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HomeMy WebLinkAboutDrainage Reports - 01/29/2008PROPERTY OF 100% DESIGN DRAINAGE STATEMENT FOR HORSETOOTH/ZIEGLER ROUNDABOUT Prepared for: CITY OF FORT COLLINS 281 North College Avenue Fort Collins, Colorado Prepared by: Interwest Consulting Group 1218 West Ash Street, Unit C Windsor, Colorado 80550 (970) 674-3300 _ September 18, 2007 Job Number 1062-012-00 1 INTERWESTM CONSULTING GROUP jig �7. INTERWEST I CONSULTING G R O U P September 18, 2007 Mr. Basil Harridan City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: 100% Design Drainage Statement for Horsetooth Road — Ziegler Road Roundabout Dear Basil, Please accept this letter as the 100% Drainage Design Statement for the above project. The drainage areas have been updated from the 50% Drainage Design Statement based on the final layout of the roundabout. Attached are all of the drainage calculations that are needed for the project. Attached to this letter are seven appendices: • Appendix A: Vicinity Map and Drainage Plan • Appendix B: Hydrologic Computations • Appendix C: Inlet Sizing • Appendix D: Proposed 4' Curb Cut and Sidewalk Culvert Sizing • Appendix E: Existing Stone Ridge Swale Analysis • Appendix F: Existing Stone Ridge 8' Curb Cut Analysis • Appendix G: Overtopping Analysis A multi -lane roundabout will replace' the existing Horsetooth Road and Ziegler Road intersection. The legs of the roundabout will tie to the existing streets to the north, west, and south. The project will include full widening for the south leg of the intersection to Charlie Lane (approximately '/4 mile to the south). The intersection is bounded on the southwest by English Ranch Subdivision, on the northwest by Stone Ridge Subdivision, on the southeast by a single family house on about 13 acres of land, and on the northeast by an undeveloped tract of land. The project is in the Fox Meadows Master Drainage Basin which has an ultimate discharge to the Fossil Creek Reservoir Inlet Ditch (FCRID). The Fox Meadows Master Plan has identified this area to be a problem area with flooding occurring at this intersection during the 100-yr event due to overflow from upstream detention ponds. Please refer to Appendix A for the Vicinity Map. 1218 WEST ASH, SUITE C WINDSOR, COLORADO 80550 TR. 970.674.3300 • rnx. 970.674.3303 Existing Conditions: English Ranch PUD (southwest quadrant) and the adjacent halves of Horsetooth and Ziegler (English Ranch Sixth Filing Basin CP7) drain to Detention Pond #5 of English Ranch via an existing 8' curb inlet located on the south curb of Horsetooth Road. This detention pond releases into a storm system that conveys flow north along Ziegler and discharges into the FCRID. According to the Fox Meadows Master Plan, during major flow events, English Ranch Ponds #2 through #5 function together as upstream ponds spill overland into the subsequent downstream ponds. During the major storm event, Kingsley Drive and Antelope Drive are overtopped and as much as 298 cfs flows over the intersection of Horsetooth and Ziegler and then sheet flows through the undeveloped property in the northeast quadrant to the FCRID. Stone Ridge PUD (northwest quadrant) and the adjacent halves of Horsetooth and Ziegler (Stone Ridge Fourth Filing, Phase One, Basin 43) drain to the Stone Ridge overall site detention pond. Basin 43 drains to this pond via an existing 8' curb opening on the west curb of Ziegler Road. The detention pond releases into a storm system that conveys flow into the FCRID. This storm system is the same system that conveys the English Ranch Pond #5 discharge. The single family property at the southeast quadrant of the intersection and the adjacent halves of Horsetooth and Ziegler drains northeast towards Horsetooth Road. The south side of Horsetooth adjacent to the site does not have curb at.this time. The road water drains into an existing roadside ditch that runs east along Horsetooth. Water spills out of the ditch once the ditch ends at a driveway crossing and overtops Horsetooth and drains northeast to the FCRID. Adjacent to the site, Ziegler also does not have curb at this time. The road water sheet flows northeast towards the Horsetooth roadside ditch across the single family property. The undeveloped tract of land (northeast quadrant) drains northeast to the FCRID. The adjacent halves of Horsetooth and Ziegler, which currently do not have curbs, drain north and east to the FCRID as well. Proposed Conditions: The project has been divided into six (6) basins for design. Please refer to Appendix A for the drainage plan and Appendix B for hydrologic analysis of proposed conditions. Basin 1 (2.2 acres) --includes the south half of Horsetooth and the west half of Ziegler both on the west side of the intersection. This basin is shown as the English Ranch P. U.D. 6`" Filing report's areas CP7 and CP8 (see Appendix Q. The 100-yr flow to design point 1 is 14.8 cfs. Due to the design of the roundabout and the close vicinity of several dry utilities, the existing 8' curb inlet located at this design point will be replaced with a double Type 13 combination inlet. This inlet will continue to direct flows into the English Ranch Pond 5. Please refer to Appendix C for existing and proposed inlet analysis. Basin 2 (0.9 acres) —includes the north half of Horsetooth on the west side of the intersection. This basin is shown as the Stone Ridge P. U.D. 4`h Filing, Phase I report's basin 43 (see Appendix F); however, with the design of the roundabout this basin is now split and a shallow sump and 4' curb cut is proposed at design point 2. The 100-yr flow to design point 2 is 7.4 cfs. Please refer to Appendix D for proposed curb cut and sidewalk culvert analysis. Flow from the proposed 4' curb cut is conveyed into Stone Ridge P. U.D. 4`h Filing, Phase I existing swale #33. Please refer to Appendix E for analysis of swale #33's capacity. Basin 3 (0.3 acres) —includes the west half of Ziegler on the north side of the intersection. This basin is the remaining portion of the Stone Ridge P. U.D. 4`h Filing, Phase I report's basin 43 (see Appendix F). The 100-yr flow to design point 3 and the existing 8' curb cut has been reduced from 8.2 cfs to 3.4 cfs. Because of this reduction, the existing 8' curb cut was not reanalyzed for capacity. Flows will continue to be directed to Stone Ridge Detention Pond. Basin 4 (0.3 acres) —includes the east half of Ziegler on the north side of the intersection. This basin drains along the proposed curb and gutter of the east side of Ziegler to design point 4, where the curb and gutter ends and the .water flows over riprap protection onto the undeveloped northeast quadrant where it will then follow existing flow path to the FCRID. The flow at this design point is 2.6 cfs for the major event. Basin 5 (1.6 acres) —includes the south half of Horsetooth and the east half of Ziegler both on the east side of the intersection. Flow for this basin will be north and east along the proposed curb and gutter of Ziegler and Horsetooth, respectively. Once the curb and gutter of Horsetooth ends, flow will follow the historic conditions along the south road side ditch of Horsetooth. Once the ditch ends at a driveway crossing, the water will continue the historic path and spill out of the ditch, overtop Horsetooth and drain northeast to the FCRID. The 100-yr flow to design point 5 is 9.9 cfs. Properties along Basin 5 will have to ability to take adjacent street water off and detain if and when they develop. Basin 6 (0.3 acres) --includes the north half of Horsetooth on the east side of the intersection. Flow for this basin will be east along the proposed curb and gutter of Horsetooth. Once the curb and gutter of Horsetooth ends, flow will follow the historic conditions along the north road side ditch of Horsetooth. Once the ditch ends, the water will continue the historic' path and sheet flow northeast to the FCRID. The 100-yr flow to design point 6 is 2.6 cfs. Discussion of Overtopping at the Intersection of Horsetooth and Ziegler Roads: The Fox Meadows Master Plan has identified this area to be a problem area with flooding occurring at this intersection during the 100-yr event due to overflow from upstream detention ponds and shows that approximately 298 cfs of off site flow passes over the intersection. An elevation of 4918.7 feet was calculated as the overtopping elevation of the intersection for existing conditions. This was done with an irregular weir calculation using Culvert Master Software and a flow of 298 cfs. Please refer to Appendix G for this calculation: The weir section was taken as the centerline of Horsetooth and Ziegler Roads. Once this elevation is overtopped, overtopping flow travels in three directions: • 38 cfs flows east along the Horsetooth south roadside ditch. The capacity of the ditch is 22 cfs. Therefore, at cross section A -A, 16 cfs will overtop the ditch and Horsetooth Road and then