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HomeMy WebLinkAboutDrainage Reports - 01/18/2001 (3)PROPERTY OF FORT cotes uTnxrl* roved Repot 2 2oao _ Date Final Drainage Report for The Preserve at the Meadows Fort Collins, Colorado November 14, 2000 ENGINEERING Final Drainage Report for The Preserve at the Meadows Fort Collins, Colorado November 14, 2000 Prepared For: Junge/Associates/AIA/Architecture/Planning 4141 Arapahoe Avenue Boulder, Colorado 80303 Prepared By: Northern Engineering Services, Inc 420 S. Howes, Suite 202 Fort Collins, Colorado 80521 Phone:(970)221-4158 Project Number: 2001.04 I i ' November 14, 2000 Mr. Glen Schlueter City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80522 RE: The Preserve at the Meadows ' Fort Collins, Colorado Project Number: 2001.04 ' Dear Glen: ' Northern Engineering Services is pleased to resubmit the Final Drainage Report for The Preserve at the Meadows for your review. It represents a study of existing and proposed stormwater characteristics of the aforementioned project site. This report was prepared in compliance with technical criteria set forth in the City of Fort Collins, Storm Drainage Design Criteria and Construction Standards manual. ' If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. ' Sincerely, NORTHERN ENGINEERING SERVICES, INC. �� J Roger A. Curtiss, P.E. ega*L.hef 1E. I.T. \\\\\\\\0111►IlNlllllli/i/i�i� 0 REG/ cc: David Bailey tLDEN�°°,9� el,� File Q ' 27362 Na0 1 ' 420 SOUTN HOWES, SUITE 202, FORT COLLINS, COLORADO 8052.1, (970) 221-4158, FAX (970) 221-4159 11 I Final Drainage Report for The Preserve at the Meadows I. GENERAL LOCATION AND SITE DESCRIPTION The Preserve at the Meadows project is located in Fort Collins, Colorado, bound on the south by Horsetooth Road, proposed Meadowlark Avenue on the west, Burlington Railroad on the east, and Warren Farms Tract H on the north. The site can also be described as a southeastern portion of Section 26, Township 7 North, Range 69 West of the 6th PM, City of Fort Collins, Larimer County, Colorado. A vicinity map of the site is included in the appendix of this report. The Preserve is also located within the Foothills Major Drainage Basin, as defined by the City of Fort Collins Stormwater Utility. The developed site includes approximately 11.19 acres, including the adjacent roadways, and is presently undeveloped, consisting mainly of native grasses. The site generally slopes to the east at an average of 2% towards the existing New Mercer Ditch. New Mercer Ditch flows from the south to the north with average side slopes -of 2:1. Plans for this site include multi -family residential buildings, with associated parking and garages, to the west of New Mercer Ditch, and a dedicated park to the east of the ditch. H. HISTORIC DRAINAGE As mentioned above, the site is presently undeveloped, and consists mainly of native grasses, vegetation, and an existing irrigation ditch. Meadowlark Avenue is planned for construction this summer along the western boundary of the Preserve. Currently, runoff is mainly conveyed as sheet flow across the site to New Mercer Ditch. The southern -most section of the.site drains into Horsetooth Road and is conveyed east along the site in curb and gutter, pooling west of the New Mercer Ditch bridge in Horsetooth Road before overtopping the bridge and continuing down Horsetooth to the east. III. DEVELOPED DRAINAGE Design Criteria and References Drainage criteria outlined in the City of Fort Collins Storm Drainage Design Criteria Manual, the Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District, and The Final Drainage and Erosion Control Study of Warren Farms, Third Filing by the Sear Brown Group have been used for this Drainage Study. I 1 Hydrologic Criteria The Rational Method was used to estimate peak stormwater runoff from the proposed site. The 2-year storm event and the 100-year storm event was used to evaluate the proposed drainage system. Rainfall intensity data for the Rational method was taken from the City of Fort Collins Stormwater Utility Intensity curves (Figure 3-1). Hydraulic Criteria City of Fort Collins Storm Drainage Criteria has been used for all hydraulic calculations. Drainage Concepts The proposed developed site has been broken down into fourteen basins on the site and the surrounding proposed and existing streets. Basin ML-1 runoff is initially conveyed overland through the site's grass and into the two -foot curb and gutter in Meadowlark Drive down to an existing 10' Type R inlet. After entering the inlet, it is joined by runoff from surrounding basins proposed in the Sear -Brown Group Final Drainage and Erosion Control Study and conveyed through storm sewer to a regional detention pond, Pond 501, which is north and west of the site, on the opposite side of the New Mercer Ditch. A small portion of the runoff from Basin HR-1 originates from the grassy area south of the southern -most Preserve buildings and is eventually conveyed east of the site along the two -foot curb and gutter in Horsetooth Road. A concrete sidewalk culvert is proposed to intercept the flow from the northern half of Horsetooth Road and the Preserve. The inlet is designed in a sump due to the existing sumped condition of the immediate curb and gutter surrounding the opening in Horthtooth. Once leaving Horsetooth, the storm water is conveyed through a grass -lined swale and a system of onsite and, ultimately, offsite storm sewer to be detained in the aforementioned Pond 501. The runoff from Basin P-1 sheet flows across grassy slopes and through one -foot curb and gutter and concrete pans in the parking lot, to a sumped area inlet between Buildings C and D. At design point one, this basin's flow is joined by the flow from Basin HR-1 and is conveyed through storm sewer to Pond 501. Generally flowing to the north and east, basin P-2 runoff is conveyed across grassy slopes, into one -foot curb and gutter and concrete pans in the parking lot to a sumped area inlet, where the flow is joined by those from Basins HR-1 and P-1 and conveyed through storm sewer to Pond 501. Basin P-3 runoff initially flows off of the roofs and across grassy slopes, into parking lot concrete pans or the Riva Ridge Drive one -foot curb and gutter to a four -foot Type R inlet in Riva Ridge Drive, where the flow is joined by those from Basins HR-1, P-1, P-2, and P-4 and conveyed through storm sewer to Pond 501. I 1 [J Basin P4 runoff is conveyed similarly.to the Basin P-3 runoff, into a four -foot Type R inlet in Riva Ridge Drive to storm sewer and Pond 501. The runoff from subbasins P-5a and P-5b is carried across parking lot concrete pans, through a two -foot wide curb opening, into a two -foot concrete pan southeast of Building F, and into a sumped area inlet. The flow enters the storm sewer system and is carried to Pond 501. Basin P-6 runoff is conveyed through parking lot concrete pans between Buildings E, H, J and the Clubhouse into a sumped area inlet. The flow enters the storm sewer system and is carried to Pond 501. Basin P-7 runoff is conveyed through a parking lot concrete pan between buildings E and H or down one -foot curb and gutter in Riva Ridge Place to a sumped area inlet between Buildings E and H. The flow is joined by those from Basin P-6 in the storm sewer and taken to Pond 501. Basin P-8 runoff is either conveyed through a parking lot concrete pan between buildings F and G or one -foot curb and gutter in Riva Ridge Place into a Type R inlet in Riva Ridge Place. The flow enters the storm sewer system and is joined by those flows from Basins HR-I, P-1, P-2, P-3, P4, P-5, PA and P-7 to be carried through the storm sewer distribution system to Pond 501. Basin P-9 runoff is conveyed through one -foot curb and gutter down Riva Ridge Place and Riva Ridge Lane to a Type R inlet in Riva Ridge Lane, where it is conveyed through storm sewer to Pond 501. Basin P-10 runoff begins off of the Preserve site, in the proposed City Park, and flows into the one -foot curb and gutter in Riva Ridge Lane, where it enters the storm sewer system through a Type R inlet and is joined by flows from Basin P-9 to end up at Pond 501. Subbasin P-1la runoff begins east of building G and is conveyed across the parking lot in a,two- foot concrete pan to a six and a half -foot wide curb opening, where it enters subbasin P-1 lb through a two -foot concrete pan. The runoff enters the storm sewer system at a Type R inlet north of Building G and is conveyed to Pond 501. The final developed basin, P-12, is located in the northeastern section of the site. The runoff is conveyed across the parking lot in one -foot curb and gutter and concrete pans to a sumped area inlet, where it joins the flows from Basins P-1 through P-11 and HR-1 in the storm sewer system to drain to Pond 501. A portion of the sidewalk installed with Warren Farms Third Filing will be relocated as a result of this development. This will cause Swale A-5 from the Warren Farms Development to drain into the existing 43 "x68" HERCP storm sewer pipe via a proposed catch basin inlet with a top of grate elevation of 5037.8'. An overflow section (Section E-E) has been provided in the event the inlet becomes obstructed during a 100-year storm event. At the location of the proposed inlet, the hydraulic grade line in the existing pipe is estimated at 5035.9; therefore, during a 100-year storm event, the water surface will remain below the top of grate. I An undeveloped drainage basin lays east of the New Mercer Ditch and will continue to experience historic drainage patterns due to the limited amount of disturbance to the dedicated park area. No drainage or erosion control design was completed for this section of the Preserve site. The existing regional detention Pond 501 is located north and east of the Preserve, on the opposite side of the New Mercer Ditch. The developed runoff from the Preserve will be conveyed through a storm sewer distribution system to be detained in this pond. The pond was adequately sized for this development in the Warren Farms, Third Filing Single Family Drainage Report by the Sear Brown Group. The design was based on a composite C value of 0.83, a maximum 100-year outfall of 5.00 cfs, a 100-year water service elevation of 5035.56 feet, and the capacity to detain 10.6 acres -feet of storage. IV. EROSION CONTROL General Concept The Preserve at the Meadows lies within the Moderate to High Rainfall Erodibility Zone, and the Moderate Wind Erodibility Zone, per the City of Fort Collins zone maps. The desired effectiveness goal for this site was estimated to be approximately 80%. The intent of the erosion control plan for the site includes the following guidelines. As these measures can vary depending on the time of year construction activities take place, as well as the construction window involved, we would look to the contractor to work closely with the City to insure the intent of the plan is generally complied with in the field. It is the intent of the owner to move quickly ahead with development once overlot grading takes place. It is anticipated that overlot grading would start sometime around July 2000, or sooner if possible. Therefore, once overlot grading and utilities have been completed, the owner would like to restabilize all disturbed areas either with vegetative means or by hard surfaces. In no cases shall restabilization occur more than 30 days after disturbance. In addition, silt fence will be provided around the site bordering the New Mercer Ditch and Horsetooth Road; gravel inlet filters will be installed at all curb inlets and curb openings. Temporary vehicle wash pads will be located at the anticipated construction traffic entrances to the. site along Meadowlark Drive. All construction activities must also comply with the State of Colorado permitting process for Stormwater Discharges associated with construction activities. A Colorado Department of Health NPDES discharge permit will be required before any construction grading can begin. V. CONCLUSIONS Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. Drainage Concept The proposed drainage concepts presented in this study and shown on the grading and drainage plans adequately provide for the conveyance of developed runoff from the proposed development to a regional detention pond. If groundwater is encountered during construction, and dewatering is used to install utilities, a State of Colorado Construction Dewatering Wastewater Discharge Permit will be required. Stormwater Quality Because water quality is important to this developer, water quality mechanisms, such as gravel filters, have been incorporated into the final design of this drainage system. Existing regional stormwater detention Pond 501 has been installed to aid in stormwater quality for this project and the surrounding stormwater systems. Erosion Control Concepts Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites, the erosion control performance standards were calculated and appropriate measures have been taken to control rain and wind erosion from the site. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, May, 1984. 2. Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, March, 1969. 3. Final Drainage and Erosion Control Study, Warren Farms, 3`d Filing, The Preserve at the Meadows. Fort Collins, Colorado, by The Sear -Brown Group, dated June, 1999. APPENDIX I 1 11 v 1 fl 0 I RAKE R Dr Fl i eke r Wo ha0v �n 7fumdabind YPowdahm Dr y Q Ahgonwr 10 Bt !1 RO* O a Hand Aforst G y G Vie Dfighthawk SIL V O V p9 L _ e o �nda Junco Ct C a' V Zj IN StivalloW Rd y A Qr i3 Bobolink a Robb` c'�` yd d C�r�d Saw et 4 O tr 4 Gunnison e cr 9i o Justice Dr cmudnomn t) Q Dry a ct Elamot Rlth 1r0� of � a Q Dark S�c� HO ET OTH RO PR J C 0 4 �T VICINITY M�AP� l� 1 "=1000' I 1 SITE HYDROLOGY 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i Developed Runoff Coefficients for The Preserve at the Meadows Prepared by Megan Keefe - Northern Engineering Date: 26-Jun-2000 Basin Area No (ac) HR-1 0.99 ML-1 1.37 P-1 0.73 P-2 1.22 P-3 0.67 P-4 0.63 P-5a 0.20 P-5b 0.28 P-6 0.89 P-7 0.47 P-8 0.47 P-9 0.65 P-10 0.51 P-lla 0.74 P-1lb 0.29 P-12 0.83 NET SITE 10.94 Li Imperv. Pervious Area (ac) Area (ac) 0.63 0.36 0.86 0.51 0.66 0.07 1.08 0.14 0.49 0.18 0.45 0.18 0.19 0.01 0.14 0.14 0.74 0.15 0.39 0.08 0.33 0.14 0.51 0.14 0.31 0.20 0.58 0.16 0.22 0.07 0.54 0.29 8.12 2.82 File: PRECompC.wb2 Clmper CPery Comp C 0.95 0.35 0.73 0.95 0.35 0.73 0.95 0.35 : 0.89 0.95 0.35 0.88 0.95 0.35 0.79 0.95 0.35 0.78 0.95 0.35' 0.92 0.95 0.35 0.65 0.95 0.35 0.85 0.95 0.35 0.85 0.95 0.35 0.77 0.95 0.35 0.82 0.95 0.35 0.71 0.95 0.35 0.82 0.95 0.35 0.81 0.95 0.35 0.74 0.95 0.35 0.80 N LL O LL 0 0 Z F m L m W N 0 O N U c Z 30 O 01 Q1 Q O H Z W U mW O �Q U cA 0 LL O w m H m p w N V_ zw N a L �m ZD Ow to ~ a >� o OU � Co J c NU N O Z 0 E E E E E E E E E E E E E E E E > > > > > > > > > > > > > > > > E E E E E E E E E E E E E E E E 'c 'c 'c 'c 'c 'E 'c 'c 'c 'c 'c 'c 'c 'c 'c 'c m a) N a) m m d d m d d m m m d a) Q Cl) > 55 55 3 5 5 > 5 5 5 5 5 g c c c c c c c c c c c c c c c c w E E E E E E E E E E E E E E E E In u) 1n In In u) u) 1n N u) u) Lo u) N N M m m m m m m m m m m m m (a m m m 0 a) () a) d a) a) a) ar a) d d m 0 a) a) (o a) a) N O) d) cc a) 0 0 a) N M N co W D D 7 > > 7 > > > > D > J Q u N Mn N 000 T O co O aD 000 co O co O M O 00 to O r`N co ON00 Z�'SE r,:uiwiuiviuiccuir-:uiuiuicouiaiuiuiwi(ouicmuinuiuiu 66P,:ui LL a) L L L L L L m L L L L L L L L L L a) m ayr aye d m d d E {a) yd �dr . mod+ yd yd ym Y V Y Y V U U O O O O C7 C9 Cy9 0 C7 a C7 C7 0 C7 C7 O r 06 ca ad ca ad ca ca 06 ca ca ad 06 ad ca 06 06 m� e e e a e a e a e ~ aa'i U U U U U U U U U U U U U U U U 20 TTMMTT000DCDCOr,r�cgcgnrnCnCnr,Il-nllni�IIIICDCD�� ~ E N N N N00.-� w O O u) u> N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N F W J i w W Q(L 00000000000000000000000a00000000 �0 ooryry0000000000000000000000000000 ~ Urn (D0000C,0M0000 o00000000000C)C)MW 0 F, r- O O u) Lc) 000000 Lc) W MLn 00MM Z`' 0) �� ���e O TOMM,, NN 0404 CV Or-.-NNNNNNNNC%l C%l W J w c Wa00)u)n CD�000 It 0 � O W M� 0 IV IT 00a0 w W) M,CD CD ~ EfO 6CN 4Nvi 44 �cO N N � 6 Mug N M���u)� 6 M vi �cON Z Q w J a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 w O c u) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OU J = Q F ZZ�MMCDa00r.0C)00M00000OM�M�OOo00000uMMM00 co coMM0)G)�nnMcocou)ucococnu)rnrncocovvcocca000 — w J M, M�TOaDOTTaDaON0 M, MOO On(ONO�T NO O V M Cl) 1�0�I,:o Dw0 00nmr.mm0 oaowaw0rnmw01n om0ao0nT QU 00000,o�00000�000�o,000,000�o,00 Q �WUN nnOOMMNN0owwNNaDNwwvnnn�n�nM0�r-NNww Q � m Q MMTTnnNNto fO fO CONNNNaD ao et �sT QaD fO Mu)nnNNao aD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m m cn • • • • m maw W • • a • Co m a • • • « O O , I l N N JJNNMMIT IT u)u) u)u)aD(On no? 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Irregular Channel ' Project Description Project File c:lhaestad\fmwVigden.fm2 ' Worksheet 24' RESIDENTIAL W/ 6" VERT C&G Flow Element Irregular Channel Method Manning's Formula ' Solve For Discharge Input Data ' Channel Slope 0.004000 ft(ft Water Surface Elevation 100.00 ft Elevation range: 99.63 ft to 100.50 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 100.50 0.00 12.50 0.00 100.00 12.50 21.00 ' 10.00 99.80 21.00 25.50 12.00 99.63 12.00 100.13 12.50 100.13 21.00 100.30 25.50 100.39 Results Wtd. Mannings Coefficient 0.016 ' Discharge 2.33 cfs Flow Area 1.57 ft' Wetted Perimeter 12.38 ft ' Top Width 12.00 ft Height 0.37 ft Critical Depth 99.97 ft ' Critical Slope 0.007987 ft/ft Velocity 1.48 ft/s Velocity Head 0.03 ft ' Specific Energy 100.03 ft Froude Number 0.72 ' Flow is subcritical. ' 06r16/00 03:59:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.016 0.035 0.016 FlowMaster v5.13 Page 1 of 1 24' RESIDENTIAL W/ 6" VERT C&G - 100 YR Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\rigden.fm2 Worksheet 24' RESIDENTIAL W/ 6" VERT C&G Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.004000 ft/ft Water Surface Elevation 100.30 ft Elevation range: 99.63 ft to 100.50 ft. Station (ft) Elevation (ft) Start Station 0.00 100.50 0.00 0.00 100.00 12.50 10.00 99.80 21.00 12.00 .99.63 12.00 100.13 12.50 100.13 21.00 100.30 25.50 100.39 Results Wtd. Mannings Coefficient 0.024 Discharge 9.75 cfs Flow Area 5.98 ft2 Wetted Perimeter 21.81 ft Top Width 21.00 ft Height 0.67 ft Critical Depth 100.15 ft Critical Slope 0.007847 ft/ft Velocity 1.63 ft/s Velocity Head 0.04 ft Specific Energy 100.34 ft Froude Number 0.54 Flow is subcritical. ' 06/16roo 03:59:56 PM End Station Roughness 12.50 0.016 21.00 0.035 25.50 0.016 FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page i of 1 11 I I 11 H Z O Q J 7 c.i J Q :i } H c.i Q a v F- W W F- U) o A t: O N W O M O M M O N N N M am CM ('M O li Q= r.a � M�MnMOOMOnOO�r'NN��OOOMMnfOMOMn c.^ EN N N N N M M M M M M M M M N N N N N N N N N W }m N � T j.p' (0 f� n O O� O r- M 0) CD O � � N� O W � V WIqMN 07 U) I.-M (f co o O C V V np�a e-�N MOMnODMMM010MMMnnM WO000 W C UN 5W W E. 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O O O CD CD O O O O U) C)O C', O C) O C) O C) U) C) U)O O O U) O O C)d O e IT O M n M W O N Lc) n C)N O n C) N O n O N U) n O N O n O O C)y N O O O C) OOr ���-NNNN M M M M v ITv v O O O O M Wn 2 a 1 --------------------------------------I---------------------------------------- ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY "DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------- �SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 08-31-2000 AT TIME 12:19:10 '*** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 1 bp AV,— � �, C_0M ETE SIDEK1.AU- ' INLET HYDRAULICS: IN A SUMP. �tVE�T GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree) = 6.00 � 0.00 E `QRfiIN�E �tiIC�PTS ' LATERAL WIDTH OF DEPRESSION (ft) = 2.00�5EP_TlUN (DF 9ZFt)QT SUMP DEPTH (ft)= 0 .10 F01Z SU► f> DE PTN ' Note: The sump depth is additional depth to flow depth. G)tpLhMAT-IO14 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 1.20 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 6.78 GUTTER FLOW DEPTH (ft) = 0.30 FLOW VELOCITY ON STREET (fps)= 2.90 FLOW CROSS SECTION AREA (sq ft)= 0.63 GRATE CLOGGING FACTOR (%)= 20.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.46 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1.80 FLOW INTERCEPTED (cfs)= 1.80 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.80 ' FLOW INTERCEPTED (cfs)= 1.80 CARRY-OVER FLOW (cfs)= 0.00 I ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY "DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD �SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 08-31-2000 AT TIME 12:20:40 1*** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 by Rv__1 '�e,0NC_CtTE SioEV tALAL INLET HYDRAULICS: IN A SUMP. ULV EJ�r GIVEN INLET DESIGN INFORMATION: (��� — S. GAS GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.60 jr Note: The sump depth is additional depth to flow depth. I I STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 1.20 STREET CROSS SLOPE 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.69 GUTTER FLOW DEPTH (ft) = 0.46 FLOW VELOCITY ON STREET (fps)= 3.72 FLOW CROSS SECTION AREA (sq ft)= 2.32 GRATE CLOGGING FACTOR M = 20.00 CURB OPENNING CLOGGING FACTOR()= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= �I BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 11.07 (cfs) _ (cfs) _ (cfs) _ (cfs) _ (cfs) _ (cfs) _ 8.60 8.60 0.00 8.60 8.60 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY 'DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------- LSER:Northern Engineering---------Serv----ices-Ft----Collins Colorado........................ ON DATE 05-26-2000 AT TIME 09:22:23 *** PROJECT TITLE: THE PRESERVE ,1 0 i *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBERXP3 '4� TYPe r2 IMLE T INLET HYDRAULICS: IN A SUMP. czZ= 1c.�rS GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = STREET CROSS SLOPE (%) = STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (%)= CURB OPENNING CLOGGING FACTOR(%)= 4.00 6.00 0.00 2.00 0.00 depth to flow depth. 0.60 2.00 0.016 1.00 1.00 8.28 0.25 1.85 0.76 20.00 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 2.17 (cfs) = (cfs) = (cfs) = (cfs) = (cfs) = (cfs) = 1.40 1.40 0.00 1.40 1.40 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY -DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------------- �SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-26-2000 AT TIME 09:23:30 r*** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER:DP3 4' TYPE INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is. additional P� ► ti LET at= Co . (a0 C�r> `�'�-cx� 4.00 6.00 0.00 2.00 0.85 depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE ($) = 0.60 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15.72 GUTTER FLOW DEPTH (ft) = 0.40 FLOW VELOCITY ON STREET (fps)= 2.60 FLOW CROSS SECTION AREA (sq ft)= 2.55 GRATE CLOGGING FACTOR M = 20.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 12.01 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 6.60 FLOW INTERCEPTED (cfs)= 6.60 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 6.60 FLOW INTERCEPTED (cfs)= 6.60 CARRY-OVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDAAULICS AND SIZING DEVELOPED BY "DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ,tSER:Northe-rn Engineering Services -Ft Collins Colorado ....................... ON DATE 05-26-2000 AT TIME.09:24:48 t** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER:0?4 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: 4' T_Y PE 2 i NA LE T ('O� = 1. Zic> c� S Z GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (a) = 0.60 STREET CROSS SLOPE (o) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 7.72 GUTTER FLOW DEPTH (ft) = 0.24 FLOW VELOCITY ON STREET (fps)= 1.80 FLOW CROSS SECTION AREA (sq ft)= 0.67 GRATE CLOGGING FACTOR M = 20.00 CURB OPENNING CLOGGING FACTOR(,)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 2.03 (cfs) _ (cfs) _ (cfs) _ (cfs) _ (cfs) _ (cfs) _ 1.20 1.20 0.00 1.20 1.20 0.00 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDAAULICS AND SIZING DEVELOPED BY "DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY -METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------------------- tSER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-26-2000 AT TIME 09:26:12 *** PROJECT TITLE: THE PRESERVE I *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER : DP4 -rY PE r, 1 nt LET INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.85 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (°s) = 0.60 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15.25 GUTTER FLOW DEPTH (ft) = 0.39 FLOW VELOCITY ON STREET (fps)= 2.55 FLOW CROSS SECTION AREA (sq ft)= 2.40 GRATE CLOGGING FACTOR (g)= 20.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 11.97 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=. 6.10 FLOW INTERCEPTED (cfs)= 6.10 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 6.10 FLOW INTERCEPTED (cfs)= 6.10 CARRY-OVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDRAULICS AND SIZING DEVELOPED BY "DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY.METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------------- �SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-26-2000 AT TIME 09:14:14 t** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER:DP5a Z GU26 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 2.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.10 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (°s) = 1.00 STREET CROSS SLOPE 1.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 6.78 GUTTER FLOW DEPTH (ft) = 0.15 FLOW VELOCITY ON STREET (fps)= 1.64 FLOW CROSS SECTION AREA (sq ft)= 0.31 GRATE CLOGGING FACTOR (o)= 20.00 CURB OPENNING CLOGGING FACTOR($)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.62 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.50 FLOW INTERCEPTED (cfs)= 0.50 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.50 FLOW INTERCEPTED (cfs)= 0.50 CARRY-OVER FLOW (cfs)= 0.00 r ______________________________________________________________________________ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY "DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------------- �SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-26-2000 AT TIME 09:15:28 '*** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER : DP5 a 2' C► V (1-5 >?6w "Ca INLET HYDRAULICS: IN A SUMP. (�-'� = lc `o 2.o cis GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 2.00 HEIGHT OF CURB OPENING (in)= 6.00 ' INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.20 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 1.00 STREET CROSS SLOPE (°s) = 1.