.26 ••• NO RMAL END OF HEC-1 *** APPENDIX F Detention Pond No. 2 Pre-& Post-Development HEC-1 Output, Runoff Summary & Schematic EECl S /N: 1343001909 HMVersion: 6.33 Data File: C:\TEMP\-vbhOOlE.TMP DRAINAGE AREA 105 ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4 .0.lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 12/09/2004 TIME 14:17 :53 * * (9 1 6) 756-1104 * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Haestad Methods, Inc. : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brook side Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTI OR -HAVE CHANGED FROM THOSE USED WITH THE 19 73-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Dove Crossing Phase 1 -Pre-Development 2 IT 1 300 3 IO 5 0 4 KK 105100 5 KM Drainge Area 105 6 KO 22 7 BA 0.0437 8 PH 100 0 0.88 1. 95 4.30 5.70 6.30 7.90 9 LS 75.0 10 UD 0.320 11 KK 105-50 12 KM Drainage Area 105 13 KO 22 14 BA 0.0437 15 PH 100 0 0.81 1.80 3.91 5.10 5.70 7.00 16 LS 75.0 17 UD 0.320 18 KK 105-10 19 KM Drainage Area 105 20 KO 22 21 BA 0.0437 22 PH 10 0 0 .66 1.45 3.02 3.90 4.30 5.20 23 LS 75 .0 24 UD 0.320 25 KK 105-25 26 KM Drainage Area 105 27 KO 22 28 BA 0.0437 29 PH 25 0 0 .74 1. 64 3.52 4.60 5.10 6.20 30 LS 75.0 31 UD 0.320 32 KK 105-5 33 KM Drainage Area 105 34 KO 22 35 BA 0.0437 36 PH 5 0 0.60 1 .32 2 .6 8 3.30 3.70 4.40 37 LS 75.0 38 UD 0.320 39 KK DP-2 40 KM Discharge Point No . 2 41 KO 22 42 HC 5 43 zz HE Cl S/N: 1343001909 HMVersion: 6.33 Data File: C:\TEMP\-vbhOOlE.TMP ***************************************** *************************************** * * * FLOO D HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4 .0 .lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 12/09 /2004 TIME 14:17:53 * * (916) 756 -1104 * * * * ***************************************** *************************************** 3 IO I T Dove Crossing Phase 1 -Pre-Development OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 PRINT CONTROL PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDA TE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH NDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 4.98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 4 KK * 105100 * * * ************** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL o. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS \!.".LUE EXCEEDS TABLE IN LOGLOG 0.01667 0 .01667 6 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 11 KK 105-50 * * ************** 13 KO OUTPUT CONTROL VARIABLES IPRNT I PLOT QSC AL IPNCH IOUT ISAVl ISAV2 TIMINT VALU E EX CEEDS TABLE IN LOGLOG 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORD INATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS 0.01667 0.01667 6 .00000 KKK K** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 13 KK * 105 -1 0 * * * ************** 20 KO OU TPUT CONTR OL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH I OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl ISAV2 TIMINT VAL UE EXC EEDS TABLE IN LOGLOG 1 300 0.017 FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0.01667 0.01667 6 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 25 KK * 1 0 5 -25 * * * ************** 27 KO OUTPUT CO NTROL VARIABLES IPRNT I PLOT QSCAL IPNCH I OUT ISAVl ISAV2 TIMINT V.Zl.L UE EXC EEDS TABLE IN LOGLOG 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 3 00 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 32 KK * 1 0 5-5 * * * ************** 3 ~ KO OU T PU T CO NT RO L VARIABLES IPRNT I PL OT QSC AL I PNCH I OUT ISAVl ISAV2 TI MIN T V.Zl.LU E EXC EEDS TABLE IN LOGLOG 5 0 0. 