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Home My WebLink About11 Development Permit 563 Dartmouth CrossingDRAINAGE REPORT FOR DARTMOUTH CROSSING COLLEGE STATION, BRAZOS COUNTY, TEXAS ~~''''"' ---~ OF i,'\\ ~-\!";...*~~ .... I'• I ,-.·~ "'•i \•l 4 -MicHAEr<i~HEsr;R-1 '---·-.. --;-L-o· q:. \1) 69104~Q· ~ill . ., ~~~~~.--~~ '~~~t-\.~'-JJ ,~JN/ P.f., '2. (.; -jb FEBRUARY, 1998 REVIEWED FOR COMPLIANCE MAR 1 9 1998 COLLEGE STATION Submitted By: E~G G Michael G. Hester, P.E. /// Hester Engineering company f/0) ~~=-it--i 7607 Eastmark Drive, Suite 253-B College station, TX 77840 (409) 693-1100 fX:(409)693-1075 CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance with the provisions of the Cities Drainage Policy and Design Standards for the owners thereof. Engineer No. 69104 DARTMOUTH CROSSING· DRAINAGE REPORT· CERTIFICATION INTRODUCTION : DRAINAGE REPORT DARTMOUTH CROSSING COLLEGE STATION , BRAZOS COUNTY, TEXAS MARCH 12 , 1998 The proposed development is located at the intersection of Dartmouth Drive and Southwest Parkway. The legal description is Dartmouth Crossing. The proposed improvements include pavement, drainage and utility improvements for a 5 .6 acre, 18 lot duplex development. The existing, vacant site consists of grassland with several trees. The terrain slopes in a southerly direction at approximately 1.0 percent . The latest Federal Emergency Management Agency (FEMA) Fl o od Insurance Rate Maps (48041CO 144C) shows that no portion of the tract is in the regulatory 100-year flood plain. The site is zoned R-2 and is being developed by Mark Carrabba, Southwest Parkway Joint Venture , P.O. Box 663, Bryan, Texas, (409) 778-8850. EXISTING CONDITIONS : The storm runoff sheet flows south to an existing storm sewer system along Krenek Tap Road which discharges into Bee Creek, Basin Reference No. 3, Regulatory Channel Reach II which is primary drainage system. There are no special requirements for this reach, reference The City's "Drainage Policy and Design Standards", Section D, Page 10. The FEMA base flood elevation at the outfall is approximately 256.00. PROPOSED DESIGN : The Dartmouth Drive cross slope was set at 3.03% which will maintain one 12 foot lane opening at all times, this takes into account if a median is constructed at a later date. To handle the subsurface flows a storm drain system will be constructed from Teal Drive to the existing storm drain system along Krenek Tap Road. The existing system was evaluated to determine if it has sufficient capacity to accept the additiona l runoff. A model of the system was prepared to determine changes in the capacity of the system for predevelopment, postdevelopment and future development conditions when Dartmouth Drive is extended to Krenek Tap Road. Additionally the proposed system will accept approximately 0.7 5 percent of the 1 .0 acre C-N tract at the intersection of Dartmouth and Southwest Parkway. The results of the analysis show that the additional flow generated by the proposed improvements will not change the water surface elevation in the storm sewer system negatively and therefore, detention is not required nor planned for the site. DART MOU TH CROS SI NG · DRAINA GE RE PORT · PAGE 1 OF 2 PAG ES The velocity of the water at the outfall of the storm drain system under existing conditions is 3. 70 feet per second and increases to 6.06 feet per second with the construction of the Dartmouth Crossing development. The existing outfall structure is of sufficient length and width to sufficiently dissipate the energy generated at this point and therefore no improvements to the outfall channel are proposed. CONCLUSION: This project is in compliance with the City's Stormwater Design Standards. DARTMOUTH CROSSING · DRAINAGE REPORT· PAGE 2 OF 2 PAGES ' ' \ ' ' ' -, ' , .... , __ _ __ , '-, ,,,.-----------... \ 'i I I I ~ : : ------".'-----..._ -._. I II /' '~""\II \ ~--) /', v ----c~·-" ------ I \ \ ', ·' I , ___ _ L /- ZONED R-2 I .. 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BOX eeJ BRYAN, TX 77ll01!1 ('OQ)778-8850 8 7 ~ SCALE,1"-30' ~, 290 285 280 10 TEAL ,·}: /:I! I 4 [I: 5 :w··--il f I I I : ~ PROPOigE( =:"'':) SCW'Clt GENERAL NOTES: ~ ~~~~ ~======--=:-=== ::.~~;:.:::=:, ==-~-===-=--3 TEAL o~::--·~ IDEN-nc,AL .___ ][_ _, ... .-----------~----I I " 1 6 ffe /5C"'-E'1"-30' E'..Oa.1WO "'·•-~?::--:-~ ~. j ~=.:::-. 1 7 l:_::.::...-·~E--.::S 11 7 "µ;:"" ·-·---:'flLJl I~ r----~ --·--~\ ··-~I].'' ~-14·-·-~~~~ ... ~---··-·\/"I\ "-=: =-=--w-nw ~•.., ...,....{ \JI ~ltOPOSlO r St.NIT"RY Scwtlt I PROPOSED><'""" ---./\\"--~ ~-~l "°TS ------,y;Ef ::::~~~1-: -----7r ----~::r~,:. ,_A_ JTJfl ------=~------=:~~~r---L=---=--. ~ -280 :~ !~ -------r,:;::..... __ 280 275 270 -y I ./-1;1 -" 'I' --· All -·.t:111-,, _., I // I\ :::,__ I :!: -Jt _ --------"-::_l'_'275 '"'-----~I. rd u -=~:r 76.26'-e"' 290 285 280 i22.oe·-e" Et'PVC il!ii :1~ SANITARY SEWER 0 GENERAL NOTES: MISCCL.LANE.OUS• :::=".ltNl'~'ll:'.&.:::nlm..,.. :::-=:"-~----c.-.. - -~~~-""""' .. __ ~w"l..'"!11"'...at":..-.=&'t" ==~~~--~-=--$£0/MCNT COHTftCX..: ~~~~:L{,'lil\" ~~~·--r~-~;~~·~~ =-== :i;.0:...-:;'".::-= .. ~~":r.. ~ ••• :i.S.'~:m:l!.Rt:Yi'Si:.-~ =r--------~"Jl!:ll~'!l..u.. ~ ':/'~-:.:... .. -=-=-~ 270 1275 I I "~'"""""" •.• M .... W'"" -I I I ~ I ~ -f ~ --:=r,,-~-----~--' I CLASS 0 BEOOINC I I I ----i---2751 ~ 1 jl 458.37' f5"PVC SDR26 OR3034 r '7 \ -· ·-ou.--""~~--w~. ~~ SANITARY SEWER 0 0."40X l~ ! 105'-lef'RCP C76 CUii STORM SEWER • 1.29% I I I J I I t ) '-79.4'-30" RCP C7115 CUii I =' ~ ~ I ' I STORM SEWER 0 O.J7:l ·I' 1. ~~~~~r.l:l:.::ft.. :11'.":=I".--..~ :.=.~-=:.-270 265 I R c v 1 s · 0 N s I POARTUOurH CROSSING t------------t ~~L.f~·1~~cr:~o °""n:' .IANUARY, 1 999 CHl:Ct<l:O. M.C.H. ''" ,~i ,31 • . I I Ill :I. -· __ .~ i l. I I ~.::=:-.:;:.-= I ~i ~~! ~ ~· .. -1=r~-.... '° _ J~ ~ ~ ., lm'°OCl·~--~~I -ftC-Of\ ~~~ 270 ~=·~~-..:r=r~~~-=·==...~-o::: ~~T':IC~--·-et,.~~.=~~~-:. ~::~~~~ TEAL OR/VE DARTMOUTH CROSSING [}={]®®u®[J ~[fl)~ o [fl)@@[Jo [fl)~ ©@m:ru ~~[fl)w ~ 7607 EASTMARK DRIVE, SUITE 25.3-8 COLLEGE STATION, TX 77840 (409)693-1 1 00 h:::(409)693-1075 PLAN & PROP/LE OF" 7 SHT5. -h I I >-I I I I <t: I I ~ I I I I I I I :::.::: I I 11. Q:'. I I 0 I I <t: ... I I 11 0.. I I I I I! I I I I I I I I ___ _J I I ·~ 290 285 280 275 270 10 OAT'CI FEBRUARY, Q8 et-<l:co<CO • ""4 .G .H . I 5 I I I 6 H---::c:.:.. ~·-~~ I: F.~:r I t-1f. .... I : ~.-u1,. ... , I I L-------____ _, ---------1_ ._ ........ .a_ I _ -::=-_:.~~-----:=---;,;_,,-: ... =~-L--1 <-... -1) ~ .. ---. o.oo~ 4 -0.9!is 3 \-\ or<-1\Jt:. .• '----------- -0 .9t~ 819 .6 1 '-12"PVC C900 Cl150 WATERLINE 4 .0 " t.AIN . COVER CLASS D BEDDING 0..-00.U. ::~.:..- ii=~-· ' ;I i !1 •1 !1 i• ! I ------- 1 [f{]®~U®[J ~mJ~DmJ®®[JDmJ~ ©@ITffiJ~®mJW 7607 EASTMARK DRIVE, SUITE 253 -8 COLLEGE STATION, TX 77840 (409)693-1100 fx ,(409)693-1 075 ~1 \....:_ ~~~-=~ ~J:.10"~~~~ !':::r=....£: =:.-779-"~ 290 285 270 ---·-----~-~- DARTMOUTH CROSSING SHEET N O . ~ DARTMOUTH DRIVE PLAN & PROFILE Of' 7 SHTS. _,r_-..:T --------------PltOP. 12'" WATD'IUN( --------------- 12'" WATERLINE 270 265 260 255 ~"°"'l:CT1 !-----------; DARTMOUTH CROSS ING e~rJN·19~~Jc~s° OATll:1 F"EBRU ... R Y . 98 t.A .0 .H . ---_.....__ _ ------__..,_ _ ------ l 1, 11 ' ,, l I ·=--~--------------:~~;;;===.~-~~~- I ~!! 20 I ------- 4156 . 12"-36"RCP C715 CUii STORM SEWER 0 -0 .98~ [}={]@@u@[f ~OlJ~DOlJ@@[fOOlJ~ ©@m~Cfil01JW 7 607 EASTMARK DRIV E, SU ITE 253-B COLLEGE STATION , T X 77840 (409 )693-11 00 fx ,(409)693-1 075 ------- 30'-36"RCP C76 CUii STORM SEWER 0 -0.77 m-;:y .. --T>C-.. , __ ..._.._ I DARTMOUTH CRO SS ING DARTMOUTH DRIVE PLAN & PROF/LE / Q_ <( f- -~ w z w O::'. ~ 265 260 255 SH£ET ~ OF 7 SHTS. RUNOFF CALCULATIONS DARTMOUTH CROSSING • DRAINAGE REPORT DARTMOUTH CROSSING RUNOFF CALCULATIONS FEBRUARY 18, 1998 PREDEVELOPMENT CONDITIONS RUNOFF COEFFICIENT DRAINAGE AREA PVMT GRASS MED-D Cw Ca TIME OF IlO QlO I25 Q25 IlOO QlOO no. acres 0.9 0.3 0.6 CONCEN. i/h cf s i/h cf s i/h cf s tc (min.) 1 2.3 0 .6 1. 7 0.68 1. 6 10.0 8.63 13.5 9.86 15.4 11.64 18.2 2 15.2 0.1 15.1 0.30 4.6 32.5 4.70 21. 7 5.41 25.0 6.44 29.7 3 1. 8 0.3 1. 5 0.40 0.7 10.0 8.63 6.2 9.86 7.1 11.64 8.4 4 5.2 0.1 5.1 0.31 1. 6 19.5 6.29 10.2 7.21 11. 7 8.54 13.8 5 2.3 0.4 1. 9 0.40 0.9 10.0 8.63 8.0 9.86 9.2 11.64 10.8 6 0.9 0.1 0.8 0.37 0.3 10.0 8.63 2.8 9.86 3.3 11.64 3.8 7 1.1 0.1 1. 0 0.35 0.4 10.0 8.63 3.4 9.86 3.8 11.64 4.5 POST DEVELOPMENT CONDITIONS RUNOFF COEFFICIENT DRAINAGE AREA PVMT GRASS MED-D Cw Ca TIME OF IlO QlO I25 . Q25 IlOO QlOO no. acres 0.9 0.3 0.6 CONCEN. i/h cf s i/h cf s i/h cf s tc (min.) 1 2.3 0.6 1. 7 0.68 1.6 10.0 8.63 13.5 9.86 15.4 11.64 18.2 2 9.9 0 .1 8.9 0.9 0.33 3.3 22.5 5.82 19.2 6.68 22.1 7.92 26.1 3 1. 8 0.3 1. 5 0.40 0.7 10.0 8.63 6.2 9.86 7.1 11.64 8.4 4 5.2 0.1 5.1 0.31 1. 6 19.5 6.29 10.2 7.21 11. 7 8.54 13.8 5 2.3 0.4 1. 9 0.40 0.9 10.0 8.63 8.0 9.86 9.2 11.64 10.8 6 0.9 0.1 0.8 0.37 0.3 10.0 8.63 2.8 9.86 3.3 11.64 3.8 7 1.1 0.1 1. 0 0.35 0.4 10.0 8.63 3.4 9.86 3.8 11.64 4.5 BEGIN PROP. PIPE 8 1.4 1.4 0.90 1. 3 10.0 8.63 10.9 9.86 12.4 11.64 14.7 9 1. 8 0.7 1.1 0.72 1. 3 10.0 8.63 11.1 9.86 12.7 11.64 15.0 10 1.4 1. 4 0.60 0.8 10.0 8.63 7.3 9.86 8.3 11.64 9.8 11 1. 9 1. 9 0.60 1.1 10.0 8.63 9.8 9.86 11. 2 11.64 13.3 12 0.4 0.4 0.60 0.2 10.0 8.63 2.1 9.86 2.4 11.64 2.8 FUTURE DEVELOPMENT RUNOFF COEFFICIENT DRAINAGE AREA PVMT GRASS MED-D Cw Ca TIME OF IlO QlO I25 Q25 IlOO QlOO no. acres 0.9 0.3 0.6 CONCEN. i/h cf s i/h cf s i/h cf s tc (min.) 1 2.3 0 .6 1. 7 0.68 1. 6 10.0 8.63 13.5 9.86 15.4 11.64 18.2 2 5.2 0.1 5.1 0.31 1. 6 17.0 6.76 11. 0 7.74 12.5 9.16 14.8 3 1.4 0 .3 1.1 0.43 0.6 10.0 8.63 5.2 9.86 5.9 11. 64 7.0 4 0.3 0 .1 0.2 0.50 0.2 10.0 8.63 1. 3 9.86 1. 5 11.64 1. 7 5 2.3 0.4 1. 9 0.40 0.9 10.0 8.63 8.0 9.86 9.2 11. 64 10.8 6 0.9 0 .1 0.8 0.37 0.3 10.0 8.63 2.8 9.86 3.3 11. 64 3.8 7 1.1 0.1 1. 0 0.35 0.4 10.0 8.63 3.4 9.86 3.8 11 .64 4.5 BEGIN PROP. PIPE 8 1.4 1.4 0 .90 1. 3 10.0 8.63 10.9 9.86 12.4 11.64 14.7 9 1. 8 0.7 1.1 0.72 1. 3 10.0 8.63 11.1 9.86 12.7 11.64 15.0 10 1.4 1.4 0 .60 0.8 10.0 8.63 7.3 9.86 8.3 11.64 9.8 11 1. 9 1. 9 0 .60 1.1 10.0 8.63 9.8 9.86 11. 2 11.64 13.3 12 0.4 0.4 0 .60 0.2 10.0 8.63 2.1 9.86 2.4 11.64 2 .8 13 2.6 0.3 1.4 0.9 0.47 1. 2 10.0 8.63 10.6 9.86 12.1 11.64 14.3 14 1. 8 0.7 1.1 0.53 1. 0 10 .0 8.63 8.3 9.86 9.5 11.64 11. 2 15 5.5 0 .6 4.9 0.37 2.0 19 .5 6.29 12 .7 7.21 14.5 8.54 17.2 IN LET CALCU LA TIO NS DARTMOUTH CROSSING • DRAINAGE REPORT DARTMOUTH CROSSING INLET CALCULATIONS FEBRUARY 18, 1998 inlet D.A. TYPE Q z z/n s y p Lr La inlet I.D. location No. cf s ft/ft ft ft Curb ft I.D. ft DARTMOUTH DRIVE I-1 17+50 w 8 B-1 10.9 33 1833 0.0073 0.46 15.l 9.5 10 I-1 I-2 17+50 E 9 B-1 11.1 33 1833 0.0073 0.46 15.2 9 .7 10 I-2 TEAL DRIVE I-3 11 B-1 9.8 27 1500 0.01 0.45 12.l 8.5 5 I-3 CO 2.75 TO I-4 I-4 12 A-1 4.9 27 1500 0.01 0.34 9.3 2.4 5 I-4 I-5 10 A-1 7.3 27 1500 0.01 0.40 10.8 3 .7 5 I-5 FUTURE INLETS F -1 20+22 E 13 B-1 10.6 33 1833 0.006 0.47 15.5 9.2 10 I-1 F-2 24+88 E 15 A-1 12.7 33 1833 0.006 0.50 16.6 6 .4 10 I-2 F-3 24+88 w 14 A-1 6.0 33 1833 0.006 0.38 12.5 3.0 5 I-3 ALLOWABLE DEPTH FOR SECTION 0 • 5 I TYPE A-1 = SUMP INLET TYPE B -1 ON GRADE INLET STORM DRAIN SYSTEM ANALYSIS PREDEVELOMENT DARTMOUTH CROSSING -DRAINAGE REPORT SOUT HWE ST PARKWAY DARTMOUTH CRO SS IN G AREA 1 2.3 AC 0.6@0 .9 1 7@0.6 UNDEV ELOPED PASTURE X-STOR M AR EA 2 15.2 AC. 0 .1@0 .9 15.1@0 .3 UND EVELOPED PAS TURE PREDEVELOPM ENT CON DITI ONS DARTMOUT H CROSS IN G DRAINAGE AREA MAP SCAL E: 1'' =300' AREA 4 5.2 AC. 0.1 @0.9 5.1@0.3 If vi I :1 I t1 I ~ I :1 I SOUTH WE ST CROSSING / DEVELOPED/"' X-STORM SEWER SYSTEM UND EVELOPED PAS TURE X-STOR M SEW ER SYSTEM ~AR EA 5 \_ AREA 6 2.3 AC . 0.9 AC . 