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HomeMy WebLinkAboutDrainage Reports - 10/01/1991Final Approved Report PARSONS & ASSOCIATES , CONSULTING ENGINEERS 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FINAL DRAINAGE & EROSION CONTROL REPORT FOR WESTBROOKE P.U.D. FIRST FILING (FORMERLY:PLATT PROPERTIES) AT REGENCY DRIVE AND WAKEROBIN LANE AUGUST 12, 1991 (REVISED SEPTEMBER 24, 1991) PREPARED FOR: THE GROUP, INC. 375 EAST HORSETOOTH ROAD FORT COLLINS, COLORADO 80525 PREPARED BY: PARSONS & ASSOCIATES CONSULTING ENGINEERS 432 LINK LANE PLAZA FORT COLLINS, COLORADO 80524 (303) 221-2400 PROJECT NUMBER: 91.07 GRP FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WESTBROOKE P.U.D. FIRST FILING (FORMERLY PLATT PROPERTIES) AT REGENCY DRIVE AND WAKEROBIN LANE INTRODUCTION -This final report has been prepared in conjunction with the development of detailed site topography and final construction plans for Westbrooke P.U.D. First Filing (formerly Platt Properties). It is the intent of -.this report to provide additional information for those.issues identified by the preliminary report as well as address the concerns outlined by the City of Fort Collins'staff members. This report then will redefine drainage boundaries, determine runoff quantities and detention volumes (if needed)' in accordance to the guidelines established by the ."City -of Fort Collins Storm Drainage Criteria Manual SITE DESCRIPTION Westbrooke P.U.D. First Filing is located in the Southeast Quarter.of section 341, Township 7 North, Range 69 West of the 6th. Principal Meridian, City of Fort Collins, Larimer County, Colorado -1- ' or more generally described as being located North and West of the intersection of Shields Street and Harmony Road just North of .Wakerobin Lane (See figure 1). The preliminary design and report ' addressed a 31.9 acre parcel bounded by Seneca Street on the west, ' Troutman Parkway on the north, Wakerobin Lane on the south and the Pleasant Valley and Lake canal on the east. The Westbrooke P.U.D. First Filing includes.only the southerly 19.13 acres of this parcel. 1 ' LAN_ D. USES ' The land uses are varied adjacent to this project. On the west adjacent to Seneca Street are,two school campuses, Webber ' Junior High and Johnson Elementary. The area to the north of this project is master planned for a regional park, regional detention ' facility and multi -family development as part of the Mountain Ridge ' Farm. On the east the Pleasant Valley and Lake Canal makes a natural ' buffer to the higher density and commercial uses proposed in the ' Pineview:P'.U.D. To the south is the Mail Creek Drain�ageway Regional detention Pond #i. This pond accepts drainage from approximately 159 acres of the Mail Creek Drainage basin including ' -2- ' PROJEC7 SITE 1 ,1 1 1 1 1� 1: 1 i VICINITY MAP N. T. S. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 Westbrooke P.U.D. First Filing. Graded channels along Harmony road, Regency Drive and Seneca Street assure that runoff is conveyed to this facility.' i This report is intended to address final design, issues for the first phase of this two phase project. Phase I will be developed as seventy (70) single family residences -as amended Area B of the Master Plan for the Villages at Harmony West P.U.D. This area is currently undeveloped and covered with native grasses. The site slopes to the south with.an average slope of l.