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HomeMy WebLinkAboutDrainage Reports - 05/11/1993+tg 1sutM(t?A-Lf)M PROPERrY OF FORT COLLINS MIIITIES Final Storm Drainage Report Phis? Arproued Repot Ozts�3 Replat of Sandcreek Village III P.U.D. STEWARTAA.SSOCAFES Consultin3 En3ineers and Surveyors 103 South 11Q_Qdlum SLw-el font. CoLti", Coioaado 80521 3031482-9331 TOPICS - Executive Summary - Storm Drainage Report - Erosion Report - Erosion Control Design/Estimate - Times Of Concentration Runoff Computations - Hydraulic Design Information - Street Gutter Capacity 2 & 100 yr. — Detention Design Referenced Attachments COVER / LOCATION PINK BLUE GREEN YELLOW GRAY RED EXECUTIVE SUMMARY The drainage basin master plan for the Evergreen Park- Greenbriar Drainage has previously approved this development. Improvements in the surrounding area adjacent to the project are anticpated. All adjacent properties have been addressed. This is a fill-in of a previously approved, yet not completed PUD. Storm water release rates are not applicable, as we are utilizing an existing undeveloped retention facility.. There is no upstream concerns for this 10.1 ac of the Sandcreek Village PUD completion. No developed upstream flow applies to this project. No storm water flows will be detained on site. - No areas will be left with a grade of less than two percent. No detention improvements are being proposed as part of this project. However, we have done the exercise of sizing a facility for future regional inclusion.. Property damage -.will not. be expected as a result of this 10.1 ac development. NOTE: Please refer to the report for details of this project. These are included in the attached Storm Drainage Report for Sandcreek Village III PUD and accompaning computational work. b\reports\sandcrek.sum Final Drainage Report For . The Replat of Sandcreek Village III General Site Conditions Sandcreek Village III is located in the Northwest 1/4 of the Northeast 1/4 of Section 1, Township 7 North, Range 69 West, of the 6th P.M.. City Of Fort Collins, County of Larimer, State Of Colorado. The site is about midway between North College Avenue and North Lemay. Specifically, on -the northeast corner of the intersection of Willox Lane and Bramblebush Street. Boundaries include the aforementioned roadways along with the Eaton Ditch to the north and Sandcreek Drive on the east. There exists approximately 3.2 acres that will remain undeveloped along the south side of the ditch (north of this site), following these site improvements. HYDROLOGIC CONDITIONS Sandcreek Village III, falls within the Evergreen Park- Greenbriar Drainage basin. The streets existing around Sandcreek Village, Sandcreek Drive on the east, Willox Lane on the west, and Bramblebush Street on the south have all existed for a number of years. Also, Agape Way on the interior if the site with it's one building triplex, will be a contributing factors. The site has clearly defined boundaries which enclose an hydrologic area of 10.1 ac which includes one half of the adjoining streets. Replat Sandcreek Village III Page 2 When you remove the 3.2 ac that will not be a part of this development, 6.9 ac will actually be under an intensified usage. Basin configurations are shown on the Grading and Drainage Plan (GDP). Rainfall intensities were figured for each basin independently, and are shown on the Basin Runoff spread sheets along with the times of concentration (TOC). Total surface runoffs for the 2, 10, and 100 yr storms are 9.81 16.7, and 33.6 cfs respectively. These are generated from all sub -basins with the exception of developed sub -basin SB-6. SB-6 will however be included in the hydraulic design of the piped conveyance network identified on the GDP. Within this development a number of specific hydraulic structures will be constructed to handle basin specific concerns. Noteworthy, is that developed SB-8 has been divided into four minor basins. This was modeled