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HomeMy WebLinkAboutTHE LODGE AT MIRAMONT PUD - FINAL - 54-87AQ - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT� FINAL DRAINAGE REPORT FOR THE LODGE AT 1VIIRAMONT P.U.D. Submitted to: CITY OF FOla'T COLI,II�TS October 16, 2000 � , 4 1 �� �,,,:� ' ' � � Mr. Basil Hamdan ' City of Fort Collins — Utilities P.O. Box 580 Fort Collins, CO 80522-0580 CI 'r1 � r, '�' ;�� � � � u I� J ' � � Re: The Lodge at Miramont Project No. 0618-102 Dear Mr. Hamdan: October 16, 2000 We are pleased to submit this Final Drainage Report for The Lodge at Miramont. The report was prepared based on current City of Fort Collins criteria. This report amends a portion of the "Overall Drainage Study for Oak/Cottonwood Farm — McClellands Basin" prepared by RBD, Inc. Engineering Consultants, dated May 4, 1992, the "Final Drainage and Erosion Control Study for the Upper Meadow at Miramont First Filing" prepared by RBD, Inc. Engineering Consultants, dated November 10, 1992, the "Final Drainage and Erosion Control Study for the Hamlet at Miramont P.U.D." prepared by RBD, Inc. Engineering Consultants, dated March 29, 1996, the "Final Drainage and Erosion Control Study for Miramont Neighborhood Park" prepared by The Sear-Brown Group, dated November, 1997, and the "McClellands Creek Master Drainage Plan Hydrology Update, Final Report" prepared by Icon Engineering, dated July 1999. Comments from previous submittals have been addressed, including updating the SWMM model for the master-planned McClelland's Basin. We look forward to your review and welcome any questions or comments you may have. Respectfully, TST, INC. CONSULTING ENGINEERS � `� MAA/cros Mark A. Anderson David B. Lindsay, P.E. 1 T�`r! f��,so 748 Whalers Way - Building D Consulting Engineers Fort Coilins, CO 80525 (970)226-0557 Metro (303) 595-9103 ' Fax(970)226-0204 Email info@tstinc.com www.tstinc.com TABLE OF GONTENTS Page 1. 0 Introduction 1.1 Scope and Purpose ....:................................................................................................ l 1.2 Project Location and Description ..................:..............,.. ,...,,...:....,...,........... .:.........1 1.3 Previous Studies .................................._.........,................_......................._..................1 2.0 Historic Conditions .................................................................................._..............._........ 3 3.0 Develope�l C�n�litions Plnn 3.1 3.2 3.3 Fi ures DesignCriteria ...........................................................................................................4 Drainage Plan Development ..... ......... ..........:....... ......... .....:... ......... ......... .....:......, 5 3.2.1 Street Capacity ................................:..............................................................9 3.2.2 Inlet Design............_. ............._..............................................................,.........9 3.2.3 Storm Sewer Design ..............................................:.......................:............. 12 3.2.4 Riprap Design .........................................................................:.........:..........:12 3.2.5 Swale Design ...............................................................................................15 3.2.6 SWMM Model and Detention Pond Design ...................................................15 ErosionControl ..............................................................................:._..........:..........:15 _ _ _ Figure1 - Vicinity Map ., ...................:.........:.............,......:.,............. .......:. ......,,. .:...:... >.....:...,.2 T�bles Table 1- Hydrologic Calculations Worksheet ...........................................................................6-7 Table 2— Summary of Attenuated Runof� :..............................................................................._... 8 Table 3— Surnrnary of Street Capacity Ana(ysis ...................... .....:.... ......... .......:. ..,.....: :........10 Table 4— Summary of Inlet Analysis and Design ........................................................,.......,..,...11 Table 5— Summary of Storm Sewer Design ...............................................................13 Table 6— Summary of Riprap Desi;n ..:............:............................. ......14 Table 7— Summary of Detention Pond Design, ........................................... ,...,.... ..,...... ..;...;..17 Table 8 — Construction Sequence ............_............_ ....................................................................18 Technic�l A�nendices Appendix A- Rationai Method Analysis Appendix B— Street Capacity Analysis Appendix C— Inlet Analysis and Design Appendix D— Storm Sewer Design Appendix E— Riprap and Swale Design � � ' Appendix F— SWMM model and Detention Pond Design Appendix G — Erosion Control ' Sheets Final Drainage and Erosion Control Plan .._ ................................................................. Sheet 1 of 1 , , ' � ' � ' . ' ' iii ' , � _ _ � �.0 1 I�trodu�tao� ' � , ' ' � � � , ' ��� �, , � 1.1 ScoPe and Purnose This report presents the results of a f nal drainage eva(uation for The Lodge at Miramont. A hydrologic analysis of the proposed development pian was completed to determine the location and magnitude of the storm runoff. The hydrologic data was then used to compare designed conditions with previously designed and constructed conditions and to design conceptual runoff collection and conveyance facilities. 