% HISTORIC DRAINAGE Westbrooke P.U.D. First Filing sits along a subbasin boundary between the McClelland Drainage Basin and Mail Creek drainage basin. One of the criteria for selecting a phase line for the total parcel was to identify a line which conforms with drainage boundaries. The grading and drainage plan show that this was accomplished as this phase drains entirely to the south and is totally contained in subbasin #85 as identified in'.a•study entitled "McClellands and Mail Creek Major Drainageway Plan". prepared by Cornell Consulting Comp"any and John S. Griffith in December of 1980. -3- The location of this Phase I greatly simplifies the drainage requirements for the development of the initial 70 lots. Drainage to the north including the 39 lots proposed as�Phase II flow away ' from this site .to the McClelland basin. Flowp on the east side of the Pleasant Valley and Lake Canal also flow away from Phase I 1 through the Pineview P.U.D. area to Shields Street. Flows from the ' school site to the West as well as those flows in Seneca Street and Regency Drive are directed towards the channel along the north side ' of Regency Drive. These flows cross under Seneca Street and Regency brive in twin 34" X 53" horizontal elliptical reinforced ' concrete flow into pipe and the Mail Creek Drainageway Detention ' Pond #1.' Therefore, no offsite drainage impacts the proposed 20 acre Phase I site. In addition no flows from•the project site ' impact adjacent areas. On -site drainage flows from north to south towards Wakerobin Lane. These flows are diverted to a 36" ' reinforced concrete Wakerobin pipe under Lane where they are ' eventually discharged into Detention Pond #1. It should be noted that as stated in the original drainage study for this area, ' (subbasin 85) (see figure 2) detention volume was provided in the existing Detention Pond #1; therefore no flows from the project area affect adjacent areas and any -required detention for the phase ' I project has been provided for in Regional Detention Pond #1. -4- '{,::. a '. • . .. Sil::'.: ... / :.... .:>: !.� •:..Y ::.: �...:... .. '..• ..+: _`...i-':. .. . .. ..: L'. ..+:.•. ,... FIG. - 2 DESIGN CRITERIA The Rational Formula -as identified in the City of Fort Collins :Storm drainage Design criteria has been used to calculate storm :water runoff flows for the developed 100 year return period.. PROPOSED DRAINAGE Proposed drainage improvements will consist of street curb and gutters and storm sewers.-. in no circumstance will runoff from subbasins be allowed to exceed street capacities. A summary of each of the subbasins follows: SUBBASIN A ' Subbasin A includes sheet runoff from back yards from the lots along the west side of Mill Creek Court.as well as adjacent ' Street flows. Adjacent street flows include the southeasterly one- half of Seneca street and the northeasterly one-half of Regency Drive. This water enters into the drainage channel along Regency ' Drive via inlets where it continues to the regional detention pond. Inlets are located -at the northeast corner of Seneca Street and ' Regency Drive where the culverts cross under Seneca Street. Inlets - are also located at both the northeast and southeast corners of the ' Regency Drive and Wakerobin Lane intersection. -5- 1 1 1 1 SUBBASIN B Subbasin. B is. approximately 3.3 acres in size and includes the lots along Mill Creek Court. Flows from Mill Creek Court drain via street curbs into the north curb line of Wakerobin Lane. These flows continue easterly to the low spot in Wakerobin Lane.. A new inlet and pipe under Wakerobin Lane will convey 100 year flood flows to the detention pond. SUBBASIN B, Subbasin B1 is approximately 0.50 acres in size and includes the south portion .of Wakerobin Lane. These flows are diverted into an inlet on the south side of Wakerobin Lane and conveyed to the