sheet flow northeast through the undeveloped property in the northeast quadrant. • 177 cfs flows northeast through the intersection where it overtops the northeast corner and sheet flows northeast through the undeveloped property in the northeast quadrant. • 83 cfs flows north along Ziegler Road. At cross section B-B, 12 cfs will travel north in the street towards the Stone Ridge 8' curb cut. 71 cfs will overtop the road and sheet flow east and northeast through the undeveloped property in the northeast quadrant. A total of 264 cfs enters the undeveloped property in the northeast quadrant and, based on existing aerial information, sheet flows to the FCRID north of the radial gate. Please refer to Exhibit 1 of 3 in Appendix G for identification of the existing weir section, overtopping flow path and cross section locations. Also refer to Appendix G for determination of split (in cfs) that each direction takes with existing conditions. Due to several grading constraints such as bury depth of existing dry utilities and earthwork balance; the roundabout is designed to maintain the existing overtopping elevation of 4918.7 feet. This elevation was determined with an irregular weir calculation using Culvert Master Software and .a flow of 298 cfs. Please refer to Appendix G for this calculation. Because of the characteristics of roundabouts, the three-way split of the existing overtopping flow path could not be maintained. The proposed overtopping flow travels in only two major directions: • 84 cfs will flow east along the Horsetooth south roadside ditch. At cross section A -A, 62 cfs will overtop the ditch and Horsetooth Road and then sheet flow northeast through the undeveloped property in the northeast quadrant. • 214 cfs will flow north along Ziegler Road. At cross section B-B, 12 cfs will travel north in the street towards the Stone Ridge 8' curb cut. 202 cfs will overtop the road and sheet flow east and northeast through the undeveloped property in the northeast quadrant. A total of 264 cfs will enter the undeveloped property in the northeast quadrant and, similar to existing conditions, will sheet flow through the undeveloped property northeast to the FCRID . north of the radial gate. Please refer to Exhibit 2 of 3 in Appendix G for the proposed conditions weir section, overtopping flow path and cross section locations. Please refer to Appendix G for determination of split (in cfs) that each direction. takes with proposed conditions. The proposed conditions analysis of the overtopping only addresses the design of the roundabout to its limits of construction (about 200' north of Horsetooth). The future condition of north Ziegler road was also analyzed. The condition assumes that the full cross-section of the road is in place. The future overtopping flow continues to travel in two major directions: • Similar to proposed conditions, 84 cfs will flow along the Horsetooth south roadside ditch. At cross section A -A, 62 cfs will overtop the ditch and Horsetooth Road and then sheet flow northeast through the undeveloped property in the northeast quadrant. • 214 cfs will flow north along the future curb and gutter of Ziegler Road. However, of the 214 cfs, 125 cfs will continue north along the east and west curb and gutter of Ziegler Road. At cross section C-C, 105 cfs will overtop Ziegler Road, of which 45.5 cfs will travel west to the Stone Ridge detention pond and 45.5 cfs will travel east and northeast, sheet flowing through the undeveloped northeast quadrant property to the FCRID north of the radial gate. In this future condition, overtopping flows that travel to the undeveloped property located in the northeast quadrant will be reduced to 107.5 cfs from 264 cfs. Please refer to Appendix G for Exhibit 3 of 3 for the future conditions weir section, overtopping flow path and location of cross sections and for determination of the amount of split (in cfs) each direction will take during future conditions. Conclusion: No stormwater detention will be designed specifically for the roadway improvements. The roadway water in areas that are likely to develop will need to have detention provided by the developer for their share of the adjacent street upon future development. All computations that have been completed with this letter are in compliance with the City of Fort Collins "Storm Drainage Criteria Manual". Erosion Control will be designed with the 100% design of the project. I appreciate your time in reviewing this information. Please call me if you have any questions or need any additional information (970-674-3300, Ext. 101). Sincerely, Interwest Consulting Group Erika Schneider Reviewed by, Interwest Consulting Group rlander, P.E., L.S.I. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. RBD, Inc. Engineering Consultants, "Final Drainage and Erosion Control Study for Stone Ridge P.U.D. Fourth Filing, Phase I", dated March, 1995. 3. Stewart & Associates, Inc., "Drainage and Erosion Control Report for the English Ranch P.U.D., Sixth Filing", dated April, 1995. 4. Northern Engineering Services, Inc., "Final Drainage Report for Stone Ridge P.U.D. Fourth Filing Phase 11", dated April, 1996. 5. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001 and Volume 3, dated September 2001. 6. ICON Engineering, Inc., "Fox Meadows Basin Drainage Master Plan Update Baseline Hydrology Report", dated January, 2002. 7. ICON Engineering, Inc., "Fox Meadows Basin Drainage Master Plan Update Selected Plan Report", dated December, 2002 (revised February, 2003). 8. City of Fort Collins, "Stormwater Basins Map", dated June 1, 2004. APPENDIX A VICINITY MAP AND DRAINAGE PLAN X:\Inbrwest Projede\2007 PMjege\1052-012-00 (HOrsetVOlh Zl gkr RAB)\Dmwings\Bbcks"wWbDUM Ziegler RAO Vic MaphM 1/30/ M 9:37:13 AM No Text APPENDIX B HYDROLOGIC COMPUTATIONS m v m� W W fd N o z U a 03 W W L v p Z fO N W L L p x p N Z O 0 O O N WI3 a ill 12 == v r m Cl Q « O8 m m o n o d « ��11 t7 m m m N m Q 0 E " n vi vi vi E N C m 0 0 0 � 'E v m vi vi r ui c m o o m 0 o 0 0 0 0 0 0 U 0 0 m 0 m 0 m o m a m o m U o 0 o c o 0 o m 0 m o m m m O m o m U o 0 o a c o 0 O Y OR a < N N N R m Fi Nc 0 0 0 O A a a F� N C 01 C co k _ B - . § 002 $ ` k 'k § \� 2 { § j ) �0 60 k ) k� 2 !| {o & 0 2 x/Q )� `�E� ({ \ \\§ 22 k k� § 2 ) k� $$ 2L) T\) ,]))y§ =°«w!t ® $)k2 )!a�«« a| . \\® !|!!|! §a! 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E § .6Ld 6 zik LU w \ \ I UOP LL 0 Z p � y Q } W a r o c 0 F O W V �0 O aw ZO O zt Q' U CD h z z z �^V7 oaIS rn m v �m 3 n � N c o rn N v c o E m N L C o N N y �aO m C7 t Z m w O C y N Z L p c N D c N O O LU O ro 0 c a m m n o r o O r O N C O w O > c E rn c R O U O N m m f7 O 1� O Q ennr N m m m v N lr m t� of O Q N O c Q m O o o O E a N N N r m U 0 0 m m 0 0 m m 0 m 0 m U o 0 o a c o unity N N O O O � O LL LL C r a Z C c r U r U K O m E o a LL §\ J2 a\ �2 §$ �j a( k � &� ) / \ k \0 Go 0 3 r.) !)f)z/ \\kk §�!«!£ §� � k\§ \ \ 7 • i §:::): k §/ k 0IL w u \ l2 APPENDIX C INLET SIZING i3 Project Name: No.: 10b)- -o IL--00 1218 W. A5H, STE C • WINDSOR, COLORADO 80550 TEL.970.674.3300 • FAX.970.674.3303 STREET: AND INLET HYDRAULICS Version 2 14b Released uctoner zuuo Urban Drainage and Flood Control District Denver, Colorado Purpose; This workbook aids in estimating gutter conveyance capacity and assists in sizing inlets. Function: 1. To calculate the peak runoff flow from a catchment at the location of a proposed inlet 2. To determine the maximum street gutter hydraulic capacity for both the minor and major events. 3 To determine the flow condition on the street and to size inlets to capture that flow. Content: The workbook consists of the following 4 worksheets: Q-Peaky Use this sheet to determine the peak discharge at your proposed inlet location. The peak is based on rainfall characteristics (return period), imperviousness, overland/gutter lengths and slopes, and existing gutter flows from upstream design points (carry-over flow). If the peak discharge is already known, enter it at the top of this sheet and the rest of the sheet may be ignored. Q-Allow. Use this sheet to determine the maximum allowable discharge for one side of the street at your proposed inlet location. This is based on the regulated maximum flow spread and gutter flowline depth, the street longitudinal and transverse slopes, the gutter section geometry, the street roughness, and any conveyance capacity behind the curb face (e.g. that area above the sidewalk). If a longitudinal slope of zero is entered on this sheet, the condition will default to a sump, -or sag location. If the maximum allowable discharge at this location is'smaller than the peak discharge determined on the previous sheet, the proposed inlet location should be moved upstream. Inlet On -Grade Use this sheet to select the inlet type and number of inlets best suited for your proposed location on a continuous "grade, determining the intercepted flow and the bypassed (carry-over) flow. The carry-over flow will