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.47 GUTTER FLOW DEPTH (ft) = 0.22 FLOW VELOCITY ON STREET (fps)= 2.04 FLOW CROSS SECTION AREA (sq ft)= 0.98 GRATE CLOGGING FACTOR (%;)= 20.00 CURB OPENNING CLOGGING FACTOR($)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.48 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 2.00 FLOW INTERCEPTED (cfs)= 2.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 2.00 FLOW INTERCEPTED (cfs)= 2.00 CARRY-OVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY "DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY.METRO DENVER CITIES/COUNTIES AND UD&FCD LSER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-26-2000 AT TIME 09:28:21 '*** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: iINLET ID NUMBER:DP8 4 T`(PE �Z i N L-C-r- INLET HYDRAULICS: IN A SUMP. a = I.b cis GIVEN INLET DESIGN INFORMATION: Z GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 ' GUTTER WIDTH (ft) = 1.00 �I I 1 1 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (%)= CURB OPENNING CLOGGING FACTOR(%)= 7.06 0.22 1.73 0.58 20.00 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 1.86 (cfs) = (cfs) = (cfs) = (cfs) = (cfs) = (cfs) = 1.00 1.00 0.00 1.00 1.00 0.00 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY -DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------- - tSER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-26-2000 AT TIME 09:29:37 t** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBERVP8 41 T11'E IINLET HYDRAULICS: IN A SUMP. I GIVEN INLET DESIGN INFORMATION: TZ I r,�l LET CnL,a, = 4. S cj�5 GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.85 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE ($) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 ' GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.47 GUTTER FLOW DEPTH (ft) = 0.35 FLOW VELOCITY ON STREET (fps)= 2.37 FLOW CROSS SECTION AREA (sq ft)= 1.89 GRATE CLOGGING FACTOR (g)= 20.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 11.79 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 4.50 FLOW INTERCEPTED (cfs)= 4.50 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 4.50 ' FLOW INTERCEPTED (cfs)= 4.50 CARRY-OVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY -DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------- tSER:Northe-rn Engineering----Services-Ft-------Collins Colorado........................ ON DATE 05-26-2000 AT TIME 09:35:28 '*** PROJECT TITLE: THE PRESERVE I *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER:De9 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: 7< PE P, ► t1A LET C) j 1.465 GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE M _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= ' GUTTER WIDTH (ft) _ I STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) _ GUTTER FLOW DEPTH (ft) _ FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR M = CURB OPENNING CLOGGING FACTOR(%)= 4.00 6.00 0.00 2.00 0.00 depth to flow depth. 0.60 2.00 0.016 1.00 1.00 8.28 0.25 1.85 0.76 20.00 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW u 2.17 (cfs) _ (cfs) _ (cfs) _ (cfs) _ (cfs) _ (cfs) _ 1.40 1.40 0.00 1.40 1.40 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY -DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY.METRO DENVER CITIES/COUNTIES AND UD&FCD '----------------------------------------------------------------------- USER:Northe-rn Engineering-----Services-Ft Collins Colorado ....................... ON DATE 06-28-2000 AT TIME 13:45:47 '*** PROJECT TITLE: THE PRESERVE I *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER:OP9 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: 4` TYPE Z I LET GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= .SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: 4.00 6.00 0.00 2.00 0.85 depth to flow depth. STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15.53 GUTTER FLOW DEPTH (ft) = 0.39 FLOW VELOCITY ON STREET (fps)= 2.58 FLOW CROSS SECTION AREA (sq ft)= 2.49 GRATE CLOGGING FACTOR M = 20.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 11.99 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 6.40 FLOW INTERCEPTED (Cfs)= 6.40 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 6.40 ' FLOW INTERCEPTED (cfs)= 6.40 CARRY-OVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY -DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD t---------------------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-26-2000 AT TIME 09:37:12 F** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: M0 l 4' I-N PE- FI N(-E-T- INLET HYDRAULICS: IN A SUMP. (�Z GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = - STREET CROSS SLOPE (%) = STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR M = CURB OPENNING CLOGGING FACTOR(°%)= 0.60 2.00 0.016 1.00 1.00 6.69 0.22 1.70 0.53 20.00 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 1.77 (cfs)= 0.90 (cfs)= 0.90 (cfs)= 0.00 (cfs)= 0.90 (cfs)= 0.90 (cfs)= 0.00 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY "DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY.METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------- LSER:Northe-rn Engineering - Services -Ft Collins Colorado ....................... ON DATE 06-28-2000 AT TIME 13:46:47 '*** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER : bP10 'T TY Pt F, i N LET INLET HYDRAULICS: IN A SUMP. Qlcc>= ..4.5 CsFS GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.85 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 ' GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.47 GUTTER FLOW DEPTH (ft) = 0.35 ' FLOW VELOCITY ON STREET (fps)= 2.37 FLOW CROSS SECTION AREA (sq ft)= 1.89 GRATE CLOGGING FACTOR (%)= 20.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 11.79 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 4.50 FLOW INTERCEPTED (cfs)= 4.50 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 4.50 ' FLOW INTERCEPTED (cfs)= 4.50 CARRY-OVER FLOW (cfs)= 0.00 ----------------------------------------------=------------------------------- ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY "DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------- ----------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 03-09-2000 AT TIME 11:24:27 '*** PROJECT TITLE: THE PRESERVE *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: (,'lla ('05 cuze> O PAN II-1G ' INLET HYDRAULICS: IN A SUMP. ,sue ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 6.50 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.10 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) = 1.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 ' GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 12.53 GUTTER FLOW DEPTH (ft) = 0.21 ' FLOW VELOCITY ON STREET (fps)= 1.97 FLOW CROSS SECTION AREA (sq ft)= 0.86 GRATE CLOGGING FACTOR (%)= 20.00 ' CURB OPENNING CLOGGING FACTOR(°%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.98 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1.70 FLOW INTERCEPTED (cfs)= 1.70 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.70 FLOW INTERCEPTED (cfs)= 1.70 CARRY-OVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY.METRO.DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------- LSER:Northern-----------Engineering--Services-Ft Collins Colorado ....................... ON DATE 03-09-2000 AT TIME 11:23:37 '*** PROJECT TITLE: THE PRESERVE fl 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER : j)Pl la INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: Gurzg c�PE�(►1C� Q�� = � . 4, Gr-S GIVEN CURB OPENING LENGTH (ft)= 6.50 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.20 Note: The sump depth is additional depth to STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE M = 1.00 STREET CROSS SLOPE ($) = 1.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 ' GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 22.94 GUTTER FLOW DEPTH (ft) = 0.31 ' FLOW VELOCITY ON STREET (fps)= 2.71 FLOW CROSS SECTION AREA (sq ft)= 2.71 GRATE CLOGGING FACTOR M = 20.00 CURB OPENNING CLOGGING FACTOR(°%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 8.53 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= ■ BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= flow depth. 7.40 7.40 0.00 7.40 6.82 0.58 11 ------- ------------------------------------- ----------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY '------------DR.-JAMES-GUO;-CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... �N DATE 03-01-2000 AT TIME 18:18:04 *** PROJECT TITLE: THE PRESERVE ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER:D?116 �.5� TYPE P_ 1/'iLIET ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= 7.50 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 1.00 STREET CROSS SLOPE (%) 1.00 ' STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.31 ' GUTTER FLOW DEPTH (ft) = 0.23 FLOW VELOCITY ON STREET (fps)= 2.10 FLOW CROSS SECTION AREA (sq ft)= 1.10 GRATE CLOGGING FACTOR (°s)= 20.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 2.75 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 2.30 FLOW INTERCEPTED (cfs)= 2.30 ' CARRY-OVER FLOW (Cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 2.30 FLOW INTERCEPTED (cfs)= 2.20 ' CARRY-OVER FLOW (cfs)= 0.10 r - --------------------------------------- _---------------------------------------- UDINLET: INLET HYDAAULICS AND SIZING DEVELOPED BY -DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY.METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------- LSER:Northern Engineering-------Services-Ft--------Collins Colorado ....................... ON DATE 06-28-2000 AT TIME 13:48:18 '*** PROJECT TITLE: THE PRESERVE r r r r *** CURB`OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER:D?11 b INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: -1.s, TiPL F, ►"f. eT _. 10. l CAS ��ov GIVEN CURB OPENING LENGTH (ft)= 7.50 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.50 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (V = 1.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 ' GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 25.94 GUTTER FLOW DEPTH (ft) = 0.34 r FLOW VELOCITY ON STREET (fps)= 2.92 FLOW CROSS SECTION AREA (sq ft)= 3.44 GRATE CLOGGING FACTOR M = 20.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 18.51 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 10.10 FLOW INTERCEPTED (cfs)= 10.10 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 10.10 ' FLOW INTERCEPTED (cfs)= 10.10 1 CARRY-OVER FLOW (cfs)= 0.00 PROJECT F?-I � JOB NO. 7-00`I • 04J CLIENT CALCULATIONS FOR j N-LFT c J I C.Z�{. MADE BV DATE CHECKED BY DATE SHEET I OF ' FORT COLLINS, COLORADO 80521 kn , PO�o l ^ JEPrIt = h = 39• L' - 37. Qom' Q = CA A = s 4 FT Z- = -79�-- (`ecru C ATG+ BSI nL I t4L!-,:T 4Zit Y�-+2:1 Pan 1 - Q100 Worksheet for Irregular Channel SECT-1 oN A- A Project Description ' Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Pan 1 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data ' Channel Slope 0,037900 fttft Elevation range: 38.87 ft to 40.00 ft. Station (ft) Elevation (ft) Start Station End Station. Roughness 0.00 40.00 0.00 4.00 0.030 4.00 39.00 4.00 8,00 0.016 6.00 38.87 8.00 12.00 0.030 8.00 39.00 12.00 40.00 Discharge 8.60 cfs -sue Results Wtd. Mannings Coefficient 0.021 Water Surface Elevation 39.26 ft Flow Area 1.58 ft2 Wetted Perimeter 6.16 ft Top Width 6.09 ft Height 0,39 ft Critical Depth 39.41 ft Critical Slope 0.011064 ft/ft Velocity 5.45 ft/s Velocity Head 0.46 ft Specific Energy 39.72 ft Froude Number 1.89 Flow is supercritical 08/30/00 FlowMaster v5.13 01:08:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pan 1 - Q100 Cross Section for Irregular Channel 6 C I OM A -A Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Pan 1 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.021 Channel Slope 0.037900 ftfft Water Surface Elevation 39.26 ft Discharge 8.60 cfs Q luv sr c 0 i� W w vV 0.0 2.0 4.0 6.0 8.0 10.0 12.0 Station (ft) 08/30/00 FlowMaster v5.13 01:00:16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pan 1 - Q100.1.33 Worksheet for Irregular Channel SECT-ic>Ni A - A Project Description ' Project File c:Xhaestad\fmw\pre-stnn.fm2 Wor1(sheet Pan 1 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation I� Input Data Channel Slope 0.037900 ft/ft Elevation range: 38.87 ft to 40.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 40.00 0.00 4.00 0.030 4.00 39.00 4.00 8.00 0.016 6.00 38.87 8.00 12.00 0.030 8.00 39.00 12.00 40.00 Discharge 11.44 cfs -� I� . 