0 2 2 1 300 0 .0 1 7 PRINT CONTR OL PL OT CONTR OL HYDRO GRAPH PL OT SCALE PUN CH CO MPUTED HYDR OGRAPH SAVE HYDR OGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0.01667 0.01667 6 .00000 ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 39 KK * DP-2 * * * ************** .Jl KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0 . 0 22 l 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6 -HOUR 24 -HOUR 72-HOUR HYDROGRAPH AT 105100 118. 2 .87 25. 25 . 25. 0 .04 HYDROGRAPH AT 105-50 102. 2.87 21. 21. 21. 0.04 HYDROGRAPH AT 105-10 66 . 2.88 13 . 13 . 13. 0.04 HYDROGRAPH AT 105-25 86 . 2.87 17 . 17 . 17 . 0 .04 HYDROGRAPH AT 105 -5 53. 2.88 10. 10 . 10. 0 .04 5 COMBINED AT DP-2 425. 2 .87 85. 85. 85. 0.22 *** NOR MAL END OF HEC -1 *** '{Je~~:b~"' Pc"'J Ne . 7__ ~os+-J.c\)(")opw..t~+ HECl S/N: 1343001909 HMVersion: 6.33 Data File: C:\TEMP \-vbh0628.TMP DRAINAGE AREA 3 05 ***************************************** *************************************** * * * FLOO D HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4 .0.lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 12 /09/2004 TIME 14 :20 :13 * * (916) 756-1104 * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Haestad Methods, Inc. : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITI ONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITI ON OF -AMS KK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN7 7 VERSI ON NEW OPTI ONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CAL CULATION, DSS:WRITE STAGE FREQUEN CY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATI ON KINEMATI C WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Dove Crossing Phase 1 -Post-Development 2 IT 1 300 3 IO 5 0 4 KK 305100 5 KM Drainge Area 305 6 KO 22 7 BA 0 .0583 8 PH 100 0 0.88 1. 95 4 .30 5.70 6.30 7.90 9 LS 82 .9 10 UD 0. 305 11 KK P2-100 12 KM Detention Pond 2 -100 year 13 KO 22 14 RS 1 ELEV 287 .0 15 SV 0 0.210 2 .171 8.891 16 SE 287.0 288.00 290 .00 292.00 17 SQ 0 5.9 21.5 45 .0 65.6 118. 00 18 SE 287.00 288.00 289.00 290.00 291 .00 292 .00 19 KK 305-50 20 KM Drainage Area 305 21 KO 22 22 BA 0.0583 23 PH 100 0 0.81 1.80 3 . 91 5.10 5.70 7.00 24 LS 82.9 25 UD 0.305 26 KK P2-50 27 KM Detention Pond 2 -50 year 28 KO 22 29 RS 1 ELEV 287.0 30 S V 0 0.210 2.171 8.891 31 SE 287 .0 288.00 290.00 292.00 32 SQ 0 5 .9 21. 5 45.0 65.6 118. 00 33 SE 287.00 288.00 289.00 290.00 291 .0 0 292.00 3 4 KK 305-10 35 KM Drainage Area 305 36 KO 22 37 BA 0.0583 38 PH 10 0 0.66 1. 45 3 .02 3.90 4.30 5 .20 3 9 LS 82.9 40 UD 0.305 41 KK P2-10 42 KM Detention Pond 2 -10 year 43 KO 22 44 RS 1 ELEV 287.0 45 sv 0 0.210 2 .171 8.891 46 47 48 SE 287.0 288.00 SQ 0 5 . 9 SE 287.00 288.00 290.00 292.00 21.5 45.00 289 .00 290.00 6 5 .60 291.00 118 . 00 292.00 HEC-1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 49 KK 305-25 50 KM Drainage Area 305 51 KO 22 52 BA 0.0583 53 PH 25 0 0.74 1.64 3 .52 4.60 5.10 6.20 54 LS 82.9 55 UD 0.305 56 KK P2-25 57 KM Detention Pond 2 -25 year 58 KO 22 59 RS 1 ELEV 287 .0 60 sv 0 0 .210 2 .171 8 . 891 61 SE 287.0 288.00 290.00 292.00 62 SQ 0 5.9 21. 5 45.00 65.60 118 . 00 63 SE 287.00 288 .00 289 .00 290.00 291.00 292.00 64 KK 305-5 65 KM Drainage Area 305 66 KO 22 67 BA 0.0583 68 PH 5 0 0.60 1.32 2.68 3.30 3.70 4.40 69 LS 82.9 70 UD 0.305 71 KK P2-5 72 KM Detention Pond 2 -5 year 73 KO 22 74 RS 1 ELEV 287.0 75 sv 0 0.210 2.171 8.891 76 SE 287.0 288.00 290.00 292.00 77 SQ 0 5.9 21.5 45 .0 65.6 118 .00 78 SE 287.00 288.00 289.00 290.00 291.00 292 .00 79 KK DP-2 80 KM Discharge Point No. 2 81 KO 22 82 HC 5 83 zz ri SC l S /N: 13 43001909 HMVersion: 6.33 ~*~************************************** * FLOOD HYDROGRAPH PACKAGE MAY 1991 VERSION 4. 