need to be applied to the next downstream inlet in addition to the local runoff determined for that inlet. Inlet In Sump;Use this sheet to select the inlet type and number of inlets best suited for your proposed location in a sump, or sag location. The type and number of inlets in a sump is based on the desired maximum flow depth and spread. There will be no bypassed (carry-over) flow from this inlet. Acknowledgerrients: - Spreadsheet Development Team: Dr. James C.Y. Guo, P.E. Professor, Department of Civil Engineering, University of Colorado at Denver Ken A. MacKenzie, P.E. "r Urban Drainage and Flood Control District Wright Water Engineers, Inc. -;' .,;Denver, Colorado Comments?,. %; ` `,-'Direct all comments regarding this spreadsheet workbook to: UDFCD E-Mail ReVisionsT '„ , , -j Check for revised versions of this or any other workbook at: Downloads UD4nle1_v2.14b.x1s, INTRO 6/21/2007, 9:10 AM DESIGN PEAK FLOW FOR ONE OF STREET.BY THE RATIONAL METHOD ... tROAD'ROUNDABOUT Design Flow = Gutter Flow + Carry-over Flow OVERLANDSTREET i OVERLAND FLOW `Y ® --GUTTER FLOW PLUS CARRY-OVER FLOW F ® F— GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: (local peak Flow for 1/2 of street, plus Flow bypassing upstream subcatchments): If you entered a value hereskip the rest of this sheet and proceed to she Geoaraohic Information: (Enter data in the blue cells): "Q = Subcatchment Area pis Acres Percent Imperviousness „ % NRCS Soil Type �''� A, B, C, or D Site: (Check One Box Only)Slo a fUft Len th ft it ., a Overland Flow n = s Site is Urban '� X T: ', -;� � Site Is Non -Urban Gutter Flow :'" r m ki rnation: Intensity I (inch/hr) = Cr ' P1 I (Cz + T. ) " C3 ""'""' `+ "A �` c}""" Design Storm Return Period, Tr - Return Period One -Hour Precipitation, Pr C C2 C3 User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C" Bypass (Carty -Over) Flow from upstream Subcatchments, Qe Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C Calculated 5-yr. Runoff Coefficient, C5 Overland Flow Velocity, Vo Gutter Flow Velocity, Va Overland Flow Time, to Gutter Flow Time, to: Calculated Time of Concentration, T. Time of Concentration by Regional Formula, T, Recommended T, Time of Concentration Selected by User, T. Design Rainfall Intensity, I Calculated Local Peak Flow, Q, Total Design Peak Flow, Q ..:...., ef...... KAmsinr .s mN/A� n=< 5<NIA ears nches -is 3s Ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr :fs :fs 06-21-07 LID -Inlet South Side of Horsetooth.)ds, Q-Peak 6125/2007, 10:55 AM I(P Project: Inlet ID: TeAL_K TLROWN T, TrnAx $SACK W T. Street ' _ Crown r �cuRa d ' a rum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line Ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition Tg's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Ste" Flow Depth at Street Crown (leave blank for no) ar Cross Slope (Eq. ST-8) ar Depth without Gutter Depression (Eq. ST-2) ar Depth with a Gutter Depression cable Spread for Discharge outside the Gutter Section W (T - W) ar Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) barge outside the Gutter Section W, carried in Section Tx barge within the Gutter Section W (QT - Qx) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) :imum Flow Based On Allowable Water Spread 4 Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W (T - W) ar Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Iretical Discharge outside the Gutter Section W. carded in Section Tx TK at Discharge outside the Gutter Section W, (limited by distance TCROWR) barge within the Gutter Section W (Qa - Qx) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) A Discharge for Major & Minor Storm Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d > 6') Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) TeACK='i c� %':..8.5 ft S. - 0.0200 fl. van. / ft. horiz neACK= "0.0160 HCURB = y 6.00 inches - TcROWu= 35.5 ft a='s xY -P.00 inches W= 2.00 ft Sx = C'x�3a:0.0200 fl. vert. I ft. horiz So = a1'::-0.0600 ft. van. / ft. hertz T.: duAx SW = y= d= Tx = Eo = Q. = QW - QBACK = QT = V= V'd = 4inor Storm Major Storm 6:00 Y P°f k Minor Storm Major Stonn It inches X = yes -0,1033 .1033 w3 4.44` 8.52 5,F33.5 0 00 SUMP IMP SUMP- xv TTR = TxT = Ee = Qxm = Q. = QW = ABACK - Q= V= V'd = R QB d CiCROWa 4inor Storm Maier Storm Wit inches inches ft eta eta cts eta fps =4hj ;0.246 E "r0.0 E r"0.0 OA a'SUMP. ,3-.SUMP )i'N:SUMP, cts CIS Cis cts cite fps cfs inches inches Minor Storm Major Storm owable Gutter Capacity Based on Minimum of Qr or Q. Cl m _ > may`: SUMP vtr�r:SUMP, cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' 06-21-07 UD-Inlet South Side of Horsetooth.lds, Q-Allow 6/2512007, 10:55 AM I� 20 St- of mb I w D pths 19 is 17 16 15 14 13 (42 X X X X X X X X 0- O -A '- A A A A A- i A 7 6 �T X E TI— El - —C 1­0 X 5 4 3 2 iax �Ground elev. -El- Minor d-max A Major d-max --X- . -max Minor T-max )K MajorT-n].o 0.56S,5i3SI 8/3 ..X PTx EO n Qs I f EO QIV Q _. Q:t i S,: /S 8/3 I+ S", /SX, (T1W)_l 06-21-07 UD-Inlet South Side of Horsetooth.xis, O-Allow 6/25/2007, 10:55 AM Q for 1/2 Street (Cfs) Flow Depth (in.) Flow Spread (ft.) 0.00 r. 'e,74.25 0.60 qJ-5 :Z,qn 1.00 .1:25 1.7 2.00 '2.50 3.50 3.75 4 25 -4 50 4:75 7777777= 5.00 5'25 1 .5.50 575 6. 00 77 777777N 7 95 rV, 6.76 7.00 r4 7.2 7 7- 8.00 777- 826 A50 ',875 9.()o TT 975 10.00 10.25 1 95 .11.50 9 8 7 6 15 14 Ci '0 lD U) ILL 6 5 4 3 2 1. 0 �Fiow D�epth(in).�-El- �Flow Spread (ft4)j4 06-21-07 UD-Inlet South Side of Horsetooth.xis, Q-Allow 6/25/2007, 10:55 AM INLET IN A SUMP OR SAG LOCATION Project - s HORSETOOTH AND ZIEGLER ROAD ROUNDABOUT ° ' a, Inlet ID .0 ._'rc ,. ,,--Lo (C)—�• H-Curb H-Vert "'a NN La (G) of Inlet Depression (additional to continuous gutter depression's' from'Q-Allow') ier of Unit Inlets (Grate or Curb Opening) Information Ih of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) ling Factor for a Single Grate (typical value 0.50 - 0,70) t Weir Coefficient (typical value 3.00) a Ormce Coeffictent (typical value 0.67) Opening Information Ih of a Unit Curb Opening it of Vertical Curb Opening in Inches ht of Curb Orifice Throat in Inches a of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feet) grog Factor for a Single Curb Opening (typical value 0.10) , Opening Weir Coefficient (typical value 2.30-3.00) ling Coefficient for Multiple Units ling Factor for Multiple Units t as a Weir. The Controlling Factor Will Be: Depth at Local Depression without Clogging (3.2 cis grate, 0 cis curb) Depth (Curb Opening Only) without Clogging (0 cis grate, 3.2 cis curb) Depth at Local Depression with Clogging (3.2 cis grate, 0 cis curb) Depth (Curb Opening Only) with Clogging (0 cis grata, 3.2 cis curb) as an Orifice Depth at Loral Depression without Clogging (3.2 cis grate. 0 cis curb) Depth at Loral Depression with Clogging (3.2 cis grate, 0 as curb) dtina Gutter Flow Death Outside of Local Depression ling Coefficient for Multiple Units ling Factor for Multiple Units as a Weir, Grate as an Orifice Depth at Local Depression without Clogging (2.28 cis grate, 0.92 cis curb) Depth at Loral Depression with Clogging (1.98 cis grate, 1.22 cis curb) as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (3.2 cis grate, 0 cis curb) Depth at Local Depression with Clogging (3.2 cis grate, 0 cis curb) IfInn r.,mer Flnw nenth Outside of Local Depression Inlet Length Inlet Interception Capacity (Design Discharge from O-Peak) Itant Gutter Flow Depth (based on sheet Q-Allow geometry) Itant Street Flow Spread (based on sheet Q-Allow geometry) Itant Flow Depth at Street Crown MINOR MAJOR Type = F CDOTIDeuver 13 Combination--;,. ay= 2.00 inches MINOR MAJOR 4(G)_ W. _ A, _ G (G) _ C. (G)= Co (G) _ Lb (C) _ Hy _ Theta = Wo = C, (C) _ C.(C)= 3.60 .z W 173 w;;;.'�-1.73 0.4 at' 0 0.6 MINOR MAJOR Coef Clog a t %. md''"aj, 0.38 •'S•) - 0.38 Curt O emir as Welr Grate as Weir d•. feel feet inches 77 x c r 592 ?: '. 11.68 inches inches inches inches MINOR MAJOR Coef +�xw.x+ ��•'- 1 25 w!>)�'y£1:25 Clog ra. °�. s,R 006 $,x :• =0.06 MINOR MAJOR d,r str{y,; tX 1 47 +'= u4.02 inches d .=I' linches MINOR MAJOR incises L= G. = d- OIL 20 06-21-07 LID -Inlet South Side of Horsetooth.)ds, Inlet In Sump ` 6/25/2007, 11:07 AM 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 ^. 24 m LL 23 _ 22 a 21 (A GO 20 to m � 19 c c 18 t n 17 d 16 15 14 13 12 11 10 • 9 • 8 ~ 7 6 • 5 4 3 2 — 1 — — 0 0 2 4 6 8 10 12 14 16. 18 20 22 24 26 28 30 32 34 36 38 40 Q for 112 Street (cfs) —A rani, Weir —e—conb. Orifl —R Gorr6. Odfl Fbw Depth on.) _ Weir Fbw Depth On.) Odt. Fbw Depth (in.) _a cwhOcepygpey • Reported Design —X Reported Design Fbw Depth (in.) Fbw Depth on.) Fbw Spread (ft.) 06-2"7 UD-Inlet South Side of Horsetooth.tds, Inlet In Sump _ZI 6/2512007, 11:07 AM O Intercepted (cfs) Grate Weir OFlow Depth (in.) Comb. Onf] DWeir Flow Depth (in.) Comb. Orif./ DOrif. Flow Depth (in.) Curb Opening Only DFlow Depth (in.) Reported Design ❑Flow Depth (in.) Reported DSpread (low 0.00 - 0 00 1.54 `.. - 000 d.00x ` .., > 000 ..: O. --u '0.00. 