0 .4@0 .9 0.1@0 9 1 9@0.3 0.8@0.3 UNDEVELOPED PASTUR E X-STORM SEWER SYS TEM AREA 7 1.1 AC. 0 1@0 9 1@0.3 Ii...._ v I ..__OU TFALL TO BEE CR EE K X-1-1 X-P-1 X-1-2 X-1-3 X-P-2 X-P-3 "4z<:V\C"'-T 1>f X-1-4 X-J-1 X-P-4 X-P-5 X-P-10 X-J-2 X-P-6 DARTMOUTH CROSSING PREDEVELOPMENT CONDITIONS X-J-3 X-P-7 Outlet -Q Project Title : DARTMOUTH CROSSING PRE DEVELOPMENT c:\haestad\stmc\dc .stm HESTER ENGINEERING X-1-5 X-P-9 02 /18/98 04 :25 :50 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203 ) 755-1666 X-1-6 X-1-7 X-P-8 Project Eng ineer: MICHAEL G. HESTER , P.E. StormCAD v1 .0 Page 1 of 1 ------------------Beginning Calculation Cycle ------------------- Discharge: 13.58 cfs at node X-1-1 Di scharge: 29.31 cfs at node X-I-2 Discharge : 32.51 cfs at node X-I-3 Discharge: 39.77 cfs at node X-I -4 Disc harge: 3 .39 cfs at node X-I-7 Discharge: 6 .11 cfs at node X-I-6 Discharge: 13 .81 cfs at node X-I-5 Discharge : 47 .14 cfs at node X-J -1 Discharge : 47 .11 cfs at node X-J -2 Discharge : 46 .72 cfs at node X-J-3 Discharge: 45.64 cfs at node Outlet Beginning iteration 1 Discharge: 13.58 cfs at node X-1-1 Discharge: 29 .31 cfs Di scharge: 32.47 cfs Discharge: 39.65 cfs Discharge: 3 .39 cfs Discharge: 6 .11 cfs Discharge: 13 .81 cfs Discharge: 46.99 cfs Discharge : 46 .97 cfs Discharge : 46 .48 cfs at node X-I-2 at node X-I-3 at node X-I-4 at node X-I-7 at node X-I-6 at node X-I-5 at node X-J-1 at node X-J-2 at node X-J-3 Discharge : 45 .40 cfs at node Outlet Completed iteration 1 Current discharge convergence relative error : 0 .52161175e-2 Target discharge convergence relative error: 0.001 Beginning iteration 2 Discharge : 13.58 cfs Di scharge : 29 .31 cfs Di scharge : 32 .47 cfs at node X-1-1 at node X-I -2 at node X-I-3 Discharge : 39 .66 cfs at node X-I-4 Discharge : 3.39 cfs at node X-I-7 Discharge: 6.11 cfs Discharge: 13 .81 cfs Discharge : 47.00 cfs Discharge : 46 .97 cfs Discharge: 46 .48 cfs at node X-I-6 at node X-I -5 at node X-J-1 at node X-J-2 at node X-J-3 Discharge : 45 .40 cfs at node Outlet Discharge Convergence Achieved in 2 iterations : relative error : 0.39743668e -4 ---------------------Calculations Complete ---------------------- ** Analysis Options ** Friction method : Manning's Formula HGL Convergence Test : 0 .001000 Maximum Network Traversals: 5 Number of Flow Profile Steps : 5 Di scharge Convergence Test: 0.001000 Maximum Design Passes : 3 -----------------Network Quick View ------------------------ Hydraulic Grade Label Length Size Discharge Upstream I Downstream X-P -1 335.67 24 inch 13.58 264.21 262.73 X-P-2 130.00 36 inch 29.31 262 .61 262.32 X-P -3 200.00 36 inch 32.47 262.19 261.73 X-P -4 17 2 .51 36 inch 39 .66 261 .55 260.61 X-P -5 12.68 48 inch 47.00 259.66 259.66 X-P -6 210.32 48 inch 46 .97 259.25 259.07 X-P -7 330.13 48 inch 46.48 258. 91 258 .68 X-P -8 150.00 18 inch 3.39 267 .93 267 .17 X-P -9 103.44 24 inch 6 .11 266.85 266 .38 X-P-10 174.05 30 inch 13.81 266.25 265.47 -----------Elevations ----------------I Label I Discharge Ground I Upstream HGL I Downstream HGL I X-1-1 13.58 268.00 264.67 264 .21 Project Title : DARTMOUTH CROSSING PRE DEVELOPMENT Project Engineer: MICHAEL G . HESTER, P .E. c :\haestad\stmc\dc .stm HESTER ENGINEERING StormCAD v1 .0 02/18/98 04 :26 :39 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 2 X-I -2 29.31 268.50 262. 72 262.61 X-I-3 32 .47 269.00 262.32 262 .19 X-I-4 39.66 270.00 261.73 261. 55 X-J-1 47.00 271. 00 260 .05 259.66 X-J-2 46.97 269 .80 259 .66 259.25 X-J-3 46.48 266.00 259.07 258. 91 Outlet 45 .40 265.00 258.68 258 .68 X-I-5 13 .81 270.50 266.38 266.25 X-I-6 6 .11 271. 00 266.93 266.85 X-I-7 3.39 272 . 00 268.27 267.93 Elapsed: 0 minute(s) 12 second(s) Project Title: DARTMOUTH CROSSING PRE DEVELOPMENT Project Engineer: MICHAEL G. HESTER, P.E. c:\haestad\stmc\dc.stm HESTER ENGINEERING StormCAD v1 .0 02/18/98 04 :26 :39 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 2 of 2 STORM DRAIN SY ST EM NODE REPORT ~ 'fl;zE Node Inlet Inlet Total Inlet Inlet Inlet Total Carryover HGLln HGL Out Area CA CA TC Intensity Discharge Watershed (cfs) (ft) (ft) (acres) (acres) (acres) (min) (in/hr) (cfs) (C IA) (cfs) X-1-7 1.10 0 .39 0 .39 10.00 8 .63 3 .39 3 .39 0 .0 0 268.27 267 .93 X-1-6 0 .90 0.33 0 .72 10.00 8 .63 2 .87 . 6 .11 0 .00 266.93 266 .85 X-1-5 2 .30 0 .93 1.65 10.00 8 .63 8 .09 13.81 0 .00 266.38 266 .25 X-1 -1 2 .30 1.56 1.56 10.00 8 .63 13.58 13.58 0.00 264.67 264 .21 X-1-2 15.20 4 .62 6 .18 32 .50 4 .70 21 .91 29 .31 0.00 262 .72 262 .61 X-1-3 1.80 0 .72 6 .90 10.00 8 .63 6 .27 32.47 0 .00 262 .32 262 .19 X-1-4 5 .20 1.62 8 .52 19.50 6 .29 10.28 39.66 0.00 261 .73 261 .55 X-J-1 N/A NI A 10.17 N/A N/A NIA 47 .00 NIA 260.05 259 .66 X-J -2 NIA NIA 10.17 NIA NIA NIA 46.97 NIA 259.66 259 .25 X-J -3 NIA NIA 10.17 NIA NIA NIA 46.48 NIA 259.07 258.91 Outlet NIA NI A 10.17 NIA NIA NIA 45.40 N/A 258 .68 258.68 Project Title : DA RTMOUTH CROSSI NG PR E DEVELOPMENT Project Engineer: MICHAEL G. HESTER, P.E. c:\haestad\stmc\dc.stm HE ST ER ENG IN EERI NG StormCAD v1 .0 02/18/98 04 :38:35 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 067 08 USA (203) 755 -1666 Page 1 of 1 STORM DRAIN PIPE REPORT Pipe Upstream Downstream Total LenWh Inlet S~stem Section Constructed Discharge Capacity Downstream Node Node CA (ft TC low Size SloKe (cfs) (cfs) Velocity (acres) (min) Time (ft/ ) (ft/s) (min) X-P-8 X-1-7 X-1-6 0 .39 150.00 10.00 10.00 18inch 0 .005000 3 .39 7.43 4 .18 X-P-9 X-1-6 X-1-5 0 .72 103.44 10.00 10.60 24inch 0 .004544 6 .11 15.25 4 .62 X-P-10 X-1-5 X-J-1 1.65 174.05 10.00 10.98 30inch 0 .004481 13.81 27.46 5 .62 X-P-1 X-1 -1 X-1-2 1.56 335 .67 10.00 10.00 24inch 0 .003307 13.58 13.01 6 .14 X -P-2 X-1 -2 X-1-3 6 .18 130.00 32.50 32.50 36inch 0.002615 29 .31 34.11 5 .12 X-P -3 X-1-3 X-1-4 6 .90 200.00 10.00 32 .92 36inch 0.003200 32.47 37 .73 5 .34 X -P-4 X-1-4 X-J-1 8 .52 172.51 19.50 33.52 36inch 0 .003826 39 .66 41 .25 7 .70 X -P-5 X-J-1 X-J-2 10.17 12.68 NIA 33.92 48inch 0 .003943 47.00 90.20 6.83 X-P-6 X-J-2 X-J-3 10.17 210 .32 NIA 33.95 48inch 0 .005135 46.97 102.93 4 .7 3 X -P-7 X-J-3 Outlet 10.17 330 .13 NIA 34.53 48inch 0.003514 46.48 85 .14 3 .70 Project Title : DA RTMOUTH CROSSING PRE DEVELOPMENT Project Engineer: MICHAEL G. HESTER , P.E. c:\haestad\stmc\dc .stm HES T ER ENGINEERIN G 02/18/98 04 :27 :10 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 StormCAD v1 .0 Page 1 of 1 0+00 Project Title : DARTMOUTH CROSSING PRE DEVELOPMENT c :\haestad\stmc\dc.stm J!Jnctlcm : X-J-1 Rim: 2708411 Sump : 257 .5611 HESTER ENGINEERING 10+00 02/18/98 04 :28:54 PM © Haestad Methods , Inc. 37 Brookside Road Wate rbury , CT 06708 USA (203) 755-1666 Elevation II 12+00 Project Engineer : MICHAEL G . HESTER, P .E. StormCAD v1 .0 Page 1 of 1 Coy_;, .... : ,.,,,.:..,. . '"'" ' tj~t~~~t 1m : ru um;:-: __ . I ~ 0+00 1+00 ~~·· 1m r'2-geBo"it.) ::;un 'p: .£00.5-Jl-- / I / n :--. I V O 7 / WP'"f'fss84tt / ~n In e . ~54 6H ft 4+00 en~t S 3 h1~ IZ . inc fJWfg~{l:~~l ·tQ n eengt~: '21b .~2 ff Size : 48 inch ' Proj ect Title : DARTMOUTH CROSSING PRE DEVELOPMENT / ---i.--- / I /s+OO tation ft t!,~Ri?~on1 ~itt 1 gump'.'2'57.56 ft umo: I ~w .,. y_p_Q I !~"'.~r : ~~i?-~,!, l I ~er IQtlr. "0~;44 ft I ·-. -......... I I 6+00 \ 7+00 8+00 fJi8~i° X-P-~g nvert: 5 .00 ft c:\haestad\stmc\dc.stm HESTER ENGINEERING 02/18198 04 :29 :58 PM © Haestad Methods , Inc. 37 B rookside Road Waterbury , CT 06708 USA (203) 755 -1666 \ \ \ \ \ \ 9+00 \ n II 272 .00 270 .00 268.00 266 .00 264 .00 262 .00 260.00 258.00 256 .00 254 .00 ~9tgo ~~: ~g~:~~ n 8WiR~ en th L, lQ ;,., 150h.OO ft S1zEf. 1o inc Elevation ft Project Eng ineer : MICHAEL G . HESTER, P.E . StormCAD v1 .0 Page 1 of 1 STORM DRAIN SYSTEM ANALYSIS POST DEVELOPMENT DARTMOUTH CROSSING -DRAINAGE REPORT AREA 1 2.3 AC 0.6@0.9 1.7@0.6 SOU TH WEST PARKWAY R-5 AREA 8 1 .4 AC 1 .4@0.9 DARTMOUTH CROS SING U NDEVELOPED PASTURE PROPOSED EXTENSION OF DARTMOUTH DRIVE 90' ROW CONNEC T TO AREA 3 1.8 AC. 0.3@0.9 1 .5@0.3 UNDEVELOPED PASTURE POST DEVELOPMENT CO NDITION S DARTM OUT H CROSS ING DRAINAGE AREA MAP SCALE: 1" =300 ' AREA 10 1.4 AC C =0.6 AREA 11 1 .9 AC C=0.6 SOU THWE ST CRO SS IN G / DEVELOPED ffe :1 v i :1 I I :1 I :1 t1 I I 'I AREA 12 / ~lffffllttttiltL.0 .4 AC C=0.6 X-STO RM SEWER SYSTEM ~AREA 5 \.AREA 5 2.3 AC . 0.9 AC. 0 .4@0 .9 0.1@0.9 1.9@0.3 0 .8@0.3 UNDEVELOPED PASTURE ~ i I ""'---X-STORM SEWER SYST EM :1 I I :1 I ~OUTFALL TO BEE CR EE K I AREA 7 1.1 AC . 0.1@0.9 1@ 0 .3 JLTfZ- X-1-1 X-1-2 X-1-3 X-1-4 X-J-6 X-P-1 X-P-2 X-P-3 X-P-4 ']>" X-P-5 ~ ~ X-P-6 ~ DARTMOUTH CROSSING POST DEVELOPMENT CONDITIONS X-P-7 P-P-3 P-1-8 P-P-4 P-J-2 P-P-5 P-J-3 P-P-6 P-P-1 P-1-2 P-1-11 X-1-5 X-P-10 X-P-9 X-J-2 ~ X-J-3 ] Outlet~ C~ Project Title : DARTMOUTH CROSSING POST DEVELOPMENT c :\haestad\stmc\dc-pst.stm HESTER ENGINEERING 02/18/98 04 :46 :01 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 X-1-6 X-1-7 X-P-8 Project Engineer: MICHAEL G. HESTER , P .E. StormCAD v1 .0 Page 1 of 1 ------------------Beginning Calculation Cycle ------------------- Discharge: 13.58 cfs at node X-1-1 Discharge: 28 .53 cfs at node X-I-2 Discharge: 32.48 cfs at node X-I-3 Discharge: 41.39 cfs at node X-I-4 Discharge: 3 .39 cfs at node X-I-7 Discharge: 6.11 cfs at node X-I-6 Discharge: 13 .81 cfs at node X-I-5 Discharge: 9.92 cfs at node P -I-11 Discharge: 19.13 cfs at node P-I-2 Discharge: 18.95 cfs at node P -J-1 Discharge: 40 .18 cfs at node P-I-8 Discharge: 39 .44 cfs at node P-J-2 Discharge: 38.14 cfs at node P-J-3 Discharge: 77.57 cfs at node X-J-6 Discharge: 77.53 cfs at node X-J-2 Discharge: 76.81 cfs at node X-J-3 Discharge: 75.27 cfs at node Outlet Beginning iteration 1 Discharge: 13 .58 cfs at node X-1-1 Discharge: 28 .53 cfs at node X-I-2 Discharge: 32.41 cfs at node X-I-3 Discharge: 41.19 cfs Discharge: 3.39 cfs Discharge: 6.11 cfs at node X-I-4 at node X-I-7 at node X-I-6 Discharge: 13.81 cfs at node X-I-5 Discharge: 9.92 cfs Discharge: 19.13 cfs Discharge: 18.92 cfs at node P-I-11 at node P-I-2 at node P-J-1 Discharge: 39.88 cfs at node P-I-8 Discharge: 39.16 cfs Discharge: 37 .58 cfs Discharge: 77 .11 cfs at node P-J-2 at node P-J-3 at node X-J-6 Discharge: 77.06 cfs at node X-J-2 Discharge: 76.19 cfs at node X-J-3 Discharge: 74.67 cfs at node Outlet Completed iteration 1 Current discharge convergence relative error : 0 .80510757e-2 Target discharge convergence relative error: 0.001 Beginning iteration 2 Discharge: 13.58 cfs at node X-1-1 Discharge: 28.53 cfs at node X-I-2 Discharge: 32.41 cfs at node X-I-3 Discharge: 41 .1 9 cfs at node X-I-4 Discharge: 3.39 cfs at node X-I-7 Discharge: 6.11 cfs at node X-I-6 Discharge: 13.81 cfs at node X-I -5 Discharge: 9.92 cfs at node P-I-11 Discharge: 19.13 cfs at node P-I -2 Discharge: 18.92 cfs at node P-J-1 Discharge: 39 .89 cfs at node P-I-8 Discharge: 39 .17 cfs at node P-J-2 Discharge: 37 .59 cfs at node P-J-3 Discharge: 77 .13 cfs at node X-J-6 Discharge: 77.08 cfs at node X-J-2 Discharge: 76.21 cfs at node X-J-3 Discharge: 74.69 cfs at node Outlet Discharge Convergence Achieved in 2 iterations: relative error: 0 .30379472e-3 ---------------------Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning 's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0 .001000 Maximum Design Passes: 3 Project Title : DARTMOUTH CROSSING POST DEVELOPMENT Project Engineer: MICHAEL G. HESTER , P.E. c:\haestad\stmc\dc-pst.stm HESTER ENGINEERING StormCAD v1 .0 02/18/98 04 :44 :26 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 2 -----------------Network Quick View ------------------------ Hydraulic Grade Label Length Size Discharge Upstream I Downstream X-P -1 335 .67 24 inch 13.58 264.21 262.73 X-P -2 1 3 0.00 36 inch 28.53 262.63 262.38 X-P -3 200 .00 36 inch 32.41 262 .26 261. 