as an "average area" to establish runoff between houses adjacent to Bramblebush (see GDP). In the overall scheme however, the basin was included in its entirety. These specifics will be discuss in detail in the hydraulic section of this report. All hydrologic design consideration had met the standards of the Storm Drainage- Design Criteria and Construction Standards (SDDCCS). Replat Sandcreek Village III Page 3 SITE HYDRAULICS The bulk of the control for storm runoff will be handled above ground in earthen swales. This is a viable option because of the naturally existing topography.. Swales will all have grades of greater than 2 percent..thus eliminating concerns over swamping. Swales labeled "Swale SB-2" and "Swale SB-5" were designed for back lot drainage (see GDP). Also, in SB-8 the average flow between houses computed to be 1.2 cfs (100 yr) and will be maintained within the easement (GDP). The exception to this overland control is the existing curb inlet on Agape Way Inlet (IC). Inlet IC was constructed several years ago and sized to handle the fully developed cul-de-sac. What will be required, is a realignment of the piping exiting the inlet. Hydraulic modeling using "UDSEWER" :was undertaken.to confirm existing hydraulic capacities. The inlet at the northeast corner of Willox and Bramblebush IB is the junction point for this piped flow and surface collection for the entire site. A total 2 yr rate of 10.6 cfs (see Design Runoff Comps.) will be the design criteria for the hydraulic combination of inlet IA and interconnecting piping from IC. The realigned piping will have to carry .7 cfs (SB-6) in a 15-in RC pipe. The new alignment will not deter from the effectiveness of the existing pipe sizing or slopes, (reference the GDP) to carry these design requirements. Replat Sandcreek Village III Page 4 Working further. downstream, the existing inlet IA at the northeast corner Willox and Bramblebush intersection will be enlarged to an 12-ft from the existing 4-ft to accommodate the newly developed storm runoff. The piping crossing Bramblebush from IB to, the south is-l8-in and is capable of. carrying the 10.6 cfs total 2 yr runoff being directed towards it. On the opposite side or the southeast corner of the Willox and Bramblebush intersection, is an existing inlet IB that will function as the junction point for our development flow along with one half of 680-lin.ft. of Bramblebush (0.27 ac). Resulting in a total capacity requirement, initial event, of 11.4 cfs in the 21-in pipe crossing Willox. Here flows will not require modification to the existing piping crossing Willox flowing west. Additionally, inlet capacities will not be affected on the aforementioned southeast corner inlet IB. Occurrence of a major storm will result in utilizing a portion of the street capacities indicated in the Design Computations. No encroachment to adjacent structures will result from this storm however. The "low point" on Willox is approximately 450-ft south of the intersection with Bramblebush. This will serve as the design point for street overtopping. Water that does overtop the centerline grade, will release to the retention area west of Willox. A depth of ± 0.2-ft will be the conservative depth of flow across Willox (see design Comps.). Conservative best describes this depth estimate since none of the additional available piping capacity is included to reduce the overtopping design requirements. 