detention pond. SUBBASIN C Subbasin C is approximately 5.1 acres in size. Drainage from the lots adjacent toShadowbrooke Court run towards the street curbs and then proceed to the north curb line of Wakerobin Lane. Flows here combine with runoff from MilltCreek Court and proceed to the new inlet at the existing low spot of Wakerobin Lane. Overtopping of Wakerobin Lane can be expected in the 100 year -6- flood. These flows will find their way to the inlet on the south ' side of Wakerobin Lane into the new inlet here and pass directly into the detention pond. See street flow calculations for ' additional information. SUBBASINS D & E Subbasins D & E include approximately 6.5 acres. Runoff ' from lots adjacent to Westbrooke Drive and Westbrooke Court run towards inlets at the intersection of the two streets approximately ' 400' 'a north of Wakerobin Lane. Inlets at this intersection and ' 367 concrete pipe will convey 100 year flood waters to the detention pond. ' The Mail Creek Regional Detention Pond #1 has a spillway ' elevation at 100.12. It is anticipated that Mail Creek runoff will fill the pond to this maximum elevation in approximately 120 ' minutes. The longest time on concentration for any Westbrooke subbasin which drains into this pond in 22 minutes. It is expected that runoff from Westbrooke will: be conveyed through the detention ' pond prior to the major accumulation of water from the overall= basin -runoff. Based on this assumption, the storm sewer system ' including street, inlets and storm drains were sized to convey the 100 year flood directly to the pond with pipe inverts being above ' existing water elevations. -7- I 1 As the regional detention pond fills during the 100 year storm event, water will back up into the storm sewers. This is not anticipated to cause problems to the Westbrooke Subdivision. Once the detention pond is full, water in Wakerobin Lane will pond .4 feet deep before overtopping the south curb and running directly back into the detention pond. The elevation of the. back of walk at the south inlet on Wakerobin Lane is 101.42. The elevation of the inlet is 101.02. During the.100 year storm, water will also back into the 36" storm sewer in Westbrooke Court. The back'of walk elevation at the easterly inlet in Wakerobin Court is 102.29. The inlet elevation is 101.89. No water from the detention 'pond will back up out of the inlet. into the street. Any runoff from basins D, E, F, &.G will pond .4 in the street before spilling into the channel between lots 65 & 66 and spilling into the Pleasant Valley and Lake Canal. SUBBASINS F.& G ' Subbasins F & G includes,approximately 1.1 acres and include's .the front yards along the 'east side of Westbrooke Court. `' These two, basins drain into the inlet at the intersection of .Westbrooke Dive and Westbrooke Court. Inlets at this intersection and a 36" concrete pipe will convey 100 year flood water to the -detention pond. Flows greater than the expected 100 storm will be conveyed to the east in a concrete -lined swale which will eventually spill into the Pleasant Valley and Lake Canal. NOTE: The existing 36" pipe under Wakerobin Lane will be salvaged and reset as part of the new 36" outfall. SUBBASIN H Subbasin H contains 3.6 acres. No concentration point! exists, in this basin. Flows will consist of backyard runoff which will sheet flow into the Pleasant Valley and Lake Canal. These sheet flows from grassed back yards will contribute less water into the Pleasant Valley and Lake Canal. Existing low lying areas that did not drain to the south and spilled into the Canal will be eliminated. REGENCY DRIVE CHANNEL: A 50 foot easement has been provided for the existing channel along Regency Drive. This provides room for a sidewalk adjacent to Regency Drive, and also provides fora 10 foot wide flat area MMZ I 1 1 between the edge of?the existing channel and proposed property lines. The .existing channel as graded will convey approximately 400 cfs (see attached calculations). Culvert crossings at Seneca Street and Wakerobin Lane restrict flows:and reduce total channel capacity along Regency Drive. A preliminary HEC-2 drainage analysis sets the water surface elevation at Wakerobin Lane at 104.48. The building pad at this location is 105.00. A copy of a portion of the preliminary HEC-2 run and map as provided by the Storm Water Utility is attached. Upon completion and approval of the HEC-2 analysis, a final water surface elevation shall be determined and the lot grading modified if'necessary. DETENTION STORAGE Storm water,generated from this project will be detained in regional Detention Pond #1. This facility will have an approximate surface area of 7.3 acres during the 100 year storm. It has been designed to detain the 100-year developed runoff from 195 acres including this project,. The water elevation during the 100 year -- event will be 101.12 and time to peak,is approximately two hours: -10- .1 CONCLUSION ' Drainage from the Westbrooke.First Filing has been accomplished by means of street drainage and storm sewer conveyance rto the Mail Creek Drainageway Detention'Pond #1. Only developed r100-year flows were considered in the analysis since no detention will be needed on -site. The proposed 70 lot development boundary closely follows the existing drainage basin boundaries. r EROSION CONTROL This project will be constructed in two phases.. Phase I -A ' will involve the construction of Westbrooke Court and Westbrooke Drive adjacent to lots 35 - 70 on 10.00 acres, a temporary' emergency access and 36" storm sewer with inlets.. Phase I-B will ' involve the construction of Mill Creek Court and Shadowbrook_e Court adjacent to lots 1 - 34 on 9.13 acres including new inlets and 24" storm sewer under Wakerobin;Lane. r i PHASE I -A It is anticipated that Phase I -A will be constructed from rSeptember to November 1991. A number of measures will be implemented to provide water- and wind erosion control on the rsite. The site will be stripped and graded. Approximately five 1 building pads will be left as bare ground at any one time. The -11- r remaining areas will be seeded or mulched. This will provide protection for both water and wind erosion.%Subbasin F, subbasin G, and the front one-half of lots.along Westbrooke Court in.subbasin i D & subbasin F will be planted -in a temporary crop of spring wheat. The remainder of the site will be mulched with 2 tons of hay per acre. The construction of the utilities and streets will follow and gravel filters will be constructed around the inlets at Westbrooke Court and Westbrooke Drive. PHASE I-B i Phase I-B will be completed towards the end of.Summer in-1992. A similar construction schedule and erosion control plan as in Phase I -A will be followed. Temporary grasses will be planted on the front one-half of lots along Mill Creek Court. The remainder of the site will be mulched when grading is completed. Gravel filters will be built around the inlets at Wakerobin Lane when utilities are completed. -12- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 S U B B A S T N S UM M A R Y SUBBASIN AREA RUNOFF RUNOFF DESCRIPTION (ACRES) 92 Q100 -----------------------------------=------------------------------ (cfs) (cfs) . A -- -- -- Discharge to Regency Channel B 3.3 3.2 11.3 Discharge to Wakerobin Inlets B1 .6.5 1.2 4.8 Discharge to Wakerobin Inlets C 5.1 4.5 15.8 .' Discharge to Wakerobin Inlets D 3.8 3.5 12.4 ., Discharge to Westbrooke Court. Inlets E 2.7 2.5 8.8 Discharge to Westbrooke. Court Inlets F 0.7 0.9 3.2 Discharge to Westbrooke Court Inlets G 0.4 0.