85 X-P -4 172.51 36 inch 41.19 261. 68 261. 02 X-P -5 12 .68 48 inch 77 .13 260.57 260 .54 X-P-6 210.32 48 inch 77. 08 260.03 259 .78 X-P -7 330.13 48 inch 76.21 259 .47 258 .68 X-P-8 150.00 18 inch 3.39 267.93 267 .17 X-P -9 1 0 3.44 24 inch 6 .11 266.85 266.38 X-P -1 0 174 .05 30 i nch 13 .81 266.25 265.47 P -P -1 105 .00 18 inch 9.92 279.44 277 .93 P -P -2 79 .40 30 inch 19.13 277.67 277.50 P -P -3 134 .64 30 inch 18 .92 277.26 277.19 P -P -4 287 .46 30 inch 39 .89 276.88 272 .19 P-P-5 466 .12 36 inch 39 .17 272. 04 267 .87 P -P-6 30 .00 36 inch 37.59 267.42 267.01 -----------Elevations ----------------I Label Discharge Ground Upstream HGL I Downstream HGL I X-1 -1 13.58 268.00 264.67 264.21 X-I -2 28 .53 268.50 262 .73 262.63 X-I-3 32.41 269.00 262.38 262.26 X-I-4 41.19 270 .00 261.85 261.68 X-J-6 77.13 271. 00 261.02 260 .57 X-J-2 77.08 269 .80 260.54 260 .03 X-J-3 76.21 266.00 259.78 259 .47 Out l e t 74.69 265 .00 258.68 258 .68 X-I -5 13.81 270.50 266.38 266 .25 X-I -6 6 .11 271. 00 266.93 266 .85 X-I-7 3.39 272 . 00 268 .27 267 .93 P -I-11 9 .92 282.00 280.29 279 .44 P-I-2 19.13 281. 00 277.77 277 .67 P -I-8 39.89 280.50 277.19 276.88 P-J -1 18 .92 280.20 277.50 277 .26 P -J -2 39.17 275.50 272.49 272.04 P-J -3 37 .59 271. 50 267.87 267.42 El apsed : 0 mi nute(s) 18 second(s ) Project Title : DARTMOUTH CROSSING POST DEVELOPMENT Project Engineer: MICHAEL G. HESTER , P.E. c:\haestad\stmc\dc-pst.stm HESTER ENGINEERING StormCAD v1 .0 02/18/98 04:44 :26 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 2 of 2 STORM DRAIN PIPE REPORT Pipe Upstream Dow nstream Total LenWh Inlet S~stem Section Constructed Discharge Capacity Downstream Node Node CA (ft TC low Size Sl oKe (cfs) (cfs) Velocity (acres) (min) Time (ft/ ) ""'a Sff (ft/s) (min) P-P-1 P-1-11 P-1-2 1.14 105 .0 0 10.00 10.00 18inch 0 .012857 9.92 11 .91 7 .54 P-P-2 P-1-2 P-J-1 2 .22 79.40 10.00 10.25 30inch 0.003652 19.13 24 .79 4.81 P-P-3 P-J-1 P-1-8 2 .22 134.64 NIA 10.52 30inch 0 .0 06387 18.92 32 .78 3 .88 P-P-4 P-1-8 P-J-2 4 .77 287.46 10.00 10.99 30inch 0.014785 39 .89 49.87 11 .29 P-P-5 P-J -2 P-J-3 4 .77 466.12 NIA 11.47 36inch 0.0 09804 39 .17 66 .04 6.37 P-P-6 P-J-3 X-J-6 4 .77 30.00 NIA 12.57 36inch 0.00 7667 37 .59 58.40 8.43 X-P-8 X-1-7 X -1-6 0 .39 150.00 10.00 10.00 18inch 0 .005000 3 .39 7.43 4 .18 X-P-9 X-1-6 X-1-5 0 .72 103.44 10.00 10.60 24inch 0 .004544 6 .11 15.25 4 .62 X-P-10 X-1-5 X-J-6 1.65 174.05 10.00 10.98 30inch 0 .004481 13.81 27.46 5 .62 X-P-1 X-1-1 X-1-2 1.56 335.67 10.00 10.00 24inch 0 .003307 13.58 13.01 6 .11 X-P -2 X-1-2 X-1-3 4 .86 130.00 22.50 22 .50 36inch 0 .002615 28.53 34.11 4 .85 X-P-3 X-1-3 X-1-4 5 .58 2 00.00 10.00 22 .94 36inch 0 .003200 32.41 37.73 5 .10 X-P-4 X-1-4 X-J-6 7 .20 172.51 19.50 23 .56 36inch 0 .003826 41 .19 41 .25 6 .64 X-P -5 X-J-6 X-J-2 13.62 12.68 NIA 24.00 48inch 0 .003943 77 .13 90.20 7 .56 X-P-6 X-J-2 X-J-3 13.62 210.32 NIA 24.02 48inch 0 .005135 77 .08 102.93 6 .39 X-P-7 X-J -3 Outlet 13.62 330.13 NIA 24.51 48inch 0 .003514 76 .21 85.14 6 .06 Project Title : DARTMOUTH CROSSING POST DEVELOPM ENT Project Engineer: MICHAEL G. HESTER , P.E. c:\haestad\stmc\dc-pst.stm HESTER ENGI NEE RIN G 02/18/98 04 :44 :58 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 067 08 USA (203) 755-1666 StormCAD v1 .0 Page 1 of 1 STORM DRAIN SYSTEM NODE REPORT ~ f~ Node Inlet Inlet Total Inlet Inlet Inlet Total Carryover HGL In HGL Out Area CA CA TC Intensity Discharge Watershed (cfs) (ft) (ft) (acres) (acres) (acres) (min) (in/hr) (cfs) (CIA) (cfs) P-1-11 1.90 1.14 1.14 10.00 8.63 9.92 9.92 0.00 280.29 279.44 P-1-2 1.80 1.08 2.22 10.00 8.63 9.40 19.13 0.00 277.77 277.67 P-J-1 N/A N/A 2.22 N/A N/A N/A 18.92 N/A 277.50 277.26 P-1-8 3.20 2.55 4.77 10.00 8.63 22.19 39.89 0.00 277.19 276.88 P-J-2 N/A N/A 4.77 N/A N/A N/A 39.17 N/A 272.49 272.04 P-J-3 N/A N/A 4.77 N/A NIA NIA 37.59 N/A 267.87 267.42 X-1-7 1.10 0.39 0.39 10.00 8.63 3.39 3.39 0.00 268.27 267.93 X-1-6 0.90 0.33 0.72 10.00 8.63 2.87 6.11 0.00 266.93 266.85 X-1-5 2.30 0.93 1.65 10.00 8.63 8.09 13.81 0.00 266.38 266.25 X-1-1 2.30 1.56 1.56 10.00 8.63 13.58 13.58 0.00 264.67 264.21 X-1-2 9.90 3.30 4.86 22.50 5.82 19.37 28.53 0.00 262.73 262.63 X-1-3 1.80 0.72 5.58 10.00 8.63 6.27 32.41 0.00 262.38 262.26 X-1-4 5.20 1.62 7.20 19.50 6.29 10.28 41.19 0.00 261.85 261.68 X-J-6 N/A N/A 13.62 N/A N/A N/A 77.13 N/A 261.02 260.57 X-J-2 N/A N/A 13.62 N/A NIA NIA 77.08 N/A 260.54 260.03 X-J-3 NIA N/A 13.62 N/A NIA NIA 76.21 N/A 259.78 259.47 Outlet NIA N/A 13.62 N/A N/A N/A 74.69 , N/A 258.68 258.68 Project Title: DARTMOUTH CROSSING POST DEVELOPMENT Project Engineer: MICHAEL G. HESTER, P.E. c:\haestad\stmc\dc-pst.stm HESTER ENGINEERING StormCAD v1 .0 02/18/98 04:45:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ump: Outlet: Outlet J~nct;nn · X-J-3 ~::::;~~.:lrli!I fl " '"""i:l fl ----- i/,11nctlQ!L X-J-6 §1m: 212°s94sa ft ump: .. ~let:~-b1s ~.im: 6 ft_ ·-- ~)et:X-1-3 1m· 268 ft unip: 25§:196 ft v ~ / - I I / I I I 0+00 I 2+00 +00 I 6+00 ~Wf g:i~:j~-~ R 11nf.~~~ .13ft ~Wf g:i~:-~:~~ R IZ • Inch 11nf.~~12 . II IZ . In Project Title : DARTMOUTH CROSSING POST DEVELOPMENT c :\haestad\stmc\dc-pst.stm I \ \ '\ \ \ "\. \ \ "\ \ 8+00 \ 10+00 \ Station ft ~Dgf ;~:l~i~ R :X-P I 1zt36 inch HESTER ENGINEERING --Im :· umo :2 .43ft ,.. LJJC..1 I - ~Wfg~~:1~~ R 11nJ\\S-13 . ft IZ . 36 Inch 02/18/98 04 :47 :03 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 im :.266 3ft ~let · X-1-~ ump : 26 .51 ft n II II - Jti Invert: ;i:?.51 11 ""'.:.:..;:.;J'..':'':h~usfir " ~ize: £4 incn 12+00 1 272 .00 270 .00 268 .00 266 .00 264 .00 262 .00 260.00 258 .00 256 .00 254 .00 4+00 Elevation ft Project Engineer : MICHAEL G. HESTER, P .E. StormCAD v1 .0 Page 1 of 1 0+00 1+00 3+00 Pipe · X-P-6 Up invert: 257 .20 ft P$1r,'~Y,~~:1~5~21~ ft S11z~ ·4e inch Project Title : DARTMOUTH CROSSING POST DEVELOPMENT 6+00 c :\haestad\stmc\dc-pst.stm HESTER ENGINEERING WJ:ir ~bi 1 ft Sump: 265.97 ft 8+00 Pipe· X-P-10 Up invert: 265 .00 ft ~n ln~ert: 264.22 ft enot 0· 174h.05 ft 1ze: me 9+00 272 .00 270 .00 268 .00 266 .00 ~2~.00 .00 Elevation ft 260 .00 258 .00 256 .00 254 .00 10+00 Project Engineer: MICHAEL G . HESTER , P .E . 02/18/98 04:48:17 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 StormCAD v1 .0 Page 1 of 1 Inlet: P-1 -11 ,--~~~~~~,--~~~~~---,~~~~~~-r~~~~~~-.~~~~~~-,-~~~~~~.-~~~~-1t11e~~=---:ir""""......,""'""~,--~~~~fil~~~~~b~~~~g ~ft ~,2es.oo utlet: Outlet Im: Jundlon : X-J-3 ~imii>~run E'9vaUon ft ~~~~r-~~~~~~~~~~~~~~--j~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~2~.oo 0+00 4+00 6+00 Project Title : DARTMOUTH CROSSING POST DEVELOPMENT c :\haestad\stmc\dc-pst .stm 02/18/98 04 :49:45 PM © Haestad Methods , Inc . 8+00 10+00 12+00 14+00 Station ft HESTER ENGINEERING 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 18+00 18+00 Project Engineer: MICHAEL G. HESTER, P.E. StormCAD v1 .0 Page 1 of 1 STORM DRAIN SYSTEM ANALYSIS FUTURE DEVELOPMENT DARTMOUTH CROSSING • DRAINAGE REPORT AREA 1 2.3 AC 0.6@0 9 1.7@0 .6 SOU THWE ST PARKWAY AREA 8 1.4 AC R-5 1.4@ 0.9 DARTMOUTH CROSS IN G PROPOSED EXTEN S ION OF DARTMOUTH DRI VE UNDEVEL OPED PAS TU RE 90' ROW CONNECT T AREA 3 1.4 AC. 0.3@0.9 1 .1@0 .3 UNDEVEL OP ED PASTURE FUTURE DEVELO PME NT CONDITIONS DARTM OUT H CROSS ING DR AINAG E AREA MAP SCAL E: 1" =300' :1 v i :1 I I :1 I :1 f1 I I 'I AREA 10 1.4 AC C=0 .6 AREA 11 1 .9 AC C =0 .6 SOU THWE ST CROSSING DEVELOPED AREA 12 0.4 AC C=0.6 / / X-STORM SEWER SYSTEM AREA 15 5.5 AC. 0.6@0.9 4 .9 @0.3 UNDEVE LOPED PAST URE X -STORM SEWER SYSTEM ~AREA 5 \_AREA 6 2.3 AC. 0.9 AC. 0.4@0.9 0.1@0.9 1.9@0.3 0.8@0.3 UNDEVELOPED PASTURE AREA 7 1.1 AC. 0 1@0.9 1@ 0 .3 ~ i I~ X-STORM SEWER SYSTEM :1 I I :1 I ~OUTFAL L TO BEE CREEK X-1-1 X-P-1 X-1-2 X-1-3 X-1-4 X-J-6 P-P-3 P-1-8 -1-13 P-P-5 P-1-15 P-P-6 P-P-1 P-1-2 P-1-11 X-1-5 X-P-2 X-P-3 X-P-4 X-P-10 X-P-5 X-J-2 X-P-6 DARTMOUTH CROSSING X-J-3 FUTURE DEVELOPMENT CONDITIONS X-P-7 Outlet~~ Project T itle : DARTMOUTH CROSSING FUTURE DEVELOPMENT Project Engineer: MICHAEL G . HESTER, P.E. c :\haestad\stmc\dc-fut.stm HESTER ENGINEERING 02/18/98 05 :34 :48 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 USA (203 ) 755-1666 StormCAD v1 .0 Page 1 of 1 ------------------Beginning Calculation Cycle ------------------- Discharge: 13.58 cfs at node X-I-1 Discharge: 21.67 cfs at node X-I-2 Discharge: 25.46 cfs at node X-I-3 Discharge: 26.06 cfs at node X-I-4 Discharge: 14 .36 cfs at node X-I-5 Discharge: 9.92 cfs at node P-I-11 Discharge: 19.13 cfs at node P-I-2 Discharge: 18.95 cfs at node P -J-1 Discharge: 40.18 cfs at node P-I-8 Discharge: 49.62 cfs at node P-I-13 Discharge : 50.82 cfs at node P-I-15 Discharge: 86.08 cfs at node X-J-6 Discharge : 86.03 cfs at node X-J-2 Discharge: 85.14 cfs at node X-J-3 Discharge: 83.34 cfs at node Outlet Beginning iteration 1 Discharge: 13 .58 cfs at node X-I-1 Discharge: 21.67 cfs at node X-I-2 Discharge: 25.36 cfs at node X-I-3 Discharge: 25.77 cfs Discharge: 14.36 cfs Discharge: 9 .92 cfs Discharge: 19.13 cfs at node X-I-4 at node X-I-5 at node P-I -11 at node P-I -2 Discharge: 18.92 cfs at node P-J-1 Discharge: 39.88 cfs at node P-I-8 Discharge: 49.26 cfs at node P-I-13 Discharge: 50 .82 cfs at node P-I-15 Discharge: 86 .08 cfs at node X-J-6 Discharge: 86.01 cfs at node X-J-2 Discharge: 84 .86 cfs at node X-J-3 Discharge: 83 .07 cfs at node Outlet Completed iteration 1 Current discharge convergence relative error: 0.32193548e -2 Target discharge convergence relative error : 0 .001 Beginning iteration 2 Discharge : 13 .58 cfs Discharge: 21 .67 cfs Discharge : 25.38 cfs at node X-I-1 at node X-I-2 at node X-I-3 Discharge: 25.82 cfs at node X-I-4 Discharge: 14.36 cfs Discharge: 9 .92 cfs Discharge: 19.13 cfs at node X-I-5 at node P -I-11 at node P -I-2 Discharge : 18.92 cfs at node P-J-1 Discharge : 39.89 cfs at node P -I-8 Discharge: 49.27 cfs at node P-I-13 Discharge: 50.82 cfs at node P-I-15 Discharge: 86 .08 cfs at node X-J-6 Discharge: 86.02 cfs Discharge: 84 .88 cfs Discharge: 83.09 cfs at node X-J-2 at node X-J-3 at node Out let Discharge Convergence Achieved in 2 iterations: relative error: 0.2056425 2e-3 ---------------------Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test : 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0 .001 000 Maximum Design Passes: 3 -----------------Network Quick View ------------------------ Label X-P-1 Length I 335.67 Size 24 inch Discharge 13.58 X-P-2 130.00 36 inch 21.67 Hydraulic Grade Upstream I Downstream 264.21 262.73 262.31 262.14 Project Title : DARTMOUTH CROSSING FUTURE DEVELOPMENT Project Engineer: MICHAEL G. HESTER, P.E. c:\haestad\stmc\dc-fut.stm HESTER ENGINEERING StormCAD v1 .0 02/18/98 05 :25 :31 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 2 X-P-3 200.00 36 inch 25.38 262 .05 261 .81 X-P-4 172 . 51 36 inch 25.82 261.75 261. 56 X-P-5 12.68 48 inch 86 .08 261.15 261.12 X-P-6 210 .32 48 inch 86.02 260 .69 260 .13 X-P-7 330.13 48 inch 84 .88 259.77 258.68 X-P -1 0 174 .05 30 inch 14.36 266.28 265.50 P-P -1 105 .00 18 inch 9 .92 279.44 277.93 P-P-2 79.40 30 inch 19 .13 277.67 277 .50 P-P-3 134.64 30 inch 18 .92 277 .26 277 .19 P-P-4 287 .46 30 inch 39 .89 276 .88 272 .19 P-P-5 466 .12 36 inch 49 .27 272 .29 268 .04 P-P-6 30.00 36 inch 50.82 267.75 267 .39 I -----------Elevations ----------------I Label Discharge I Ground I Upstream HGL I Downstream HGL I X-I-1 13. 58 268.00 264 .67 264 .21 X-I-2 21. 67 268.50 262.39 262.31 X-I-3 25.38 269.00 262.14 262.05 X-I-4 25.82 270.00 261. 82 261.75 X-J-6 86.08 271 . 00 261. 56 261.15 X-J-2 86.02 269.80 261.12 260 .69 X-J-3 84 .88 266.00 260.13 259.77 Outlet 83 .09 265.00 258.68 258 .68 X-I-5 14.36 270.50 266 .93 266.28 P-I-11 9 .92 282.00 280.29 279.44 P-I-2 19 .13 281.00 277 . 