2 89+' 0 00 ` -.;..3.76 0.00 r 0.41:- 3 '� ' - 1 28< t 1:263 3.00-`.„ .,.. rti 4 53`. 0 12 0 92, r 1 95 :: 1 95 s -4 00 . ':-c z 127 s 258 242 046 _ .,...6:49';s 1.6 9 00 7:88�. .....r 190" ,.l'.V572 ,s a ...�4.90 s s ' 1206 laaa .. `' ,. 2:10 13 37 . . - -11 00 ' — s 8.32: , 2 16 3 w _.�5.21 -�-_ 787 .;,. 5:53 1471.0.'*,. r1200' '.8.72.- 247 :''. =:', s .2:34 ,• c n6.85 , 1602 ^-1300 •:< t9.08'.�+2800958 t is - 11431744 -.,--.r•".9:83"?- 8' 312 x a 291 '_ -g22 a '_,: 1342 653E 1885 15 00 345 .: 3 78f ; ' 3:67 ,w 15 55' A 6 88 20 31 18 00 �° ,10:18 _v 1781 a'a' 7-23 2177 c - '17.00,. �'< 445:.R 's - 432:-� 2021 T60 `1800' 10.88 ° 248Zi ' •-"1900>'= 2274 n ;.797'' t`•-'^s2000 `11.84 21 00 : 65 43e '610 2200 '"576��£� .rs53117 _12:18 34289 :a 23.00 641 E to=s �. 7.12 ,s ..?..Q3312.. " -` ]3:05 _ 873 - T74 40 84 �' .�'s 10 90 ' 34 98 2500 Y8A3 44 33 x�.10.90 s F 35 50 ` ' 9r15 - 47 97 ` 11;40 35.50 �' 27 00 13.641 17 38 < - 51 74 28 00 ` 14.23,-x 7 99 _ �,. $� 10 68 55 84 0= $ 1246 35 50 i. 29 00" `+i. rt 8.304=7, 11: 49N 59 69 3 - r `12.99 ,z 30.00 14 48 z 8 81 n' ° :, 83 87 '� 13.54� s: 35 50 'a.^ ""- '">� 892 5+ 7777232 _ ` 1318h�'� f" 8819t 1412 --. r 35�50 s' 3200 1505 500 ' 33 0 z .. a 34.0 5:58 `11145297°7723 "Is" -35 --- � "m .' 8883 '` 36.00 18>10 1013, 3'�z c18`.90+ 3700 1697 m4:,,:10431,`, s5 *17:f39 o ,. 9183 ,� -'" 3800 s 1863 1073 'sr .1892 « �= w^ 9687,�. 4882 - . 18.88 •°:. 11.02'. `f . 19:97 .... 102 25 �''`18 97 35 50 s' sx 1712, 11.31k .. �21:05, .r`A: �.107.67 -.�,:r ..w;2:21`.05 :�'..... 3550•xi,;?:': 2�- 6/2512007. 11:07 AM 06-21-07 UD-Inlet South Side of Horsetooth.>ds. Inlet in Sump DRAINAGE AND EROSION CONTROL REPORT FOR ENGLISH RANCH P.U.D., SIXTH FILING PREPARED FOR BARTRAN & COMPANY, INC. STEWART & ASSOCIATES, INC. 103 SOUTH MELDRUM STREET ' FORT COLLINS, COLORADO 80521 970/482=9331 APRIL 1995 33 NOliOnMISNOO MOJ 030\08dthI V SNOISVON Wd 30`x,MO IMFI` MIOM) mit-m(rof) agog omo-In swo iuoi J18A M11013" S M ,MbIom �,,w MiUmns MY SM33MONS DIMIn"", vry H?'.Yd Hmi 3w S31VIOOSSV Qi2JVM31S . .......... ;I gill I ))tll% 41� ql�! .1k AL �L_ 4 L ahUll . I 4. - ]JUIL ,,I r l k N III � SM-Mlis, "IMMI V% I STEWAr�T&NssoaATES 103 S. MELDRUM, FORT COLLINS. , PH. 482-933i FAX 482-9382 Consulting Engineers and Surveyors Date� Client: S 3y: Project: /o� Subject: v/ 1,0'711a/7 80521 No. q of — STEWART&06SOCIATES Consulting/Engineers and Surveyors By:. �o�G h _ Date: Client: Project: /��19xkX Subject: 103 S. MELDRUM, FORT CC PH. 482-9331 FAX 482-9382 P O/7 CO 80521 No. 9 of— CO 80521 No.' L of — ---------------------------------------------- UDINLET: INLET HYDRRULICS AND SIZING . DEVELOPED BY DR.' JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT Di SUPPORTED BY METRO DENVER•CITIES/COUNTIES AND UD, ------------------------------------------------------------- SER:Stewart and Associates -Ft Collins Colorado.............. ON DATE 03-18-1995 AT TIME.08:24:08 ** PROJECT TITLE: ENGLISH RANCH P.U.D. *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 �X�.S7�i�lr �''lit/L�TgT H6�SETvo INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 8.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.60 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow STREET GEOMETRIES: STREET LONGITUDINAL -SLOPE (%) = STREET CROSS SLOPE M = 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(%)= 1.00 2.00 .0.016 1.50 2.00 18.44 0.49 3.76 3.52 50.00 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 15.01 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)= R11.VOF<' To StiL.a T 79 ClfJ i' R/o' 6. G5l C.lS q,10 . /3 2 7 C7eS 7o ............. .27 . 2 7- .00 .27 .27 .00 140-1 m• APPENDIX D PROPOSED 4' CURB CUT AND SIDEWALK CULVERT SIZING Z9 Worksheet for 4' Curb Cut N. Horsetooth Project Description Flow Element: Rectangular Channel Friction Method: Manning Formula Solve For: Normal Depth Input Data Roughness Coefficient: 0.013 Channel Slope: 0.02000 tuft Bottom Width: It Discharge: �4.00 8.5Q �0-/ ft'/s Results Normal Depth 0.31 ft Flow Area: 1.24 ft' Wetted Perimeter. 4.62 It Top Width: 4.00 ft Critical Depth: 0.51 It Critical Slope: 0.00417 ft/ft Velocity: 6.71 ft/s Velocity Head: 0.70 ft Specific Energy: 1.01 ft Froude Number: 2.13 Flow Type: Supercritical GVF Input Data Downstream Depth: 0.00 ft Length: 0.00 It Number Of Steps: 0 GVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.31 ft Critical Depth: 0.51 ft Channel Slope: 0.02000 ft/ft Critical Slope: 0.00417 ft/ft 30 Cross Section for 4' Curb Cut N. Horsetooth Project Description Flow Element: Rectangular Channel Friction Method: Manning Formula Solve For: Normal Depth Section Data Roughness Coefficient: 0.013 Channel Slope: 0.02000 Normal Depth: 0.31 Bottom Width: 4.00 Discharge: 8.30 77 0,31 it OK f L o, 4.00 ft Va N R1 3k Worksheet for Design Point 2 Pipe Size Project Description Flow Element: Circular Pipe Friction Method: Manning Formula / Solve For: Full Flow Diameter Input Data Roughness Coefficient: 0.013 Channel Slope: 0.01000 ft/ft Discharge: 3.10 = t Q �-+ V W/s Results Diameter: 0.95 ft i Normal Depth: 0.95 ft Flow Area: 0.71 ft' Wetted Perimeter: 2.96 ft Top Width: 0.00 ft 1 Critical Depth: 0.76 ft — Percent Full: 100.0 % Critical Slope: 0.01040 ft/ft r Velocity: 4.36 ft/s Velocity Head: 0.30 It Specific Energy: 1.25 It Froude Number: 0.00 C Maximum Discharge: 3.33 ft3/s CDischarge Full: 3.10 ft3/s Slope Full: 0.01000 ft/ft CFlow Type: SubCritical C GVF Input Data Downstream Depth: 0.00 ft C_ Length: 0.00 ft Number Of Steps: 0 C GVF Output Data ft Upstream Depth: 0.00 Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 % Normal Depth Over Rise: 0.00 % Downstream Velocity: 0.00 ft/s 3-2- Worksheet for Design Point 2 Pipe Size Upstream Velocity: 0.00 ft/s Normal Depth: 0.95 It Critical Depth: 0.76 ft Channel Slope: 0.01000 ftfft Critical Slope: -0.01040 ft/ft 33 Cross Section for Design Point 2 Pipe Size Project Description Flow Element: Circular Pipe Friction Method: Manning Formula Solve For. Full Flow Diameter Section Data Roughness Coefficient: 0.013 Channel Slope: 0.01000 Tuft Normal Depth: 0.95 ft Diameter: 0.95 ft Discharge: 3.10 ft'/s r UA - 3A I APPENDIX E EXISTING STONE RIDGE SWALE ANALYSIS 35 1218 W. ASH, STE C • WINDSOR, COLORADO 80550 TEL.970.674.3300 • FA%.970.67A.3303 Final Drainage Report for Stone Ridge P.U.D. Fourth Filing Phase II Fort Collins, Colorado April 30, 1996 The Kapl 1060 Fort Collins, Co d For: npany Reef 80525 Prepared By: Northern Engineering Seniices, Inc. 420 South Howes, Zite 202 Fort Collins, Colora o, 80521 (970) 21-4158 Fax (97b) 21-4159 Project Number Second 101 9613.00 al Submittal 3� i O .y a \� " 0 i y� a �• S: ,1�FJ ae-655.21 O IL z pr� " • ___ —1 _ — _ — — r — — • e a avow Alda7oo I Q • I W-------.-.-. oo •••-•A l--- • _— _., is '��\ � s • �'' ;,F '.• '-v ' 4' ,`• ;' I I I a u� ��� ' : pj �� tT4 �;%I iC��i e� ��� i • j I j � i6 aw 01 14 00 . � \ _ .:�!' r„-..`.� • .'�� ''� ` iii } i �•. � \ `,;( iii � j I I w 8 R 17 t P4 ------------------ \\� �• � - r��tii �: ',. �' p %I ,: "';� is---.1' ; j i I U' p 6 • \ �. •\ \'� •, ♦ � \ •:•. ' \ill � Q I ��� ".- •/ •', : ' I '\✓' �.�`, a •�\• 4 \ � �'�-b uuu•yiid • I gw £-� Swale Section F-F; Q100x1.333= 13.3 cfs Worksheet for Irregular Channel Project Description Project File c:\projects\sto\sto-ex33.fm2 Worksheet Existing Swale #33 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.006670 ft/ft Elevation range: 12.64 ft to 15.00 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 15.00 0:00 35.30 4.00 14.00 8.00 13.00 9.40 12.64 10.80 13.00 14.80 14.00 19.60 15.00 35.30 15.00 Discharge 13.30 cfs Results Wtd. Mannings Coefficient 0.035 Water Surface Elevation 13.83 ft Flow Area 5.56 ft2 Wetted Perimeter 9.72 ft Top Width 9.42 ft Height 1.19 ft Critical Depth 13.58 ft Critical Slope 0.024019 ft/ft Velocity 2.39 ft/s Velocity Head 0.09 ft Specific Energy 13.92 ft Froude Number 0.55 Flow is subcritical. h, 0.035 18/ 3 °1 04/30/96 07:45:58 AM FlowMaster v5.13 Haestad Methods, Inc. , 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale Section F-F; Q100x 1.333= 13.3 cfs Cross Section for Irregular Channel Project Description Project File c:\projects\sto\sto-ex33.fm2 Worksheet Existing Swale #33 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.035 Channel Slope 0.006670 ft/ft Water Surface Elevation 13.83 ft Discharge 13.30 cfs 15. 14.5 w v C O m 14.0 d 13.5 1 12.,G 4 12.5 0.0 5.0 10.0 15.0 20.0 25.0 30.0 Station (ft) 04/30/96 07:46:34 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 40.0 FlowMaster v5.13 Page 1 of 1 APPENDIX F EXISTING STONE RIDGE 8' CURB CUT ANALYSIS ql �� /� / Project Name: �/4t � o -r ., r / /� I Project No.: Client: en Subject: Date :G By: Y S With: CA --2�-L-Cs- 121B W. ASH, STE C • WINDSOR, COLORADO 80550 h� " TEL.970.674.3300 • FA%.970.67A.3303 FINAL DRAINAGE AND EROSION CONTROL STUDY - FOR STONE RIDGE P.U.D. FOURTH FILING, PHASE 1 FORT COLLINS, COI,ORADO March 3, 1995 Prepared for: Client: The Kaplan. Company 1060 Sailors Reef Fort Collins, Colorado 80525 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Street Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 503-006 k13 i {f1JIj � � el ! 