0 Replat Of Sandcreek III Page 5 RETENTION / DETENTION Detention has been sized for this development and release rates established. Construction of this facility will occur at a later date. The interim will utilize the existing retention area that exists southwest of Willox Lane as identified in the Preliminary Storm Drainage Report. This. area .is surrounded by "cutoff" ditches constructed as part of the Willox Lane improvements and include sufficient area.to retain now, and detain at a later date, these minor runoff rates. Detention required will be 1.09 ac-ft with an allowable release rate of 3..0 cfs from the historic basin. An offsite easement is dedicated to the City specifically for the retention area and included in an attachment to this report. M Replat Of Sandcreek III Page 6 CONCLUSION This minor project in the Evergreen Park-Greenbriar Storm drainage Basin will have no major impact on the health and safety of residents in and around the area. The fact that the bulk of the facilities have been approved and constructed previously necessitated merely_ a.review and confirmation of previous work. This "fill-in" project will not adversely impact use of this property or surrounding land owners. Should question arise during the review of this report or any aspect of this project please do not hesitate in contacting myself or Alex Evonitz of our firm. n83 Franklin D. Blake, P.E., L.S. L/NO£NME/R LAKE 1(IGi�ll�i MAP EROSION CONTROL REPORT Sandcreek Village III is located in an area of high rainfall erodibility and in the moderate wind erodibility zone. The. existing site contains 80 to 90 percent ground cover, and this vegetation will be disturbed during residential development activities. Overlot grading is being anticipated within this entire subdivision. In looking at the balance of available rainfall erosion option, it has been concluded that straw and mulch will be included as a supplement to silt fencing and gravel barriers. Straw and mulch over 2.86 ac of the site will bring the effectiveness in line with the required performance standard. Only one street/ cul-de-sac will need to be constructed as part of this replat. Sandcreek Court will be new construction, and there will be some excavation for the abandonment of the unused utility stubs. To prevent sediments from being washed onto the existing pavement during grading and reseeding, silt fences or straw bale barriers will be required. Also, gravel filters will be placed over all existing inlets in Agape Way, Willox Lane and Bramblebush as indicated. This combination of methods will effectively control both wind and rainfall erosion during the period of residential construction. Should questions arise during your review of this report please do not hesitate in contacting our offices. Respectfully, .. aD *gym 7839 1n D. Blak P.E., L.S. .N STEWART&ASSOCIATES Consulting Engineers and Surveyors April 23, 1993 Mr. Glen Schueter Stormwater Utility City of Fort Collins P. 0. Box 580 - Fort Collins, CO 80522 Dear Glen, The following is the cost estimate for the erosion control measures for Sandcreek Village 3rd.Replat P.U.D. 1. Rock Filter $ 100 2. Silt Fence 900 L.F. $1800 3.. Seeding and straw mulch — 2.86 Ac. 3737 Total $5637 The cost for reseeding the entire subdivision is $6161 for 21,446 square feet. The collateral would then be $9241.50. If you have any questions concerning this estimate, please call. Sincerely, Richard A. Rutherford, P. E. & L. S. President RAR/jm James H. Stewart and Associates. Inc. 103 S. Meldrum Street P.O. Box 429 Ft. Collins, CO 80522 303/482-9331 Fax 303/482-9382 po n.,p A. IrUT p•, *: 5028 pa�F�Ofr ;G`V�P��. i RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: Sc'#Q% .Scndcreelt- Vj)bSc STANDARD FOR COMPLETEDBY:DATE-lqj ► ----- ------------------------------------- T_ (DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb P SUBBASIN ZONE (ac) (ft) (%) (feet). (%) (' ---------------------- n/E7 �..c, GOO 3.0 C00 3. 82 I SITE I I I i ---------------------- DI/SF-A:1989 EFFECTIVENESS CALCULATIONS --------------------- -...... PROJECT: SAIV -P-EEk Vlc-4.q e Sea 2EP�cr P• U.a:. STANDARD FOP,11 B COMPLETED BY: f A E. DATE: ¢ z3 93 Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------- gAse S011 ----------------------------- S'r2E.aTe WALkl ... 0. 0. 