33 too C I 33 ' Results Wtd. Mannings Coefficient 0.022 Water Surface Elevation 39.32 ft ' Flow Area 1.97 ft2 Wetted Perimeter 6.68 ft Top Width 6.59 ft Height 0.45 ft Critical Depth 39.49 ft Critical Slope 0.005282 ft/ft �. Velocity 5.80 ft/s Velocity Head 0.52 ft Specific Energy 39.85 ft Froude Number 1.87 Flow is supercritical. f08/30/00 01:00:05 PM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pan 1 - Q100'1.33 Cross Section for Irregular Channel Project Description ' Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Pan 1 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.022 Channel Slope 0.037900 fVft Water Surface Elevation 39.32 ft Discharge 11.44 cfs 39.8 KM- c 2 39.4 W 0 08/30/00 12:59:55 PM 39.2 39.0 2.0 4.0 6.0 8.0 10.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 12.0 FlowMaster v5.13 Page 1 of 1 1 1 1 1 1 1 1 1 Swale 1 - Q100 Cross Section for Triangular Channel 5EC✓TI C) 6 - b Project Description Project File c:\haestadlfmwlpre-strrn.fm2 Worksheet Swale 1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.037900 fttft Depth 0.89 ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 8.60 cfs 0.89 ft 1N V H1 NTS 08/30/00 FlowMaster v5.13 12:51:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1665 Page 1 of 1 ' Swale 1 — Q100'1.33 Worksheet for Triangular Channel ' Project Description Project File c:\haestad\fmw\pre-strrn.fm2 Worksheet Swale 1 ' Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.037900 ft/ft Left Side Slope 4.000000 H : V Right Side Slope Discharge 4.000000 H : V 11.44 cfs ' Results Depth 0.99 ft Flow Area 3.88 ft2 Wetted Perimeter 8.12 ft 1 Top Width 7.88 ft Critical Depth 0.87 ft Critical Slope 0.071996 ftlft ' Velocity 2.95 ft/s Velocity Head 0.13 ft Specific Energy 1.12 ft Froude Number 0.74 Flow is subcritical. 08/30/00 12:50:54 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 1 1 1 1 1 i 1 1 1 1 1 1 1 Swale 1 - Q100'1.33 Cross Section for Triangular Channel �ECJ-1C).[ �3-g Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Swale 1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.037900 ft/ft Depth 0.99 ft Left Side Slope 4.000000 H : V Right Side Slope Discharge 4.000000 H : V 11.44 cis 0.99 ft 1 V N H 1 NTS 08/30/00 FlowMaster v5.13 12:51:00 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pan 5 - Q100 Worksheet for Irregular Channel SE CT 1 CrI1 C.- C Project Description Project File c:\haestad\fmw\pre-stnn.fm2 Worksheet Pan 5 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation ' Input Data Channel Slope 0,010000 fttft Elevation range: 42.43 ft to 43.53 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 43.53 0.00 4.00 ' 4.00 42.51 4.00 6.00 5.00 42.43 6.00 10.00 6.00 42.51 10.00 43.53 Discharge 2.00 cfs -47-- �tc�G = 2-.0 C.!�,j IResults Roughness 0.060 0.016 0.060 Wtd. Mannings Coefficient 0.017 Water Surface Elevation 42.73 ft ' Flow Area 0.69 ft2 Wetted Perimeter 3.75 ft Top Width 3.69 ft Height 0.30 ft Critical Depth 42.75 ft Critical Slope 0.007256 ft/ft Velocity 2.89 ft/s Velocity Head 0.13 ft Speck Energy 42.86 ft Froude Number 1.18 Flow is supercritical. 05/25/00 03:14:50 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Pan 5 - Q100 Cross Section for Irregular Channel St CrT1bN L—C, Project Description Project File c:\haestad\fmw\pre-stnn.fm2 Worksheet Pan 5 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.017 Channel Slope 0.010000 ftfft Water Surface Elevation 42.73 ft Discharge 2.00 cfs 43.4 43.E C 431 tD tD L 42.E 42.E 2.0 4.0 6.0 8.0 Station (ft) 0525/00 03:14:57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 10.0 FlowMaster v5.13 Page 1 of 1 Pan 5 - Q100'1.33 Worksheet for Irregular Channel �jSGT 1bt l C C, Protect Description ' Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Pan 5 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation ' Input Data Channel Slope Elevation range: 42.43 ft to 0,010010" 43.53 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 43.53 0.00 4.00 0.060 4.00 42.51 4.00 6.00 0.016 5.00 42.43 6.00 10.00 0.060 6.00 42.51 10.00 Discharge 43.53 2.66 cfs Q .33 Z • (n(o G7 S 1 ' Results Wtd. Mannings Coefficient 0.017 Water Surface Elevation 42.77 ft Flow Area 0.87 ft2 Wetted Perimeter 4.11 ft Top Width 4.04 ft Height 0.34 ft Critical Depth 42.80 ft Critical Slope 0.007387 fttft ' Velocity 3.07 ftls Velocity Head 0.15 ft Speck Energy 42.92 ft Froude Number 1.17 Flow is supercritical. 05/25/00 03:15:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1,of 1 1 1 1 1 1 1 1 1 Pan 5 - Q100"1.33 Cross Section for Irregular Channel GjEC,Ttvr.E t✓-� Project Description Project File c:\haestad\fmwlpre-stnn.fm2 Worksheet Pan 5 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.017 Channel Slope 0.010000 fttft Water Surface Elevation 42.77 ft Discharge 2.66 cfs 0 m w 0.0 2.0 4.0 6.0 8.0 10.0 Station (ft) 0525/00 FlowMaster v5.13 03:15:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pan 11 - Q100 Worksheet for Irregular Channel SE c-7vots O- D Project Description ' Project File c:\haestad\fmw\pre-strn.fm2 Worksheet Pan 11 Flow Element Irregular Channel ' Method Manning's Formula Solve For Water Elevation ' Input Data Channel Slope 0.010000 ft/ft ' Elevation range: 40.65 ft to 42.00 ft. Station (ft) Elevation (ft) Start Station 0.00 42.00 0.00 ' 7.36 40.73 7.36 8.36 40.65 9.36 9.36 40.73 19.62 42.00 ' Discharge 7.40 cfs ' Results Wtd. Mannings Coefficient 0.023 Water Surface Elevation 41.20 ft ' Flow Area 2.53 ft2 Wetted Perimeter 8.56 ft Top Width 8.49 ft ' Height 0.55 ft Critical Depth 41.18 ft Critical Slope 0.011087 ft/ft ' Velocity 2.92 ft/s Velocity Head 0.13 ft Speck Energy 41.33 ft ' Froude Number 0.94 Flow is subcritical. End Station. 7.36 9.36 19.62 Roughness 0.060 0.016 0.060 06/28/00 FlowMaster v5.13 01:31:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pan 11 - Q100 Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Pan 11 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.023 Channel Slope 0.010000 ft1ft Water Surface Elevation 41.20 ft Discharge 7.40 cts G2�� 41.E 41.E c 0 w m w 41.: 41.( 40.1 40.t, 0.0 0628/00 01:31:11 PM 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pan 11 - Q100*1.33 ' Worksheet for irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Pan 11 Flow Element Irregular Channel ' Method Manning's Formula Solve For Water Elevation ' Input Data ' Channel Slope 0,010000 ft/ft Elevation range: 40.65 ft to 42.00 ft. Station (ft) Elevation (ft) Start Station End Station: 0.00 42.00 0.00 7.36 ' 7.36 40.73 7.36 9.36 8.36 40.65 9.36 19.62 9.36 40.73 ' 19.62 42.00 1.33 Discharge 9.84 Cfs at, Results Wtd. Mannings Coefficient 0.024 Water Surface Elevation 41.28 ft ' Flow Area 3.27 ft2 Wetted Perimeter 9.70 ft Top Width 9.62 ft Height 0.63 ft Critical Depth 41.25 ft Critical Slope 0.011811 ft/ft ' Velocity 3.01 ft/s Velocity Head 0.14 ft Specific Energy 41.42 ft ' Froude Number 0.91 Flow is subcritical. Roughness 0.060 0.016 0.060 ' 06/28/00 FlowMaster v5.13 01:31:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 . Page 1 of 1 Pan 11 - Q100" 1.33 Cross Section for Irregular Channel S£GT\ors p- p, Project Description Project File c:\haestad\fmw\pre-stnn.fm2 Worksheet Pan 11 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.024 Channel Slope 0.010000 fvft Water Surface Elevation 41.28 ft Discharge 9.84 cfs l . 33 41.E 41.E 41.e c 0 :r m W 41.: 41.( 40.1 06QB/00 01:31:43 PM 2.0 4.0 6.0 8.0 10.0 12.0 14.0 18.0 18.0 20.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Q100 ' Worksheet for Irregular Channel SECT►W A E-E Project Description Project File c:\haestad\ftnw\pre-strm.fm2 Worksheet Overflow Swale D5 Flow Element Irregular Channel ' Method Manning's Formula Solve For Water Elevation ' Input Data Channel Slope 0.017000 ft/ft Elevation range: 39.20 ft to 42.00 ft. Station (ft) Elevation (ft) Start Station 0.00 41.35 0.00 ' 0.00 40.30 0.00 5.00 40.20 5.00 15.00 40.00 15.00 ' 18.00 39.20 35.00 21.00 40.00 35.00 40.28 35.00 42.00 Discharge 31.54 cfs t✓c toc� ' Results Wtd, Mannings Coefficient 0.036 Water Surface Elevation 40.40 ft ' Flow Area 12.05 fiz Wetted Perimeter 35.43 ft Top Width 35.00 ft ' Height 1.20 ft Critical Depth 40.35 ft Critical Slope 0.029358 ft/ft ' Velocity 2.62 ft/s Velocity Head 0.11 ft Specific Energy 40,50 ft ' Froude Number 0.79 Flow is subcritical. End Station 0.00 5.00 15.00 35.00 35.00 Roughness 0.016 0.060 0.016 0.060 0.016 ' 11/08/00 FlowMaster v5.13 08:50:51 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel SEC,Ttoll E-E Project Description Project File c:\haestad\fmwlpre-strm.fm2 Worksheet Overflow Swale D5 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.036 Channel Slope 0.017000 fttft Water Surface Elevation 40,40 ft Discharge 31.54 cfs n 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 Station (ft) 11/08/00 FlowMaster v5.13 08:51:00 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Q100'1.33 ' Worksheet for Irregular Channel SECT l 014 E-E Project Description ' Project File c:Vhaestad\fmw\pre-stnn.fm2 Worksheet Overflow Swale D5 Flow Element Irregular Channel ' Method Manning's Formula Solve For Water Elevation ' Input Data Channel Slope 0.017000 ft/ft ' Elevation range: 39.20 ft to 42.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 41.35 0.00 0.00 0.016 ' 0.00 40.30 0.00 5.00 0.060 5.00 40.20 5.00 15.00 0.016 15.00 40.00 15.00 35.00 0.060 ' 18.00 39.20 35.00 35.00 0.016 21.00 40.00 35.00 40.28 35.00 Discharge 42.00 41.95 cts �` Qloo¢ 133 = �� C�•3�� Results Wtd. Mannings Coefficient 0.036 Water Surface Elevation 40.46 ft Flow Area 14.23 ft2 Wetted Perimeter 35.55 ft Top Width 35.00 ft Height 1.26 ft Critical Depth 40.41 ft Critical Slope 0.027129 ft/ft Velocity 2.95 ft/s Velocity Head 0.13 ft Specific Energy 40.59 ft Froude Number 0.81 Flow is subcritical. 11/08/00 FlowMaster v5.13 08:51:31 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Q100'1.33 Cross Section for Irregular Channel ' 56cx-1 c�N E- Project Description ' Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Overflow Swale D5 Flow Element Irregular Channel ' Method Manning's Formula Solve For Water Elevation 1 Section Data ' Wtd. Mannings Coefficient 0.036 Channel Slope 0.017000 ft/ t Water Surface Elevation 40.46 ft ' Discharge 41.95 cfs ' 42.0 41.5 41.0 0 40.5 to m W 1 ' 11 roai00 08:51:42 AM 40.0 39.5 39.0 L 0.0 5.0 10.0 15.0 20.0 25.0 30.0 Station (ft) Heestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 35.0 FlowMaster v5.13 Page 1 of 1 100 0 100 200 300 Feet ( IN FEET ) 1 inch = 100 ft. RIM=42.6' CROWN EL.=41.35' 29 2228 RIM=42.6' CROWN EL.=41.35' 22 k=1.25 OP 2 , SS� 67.03 LF 24" CLASS III RCP 2223 b�p h 0 0.40% � RIM=43.9', U CROWN EL.=40.01' k=0.30 2324 d° 23 24 RIM=41.5' 53.00 LF 19"x30' CROWN EL7EL.=40.55' ELLIPTICAL RCP k=0.52 0 0.40% F.L. E CROW k=1.2DP HRl / F.L. EL.=38.97' 30 26W ,Zg 2526 CROWN EL.=40.55' 57.00 LF 19"x3O" ELLIPTICAL RCP 0 0.40% c� � ; 2823 O_ i w 30.00 LF 15" CLASS III RCP 1820 0 0.50% F.L. EL.=41.8' CROWN EL.=40.52' k=1 .25 r F.L. EL.-41.8' / CROWN EL.=40, 52' F.L. EL.=41.8' CROWN EL.=40.05' Ij k=1.00 2021 21 19 20 30.32 LF 36" DP a DP ®,...:..m CLASS III RCP ♦ 0 0.40% a RIM=43.3' CROWN EL.=36.98' 12 k=0.1.00 Q, rn N F.L. EL.=41 .5' 1818 CROOWN EL.=38.91 @ V A14 RIM=41.7' CROWN EL.=39.50' 13u RIM=41.7' 13 CROWN EL.=39.50' k=1.25 DP a •- a m { yea 1618 1rJ' 18 111a if1Dp O272a I = a 229.80 LF s j'°w..:. ..ar>�` f' o' 6\ 29"x45" C44- ,9 ��� ,.w' S J _ 0 ELLIPTICAL RCP 0 // 3 1827 tale "O O # c� 0 0.40% If/ o' Rcp I ® 5 RIM=42.1'- CROWN EL=39.64' k=0.55 RIM=41.0' 28 CROWN EL.=39.18' k=0.08 RIM=40.8' 27 CROWN EL.=38.60' k=0.56 62.12 LF 36" CLASS III RCP 0 1.00% RIM=43.5' J CROWN EL.=37.68' k=0.22, 1.00 DIP ab RIM=41.6' 18 CROWN EL.=39.25' k=1.25 O RIM=41 .6' - A17 CROWN EL,39.25' ( 3 EXISTING RIM=41.2' CROWN EL.=38.70' k=0 ,DP 4L1 "d F.L. EL.=40.1' 361.37 LF EXISTING 8 CROWN EL.=38.50'-. k=1.25 23 0 1 00%HERCP r I '�ryr 30.00 LF 15" CLASS III RCP 78 ® 0.50% 87 FL=40.1' CROWN EL.=38.35 k=1.00 �•:..m F.L. EL=40.1' } CROWN EL.=38.50' k=1.25 t au RIM=41.5' 12 CROWN EL=36.03' k=0,0.81,1.00 39.66 LF 18" CLASS III RCP fill 5 0 0.40% a F.L. EL=41.7' CROWN EL.=35.97' k=0.1 .00 O131.84 LF'21" CLASS III RCP 0 0.64% I 4a DP 12 :-F, 42 154 26 LF, 42 204.s.26 204.86 LF 34"x53"- Y ro a CLASS III RC! ELLIPTICAL RCP 0 0.407 00.30% j U 4OP tb RIM=40.2' CROWN EL.=38.50' k=1,25 B10 RIM=40.2' A10 CROWN EL.=38.50' 20 0 '34 11 RCP G��Sp aG' RIM=39.9' CROWN EL.=35.42' k=0.07 EXISTING RIM=36.5' CROWN EL,33.51' 2 k=0.1.00 OP so. O147 LF 2-2'C EXISTING � EXISTING PRECAST 80X CULVERTS 0 0.2% EXISTING GROUND=33.2' INV.=31.20' WSEL=36.00' k=1 .00 POND 501 • DP 30 FROM THE FINAL DRAINAGE AND EROSION CONTROL STUDY OF WARREN FARMS. THIRD FILING BY THE SEAR BROWN GROUP I TEE PRESERVE AT THE MADOWS PRE. DAT 1 15, 15 2 2 , 1 , .8, 500, 300, .2 ,Y 1 100 2.86 , 28.5 10 .786 30 1, 31.2 0 1 12 , 0, 0, 0 214.1 , 0 12.49 .95 0 , 0 , 0', 0 0 - 2 , 36.5 12 , 2 23 ,. 24 , 0 , 0 213.8 , 0 12.45 .95 0, 0, 0 0 0 3, 41.2 23 , 0 0, 0, 0 0 119.8 , 0 2.88 .91 0 0 0 0 0 4, 39.9 24 , 1 45 0 0 0 77.5 0 , .97 0 , 0 , 0 , 0 , 0 5 45 , 41.5 95 3 56 59 511 0 71.9 , 0 8.74 , .97 , 0 0 0, 0 0 6, 40.1 56 , 1, 67 0 0 0 10.5 , 0 1.16 , .95 , 0 0 , 0 , 0 , 0 7, 40.1 67 1, 78 0 0, 0 6.4 , 0 .65 .99 , 0 0 0 0, 0 8, 40.1 78 0, 0, 0, 0, 0 6.4 , 0 .65 .99, 0, 0, 0, 0, 0 9, 40.2 , 59, 1 , 910, 0, 0, 0 10.1 , 0 1.03 .99 , 0 , 0 , 0 , 0 0 10 , 40.2 , 910 , 0 , 0 , 0 , 0 , 0 10.1 , 0 1.03 .99 , 0 , 0 , 0 , 0 0 11 , 41.7 511 2 , 1112 1115 , 0 0 54.7 , 0 6.55 .97 , 0, 0, 0, 0 0 12 , 41.5 1112 1 1213 , 0 , 0 , 0 13.1 , 0 1.36 , .99 , 0 , 0 , 0 , 0 , 0 41.7 1213 1 1310 0 0 8.6 0 .89 0 .99 0 0 0 0 0 8 . 