1j.j1J31 'E 7� ?3 ii ii ss li ii 3 0 t11;(z' ��i 1` 1sr 1` i6iiE '� T T TT T IT ° � � ,{{7=,Fy1•J 3 1i�„{f ,t. I�tP i ! 9 R ! (1J•1i.{•ilf R ',, Il.i', 1 =i' { a � 1; " 1 t 3 I{iil Itli!( l: ,. i 8 J 3 e 11E '•� �I I I ° °� � g g g� 8 i�R w �` o i`tl l! J v i t N tl 1!0.1LL1t E trill I i�1 ti T1 i11 s _ -_-- !l ff fill 1il�i'll�t o�g ;_ B• Yaw. g o '_ �.. ,. it ' �, mm, �1 1 {I• i� l ' � 6• ` � :� 9 I�I,luulll 1!1� 111, °r.n i� Ii ^'!'fi 5031k C S 3 a as 3 1 i� i Ildnutl iil i� ;;i;G; Id LIIITiI; r� �d 3 d yy b Sb 2 & 1 D 4 3 ry. �p� bgg L'A biij s p� a ag 3 �• 1 ji• d 05 . :. ! OYOtl +f1Nf100 .. ... -. . __z. tlJf 15W_ 1 j $� �H. ® . � Sid J "c .% �',a 1- r•'•. R9 6 �I. I S it R " of — \' I o ! d •L `\� or, �I, II /-l0.•�"��;\_ 4;:. 11 lap}.• •.\ \ �r/� a `� ["� "� N ' p�, '.try •'� 1 17, 'OOS[ Tc -I d� a :i.'.n %12 a A:T eaS NIB in a_r tl G '•-'•I`-,A �L,: � �IR �J IYRYigq �''I•n sty --------------------------------------------------------- ---------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DE ER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&F,D ------------------------------------------------------------------------------ EVN-RAFT. COLLINS COLORADO................i ............. ONDATEOI 061995 T TIME11;0 *** PROJECT TITLE: INLET DESIGN *** CURB OPENING INLET HYDRAULICS AND SIZING: N%Aje� STD M INLET ID NUMBER: 10 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 8.00 REQUIRED CURB OPENING LENGTH (ft)= 22.73 IDEAL CURB OPENNING EFFICIENCY = 0.54 ACTURAL CURB OPENNING EFFICIENCY = 0.45 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 0.70 STREET CROSS SLOPE ($) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.38 GUTTER WIDTH (ft) = 1.17 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 16.38 GUTTER FLOW DEPTH (ft) = 0.44 FLOW VELOCITY ON STREET (fps)= 2.92 FLOW CROSS SECTION AREA (sq ft)= 2.79 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 ( INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.43 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 8.18 FLOW INTERCEPTED (cfs)= 13.67 CARRY-OVER FLOW (cfs)= 4.51 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=Q,o, = 8.18 FLOW INTERCEPTED (cfs)= 3.55 CARRY-OVER FLOW fafs)= �N�I-f RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION z 1 SIDEWALK CULVERT STA ELEV 0.00 0.40 0.00 0.02 1.00 0.00 2.00 0.02 2.00 0.40 IN' VALUE . SLOPE (ft/ft) 0.013 0.0200 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) (sq ft) (fps) (cfs) NO. 0.10 0.2 3.1 0.56 1.82 0.20 0.4 4.8 1.83 1.94 0.30 0.6 6.0 3.50 1.97 /q 0.40 0.8 7.0 5.45 1.97 L 83 c 3, 55 39 : APPENDIX G OVERTOPPING ANALYSIS I-� 12 CFS c �� STONER/OGEiA*"� ., 0 r 2 ' W , J W q p�,..�F ING IRR GE ULAR WEI2- SECTION r e 1 o y OVERT TO •� �— y ORTH ZIEGLER O = fi3 CFS HORSETOOTH ROAD � ENGL/SHRANGH q NOTE- PLEASE REFER TO APPENDIX G FOR CROSS SECTIONS A -A AND B-B. OVERTOPPING FLOW RATES WERE OBTAINED FROM 'FOX MEADOWS BASIN DRAINAGE MASTER PLAN UPDATE BASELINE HYDROLOGY REPORT ICON EINGINEERING" INC. ✓ANUARY 2002. AND INCLUDE EXISTING STREET FLOWS. CITY OF FORT COLLINS, COLORADO ENGINEERING DIVISION 0 OVERTOP - STREET TO NE __ 71 CFS t UNDEVELOPED TRACT 0 OVERT')? TO NE = 177 CFS HORSETOOTH ROB AD 0 Crv/ERTO= TG SOUTH DITCH = 1 38 CFS 0 OVERTOP bI rN AND HORSETOOTH TO NE = 16 CFS Q fJ r► 0 SOUT^- G;TCH CAPACITY — 22 CFS o a r.. rwq LL lql 60 120 rxraxnu♦ Oars on IN Oxoua SCAL£ i" • W, HORSETOOTH/ZIEGLER ROUNDABOUT 1 EXHIBIT 1--EXISTING OVERTOPPING I OF 1-2 HORSETOOTH ROAD J15 J15 0 w O � o w 0 Z � J J D O m m voi HARMONY ROAD F a V V I3'i Cf(�S'Y FJZ G 1'S � rJ SUM S� S�c M � 3 �lmw5 Nk .�.rasS m L,Wlc�<�oPcd Nt G2ua�.dra��'. w ©2►5C�5 OJ�c>r�.-loy.l -�O ir.l�crS�G�orJ w o F 14 vr-s�cvl:A ^. + Z .�Vc T— Z F oYt(' ko,�s Na��koo�h a� �.r;J�wAy an��l �Iaws rJ� - ac..ross llnlclaJc1o�t d �(� I�r-�'G-�s oVe�-tops iN-t'trncCro..1 .�IaN,.►s N� .LLcross uN��tbP<cl, Q O m a,. o� ��.:5►ow ;� s��{ HORSETOOTH ROAD HARMONY ROAD 3 O J W m W W VI O W z Z F O U Fox Meadows Basin LEGEND 115 BASIN ID FLOW LINE OVERFLOW FROM DIVERSION 430 PIPE / CHANNEL CONVEYANCE ELEMENT 440 DIRECT FLOW NODE DESIGN POINT © INFLOW HYDROGRAPH 401 DETENTION POND 437 DIVERSION FOSSIL CREEK Ri...SERVO/R INLET DITCH i BAM ORMWX MASIM aTM or cae'r ooLORAoo MODMA; oo roaM a� qq •aR F1.\E F t•A • • y r♦ lTa•Ia • L ��•A� ♦ Y \ - t J C y fl YRA d L`✓ehvi J �i•e _ n ,5 e ,:'. � TA•d $I.A �d-dtl .• a.� I n Oet♦\ x J Y i.. Vd•A .ai{18r81.F♦YLi 1 r 1 =. •.3Yi'f ' a •.VtV♦ • ♦r♦ .Tt pia ♦. � )'�'•.�i, _ aif ♦ Ve �rd•er..•♦.AY 9 I � _rA.! d.♦.11eereidY<.e.d.� Y�i � ✓�';. 1 e . 1 4 ": _Ayr Existing Weir: Horsetoolh Centerline Cross-secton 301 cfs Station Elevation Overtop Elev. EX2 10+00.0 4919.86 10+79.8 4919.57 11+19.5 4919.42 12+04.6 4919.07 12+62.8 4918.85 13+11.2 4918.66 4918.7 13+60.5 4918.50 4918.7 14+23.4 4918.41 4918.7 14+80.5 4918.26 4918.7 15+09.0 4918.05 4918.7 15+46.8 4917.60 4918.7 15+85.3 4918,16 4918.7 16+35.5 4918.78 4918.7 16+89.4 4919.31 17+43.6 4919+61 17+95.6 4920.09 I� TOE C��le� OP�I N. Existing Weir 2 (Horsetooth Centerline) 4920.50 -- -- _ - 4920.00 4919.50 491900 -.._ ...._.. - N ..__ _ ... __ - --0 Seriesl� c y 4918.50491800 uj " '� �krdlj�;.e 6�(rrly 491750 �1.. $ • Vr.1'f.Y, 4917.00 ...Ys 10+00.0 11+00 0 12+00.0 13+00.0 14+00.0 15+00.0 16+00.0 17+00.0 18+00.0 19+00.0 Station (ft) 52- Culvert Analysis Report Wei I Hydraulic Component(s): Roadway Discharge 298.00 cfs Allowable HW Elevation 4,918.70 ft Roadway Width 20.00 ft Overtopping Coefficient 2.96 US Low Point 4,917.60 ft Headwater Elevation 4,918.70 ft �— Discharge Coefficient (Cr) 2.96 Submergence Factor (Kt) 1.00 Tailwater Elevation-9,999.00 ft Sta (ft) Elev. (ft) 1,000.00 4,919.86 1,079.80 4,919.57 1,119.50 4,919.42 1,204.60 4,919.07 1,262.80 4.918.85 1,311.20 4,918.66 1,360.50 4,918.50 1.423.40 4,918.41 1,480.50 4,918.26 1,509.00 4,918.05 1,546.80 4,917.60 1,585.30 4,918.16 1,636.50 4,918.78 1,689.40 4,919.31 1,743.60 4,919.61 1,795.60 4,920.09 z3 Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, es x:\...\drainage\design\weir calcs.cvm Interwest Consulting Group CulvertMaster v3.0 [3.0003) 06/25/07 11:29:00 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Range Data: Minimum Maximum Increment Rating Table Report Overtopping Discharge 0.00 400.00 10.00 cfs ischarge (cf )iW Elev. (ft) 0.00 4,917.60 10.00 4,917.93 20.00 4,918.04 30.00 4,918.11 40.00 4,918.17 50.00 4,918.21 60.00 4,918.26 70.00 4,918.29 80.00 4,918.33 90.00 4,918.36 100.00 4,918.38 110.00 4,918.41 120.00 4,918.43 130.00 4,918.45 140.00 4,918.48 150.00 4,918.49 160.00 4,918.51 170.00 4,918.53 180.00 4,918.55 190.00 4,918.56 200.00 4,918.58 210.00 4,918.59 220.00 4,918.61 230.00 4,918.62 240.00 4,918.63 250.00 4,918.65 260.00 4,918.66 270.00 4,918.67 280.00 4,918.68 290.00 4,918.69 300.00 4,918.71 310.00 4,918.72 320.00 4,918.73 330.00 4,918.74. 340.00 4,918.75 350.00 4,918.76 360.00 4,918.77 370.00 4,918.78 380.00 4.918.79 390.00 4,918.80 400.00 4,918.81 l� Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, es x:\...\drainage\design\weir calcs.cvm Interwest Consulting Group - CulvertMaster v3.0 [3.0003] 06/25/07 11:29:10 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Performance Curves Report Overtopping Range Data: Minimum Maximum Increment Discharge 0.00 400.00 10.00 cfs Performance Curves ------- ----------- ---------------------- HW Elev. 4919.0 --------------------------------------------------- ------------------------------------------- 4918.8 --------------- --------------------------------- ----------- I ------------- --- 4918.6 ---------------- ; ------------------ : ------------------------------------ ------------------------------------------- C 0 M > 4918.4 --------- ---------------- ----------------- (1) --------------- --------------- ------------------------------------------ ------ ca ---------------- --------- J ------ 4918.2 -------------- ---------------- ------------------------------------------ -- r --------------- --------------- ---------------- ---------------- 4918.0 ---- ---------- I ---------------- ---------------- ---------------- ------- 4917.8 - ------------- --------------- - -------- --------------------- -------------- -- 4917.6, - 400.0 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 Discharge (cfs) Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, es x:V..