61 /.00 &RAv6L T--i1-TE,- boo 0•80 ST!?.AW BAeP-lE2, /• 00 O•g0 SEe D .Fy Tr-AW Mvcc y U. 06 • /•00 SILT :EA)Cp_ ---------------------------- MAJOR PS. SUB AREA ------------------------- ------------ --"-" BASIN (o) BASIN (Ac) CALCULATIONS 7 6 6 T u%A, k Ac. SEEP S7r=gw mvLGH b. ZG At, W-rD C - �d /4 X 0.01 4-• _ (o. zc h. off; - o• a4.3 ¢0 t;2.0 S.B. L O.(0v WTI T = CI-i0.04jX08�*/00 )w STr° E6T � WAc.4 ="0,04 Ac. SEED Q ST,2Ak) MvLcN - 0• sb A.. S'iLT FE'NC e WTD C` �('.Sf,xa,pbl t(p0¢xR0) 0•G U = 0.OS7 �T-b. P = U. 8o x O•SD - o.¢u FF = C/- (0 OM 0,4)X/00 = °l7.-J q ----------------------------------=----------------------------------- Ilni /rr n -innn ' EFFECTIVENESS CALCULATIONS ----------------------- ---------------------------------- PROJECT: SgNocesEx V STANDARD FORM B COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method ------------------- Value Value Comment $A2E .TOrc- -------------- /: STrkEET • WALkS 0-01 /, n 6P-A✓Ec F/L7E/Z A 0.80 STAALU 'gA2IC- 2. ..... / p-O .. SEED iT�gW MVLCM 0.06 /,ev MAJOR---PS----SUB--'AREA------------------------------------ BASIN --- ro---------- ( ) - -8L•0 BASIN (/Ac CALCULATIONS' SB 3 o.�sgc. ---------------------------- -=-------------- NEW Ct. &-Yt-f . J-r."e T = D, /3 Ac $ ACE Jo/L. = 0- 59- Ac. SEED a •frRAWj4vL.CH = 0.08 A SIc-7 FeNtE �i1 7 D C -(6'13xo'o),L (p.Sax/'0).-(6.o A,0,9 w z P= 0, g p x o, So. = o, 4o TLFF =.CI—(O.74X014r3x/p-0 70,.4- &Z•0 SS-Q- 0.8SAr /(Jgw�� —y frRE BAz e Sol(- Ac• Sr✓E D � -file AWMuLCH = O' 13.A-c. • SILT FENCE W T� C = (O•IGk 0.0I1)+-(0'36)( I.0)+(C•13x0.04) = 0,&7 W. LrD P 0160 ko.50 = 0 40 --------------------------------------------- nr/cr o.1non -- -- - -- EFFECTIVENESS CALCULATIONS -------------------------- PROJECT: SA Na c.aeer. V i�c A me .3QD 'CcPc q r yu b . STANDARD FORM B COMPLETED BYi 2 iQ ✓� DATE: Erosion Control ,r C-Factor P-Factor Method _______ Value . Value Comment T 2 6G7 U%AI 6eaVEc. F/c,rE.e. /,� 0•80 .STQ-A%LU 8AP-2rE,e /,0b 0•80 SEE b STR AW 44vLGH 610j. A0 0 ------------- ---------------------------- MAJORI PS. SUB -AREA -------- BASIN -- ( a ) ro - -- --_----- BASIN (Ac) I CALCULATIONS 92. 0 SB.-S ------ 0.83Ac.. --- • G,, f . (-,k 6Er = 0,0 SEED SrRAL0 )uccy = o.754c. S (c r Fe vc.r W-r 0 C = (0,04X •01 4- (0•-71 x 0.0�) b•05� U 8 U.)w—a p = o.�xo,S'o EFF = CI- (6.6SBXa•44 Iy /ov -974Y J v 6Xr1T. STQEE=03/Ae, 842E -rot Ac. wTD C = Co 3ix0.bi) •h (6:19 x Wrn P=.Co,90 EFF = Ll� �D•38Gx 0•$o)�x�0-4 G`7, l ----------------------------------------- unr/c[ o.inon - - - - - - - -- - - - - - - - - - I ' - EFFECTIVENESS CALCULATIONS ----------------------- ---------------------------------------- PROJECT: pt Ar P. 0,.D STANDARD FORM B COMPLETED BY: DATE: 1- Erosion Control C-Factor P-Factor. Method Value Value „ Comment aA e 6 Jo i�--------.---- �;-------=i o--------------------- STP E6T� LIJAcEJ�t 0O G,e AV EL F,�.i STR-At [3A�eiEC /.09 - 0.e0 .TEED L TTC4w i{1vcGy O.OL X -------------------------------- MAJOR--- PS. SUB AREA ------------------- BASIN (ro) - BASIN ----- AC ) CALCULATIONS 62.0 SB - 8 _( /•0 f- --- Exr.r r ! --------------=--------- ----- •re L;7 0./¢4c. 8z• o 1 s g-q 2.O Ac. B A Re S01.L- 0. 43 Ac. SSED f ,I•7,?4WMvt,H = 0.47Ac. Sjc.-r FEuce w C = (0./4 X 0.0)4-.(019.3x /OJ 4-(64,7,A0.o6) A v c� of a-a- L'JT b P _ O. 3 KO-Sv. = 0,4,0 E FF '= & (0 •44,KO-4)] X./.0o PZ• ¢ ye Ape Soil = D•A2. Ac. S e Q D .fMAw MvL.c.M = 0,574c SILT F6ticc LL1T D • C = (o':(,/ x 0.0) 4-(0.8Z X /•O) /- (0• l7 X0.O�) Z. -- cc�C (0,4zB x 0.4)1x 1010 = .02, 9 v ----------------------------------- ------------------------ In /ff n lnnn 7 • I ' EFFECTIVENESS CALCULATIONS -------------- --------------- - ------------- PROJECT: - - - - - - ------------- S�}NDc2eE �/�cLAac- '3�o r2e��gT PvD' STANDARD FORM B COMPLETED BY: GATE: Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR PS. ----SUB---AREA------------------ ------------- ----------------- BASIN ( ) BASIN (Ac) CALCULATIONS ----- ------ --- ------ --- --------------------------=-------------- T07'4L CFFEG7IVV67jj . - (o�9GGx a,¢o� (0,977 x o•60� + (0:70+xo,7s) t (0.731 x o,! (0 97�. ko•`b3) t( o.a9ix o.So� +(o,az¢x.,•D4) t (o.ez9xa.o� �17 --------------------------7------------------------- ----'- [in T/CC o.tnon CONSTRUCTION SEQUENCE PROJECT:.and. Cree4 STANDARD FORM C SEQUENCE. FOR 19 13 ONLY. COMPLETED BY.