14 41.7 , 1314 , 0 , 0 , 0 , 0 , 0 8.6 0, .89 , .99 0 0 0 0 0 15 , 43.3 , 1115 2 , 1516 , 1518 0 0 40.1 , 0 , 4.72 .97 , 0 , 0 , 0 0 0 16 , 41.6 , 1516 , 1 1617 , 0 0 0 4.1 , 0, AS , .89 0, 0, 0 0 0 17 41.6 , 1617 , 0 0 , 0 , 0 , 0 4.1 , 0 , .48 , .89 , 0 , 0 , 0 , 0 , 0 18 43.5 , 1518 , 2 1B19 , 1827 , 0 0 37.6 , 0 , 4.24 , .97 , 0 , 0 , 0 , 0 0 19 , 41.8 1819 , 1 , 1920 , 0 , 0 , 0 1� 12.3 , 0 , 1.3 , .99 0 , 0 , 0 , 0 0 20 , 41.6 1920 , 1 2021 , 0 , 0 0 6.1 0, .63 , .98 , 0 0 0, 0 0 21 41. B, 2021 , 0, 0 0 0 0 6.1 , 0, .63 , .98 , 0 , 0, 0, 0 0 22 42.58 , 2223 , 1 , 2229 , 0 , 0 , 0 11.7 , 0 1.22 , .99 , 0 , 0 , 0 , 0 , 0 23 , 42.1 2823 , 2 , 2324 , 2223 , 0 , 0 26.1 , 0 , 2.94 , .97 , 0 , 0 , 0 , 0 , 0 24 43.9 , 2324 , 1 2425 , 0 , 0 , 0 8.6 0 , .99 , .91 0 , 0 0 , 0 , 0 25 41.5 , 2425 , 1 2526 0 , 0 , 0 8.6 0 , .99 , .91 0 , 0 0 , 0 , 0 26 38.97 , 2526 , 1 , 2630 , 0 0 0 8.6 , 0 , .99 , .91 , 0 , 0 , 0 , 0 , 0 28 , 41 2728 , 1 , 2823 , 0 , 0 , 0 26.1 , 0 , , .97 , 0 0 , 0 , 0 0 29 , 22 92.58 2229 0 0, 0 0 0 11.7 , 0 1.22 , .99 , 0 0 , 0 , 0 , 0 27 , 40.8 , 1827 , 1 , 2728 , 0 , 0 , 0 26.1 , 0 2.94 , .97 0, 0 0 0, 0 30 38.97 , 2630 , 0 0, 0 0 0 8.6 0 .99 .91 0 0 0 0 0 29 12 347 .2 33.51 , .013 1 0 2 2 , 30 23 361.37 1 38.7 , .013 , 0 , 0 , 3 43 , 68 24 , 101.34 .4 , 35.42 , .013 , 1 , 0 , 1 , 42 , 0 45 , 154.26 , .4 36.03 , .013 , .07 , 0 1 42 , 0 56 131.84 , .64 38.35 , .013 , 1 , 0 1 21 0 67 , 30 , .5 , 38.5 , .013 , 1 , 0 , 1 , 15 , 0 7B , 2 , .5 , 38.5 , .013 , 1.25 , 0 , 1 15 , 0 59 93.34 , 1.07 , 38.5 , .013 , .81 , 0 , 1 , 18 , 0 910 , 2 , 1.07 , 38.5 , .013 , 1.25 0 1 18 , 0 511 204.86 .3 , 35.97 .013 , 0 0 3 34 , 53 1112 39.66 .4 38.91 .013 1 0 , 1 18 0 1213 109.42 , .45 , 39.5 , .013 0 , 0 , 1 , 18 0 1314 2 , .45 39.5 , .013 , 1.25 0 , 1 18 0 1115 229.8 .4 , 36.98 , .013 0 0 , 3 29 45 1516 73.58 2.3 , 39.25 , .013 1 0 , 1 15 0 1518 30.32 , .4 , 37,68 , .013 0 0 , 1 36 0 1819 , 116.39 2.04 40.05 , .013 1 0 , 1 , 21 , 0 2021 , 2 , .5 , 40.52 .013 , 1.25 0 1 , 15 , 0 2223 , 106.9 , 1.6 , 41.35 .013 .34 0 , 1 , 18 , 0 2324 67.03 , .4 , 40.01 .013 .64 0 , 1 , 24 , 0 2425 53 .4 40.32 .013 .3 0 3 , 19 , 30 2526 , 57 .4 40.55 .013 .52 0 3 , 24 38 1617 2 2.3 39.25 .013 , 1.25 0 , 1 , 15 0 1920 30 , .5 , 40.52 .013 , 1 , 0 1 , 15 0 2823 , 71.82 , .64 , 39.64 .013 , .08 , 0 1 36 , 0 2728 47.68 , 1.01 , 39.08 .013 , .56 , 0 1 , 36 , 0 1827 62.12 , I , 38.4 , .013 .22 , 0 , 1 36 , 0 2229 2 1.6 41.35 , .013 1.25 0 , 1 18 0 2630 1 .4 40.55 .013 1.25 0 3 19 , 30 1 , 36 , 0 2229 2 1.6 41.35 .013 , 1.25 0 , 1 18 0 2630 1 , .4 40.55 .013 , 1.25 0 3 19 , 30 ' SEWER SYSTEM Developed by Dr. James Guo, Civil Eng. EWER Dept,, U. . of of C Colorado UMODEL--------------- at Denver -DESIGNUSING Metro Denver Cities/Counties 6 UDFCD Pool Fund Study -----------------STORM USER: NORTHERN ENGINEERING SERVICES INC-FT COLLINS COLORADO ........................... ON DATA 09-13-2000 AT TIME 11:03:16 VERSION=03-26-1994 *** PROJECT TITLE :THE PRESERVE AT THE MEADOWS *** SUMMARY OF HYDRAULICS AT MANHOLES I __ _------------------------------------------------GROUND------------COMME MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ---------------------- 1.00 0.00 MINUTES_ 0.00 INCH/HR------CFS------ 0.00 219.10 FEET ------FEET 31.20 ---- 36.00 NO - 2.00 72.74 58.53 2.94 213.80 36.50 35.02 OK 3.00 2.62 5.00 45.71 119.80 41.20 38.39 OK 4.00 58.29 178.02 1.33 77.50 39.90 37.39 OK 5.00 49.01 155.89 1.47 71.90 41.50 38.38 OK 6.00 2.39 31.07 4.40 10.50 40.10 39.82 OK _ 7.00 1.29 25.10 4.97 6.40 40.10 40.41 NO 8.00 0.64 5.00 9.95 6.40 40.10 40.96 NO 9.00 2.04 25.28 4.95 10.10 40.20 40.01 OK 10.00 1.02 5.00 9.90 10.10 40.20 40.66 NO 11.00 36.10 149.22 1.52 54.70 41.70 39.31 OK 12.00 3.11 33.33 4.21 13.10 41.50 40.36 OK 13.00 1.76 25.95 4.88 8.60 41.70 41.57 OK 14.00 0.88 5.00 9.76 8.60 41.70 42.05 NO 15.00 26.64 150.56 1.51 40.10 43.30 40.01 OK 16.00 0.85 26.73 4.80 4.10 41.60 40.75 OK 17.00 0.43 5.21 9.60 4.10 41.60 40.98 OK 18.00 21.21 120.38 1.77 37.60 43.50 40.11 OK 19.00 2.52 25.97 4.88 12.30 41.80 41.25 OK 20.00 1.23 25.40 4.94 6.10 41.80 41.92 NO 21.00 0.62 5.00 9.88 6.10 41.80 42.42 NO 22.00 2.42 26.30 4.84 11.70 42.58 41.27 OK 23.00 8.87 58.44 2.94 26.10 42.10 40.80 OK 24.00 3.60 79.32 2.39 8.60 43.90 41.07 OK 25.00 2.70 51.94 3.18 8.60 41.50 41.18 OK 26.00 1.80 26.98 4.77 8.60 38.97 41.28 NO 28.00 29.00 11.72 1.21 87.57 5.03 2.23 9.69 26.10 11.70 41.00 42.58 40.67 42.15 OK OK 27.00 14.57 118.71 1.79 26.10 40.80 40.48 OK ,. 30.00 0.90 5.31- 9.55 8.60 38.97 41.35 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ___________________________________________________________________________ SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) -------- ------ 12.00 2.00 ______ _______--------------------- 1.00 BOX 2:81 _-------------------- 4i00 2.00 10.00 23.00__ 3.0____0 2.00 ARCH 99.85 98.00 93.00 68.00 24.00 4.00 2.00 ROUND 45.23 48.00 42.00 0.00 45.00 5.00 4.00 ROUND 43.98 48.00 42.00 0.00 56.00 6.00 5.00 ROUND 19.57 21.00 21.00 0.00 67.00 7.00 6.00 ROUND 17.03 18.00 15.00 0.00 -- 78.00 8.00 7.00 ROUND 17.03 18.00 15.00 0.00 59.00 9.00 5.00 ROUND 17.52 18.00 18.00 0.00 910.00 10.00 9.00 ROUND 17.52 18.00 18.00 0.00 511.00 11.00 5.00 ARCH 41.89 48.00 34.00 53.00 1112.00 12.00 11.00 ROUND 23.22 24.00 18.00 0.00 1213.00 13.00 12.00 ROUND 19.40 21.00 18.00 0.00 1314.00 14.00 13.00 ROUND 19.40 21.00 18.00 0.00 -� 1115.00 15.00 11.00 ARCH 35.33 36.00 29.00 45.00 1516.00 16.00 15.00 ROUND 10.82 15.00 15.00 0.00 1518.00 18.00 15.00 ROUND 34.49 36.00 36.00 0.00 1819.00 19.00 18.00 ROUND 16.71 18.00 21.00 0.00 2021.00 21.00 20.00 ROUND 16.72 18.00 15.00 0.00 2223.00 22.00 23.00 ROUND 17.16 18.00 18.00 0.00 2324.00 24.00 23.00 ROUND 19.83 21.00 24.00 0.00 2425.00 25.00 24.00 ARCH 19.83 21.00 19.00 30.00 2526.00 26.00 25.00 ARCH 19.83 21.00 24.00 38.00 1617.00 17.00 16.00 ROUND 10.82 15.00 15.00 0.00 1920.00 20.00 19.00 ROUND 16.72 18.00 15.00 0.00 2823.00 23.00 28.00 ROUND 27.54 30.00 36.00 0.00 2728.00 28.00 27.00 ROUND 25.28 27.00 36.00 0.00 1827.00 27.00 18.00 ROUND 25.33 27.00 36.00 0.00 2229.00 29.00 22.00 ROUND 17.16 18.00 18.00 0.00 2630.00 30.00 26.00 ARCH 19.83 21.00 19.00 30.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET 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, EXISTING SIZE WAS USED _______________________________________________________________________ SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET 'FPS FPS ' 12.0 213.8 90.8 2.00 10.69 2.00 0.00 10.69 0.00 V-OK 23.0 119.8 212.1 2.99 13.01 3.27 9.42 7.13 1.62 V-OK 24.0 77.5 63.8 3.50 8.06 2.75 9.55 8.06 0.00 V-OK 45.0 71.9 63.8 3.50 7.47 2.66 9.17 7.47 0.00 V-OK 56.0 10.5 12.7 1.21 5.90 1.24 5.77 4.37 0.99 V-OK 67.0 6.4 4.6 1.25 5.22 1.02 5.98 5.22 0.00 V-OK 78.0 6.4 4.6 1.25 5.22 1.02 5.98 5.22 0.00 V-OK _ 59.0 10.1 10.9 1.14 7.00 1.22 6.56 5.72 1.16 V-OK 910.0 10.1 10.9 1.14 7.00 1.22 6.56 5.72 1.16 V-OK 511.0 54.7 60.7 2.69 6.65 2.28 7.99 5.30 0.73 V-OK 1112.0 13.1 6.7 1.50 7.41 1.34 7.88 7.41 0.00 V-OK 1213.0 8.6 7.1 1.50 4.87 1.14 5.99 4.87 0.00 V-OK 1314.0 8.6 7.1 1.50 4.87 1.14 5.99 4.87 0.00 V-OK 1115.0 40.1 45.5 2.25 6.88 2.04 7.64 5.37 0.83 V-OK 1516.0 4.1 9.8 0.56 7.64 0.82 4.82 3.34 2.05 V-OK 1518.0 37.6 42.3 2.20 6.76 1.99 7.55 5.32 0.82 V-OK 1819.0 12.3 22.7 0.92 9.63 1.31 6.38 5.11 1.99 V-OK 2021.0 6.1 4.6 1.25 4.97 1.00 5.81 4.97 0.00 V-OK 2223.0 11.7 13.3 1.09 8.50 1.29 7.23 6.62 1.48 V-OK I; 2324.0 8.6 14.3 1.12 4.77 1.06 5.11 2.74 0.88 V-OK 2425.0 8.6 15.2 1.10 4.78 1.06 5.03 2.63 0.89 V-OK 2526.0 8.6 28.4 0.98 4.75 1.01 4.50 1.64 0.98 V-OK 1617.0 4.1 9.8 0.56 7.64 0.82 4.82 3.34 2.05 V-OK .� 1920.0 6.1 4.6 1.25 4.97 1.00 5.81 4.97 0.00 V-OK 2823.0 26.1 53.5 1.48 7.52 1.65 6.53 3.69 1.23 V-OK 2728.0 26.1 67.2 1.30 8.91 1.65 6.53 3.69 1.58 V-OK 1827.0 26.1 66.9 1.30 8.87 1.65 6.53 3.69 1.57 V-OK 2229.0 11.7 13.3 1.09 8.50 1.29 7.23 6.62 1.48 V-OK 1 2630.0 8.6 15.2 1.10 4.78 1.06 5.03 2.63 0.89 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) ________________________________________________________________ 12.00 0.20 31.51 31.22 2.99 -2.02 NO 23.00 1.00 35.12 31.50 2.50 1.41 OK 24.00 0.40 31.92 31.51 4.48 1.49 OK ' 45.00 0.40 32.53 31.91 5.47 4.49 OK 56.00 0.64 36.60 35.76 1.75 3.99 OK 67.00 0.50 37.25 37.10 1.60 1.75 OK 78.00 0.50 37.25 37.24 1.60 1.61 OK 59.00 1.07 37.00 36.00 1.70 4.00 OK 910.00 1.07 37.00 36.98 1.70 1.72 OK 511.00 0.30 33.14 32.52 5.73 6.14 OK 1112.00 0.40 37.41 37.25 2.59 2.95 OK 1213.00 0.45 38.00 37.51 2.20 2.49 OK 1314.00 0.45 38.00 37.99 2.20 2.21 OK 1115.00 0.40 34.56 33.64 6.32 5.64 OK 1516.00 2.30 38.00 36.31 2.35 5.74 OK 1518.00 0.40 34.68 34.56 5.82 5.74 OK 1819.00 2.04 38.30 35.93 1.75 5.82 OK 2021.00 0.50 39.27 39.26 1.28 1.29 OK 2223.00 1.60 39.85 38.14 1.23 2.46 OK 2324.00 0.40 38.01 37.74 3.89 2.36 OK 2425.00 0.40 38.74 38.52 1.18 3.79 OK 2526.00 0.40 38.55 38.32 -1.58 1.18 NO 1617.00 � 2.30 38.00 37.95 2.35 2.40 OK ' 1920.00 0.50 39.27 39.12 1.28 1.43 OK 2823.00 0.64 36.64 36.18 2.46 1.82 OK 2728.00 1.01 36.08 35.60 1.92 2.20 OK 1827.00 1.00 35.40 34.78 2.40 5.72 OK 2229.00 1.60 39.85 39.82 1.23 1.26 OK 2630.00 0.40 38.97 38.96 -1.58 -1.58 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET Pi *** 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 _______________________________________________________________________________ 12.00 147.00 147.00 33.51 33.22 35.02 36.00 PRSS'ED 23.00 361.37 0.00 38.70 35.09 38.39 35.02 JUMP 24.00 101.34 101.34 35.42 35.01 37.39 35.02 PRSS'ED 45.00 154.26 154.26 36.03 35.41 38.38 37.39 PRSS'ED 56.00 131.84 131.84 38.35 37.51 39.82 38.38 PRSS'ED 67.00 30.00 30.00 38.50 38.35 40.41 39.82 PRSS'ED 78.00 2.00 2.00 38.50 38.49 40.96 40.41 PRSS'ED 59.00 93.34 93.34 38.50 37.50 40.01 38.38 PRSS'ED 910.00 2.00 '2.00 38.50 38.48 40.66 40.01 PRSS'ED 511.00 204.86 204.86 35.97 35.36 39.31 38.38 PRSS'ED 1112.00 39.66 39.66 38.91 38.75 40.36 39.31 PRSS'ED 1213.00 109.42 109.42 39.50 39.01 41.57 40.36 PRSS'ED 1314.00 2.00 2.00 39.50 39.49 42.05 41.57 PRSS'ED 1115.00 229.80 229.80 36.98 36.06 40.01 39.31 PRSS'ED 1516.00 73.58 73.58 39.25 37.56 40.75 40.01 PRSS'ED 1518.00 30.32 30.32 37.68 37.56 40.11 40.01 PRSS'ED 1819.00 116.39 116.39 40.05 37.68 41.25 40.11 PRSS'ED 2021.00 2.00 2.00 40.52 40.51 42.42 41.92 PRSS'ED 2223.00 106.90 57.72 41.35 39.64 41.27 40.80 JUMP 2324.00 67.03 67.03 40.01 39.74 41.07 40.80 PRSS'ED 2425.00 53.00 53.00 40.32 40.11 41.18 41.07 PRSS'ED 2526.00 57.00 57.00 40.55 40.32 41.28 41.18 PRSS'ED 1617.00 2.00 2.00 39.25 39.20 40.98 40.75 PRSS'ED 1920.00 30.00 30.00 40.52 40.37 41.92 41.25 PRSS'ED 2823.00 71.82 71.82 39.64 39.18 40.80 40.67 PRSS'ED 2728.00 47.68 47.68 39.08 38.60 40.67 40.48 PRSS'ED 1827.00 62.12 62.12 38.40 37.78 40.48 40.11 PRSS'ED 2229.00 2.00 2.00 41.35 41.32 42.15 41.27 PRSS'ED 2630.00 1.00 1.00 40.55 40.55 41.35 41.28 PRSS'ED 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 i 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 _______________________________________________________________________________ 12.0 2.00 36.80 0.80 1.00 0.00 0.00 0.00 1.00 36.00 23.0 3.00 39.77 2.97 0.00 0.00 0.00 0.00 2.00 36.80 24.0 4.00 38.40 0.60 1.00 1.01 0.00 0.00 2.00 36.80 45.0 5.00 39.25 0.78 0.07 0.06 0.00 0.00 4.00 38.40 56.0 6.00 40.12 0.58 1.00 0.30 0.00 0.00 5.00 19.21 67.0 7.00 40.83 0.29 1.00 0.42 - 0.00 0.00 6.00 40.12 78.0 8.00 41.38 0.02 1.25 0.53 0.00 0.00 7.00 90.63 59.0 9.00 40.51 0.86 0.81 0.41 0.00 0.00 5.00 39.25 910.0 10.00 41.17 0.02 1.25 0.63 0.00 0.00 9.00 40.51 511.0 11.00 39.74 0.50 0.00 0.00 0.00 0.00 5.00 39.21 ' 1112.0 12.00 41.21 0.61 1.00 0.85 0.00 0.00 11.00 39.74 1213.0 13.00 41.94 0.73 0.00 0.00 0.00 0.00 12.00 41.21 1314.0 14.00 42.41 0.01 1.25 0.46 0.00 0.00 13.00 41.94 1115.0 15.00 40.46 0.71 0.00 0.00 0.00 0.00 11.00 39.74 1516.0 16.00 40.93 0.29 1.00 0.17 0.00 0.00 15.00 40.46 1518.0 18.00 40.55 0.10 0.00 0.00 0.00 0.00 15.00 40.46 1819.0 19.00 41.66 0.70 1.00 0.41 0.00 0.00 18.00 40.55 2021.0 21.00 42.80 0.02 1.25 0.48 0.00 0.00 20.00 42.31 2223.0 22.00 41.96 0.71 0.34 0.23 0.00 0.00 23.00 41.01 2324.0 24.00 41.18 0.10 0.64 0.07 0.00 0.00 23.00 41.01 2425.0 25.00 41.28 0.07 0.30 0.03 0.00 0.00 24.00 41.18 2526.0 26.00 41.33 0.02 0.52 0.02 0.00 0.00 25.00 41.28 1617.0 17.00 41.15 0.01 1.25 0.22 0.00 0.00 16.00 40.93 1920.0 20.00 42.31 0.27 1.00 0.38 0.00 0.00 19.00 41.66 2823.0 23.00 41.01 0.11 0.08 0.02 0.00 0.00 28.00 40.89 2728.0 28.00 40.89 0.07 0.56 .0.12 0.00 0.00 27.00 40.69 1827.0 27.00 40.69 0.09 0.22 0.05 0.00 0.00 18.00 40.55 2229.0 29.00 42.83 0.02 1.25 0.85 0.00 0.00 22.00 41.96 r; 2630.0 30.00 41.46 0.00 1.25 0.13 0.00 0.00 26.00 41.33 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. EROSION CONTROL CALCULATIONS I- May 18, 2000 Mr. Glen Schlueter Stormwater Utilities City of Fort Collins 700 Wood Street Fort Collins, Colorado 80522-0580 RE: The Preserve at the Meadows Erosion Control Security Deposit Dear Glen: This letter is per the City criteria for any Erosion Control Security Deposit which may be required for the construction of The Preserve at the Meadows. This estimate is based on the May 2000 Utility Plans, as resubmitted to the City of Fort Collins for review. Per the utility plans, the following items were found to be necessary for the protection of the site during construction from wind and rainfall erosion: Temporary Seed and Mulch Gravel Inlet Filters Silt Fence (located around the easterly and southerly boundaries of the site) Temporary truck wash pads A breakdown of the anticipated costs associated with these improvements include: Temporary Seed and Mulch Gravel Inlet Filters Silt Fence Temporary Truck Wash Pads Total 150% of Total An alternate look at this obligation: 7.0 acres, @ $800.00/ac = $5,600.00 15 each, @ $250.00/ea = $3,750.00 1,700 If, @ $2.00/I17 = $3,400.00 2 ea, @ $750.00 = $1,500.00 =$14,250.00 =$21,375.00 , Total disturbed area — 11.2 acres @ $500.00. 