°6 1.9 Discharge to Westbrooke Court Inlets H 3.6 -- -- Sheet flow irrigation ditch RAINFALL 'PERFORMANCE STANDARD EVALUATION •-------------------------- 'ROJECT: We5l6/oo ------=------------------=- S :OMPLETED BY: II .JP{i Couc4 D ------------------------------------------------------ )EVELOPEDIERODIBILITYI 3UBBASIN i ZONE I. Asb I (ac) I Lsb (ft) I Ssb I I _(%) .1(feet)'I -----i-------I Lb 1 ------=-I---------- B -.I-------I-------I- Modcra�E 1 j I 3.3 11 720 i I /.0 I I 30 D . 111 od e(a�e 3.7 I i I I E I I Mode(ale I i Z1 i 630 i 0.9 hndfiafe i i 46o i .o.6 G ' I Mod fra �e d. q 38o �. o. $ N I MoJP�q�e j 3.6 I 15,0 12.o j I I � CoM�,o,�l� iPtiole IIiB C�dc) I(J-3 A7f.t. f J. P9 FANDARD FORM A ATE: q /Z- v --------------- Sb I PS (�) I (�) I �g 0 j 78.4 I 79.3 77.1 73.2 74 A I j 79.1 i I -A (I E, F, 774} i 07 (712 t ---------------- HDI/SF-A:1939 EFFECTIVENESS CALCULATIONS ---------------------------------------- ----------------- (PROJECT: (N4,fe' t013 (35`7o) STANDARD FORM 'B 1COMPLETED BY:. ifff, cauck DATE: 7-R-7i Erosion Control C-Fictor -P-Fa'ctor Method Value -Value Comment 7-� ------------- 89(t Gov [ -------------- 00 .1-00 ----- -- gods / walks J ; 0 01 116Q IS° Sill 61.0vel rillos 140 0.90 Wei/ bw 6' vIf I) If 0. q� 1.00 pov�44cd Cround 1100 0,10 s.jEflo I/ - Mulch -----------------`­--------- 0.06 7 --- 1100 ---------- -MAJORI PS I SUB I AREA I BASINJ I BAS I N (Ac) i CALCULATIONS 1 1011, ----------------------------------- 6rugld It IA .1 771 4 H9 000 5,60 wellhid p 0.90 79.1 4 4 76.7 777, W14, J F(#j t,eq Bale A(f aj be kouj4 toed 50,11', 517C 10 bf nyl(ked 20%, 7 -------------------------------------------------------------- HDI/SF-B:10189 :: , F7 EFFECTIVENESS CALCULATIONS --=----------------I�----------------- --------------------------------- PROJECT: 1les)LlooFe (PhAfe I Q)(L°fs 1-3(1) STANDARD FORM B (COMPLETED BY: Jeff (00 DATE:9 z91 I I Erosion Control C-Factor. P-Factor I Method Value Value Comment I ---------------------- Qorc 6r0und -------------- 1.00 1.00 , I 5 L°1s IS/o Ropes /Walks 0.01 1.00 1s% stfe I Gravel F,/Pr - 1,00 0,ro W041(dki 4W TAVJ 7rMpor9il.-Ue'yy 0,9f 1,00 sA,,:f w,4r 2070 I en[rI Groga 1.00 0,90 S l°Ir IS/o -------Roe1k yak -Mu1`k------ -------0104 ---------L:oo--------7J�us1/c -� ------ MAJORI PS I SUB I AREA I j BASIN( (ro) IBASiNI (Ac) I CALCULATIONS I -----I—=----I-----i=-----1---p--------L------------qq----------------------I PZ43 i 78e I6 I �.y i ;ROP�S(G✓Q'M1� = 1 tL 17flef (15°�) f I bar{ 6(auod = 1.?6 Ares 05 Tempe(at/ 1,6f &'#j • 00 I I I I DI/SF- I I I I I B:1989 I P�y l)rpes '. I u � S1�gIJ Spn�S W4�q{ - ilulrll Q°t W�r�6k6 c (1,11)(,Gr) t (�,`FJ(Y_s)f.(9z)(_0o f (1?o Ir/tr h�f4 P (G_9o)iL7G)....I (I0)L5_i6 g.p _ ,17 Wh� r(OSIGn Qar� F�reo� IG �a fou�he4edl fr) 1P Mu�C��4 � be �F,�Po,4r,J Ser�r4. I I --------------------------------------------I CONISTRJUCTION 1SEQUENCE PROJECT: WPfID/OaFP t r3"A)(L01s JF-7,0 STANDARD FORM C. ' SEQUENCE. FOR 19 `IL ONLY COMPLETED.BY: �P�1 (�p(,G' DATE: i'IZ"9I ' Indicate by use of.a bare line or symbols when erosion control -measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. ' I YEAR - MONTH iAli,_I 5rP{_I OCf_I LVdJ_1 Q"(.I_Tnv I- -I--I----I----I----I----I OVERLOT GRADING------------ -- i- --- I 1 , WIND EROSION CONTROL i TadP(LofLtw os Soon as Slfc !S o'9rade r -Soil Roughing I Perimeter Barrier :Additional Barriers I' ' Vegetative Methods (SrP dflaw) I ,._ Soil Sealant Other I i RAINFALL EROSION CONTROL I STRUCTURAL: Sediment--Trap/lBasin Inleti Filters Straw Barriers Silt Fence Barriers Sand°Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other ' $ioGo SNVti (orttl a?r�� VEGETATIVE: Permanent Seed Plantingl. Mulching/Sealant Temporary Seed Plantingl - jx--- Sod Installation I Nettings/Mats/Blankets I Other I_ - --- ----------------------I.