-..j7)R DATE: l 4 3 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 M1A IMlslTIA-IsloIAll 01 1 1 ------------------------------------------------------------------------------------1 OVERLOT GRADING. �° 54ra¢� WIND EROSION CONTROL I 1 Soil Roughing Perimeter Barrier 1 Additional Barriers Vegetative Methods Soil Sealant Other i RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving) Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other I -------------------------------- ---------- STRUCTURES: INSTALLED BY MAINTAINED BY .VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON 'DI/SF-C:1989 �S i C. /Lr0LLI V/ O O O co W 9rJ 5 WC)� B J x Q cc�a 0LL 3 Z > O aU Q WLU O m a: OLL U LL 2 Q V/ Z N Q m M T cQ f Q _ � TCO r Y I r3�° W �E D o� �'g � Q 0 LL p Z U O c QJ Y Y V — ~ OQ `m— Uov U LLx 0 N T C fn X z, L m U w cn2 0() vx F x '` a) C H c J C >Y O E O a0i U T oLL L n � LL O 0 m Z w O z m J' QJ X U rn Z oC Z=' C7 z C) o LL t0 h N m rn m N CV CD co N N O u co m to 1l: I 1N N O O O O N O V)O� to to to N N 7 N V N No Text 0 O Uzi I(VIO (V OIt O NI 1O r- O 0 0 m co N mN N 0 O C O y (D 0 C m E L ca O) 0 W n m v C M Q N c j aO 03 C C m m om C N Q O m 0 Q x} a LL Q n J_ U M D M M Q Q} U m C 0 T m 3 m a m rn Q § 000 § 0 S ®/§ § � o 0 o . ; | E 2 ` ° » 0 LL C E°s 0 _�� - zU)0LLI w� ) x ( U) zx=r oo- P i G §o/ CY q 0 § o . ke ; § Cc ? § o E I§° ! a: I e § w § § 70 a2 }jM M;« mat L /\) / )) cs )} < cc z No Text No Text DRAINAGE CRITERIA MANUAL RUNOFF 5C 3C I- 20 z w U Cr uw a 10 z W a O 5 to W cc 3 O U 2 W 1-- Q t-: 1 ►It■ . i■ �C■■■l C■e �wiiNE -i��:�ii �ee■■��� FANI weMi■eee■■■I .2 .3 .5 ' 1 2' 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR I USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975, 5 -1-84 URBAN DRAINAGE d FLOOD CONTROL DISTRICT a2 NOTES: - Catch basins are modeled as single manholes with specified design flows based on Rational Method spread sheets design points. - All design sizing assumes a fully developed Sand Creek - Manhole # 5 is a dummy outlet structure to simulate the outlet piping - All interconnecting piping is 15" at 1% slope, except as noted Manhole numbering and sewer numbering corrospond to UDSEWER INPUT DATA FOR STORM SEWER SYSTEM DESIGN USING UDSEWER-MODEL 10-19-1992 DEVELOPED BY JAMES C. Y. GUO, PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO *** EXECUTED BY STEWART AND ASSOCIATES (FT COLLINS-COLORADO)............................ ON DATE 05-04-1993 AT TIME 10:29:50 *** PROJECT TITLE : Sand Creek P.U.D. Storm Water Utility *** DESIGN CONSTRAINTS ARE: MINIMUM BURIED DEPTH IN FT = 2 FEET MINIMUM PIPE SIZE IN INCH = 15 INCHES MAXIMUM SEWER FLOW VELOCITY = 20 FPS MINIMUM SEWER FLOW VELOCITY = 3 FPS MINIMUM WIDTH IN TRENCH EXCAVATION = 2 FEET EARTH SIDE SLOPE.IN TRENCH (ZH:1V) Z = 1 MINIMUM FLOW DEPTH -TO -SEWER SIZE RATIO= .9 MAXIMUM LENGTH FOR RURAL OVERLAND FLOW= 1 FEET MAXIMUM LENGTH FOR URBAN OVERLAND FLOW= 1 FEET URBANIZATION INDICATOR: 5-YR RUNOFF C = .0001 *** DESIGN RAINFALL RETURN PERIOD IS 2 YEAR *** DESIGN RAINFALL INTENSITY FORMULA I '(IN/HR) _ ( CONSTI * H1 ) / ( TD+CONST2 ) ** CONST3 ONE HOUR RAINFALL DEPTH IN.INCH = .0001 CONSTANT 1 = .0001 CONSTANT 2 = .00001 CONSTANT.3 = .00001 *** SUMMARY OF MANHOLE AND SEWER CONNECTIONS MANHOLE ID NO. 1.0 2.0 3.0 4.0 5.0 ------------------------------------------------------ OUTGOING INCOMING SEWER ID NUMBERS SEWER ID 1ST SEWER 2ND SEWER 3RD SEWER 4TH SEWER 10.0 -------------------------------------------- 0.0 0.0 0.0 0.0 20.0 10.0... 0.0 0.0 0.0 30.0 20.0 0.0 0.0 0.0 40.0. 30.