77 277.67 P-I-8 39 .89 280 .50 277.19 276.88 P -J -1 18.92 280.20 277. 50 277. 26 P-I-13 49.27 275.20 272. 57 272.29 P-I-15 50.82 271 .38 268.04 267 .75 Elapsed: 0 minute(s) 16 second(s) Project Title : DARTMOUTH CROSSING FUTURE DEVELOPMENT Project Engineer: MICHAEL G. HESTER, P.E. c:\haestad\stmc\dc-fut.stm HESTER ENGINEERING StormCAD v1 .0 02/18/98 05 :25 :31 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 2 of 2 STORM DRAIN SYSTEM NODE REPORT q0 ~~ Node Inlet Inlet Total Inlet Inlet Inlet Total Carryover HGL In HGL Out Area CA CA TC Intensity Discharge Watershed (cfs) (ft) (ft) (acres) (acres) (acres) (min) (in/hr) (cfs) (CIA) (cfs) P-1-11 1.90 1.14 1.14 10.00 8.63 9.92 9.92 0.00 280.29 279.44 P-1-2 1.80 1.08 2.22 10.00 8.63 9.40 19.13 0.00 277.77 277.67 P-J-1 N/A N/A 2.22 N/A N/A NIA 18.92 N/A 277.50 277.26 P-1-8 3.20 2.55 4.77 10.00 8.63 22.19 39.89 0.00 277.19 276.88 P-1-13 2.60 1.23 6.00 10.00 8.63 10.71 49.27 0.00 272.57 272.29 P-1-15 5.50 2.01 8.01 19.50 6.29 12.75 50.82 0.00 268.04 267.75 X-1-5 4.30 1.65 1.65 10.00 8.63 14.36 14.36 0.00 266.93 266.28 X-1-1 2.30 1.56 1.56 10.00 8.63 13.58 13.58 0.00 264.67 264.21 X-1-2 5.20 1.62 3.18 17.00 6.76 11.04 21.67 0.00 262.39 262.31 X-1-3 1.40 0.60 3.78 10.00 8.63 5.22 25.38 0.00 262.14 262.05 X-1-4 0.30 0.15 3.93 10.00 8.63 1.31 25.82 0.00 261.82 261.75 X-J-6 N/A NIA 13.59 N/A N/A N/A 86.08 N/A 261.56 261.15 X-J-2 N/A N/A 13.59 N/A N/A N/A 86.02 NIA 261.12 260.69 X-J-3 N/A N/A 13.59 N/A N/A N/A 84.88 N/A 260.13 259.77 Outlet NIA N/A 13.59 N/A NIA N/A 83.09 N/A 258.68 258.68 Project Title: DARTMOUTH CROSSING FUTURE DEVELOPMENT Project Engineer: MICHAEL G. HESTER, P.E. c:\haestad\stmc\dc-fut.stm HESTER ENGINEERING StormCAD v1 .0 02/18/98 05:26:26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 STORM DRAIN PIPE REPORT ~IP fi,~ Pipe Upstream Downstream Total LenWh Inlet S~stem Section Constructed Discharge Capacity Downstream Node Node CA (ft TC low Size Slope (cfs) (cfs) Velocity (acres) (min) Time (ft/ft) (ft/s) (min) P-P-1 P-1 -11 P-1-2 1.14 105.00 10.00 10.00 18inch 0 .012857 9 .92 11 .91 7 .54 P-P-2 P-1-2 P-J-1 2 .22 79.40 10.00 10 .25 30inch 0.003652 19 .13 24 .79 4 .81 P-P-3 P-J-1 P-1-8 2 .22 134.64 N/A 10 .52 30inch 0 .006387 18 .92 32.78 3 .88 P-P-4 P-1-8 P-1-13 4 .77 287.46 10.00 10 .99 30inch 0 .014785 39.89 49 .87 11 .29 P-P-5 P-1-13 P-1-15 6 .00 466.12 10.00 11.47 36inch 0 .009804 49 .27 66 .04 7 .54 P-P-6 P-1 -15 X-J-6 8 .01 30 .00 19 .50 19 .50 36inch 0 .007667 50 .82 58.40 9 .17 X-P-10 X-1 -5 X-J-6 1.65 174.05 10.00 10.00 30inch 0 .004481 14.36 27.46 5 .70 X-P-1 X-1 -1 X-1-2 1.56 335 .67 10.00 10.00 24inch 0.003307 13.58 13 .01 6 .14 X-P-2 X-1-2 X-1-3 3 .18 130.00 17 .00 17 .00 36inch 0.002615 21 .67 34 .11 4 .15 X-P-3 X-1-3 X-1-4 3 .78 200.00 10.00 17.50 36inch 0.003200 25.38 37 .73 4 .04 X-P-4 X-1-4 X-J-6 3 .93 172.51 10.00 18.25 36inch 0.003826 25.82 41.25 3.65 X-P-5 X-J-6 X-J-2 13 .59 12.68 N/A 19.56 48inch 0.003943 86 .08 90.20 7 .21 X-P-6 X-J-2 X-J-3 13.59 210 .32 NIA 19.59 48inch 0.005135 86 .02 102.93 6 .84 X-P-7 X-J-3 Outlet 13.59 330 .13 N/A 20.08 48 inch 0 .003514 84 .88 85 .14 6 .75 Project Title : DARTMOUTH CROSSING FUTURE DEVELOPMENT Project Engineer: MICHAEL G. HESTER, P.E. c:\haestad\stmc\dc-fut.stm HESTER ENGINEERING StormCAD v1 .0 02/18/98 05 :25 :59 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 unip : 25 .20 fl ~let:~-~j ~t~; 9.J!~ im :· fl im : 6 9J!_ m: .~~: ump: 2 .40fl /f!lll!fJ.12%f 1i ,, . v ~ ·r • -· r --n ump : .<::>'t .oon Bim : "®s~fl----~mp . 12--,a :.:.--~ II-'=.. I -..-, ,_.,,.. ,... ·-·-C--"\ I / / .V' .... .., !/ / o+oo ~~l~m~·~R /'~/ sfnJ!' : 3 .13fl IZ . 8 Inch ~RiR:i~:-~:5~ R 11nJlt~ii 2. fl IZ . In Project Title : DARTMOUTH CROSSING FUTURE DEVELOPMENT c :\haestad\stmc\dc-fut.stm . 6+oo 02/18/98 05:27 :58 PM © Haestad Methods , Inc . ' / ,._ - \ -I \ 8+0< 1\+oo Station fl v~rg~l~t,R gr~:i~=1~ag R I :X-P 11n t~·13 . fl nve : HESTER ENGINEERING 37 Brookside Road Waterbury , CT 06708 USA (203) 755 -1666 I I ln.let:X-1-\ Rim · 266:!!3 fl Sunip : 26 .51 fl - lJofriveit: ;R?.51 fl µ!1n':ri~~·-: ... ~u~t'W n :size : "4 men 12+oo 272.00 270 .00 268.00 n 266 .00 II II 264.00 Elevation fl 262 .00 260 .00 258 .00 256 .00 254.00 1 4+oo Project Engineer : MICHAEL G. HESTER, P.E. StormCAD v1 .0 Page 1 of 1 ()11tlPt' ()1 Jtlpt J_un<?tL011 ~;.J;,.3 §!m: ~ 6?~2o~t n.11 11. LVV:} 1V ll 1mn ft Su mp: 25 ... .84 ft r L-- -~ - ~ ~L< / I / I /v n·.~ ~ . v n "'7 0+00 0+50 1+00 ~r--·--~5~~ 3+00 3+ 4+00 4+50 1+ n ~ 5 sT£~1!~~~h 13 Station Pipe: X-P-6 Up Invert: 257 .20 ft e~n~~i~~:1t~~2 1~ ft Size: 48 inch Project T itle : DARTMOUTH CROSSING FU T URE DEVELOPMENT c :\haestad\stmc\dc-fut.stm HESTER ENGINEERING Junction: X-J-6 Rim: 270.84 ft Sump: 257.56 ft / i.---- 1~ -~ ~ '\ "" I\ \ I ~ I ~ I 272.00 270.00 268.00 266.00 264.00 262.00 60 .00 25 .00 256. 254.00 5+~ 5+50 6+00 Pip : X-P-5 nve · 8R ihve~. ~sf .s~ n Length: 12.68 ft Size: 48 inch Inlet· P-1-15 Rim:· 271.88 ft Sump: 265.43 ft Elevation ft Pipe· P-P-6 Up 1rivert: 265.43 ft On Invert: 265.20 ft Lenathi:-30 .00 ft Stz~ 3o inch Project Eng ineer: MICHAEL G. HESTER , P.E . 02/18/98 05 :28 :49 PM © Haestad Methods , Inc . 37 Brookside Road Wat erbury , CT 06708 USA (203 ) 755 -1666 StormCAD v1 .0 Page 1 of 1 Su : 254.68 ft 0+00 Project Title : DARTMOUTH CROSSING FUTURE DEVELOPMENT c :\haestad\stmc\dc-fut.stm 02/18/98 05 :30 : 15 PM © Haestad Methods , Inc. 8+00 10+00 12+00 14+00 Station ft HESTER ENGINEERING 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 285.00 280.00 275.00 270.00 Elevation ft 265.00 260.00 255 .00 250.00 18+00 18+00 Project Engineer : MICHAEL G . HESTER, P .E . StormCAD v1 .0 Page 1 of 1 DEVELOPMENT PERMIT PERMIT NO. 563 DARTMOUI1I CROSSING SUBDIVISION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Dartmouth Crossing Subdivision OWNER: Mark Carrabba P .O . Box663 Bryan, Texas 77806 409-778-8850 DRAINAGE BASIN: Bee Creek Main, Segment Il TYPE OF DEVELOPMENT: SITE ADDRESS: Dartmouth Drive Extension This permit is valid for site construction as shown on the approved construction plans. OFFSITE STORM SEWER INFRASTRUCTURE WILL NOT BE ACCEPTED UNTIL THE OFFSITE UTILITY EASEMENT IS EXECUTED AND FILED. 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. 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. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. 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 ordinance e Ci f Colle e Station that apply. Dai? Owner2!. Date Contractor Date CITY OF COLLEGE STATION *** CUSTOMER RECEIPT *** OPER: MRODGERS CT DRAWER: 1 DATE: &/09/98 00 RECEIPT: 0015474 DESCRIPTION MISC ENGR CHARGE MISC ENGR CHARGE QTY AMOUNT TP TM $J00.00 JD CK $100. 00 JD CK CARRABBA SOUTHWEST PKWY. INSPECTION FEES/DEV. PERMIT DARTMOUTH CROSSING SUBDIV. CK. 1002 LH TIME: 12:44:28 TOTAL PERSONAL CHECK AMOUNT TENDERED THANK YOU $400.00 $400.00 Figure Xll Development Permit City of College Station, Texas S~L~~D~~ption :~~~~~~~o~u~TI&~~~~~~~~~·~~-~-~'~~D~·---------~ Site Owner: M~ ~ Address : P.o . ~ "!> ~Ji\ "J7tt£, Archit ect/ ~ ~ I En gi nee r: 'f.51]::.(2...-r LI· Contractor: ------------- Date Application Filed : i 0 lb,jb Telephone :~7 1:zb ·~ 1'tfl ,~ ~-Z?"3· 5 Address :~t~or. / =r:x 77~ T e le phone No: Lto?f ~3. -Hro Address : -------------Telephone No : __________ _ Approved : ___________ _ Application is hereby made for the following development specific waterway alterations : 0 Appl ication Fee -fl Signed Certifications --El Drainage and erosion control plan , with supporting Drainage Report two (2) copies each . -El Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ------------------------------- ACKNOWLEDGMENTS : I, MILUH"v G. Ht.S>1la 1 .P~ .. des ign engineer/owner, hereby acknowledge or affirm that : , The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. Property Owner(s) Contractor WATER DISTRIBUTION SYSTEM ANALYSIS DARTMOUTH CROSSING COLLEGE STATION, BRAZOS COUNTY, TEXAS NOVEMBER, 1997 Submitted By: Michael G. Hester, P.E. Hester Enaineerina company 7607 Eastmark Drive, ~ite 253-B College station, TX 77840 C409> 693-1100 fx:C409)693-107 5 I INTRODUCTION: WATER DISTRIBUTION SYSTEM ANALYSIS DARTMOUTH CROSSING BRAZOS COUNTY, COLLEGE STATION, TX NOVEMBER, 1997 The proposed development is located along the south side of Southwest Parkway at the intersection of Dartmouth Drive. The legal description is Dartmouth Crossing and the proposed improvements consist of 18 duplex homesites, a 1. O ac r e neighborhood commercial tract and an 11.9 acre apartment tract. The s i te consists of grassland and the terrain slopes in a southerly direction toward Krenek Tap Road. The site is zoned R- 2, R -5 and CN and is being developed by Mark Carrabba, Southwest Parkway Joint Venture, P. 0. Box 663, Bryan, Texas (409)778-8850 . The proposed water system will connect to an existing 12 11 waterline along the north side of Southwest Parkway. The subdi vision was modeled using the Hae stead Methods 11 Cybernet 11 program and scenarios were prepared placing fire flow demands at each proposed fire hydrant. The maximum daily demand generated by the dwelling units was added to the fire flow demand. The results of the analysis has been included in this report. ANALYSIS: -Proposed PVC water line pipe with a roughness coefficient of 150 -Fire flows of 750 gpm -6 11 minimum waterline size -Maximum water line velocities during a fire flow simulation were held at 10 feet per second. -Minimum residual pressures at 20 p.s.i. DARTMOUTH CROSSING -WATER SYSTEM ANALYSIS· PAGE 1 OF 2 PAGES MAXIMUM DAILY FLOW CALCULATIONS: Residential, R2 Zoning: (1 D.U.)*(2.7 PEOPLE/D.U.)*(130 GPCD)*(l DAY/1440 MIN.)= 0.24 GPM 36 DU * 0.24 GPM = 8.6 GPM Residential, R5 Zoning: (11.9 ACRES)*(24 DU/ACRE)*(2.7 PEOPLE/DU)*(l30 GPCD)*(l DAY/1440 MIN) = 69.62 GPM Commercial Zoning: (400 GPD/TOILET)*(2 TOILETS)*(l DAY/1440 MIN) 0.56 GPM CONCLUSION In conclusion the proposed system can provide a f ireflow demand of 750 gpm at each fire hydrant with a residual pressure greater than 20 psi. DARTMOUTH CROSSING· WATER SYSTEM ANALYSIS -PAGE 2 OF 2 PAGES MAPS DARTMOUTH CROSSING SUBDIVISION· WATER DISTRIBUTION SYSTEM ANALYSIS X-FIRE HYDRANT STATIC PRESSUR E = 96 96•2.31 +298=5 19.76 X -12" WAT E RLINE X-8"WATERLINE CONNECT TO X-12" LINE FUTURE FIRE HYDR NT 11.9 ACRES RS 5.6 ACRES R-2 I J90 100J 0 ·----------- PROPOSED FIRE HYDRANT FUTURE FIRE HYDRANT FUTURE WATERLINE EL 280.0 D!ll<THOUTH CK055/NG W 11TEI< D/5TR!e>UTION 5Y5TE t1 AN!lLY5/5 NOVEHe>ERJ /99/ 5CAL-E : !" -500' CY_ 0 <( ::J _J w :2 <( (_) :2 <( r- (_) -;:,,'-" ~ X-/2'W /t.TERLJNE FROFO=:>CO 6" W ATCRLJNC TE/t.L-DRIVE PROP. FIRE ttfDR/tNT FR< FO=:>t:O 6" W /rTt:RLJNC F'ROF'05ED \..._ !"'