\drainage\design\weir calcs.cvm Interwest Consulting Group CulvertMaster v3.0 [3.0003] 06125/07 11:29:21 AM (DHaestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA +1-203-755-1666 1 Page 1 of 1 Cl-�C)5S S,L-or�i A — Worksheet for South Ditch E. Horsetooth Road Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.00500 Water Surface Elevation: 15.00 Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.045 Discharge: 21.64 Elevation Range: 14.0 to 16.0 ft Flow Area: 13.85 Wetted Perimeter: 25.3 Top Width: 25.1 Normal Depth: 1.00 Critical Depth: 0.64 Critical Slope: 0.04156 Velocity: 1.56 Velocity Head: 0.04 Specific Energy: 1.04 Froude Number: 0.37 Flow Type: Subcritical Segment Roughness Start Station End Station Roughness Coefficient (10+00.0, 15.5) (10+49.7,15.0) 0.045 Section Geometry Station Elevation 10+00.0 15.5 10+06.2 16.0 ft/ft ft ft3/s ft' ft ft ft ft ft/ft ft/s ft ft Worksheet for South Ditch E. Horsetooth Road Station Eievadon 10+21.0 16.0 10+24.6 15.0 10+27.3 14.0 10+29.9 14.0 10+49.7 15.0 Cross Section South Ditch E. Horsetooth Road Cross Section for South Ditch E. Horsetooth Road Project Description Flow Element: Friction Method: Solve For: Section Data Roughness Coefficient: Channel Slope: Normal Depth: Elevation Range: Discharge: CaPAct 1\,/ Irregular Section Manning Formula Discharge 0.045 0.00500 ft/ft 1.00 ft 1 Oft 21.64 ft'/s 152 40 C-- i-251 ft T 1.00 V,10 R 1 �oSS �e C- Worksheet for Ex. Zielger, 0.71 %, Full Project Description 3-� Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.00710 ft/ft Water Surface Elevation: 0.46 ft Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.013 Discharge: 11.68 ft'/s Elevation Range: 0.00 to 0.67 ft Flow Area: 5.09 ft' Wetted Perimeter. 43.76 ft Top Width: 43.46 ft Normal Depth: 0.46 ft Critical Depth: 0.47 ft Critical Slope: 0.00490 ft/ft Velocity: 2.30 ft/s Velocity Head: 0.08 ft Specific Energy: 0.54 ft Froude Number. 1.18 Flow Type Supercritical Segment Roughness Start Station End Station Roughness Coefficient (-0+34.0, 0,67) (0+18.0, 0,36) 0.013 Section Geometry Station Elevation -0+34.0 0+67 -0+25.5 0.50 61 Worksheet for Ex. Zielger, 0.71%, Full Station Elevation -0+25.0 0.00 -0+23.0 0.17 0+00.0 0.46 0+18.0 0.36 r Cross Section for Ex. Zielger, 0.71%, Full Project Description Flow Element: Irregular Section Friction Method: Manning Formula Salve For: Discharge Section Data Roughness Coefficient: 0.013 Channel Slope: 0-00710 Vft Normal Depth: 0.46 ft Elevation Range: 0.00 to 0.67 ft Discharge: 11.68 ft/s I �oS% i T Ol ----43.46 tt -----I V:20 N R1 a UTILITY PLANS FOR STONE RIDGE P.U.D.=FOURTH FILING, PHASE 1 I! FORT COLLINS, COLORADO Ridge THE KAPLAN COMPANY INCORPORATED MARCH 1995 GENERAL NOTES �fur+ra �s �av sum rr rt�in wa�w. w•ans�ma �K r-su v .�rrw: rt�wo- a w rrw. m. rww. ..a s w os umwn.e µPvaw s m wv.a nQ Nwl n [RaN sN - N o- �H.[v�ea�p vt ��enay Kp n�� Yr.wu�i. anew f�vn even s u �e a.i�r rt .(v.r u� NMm�m w r rwYVw uq rpua r' N�RO uss moo-H w�..m�w.so- v �r.~xvmo � 1r. d. mrwmc -r¢wrm wi e.. _..r.. sown e.H-HmYvwn �p�Ri±u vm Nemsv.l i Lowe vu u v �.en v �e soar v. ¢mm.v�.n[av_.ru �vo ¢n Hn io�iu nw t mnn -u nr 4 RfoA[ T wriP.0 O ovT f1OY � P..-3 r.eMi�.�UpMgvµNyrr iWHp s9u T.R_ oe� v.an mr.e n �m�wmr ::: O1°"ma rc Pu¢+H-m1 INDEX TO DRAWINGS SHEET NO. DESCRIPTION COYEN S EET 2-3 PANG PLAT A P L DMAMOE A ENOSION CON M RAN p P ONADMO PLAN SOLON p MN WAD PLAN NO T OVEOALL UI¢1TY PLAN SDO,N S 0Y ,r,nlrr PLAN NOiNN p WATENSTONE COONT PLAN A'PNO pA PMMM 0Po RAN a PHOPE.E w SAWSENTN RAN 6 PHO SOON O SAWMY SEIYEN RAN p MOP NONTN p COIpf,Y NOAO p RAN AND PNO w COIMY PDAD p CNOSS SECTIONS M MONSE(OOTM HOM MAN AHD PNOFDE ,p NONSETOOTN OOAD MOSS SECT,ONS NI OPOP NSEf AIA DIUNNEL 'H' OETAW O'-,S DuT tm d r_- ___ SCALP: 1'-3D00•H...-vuresv VO'N �fr.�l unrT'.P.'n.Fmv...a4 VinJIT DVIG ........._ .. ¢erYm DER P4.4 Rsr C mdd I ao�J6 s ... mva um Hrraaa Nva.n..wmm. wm nm """� •••vna maJ a ... oma a swam .rmo. w..N.e o.omwr ea ..m wn m-s J✓N EgMvbi DanMmN O[® oR -� W r .n OEOIm A: 15 V C-3 1500 L t) e � �p P011D 1 .�...—IONBETOOTN _.. ... ,. ♦ N R. .. �' 16) ♦1 M _ mil.. , • r P.♦ i e.10 G V O ♦ _ i I 1 ♦ Y G�� a-: ;� I 1 9 I •'� .. /1I g I 721 I ; ) 33 $$ , 9 - j I _pl.I — — Ali ,,•, I I I M I 2 i 2 / > I .♦gym aw .>_aw w -1. n �p � 4 _.. i iq I i �a HO. WW �. v _ .♦ '. F� :n no � / 9 mee len wo' I I r� F.-- FT%wit,^'. .... ..... 1 o� 'It Y �i�1 s,YID_8 pyi�a� ' •I'} \�, l I A gg e _ —._ �k F-. .... I. fl ..�..... ..._— E� i55I c `�i . pFpi , /I /�[;•. I si •. T +e o. _ o 4mm c w / kn / 1 •[• - - g xm / SDm� I ! 'r �; •.... w- m .w r 4E J � 43 ------ � A Z I -i Ig I i•. 1 _ _i; 31i�i?i:i `♦S.[ 9a 0 c o I I m -� COME e _ 'ro [u, N FOX MEADOWS BASIN DRAINAGE MASTER PLAN UPDATE BASELINE HYDR OL 0 G Y REPOR T January 31, 2002 (Revised February 2003) Prepared for: City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80522 (970) 221-6589 Prepared by: ICON Engineering, Inc. 8100 South Akron Street, Suite 300 Englewood, CO 80112 (303)221-0802 City of Fort Collins 1p d element within each subbasin. To justify this assumption, typical concentr t d flow velocities were determined for several subbasins. The flow velocities wer sed to provide an estimate of travel time from an assumed subbasin centroid locat'o to the downstream collection point. For all of the subbasins analyzed, the travel tim om the assumed centroid to the downstream collection point was less than 5 minut s, or one hydrograph time step. In addition, the Fox Meadows basin watershed c .ns an abundance of detention areas, both designed and inadvertent. These areas appe o have a far greater impact on hydrograph timing than embedded conveyance elem n ks. For simplicity and reasons mentioned above, embedded conveyance elements were o added to the MODSWMM models. Supplemental information can be found in Appen ix D. A constant 300-cfs inflow hydrograph was added to the MODSWMM mod l at the Hoorsetooth Road, Fossil Creek Reservoir Inlet Ditch (FCRID) radial gate. The c nstant flow was provided by the City and was based on the downstream allowable release rate for the combination of storm drainage and irrigation base flows. Therefore flows exceeding 300-cfs in the FCRID upstream of the radial gate, were assumed to be spilled into the Foothills Basin. r At ,the .Hoorsetooth=Road aiid Ziegler Road: intersectionf storm runoff will co le�t from the roadway flow in.Hoorsetooth Road and overflow from the English Ranch P nd #5. Several potential overland flow paths were identified downstream of the inter a ion to '=convey the water to the FCRID. The first overland flow path follows Ziegler a north -::to the FCRID (MODSWMM Element 221). The second path travels overt d across 'Basin 150 (MODSWMM Element 151). The third overland flow patl ollows -'Hoorsetooth Road east to the FCRID (MODSWMM Element 153). Unlike the er two flow paths, the third path enters the FCRID downstream of the radial gated ice will provide additional flow in the ditch beyond the 300-cfs passing the radial gate. three flow paths are shown by the MODSWMM Elements on Figure 4a. In order to +rmine the direction and proportioning of the combined flow, a normal depth, hydraulii analysis was conducted at the intersection. The 100-year existing conditions flows wen used for '-'the analysis. The analysis is included in Appendix D. Typical cross-secti tis at the .intersection indicate that the lowest elevations are located along the north e t curb :return, and the majority of the flow would pass through the intersection bel w en the northwest curb return and the center of the roadway. This flow was ass a to be .conveyed to the FCRID via the first or second overland flow path. The remain Ier of the _.. _.. Tow;would travel -through the intersection io the "southofthe cenfer of the Ynt r ection. This water is assumed to be conveyed through the third overland flow path andNi 1 enter the channel to the south of the radial gate. In order to proportion the total flow, two assumptions were made. The first w at all of the flow (pipe and roadway) from Hoorsetooth Road would continue no along Ziegler Road to the FCRID (MODSWMM Element 221). The second assum ti n was that the flow proportions in MODSWMM Elements 151 and 153 are similar t e 100- year existing conditions proportions for all discharges. The hydraulic analysis indicated that during the 100-year existing conditions, 219-cfs enters the intersect o from overflow from English Ranch Pond.