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 *** SUMMARY OF SUBBASIN INFORMATION Existing Stuctures Will Be Utilized -------------------------------------------------------------------------- MANHOLE GROUND BASIN DESIGN DESIGN LOCAL TOTAL ID NO. ELEVATION AREA RUNOFF C RUNOFF C5 INFLOW DESIGN QP FT ACRE(S) <1.0 <1.0 QP CFS CFS -------------------------------------------------------------------------- 1.00 76.70 -0.00 0.00 0.00 0.00 2.70 2.00 69.60 0.00 0.00 0.00 0.00 2.70 3.00 66.10 0.00 0.00 0.00 0.00 12.50 4.00 66.10. 0.00-. 0.00 0.00.. 0.00 13.30 5.00 65.50 0.00 0.00 0.00 0.00 13.30 NOTES: LOCAL INFLOW QP IS THE KNOWN CONTRIBUTION FROM THE LOCAL BASIN THE GIVEN TOTAL DESIGN QP WILL BE USED FOR DOWNSTREAM SEWER DESIGN. ------------------------------------------------------- MANHOLE OVERLAND OVERLAND GUTTER GUTTER ID NO. FLOW LNTH SLOPE FLOW LNTH VELOCITY FEET % FEET FPS ------------------------------------------------------- 1.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0:00 0.00 4.00 0.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 0.00 NOTES: (1).WHEN C5> .0001 THE BASIN IS CONSIDERED URBANIZED (2) OVERLAND FLOW LENGTH<= 1 FEET FOR RURAL AREA (3) OVERLAND FLOW LENGTH<= 1 FEET FOR URBAN AREA (4) .DENVER.REGIONAL CRITERIA IS.NOT USED TO CHECK THE COMPUTATION OF THE 'riME OF CONCENTRATION *** SUMMARY OF SEWER INFORMATION ------------------------------------------------------------------------------- SEWER LENGTH SLOPE UPST ROUGH BEND MAIN SHAPE EXIST STATUS D NO CROWN N LOSS LOSS DIA/HIGH WIDTH ------------------------------------------------------------------------------- FT $ ELEV (FT) K K IN/FT IN/FT 10.0 112.00 3.100 71.250 0.013 0.250 0.000 ROUND 15.00 0.00 20.0 199.00 1.300 67.650 0.013 0.250 0.000 ROUND 15.00 0.00 30.0 36.00 1.000 64.500 0.013 0.250 0.000 ROUND 18.00 0.00 40.0 80.00 1.000 64.100. 0.013 0.250 0.000 ROUND 24.00 0.00 NOTE: (1) DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE INCHES DIMENSION UNITS FOR BOX SEWER ARE FEET (2) WHEN DIMENSION OF SEWER IS NOT GIVEN (=0), PROGRAM WILL SIZE THE SEWER BY A ROUND PIPE REPORT OF STORM SEWER SYSTEM DESIGN USING UDSEWER-MODEL 10-19-1992 DEVELOPED _. BY DEPARTMENT OF CIVIL ENGINEERING,. UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO *** EXECUTED BY STEWART AND ASSOCIATES *** FT COLLINS, COLORADO ON DATA 05-04-1993 AT TIME 10:32:08 *** PROJECT TITLE : *** Sand Creek P.U.D. Storm Water Utility *** RETURN PERIOD OF FLOOD IS 2 YEARS *** *** SUMMARY OF HYDRAULICS AT MANHOLES *** ------------------------------------------------------------------------------ MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET ------------------------------------------------------------- 1.00 0.00 5.00 0.00 2.70 76.70 2.00 0.00 5.25 0.00 2.70 69.60 3.00 0.00 5.84 0.00 12.50 66.10 4.00 0.00 5.93 0.00 13.30 66.10 5.00 0.00 0.00 0.00 13.30 65.50 1K MEANS WATER ELEVATION IS LOWER -THAN GROUND ELEVATION FEET 70.67 OK 67.07 OK 64.21 OK 63.41 OK 63.50 OK *** SUMMARY OF SEWER HYDRAULICS *** NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .9 --------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) --------- ------------------------------------------------------------ ID NO. .ID.NO. (IN) .(FT) (IN) (FT) (IN) (FT) 10.00 1.00 2.00 ROUND 8.75 15.00 15.00 20.00 2.00 3.00 ROUND 10.30 15.00 15.00 30.00 3.00 4.00 ROUND 19.22 21.00 18.00 40.00 4.00 5.00 ROUND 19.67 21.00 24.00 EXISTING WIDTH (FT) 0.00 0.00 0.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER -------------- CFS CFS ------------------------------------------------------- FEET FPS FEET FPS FPS 10.0 7 2.7 11.4 0.41 7.61 0.67 4.07 --------- 2.20 2.44 V-OK 20.0 2.7 7.4 0.52 .5.55 0.67 4.07 2.20 1.56 V-OK 30.0 12.5 10.5 1.50 7.07 1.32 7.60 7.07 0.00 V-OK 40.0 13.3 22.7 1.10 7.51 1.31 6.10 4.23 1.40 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS --------------------------------------------------'-------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ---------------------------------------------------------------------- % (FT) (FT) (FT) (FT) 10.00 3.10 70.00 66.53 5.45 1.82 NO 20.00 1.30 66.40 63.81 1.95 1.04 NO 30.00 1.00 63.00 62.64 1.60 1.96 NO 