-I D/!Rrnourtt DR/\/E ~<::;~ 'O -;:,v ~ ~")<::; ---_rt ---=-~ -~~~---~--~--~--~f---~-;:,'-'O -IT 1 D/t.RTHOurtt • ORIVC F UTURE 8 1.0 ~!JE I ' ';:~f{~5'0'(1 E XTEN5/0N "'- I F'ROF'05ED 8" W /t.TE ~ . I I t:NO FROFO=:>CO ...... WATCRLJNC I ~ I D/f.RTHOUIH CR055/N6 ~Fun L ___ _J 'REW /t.TER LJNE -;:,'\,r-1======== W TEKL/NE ltNltL Y5!5 D /r r nourn CR'055JN 6 5C/t.L-E: l"-500' INPUT DATA DARTMOUTH CROSSING SUBDIVISION -WATER DISTRIBUTION SYSTEM ANALYSIS ************************************************ SUMMARY 0 F 0 R I G I N A L DAT A ************************************************ CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: Basic Network Drawing: DC Jml!!ll~ p I p E L I N E DAT A STATUS CODE: xx -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS BND-HGL NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft) ------------------------------------------------------------------------------- 10-BN 0 10 86S.O 8.0 100.00 4.40 S19.76 20 10 20 84.0 12.0 100.00 2.00 30 20 30 lSS.O 8.0 lS0.00 2.00 40 30 40 171.0 8.0 lS0.00 0.30 so 40 so 318.0 8.0 lS0.00 0.30 60 so 60 180.0 8.0 lS0.00 0.30 70 so 70 221.0 6.0 lS0.00 2.00 80 70 80 312.0 6.0 lS0.00 0.30 90 40 90 soo.o 6.0 lS0.00 2.00 100 90 100 S60.0 6.0 lS0.00 0.90 110 100 so 320.0 6.0 lS0.00 0.30 120 30 110 S9.0 6.0 lS0.00 3.80 J UN c T I 0 N N 0 D E DAT A JUNCTION JUNCTION EXTERNAL JUNCTION NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES ( gprn) (ft) ------------------------------------------------------------------------------ 10-1 12 " TEE -SW 0.00 288.00 10 20 20-1 12"X8" TEE -0.00 288.00 20 30 30-1 TEE AT C-N T 0.00 286.00 30 40 120 40-1 TEE INTO R-S 0.00 284.00 40 so 90 S0-1 CROSS AT TEA 0.00 281.00 so 60 70 110 60-1 PLUG AT DART 0.00 279.00 60 70 -1 FH -TEAL DR 7S4.30 281.00 70 80 80-1 PLUG -TEAL 4.30 286.00 80 90-1 FH -RS TRAC 34.10 280.00 90 100 100-1 FH -RS -so 34.10 280.00 100 110 110-1 FH AT C -N TR O.S6 286.00 120 OUTPUT DATA DARTMOUTH CROSSING SUBDIVISION· WATER DISTRIBUTION SYSTEM ANALYSIS +-----------------------------------------------+ MAXIMUM DIMENSIONS Number of pipes . . . . . . . . . . . . . . . . . . . . . . 25 Number of pumps . . . . . . . . . . . . . . . . . . . . . . 10 Number junction nodes................. 25 Flow meters . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Boundary nodes . . . . . . . . . . . . . . . . . . . . . . . 10 Variable storage tanks . . . . . . . . . . . . . . . 10 Pressure switches . . . . . . . . . . . . . . . . . . . . 10 Regulating Valves..................... 10 Items for limited output . . . . . . . . . . . . . 25 limit for non-consecutive numbering . . 270 +-----------------------------------------------+ Cybernet version 2.18. SN: 1132184437-25 Extended Description: .. T-ceL-L 'D~ nPv ~dr-av.-t R~ ~w U N I T S S P E C I F I E D FLO WRATE ........... . HEAD (HGL) ......... . PRESSURE ........... . 0 U T P U T 0 P T I 0 N gallons/minute feet psig DAT A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I GU RAT I 0 N NUMBER OF PIPES ................... (p) 12 NUMBER OF JUNCTION NODES .......... ( j ) 11 NUMBER OF PRIMARY LOOPS ........... ( 1) = 1 NUMBER OF BOUNDARY NODES .......... ( f) 1 NUMBER OF SUPPLY ZONES ............ ( z) 1 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* The results are obtained after 3 trials with an accuracy 0.00437 S I M U L A T I 0 N D E S C R I P T I 0 N CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: Basic Network Drawing: DC-11!111!!f p I P E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (f t/ft ) ------------------------------------------------------------------------------- 10-BN 0 10 827.S2 18.09 0.00 1.91 S.28 20.91 20 10 20 827.S2 0.24 0.00 0.17 2.3S 2.90 30 20 30 827.S2 1. S3 0.00 0.87 S.28 9.87 40 30 40 826.96 1. 69 0.00 0.13 S.28 9.86 so 40 so 661.14 2.07 0.00 0.08 4.22 6.Sl 60 so 60 0.00 0.00 0.00 0.00 0.00 0.00 70 so 70 7S8.60 7.S4 0.00 2.30 8.61 34.11 80 70 80 4.30 0.00 0.00 0.00 o.os 0.00 90 40 90 16S.82 1. 02 0.00 0.11 1. 88 2.04 100 90 100 131.64 0.7S 0.00 0.03 1.49 1.33 110 100 so 97.46 0.24 0.00 0.01 1.11 0.76 120 30 110 O.S6 0.00 0.00 0.00 0.01 0.00 J U N C T I 0 N N 0 D E R E s U L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 10-1 12" TEE -SW 0.00 499.76 288.00 211.76 91.76 20-1 12"X8" TEE -0.00 499.3S 288.00 211.3S 91.S8 30-1 TEE AT C-N T 0.00 496.9S 286.00 210.9S 91.41 40-1 TEE INTO R-S 0.00 49S.14 284.00 211.14 91.49 S0-1 CROSS AT TEA 0.00 492.98 281.00 211.98 91.86 60-1 PLUG AT DART 0.00 492.98 279.00 213.98 92.73 ~ 70-1 FH -TEAL DR 7S4.30 483.lS 281.00 202.lS 87.60 80 -1 PLUG -TEAL 4.30 483.14 286.00 197.14 8S.43 90-1 FH -RS TRAC 34.18 494.01 280.00 214.01 92.74 100-1 FH -RS -so 34.18 493.23 280.00 213.23 92.40 110-1 FH AT C-N TR O.S6 496.9S 286.00 210.9S 91.41 S U M M A R Y 0 F I N F L 0 W S AND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES PIPE NUMBER 10 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 827.S2 827.S2 0.00 827.S2 +-----------------------------------------------+ MAXIMUM DIMENSIONS Number of pipes . . . . . . . . . . . . . . . . . . . . . . 25 Number of pumps . . . . . . . . . . . . . . . . . . . . . . 10 Number junction nodes................. 25 Flow meters . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Boundary nodes . . . . . . . . . . . . . . . . . . . . . . . 10 Variable storage tanks . . . . . . . . . . . . . . . 10 Pressure switches . . . . . . . . . . . . . . . . . . . . 10 Regulating Valves..................... 10 Items for limited output . . . .. . . . . . .. . 25 limit for non-consecutive numbering . . 270 +--------------------------------------~--------+ Cybernet version 2.18. SN: 1132184437-25 Extended Description: \ T-cc.-t-(_ D-e~ ~~ ~ U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (HGL) ......... . PRESSURE ........... . 0 U T P U T 0 P T I 0 N gallons/minute feet psig DAT A /):.N O 1Z. 'S 1--J oru: t-\ 'Fl PG ho LAJ OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I GU RAT I 0 N NUMBER OF PIPES ................... (p) 12 NUMBER OF JUNCTION NODES .......... ( j ) 11 NUMBER OF PRIMARY LOOPS ........... ( 1) 1 NUMBER OF BOUNDARY NODES .......... ( f) 1 NUMBER OF SUPPLY ZONES ............ ( z) 1 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* The results are obtained after 4 trials with an accuracy= 0.00004 S I M U L A T I 0 N D E S C R I P T I 0 N CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: Basic Network Drawing: DC~ p I P E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft) ------------------------------------------------------------------------------- 10-BN 0 10 1S77.44 S9.7S 0.00 6.92 10.07 69.08 20 10 20 1S77.44 0.81 0.00 0.62 4.47 9.S9 30 20 30 1S77.44 s.os 0.00 3.lS 10.07 32.60 40 30 40 1S76.88 S.S7 0.00 0.47 10.06 32.S8 so 40 so 10Sl.3S 4.89 0.00 0.21 6.71 lS.38 60 so 60 0.00 0.00 0.00 0.00 0.00 0.00 70 so 70 7S8.60 7.S4 0.00 2.30 8.61 34.11 80 70 80 4.30 0.00 0.00 0.00 o.os 0.00 90 40 90 S2S.S3 8.64 0.00 1.10 S.96 17.28 100 90 100 -2S8.S7 2.60 0.00 0.12 2.93 4.6S 110 100 so -292.7S 1. 87 0.00 o.os 3.32 S.8S 120 30 110 O.S6 0.00 0.00 0.00 0.01 0.00 J U N C T I 0 N N 0 D E R E s U L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 10-1 12" TEE -SW 0.00 453.09 288.00 16S.09 71.S4 20-1 12"X8" TEE -0.00 4Sl.66 288.00 163.66 70.92 30-1 TEE AT C-N T 0.00 443.46 286.00 1S7.46 68.23 40-1 TEE INTO R-S 0.00 437.42 284.00 1S3.42 66.48 S0-1 CROSS AT TEA 0.00 432.32 281.00 lSl.32 6S.S7 60-1 PLUG AT DART 0.00 432.32 279.00 1S3.32 66.44 70-1 FH -TEAL DR 7S4.30~ 422.48 281.00 141. 48 61.31 80-1 PLUG -TEAL 4.30 422.48 286.00 136.48 S9.14 90-1 FH -RS TRAC 784.10~ 427.67 280.00 147.67 63.99 100-1 FH -RS -so 34.18 430.39 280.00 lS0.39 6S.17 110-1 FH AT C-N TR O.S6 443.46 286.00 1S7.46 68.23 S U M M A R Y 0 F I N F L 0 W S AND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES PIPE FLOWRATE NUMBER (gpm) -------------------- 10 1S77.44 NET SYSTEM INFLOW = 1577.44 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND 1S77.44 +-----------------------------------------------+ MAXIMUM DIMENSIONS Number of pipes . . . . . . . . . . . . . . . . . . . . . . 25 Number of pumps . . . . . . . . . . . . . . . . . . . . . . 10 Number junction nodes................. 25 Flow meters . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Boundary nodes . . . . . . . . . . . . . . . . . . . . . . . 10 Variable storage tanks . . . . . . . . . . . . . . . 10 Pressure switches . . . . . . . . . . . . . . . . . . . . 10 Regulating Valves..................... 10 Items for limited output . . . . . . . . . . . . . 25 limit for non-consecutive numbering . . 270 +-----------------------------------------------+ Cybernet version 2.18. SN: 1132184437-25 Extended Description: U N I T S S P E C I F I E D FLO WRATE ........... . HEAD (HGL) ......... . PRESSURE ........... . 0 U T P U T 0 P T I 0 N gallons/minute = feet psig DAT A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I GU RAT I 0 N NUMBER OF PIPES ................... (p) 12 NUMBER OF JUNCTION NODES .......... (j) 11 NUMBER OF PRIMARY LOOPS ........... ( 1) 1 NUMBER OF BOUNDARY NODES .......... ( f) 1 NUMBER OF SUPPLY ZONES ............ ( z) = 1 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* The results are obtained after 4 trials with an accuracy= 0.00007 S I M U L A T I 0 N D E S C R I P T I 0 N CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: Basic Network Drawing: DC ••~ p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (f t/ft ) ------------------------------------------------------------------------------- 10-BN 0 10 827.44 18 .09 0.00 1.91 5.28 20.91 20 10 20 827.44 0.24 0.00 0.17 2.35 2.90 30 20 30 827.44 1.53 0.00 0.87 5.28 9.87 40 30 40 826.88 1. 69 0.00 0.13 5.28 9.86 50 40 50 366.01 0.69 0.00 0.03 2.34 2.18 60 50 60 0.00 0.00 0.00 0.00 0.00 0.00 70 50 70 8.60 0.00 0.00 0.00 0.10 0.01 80 70 80 4.30 0.00 0.00 0.00 0.05 0.00 90 40 90 460.87 6.78 0.00 0.85 5.23 13.55 100 90 100 -323.23 3.93 0.00 0.19 3.67 7.03 110 100 50 -357.41 2.71 0.00 0.08 4.06 8.46 120 30 110 0.56 0.00 0.00 0.00 0.01 0.00 J U N C T I 0 N N 0 D E R E s U L T s JUNCT ION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 10-1 12" TEE -SW 0.00 499.77 288.00 211.77 91.77 20-1 12"X8" TEE -0.00 499.35 288.00 211.35 91.59 30-1 TEE AT C-N T 0.00 496.96 286.00 210.96 91 .4 1 40-1 TEE INTO R-5 0.00 495.14 284.00 211.14 91 .4 9 50-1 CROSS AT TEA 0.00 494.42 281.00 213.42 92 .48 60-1 PLUG AT DART 0.00 494 .42 279.00 215.42 93.35 70-1 FH -TEAL DR 4.30 494.42 281.00 213.42 92.48 80-1 PLUG -TEAL 4.30 494.42 286.00 208.42 90 .32 --990-1 FH -R5 TRAC 784.10<-487.52 280.00 207.52 89 .92 100-1 FH -R5 -so 34.18 491.64 280.00 211.64 91.71 110-1 FH AT C-N TR 0.56 496.96 286.00 210.96 91 .41 SUMMARY 0 F I N F L 0 W S AND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES PIPE NUMBER 10 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 827.44 827.44 0.00 827.44 +-----------------------------------------------+ MAXIMUM DIMENSIONS Numbe r of pipes . . . . . . . . . . . . . . . . . . . . . . 25 Numbe r of pumps . . . . . . . . . . . . . . . . . . . . . . 10 Number junction nodes................. 25 Flow meters . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Boundary nodes . . . . . . . . . . . . . . . . . . . . . . . 10 Variable storage tanks . . . . . . . . . . . . . . . 10 Pressure switches . . . . . . . . . . . . . . . . . . . . 10 Regulating Valves..................... 10 Items for limited output . . . . . . . . . . . . . 25 limit for non-consecutive numbering . . 270 +-----------------------------------------------+ Cybe rnet vers i on 2.18. SN: 1132184437 -25 Exte nded Descript i on: U N I T S S P E C I F I E D F LOWRATE ........... . HEAD (HGL ) ......... . PRESSURE ........... . 0 U T P U T 0 P T I 0 N gallons/minute feet psig DAT A OU T PU T SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I GU RAT I 0 N NUMBER OF PIPES ................... (p) 12 NUMBER OF JUNCTION NODES .......... ( j ) 11 NUMBER OF PRIMARY LOOPS ........... (1) 1 NUMBER OF BOUNDARY NODES .......... ( f) = 1 NUMBER OF SUPPLY ZONES ............ ( z) 1 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* The r esults are obtained after 3 trials with an accuracy 0.00315 S I M U L A T I 0 N D E S C R I P T I 0 N Cybe r Net Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: Basic Network Drawing: DC p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft) ------------------------------------------------------------------------------- 10-BN 0 10 1577.36 59 .74 0.00 6.92 10.07 69.07 20 10 20 1577.36 0.81 0.00 0.62 4.47 9.59 30 20 30 1577.36 5.05 0.00 3.15 10.07 32.60 40 30 40 1576.80 5.57 0.00 0.47 10.06 32.57 50 40 50 856.93 3.35 0.00 0.14 5.47 10.53 60 50 60 0.00 0.00 0.00 0.00 0.00 0.00 70 50 70 8.60 0.00 0.00 0.00 0.10 0.01 80 70 80 4.30 0.00 0.00 0.00 0.05 0.00 90 40 90 719.87 15.48 0.00 2.07 8.17 30.95 100 90 100 -64.23 0.20 0.00 0.01 0.73 0.35 110 100 50 -848.33 13.42 0.00 0.43 9.63 41.95 120 30 110 0.56 0.00 0.00 0.00 0.01 0.00 J U N C T I 0 N N 0 D E R E s U L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 10-1 12" TEE -SW 0.00 453.09 288.00 165.09 20-1 12"X8" TEE -0.00 451.66 288.00 163.66 30-1 TEE AT C-N T 0.00 443.46 286.00 157.46 40-1 TEE INTO R-5 0.00 437.42 284.00 153.42 50-1 CROSS AT TEA 0.00 433.94 281.00 152.94 60-1 PLUG AT DART 0.00 433.94 279.00 154.94 70-1 FH -TEAL DR 4.30 433.93 281.00 152.93 80-1 PLUG -TEAL 4.30 433.93 286.00 147.93 90-1 FH -R5 TRAC 784 .10 t=-419.88 280.00 139.88 100-1 FH -R5 -so 784.10 420.08 280.00 140.08 110-1 FH AT C-N TR 0.56 443.46 286.00 157.46 S U M M A R Y 0 F I N F L 0 W S AND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES PIPE NUMBER 10 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND FLOWRATE (gpm) 1577.36 1577.36 0.00 1577.36 71.54 70.92 68.23 66.48 66.27 67.14 66.27 64.10 60.61 60.70 68.23 +-----------------------------------------------+ MAXIMUM DIMENSIONS Number of pipes . . . . . . . . . . . . . . . . . . . . . . 25 Number of pumps . . . . . . . . . . . . . . . . . . . . . . 10 Number junction nodes................. 25 Flow meters . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Boundary nodes . . . . . . . . . . . . . . . . . . . . . . . 10 Variable storage tanks . . . . . . . . .. . . . . . 10 Pressure switches . . . . . . . . . . . . . . . . . . . . 10 Regulating Valves..................... 10 Items for limited output . . . . . . . . . . . . . 25 limit for non-consecutive numbering . . 270 +-----------------------------------------------+ Cybernet version 2.18. SN: 1132184437-25 Extended Description: U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (HGL) ......... . PRESSURE ........... . 0 U T P U T 0 P T I 0 N gallons/minute feet psig DAT A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I G u R A T I 0 N NUMBER OF PIPES ................... (p) = 12 NUMBER OF JUNCTION NODES .......... ( j ) 11 NUMBER OF PRIMARY LOOPS ........... ( 1) = 1 NUMBER OF BOUNDARY NODES .......... (f) 1 NUMBER OF SUPPLY ZONES ............ ( z) = 1 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* The results are obtained after 5 trials with an accuracy 0.00296 S I M U L A T I 0 N D E S C R I P T I 0 N CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: Basic Network Drawing: DC-Jiii~ p I p E L I N E R E s u L T S STATUS CODE: xx -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft) ------------------------------------------------------------------------------- 10 -BN 0 10 827.36 18.08 0.00 1. 90 S.28 20.91 20 10 20 827.36 0.24 0.00 0.17 2.3S 2.90 30 20 30 827.36 1. S3 0.00 0.87 S.28 9.87 40 30 40 76.80 0.02 0.00 0.00 0.49 0.12 so 40 so 44.43 0.01 0.00 0.00 0.28 0.04 60 so 60 0.00 0.00 0.00 0.00 0.00 0.00 70 so 70 8.60 0.00 0.00 0.00 0.10 0.01 80 70 80 4.30 0.00 0.00 0.00 o.os 0.00 90 40 90 32.37 o.os 0.00 0.00 0.37 0.10 100 90 100 -1.73 0.00 0.00 0.00 0.02 0.00 110 100 so -3S.83 0.04 0.00 0.00 0.41 0.12 120 30 110 7SO.S6 1. 97 0.00 4.28 8.S2 33.44 J U N C T I 0 N N 0 D E R E s ULT s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 10-1 12 11 TEE -SW 0.00 499.77 288.00 211.77 91.77 20-1 12 11 X8 11 TEE -0.00 499.36 288.00 211.36 91. S9 30-1 TEE AT C-N T 0.00 496.96 286.00 210.96 91. 42 40-1 TEE INTO R-S 0.00 496.94 284.00 212.94 92.27 S0-1 CROSS AT TEA 0.00 496.92 281.00 21S.92 93.S7 60-1 PLUG AT DART 0.00 496.92 279.00 217.92 94.43 70-1 FH -TEAL DR 4.30 496.92 281.00 21S.92 93.S7 80-1 PLUG -TEAL 4.30 496.92 286.00 210.92 91.40 90-1 FH -RS TRAC 34.10 496.89 280.00 216.89 93.98 100-1 FH -RS -so 34.10 496.89 280.00 216.89 93.98 110-1 FH AT C-N TR 7SO.S6 ~ 490.71 286.00 204.71 88.71 S U M M A R Y 0 F I N F L 0 W S AND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES PIPE NUMBER 10 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 827.36 827.36 0.00 827.36 +-----------------------------------------------+ MAXIMUM DIMENSIONS Number of pipes . . . . . . . . . . . . . . . . . . . . . . 25 Numbe r of pumps . . . . . . . . . . . . . . . . . . . . . . 10 Number junction nodes................. 25 Flow meters . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Boundary nodes . . . . . . . . . . . . . . . . . . . . . . . 10 Variable storage tanks . . . . . . . . . . . . . . . 10 Pressure switches . . . . . . . . . . . . . . . . . . . . 10 Regulating Valves..................... 10 Items for limited output . . . . . . . . . . . . . 25 limit for non-consecutive numbering . . 270 +-----------------------------------------------+ Cybernet version 2.18. SN: 1132184437-25 Extended Description: U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (HGL) ......... . PRESSURE ........... . 0 U T P U T 0 P T I 0 N gallons/minute feet psig DAT A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 12 NUMBER OF JUNCTION NODES .......... (j) 11 NUMBER OF PRIMARY LOOPS ........... (1) 1 NUMBER OF BOUNDARY NODES .......... (f) 1 NUMBER OF SUPPLY ZONES ............ (z) 1 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* The results are obtained after 3 trials with an accuracy S I M U L A T I 0 N D E S C R I P T I 0 N 0.00276 CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: Basic Network Drawing: DC~ .. .._~ p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft) ------------------------------------------------------------------------------- 10-BN 0 10 1577.36 59.74 0.00 6.92 10.07 69.07 20 10 20 1577.36 0.81 0.00 0.62 4.47 9.59 30 20 30 1577.36 5.0S 0.00 3.lS 10.07 32.60 40 30 40 826.80 1.69 0.00 0.13 S.28 9.8S 50 40 so 661.0S 2.07 0.00 0.08 4.22 6.51 60 50 60 0.00 0.00 0.00 0.00 0.00 0.00 . 70 50 70 758.60 7.S4 0.00 2.30 8.61 34.11 80 70 80 4.30 0.00 0.00 0.00 0.05 0.00 90 40 90 16S.7S 1.02 0.00 0.11 1. 88 2.04 100 90 100 131.6S 0.7S 0.00 0.03 1.49 1. 33 110 100 so 97.SS 0.24 0.00 0.01 1.11 0.76 120 30 110 750.S6 1. 97 0.00 4.28 8.52 33.44 J U N C T I 0 N N 0 D E R E s U L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 10-1 12 II TEE -SW 0.00 4S3.09 288.00 16S.09 71.S4 20-1 12"X8" TEE -0.00 4Sl. 66 288.00 163.66 70.92 30-1 TEE AT C-N T 0.00 443.46 286.00 157.46 68.23 40-1 TEE INTO R-S 0.00 441.6S 284.00 1S7.6S 68.32 50-1 CROSS AT TEA 0.00 439.50 281.00 158.50 68.68 60-1 PLUG AT DART 0.00 439.SO 279.00 160.SO 69.SS 70-1 FH -TEAL DR 7S4.30~ 429.66 281.00 148.66 64.42 80-1 PLUG -TEAL 4.30 429.66 286.00 143.66 62.2S 90-1 FH -RS TRAC 34.10 440.S2 280.00 160.S2 69.56 100-1 FH -RS -so 34.10 439.7S 280.00 1S9.7S 69.22 110-1 FH AT C-N TR 7SO.S6~ 437.21 286.00 lSl.21 6S.S3 S U M M A R Y 0 F I N F L 0 W S AND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES PIPE NUMBER 10 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND = FLOWRATE (gpm) 1S77.36 1S77.36 0.00 1S77.36 09 /16 /97 14:44 '5'409 764 3452 COLL STA PUB UT L ~00 ~- Flow Test Report Date 1\1~1v Time t:~e"' A .M·P.M. Test made by : "f.?-o \:, 'tJ .,_,.... \-<. ~ . Location : 'Dc.r\-~ 0 -'\-\..-... _L L...., ., , .... :) Purpose of test : Representative : Witness : Aow hydrant number: ~ -D<a <f Nozzle size: 2 · V z '' · ---.:..----.-- Pit o treading : 10 r ~ i G .P .M. = , , m 9 ~ff· f M Static hydrant number : ( -tJ fd !J ___ :;.....__--=..::___ static : _......,o/,......__ ___JJq. p .S.I. Residual : 10 P.S.I. SEP-16-1997 1s:0s 409 764 3452 94% P.03 ~s ~~~ -f'~t -~ ...nlA ~ 1k u... ~ ·J; wii!~t - -- JI-----®~ ---~o ~ --~\i)~ ~~~lb l.o/.c.. 1-----L Ulf-~t'1-~t-k*t ~ tof~\'1r-C~cJ.d.) _@~~1~~~\&~e. ~-- 1" ~ Yi>.>1·.x ~ .1.:, ~~\ --------f ----©r~s-r ~~ ow?~ ~~ ~ --@ l~~ ~~ SL.u ~ --@-\\~ ~~ .. ~ ~ °'o..~ Cl'-~ i~? ~ v~~ ~•T· if 1-t..i.c -·-----..tt---CJAA,.... \.).){. £l.e __ ___......___ uslJJ"o ~ cJ.J.._ Uv -\l> ~~CJ.) k ~-ln @\M..1u,~ x ~ -- s .i;.l-i-4~4~~~. -tD~~~'J.. ~-· "DlP ~'200 _ --' ·~~ __.,...___: ~~ ._t.~ ·~S~to~~t. ·LM ~ ~~~ ~ @~-~~~~t~ . tl ~~a!-b.C. ~ @~~isO?~~ -®~b~~~ • ~IU;\V - ~ieJ~~~(f ... __ ,,, .... , -.. "1 1,_"_ INTRODUCTION: DRAINAGE REPORT DARTMOUTH CROSSING COLLEGE STATION, BRAZOS COUNTY, TEXAS FEBRUARY, 1998 VOID The proposed development is located at the intersection of Dartmouth Drive and Southwest Parkway. The legal description is Dartmouth Crossing. The proposed improvements include pavement, drainage and utility improvements for a 5.6 acre, 18 lot duplex development. The existing, vacant site consists of grassland with several trees. The terrain slopes in a southerly direction at approximately 1 .0 percent. The latest Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps (48041CO 144C) shows that no portion of the tract is in the regulatory 1 00 -year flood plain. The site is zoned R-2 and is being developed by Mark Carrabba, Southwest Parkway Joint Venture, P.O. Box 663 , Bryan, Texas , ( 4 0 9 ) 7 7 8 - 8 8 5 0 . EXISTING CONDITIONS: . The storm runoff sheet flows south to an existing storm sewer system along Krenek Tap Road which discharges into Bee Creek, Basin Reference No. 3, Regulatory Channel Reach II which is primary drainage system. There are no special requirements for this reach, reference The City's "Drainage Policy and Design_ Standards", Section D, Page 10. The FEMA base flood elevation at the outfall is approximately 256.00. PROPOSED DESIGN: The Dartmouth Drive cross slope was set at 3.03% which will maintain one 12 foot lane opening at all times, this takes into account if a median is constructed at a later date. To handle the subsurface flows a storm drain system will b e constructed from Teal Drive to the existing storm drain system along Krenek Tap Road . The existing system was evaluated to determine if it has sufficient capacity to accept the additional runoff. A model of the system was prepared to determine changes in the capacity of the system for predevelopment, postdevelopment and future development conditions when Dartmouth Drive is extended to Krenek Tap Road. Additionally the proposed system will accept approximately 0 .75 percent of the 1.0 acre C-N tract at the intersection of Dartmouth and Southwest Parkway. The results of the analysis show that the additional flow generated by the proposed improvements will not change the water surface elevation in the storm sewer system negatively a d therefore, detention is not required nor planned for the site . CONCLUSION: This project is in compliance with the City's Design Standards. DARTMOUTH CROSSING • DRAINAGE REPORT -PAGE 1 OF 1 PAGES , \ INTRODUCTION: DRAINAGE REPORT DARTMOUTH CROSSING COLLEGE STATION, BRAZOS COUNTY, TEXAS FEBRUARY,1998 The proposed development is located at the intersection of Dartmou th Drive and Southwest Parkway. The legal description is Dartmouth Crossing. The proposed improvements include pavement, drainage and utility improvements for a 5.6 acre, 18 lot duplex development. The existing, vacant site consists of grassland with several trees. The terrain slopes in a southerly direction at approximately 1.0 percent. The latest Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps (48041CO 144C) shows that no portion of the tract is in the regulatory 100-year flood plain. The site is zoned R-2 and is being developed by Mark Carrabba, Southwest Parkway Joint Venture, P.O. Box 663, Bryan, Texas , (409) 778-8850. EXISTING CONDITIONS: The storm runoff sheet flows south to an existing storm sewer system along Krenek Tap Road which discharges into Bee Creek, Basin Reference No. 3, Regulatory Channel Reach II which is primary drainage system. There are no special requirements for this reach, reference The City's "Drainage Policy and Design Standards", Section D, Page 10. The FEMA base flood elevation at the outfall is approximately 256.00. PROPOSED DESIGN: The Dartmouth Drive cross slope was set at 3.03% which will maintain one 12 foot lane opening at all times, this takes into account if a median is constructed at a later date. To handle the subsurface flows a storm drain system will be constructed from Teal Drive to the existing storm drain system along Krenek Tap Road. The existing system was evaluated to determine if it has sufficient capacity to accept the additional runoff. A model of the system was prepared to determine changes in the capacity of the system for predevelopment, postdevelopment and future development conditions when Dartmouth Drive is extended to Krenek Tap Road. Additionally the proposed ? system will accept approximately 0.75 percent of the 1.0 acre C-N e=----~ / tract at the intersection of Dartmouth and Southwest Parkway. ~ .1s · . The results of the analysis show that the additional flow ~ .,, generated by the proposed improvements will not change the water lJ 1 u~ surface elevation in the storm sewer system negatively and r ·Jt therefore, detention is not required nor planned for the site. . . ~ · CONCLUSION: ~'-Y. This project is in compliance with the City's Stormwater ~ Design Standards. \ 1 _-1.. V• .