0. lE (HEC-1) * * * * * RUN DATE 12/09/2004 TIME 14:20:13 * * Data File: C:\TEMP \-vbh0628 .TMP *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756-1104 * * * w**************************************** *************************************** 3 IO IT Dove Crossing Phase 1 -Post-Development OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL HYDR OGRAPH TIME DATA 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH NDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0 .02 HOURS 4 .98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES ~~-*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * .J KK * 305 1 00 * * * ************** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS VAL UE EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 1 1 KK 13 KO ************** * * * P2-100 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCA L IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINAT E PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 1 9 KK * 305-50 * * * ************** 21 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS VALU E EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 ~·~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK ~8 KO ************** * * * P2-50 * * * ************** OU TP UT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THI S UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINAT E PUNC HED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 34 KK 36 KO ************** * * 305-10 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAVl ISAV2 TI MINT 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VALU E EXCEEDS TABLE IN LOGLOG 0 .01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * KK * P2-10 * * ************** 43 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS ~*~ *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 49 KK * 305-25 * * * ************** 51 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 o . 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS '/.A.LU E EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 6 .00000 ~~~ *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * 56 KK * P2-25 * * * ************** 58 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 6 4 KK 66 KO ************** * * * 305-5 * * * ************** OU TP UT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL , IPLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VAL UE EXCEEDS TABLE IN LOGL OG 0.01667 0.01667 6 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 7 1 KK * P2-5 * * * ************** 7 3 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIA BLE S 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HY DRO GRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORD INATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 79 KK 81 KO ************** * * * DP-2 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AR EA STAGE MAX STAGE 1)-HOU R 24-HOUR 72-HOUR HYDROGRAPH AT 305 10 0 190. 2.83 3 9 . 39. 39. 0.06 ROUTED TO P2-100 84. 3.33 33. 33. 33. 0.06 29i .34 3.33 HYDROGRAPH AT 305 -50 168 . 2.83 34. 34. 34. 0.06 ROUTED TO P2-50 -2L 3.35 29. 29. 29. 0 .06 291.08 3.35 HYDROGRAPH AT 305-10 117 . 2.85 22. 22 . 22. 0.06 ROUTED TO P2-10 53 . 3.30 20. 20. 20. 0.06 2 90..:..D_ 3.30 HYDROGRAPH AT 305-25 _liL. 2.83 29 . 29. 29 . 0.06 ROUTED TO P2-25 61. 3.35 25 . 25. 25. 0.06 290 .79 3.35 HYDROGRAPH AT 305-5 99 . 2.85 18. 18. 18. 0.06 ROUTED TO P2-5 49. 3.25 16. 16. 16. 0.06 ::> 90 . 1 7 3.25 5 COMBIN ED AT DP-2 317. 3.33 124. 124. 124 . 0.29 •** NO RMAL END OF HEC -1 *** EXHIBIT A Post-Development Drainage Area Map -Storm Sewer I 9 7