40.00 1.00 62.10 61.30 2.00 2.20 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC'GRADIENT LINE ALONG SEWERS *** ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER. LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET 10.00 112.00 0.00 71.25 67.78 70.67 67.07 JUMP 20.00 199.00 0.00 67.65 65.06 67.07 64.21 JUMP 30.00 36.00 36.00 64.50 64.14 64.21 63.41 PRSS'ED 40.00 80.00 0.00 64.10 63.30 63.41 63.50 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF...ENERGY GRADIENT LINE ALONG SEWERS *** ----------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY.FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. --------------------------- ELEV FT FT K COEF ---------------------------- LOSS FT K COEF LOSS FT ; ID FT 1.00 71.56 4.00 0.25 0.02 0.00 0.00 2.00 67.54 20.0. 2.00 67.54 2.54 0.25 0.02 0.00 0.00 3.00 64.99 30.0 3.00 64.99 0.51 0.25 0.19 0.00 0.00 4.00 64.28 40.0 4.00 64.28 0.72 0.25 0.07 0.00 0.00 5.00 63.50 BEND LOSS =BEND K* VHEAD IN SEWER. LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. 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S , Y� NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" � Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA STEWART&kSSOCIATES 10 S. 3 DRFM, FO 9AX COLLINS, CO 80521 82 Consulting Engineers and Surveyors By: �� Date:_ Client: SRc—}Z(Klk 0 �►N► 3 Sheet No. of � Project: SP�:� CRe2 I I Lt r4 CI i —\IE7 Subject: 0U-gz19"� DC L..)I FLOC p-a� �olNr -�..Qj2..i i 12.5 Cfi.. i.�l•�. FIa.J._C�P�2.12t�� IU �IpLnNZw� IS- i - ! - �0Fl.�e lea �. Sty Pl3o.,e I ! ! !JZ-Qoa1o».,_. i°: `Assume. r1 ._ I?I• �n(���{uL Ax ,+�u uL,o -F 1 t\v L�I 91 - 5�� �.� _. t �4T EF IO`� _ � 'L�Q-ST I T`p t' � `•�- i • �- - - S= i $' I � t 2 1 F I ; I � I I !� I I � ' 1 lDo i CC I I } I? 3Q�2 rt+wT ICI T. ��T�. LOVELAND STORM DRAINAGE CRITERIA MANUAL TABLE 704 WEIR FLOW COEFFICIENTS . SHAPE- - COEFFICIENT COMMENTS Sharp CresteT— _ Projection Ratio (H/P = 0.4) 3.4 H 21.0 Projection Ratio. (H/P-.= 2.0) 4.0 H 21.0 Broad Crested _ w/Sharp U/S Corner. 2.6 Minimum Value w/Rounded U/S Corner 3.1 Critical Depth - (Triangular Section _ A) Vertical U/S Slope - 1:1 D/S Slope 3.8 H !0.7 4:1 D/S Slope H >0.7 10:1 D/S Slope 2.9 H >0.7 B).1:1 U/S Sl.ope... - 1:1 D/S Slope. 3.8 3:1 D/S Slope 3.5 Trapezoidal Section 1:1 U/S Slope, 2:1 D/S Slope 3.4 H >1.0 2:1 U/S Slope, 2:1 D/S Slope 3.4 H 21.0 Road Crossings Gravel 3.0 H >1.0 Paved 3.1 H >1.0 ADJUSTMENT FOR TAILWATER WRC ENG. REFERENCE: King & Brater, Handbook of Hydraulics, McGraw Hill Book Company, 1963 -739- GUTTER CAPACITY TABLE FOR VAIABLE STREET SLOPES AND CROSS SLOPES 2 YR EVENT WILL BE EXAMINED�j� i FOR: Sand Creek P.U.D. DEVELOPED BY: Sherman Homes BY: STEWART AND ASSOCIATES THEORETICAL CAPACITY Q = .56 (Z % n) (S) ^.5 (y) ^ 8/3 �j Y" VARIABLES AND DEFINITIONS: Q = THEORETICAL GUTTER CAPACITY (cfs) 0.42 = y (DEPTH OF FLOW AT FACE OF GUTTER, feet) 0.016 = n (MANNINGS ROUGHNESS COEFFICIENT) S = SLOPE OF CHANNEL ( feet / feet) Z = RECIPROCAL OF CROSS SLOPE, ( 1 / cross slope(ft / ft)) Reduction factors are from Storm Drainaae Criteria & Construction Standards DESIGN CONSTANTS I 11 CROSS SLOPE (ft / ft) I 1 / CROSS SLOPE (tt / tt) I 1 / EMOSS SLOPE (tt / tt) Rn nnn - 7 - 1 / ng an nnn = - i / ro. q.q ssn = : = 1 / n3 CHANNEL SLOPES REDUCTION FACTOR THEO.GUTTER CAPACITY cfs REDUCED CAPACITY cfs THEO.GUTTEFI CAPACITY cfs REDUCED CAPACITY cfs THEO.GUTTER CAPACITY cfs REDUCED CAPACITY cfs 0.0040 0.50 10.918 5.46 8.734 4.37 7.278 3.64 0.0050 0.65 12.207 7.93 9.765 6.35 8.137 5.29 0.0060 0.80 13.372 10.70 10.697 8.56 8.914 7.13 0.0070 0.80 14.4431 11.55 11.555 9.24 9.628 7.70 0.0080 0.80 15.440 12.35 12.352 9.88 10.293 8.23 0.0090 0.80 16.377 13.10 13.102 10.48 10.917 8.73 0.0100 0.80 17.263 13.81 13.810 11.05 11.507 9.21 0.0110 0.80 18.105 14.48 14.484 11.59 12.069 9.66 0.0120 0.80 18.911 15.13 15.128 12.10 12.606 .10.08 0.0130 0.80 19.683 15.75 15.746 12.60 13.121 10.50 0.01401 0.80 20.4261 16.34 16.3411 13.07 