150% = $8,400 .00 Based on the above figures, and the City policy to use the most conservative estimate, the Erosion Control Security Deposit obligation of the developer of The Preserve at the Meadows would be $21,375.00. Please call if you have any questions regarding these figures. Sincerely, NOP,THERN NG G SERVICES, INC. 41 l� Megan . Keefe, Project Engineer cc: David Bailey File 1 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970)221-4158, FAX (970)221-4159 JZW D P% ),A AG% E: Slope - -7 9 Fz= Z. Cif :.ok T�1 USE Or=S.KmwNl en, cSz> [Ic 4 - I . s .37 Q-QZI -t �, 153 L3 losr-_ -TYPE L- Z Sl1SI 0 " 07 I Lcawwc�r ata -M-A.Z�,Q -SD c=-a "C>rar= KA 0X V-j a ISOrn, I NC= p Gn1CJ1�SlonJ RAINFALL PERFORMANCE STANDARD EVALUATION STANDARD FORMA PROJECT: THE PRESERVE AT THE MEADOWS CALCULATED BY: MILK PROJECT #: 200 1. 00 PRE FILE NAME: F:\A4egFiles\PRE\FormA.WPD DATE: March 8, 2000 DEVELOPED SUBBASIN ERODIBIL ITY ZONE Asb (ac) Lsb (ft) Asb* Lsb Ssb (%) Asb* Ssb Lb (ft) Sb (0/0) PS (%) ML-1 MODERATE 1.30 890 1157.0 0.60 0.78 HR-1 MODERATE 0.94 310 291.4 1.20 1.13 1 MODERATE 0.78 110 85.8 1.00 0.78 2 MODERATE 1.22 215 262.3 1.00 1.22 3 MODERATE 0.67 210 140.7 1.00 0.67 4 MODERATE 0.63 204 128.5 1.00 0.63, 5 MODERATE 0.48 155 74.4 1.00 0.48 6 MODERATE 0.89 150 133.5 1.00 0.89 7 MODERATE 0.47 200 94.0 1.00 0.47 8 MODERATE 0.47 200 94.0 1.00 0.47 9 MODERATE 0.65 200 130.0 1.00 0.65 10 MODERATE 0.78 250 195.0 1.00 0.78 lla MODERATE 0.74 250 185.0 1.00 0.74 llb MODERATE 0.30 100 30.0 .1.00 0.30 12 MODERATE 0.87 135 117.5 1.00 0.87 TOTAL 1 11.19 3579 40049.0 10.86 1357 0.97 77.4 Lb = SUM(Asb*Lsb)/A Sb = SUM(Asb*Ssb)/A PS (during construction) = 77.4 PS (after construction) = 77.4/0.85=91.1 EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: THE PRESERVE AT THE MEADOWS CALCULATED BY: MLK PROJECT #: 2001.00 PRE FILED NAME: F:uvlegFiles\PRE\FormB.wpd DATE: March 9, 2000 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Silt Fence Barrier 1.00 0.50 Bordering Horsetooth Road and New Mercer Ditch Roads & Curb 0.01 1.00 Paved and constructed Gravel Filters 1.00 0.80 Placed at all inlets Hay/Straw Mulch w/ Temp. Seed 0.06 1.00 All areas not in roadways MAJOR PS SUB -BASIN AREA CALCULATIONS BASIN (%) (AC) 77.4 NIL-1, HR-1, 11.19 DURING CONSTRUCTION P-1 thru P-12 Plan intent: Temporary seed and mulch all disturbed areas not in a roadway; use gravel filters and sediment traps. Roads Lump sum --roads & impervious = 4.21 acres Pervious: 11.19 - 4.21 = 6.98 acres C ,,= (0.01 *4.21)+(0.06*6.98)/11.19 = 0.04 Pn=0.5*0.8=0.40 EFF= [1-(C*P)]100=(1-(0.04*0.40))l00 = 98.4 > 91.1 TABLES AND FIGURES No Text City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42, 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 1 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 ASTM C 76 ASTM C 361 ASTM C 655 AASHTO M 170 AASHTO M 242 NOTE: Area of reinforcement steel, number of cages, and concrete compressive strengths shall be in conformance with ASTM and/or AASHTO specification. No scale. CIRCULAR REINFORCED CONCRETE PIPE Sealant Joint or Rubber Gasket Joint WALL THICKNESS i - BELL DIA. - - -- - - - - - DIA. I' JOINT LENGTH �I CROSS SECTION ALL DIMENSIONS SUBJECT TO ALLOWABLE SPECIFICATION TOLERANCES AND PARAMETER. INSIDE DIA. (in) (mm)• BELL DIA. (in) Imm) WALL THICKNESS (in) (mm)• JOINT LENGTH 111) Iml WEIGHT PER FOOT (#/h) (kg/m) 12 300 20.0 508.0 2.00 50 8.0 2.44 116 173 15 375 23.8 604.5 2.25 56 7.5 2.29 135 201 18 450 27.6 701.0 2.50 63 7.5 2.29 174 259 21 525 131.6 802.6 2.75 69 1 7.5 2.29 228 340 24 600 35.6 904.2 3.00 75 7.5 2.29 281 419 27 675 39.0 990.6 3.25 82 8.0 2.44 381 567 30 750 42.5 1079.5 3.50 88 8.0 2.44 402 599 33 825 46.25 1174.8 3.75 94 8.0 2.44 488 844 36 900 50.251276.4 4.00 100 8.0 2.44 555 826 INSIDE DIA. (in) (mm)' BELL DIA. in) (mm) WALL THICKNESS (in) (mm)' JOINT LENGTH (h) (m) WEIGHT PER FOOT (#/ff) (kg/m) 42 1060 58.5 1486 4.50 113 8.0 2.44 770 1146 48 1200 66.251683 5.00 125 8.0 2.44 970 1444 54 1350 69.5 1765 6.25 156 8.0 2.44 1270 1890 60 1500 75.5 1918 6.75 169 8.0 2.44 '1500 2233 66 1650 81.5 2070 7.25 184 8.0 2.44 1800 2679 72 1800 87.5 2223 7.75 197 7.5 2.29 2126 3165 78 1950 94.5 2400 8.25 210 8.0 2.44 2420 3602 84 2100 101.5 2578 8.75 222 8.0 2.44 2660 3959 90 2250 90.0 2250 9.25 235 8.0 2.44 3120 4644 'Metric diameter and wall thickness are nominal, all other dimensions are "soft" conversion p1 n 8311 West Carder Court 725 Bryan Stock Trail ; JI it MIR/% (I rnr� r'F•-re , Littleton, Colorado 80125 Bus. (303) 791-1600 Casper, Wyoming 09 P Y 9 ., r;rrT tr7nG r r- �, ty Fax (303) 791-1710 Bus. (307) 265-31.3100 ,. Fax (307 265-0013 >: ) 1-800-285-2902 (Colorado only) CRJ-001 SPC 1095 ELLIPTICAL REINFORCED CONCRETE PIPE Tongue and Groove Joint ASTM C507 ASTM C655 AASHTO M207 AASHTO M242 NOTE: Area of reinforcement steel, number of cages, and concrete compressive strengths shall ba in conformance with ASTM and/or AASHTO specification. No scale. r WALL THICKNESS RISE �-- JOINT LENGTH ►I ALL DIMENSIONS SUBJECT TO ALLOWABLE SPECIFICATION TOLERANCES AND PARAMETER. / MINOR \ AXIS MAJOR AXIS EQUIVALENT CIRCULAR DIA. ' fin) (mm)* NOMINAL DIAMETER ACTUAL DIAMETER WATERWAY AREA Ife) Im') WALL THICKNESS (in) (mm►' JOINT LENGTH (h) (m) WEIGHT PER FOOT ' (Ib/f8 (kg/m) MINOR AXIS (RISE) (in) (mm)' MAJOR AXIS (SPAN) (in) (mm) MINOR AXIS (RISE) (in) (mm) MAJOR AXIS (SPAN) (in) (mm) 18 450 IA 350 23 575 14.31 363.47 22.88 581.15 1.8 0.17 2.75 69 7.5 2.29 195 290 24 600 19 475 30 750 19.19 487.43 30.13 765.30 3.3 0.31 3.25- 82 7.5 2.29 300 446 30 750 24 600 38 950 24.00 609.60 37.88 962.15 5.1 0.47 3.75 94 1 7.5 2.29 430 640 36 900 29 725 45 1123 28.81 731.77 45." 1154.18 7.4 0.69 4.50 113 7.5 2.29 625 930 42 1050 34 850 53 1325 34.06 865.12 53.31 1354.07 10.2 0.95 5.00 125 7.5 2.29 815 1213 48 1200 38 950 60 1500 38.13 960.50 59.94 1522.48 12.9 1.20 5.50 138 7.5 2.29 1000 1488 54 1350 43 1075 68 1700 43.A4 1103.38 67.88 1724.15 16.6 1.54 6.00 150 7.5 2.29 1235 1838 60 1500 48 1200 76 1900 48.19 1224.03 75.50 1917.70 1 20.5 1.91 1 6.50 163 7.5 2.29 1 1475 2195 66 1630 53 1325 83 2075 53.00 1346.20 83.06 2109.72 24.8 2.30 7.00 175 7.5 2.29 1 1745 2597 72 1800 58 ]AM91 2275 57.88 1470.15 90.56 2300.22 29.5 2.74 7.50 188 1 7.5 2.29 1 2040 3036 -Metric aiameler and wall thickness are nominal, all other dimensions are 'soft' conversion. p'Q OEA. 8311 West Carder Court 725 Bryan Stock Trail r gomlfvo 1ccol�Ica rE) Littleton, Colorado 80125 Bus. (303) 791-1600 Casper, Wyoming 82609 s C ` CON .-I - I Tr- 4 Cal 40ouG Fax (303) 791-1710 Bus. (307) 2.5.3100 Fax 265.0013 _�---- 1-800.285-2902 (Colorado only) (307) A00uG� ELR-001 SPC 795 a/P. ORDER #= PURGIIASE ORDER It: JOB ORDER #: 51.5' G B �f C _ PLAN VIEW ■L 34.5' SQUARE 'KNOCK OUT' A TYPICAL A 2 SIDES PROFILE 34.5' X 18' 'KNOCK OUT' OPPOSITE SIDES PROJECT: SPECIFICATION *GPpO�~* '7 8311 W. CARDER COURT LITTLETON. CO 80125 CONCRETE 1303) 303) 791-1710O FAX COLORADO ONLY C800) 285-2902 %DDUG M-G04-13 LOCATION; SUBMITTAL DATE CONTRACTOR: BY REV. # BL TYPE 13 PRECAST INLET ENGINEER: SN EET# TOTAL# G.C.P. ORDER #: PURGHASF ORDFR 4. 47 ° . _� �a 13 d (7 NA" _VIEW O FOUR (4) V COC INSEP.TS PEP. PIECE FOR LIFTING AND PI AGE MF.N 1. JOB ORDER #: T 33' SQUARE 'KNOCK -OUT' F) (TYPICAL 4 SIDES) PROFILE PROJECT S'EGIFIGATION # *GPpD�� B311 W. CARDER COURT LIT iLETON. GO 50125 )CONCRETE (3(03))791-17100 FAX QA �` COLORADO ONLY ry `V C000) Z05-2902 ODUG M-roQ4-]Q LOCATION 5UBMII IAL UAIE CONTRACTOR' BY F'EV. ## 5L - TYPE G PI?ECA, ��T INI ET ENGINEER: SIICET# TOTAL# G.G.P. ORDER # PURGHASF ORDER #: JOB ORDER # 80' I G B B v c7 i G PLAN VIEW O i FOUR, C4) 1' COIL I1\15FRT5 PER PIECE FOP LIFTING AND PLAGEMENI. GG' X 33' 'KNOCK —OUT* c0 (TYPICAL 2 LONG SIDES) PROFILE PROJECT: SPEGIFIGATION *GPp O�A* 7 8311 W. CARDER COURT -� _�` LITTLETON. GO 50125 O CONCRE� TE �303) 791-1600 C303) 791-1710 FAX COLODO ONLY (800) (800) 285-2902 �OUG M—G04-11 LOCATION SUBMITTAL DATE GONTRAGTOR1 BY REV. tt °L - TYPE D PRECAST INLET ENGINEER St1EEl# IOIAL# Deeter Foundry, Inc. P.O. Box 29708, Lincoln, Nebraska 68529 2110-2125 Catch Basin Inlet Grates & Fram Heavy Duty 1. Grates for 2110-2125 have a depressed center bar. Open Are B --- • C E F. G H Wt# Sq. In. 2110 231/2x47'/4 2 20x44 26x50 3 1'/ex21'/2 1/e 555 484 2111 231/2x471/4 2 20x44 26x50 4 1'/ex21'/2 7/e 655 484 2115 331/2x511/2 3 30x48 _36x54 4 11/4x23'/4 1 875 793 2115 A 33'/zx51'%z 3 30x48 36x54 4 1'/.x4"/,e 1 995 "0 2120 39'/zx39'/z 3 36x36 42x42 4 1'/ex17'/4 3/4 745 737 2125 45'/zx45'/z 3 __42x42 48x48 4 _ 1'/ax20'/4 �/� 990 957 A A F B -- C— C — -- E-- ._ —-- E — 2126 Catch Basin Inlet Grate & Frame Heavy Duty Total Wt. — 840# Open Area — 744 Sq. In. 2135 Catch Basin Inlet Grate 5 Frame Heavy Duty Total Wt. — 640# Open Area — 443 Sq. In. 1. Can be furnished with 3• high frame. 2135-L . Heavy Duty Total Wt. — 600# Open Area — 780 Sq. In. 1. Same as 2135 with L-style grate. 4^ - I,.-------as/,A------ - - - 2sv,6�- 50'he=-- ---- r.. ,.; i. r.t. 1.2 l,lz r.d'6 r.0 1.0 4?116 Y 0.6 tl n.>v o d•4b 3 d t9 0 -� 0.6 `Jv C' 0'" d•�'I 0.4 o d•'sz a, q . od'l 0.2 d IG 00 f I. I i I I I I I I Bond at Manhole, no Special Shaping I Deflector Curved I I I Y B nd at Manhole, I . C rved or Delleclorl Manhole I I 1 1 W 20• 4V 60W oo• 100_ : .;. Deflection Angle Y , Degrees NOTE: Head loss applied at outlet of manhole.. DATE: J A N. 19841 REFERENCE: REV: I Modern Sewer Design, AISI, Washington D.C., 1980. W 20• 4V 60W oo• 100_ : .;. Deflection Angle Y , Degrees NOTE: Head loss applied at outlet of manhole.. DATE: J A N. 19841 REFERENCE: REV: I Modern Sewer Design, AISI, Washington D.C., 1980. STORM INLETS v.n 0.7 .. - f- 0.6 I! EXAMPLE r 0.5 m w > 0.4 0 a 0.3 w 0 0 ? 0.2 0 z 0 a 0.1 0.0 0 1 2 3 4 5 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) FIGURE 4-I. CAPACITY OF GRATED INLET IN SUMP Z. S MN�►MuM ' F�ar•.r frT L 1 r"TO 1 ALEEor PEe Scx, FT. of OpEM AM, 10-15-68 Oanru Regional Council of Governments DRAINAGE CRITERIA MANUAL 8 7 6 m c 0 a5 a 4 z 3 0 z a x 2 W ,e RIPRAP 6 = Expansion Angle on, ffj WJ VA A FA 4 VAA FAJ WAWAJIFAAA ,ffm FA MENNEN I�A. 1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 TAILWATER DEPTH/ CONDUIT HEIGHT—Yt/H FIGURE 5-10. EXPANSION FACTOR FOR RECTANGULAR CONDUITS 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL 3 0 .• RIPRAP MEN pumm PAA W wn No I, ■■ ■ �i�. 00 .2 .4 ..6 .8 1.0 Yt/H Use Ha instead of H. whenever culvert has supercritical flow in the barrel. **'Use Type L for a distance of 3H downstream. FIGURE 5-8. RIPRAP EROSION PROTECTION AT RECTANGULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT • N v ' ' MARCH 1991 Ofat000 WWWWW ofmmm000000 • . • . . • . . . vvvvwomoow WWWWWWWWWW W o+ of of a1 0+ o, of a1 ct o1 01 0 0 0 ............... WWWWWWWWWWWWWWW ' rOOWaDotrnrnotmrno+anrnmmmotOlrnm .............. .. . W W W W W W OD t0 0D 0D 00 00 0D W W W W W W W or►VIntotototorrrnnnnnrnrr W W W W W W . . . . . . . . . . . . . . . . . . . . . . . . . wo�oa�oa�pa�oo�oo'�pa�oo�oo�oo�oo�po�oa�oa�owa�oa�oo�oa�oa�oa�oo'poa�oo�oa�o W NMa}ItlWlfltowwtotpwnrrnnnnrl�l�apppCp . • . . . . . . . . . . . . . . . . . . . . . . . . M el'. V' V' V' V' V' V' V' V' V' � V' C V' V' V' •! V' V' V' � V' � d' V' W W'00 W W W W W W W W W W W W OD CO CO W W CO W Co 00.00 co. �ooryMvv►nul►n►n�o�o�o�o�o►c�o�o�o�onrrr`.nn ............. . ..... .. W W W W W W W W W W W W W W W W W W W W W W W W W W tl'Ot •-1NMM V'V'V' V•W W WU1W min o W t0 t0 to%o to tOr VVV' V' V' V' V' V' V' V' V' V' V' V' V•*1 0 V' W W W W W W W W W W W W W W W W W W W W W W W W W W Oto W O•--1.-INNMMMMV• V'IRV V' V'aT V••ef 0 In to 1n%0,%o M M M VV' V' V• V' V' V' V' V' V' V' V' V' V' V' V' V• V' V• V' V' V' V' CD CO W W W W W W W OO OD EO CO OO W DO OO OO DO w 00 OD W W W W InNlnr W CTOO•-1•-Ir1NNNNNMMMMM V' V' V' V'•sr N M M M M M V' V' V' V' V' V' V' V' V' V' V' V' V' .� V' .•1• d' � V, V' W W OO W W W W W W OD CO W W W CO W W W W W W W CO W W W rIW rlMet'Il11AtD10rr1� W W W W W W 0f0f0100000 N N M M M M M M M M M M M M M M M M M M r4 44444 W 00 00 00 CO OD 0D W 00 00 Co W 00 OD W W W W W W W W W W W W t01n W O.--INMetttl(1U1U1�p�p�p�p�pnnnn r•l N. N M M M M M M . . . . . W. W. W. T. .1 M M M M M M M M 1'I N1 M M M M W W W W OO W OO OO OO OO W W W W OD W W OO W OD W OO W W W W .-1..