#5. Of the 219-cfs, 38-cfs is conveyed odgh the intersection south of the center and would therefore be conveyed to .the F IZ D via :MODSWMM Element 153. The remaining 183-cfs is passed to the F R�D via s / Fox Meadows Basin Drainage Master Plan ICON Engineering, Inc. ]an 2002 T7 MODSWMM Element 151. The proportion used for all other discharges is Ibt on similar proportions. MODSWMM Diversion Element 154 separates the dirge betty ivElements!1-51�.and453 For storm events equal to or greater than the 5-year event, discharge from theony Mobile Home Park exceeds the capacity of the existing 36-inch corrugated meta storm sewer (capacity of approximately 35-cfs). Field reconnaissance indicated that this overflow would travel from the northeastern corner of the mobile home par through English Ranch South, using a small drainage swale and roadway flooding t reach English Ranch Pond V. Up to 180-cfs is anticipated to overflow through Engli h Ranch South during the 100-year event. This flow contributes significantly to the ov rt pping of English Ranch Pond V. The existing conditions reflect the land use at the time this study was developed; b ed on the 1999 aerial photos, and knowledge of development under con ction. MODSWMM Basins 350 and 440 were assumed to be fully developed for a 'sting conditions since construction is currently underway. MODSWMM Basin 3 0 was assumed to be 85% developed with the existing detention pond and apartment at are currently under construction. The remaining 15% of undeveloped area include business development in the developed conditions model. The fully developed MO SIIIWMM models accommodate development in the existing undeveloped areas, and are aSed on zoning maps supplied by the City (Reference 4). Where no additional zonin in orination was available, assumptions were made based on the nature of surrounding I use. Modifications were made to the following basins for the developed conditions: • Basin 125 — Basin modified to reflect build out of HP Site. • Basins 135, 140, 145, 150 — Basins modified to reflect development irr ilar in nature to existing development, including urban estates and low -density residential development. • Basins 200, 210 — Basins modified to reflect business development in the H ony Corridor. • Basin 300 — Basin modified to reflect development in Harmony Corridor. • Basin 310 — Basins modified to reflect low -density residential dev 1 pment adjacent to Timberline Road. - • Basin 330: —Basins-modified to reflect business development adjacent to T Zony line Road. • Basin 335 — Basin modified to reflect business development adjacent to Road. • Basins 340, 345 — Basins modified to reflect business park build out. • Basin 355 — Basin modified to reflect Urban Estate and business developm n . • Basin 405 — Basin modified to reflect business development in Harmony C l dor. Figure 6 highlights the changes made to the existing conditions for the conditions land use. Fox Meadows Basin Drainage Master Plan ICON Engineering, Inc. I Jan 2002 CQ J lC O W 61C0 5 h Prtron:fEE., 5uice 90v =^� Ewooe :oic+e;o 80a2 ENGINE E R ING, INC. Phcn-(90?)c2:0802/pax(�03j2? 50:9 BY DATE SUBJECT 75C AQDOWJ H ET _ OF _ CHKD. BY DATE OB NO. Aw ro �, REV. BY DATE `� �G -�;. Q + ti I��'Jt'C �'i IL N0. ,: ll�J__-��---•r�s���--;-----..--------- ------------------...P1��t��,a-- ---Cam►.-( -- ..... ...... L �c�' F : : R S . c�1 ;242 : - ' - - ---7 — - —� — -- : Z Z - - - ------ -- ----- rr'c� �-- -:- .:---9--- -- _ . - : - ---- : : Y-i : �iv ii-------'• - - - .-------- ---- -- �l �----i� L�n. a_� k` = =--- t- - ---- - ------------------------ -----------------------: - - L �l'r 4 iL i7 v. . ------=----=----=------------ --------------------------------------- ----------- ---- --- -----=----d--- -_ - J fi0rr..;._Qt.O(1*cF7u. �o�D___ I .t S__ c�u� e7 F = = /- ----------- = `--------- ---'-----...... .......------- -------- ------------- -------- ----- - 242:G -------------------------:-----------------.--------------- ---- --......... ----------- ` -' _._. = - -------------------------------- - - -------- . - - ---------=-=-=.. - - k . _._... J�-� y r,� -- - -- ----: ------ - ---- - -- - - ----- -------- LJ iS r7_ w.. ur`S.fi�X��'%.�__�te'Y� -:--- ram-+----- .... -- ,a..:_.._:_:.:___....... i 1 : I : : : : LJ — — — — ----- --- — — — - ---- ------------ �In ; : : L-------------------------------L-----r�------ U7 Qt� ,( ENGINEERING, INC. 81005. Akron 5tfeeL, 5tc 500, Englewood, CO 50llefhonc3O5-PYTG TF z:l IB .. '7GA 61 )NA E--' AD T � 60 PC.'. E.'I* C--lE HmWo h: F- -Ir --I 'TTFITF 7---1 I ]-IT T__r_E I _= )x 505-221-.1019 T lli'l 4H li 1 IV L 1! e I f3k 1 it i t U;l !I bz I Proposed Weir: Horselooth Centerline, Option tE (07-30-07) Cross -Becton 301 cfs Station Elevation Overtop Elev. PROPIC 8+30.2 4919.85 9+49.7 4919.45 10+00.0 4919.00 10+81.7 4918.66 10+91.7 4918.65 10+95.4 4918.64 11+32.9 4918.52 11+36.5 4918.32 11+37.5 4918.40 11+38.0 4918.91 11+39.7 4919.05 12+17.7 491807 12+50.1 4918.08 12+52.5 4918.08 12+53.0 4917.58 12+65.2 4917.59 12-65.7 4918.09 12+81.1 4918.18 12+81.6 4917.68 12+82.6 4917.76 12+98.7 4917.94 12+99.7 4918.02 13+00.3 4918.35 13+00.7 4918.35 13+14.7 4918.49 13+15.2 4918.99 13+54.4 4919.03 13+54.9 4918.53 13+68.9 4918.40 13+69.2 4918.40 13+69.B 4918.07 13+70.9 4917.99 13+86.9 4917.83 13+87.9 4917.75 13+8B.4 4918.25 14+06.0 4918.39 14+06.5 4917+89 14+08.4 4917+97 14+18.3 4918.04 14+18.8 4918.54 14+30.1 4918.69 14+40.1 4918-90 14+50.1 4919.07 14+60.1 4919.24 14+66.7 4919.35 15+11.0 4920.21 17+24.1 4921.93 18+11.3 4922.00 Proposed Weir I (Horsetooth Centerline) 4922.50 ---- - 4922.00 4921.50 4921.00 ..___. -- __ __.. '.c'--_ -_- u 4920.50 e 4920.00 4919.50 m 'w 4919.00 491850 i 4918.OD {-. .... ..._ _._- . _.....__._ _-._-_ ...--_...... 4917.50 4917.00 8+OO.0 9,00.0 10.00.0 11+000 12+00.0 13.000 14-00.0 15,00.0 16,00.0 17,00.0 18+00.0 Station (ft) c � C • o i./ S re, Sexiest Culvert Analysis Report Weir \ Hydraulic Component(s): Roadway Discharge > 298.00 cfs Allowable HW Elevation 4,918.72 ft Roadway Width 20.00 ft Overtopping Coefficient 2.99 US� Low Point 4,917.58 ft Headwater Elevation 4,918.72 ft Discharge Coefficient (Cr) 2.99 Submergence Factor (Kt) 1.00 Tailwater Elevation -9,999.00 ft Sta (ft) Elev. (ft) 830.20 4,919.85 949.70 4,919.45 1,000.00 4,919.00 1,081.70 4,91B.66 1,091.70 4,918.65 1,095.40 4,918.64 1,132.90 4,918.52 1,136.50 4,918.32 1,137.50 4,918.40 1,138.00 4,918.91 1,139.70 4,919.05 1,217.70 4,918.07 1,250.10 4,918.08 1,252.50 4,918.08 1.253.00 4,917.58 1,265.20 4,917.59 1,265.70 4,918.09 1,281.10 4,918.18 1,281.60 4,917.68 1,282.60 4,917.76 1,298.70 4,917.94 1,299.70 4,918.02 1,300.30 4,918.35 1.300.70 4,918.35 1,314.70 4,918.49 1,315.20 4,918.99 1,354.40 4,919.03 1,354.90 4,918.53 1,368.90 4,918.40 1,369.20 4,918.40 1,369.80 4,918.07 1,370.90 4,917.99 1,386.90 4.917.83 1.387.90 4,917.75 1,388.40 4,918.25 1,406.00 4,918.39 1,406.50 4,917.89 1.408.40 4,917.97 1,418.30 4,918.04 1.418.80 4,918.54 1,430.10 4,918.69 1,440.10 4,918.90 1,450.10 4,919.07 1,460.10 4,919.24 1,466.70 4,919.35 1.511.00 4,920.21 Title: Horsetooth/Ziegler Weir Calculations x:\...\drainage\design\weir calcs.cvm 09/18/07 02:33:10 PM 0 Haestad Methods, Inc. q-' Project Engineer: Interwest Consulting Group, es Interwest Consulting Group CulvertMaster v3.0 [3.0003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Culvert Analysis Report Weir Sta (ft) Elev. (ft) 1,724.10 4,921.93 1,811.30 4,922.00 • Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, es xA... kdrainagetdesign\weir calcs.cvm Interwest Consulting Group CulvertMaster v3.0 [3.0003] • 09/18/07 02,33:10 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Rating Table Report Overtopping Range Data: Minimum Maximum Increment Discharge 0.00 600.00 60.00 cfs ischarge (cf }IW Elev. (ft) 0.00 4.917.58 60.00 4,918.25 120.00 4,918.42 180.00 4,918.55 240.00 4,918.64 300.00 4,918.72 360.00 4,918.79 420.00 4,918.86 480.00 4,918.91 540.00 4,918.97 600.00 4,919.01 • Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, as x:\...\drainage\design\weir calcs.cvm Interwest Consulting Group CulvertMaster v3.0 [3.0003) • 09/18/07 02:31:45 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Range Data; Performance Curves Report Overtopping Minimum maximum Increment Discharge 0.00 600.00 60.00 cfs 4919.2 4919.0 4918.8 4918.6 4918.4 4918.2 Performance Curves ---------- ---------- ------------------------------------------- ----------------------- ------------------------------- ----------- ---------- ---------- ---------- ---------- ---------- ---------------------- ----------- ---------- - ---------- ---------- ----------- ---------- ----------- ------------------ - -------------------------------------- - ------------ ---------- --------------------------------- -- ------ ----------- ----------- ------------------------------------------------ ------------ ------------------- ------------------- --- ---- -------------- -------- - ------------------- ----------- ------- ----------- -------------------------- ---------- ----------- ------------------ ----------- I --------- ----------- L ---------- ------- ----------------- --- 4918.0E ----- - --: ---------- '1 --------------------- ----------- ----------- ----------- ---------- ---- ----------- ----- I ---- ------ - - - - - - - - - - - - - - - - - - - - ----------- ----------- ----------- ------ ------- ---------------------------------- ---------- ---------- ----------------------------------------------- --------------------- ---------- ---------- ----------- -------- 4917.8 4917 4917.41 0.0 100.0 200.0 300.0 400.0 500.0 600.0 Discharge (Cfs) HW Elev. Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, es x:\...\drainage\design\weir caics.cvm Interwest Consulting Group CulvertMaster v3.0 [3.0003] 09/18/07 02:31:36 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Page 1 of 1 Proposed Weir: Horsetooth Centerline, Option 1E-LEFT (07-30-07) Cross-seoon cis Station ElevationnOvertop El Elev. PROM +49.7 4919.5 9 000. 