~ ~t 6o0to era IC-U.. C-1'J nact l.Jlr't, f=Ua?w ;re? ~rUlDO't~. ~ tlzef>DSJ:o S~W3 ~ ~ tf. ~ .Zl ~~-- DARTMOUTH CROSSING · DRAINAGE REPORT· PAGE 1 OF 1 PAGE~t<;c_ r~~ ~ l 1J ~k-cPNJ~ DARTMOUTH CROSSING ~ ~~~ ~4 RUNOFF CALCULATIONS U'~(}_/J-r PREDEVELOPMENT CONDITIONS I RUNOFF COEFFICIENT DRAINAGE AREA PVMT GRASS MED-D Cw Ca TIME OF IlO QlO I25 Q25 IlOO QlOO no. acres 0.90 0.30 0.60 CONCEN. i/h cf s i/h cf s i/h cf s tc (min.) 1 2.30 0.60 1. 70 0.68 1. 6 10.00 8.63 13.47 8.66 13.51 10.22 15.94 2 15.20 0.10 15.10 0.30 4.6 32.50 4.70 21.74 6.81 31.46 6.56 30.32 3 1. 80 0.30 1. 50 0.40 0.7 10.00 8.63 6.22 11.72 8.44 12.44 8.95 4 5.20 0.10 5.10 0.31 1. 6 19.50 6.29 10.20 9.78 15.85 9.48 15.35 5 2.30 0.40 1. 90 0.40 0.9 10.00 8.63 8.03 10.74 9.98 11.65 10.83 6 0.90 0.10 0.80 0.37 0.3 10.00 8.63 2.85 14.25 4.70 15.01 4.95 7 1.10 0.10 1. 00 0.35 0.4 10.00 8.63 3.37 13.78 5.38 14.46 5.64 POST DEVELOPMENT CONDITIONS ~ RUNOFF COEFFICIENT DRAINAGE AREA PVMT GRASS MED-D Cw Ca TIME OF IlO QlO I25 Q25 IlOO QlO?\, \ no. acres 0.90 0.30 0.60 CONCEN. i/h cf s i/h cf s i/h cf s tc (min.) 1 2.30 0.60 1. 70 0.68 1. 6 10.00 8.63 13.47 9.86 15.38 11.64 18.16"~ 2 9.90 0.10 9.80 0.31 3.0 22.50 5.82 17.65 6.68 20.25 7.92 24.00 ~ 3 1.80 0.30 1. 50 0.40 0.7 10.00 8.63 6.22 9.86 7.10 11.64 8.38 ~ 4 5.20 0.10 5.10 0.31 1. 6 19.50 6.29 10.20 7.21 11.69 8.54 13.84 5 2.30 0.40 1. 90 0.40 0.9 10.00 8.63 8.03 9.86 9.17 11.64 10.82 6 0.90 0.10 0.80 0.37 0.3 10.00 8.63 2.85 9.86 3.25 11.64 3.84 ~ 7 1.10 0.10 1. 00 0.35 0.4 10.00 8.63 3.37 9.86 3.85 11.64 4.54 . BEGIN PROP. PIPE 8 1. 25 1. 25 0.90 1.1 10.00 8.63 9.71 9.86 11.09 11.64 13.09 9 1. 86 0.74 1.12 0.72 1. 3 10.00 8.63 11.55 9.86 13.19 11.64 15.57 10 1. 40 1. 40 0.60 0.8 10.00 8.63 7.25 9.86 8.28 11.64 9.78 11 1. 90 1. 90 0.60 1.1 10.00 8.63 9.84 9.86 11.24 11.64 13.27 12 0.40 0.40 0.60 0.2 10.00 8.63 2.07 9.86 2.37 11.64 2.79 DARTMOUTH CROSSING INLET CALCULATIONS r? " inlet D.A. TYPE 0\, Q z z/n s y P Lr La inlet I.D. location No. 't:,11\ cfs ~ ft/ft ft ft Curb ft I.D. DARTMOUTH DRIVE /~ 1~~~ w rvw.tJeo-ks-fr fos+ctcV Oµ_a._.[ 4Z 7 I -1 17+50 w 1 B-1 I-2 17+50 E 2 B-1 TEAL DRIVE I-3 3 B-1 I-4 4 A-1 I-5 5 A-1 FUTURE INLETS F-1 20+22 E F-1 B-1 F-2 24+88 E F-3 A-1 F-3 24+88 w F-4 A-1 ALLOWABLE DEPTH FOR SECTION = SUMP INLET TYPE A-1 TYPE B-1 ON GRADE INLET 9.7 11.1 9.0 2.9 6.7 8.7 13.2 7.5 33 1833 0.0073 0.44 14 .46 8.44 10 I-1 33 1833 0.0073 0.46 15.18 9.63 10 I-2 27 1500 0.01 0.43 11.69 7.84 5 I-3 27 1500 0.01 0.28 7.65 4.48 5 I-4 27 1500 0.01 0.39 10.43 3.33 5 I-5 33 1833 0.006 0.44 14.39 7.57 10 I-1 33 1833 0.006 0.51 16.83 6.60 10 I-2 33 1833 0.006 0.41 13.62 3.76 5 I-3 co 2.84 (\ SOU THWEST PARKWAY SOUTHWEST CROSSING / DEVELOPED /+ UNDEVELOPED ~ PASTURE \:'-• _:e__ I PREDEVELOPMENT CONDITIONS ~'fl. DARTMOUTH CROSSING 1 1~ I DRAINAGE AREA MAP 3~ ---- UNDEVELOPED ~ PASTURE X-STORM SEWER SYSTE 1 I :1 SCALE: 1"=300' )" v I '-OUTFALL TO BEE CREEK giW1~~~-RQJf!et §ump: 25~f 6M ft 0+00 2+00 Elevation ft ~r,: ~t:e ~ ft h IRV~ ~ g -~ ff 8+00 10+00 IZ~ ~8 me Rf Rv~ : g ·s ff Rv~~t: i~-g~ ff 1z . me Tzn~t~~~nc .50 Project Title: KRENEK TAP ROAD STORM DRAIN SYSTEM Project Engineer: MICHAEL G . HESTER, P .E. c :\haestad\stmc\ktr-pre .stm HESTER ENGINEERING 02/03/98 10 :09 :12 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 StormCAD v1 .0 Page 1 of 1 PIPE ( rs Pipe Upstream Downstream Total Lenoth System Inlet Capacity Section Constructed Dischar oe Downstream Node Node CA (ft) Flow TC (cfs) Size SloKe (c~-Velocity (acres) Time (min) (ft/ ) (ft/s) (min) ~lO X -P-8 X-1 -5 X-1-6 0 .39 147.00 10.00 10.00 7 .50 18 inch 0.005102 -3 .39 4 .18 X-P-9 X-1-6 X-1 -7 0 .72 106.50 10.59 10.00 15.03 24 inch 0 .004413 6 .12 4 .63 X-P -1 X-1-7 X -J-1 1.65 172.50 10.98 10.00 27.58 30inch 0 .004522 13.81 5.62 X-P-1 X-1-1 X-1-2 1.39 343 .00 10.00 10.00 12.87 24 inch 0.003236 12.10 5.81 X-P-2 X-1-2 X -1-3 6 .01 120.00 32 .00 32 .00 35.50 36 inch 0.002833 28 .77 5.09 X-P -3 X-1-3 X -1-4 6 .75 199.50 32 .38 10.00 37 .78 36inch 0.003208 32 .08 5.32 X-P-4 X-1-4 X-J-1 8 .37 171 .50 32 .99 19.50 41 .37 36inch 0 .003848 39 .34 7.68 X-P -5 X-J-1 X -J-2 10.02 12.50 33 .38 N/A 90.84 48 inch 0 .004000 46.75 6 .73 X-P-6 X-J-2 X-J-3 10.02 298 .00 33.41 NIA 86.47 48inch 0.003624 46.73 4 .85 X-P-7 X-J-3 X-Outlet 10.02 328 .00 34 .25 N/A 85.42 48 inch 0.003537 46.03 3 .66 Project Title : KRENEK TAP ROAD STORM DRAIN SYSTEM Project Engineer: MICHAEL G. HESTER , P.E. c:\haestad\stmc\ktr-pre .stm HESTER ENGINEERING StormCAD v1 .0 02/03 /98 10:00 :21 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 UNDEVELOPED PASTURE POST DEVELOP DARTM OU THM~NRTO CONDITIONS DRA INAG E ARE SSING A MAP SC ALE: 1" =300 , rJ I I I I I " I I I :1 ~OUTHWEST __.CROSSING i EVELOPED // 1-~ I I '-/- 1 ~/ I I I I I I 5.2 AC . I I 0.1@0.9 J PROPDS;D @5. ~0.3 / ST~ SEWER \)\ I ...--...--l SYSTEM / UNDEVv_5.J.JJloi-F~ / I TURE / UNDEVELOPED PASTURE X-STORM SEWER SYSTEM I ~ I OUTFALL TO BEE CREEK ------------------Beginning Calculation Cycle ------------------- Discharge: 12.10 cfs at node X-I-1 Discharge: 26.85 cfs at node X-I-2 Discharge: 30.74 cfs at node X-I-3 Discharge: 39 .47 cfs at node X-I-4 Discharge: 14 .36 cfs at node X-I-7 Discharge : 9.92 cfs at node P-I-3 Discharge: 21 .20 cfs at node P-I-4 Discharge: 21 .02 cfs at node P-J-4 Discharge: 40.59 cfs at node P-I -2 Discharge: 39 .86 cfs at node F-I-1 Discharge : 38 .54 cfs at node F-I-2 Discharge: 73 .61 cfs at node X-J-1 Discharge: 73 .57 cfs at node X-J-2 Discharge: 72 .55 cfs at node X-J-3 Discharge : 72.53 cfs at node X-Outlet Beginning iteration 1 Discharge: 12.10 cfs at node X-I-1 Discharge: 26.85 cfs at node X-I-2 Discharge: 30.68 cfs Discharge: 39 .29 cfs Discharge: 14.36 cfs Discharge: 9.92 cfs Discharge: 21.20 cfs at node X-I-3 at node X-I-4 at node X-I-7 at node P-I-3 at node P-I-4 Discharge: 20.98 cfs at node P-J-4 Discharge: 40.37 cfs at node P-I-2 Discharge : 39.65 cfs at node F-I-1 Discharge : 38.11 cfs at node F-I-2 Discharge: 74.68 cfs at node X-J-1 Discharge: 74.63 cfs Discharge: 73.45 cfs Discharge: 72.00 cfs Completed iteration 1 at node X-J-2 at node X-J-3 at node X-Outlet Current discharge convergence relative error : 0 .73870094e-2 Target discharge convergence relative error: 0 .001 Beginning iteration 2 Discharge: 12.10 cfs Discharge: 26 .85 cfs Discharge: 30.68 cfs Discharge: 39.29 cfs Discharge: 14.36 cfs Discharge: 9.92 cfs Discharge: 21 .20 cfs Discharge: 20 .98 cfs at node X-I-1 at node X-I-2 at node X-I-3 at node X-I-4 at node X-I-7 at node P-I-3 at node P-I-4 at node P-J-4 Discharge: 40.38 cfs at node P -I-2 Discharge: 39 .65 cfs at node F-I -1 Discharge: 38 .12 cfs at node F-I -2 Discharge: 74.67 cfs at node X-J-1 Discharge: 74.62 cfs at node X-J-2 Discharge: 73.43 cfs at node X-J-3 Discharge : 71.98 cfs at node X-Outlet Discharge Convergence Achieved in 2 iterations: relative error: 0.26229739e-3 ---------------------Calculations Complete ---------------------- ** Analysis Options ** Friction method: Mann ing's Formula HGL Convergence Test : 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 -----------------Network Quick View Label Length Size X-P-1 343.00 24 inch X-P-2 120.00 36 in Hydraulic Grade I Upstream I Downstream I 264.05 262.65 262.49 262.28 Project Title : DARTMOUTH CROSSIN Project Engineer: MICHAEL G. HESTER, P .E. c:\haestad\stmc\ktr-fut.stm STER ENGINEERING StormCAD v1 .0 02/03/98 10 :55 :30 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 2 X-P-3 X-P-4 X-P-5 X-P-6 X-P-7 X-P-10 P-P-4 P-P-5 P -P-6 P-P-1 P-P-2 P-P-3 Label X-I-1 X-I-2 X-I-3 X-I-4 X-J-1 X-J-2 X-J-3 X-Outlet • X-I-7 P-I-2 F-I-1 F-I-2 P-I-4 P-J-4 P-I-3 Elapsed: 0 199 .5 0 36 inch 30.68 262.16 261. 77 171 .0 0 36 inch 39.29 261.61 261. 05 13.00 48 inch 74.67 260 .66 260.63 297.50 48 inch 74 .62 260.21 259 .54 328 .00 48 inch 73.43 259.39 258 .68 173.00 30 inch 14.36 266.28 265 .5 0 286.00 30 inch 40.38 276.89 272. 20 466.00 36 inch 39.65 272. 05 267.66 33.50 36 inch 38.12 267.44 267 .06 101.50 18 inch 9 .92 279.44 277 . 91 80.00 30 inch 21. 20 277.84 277 . 65 127.00 30 inch 20.98 277.41 277.20 -----------Elevations ----------------I Discharge 12.10 26 .85 30.68 39.29 74.67 74.62 73 .43 .;>1. 98. 14 .36 40.38 39.65 38.12 21. 20 20.98 9 .92 minute (s) 19 Ground 267.50 268.50 269 .00 270 .75 270.90 270.80 266 .00 Upstream HGL 264 .49 262.59 262 .28 261. 77 261.05 260.63 259.54 I Downstream HGL I 264 .05 262.49 262.16 ,265.00 ••• -. . .258.68 272 .00 266.93 280.50 277 .20 275.20 272. 28 271. 20 267.66 281 .00 277.94 281.20 277 .65 277. 41 282.25 280 .29 279.44 second(s) -'""~ .. ,..,..TER ENGINEERING • Project Engineer: MICHAEL G. HESTER, P .E. StormCAD v1 .0 . 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 2 of 2 NODE r u Node Inlet Inlet Total Total Inlet Inlet Carryover HGLln HGL Out Area CA CA Watershed TC Intensity (cfs) (ft) (ft) (acres) (acres) (acres) (CIA) (min) (in/hr) (cfs) P-1-3 1.90 1.14 1.14 9 .92 10.00 8 .63 0 .00 280.29 279.44 P-1-4 2 .20 1.32 2.46 21 .20 10.00 8 .63 0 .00 277.94 277.84 P-J -4 N/A N/A 2 .46 20.98 NIA NIA NIA 277 .65 277.41 P-1-2 3 .10 2 .35 4 .81 40.38 10.00 8 .63 0 .00 277.20 276.89 F-1-1 0 .00 0 .00 4 .81 39.65 0 .00 15.63 0 .00 272.28 272.05 F-1 -2 0 .00 0 .00 4 .81 38 .12 0 .00 15.63 0 .00 267.66 267.44 X-1-7 4 .30 1.65 1.65 14.36 10.00 8 .63 0 .00 266.93 266.28 X-1-1 2.30 1.39 1 .39 12.10 10.00 8 .63 0 .00 264.49 264.05 X-1 -2 9 .90 3 .30 4 .69 26.85 23.50 5 .68 0 .00 262.59 262.49 X-1 -3 1.80 0 .72 5.41 30.68 10.00 8 .63 0 .00 262.28 262.16 X-1 -4 5 .20 1.62 7 .03 39.29 21 .00 6 .05 0 .00 261 .77 261 .61 X-J -1 NIA NIA 13.49 74.67 NIA NIA NIA 261.05 260.66 X-J -2 NIA NIA 13.49 74.62 NIA NIA NIA 260.63 260.21 X -J-3 NIA NIA 13.49 73.43 NIA NIA NIA 259.54 259.39 X-Outle NIA NIA 13.49 71 .98 NIA NIA NIA 258.68 258.68 Project Title : DARTMOUTH CROSSING POST DEVELOPMENT Project Eng ineer: MICHAEL G. HESTER , P .E. c:\haestad\stmc\ktr-fu t.stm HESTER ENGINEERING StormCAD v1 .0 02 /03 /98 10:56 :33 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 Pipe Upstream Downstream Total Node Node CA (acres) P-P-1 P-1-3 P-1-4 1 .14 P-P-2 P-1-4 P-J-4 2.46 P-P-3 P-J-4 P-1-2 2.46 P-P-4 P-1-2 F-1 -1 4.81 P-P-5 F-1-1 F-1 -2 4 .81 P-P-6 F-1-2 X -J-1 4 .81 X-P-1 X -1-7 X -J -1 1 .65 X -P-1 X-1-1 X-1 -2 1 .39 X -P-2 X -1-2 X -1-3 4.69 X -P-3 X -1-3 X-1-4 5.41 X -P-4 X -1-4 X -J -1 7 .03 X -P-5 X-J-1 X -J-2 13.49 X -P-6 X -J -2 X-J-3 13.49 X -P-7 X -J-3 X-Outlet 13.49 ~ I ~ ~ Length (ft) 101.50 80.00 127.00 286.00 466.00 33.50 173.00 343.00 120.00 199.50 171 .00 13.00 297.50 328.00 S~stem low T ime (min) 10.00 10.24 10.50 10.92 11 .39 12.44 10.00 10.00 23.50 23.90 24.54 24.98 25.02 25.73 Project Title : DARTMOUTH CROSSIN POST DEVELOPMENT PIPE Yo')\ Inlet Capacity Section TC (cfs) Size (min) 10.00 12.11 18 inch 10.00 24.69 30 inch NIA 28.43 30inch 10.00 50 .00 30 inch 0 .00 66.05 36 inch 0 .00 55.26 36 inch 10.00 27.54 30 i nch 10.00 12.87 24 inch 23.50 35.50 36 inch 10.00 37 .78 36 inch 21 .00 41.43 36 inch NIA 89.08 48 inch NIA 86.54 48 inch NIA 85.42 48inch Constructed Discharge Downstream SloKe (cfs) Velocity (ft/ ) (ft/s) 0 .013300 9 .92 7 .65 l) 0 .003625 21 .20 Gr 0 .004803 20.98 0 .014860 40.38 0 .009807 39.65 0 .006866 38.12 8 .27 0 .004509 14.36 5 .70 0 .003236 12.10 5 .86 0 .002833 26.85 4 .7 9 0 .003208 30.68 4 .96 0 .003860 39.29 6 .25 0 .003846 74.67 7 .10 0 .003630 74.62 ;;6 .53._ 0 .003537 73.43 5 .84 ; l(<t--\+. (\ ·~Q.. ~ fr\ ..e-sr~ nc ~~ sk.o~;vt4'(Y'e +:;s.1"' ~iz;k-. -p.