---------------------------------------- ------------ ----I STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED HDI/SF-C:1989 APPROVED BY CITY OF FORT COLLINS ON I :1 PROJECT: In�s��rooFr CONSTRUCTION SEQUENCE (thair IT). STANDARD FORM C sEotiENCE. FOR 19 92 F. ONLY COMPLETED BY: ,Jrf{ (ouch DATE: 9h9I Indicate by use of a bar line .or symbols when erosion control measures will be installed. Major modifications to, an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR I . --------------------- MONTH_ I :Jai I Fri. I f1a�ti I /Ip�ri I flay - I Ja,_r- I J41y- I Au _ I S� �_ Crl - I �aj- I Be( OVERLOT GRADING ! �I WIND EROSION CONTROL Soil Roughing ' Perimeter Barrier Additional Barriers -� Vegetative Methods Soil Sealant Other .1 I RAINFALL. EROSION CONTROL. STRUCTURAL: Sediment Trap/Ba"sin Inlet. Filters- -- -- - Straw- Barriers Silt .Fence Barriers Sand Bags. Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving) Other V To6e fun I �f td 03 SoO4 43 Sill IS fo y0 e. ' S'fo/n RWe/ (a+Sl/q�i�w VEGETATIVE: Permanent Seed Planting) -Mulching/Sealant -- - --. Temporary Seed Planting[ — -- ---- -- - JF- I. Sod Installation.: Nettings/Mats/Bl'ankets I I Other I I ------------------------- --------------------,----------------------------------------I STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED HDI/SF-C:1989 APPROVED BY CITY OF FORT COLLINS ON PARSONS & CLIENT Oojln JOB NO. 531 ASSOCLAMS PROJECT will ba( k ( fmql�-, CALCULATIONS FOR — CONSULTING ENGINEERS— --L--OF FL C.M.6 Colorado 80524 MADE BY j DATE CHECKED BYDATE SHEET (m I 4- 7'- -1 Tj- Mo top, j voo do �j o v pi I i;BOO w 4y, 4Y, y7 — PARSONwS-rC& CLIENT -hi G( �! JOB NO. n IASSOCIA ! ES PROJECT tm j hob "f CALCULATIONS CONSULTING ENGINEERS yrT Ft Comm Colorado B057A MADE BY'?�r DATE` �" DATE %( - SHEET I i f 1 1 r i / PARSONSTI& CLIENT v�Ou JOB NO. V o7 ASRSOCIA /7LCS PROJECT v✓ CALCULATIONS FOR L �031� Raw CONSULTING ENGINEERS JW� -7�-q/ QrU' �'ZO-�I 2g Ft. Colli.v, Colorado 80524 MADE BY DATECHECKED BY' DATE SHEET OF _. ' ' I if _,� r Su6basr� rg T /Ia7 i 1 w4,jj. a 4[cAU }tv 1'y/�l f'r Vl /Vv L-//.l'r -P . 4crU�Odf7nafriG6T S�io GiJ6/rr —; — —+--i j ri L� Q iCfl�otl_. I i; F I , I Fy4,P 3-1 ,ori v 41 I S.SO -Lit— A—- �: } i I 1 - - - 1 — - pock�'�ra t© fled %_ F�yvi� J /,Ilet /ra�i,_15�C1 %:� Z V: l:l �x< 7c °.; 7Z -- ' � T lS.g..ClS; 5 i la I� i _ ). 7r ? 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MSPARSONS & CLIENT - ASOCIATEV S PROJECT �,,d bi CALCULATIONS FOR CONSULTING ENGINEERS L .21 LL MADE BY— w DATE CHECKED BY DATE SHEEt____ --OF Ft. CoMma, Colorado 80524 If L. J 1) 'fl 14 ('rm L T 4 - _4 --- --- - A k uf -m! Cft _113 .177 J) /i y Th f ----- ----- r 1 4 7, Pei QZ 1 L jj� 4'd� id j4 te 1:; 2� u! Im, flip _-T I rA. r 4 15 If L ck, Q; k/ -Too Fp'F1 10'w VOW Iggh- comd 1;1 le 6 0(r lvd/ Sjl /Icrl f (9m _pow 51 lt� el, FMPARSONS & CLIENT- Tilf clml(qv JOB NO. Vo ) W ASSOCIATES PROJECT CALCULATIONS FOR ob(oh(f) CONSULTING ENGINEERS Jvc MADE BY DATE" CHECKED BY DATC ELY SHEET OF Ft. Comm, Colorbdo 8052A !L L I i I I I. I I I .1 PARSONS & CLIENT Th r G f gyd J013 NO. 11. CAP M ASSOCIATES PROJECT A7 d ke CALCULATIONS FOR 1111011"OeL COY'[ CONSULTING ENGINEERS Ft. CoMns, Colorado SOS24 MADE BY— jwc DATE 6 -11-71CHECKED BY firt p DATE 5'-21 SHEET---- OF Tiet" AI OT, ;I U, M:1411numl 76 .7: 3.5 (fs j'( Pilko y)c?