4919.4 00 ^ 1+00.0 4919.00 10+81.7 4918.66 O 10+91.7 4918.65 10+95.4 4918.64 !� 11+32.9 4918.52 11+36.5 4918.32 11+3T5 4918.40 0 \/"W / ���P , N �! C rJ 11+38.0 4918.91 11+39.7 4919.05 J 12+17.7 4918.07 12+50.1 4918.08 12+52.5 4918.08 12+53.0 4917.58 12+65.2 4917.59 12+65.7 4918.09 12+81.1 4918.18 12+81.6 491T68 12+82.6 4917.76 12+98.7 4917.94 12+99.7 4918+02 13+00.3 4918.35 13+00.7 4918.35 13+14.7 4918.49 13+15.2 4918.99 Proposed Weir 1E-LEFT (Horsetooth Centerline) 4920.00 4919.50 4919.00 C ° 4918.50 m w 4918.00 4917.50 4917.00 8+00.0 9+00.0 10+00.0 11+00.0 12+00.0 13+00.0 14+00.0 15+00.0 16+00.0 17+00.0 18+00.0 Station (ft) t �5 0 C Culvert Analysis Report Weir \,`ar.S (C�EFTi Hydraulic Component(s): Roadway Discharge 214.00 cfs Allowable HW Elevation 4,918.72 ft Roadway Width 20.00 ft Overtopping Coefficient 3.00 US Low Point 4,917.58 ft Headwater Elevation 4,918.72 ft Discharge Coefficient (Cr) 3.00 Submergence Factor (Kt) 1.00 Tailwater Elevation -9,999.00 ft Sta (ft) Elev. (ft) 830.20 4,919.85 949.70 4,919.45 1,000.00 4,919.00 1.081.70 4,918.66 1.091.70 4,918.65 1,095.40 4,918.64 1,132.90 4,918.52 1,136.50 4,918.32 1,137.50 4,918.40 1,138.00 4,918.91 1,139.70 4,919.05 1,217.70 4,918.07 1,250.10 4,918.08 1,252.50 4,918.08 1,253.00 4,917.58 1,265.20 4,917.59 1,265.70 4,918.09 1,281.10 4.918.18 1,281.60 4,917.68 1,282.60 4,917.76 1,298.70 4,917.94 1,299.70 4,918.02 1,300.30 4,918.35 1,300.70 4,918.35 1,314.70 4,918.49 1,315.20 4,918.99 C � A—�,k -72— l C) (2 ) 1 .—I J�s 4<a- v-(FA s rr VIJ� b Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, es x:\...\drainage\design\weir calcs.cvm Interwest Consulting Group CUIvertMaster v3.0 [3.00031 09/18/07 02:50:00 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Rating Table Report Overtopping Range Data: Minimum Maximum Increment Discharge 0.00 400.00 40.00 cfs ischarge (cf -IW Elev. (ft) 0.00 4,917.58 40.00 4,918.23 80.00 4.918.40 120.00 4,918.52 160.00 4,918.62 200.00 4,918.70 240.00 4.918.77 280.00 4,918.83 320.00 4,918.88 360.00 4,918.93 400.00 4,918.98 Title: Horsetooth/Ziegler Weir Calculations Project Engineer. Interwest Consulting Group, as x:\...\drainage\design\weir calcs.cvm Interwest Consulting Group CulvertMaster v3.0 [3.0003] 09/18/07 02:50:05 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Performance Curves Report Overtopping Range Data: Minimum Maximum Increment Discharge 0.00 400.00 40.00 cfs Performance Curves ---------- i, HW Elev. 4919.0 --------------- --------------------------------- ------------------------------------------------------------------------ ------------------------------------------------ - ---------- ---------------- ---------------- 4918.8 --------------- i ------------------ ------------------------------- 4918.6 --------------- ---------------- --------------- ------------- --------- 0 4918.4 ---------------- : --------- ----- ---------------- ------------------------------------------------ a) w 4918.2 ----------- --- ----------------- --------------- --------------- ---------------- ---------------- a) 'o 4918.0 ------- ------- ---------------- ----------------- -------------------------------- ------------- a) 4917.8 -------- ----- --------------- ---------------- ---------------- --- ----------- 1 ------------------------- 4917.6 ------- ------- ------------- --------------------- 4 ----------------- ---------------- -------------- 4917.4 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 Discharge (Cfs) paw Title: Horsetooth/Ziegler Weir Calculations Project Engineer. Interwest Consulting Group, es x:\...\drainage\design\weir raIcs.cM Interwest Consulting Group CulvertMaster v3.0 [3.0003] 09/18/07 02:50:12 PM CHaestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA +1-203-755-1666 Page 1 of 1 I( Proposed Weir Horsetooth Centerline, Option 1E-RIGHT (07-30-07) Cross -Becton 301 efts Station Elevation Overtop Elev. PROPIC 13+54.4 4919.03 13+54.9 4918.53 13+68.9 4918.40 13+69.2 4918.40 13+69.8 4918.07 13+70.9 4917.99 13+86.9 4917.83 13+87.9 4917.75 13+88.4 4918.25 14+06.0 4918.39 14+06.5 4917.89 14+08.4 4917.97 14+18.3 4918.04 14+18.8 4918.54 14+30.1 4918.69 14+40.1 4918.90 14+50.1 4919.07 14+60.1 4919.24 14+68.7 4919.35 15+11.0 4920.21 17+24.1 4921.93 18+11.3 4922.00 Proposed Weir 1E--RIGHT (Horsetooth Centerline) 4922.50 -- --- -- 4922.00 4921.50 -- c 492000 _m' 4919.50 491900 L___ .__.___.. __. _ .. _. _. _.... __. I♦�yj1�J _.. _.-. _.._.. 4918.50 t- ---- 4918.00 yr1r 4917.50 8+00.0 9+00.0 10, 00.0 11+00.0 12+00.0 13,000 14+00.0 15,000 16,000 17+00.0 1 B+00.0 Station (ft) ,�- Senesi Culvert Analysis Report Weir ��s�a En i Hydraulic Component(s): Roadway Discharge 84.00 cfs Allowable HW Elevation 4,918.72 ft Roadway Width 20.00 ft Overtopping Coefficient 2.99 US Low Point 4,917.75 ft Headwater Elevation 4.918.72 ft Discharge Coefficient (Cr) 2.99 Submergence Factor (Kt) 1.00 Tailwater Elevation -9,999.00 ft Sta (ft) Elev. (ft) 1,354.40 4,919.03 1,3.90 4,918.53 1 1,36868.90 4,918.4040 1,369.20 4,918.40 1,369.80 4,918.07I- 1,370.90 4.917.99 1,386.90 4,917.83 UUU J 1,387.90 4,917.75 1,388.40 4,918.25 1,406.00 4,918.39 V V` 1,406.50 4.917.89 1,418.30 4,918.04 r1A 1,418.30 4,918.04 1,418.80 4,918.54 1,430.10 4,918.69 1,440.10 4,918.90 `� l 1,450.10 4,919.07 1,460.10 4,919.24 1,466.70 4,919.35 1,511.00 4,920.21 1,724.10 4,921.93 1,811.30 4,922.00 $0 Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, es x:\...\drainage\design\weir calcs.cvm Interwest Consulting Group CulvertMaster v3.0 [3.00031 09/18/07 02:49:33 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Rating Table Report Overtopping, Range Data: Minimum Maximum Increment Discharge 0.00 170.00 17.00 cfs ischarge (cf )iW Elev. (ft) 0.00 4,917.75 17.00 4,918.27 34.00 4,918.44 51.00 4,918.55 68.00 4,918.65 85.00 4,918.72 102.00 4,918.80 119.00 4,918.86 136.00 4,918.92 153.00 4,918.98 170.00 4,919.03 • $ I . Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, as x:\...\drainage\design\weir calcs.cvm Interwest Consulting Group CulvertMaster v3.0 [3.0003] . 09/18/07 02:49:39 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Performance Curves Report Overtopping Range Data: Minimum Maximum Increment Discharge 0.00 170.00 17.00 cfs Performance Curves 4919.2 ----------------------------- ----------------------------- ------------------------------ ---------------------------------- 4919.0 ------------- 4 : -------------- : --------------- -------------- T ------------- -------------- --------- 4918.8 C 0 4918.6 w a) V- 4918.4 to 4918.2 4918.0[--- 4917.8V ----- 4917.6' 0.0 ----------- HW Elev. ------------ -------------- -------------- -------------- ------ ----------------------------- -------------- I ---------------- -------------- -------------- -------------- -------- I --------------- ----------- I --------------- I---------------- I ---------- ------------- -------------- ---------------------------------------- --------- ------- 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 Discharge (Cfs) Title: Horsetooth/Ziegler Weir Calculations Project Engineer: Interwest Consulting Group, as x:\...\drainage\design\weir calcs.cvrn Interwest Consulting Group CulvertMaster v3.0 [3.0003] 09/18/07 02:49:47 PM CHaestad Methods, Inc. 37Brookside Road Waterbury, CT06708 USA +1-203-755-1666 Page 1 of 1 , c l Q /�R= Q 0'E TO TRHT TO NW .BEET TO NE 1� LIA J AND �HORSETOOTH ROAD • �--�.�"--r-ram NOTE: PLEASE REFER TO APPENDIX G FOR CROSS SEC71ONS A -A AND C-C. CITY OF FORT COLLINS, COLORADO ENGINEERING DIVISION 6 v+e w. N.n. swe c �/ www. coam eRm PneN rymluwm ru ryrolerwvm GO 30 0 60 120 �N}eRweei LO N IU L I INO OR0 UP SCALE: 1 60' HORSETOOTH/ZIEGLER ROUNDABOUT =O�7F3EXHIBIT 3--FUTURE OVERTOPPING �55 S (C- rDr--� Worksheet for Future Zielger, 0.71%, Full Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.00710 Water Surface Elevation: 0.81 Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes ImprovedLotters Closed Channel Weighted Roughne Hortons Results — Roughness Coefficient: 0.013 Discharge: 125.10 Elevation Range: 0.00 to 0.81 ft Flow Area: 27.47 Wetted Perimeter: 84.44 Top Width: 84.00 Normal Depth: 0.81 Critical Depth: 0.89 Critical Slope: 0.00335 Velocity: 4.55 Velocity Head: 0.32 Specific Energy: 1.13 Froude Number. 1.40 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (-0+42.0, 0.81) (0+42.0, 0.81) 0.013 Section Geometry Station Elevation -0+42.0 0.81 -0+26.5 0.50 ft/ft ft ft3/s ft' ft ft ft ft ft/ft ft/s ft ft Worksheet for Future Zielger, 0.71%, Full Station Elevation -0+26.0 0.00 -0+24.0 0.17 0+00.0 0.65 0+24.0 0.17 0+26.0 0.00 0+26.5 0.50 0+42.0 0.81 Cross Section for Future Zielger, 0.71%, Full Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Section Data Roughness Coefficient: 0.013 Channel Slope: 0.00710 ft/ft Normal Depth: 0.81 ft Elevation Range: 0.00 to 0.81 ft. Discharge: 125.10 ft'/s too 84.00 ft Cf�or�) ,ate N� 0.8ft V: 10 H' 1 IWOM