~., ~o tk oJ~ --; }1fi o Project Engineer: MICHAEL G. HESTER , P.E. c:\haestad\stmc\ktr-fut.stm STER ENGINEERING StormCAD v1 .0 02/03 /98 10:57 :13 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 (\_. ~ ! PARKWAY (\. SOU THWEST r - C-N R-5 DARTMOUT H CROSSING OF UNDEVELOPED PASTURE FUTURE DEVELO P MENT COND ITIONS DARTMOUTH CROSSING DRAINAGE AREA MAP SCALE: 1"=300' l\. . I :1 ~OUTFALL TO BEE CREEK Inlet· F-1-2 Rim :· 270])0 ft Sump: 265 .43 ft ~~r f ab1is ft ,,.,_,;,'-J-4-~--S_u~m_,_p_: _27_5_.9_0_ft~ 285 .00 E~~~~~280 .00 ~unction : X- - >-------+-im : 26.6. 275.00 amp:-25 . 270 .00 265 .00 2+00 10+00 Station ft n---+--~~....-..~--+--t------+----< 260 .00 ff-7J.7-5'-AA-ft--+--+---+---1 255 .00 GA----1-----'-----1--___J 250 .00 16+00 18+00 8i~iR;ict~-bg :~s ff Len!lth18· 'fo1h.50 ft Size: me ~~f ~~~~~-~t~:~~ ff en!ltb0· '60 .00 ft IZe': 3 inch Elevation ft Proj ect Title : DARTMOUTH CROSSING -FUTURE DEVELOPMENT Proj ect Eng ineer : MICHAEL G . HESTER , P.E. c :\haestad\stmc\ktr-pst.stm HESTER ENGINEERING 02 /03 /98 11 :14 :05 AM © Haestad Methods , Inc. 37 Brooks ide Road Waterbury , CT 06708 USA (203 ) 755 -1666 StormCAD v1 .0 Page 1 of 1 0+00 ~rw~tm ~oJif !:iunip: 25~'.2tl ft ~lJ1m"<?. t~Qjk. • ~4.Jti 1 ~nctm AAJ-3 § ~'251.s6 §u3p: 25~~8~ ft ump . . ft 2+00 ~et.: iak~9 ft 1-QJet: ~J; \ ~Jet.: X-1-~9 u3p: 2~§.96 ft . §L3P:~~1s~ ft 1m. 269 IDet. ~L-~ ump: 25 .2 ft 1m : 268~ 4 ft um : 2o .40 ft Elevation ft Project Title : DARTMOUTH CROSSING -FUTURE DEVELOPMENT Project Engineer: MICHAEL G. HESTER, P .E . c:\haestad\stmc\ktr-pst.stm HESTER ENGINEERING 02/03/98 11 :12 :41 AM © Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 StormCAD v1 .O Page 1 of 1 PIPE Pipe Upstream Downstream Total Length I System Inlet Capacity Section Constructed Discharge Downstream Node Node CA (ft) 1 Flow TC (cfs) Size Slope (cfs) Velocity (acres) Time (min) (ft/ft) (ft/s) (min) P-P-1 P-1-3 P-1-4 1 .14 101 .50 10.00 10.00 12.11 18 inch 0.013300 9 .92 7.65 P-P -2 P-1-4 P-J-4 2.46 80.00 10.24 10.00 24.69 30inch 0 .003625 21 .20 4 .97 P-P-3 P-J-4 P-1-1 2.46 127 .00 10 .50 NIA 28.43 30inch 0 .004803 20 .98 .so-~ P-P-4 P-1-1 F-1-1 4 .76 286.00 10 .92 10.00 50.00 30 inch 0.014860 39 .96 11 .31 P-P-5 F-1-1 F-1 -2 6 .04 466.00 11 .39 10 .00 66.05 36 inch 0.009807 49 .74 .23-...... P-P-6 F-1-2 X-J-1 8 .87 33.50 19.50 19.50 55.26 36 inch 0.006866 56 .24 9.16 X-P-1 X-1-7 X -J-1 1.65 173.00 10.00 10.00 27.54 30 inch 0 .004509 14.36 5 .70 X-P-1 X-1-1 X-1-2 1.39 343 .00 10.00 10.00 12 .87 24 inch 0 .003236 12 .10 5 .86 X-P-2 X-1-2 X-1-3 3.01 120 .00 17 .65 17.65 35 .50 36inch 0.002833 20 .12 3.28 X-P-3 X-1-3 X-1-4 3 .61 199 .50 18 .23 10.00 37 .78 36inch 0 .003208 23.73 3.38 X-P-4 X-1-4 X-J-1 3 .76 171 .00 19 .16 10.00 41.43 36inch 0 .003860 24 .08 3.41 X-P-5 X-J -1 X-J-2 14.28 13 .00 19.99 NIA 89 .08 48inch 0 .003846 89.36 7.11 X-P-6 X-J-2 X-J-3 14 .28 297 .50 20 .02 NIA 86.54 48inch 0 .003630 89 .29 ~) X-P-7 X-J-3 X-Outlet 14 .28 328 .00 20.72 NIA 85.42 48inch 0 .003537 87 .66 '-----"" Project Title : DARTMOUTH CROSSING -FUTURE DEVELOPMENT Project Engineer: MICHAEL G. HESTER , P.E. c:\haestad\stmc\ktr-pst.stm HESTER ENGINEERING StormCAD v1 .0 02/03/98 11 :10:45 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 MR"r'-15-1 998 15:44 FROM HE STER ENGINEE RIN G CO. TO 7 5 43495 P.01/03 HESTER ENGINEERING COMPANY OP 5{;~ 7607 Eastmarl< Drive, Suite 253-B · 7 -_; College station, TX 77840 ph:<409l693·1100 fx:C409>693-1075 email: HEC2000@aol.com * * * * * CONFIDENTIAL FAX ***** The documents accompanying this telecopy transmission contain Information from the firm of Hester Engineering company which Is confidential. The information is intended only for the use of the individual or entity named on this transmittal sheet. If you are not the intended recipient, you are hereby notified that any disclosure , copying , distribution or the taking of any action in reliance of the contents of this telecopy information is strictly prohibited, and that the documents should be returned to t his firm immediately. In this regard if you have received this telecopy in error, please notify us by telephone Immediately so that we can arrange for the return of the orig Ina I documents to us at no cost to you . Date: May 15, 1998 From : Michael G . Hester, P .E . TO : HANK MCQUAIDE PRUDENTIAL BRAZOSLAND FX:846 -0652 Re : ING SUBDIVISION THREE BIDS WERE RECEIVED FOR THE PROJECT , FIND ATTACHED THE BID TABULATION SHEET . P l ease call with any questions .. Mlchae~~r . P.E. attachments: copies to: BID TABULATION MARK CARRABBA, FX:778-8802 KEITH PIERSON, YOUNG CONTRACTORS, FX :823 -2797 GARY ARNOLD, TEXCON CONTRACTORS, FX :778-3331 DEAN SCHIEFFER , HELMCAMP CONTRACTORS , FX :903-626-4156 KELLY BURT, KELLY BURT CONTRACTORS , FX :691-8917 VERONICA MORGAN , CITY OF COLLEGE STATION, FX:76 4 -3496 copy to be malled IE ~~ Page 1 of 3 Pages MRY-15-1998 15:44 FROM HESTER ENGINEERING CO. TD 7643496 P.02/03 DARTMOUTH CROSSING SUBDIVISION BIDS RECEIVED MAY 15, 1998 CONTRACTOR BID ADDENDUM BID BOND ACKNOWLEDGEMENT AMOUNT YOUN G BROTHERS "-.) ~ 3~1 7287 B TEX CON -.........) ~ 4\31 M'Z.,7S HELMCAMP -......, .......J 4-&2 000. 00 I KELLY BURT CALENDAR DAYS loo f;Lo lBo DARTMOUTH CROSSING SUBDIVrsroN MAY 15, 1999 BID TABULi\TlON 8NGUIBBRS ESTIMATB YOUNG CONTRACTORS TEXCON COUTRACTORS HBLMCAMP CONTRACTORS 3: D ITBll DBSCRIPTION U111ITS QTY. rmrT BJCTBNSION CJNI'Z' BXTBNSION mar BXTBNSION UNI'I' Jil'XTZNS:.CON -< I PRrCB PRICB PR I CB PR I CB .... U1 1 CLE!ARING ROW (PASTORE) AC . 2 .50 $1,500 .00 $3 ,7 50 $4,SGO .OO $11,250 $1,5(}0 .00 .$3,750 $9,000 .00 $20 I (}00 I .... 2 ROADWAY EXCAVATION C .Y . 4834 $J.OO $14 I 502 $5 .1.0 $24,653 $3 .5 0 $16, 919 sa .oo $38,672 Ul 3 6" STABILIZED SUBGRADH (O)S.Y. 9118 $3.00 $27,354 $2.06 $18,783 $2 .5(} $22,795 .SJ.00 $27,354 Ul [TJ 4 BXTRA LIMB (TYPH A) TONS 37 $80 .00 $2,968 $92.50 $) '432 $9G .OO $3,339 $90 ,00 $2,968 5 6" FLBXIBLB BASH s . 'i . 222) $6.60 $14 ,672 $6 .00 $l.J,J38 $6.00 $l.l,138 $8.50 $18,896 6 12" PLEXIBLE BASE S .Y . 6269 $l.l.20 .$82,751 $12 .00 $75,228 $12 .00 $75,228 $].). 00 $81,497 .... CTI 7 1.5" H.M.A .C S .Y . 2223 $5 .45 $12' l.15 $3 .90 $8,670 $4 .25 $9,448 $5.)0 $l.l, 782 9 2" HMAC s . 'i . 5857 $6.95 $40,706 $5.00 $29,285 $5.50 $32,214 $7 .10 $41,585 ~ 9 6' WIDE SIOEl'IALX S .F . 9592 $3.00 $25,776 $2.30 $19,762 $3 .00 $25,776 $2 . 25 $19,332 U1 10 S rDEWALJ< RAMP EA. 4 $600.00 $2,40(} $550 .00 $2 ,200 $400 .00 $1,600 $€>00 .00 $2,400 11 STD. CURB & GUTTER L .F . 1.556 $7. 25 $11 , 291 $7 . 3 5 $11 , 437 $7.50 $11,670 $8 .30 $12,915 11 12 LA\'DOWN CURB & GUTTER L .F . 1236 $7.25 $8,961 $7.)5 $9 ,085 $7.50 $9,270 $9 . 30 $10,259 ;;o l.l RE -VBGATATWN S .Y. 3191 $0 .50 $1,596 $0 .60 $1,915 $2.00 $6, 392 $1.00 $3, 191 0 14 CONCR&TB APRONS S.F . 1.591 $4 .00 $6,364 $3.25 $5,171 $3. 00 $4, 773 $3 .30 $5,250 3: 1 5 5' RBCBSSBD INLETS EA. 2 $2,000 .00 $4 ,000 $2,000.00 $4' (}00 $1,80(}.00 $3,600 $1,907.00 $3,814 I 16 6.5' RBCESSE:O INLBTS EA. 1 $3,500.00 $3,500 $2,200.00 $2 ,200 $2,000.(}0 $2,000 $2,200.00 $2,200 rn I. 7 10' RECESSED UolLBT S EA. 2 $3,500 .00 $7,GOO $2,640 .00 $5,280 $2,JOO.OO $4, 600 $). 2(}0 . 00 $6,400 (fl --l 18 5' RBCBSSl!D AT SWPKW'i EA. l. $3 I (}OQ , 00 $3 ,000 $2,365.00 $2,365 $1 ,800.00 $1,800 $3,000 .00 $3,000 rn 19 JUNC'l'[ON BOX STA . 16~04 EA . l. $1,900 .00 $1,800 $2,300 .00 $2,300 $2,400 .00 $2,400 $2,100 .00 $2,l.OO ;;o 20 JUNCT[ON BOX STA . 20+22 EA. l. $2,000.00 $2,000 $2 ,600 .00 $2,600 $2,400 .00 $2,400 $2,100 .00 $2,l.OO rn 2l. JUNCTrON BOX STA . 24+88 EA. l $2,(}00 .00 S2 , DOO $2,600 .00 $2,600 $2,400,00 $2,400 $2,l.00 .00 $2,100 z 22 1.9" RCP L.F. 220 $25.00 $5 ,500 $33 . 00 $7 ,260 $42.00 $9,240 $29 .50 $6 ,490 Q 2) 30" RCP L .F. 502 $35.00 $'17,570 $41 . 00 $20,582 $60.00 $30,120 $41 . 00 $20,582 z 24 36" RCP L .F . 497 $50.00 $'24,850 $53 .00 $26, 341 $68.00 $'33, 196 $52 .00 $25,944 rn 25 CONNECT TO X-BOX AT !CTR EA . 1 $5(}0.00 $500 $450 .00 $450 $2,000 .00 .$2,000 $1,600.00 $1,600 rn ;;o 26 12" DUCTILE: I:RON L .F . 75 0 . 00 $0 ~ 0.00 $0 0.00 $0 0 .(}0 $0 z 27 12 11 TAPPING SLBEVB & VALVB L ,S. 1 so .oo $0 $(}.00 $0 $0 .00 $0 $0.00 $0 Q 28 12 11 WET COl~CTION EA. 1 $1,DOO .OO $1,000 $550 .00 $550 $600.00 $600 $l.,60D.00 $1,600 n 29 12 11 PVC WA'l'ERLitJB L .F. 745 $24.00 $17,880 $22 .25 $16,576 $28.00 $20,960 $24.00 $1.1,880 0 30 12" VALVB & BOX EA. l. $1,150 .00 $l., l.SO $1,050.00 $1,050 $975 .00 $975 $l., l.50 . oo $1,150 31 l.2" BLO'fl-OPF ASSllttlBLV EA. 1 $525.00 $525 $300 ,00 $~00 $600 .00 $600 $460 .00 $460 32 Q II Pl/C WATBRL!NE L .P . 215 $20.0 0 $4 ,300 $18 .25 $3. 924 $23 .00 $4,945 $17 .30 $3,720 )J 6 " PVC WATERLINE: L . E'. 312 $18.00 $5,616 $12 .80 $3,994 $22.00 $6,864 $13.00 $4,056 J4 8 11 K6 11 TB& EA . 1 $300.00 $300 $200.00 $200 $250.00 $250 $240 .00 $240 35 8" VALVES BA. l. $675 .00 $675 $550.00 $550 $500 .00 $5(}0 $650 .00 $650 --l 36 8"X45 DBG BEND BA. 2 $200.00 $400 $100.0(} $200 $200 .00 $4(}0 $170. 00 $340 0 37 STD . PIRE HYDRANT BA. 1 $1,750 .00 $1 ,750 $1,940 .00 $1, 84 0 $1,750.00 $1 ,750 $1,800.00 $1,8(}0 38 8"X6• RBDUCER BA . 1 $400.00 $400 $90 .00 $90 $200 .00 $200 $100 .00 $100 l9 6 " BLO'~-OPF ASSEMBLY BA . 1 $375 .00 $375 $300 .00 $300 $250.00 $250 $430.00 $430 40 WATER SBRV[CHS L.P . 515 $18 .0 0 $9 I 210 $12 .80 $6, 592 $8 .00 $4,120 $15 .0 0 $7,725 41 9• PVC SAN . SWR . L.P . 997 $18.00 $17,946 $19 .15 $18,096 $19 .00 Sl.B , 943 $20.00 $19, 940 42 STD. SAN. !4H (6 'DBPTH) BA. 4 $2 ,000.00 $8,000 Sl,30o.oo $5,200 $1,600 .00 $6,4()0 $1,400.00 $5,600 0 X-DEPTH lolH V .F . 2 $85 .00 $170 $100 .00 $200 $125.00 $250 $100.00 $200 44 SE:WER SERVlCE CONNBCTlONS L .F. 323 $1 S .OO $4. 84 5 $18.70 $6. 040 $6 .00 $1,938 $20.00 $6,460 45 EROSION & SBDI.M . COIITROL LS . 1 $5,000.00 $5,000 $1 ,850.00 $1, 850 $2,500 .00 $2,500 $5,000 .0(} $5,000 4 6 TRENCH SAFBTY STORM DRAIN LS . 1219 $1.00 Sl ,219 $0 .55 $670 $0.50 $610 $0 . .50 $610 -'1 47 TRENCH SAPBT'i SAN . Sl'/R . LS. ll20 $1.00 $1 ,320 $1.00 $1 , 320 $0.5(} $660 $1 .40 $1,848 CTI 48 TRENCH SAFBT'i WATER LS . l.862 $1..0 0 Sl,862 $1.00 $1.,862 so .so $931 $1.00 $1,862 ~ w 49 PAYMENT BOND LS. 1 $4,000 .00 $4,000 $3,570.00 $3,570 $3,970 .00 $3,970 $3 ,000 .0 0 $3,000 ~ 50 PRRFORMANCB BOND LS. l $4,000.00 $4,000 $3,570.00 $3,570 $3,970 .00 $),970 $3,000 .00 $3,000 Ul CTI --l TOTAL PAVEMENT $255,196 $234 ,207 $236,501 $296,100 0 TOTAL DRAINAGB $71 , 72(} $75,979 $94,356 $76 ,230 --l TOTAL WATER LINE $43' 641 $36, 166 St2, 314 $40, l.Sl. -u D I 'I'OTAL SAN . SWR . $30,961 $29,536 $27 ,5 31. $32,200 ISl MlSCBLLANBOUS $17,401 $12,842 $12,641 $15,320 w lJ TOTAL BSTI.MATED CONST'RUCT lON CO ST $418,919 $188,729 $413 . 343 $460,000 ' ISl IS) w w CALENDE:R DAYS 90 100 120 180