13.6161 10.89 0.0150 0.80 21.143 16.91 16.914 13.53 14.094 11.27 0.0160 0.80 21.836 17.47 17.469 13.98 14.556 11.64 0.0170 0.80 22.508 18.01 18.006 14.41 15.004 12.00 0.0180 0.80 23.161 18.53 18.528 14.82 15.439 12.35 0.0190 0.80 23.795 19.04 19.036 15.23 15.862 12.69 0.0200 0.80 24.413' 19.53 19.531 15.62 - 16.274 13.02 0.0225 0.78 25.894 20.20 20.715 16.16 17.261 13.46 0.0250 0.77 27.295 21.02 21.836 16.81 18.195 14.01 0.0275 0.76 28.627 21.76 22.902 17.41 19.083 14.50 0.0300 0.72 29.900 21.53 23.920 17.22 19.931 14.35 0.0325 0.68 31.121 21.16 24.897 16.93 20.745 14.11 0.0350 0.66 32.296 21.32 25.837 17.05 21.528 14.21 0.0375 0.64 33.429 21.39 26.744 17.12 22.284 14.26 0.0400 0.61 34.526 21.06 27.621 16.85 23.015 14.04 0.0425 0.58 35.588 20.64 28.471 16.51 23.723 13.76 0.0450 0.54 36.620 19.77 29.296 15.82 24.4111 13.18 GUTTER CAPACITY TABLE FOR VAIABLE STREET SLOPES AND CROSS SLOPES 2YR EVENT WILL BE EXAMINED FOR: Sand Creek P.U.D. DEVELOPED BY: Sherman Homes BY: STEWART AND ASSOCIATES THEORETICAL CAPACITY O = .56 (Z / n) (S) ^.5 (y) ^ 8/3 VARIABLES AND DEFINITIONS: Q = THEORETICAL GUTTER CAPACITY (cfs) 0.50 = y (DEPTH OF FLOW AT FACE OF GUTTER, feet) 0.016 = n (MANNINGS ROUGHNESS COEFFICIENT) S = SLOPE OF CHANNEL ( feet / feet) . Z = RECIPROCAL OF CROSS SLOPE, ( 1 / cross slope(ft / ft)) Rarh irtinn faetnm nra frnm Rtnrm nrninana rritarin A rnnstrurtinn Standards DESIGN CONSTANTS 1 / CROSS SLOPE (ft / ft) 50.000 = Z = 102 i / CROSS SLOPE (ft / ft) 40.000 = Z = 1 /.02 1 / CROSS SLOPE (ft / ft) 33.330 = Z = 1 /.03 CHANNEL SLOPES REDUCTION FACTOR THEO.GUTTER CAPACITY cfs REDUCED CAPACITY cfs THEO.GUTTER CAPACITY cfs REDUCED CAPACITY cfs THEO.GUTTER CAPACITY cfs REDUCED CAPACITY cfs 0.0040 0.50 17.391 8.70 13.913 6.96 11.593 5.80 0.0050 0.65 19.443 12.64 15.555 10.11 12.961 8.42 0.0060 0.80 21.299 17.04 17.039 13.63 14.198 11.36 0.0070 0.80 23.006 18.40 18.405 14.72 15.3361 12.27 0.0080 0.80 24.594 19.68 19.675 15.74 16.395 13.12 0.0090 0.80 26.086 20.87 20.869 16.70 17.389 13.91 0.0100 0.80 27.497 22.00 21.998 17.60 18.330 14.66 0.0110 0.80 28.839 - 23.07 23.071 18.46 19.224 15.38 0.0120 0.80 30.122 24.10 24.097 19.28 20.079 16.06 0.0130 0.80 31.352 25.08 25.081 20.07 20.899 16.72 0.0140 0.80 32.535 - - 26.03 26.028 20.82 21.688 17.35 0.0150 0.80 33.677 26.94 26.942 21.55 22.449 17.96 0.0160 0.80 34.781 27.83 27.825 22.26 23.185 18.55 0.0170 0.80 35.852 28.68 28.682 22.95 23.899 19.12 0.0180 0.80 36.891 29.51 29.513 23.61 24.592 19.67 0.0190 0.80 37.902 30.32 30.322 24.26 25.266 20.21 0.0200 0.80 38.887 31.11 31.109 24.89 25.922 20.74 0.0225 0.78 41.246 32.17 32.997 25.74 27.494 21.45 0.0250 0.77 43.477 33.48 34.781 26.78 28.982 22.32 0.0275 0.76 45.599 34.66 36.479 27.72 30.396 23.10 0.0300 0.72 47.626 34.29 38.101 27.43 31.748 22.86 0.0325 0.68 49.571 33.71 39.657 26.97 33.044 22.47 0.0350 0.66 51.442 33.95 41.154 27.16 34.292 22.63 0.0375 0.64 53.248 34.08 42.598 27.26 35.495 22.72 0.0400 0.61 54.994 33.55 43.995 26.84 36.659 22.36 0.0425 0.58 56.687 32.88 45.349 26.30 37.787 21.92 0.0450 0.54 58.330 31.50 46.664 25.20 38.883 21.00 LL Cr o .6 U Q 5=0.4% 11 F-0.5 Z 0 .5 U 0 I w .4 0: .3 I BELOW MINIMUM ALLOWABLE STREET GRADE .2 I .I .0 0 2 4 6 8 10 -12 14 SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-4 DESIGN CRITERIA U cz 0. (z U L CO L. CIO 0 a� ca X 0 T o cz U J U Q. T Q u� ISM a a. U W J m J Q I m i lr< ZirCD v0o . � U u- LU a Z o o cu0_j m U C v -0 = O Uw _I O O = U- r O a -CC U wU J s O Q.QF- v ) F- F- o z Q C O a �U) c) � � z Wwo p Z �- 0 U a N �-rnio 0 w z0CLo o F— 0 Uc U w 0 a Z J = � U F- a LL a 0 U ca U O O cc I W F- Z P r Q IL U W J m J Q VJ U� 00 U O o W �a 1..1.E > �- cr- WF- > UJ cD O O _ u, 0 w pU� 0 aU D N U � L) _J a M a_ U U W J 0 0 N O U z 2 Z O H W Z W z _ W O F— Q � W 0 CDCD Z _O WWcn F--cc Q� oO J tL fn ❑ W J c Q5Y W °C W a Ir 0 U o 0 cn fn z Q H * OR f`% N M C'M f` M h M Uf Cp ch O ' 4 M CO LO r LO f` M N . 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