(I Y' t Y. t s (I1 Nid 11ok ("WI) -4/rijim-tf Gm1 2v 1 0. L t j IS 07, A'!• D /0 0 4'a q. g-1 Olojw Am) -Tp;kt- op zl.? c.-fs Vs( Ftj�p low1d depA wl Ibe 7(i .1 1 - -- Of" Ivill a i iw- Curd WiA wly PO4 T.j MV flot wth mivol n, (lown , 7W isfirij (11 i �P.ARSONS& CLIENT L� ' 1e 6rayie JOB NO. 7/11 / 6n f RASSOCIAM PROJECTyes hf0yIt CALCULATIONS FOR 14((5/41-0crud CONSULTING ENGINEERS 1V( . -9 011 E �/ E-91 % �j FL Collins, Colorado 80521 MADE BY J DATE G�HECKED BY DATE SHEET OF -r -: ,&'-flf} '• � 1 I �} = 30 3-1 e I _ ti cu.b rlowJ S / iFya 3 z + U_I s fl i A � , , - - - �Yo UvIf Ia4A V -i•� �o rryN�f. trc' JC�,n T ?----�--'. a 0V u6�fis.�ns FitUd ,G CeMb(n� d ire how S� n 2i�+si�1P I , ./L �I, /R. .:_ _ �_ _. - -- i � _..., .4 �— -f, fi/�• _ / ( Ch' i r l !u</rt PARSONS & ASSOCIATES CONSULTING ENGINEERS Ft. Collin. Colon.& 80524 i CLIENT 61 ucv� JOB NO. Z.rl I AT PROJECT MADE BY- DATE CHECKED BY—LI If—_ DATE SHEET OF _4 4. -1 T_ - Z1 7 4 t _4 1(j V /JS og yp. dj._' of . Z-4- -1 ef!.f_j L !&Ji eo" _TO) 41-r r/3 T-7— I-J I 771, 67fe a of', 3,1 TF­; f 1 -T- LAW. (J,-- 4V tiz . .7 I—] A. jel e. I-V j lk" k �•,rt .l... t: > v..I .. t >. n .....>....kl 'ti9➢�' LY.i_i/A.SI'Jw4'.!u>..>vi.'- rr. +a..: i.N_..�:.rr I � fY i �'• 192 CONCREFG 111111: UI SIGN MANUAL. I' FIGURE 5 FIGURE 6 k FLOW FLOW FOR CIRCULAR PIPE FLOWING FULL - BASED ON MANNING'S EQUATION n=0.013 t: 5000 5000 ` 40004000 . ' 3000 I.. 3000 !Nu 2000' -j i lap 2000 I" - - 1000 — '800 - 600 , 1000 500 pup �26 800I_- 400' _ -I- 600 500 I'. ' 1 o o 66 Off/ 26 I u) . 100 80 24 w i a 50 60 4a p2 22 w 40 _ 20 30' 18 �I6 2p ' r 2016 I z - I p 10 14 J � 8 „ • 6 5� I 12 , 31 �pCn �ti 10 2 I i g 41 FT/SEC , 8 1 1t 6 2 fi .4 .3i i 2 h .01 .02 .03.04.05 .1 .2 .3 .4.5.6 .8 1 2 3 4 5 6 810 I� SLOPE OF PIPE IN FEET PER 100 FEET o • zo 300 U W `n 200 w F- w Lu 100 U 80 60 z 3 50 of 40 L� 30 20 10 ' 8- .6 ' 5. 4.- 3! 1.0 2 .01 .0 1 1 1 1 1 1 1 07-24-91 08:21:02, '! i`,/ t__C. f7 f PAGE 5 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 OLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XL08L XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3464.00 4.94 104.84 .00 .00 105.02 .18 .36 .04 101.65 250. 7. 106. 137. 10. 24. 54. 0. 0. 101.65 .01 .71 4.39 2.52 .060 .013 .020 .000 99.90 147.22 .002175 96. 96. 96. 2 0 0 -71.86 131.20 278.41 I 8930,RDST NOT ON GR CARD 154.99 •SECNO 3465.000 3465.00 5.03 105.03 .00 .00 105.07 .04 .01 .04 101.75 250. •33. 61. 156. 40. 39. 92. 0. 0. 101.75 .01 .82 1.55 1.69 .060 .035 .020 .000 100.00 145.93 .000324 10. 10. 10. 2 0 0 .00 134.36 280.29 •SECN0 3466.000 - 3466.00 4.45 105.05 .00 .00 105.07 .03 .00 .00 104.30 250. 1. 183. 67. 4. 124. 66. 0. 0. 104.80 .01 .20 1.47 1.01 .060 .035 .020 .000 10" 144.33 .000250 10. 10. 10. 0 0 0 .00 �'38.2 282.61 * ECNO 835.000 3265 DIVIDED FL 835.00 3.54 105.04 .00 .00 105.24 .20 .08 .09 106.27 250. 0. 245. 5. 0. 67. 3. 1. -1. 106.11 .02 .00 3.63 -1.59 .060 .035 .020 .000 101.50 159.01 .002851 130. 130. 130. 2 0 0 .00 6.01/' 257.38 'SECNO 955.000 955.00 3.03 - 105.35 .00 .00 105.69 .34 .38 .07 107.23 250. 0. 250. 0. 0. 53. 0. 1. 1. 106.21 .03 .00 4.71 .00 .060 .035 .020 .000 3 145.38 .005657 98. 98. 98. 2 0 0 .00 28.78` 174.16 'SECNO 11021.000 11021.00 2.38 106.06 .00 .00 106.48 .42 .75 .04 109.21 250. 0. 250. 0. 0. 48. 0. 1. 1. 108.40 .04 .00 5.18 .00 .060 .035 .020 .000 103.68 150.82 .007622 115. 115. 115. 2 0 0 .00 285 179.34 R WEBBER JR. HIGH r SCALE 1'=100' r