�ulnWoo �ryNMMMv vvav ululultoto%onn . . . . . . . . . . . . . . . . . . . . . . . . . . •-i N N N N M M M M M M M M M M M M M M M M M M M M M W 00 00 W OO OD W OD W W OD W CO W W OD W W W W OO W co co Co Co MN%0OD010r4NNMMM V'V' V' V' V'•yWNMMW W W W Orlrl•-4rlNNNNN4V ryNNryNNNfV ryNNNNNN W W W W W W W W W W W W W W W W W W W W W W W W O0 W Y1 In C11N Mil In tOrrr W W W 010101010101000000 01 O 0 H rl r4 r4 rl rl rt rl r4 r4 r4 r4 r4 r4 r4 rl r4 N N N N IV N W W.W W W W W W CO CO Co W co Co W W W W W W W W W W W O''4nOMlntp W W QIOOOrIrIr1.-4NNNNMMMMMM 0 � 01; , 0.0 0,0 O o O rl r4 r4 r4 r4 r4 r4 H r4 r4 r1 r4 rl 9-1 r4 r! •-4 WWODODaD000000cD00CoW W WooW00W OD Co W Co ON W rl V' W rr W Ot01OOr4r4r1r4•iNNNMMMMM D.'W.W W W W W OsO1G+O%000000000000000 �.nnnPnnnnnP000DW W W CO W CO W CO CO Co co co W DMOvtrat-Or4N1+1m V' V'W W W W %otototorntototo • . . . . . • . • . • . . • . ftonnnnWWODODWWWW • •.• •In1�InInnI�nnnnnnNnrNnrnnrn OD co n +o.rtorCID Wrnnto%atoln.rV.MMryNo,ta1rr4clto N N r4 N N r4 N N N N• 0 0 0 0 0 0 0 0 0 •rrnnnrnnnnnnnn�nnnn4�.H 'Inoo ►0000000000000000000000000 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 INMV'InWr' W O 0H(4M V'IntON W a%omoInOIno •-I r4 r4 r4 r4 r4 r4 r4 r4 r4 N N M M V' V' W S-4 DESIGN CRITERIA :L;tI i I I 1 r L i EXCERPTS FROM THE APPROVED REPORT WARREN FARMS-3rd FILING, THE PRESERVE AT THE MEADOWS BY THE SEAR BROWN GROUP N fi a� lot �g eE n oryno rni do ri.i E£� ��ti n �NNIV l'1 O • O O O o O n _ N D^ � N N N N n $ RS$R R n lieO d O O O O O �e r.o nn ..'ddP .dm mNdmnory arygry mani Pdw6dnd.O.:.+{-m d d d..o nnodmn Nt U VUUU +++++ V++++ ^^ +++ U+ U+ 0000 Pdoo8�8oa'��80.S8�oo81.0 8_..O liz 0 o 000ao no,-nooe.vmoP-ee.on�mwoaw� noo.m wm m- oan j E�� '�O-"n �.i ��rvry ^.'�^did ry1VN��000OOOOry�l100��00 AfIryry000N0000 as= o P oaam nommrvaoo-aN.on-ewoNw�nmm�oo.m wm-m-�oNn. p C� 6 �a-ei.n --rvrv-��=d�ori riry �=aoododo.i=noc�.'oo n'N ri ei000.Jdoo ^ g�aszs o�ssaasa�:sryn�ro:-s;,ARRR-sga� :gry�„-ssa.ss: leeonnn lie o---u�000000���eodco60oo��ei000�oo uic-000 o oddd 3 neIQ 7R� 6A8�''86Y.'e'AjB o',96m�8ww 8'B gR=^o?offiB'8 Yy'CB e'1Q 0$0 1Q YJV a [�Y N�nNrvN NN�rvwNN«nl'InNNNI1NNNN1V fINnN«�fl llNnnn ry NNNn01171InN ^ o oom omouuoou000u000Puom00000000m000 00000P00000 U o.00nry wo. �onnoon—inePa�m�m�oonmryn �o�o nOo�ryooN €GM a 9 Zak 5$�w7 s o.00nN no..-onwoonaoem�o�m�omooNnn�.ono ...m o e n mo �ovi�^n NON�eo.��nod- em.=Doan c.:nd-.:d o.-ni vio n ..w o ui vi ri ui ui N aHOW R . r..ae_am='_�«m «e..nonoo '��Sa.oCo� nFi i"v .S'FiR AARRnsiFl e C ^ 00 ^ I 11; RA 9 A RR � � 9 Oil if if gill; vj e ry'ry ry d R on . nmmm ewpryen eon -.New ee .0 NwAC ww.�'i CCN«- nn«««CON -n J« s RRaw adi'ww tl k�A 7E920 P� V VYYU 7- J JJJJ JY .IJJJJJJJ - VJ -UJ _ yy R O seas as.ea.ss DOCO 000-�ry0-_-NeN-_00�000 N-NOO L� 1¢s1�= ^Rn^ � NMF ^ern 0m�r:♦ OOCPhI�JOn««1Y«COMIV�'10J« :mO�N0000O0- ^R'n�-a nnw•-nnom^N.werypn.oen-.m p.._o^..o e dNi:f om0eN0_o«.i«««oor« '•ice« weryi0000e- oeONnn o. 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DEVELOPED BY _DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD #SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO ............................. N DATE 05-06-1999 AT TIME 10:07:37 ** PROJECT TITLE: Warren Farms �nle+ - cP-A *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 314 DP 3114 1 !0 t� I n Tye let- INLET HYDRAULICS: IN A SUMP. 1 DO U r gfGr,�►� GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 24.81 GUTTER FLOW DEPTH (ft) = 0.66 FLOW VELOCITY ON STREET (fps)= 2.87 FLOW CROSS SECTION AREA (sq ft)= 6.32 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW l-a 23.07 (cfs)= 18.26 (cfs)= 18.26 (cfs)= 0.00 (cfs)= 18.26 (cfs)= 18.26 (cfs)= 0.00 Winn Famn - Overall Slam Sower Symern UD Sewer. w1-miAl.det w. ATtets r •O .. ", UP13 • ,. � I•SDI-1 2. 1 2e28 te27 I�---- 28 UP 24' 269ds I-SCS 27te f312 4 !t Ott 13 } 7/b4ds tT rt L 2513 �i ut3 TMM302 fete s ;� rw t.r. • ' Si.1A , IA.3212 to 25 4�a4t. + n I 2S i, I-SQ F I•SDZ-1 ti . .n )O tt,o � Jr. r 204 de I tet7 10 S L •n 1. t61 s204do 172 UP 3114 UP M. ,A►.113vr I0I.26dr =7 11499d. t IsOand A I Storm Snwr•i FoilIraM I 102 I Dummv Nocle WF . lnt(utrLxttxe WF - Siecie Fen Iv Devr•IOM+w'ol' STMH 4A STMH 5A elldr Shaded Kea Is for the Single Family deveiopmem Please see Warren Farms. , 7e 3rd FIYrg Drau%Ve and Erosion Conuoi Repon for more decals. :or 101,12 7 yl__ I.6A 7JrAW �. i I.7A r. Y (i5uf 141)Osautara pfama)Ui.�wl•audh .IsEpnp 3120\ %\ STMH FI iT 5I?d• STMH F2 32 455dr C,.) STMH F3 NS SO t7 sa7a: STMN SQ . ll J066& �STMH SQ � Wh6de I-IA21.7E A` -� tt 101dDIKlT, ,' / 202 \ 1MH El / 0 STMH E2 36 1 OF _j_- 2-61 I•E3 I73e \) � O. M0 / ��' 3022 37 30 45 5 d+ S133 I•f4 13. I 0E M1 3534 E:1 FIR I. Deb Ground Node Dtawltlp Node Elev O (ft) / 10. Type (f1) (CIS) A ;.i.�lt • M ; s.y f+61 b r''ud ,� ; ; . '.37.00 r".1Bo.34. kvy 8.e6 WK'':,;►a.�0ea 11. ,r� *. yNM9�.`.fY40.a4 _ 101.94 p' TI1AW I. MM1110M1f'. V 1.97 11.11 r 'e R•`r•:'tiiMM `JMw111aM'•.ee ,--11.11 ; • a► 9 zF 74-'1 3.03 OcF.t+F 41a ,1`/tA9 32.04 t ;t b-;32a y oI27.e4Po /aid 8 . Mer>1>oN ' 43'40 ' ' * 1134 . $PgtYM9: ,4a.60',_•;_13.34•�l pp Y .- 4�nMl�k��•s 5'. 30.66�' �-_ 9. .S.aB 7e'STAW SC3c •MW1dehC':39.06 . � .. 3.63 20 STMH Et Manhole 41.05 5730 21 STMH E2 M .760 22 I-E3 Inletnlet 3939.30 30 7 80 "9.73 � Ci'�;•'FVyZ�,:t!S!y�'?" k�F� 'Oumrt! ..:9.73`. - ,, ?9.e7..•.. pp 9.67.'. 1 d47•.:� v MHaC4. MMMtpe-._�39.44..,4.:'3.e3" - �' j1Aer1119N'339,70'• 363 "` 30 Dummy 3930 7 80 31 STMH F1 Manhole 3950 5220 32 STMH F2 Manhole 41.51 5220 33 STMH F3 Manhole 43.22 4550 34 1-F4 Inlet 4000 45.50 35 Dummy 4000 4550 36 I -GI Intel 41 10 860 37 - Dummy 41 10 860 !r�.7' ,. ... Single Family Development Slip r Data Bona Lateral UIS DIS Reach Number Diameter Matt Length Slope UIS Crown Loss Loss Inver Invert (]full e of Pipes (in) Ift) ("A) (RI Kb KI IB) (ft) (CIS) tu[ 1 42 RCP 5612 0.50% 35.20 1.32 - 3179 31.51 71.1 2120 1 18 RCP 6909 0 50% 3304 0.08 - 32.14 31.70 7.4 2221 1 18 RCP 15433 0 50% 34.41 0.20 - 32.91 32.14 7.4 3022 1 18 RCP 0 10 0 00% 3441 0.25 - 32.91 32.91 0.0 3120 1 42 RCP 6342 0 50% 35.61 0.05 0.25 32.11 3179 71.1 3231 1 42 RCP 23041 0.50% 3676 049 - 33.26 32.11 71.1 3332 , 42 RCP 14920 1 80% 3945 0.06 025 3595 33.26 1350 3433 1 30 RCP 50 17 0.50% 3870 0.20 - 36.20 35A5 290 3534 1 30 RCP 0 10 0.00% 3870 025 - 3620 36.20 0.0 3632 1 21 RCP t5.e9 050% 35.0g 1.32 - 33.34 33.26 11.2 3736 1 21 RCP 0.10 _ 0.00% 35.09 0.25 - 33.34 33.34 0.0 - 53' x 83' HERCP - equivalent to 66' RCP Ellipui al Poe was used due to cover issue ' - In both pees. 2 -2• x 5' box culverts Box culverts were used due to cover issues L.JC)P.8`974.07.;0'dau1'Dram:hrye:5{'wa-multi alslOnry Jinx• S. 114%� J7 STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study USER:Kelvin Gingery.......................................................... ON DATA 06-04-1999 AT TIME 11:59:30 VERSION=12-29-1995 *** PROJECT TITLE :Warren Farms - Infrastructure **• RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** 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 FEET 2.00 189.34 37.00 35.89 OK 3.00 115.65 40.65 38.54 OK 4.00 101.94 40.64 38.62 OK 5.00 11.11 41.97 40.30 OK 6.00 11.11 42.66 40.84 OK 7.00 11.11 43.59 41.71 OK 8.00 3.03 44.74 42.06 OK 9.00 3.03 44.74 42.08 OK 10.00 42.37 41.99 39.85 OK 11.00 32.04 42.37 40.30 OK 12.00 27.64 43.49 40.75 OK 13.00 27.64 43.25 41.74 OK 14.00 13.34 43.40 42.21 OK 15.00 13.34 45.60 42.85 OK 16.00 13.34 45.60 42.92 OK 17.00 30.66 38.62 37.52 OK 18.00 30.66 39.11 38.22 OK 19.00 3.53 39.06 38.69 OK 20.00 57.30 41.05 37.64 OK 21.00 7.60 42.97 38.28 OK 22.00 7.60 39.30 39.14 OK 23.00 9.73 43.40 42.19 OK 24.00 9.73 43.40 42.25 OK 25.00 9.87 43.43 42.27 OK 26.00 9.87 43.43 42.33 OK 27.00 3.53 39.44 38.90 OK 28.00 3.53 39.78 39.15 OK 29.00 3.53 39.78 39.18 OK 1.00 189.34 31.20 36.00 NO 30.00 7.60 39.30 39.21 OK 31.00 52.20 39.50 38.36 OK 32.00 52.20 41.51 39.20 OK 33.00 45.50 43.22 40.00 OK 34.00 45.50 40.00 39.89 OK 35.00 45.50 40.00 40.23 NO 36.00 8.60 41.10 39.77 OK 37.00 8.60 41.10 39.82 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- 32.00 3.00 2.00 ARCH 44.26 48.00 53.00 83.00 43.00 4.00 3.00 BOX 1.00 1.00 2.00 10.00 54.00 5.00 4.00 ROUND 20.94 24.00 21.00 0.00 65.00 6.00 5.00 ROUND 20.94 24.00 21.00 0.00 it 76.00 - 7.00 6.00 ROUND 20.94 24.00 21.00 0.00 87.00 8.00 7.00 ROUND 12.86 15.00 15.00 0.00 98.00 9.00 8.00 ROUND 12.86 15.00 15.00 0.00 104.00 10.00 4.00 ROUND 34.59 36.00 36.00 0.00 1110.00 11.00 10.00 ROUND 31.15 33.00 33.00 0.00 1211.00 12.00 11.00 ROUND 29.47 30.00 33.00 0.00 1312.00 13.00 12.00 ROUND 29.47 30.00 33.00 0.00 1413.00 14.00 13.00 ROUND 22.42 24.00 24.00 0.00 1514.00 15.00 14.00 ROUND 22.42 24.00 24.00 0.00 1615.00 16.00 15.00 ROUND 22.42 24.00 24.00 0.00 172.00 17.00 2.00 ROUND 30.64 33.00 33.00 0.00 1817.00 18.00 17.00 ROUND 30.64 33.00 33.00 0.00 1918.00 19.00 18.00 ROUND 13.62 15.00 18.00 0.00 2719.00 27.00 19.00 ROUND 13.62 15.00 15.00 0.00 2827.00 28.00 27.00 ROUND 13.62 15.00 .15.00 0.00 2928.00 29.00 28.00 ROUND 13.62 15.00 15.00 0.00 202.00 20.00 2.00 ROUND 38.73 42.00 42.00 0.00 2120.00 21.00 20.00 ROUND 18.16 21.00 18.00 0.00 2221.00 22.00 21.00 ROUND 18.16 21.00 18.00 0.00 2313.00 23.00 13.00 ROUND 19.92 21.00 21.00 0.00 2423.00 24.00 23.00 ROUND 19.92 21.00 21.00 0.00 2513.00 25.00 13.00 ROUND 20.03 21.00 21.00 0.00 2625.00 26.00 25.00 ROUND 20.03 21.00 21.00 0.00 21.00 2.00 1.00 BOX 2.54 3.00 2.00 10.00 3022.00 30.00 22.00 ROUND 18.16 21.00 18.00 0.00 3120.00 31.00 - 20.00 ROUND 37.40 42.00 42.00 0.00 3231.00 32.00 31.00 ROUND 37.40 42.00 42.00 0.00 3332.00 33.00 32.00 ROUND 27.94 30.00 42.00 0.00 3433.00 34.00 33.00 ROUND 35.52 36.00 30.00 0.00 3534.00 35.00 34.00 ROUND 35.52 36.00 30.00 0.00 3632.00 36.00 32.00 ROUND 19.02 21.00 21.00 0.00 3736.00 37.00 36.00 ROUND 19.02 21.00 21.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET 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 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ----------------------------------------------------------------------------- 32.0 115.7 364.6 2.19 12.83 2.99 8.57 4.59 1.77 V-OK 43.0 101.9 203.0 1.00 10.19 1.48 6.90 5.10 1.80 V-OK 54.0 11.1 11.2 1.42 5.32 1.24 6.10 4.62 0.76 V-OK 65.0 11.1 11.2 1.42 5.32 1.24 6.10 4.62 0.76 V-OK 76.0 11.1 11.2 1.42 5.32 1.24 6.10 4.62 0.76 V-OK 87.0 3.0 4.6 0.74 3.99 0.70 4.28 2.47 0.89 V-OK 98.0 3.0 4.6 0.74 3.99 0.70 4.28 2.47 0.89 V-OK 104.0 42.4 47.3 2.22 7.57 2.12 7.92 5.99 0.91 V-OK 1110.0 32.0 37.5 1.96 7.09 1.88 7.40 5.39 0.93 V-OK 1211.0 27.6 37.5 1.76 6.91 1.74 6.98 4.65 0.99 V-OK 1312.0 27.6 37.5 1.76 6.91 1.74 6.98 4.65 0.99 V-OK 1413.0 13.3 16.0 1.39 5.71 1.31 6.11 4.25 0.89 V-OK 1514.0 13.3 16.0 1.39 5.71 1.31 6.11 4.25 0.89 V-OK 1615.0 13.3 16.0 1.39 5.71 1.31 6.11 4.25 0.89 V-OK 172.0 30.7 37.5 1.89 7.04 1.84 7.27 5.16 0.95 V-OK 1817.0 30.7 37.5 1.89 7.04 1.84 7.27 5.16 0.95 V-OK 1918.0 3.5 7.4 0.73 4.16 0.74 4.05 2.00 0.97 V-OK 2719.0 3.5 4.6 0.82 4.12 0.76 4.55 2.88 0.85 V-OK 2827.0 3.5 4.6 0.82 4.12 0.76 4.55 2.88 0.85 V-OK 2928.0 3.5 4.6 0.82 4.12 0.76 4.55 2.88 0.85 V-OK 202.0 57.3 71.3 2.37 8.25 2.37 8.27 5.96 1.00 V-OK 2120.0 7.6 7.4 1.50 4.30 1.06 5.68 4.30 0.00 V-OK 2221.0 7.6 7.4 1.50 4.30 1.06 5.68 4.30 0.00 V-OK 2313.0 9.7 11.2 1.26 5.26 1.16 5.76 4.05 0.85 V-OK 2423.0 9.7 11.2 1.26 5.26 1.16 5.76 4.05 0.85 V-OK 2513.0 9.9 11.2 1.27 5.27 1.17 5.79 4.10 0.85 V-OK l9 2625.0 - 9.9 11.2 1.27 5.27 1.17 5.79 4.10 0.85 V-OK 21.0 189.3 93.0 2.00 9.47 2.00 0.00 9.47 0.00 V-OK 3022.0 7.6 7.4 1.50 4.30 1.06 5.68 4.30 0.00 V-OK 3120.0 52.2 71.3 2.22 8.10 2.25 7.97 5.43 1.03 V-OK 3231.0 52.2 71.3 2.22 8.10 2.25 7.97 5.43 1.03 V-OK 3332.0 45.5 135.3 1.40 12.68 2.10 7.56 4.73 2.18 V-OK 3433.0 45.5 29.1 2.50 9.27 2.21 9.92 9.27 0.00 V-OK 3534.0 45.5 29.1 2.50 9.27 2.21 9.92 9.27 0.00 V-OK 3632.0 8.6 11.2 1.15 5.15 1.09 5.49 3.58 0.91 V-OK 3736.0 6.6 11.2 1.15 5.15 1.09 5.49 3.58 0.91 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) 32.00 1.00 35.12 31.51 1.11 1.07 NO 43.00 1.00 35.67 35.12 2.97 3.53 OK 54.00 0.50 36.54 35.68 3.68 3.21 OK 65.00 0.50 37.05 36.54 3.86 3.68 OK 76.00 0.50 37.91 37.05 3.93 3.86 OK 87.00 0.50 38.11 37.91 5.38 4.43 OK 98.00 0.50 38.11 38.11 5.38 5.38 OK 104.00 0.50 36.47 35.67 2.52 1.97 NO 1110.00 0.50 36.88 36.47 2.74 2.77 OK 1211.00 0.50 37.48 36.88 3.26 2.74 OK 1312.00 0.50 38.49 37.48 2.01 3.26 OK 1413.00 0.50 38.67 38.48 2.73 2.77 OK 1514.00 0.50 39.16 38.67 4.44 2.73 OK 1615.00 0.50 39.16 39.16 4.44 4.44 OK 172.00 0.50 31.68 31.51 4.19 2.74 OK 1817.00 0.50 32.06 31.68 4.30 4.19 OK 1918.00 0.50 32.29 32.06 5.27 5.55 OK 2719.00 0.50 32.67 32:29 5.52 5.52 OK 2827.00 0.50 32.81 32.67 5.72 5.52 OK 2928.00 0.50 32.81 32.81 5.72 5.72 OK 202.00 0.50 31.79 31.51 5.76 1.99 NO 2120.00 0.50 32.14 31.79 9.33 7.76 OK 2221.00 0.50 32.91 32.14 4.89 9.33 OK 2313.00 0.50 38.53 38.49 3.12 3.01 OK 2423.00 0.50 38.53 38.53 3.12 3.12 OK 2513.00 0.50 38.63 38.49 3.05 3.01 OK 2625.00 0.50 38.63 38.63 3.05 3.05 OK 21.00 0.21 31.51 31.20 3.49 -2.00 NO 3022.00 0.50 32.91 32.91 4.89 4.89 OK 3120.00 0.50 32.11 31.79 3.89 5.76 OK 3231.00 0.50 33.26 32.11 4.75 3.89 OK 3332.00 1.80 35.95 33.26 3.77 4.75 OK 3433.00 0.50 36.20 35.95 1.30 4.77 NO 3534.00 0.50 36.20 36.20 1.30 1.30 NO 3632.00 0.50 33.34 33.26 6.01 6.50 OK 3736.00 0.50 33.34 33.34 6.01 6.01 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 ------------------------------------------------------------------------------- 32.00 361.04 261.06 39.54 35.93 38.54 35.89 JUMP 43.00 54.97 54.97 37.67 37.12 38.62 38.54 PRSSIED 54.00 172.49 172.49 38.29 37.43 40.3O 38.62 PRSSIED 65.00 102.39 102.39 38.80 38.29 40.84 40.30 PRSSIED 76.00 172.41 172.41 39.66 38.80 41.71 40.84 PRSSIED 87.00 40.09 40.09 39.36 39.16 42.06 41.71 PRSSIED 98.00 0.10 0.10 39.36 39.36 42.08 42.06 PRSSIED 104.00- 160.32 160.32 39.47 38.67 39.85 38.62 PRSS'ED 1110.00 81.47 81.47 39.63 39.22 40.30 39.85 PRSS'ED 1211.00 119.34 119.34 40.23 39.63 40.75 40.30 PRSS'ED 1312.00 202.05 202.05 41.24 40.23 41.74 40.75 PRSS'ED 1413.00 37.21 37.21 40.67 40.48 42.21 41.74 PRSS'ED 1514.00 97.49 97.49 41.16 40.67 42.85 42.21 PRSS'ED 1615.00 0.10 0.10 41.16 41.16 42.92 42.85 PRSS'ED 172.00 34.18 34.18 34.43 34.26 37.52 35.89 PRSS'ED 1817.00 75.55 75.55 34.81 34.43 38.22 37.52 PRSS'ED 1918.00 46.69 46.69 33.79 33.56 38.69 38.22 PRSS'ED 2719.00 75.88 75.88 33.92 33.54 38.90 38.69 PRSS'ED 2827.00 27.20 27.20 34.06 33.92 39.15 38.90 PRSS'ED 2928.00 0.10 0.10 34.06 34.06 39.18 39.15 PRSS'ED 202.00 56.12 56.12 _ 35.29 35.01 37.64 35.89 PRSS'ED 2120.00 69.D9 69.09 33.64 33.29 38.28 37.64 PRSS'EO 2221.00 154.33 154.33 34.41 33.64 39.14 38.28 PRSS'ED 2313.00 7.00 7.00 40.28 40.24 42.19 41.74 PRSS'ED 2423.00 0.10 0.10 40.28 40.28 42.25 42.19 PRSS'ED 2513.00 27.01 27.01 40.38 40.24 42.27 41.74 PRSS'EO 2625.00 0.10 0.10 40.38 40.38 42.33 42.27 PRSS'ED 21.00 147.00 147.00 33.51 33.20 35.89 36.00 PRSS'ED 3022.00 0.10 0.10 34.41 34.41 39.21 39.14 PRSS'ED 3120.00 63.42 63.42 35.61 35.29 38.36 37.64 PRSS'ED 3231.00 230.41 230.41 36.76 35.61 39.20 38.36 PRSS'ED 3332.00 149.20 149.20 39.45 36.76 40.00 39.20 PRSS'ED 3433.00 50.17 50.17 38.70 38.45 39.89 40.00 PRSS'ED 3534.00 0.10 0.10 38.70 38.70 40.23 39.89 PRSS'ED 3632.00 15.89 15.89 35.09 35.01 39.77 39.20 PRSS'ED 3736.00 0.10 0.10 35.09 35.09 39.82 39.77 PRSS'ED 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 ------------------------------------------------------------------------------- 32.0 3.00 38.87 0.26 0.05 0.02 0.25 1.31 2.00 37.28 43.0 4.00 39.03 0.14 0.05 0.02 0.00 0.00 3.00 38.87 54.0 5.00 40.63 0.84 1.32 0.44 0.25 0.32 4.00 39.03 65.0 6.00 41.17 0.50 0.12 0.04 0.00 0.00 5.00 40.63 76.0 7.00 42.05 0.84 0.11 0.04 0.00 0.00 6.00 41.17 87.0 8.00 42.15 0.09 0.21 0.02 0.00 0.00 7.00 42.05 98.0 9.00 42.18 0.00 0.25 0.02 0.00 0.00 8.00 42.15 104.0 10.00 40.41 0.64 1.32 0.74 0.00 0.00 4.00 39.03 1110.0 11.00 40.75 0.30 0.10 0.05 0.00 0.00 10.00 40.41 1211.0 12.00 41.09 0.32 0.05 0.02 0.00 0.00 11.00 40.75 1312.0 13.00 42.08 0.55 1.32 0.44 0.00 0.00 12.00 41.09 1413.0 14.00 42.49 0.13 0.05 0.01 0.25 0.27 13.00 42.08 1514.0 15.00 43.13 0.34 1.07 0.30 0.00 0.00 14.00 42.49 1615.0 16.00 43.20 0.00 0.25 0.07 0.00 0.00 15.00 43.13 172.0 17.00 37.94 0.11 1.32 0.55 0.00 0.00 2.00 37.28 1817.0 18.00 38.64 0.25 1.08 0.45 0.00 0.00 17.00 37.94 1918.0 19.00 38.76 0.05 1.08 0.07 0.00 0.00 18.00 38.64 2719.0 27.00 39.03 0.23 0.36 0.05 0.00 0.00 19.00 38.76 2827.0 28.00 39.28 0.08_ 1.32 0.17 0.00 0.00 27.00 39.03 2928.0 29.00 39.31 0.00 0.25 0.03 0.00 0.00 28.00 39.28 202.0 20.00 38.19 0.18 1.32 0.73 0.00 0.00 2.00 37.28 2120.0 21.00 38.57 0.36 0.08 0.02 0.00 0.00 20.00 38.19 2221.0 22.00 39.43 0.80 0.20 0.06 0.00 0.00 21.00 38.57 2313.0 23.00 42.44 0.03 1.32 0.34 0.00 0.00 13.00 42.08 2423.0 24.00 42.51 0.00 0.25 0.06 0.00 0.00 23.00 42.44 2513.0 25.00 42.53 0.10 1.32 0.35 0.00 0.00 13.00 42.08 2625.0 26.00 42.60 0.00 0.25 0.07 0.00 0.00 25.00 42.53 21.0 2.00 37.28 1.28 1.00 0.00 0.00 0.00 1.00 36.00 3022.0 30.00 39.50 0.00 0.25 0.07 0.00 0.00 22.00 39.43 3120.0 31.00 38.81 0.17 0.05 0.02 0.25 0.44 20.00 38.19 3231.0 32.00 39.66 0.62 0.49 0.22 0.00 0.00 31.00 38.81 3332.0 33.00 40.35 0.30 0.05 0.02 0.25 0.37 32.00 39.66 a u 3433.0 34.00 41.23 0.61 0.20 0.27 0.00 0.00 33.00 40.35 3534.0 35.00 41.56 0.00 0.25 0.33 0.00 0.00 34.00 41.23 3632.0 36.00 39.96 0.05 1.32 0:26 0.00 0.00 32.00 39.66 3736.0 37.00 40.01 0.00 0.25 0.05 0.00 0.00 36.00 39.96 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE 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. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. DETENTION POND 601 jig IN 5036 601 L.EOFJO \ \e —x wta►asn cwlfolrfes / --\\/ \. / � 1 \ 1 \, SCALE 1'=100' + 0 1 foe / too 30 400 / \ I\ / 1+\I / II If 1 11 II 1 I+ II + `-4 It, It III IF y\ \\ o11 III I--�I//^ II, \ Warren Farms - Infrastructure Detention Pond Rating Curve 844-001 Cumulat. Elev Area Area Storage Storage (ft) (U) (ac) (ac-ft) ( ) 5030 0 0.00 0.00 0.00 5031 17850.29 0.41 0.14 0.14 5032 67916.38 1.56 0.91 1.05 5033 110471 2.54 2.01 3.06 5034 116892.6 2.68 2.58 5.64 5035 135811.7 3.12 2.87 8.51 5036 153604.8 3.53 3.29 11.80 5037 168105 3.86 3.65 15.45 Interpolate the water surface elevation for the 100-year storage in detention pond: Enter Required Storage W.S. Elev. (ac-ft) (ft) Linear: 10.6 5035.56 4.00 3.50 A 3.00 m 2.50 a 2.00 1.50 N 1.00 0.50 0.00 Area -Capacity Curve 14 12 10 u 8 6 4 v 2 0 5030 5031 5032 5033 5034 5035 5036 Stage (ft el) -�--Area -+-Capacity L:WOBS\844001\site\Drainage\[PARKRAT.XLS]Pond No.1 February 18, 1999 LAP r 11 r 0 m o v �v�roc0 c E rao i0mv, �jj�5aoc�ricriao�� a d Z 2 ^OHO �eT r OD rCD V C 0•�010 V r�O N10 C O C.V,.OrNM�t �t0 t0 U v c 0 a a-j 00000000 >-w-- 00000000 00(0Ec6c6c6c66c66c6 r MM M M M M M M t0 O � N lL ICI w .9t r m r OD v ` NCO cn cOr(ONfO��—Q N U� CD ` 00 11 C7 co N O � N M c N W 0 f0Lo1- O U m a `�II ota C cmQLL II m a) 0) 0001 Q) 0f P'lpl U"u» O m 0 0 0 - UQU oiL o 0 0 0 0 p O 0aQU Ilv+r �O in QI ^O R LO M M v n m Nr O C)GDn y " O O r N M M v toco y y O p� LL C m oncnnnccvr ` E moonaoa>o�cy♦-o 3 0 "0000or�•- o _ O, V C N y C 0 0 0 0 0 Cl 0 0 O O 0 0 0 0 0 0 0 0 y 0 y V "v00 COOOOC 7 j M M M M M M M M O > a� C W mCD � O O IA r j0 v f0 O O O O O O O O `�0 to CO I- II 0.0 M M M M M M M r E 0 . � >) 01 N N Z' 0 2 L w 1 CURRENT DATE: 06-08-1999 CURRENT TIME: 10:54:39 FILE DATE: 06-08-1999 FILE NAME: WF-BOX ■f••■f!•fMtH•■fffff■frff•f\ff••■frf■f•wffrf■r•/fff ••!rf\•fff\f•f!f■tf1H►}ffrf »r■r•f•f■■••f••rfffff■f■f FHWA CULVERT ANALYSIS +\■•\r•fff\►ff•1r•lrfflf►f f+f■fff+fflrff••f•fr•f+f•f HY-8, VERSION 6.0 ++++•r•f!r■f•■+•+*+*++*+*+ f!■lfrlfff►fr•f•f\f\ffff\fr•rft►f\fffffffit■ifff•fNfffff+f\fff•\fff+f•fHlffff C SITE DATA CULVERT SHAPE, MATERIAL, INLET ..................... U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET N0. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 35.75 34.79 35.01 1 RCB 20.00 5.00 .013 CONVENTIONAL ' 2 3 4 5 6 1 I' A 1flfffff•f1fH+ff•fff■+f1.1r•ffffflftfl•ff•fff ffff/ff}ffffrff\/•f1Hf•f\fff/ffff SUMMARY OF CULVERT FLOWS (cfs) FILE: WF-BOX DATE: 06-08-1999 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 38.59 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 38.65 30.0 30.0 0.0 0.0 0.0 0.0 0.0 0.00 1 38.67 60.0 60.0 0.0 0.0 0.0 0.0 0.0 0.00 1 38.69 90.0 90.0 0.0 0.0 0.0 0.0 0.0 0.00 1 38.73 120.0 120.0 0.0 0.0 0.0 0.0 0.0 0.00 1 38.77 150.0 150.0 0.0 0.0 0.0 0.0 0.0 0.00 1 38.78 152.9 152.9 0.0 0.0 0.0 0.0 0.0 0.00 1 38.81 210.0 210.0 0.0 0.0 0.0 0.0 0.0 0.00 1 38.89 240.0 240.0 0.0 0.0 0.0 0.0 0.0 0.00 1 38.98 270.0 270.0 0.0 0.0 0.0 0.0 0.0 0.00 1 39.03 300.0 300.0 0.0 0.0 0.0 0.0 0.0 0.00 1 .44.00 1154.2 1154.2 0.0 0.0 0.0 0.0 0.0 OVERTOPPING tttl!■ffff tf ltr Hff rffr/ffHflfHttlrrf/tfif#fffffrltirf lrff}ftf ltlrrrfffr#f#wH 1t»•i►r•fwf+w►r:rrrrrf#rrwrw►f+rrrrfrf#i/wrf#ifrf ■if►ff}fti*}lDATEaf 06t08f 1999E SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: WF-BOX HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 38.59 0.000 0.00 0.00 0.00 0.00 38.65 0.000 30.00 0.00 0.00 38.67 0.000 60.00 0.00 0.00 38.69 0.000 90.00 0.00 38.73 0.000 120.00 0.00 0.00 38.77 0.000 150.00 0.00 0.00 0.00 38.78 0.000 152.90 0.00 38.81 0.000 210.00 0.00 0.00 0.00 38.89 0.000 240.00 0.00 38.98 0.000 270.00 0.00 0.00 39.03 0.000 300.00 0.00 0.00 !r}lltrt+lrlf•ftlfrfrrri:riwrew:r#wf+rf#f#rf#r►+•#Q>fTOLERANCEf (X)#rf 1i 000►r/rr 41> TOLERANCE (ft) = 0.010 /1H►fffrlift}fr•1flrfrfw#fwrr#rrrf:r:ffrrfwrfrrwwr#rrwrr#wwri:#frrr#wr#w#■:rfrr 58 CURRENT DATE: 06-08-1999 FILE DATE: 06-08-1999 CURRENT TIME: 10:54:39 FILE NAME: WF-BOX frffffiifiiftiff\ffffff!ffflffffffriififfiililf/fffifffffffff\►f\fff\fffffffffff PERFORMANCE CURVE FOR CULVERT 1 - 1( 20.00 (ft) BY 5.00 (ft)) RCB frffffffffffffffff/►fffff/ffffff!►ffffff ffffff\fH\ffffflftllf/ff/fffffffffffffi DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CR1T. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) 04> (ft) (ft) (ft) (ft) (fps) (fps) fifffffiffifHfHlffff/fffff/f►f/f \fffffiffiffHlf•fff/ff\fffff/ffffff\fflfififf 0.00 38.59 0.00 2.84 0-NF 0.00 0.00 0.00 3.80 0.00 0.00 30.00 38.65 0.60 2.90 3-Nlt 0.13 0.41 3.80 3.80 0.39 0.00 60.00 38.67 0.95 2.92 3-M1t 0.26 0.66 3.80 3.80 0.79 0.00 90.00 38.69 1.25 2.94 3-M1t 0.39 0.86 3.80 3.80 1.18 0.00 120.00 38.73 1.51 2.98 3-Mlt 0.51 1.04 3.80 3.80 1.58 0.00 150.00 38.77 1.75 3.02 3-M1t 0.57 1.21 3.80 3.80 1.97 0.00 152.90 38.78 1.78 3.03 3-M1t 0.58 1.22 3.80 3.80 2.01 0.00 210.00 38.81 2.20 3.06 3-Mtt 0.70 1.51 3.80 3.80 2.76 0.00 240.00 38.89 2.40 3.14 3-M1t 0.76 1.65 3.80 3.80 3.16 0.00 270.00 38.98 2.61 3.23 3-N1t 0.82 1.79 3.80 3.80 3.55 0.00 300.00 39.03 2.81 3.28 3-Mlt 0.88 1.92 3.80 3.80 3.95 0.00 iffiiftlfH Hlf!lffiiii►fffflHffleftfflf fflfffflii•►tiiiiffffflH lfffffllflH if El. inlet face invert 35.75 it El. outlet invert 34.79 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 it ►fff/ffffff!fff►fflff!►ffflfffffffftlffllfiliffiff lfifffffif lfifif•fflfl tlfiffff fflff SITE DATA fffff CULVERT INVERT •frf/rr\f!f!!f INLET STATION 0.00 ft INLET ELEVATION 35.75 ft OUTLET STATION 35.00 it OUTLET ELEVATION 34.79 it NUMBER OF BARRELS 1 SLOPE (V/H) 0.0274 CULVERT LENGTH ALONG SLOPE 35.01 it ff//f CULVERT DATA SUMMARY fr►r\f!fllrlerlf rf\!f!►r BARREL SHAPE BOX BARREL SPAN 20.00 ft BARREL RISE 5.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL 1:1 BEVEL (45 DEG. FLARE) INLET DEPRESSION NONE lffffflf lflff lfflifilrff lrlrfffff lf•►•ffffff lf!!►►\ff►f•►f►fff►ffffff ►!fir►f /f fff i 3 ' CURRENT DATE: 06-08-1999 FILE DATE: 06-08-1999 t, CURRENT TIME: 10:54:39 FILE NAME: WF-BOX /fffHlHfHf/affffflfffflfffff/ffiHRfifaliffiff /lfaffff�fafff►fflt/t►fffffifff } f►HffHfflfa/fffr►HHHf TAILWATER tfffflfwwafHflH►ffHHff 1 ' tfffflHlffaflf/ffri/ffff/ffff/flallfliafffif/lff/afffff//Hf1flf/fiffffliffifif �fff/rlfflfffflf/lfifaffff//1flfififair/tflfi•lff/1lf►/fi/tfllffflffifi/fffrf ►afi CONSTANT WATER SURFACE ELEVATION 38.59 �` r/fffHHNfHHHIHH/fiHH/rNfafHfHHfflfffflHllfHlflwafHillflHffrlH HmHrrlfrlffrfffiHH+f ROADWAY OVERTOPPING DATA !/aHHHfNHHffff/#fHf '_ fffffall!fffftflffrfflfff/#ffiawflff/fififaffaaftffffffffafff/flaaffffH/faftfaR ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 35.00 ft ' CREST LENGTH 65.00 ft OVERTOPPING CREST ELEVATION 44.00 ft ffftfftfflfffliftlff►fifffffffiflflfflff/f/!ffff 1f//fflfrfff/lfififfifflf/ffliff m RUNOFF 47 IINN M I sk } c / 1 MN PB (G') AN As� O"T ;s. �FH A (I /uumin v, C. NO2 ui91 OINNE D ATe EITEvn REaIRLE)Fn d . `III ViIu,,. i I I i III II / m I m A I I e rrr -- 14 - - - -_ -- - -°- 411 MGM Not w "f GTJ 1 d MN PI -A R / �J r `\\� _ ' ; �., i c—.r - - k �1. 1, .e-� / TURN SENOR IAF v J// . ENNO SIORR SEVER UHF • ` \ MY CLASS IN III OF <NN GU,URE T GARAGED I FQOVRN) TO OWN ` N,� \ y!�, l0 RANKINGIDi ` (iNMONE GLEFT FEN N GARAGE MNN ) `\\� ` RDOERIFD To ~ RE ORDONG LDR 11 m 1 iRATET A [LLV Y6H I INS\ \ \ ` \\ A 1 cut UTLIIY NETVlG1pH RECR CENTER OF COLORAOO COM,W KEGUIXED t 1-800-922-1987METRO aF INN. DR909-292-1BB7 GERVEK 2 GO CALL BUu weSS DAYS IN GE OPOMI \ FOR BEFORE YOU E5. OVXD \ \ 1X[ / W10'IRACIR[IM BEOtBaE•E LECWENII ODmw sanM sNm MIMINGOWIM R. XN1 wM Mv,X@ IF.'R^n FOOTING STORM SEVER IgcT PRUwsEN SItaN SGIWR amancy GINSENG CGNFwR M PIICMSED CO E01M PRgIECT BOUNDARY mmmmmm DESIGN DWNIGE BOUNDARY III DESKINATOR ARETA IN ACRES QpYJI PqH! NNEND, To a SYME SECTION IN SIDAR UNE v„ DART SORT OEIFMKW POU" E J/ o zg! RAC // j 7 FRONTNOR 1Cp-YR W5F1 5p]S.Ss' � O j,. --- I, DWHD,BW "5" 0 oC O �- -� OPEN SPACE PRELIMINARY W o NOT FOR CONSTRUCTION o 09/22/00 H O NOTJ LED!cc U1 DISTURBED AREAS. ADJACENT iO"HORSETOOTH cc w O BNPFL NET RlE6 ROAD ANT THE NEW MERGER DITCH FROM IyJ `P HAVE SILT FENCE URBA CE Y MIN FROM N THE EDGE OF DISTURBAIIGE. O W — SF— OUT FEMfL •O o AO FrcI M FEET) a Q 6"hRMK CMB D BITTER SEE DONE SHE I Frc - 40 It, _ W ®GCOUITALL CURB N BUTw, SEE DOK NEU City of Fort Collins, Colorado F 0© ' Go«AME Y FWA BCE DETAD s„,. UTILITY PLAN APPROVAL Q NOTE: UPOR COMPLETER, A11 SW $HALL BE IMMEDWTELY APPROREO��— SEEDED WITH THE PER4u1ERT GRASS SEED MIX AS SPECIFIED ON 1HE G CHECKED Nv ARY AREA OUTSIDE OF A G PUN AND THEN MULCHED. a r�1Tu ewaTae-0L16� STRIPPED OF ITS VEGETATE FEE RIGHT OF WAY WHICH IS SEEDED AND MULCHED Wml0 MUST BE DAYTEMPORARILY, CHECKED B1'�©.� GRAgNG 5 COMPlETEO OR N 30 S, WHEELER APPRDYED BY THE CITY OF T. UNLESS OTHERWIS CHECKED BY — �- C U1ILIIT DEPARfMENi. P11 ORE COLLINS STORMWA R V D ARD MULCH SHP11 E IND CETH STALLEIN ACORDANCCHECKED BY �/ THE 'EROSION COMROL RE RENCE MAxuu 1�RR(TAg� 1 FOR CONSTRUCTpN Sf9 DY OF FORT CHECKED EDO COLLINS, JANUARY, 1991. SRBBts