1.2 Pro.iect_Location and Description The Lodge at Miramont is a proposed residential site on approximately ?:8 acres. This site is located in the Southeast '/< of Section 1, Township 6 North, Range 69 West of the 6th Prineipal Meridian, Larirner County, Colorado. The site is bounded on the north by Collinwood; Oakridge West, First Filing; on the west by Miramont Park; on the east by Lemay Avenue; and on the south by Boardwalk. A vicinity map illustrating the project location is provided in Figure 1. The Lodge at Mirainont is within a Multi-Family Zonin� District. The development will consist of 9 building envelopes, each containing 8 units, and associated landscaped common areas. All of the streets within the development witl be privately owned and maintained. 1.3 Previo.us.Studies The "Overall Drainage Study for Oak/Cottonwood Farm - McClellands Basin" (RBD, Inc. Engineering Consultants, May 4, 1992), the "Final Drainage and Erosion Gontrol Study for the Upper Meadow at Miramont First Filing" (RBD, Inc. Engineering Consultants, November 10, 1992), the "Final Drainage and Erosion Control Study for the Hamlet at Miramont P.U.D." (RBD, Inc. Engineering Consultants, March 29, 1996), the "Final Drainage and Erosion Control Study for Miramont Neighborhood Park" (The Sear-Brown Group, November, 1997) and the "McClellands Creek Master Drainage Plan Hydrology Update, Final Report" (Icon Engineering, July 1999) were reviewed prior to the preparation of this report. Pertinent information from those reports is referenced in this report. , � (,I � � ' I�i�toric Con�itions , Currently, the site and a portion of the Miramont Nei�hborhood Park, located directly west of the site, flow into the detention pond located at the southeast corner of the site. In addition, a swale � along the south portion of the site conveys flow from an ezisting 42" reinforced concrete pipe to the detention pond. This swale also conveys flows from a detention pond in the Miramont Neighborhood Park into the detention pond (SWMM model eleinent 180) loeated on site. An � inlet located on Boardwalk conveys the street flow to the detention pond. In a 100-year event, tYus street flow also includes overflow from the 42'' RCP. This detention pond was originally designed in the "Overall Drainage Study for Oak/Cottonwood Farm — McClellands Basin". The ' final design and construction of the pond was done for the development of the Hamtet at Miramont P.U.D. From the pond, flow is released via three 36" reinforced concrete pipes into an open channel located in Oakridge Village, directly east of the site. The actual release rate from ' pond 180 is 80.7 efs. This flow is then conyeyed to the McClelland Channel. I� � 1,--1 � � �� ' � � ' �e o Developed C'on�itions I'lan 3.1 Desi�n Criterin The drainage system presented in this report has been developed in accordance with the criteria established by the City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual (SDDC) dated May, 1984 and revised in January, 1991. Where applicable, design guidelines and information were also obtained from t}ie Denver Regional Council of Government Urban Storm Drainage Criteria Manual (LJSDCM). Developed condition hydrology was evaluated based on the 2-year and 100-year storm ' frequencies as dictated by the previous five reports sited. Detention of developed flows from this site will be necessary and is addressed in this report. Due to the limited size of the basins on the site, the Rational Method was selected to calculate runoff for street capacity analysis and storm sewer design. The Rational Method utiiizes the SDDC manual equation: Q = C�IA where Q is the flow in cfs, Cf is the storm frequency coeffieient, C is the runoff coefficient, I is the rainfall intensity in inches per hour, and A is the total area of the basin in acres. Cf was taken from Table 3-4 of the SDDC manual and was determined to be 1.0 for the 2-year storm and 1.25 for the 100-year storm. The runoff coefficients, G, were selected from Table 3-3 of the SDDC manual based on the zoning of the site. C was determined using the area weighted average inethod when required. The appropriate rainfall intensity was taken from the recently modified rainfall intensity durati'on curve in Figure 3-1 of the SDDC rnanual. To obtain the rainfall intensity, the time of concentration had to be determined. The following equation was utilized to determine the time of concentration: T� = to,, + t, where T� is the time of concentration in minutes, t�,, is the initial or overland flow time in minutes, and t� is the travel ti�ne in the �utter in minutes. The initial or overland flow time was calculated with the SDDC manual equation: to� _ �1.8%�1. 1 — CCf�L.0.5��rS10.33 l / 4 where L is the length of overland flow in feet (li�iiited to a maximum of 500 feet), S is the average basin slope in percent, Cf is the storm frec�ueney coefficient, and C is the runoff coefficient. The formula limits the produet of CCf to 1.0 and, when the product exceeds this value, 1.0 is used in its place. This procedure for coinputing time of concentration �llows for overland flow as well as travel time for runof� collected in streets, gutters, channels, pipes, or ditches. After the peak runoff was calculated, existing and designed drainage facilities were analyzed both according to the prior four reports and the site conditions, 3.2 Dr�inage Pl�n Develonment Although the runoff from tFiis site will continue to discharge into the detention pond, the conveyance elements will be modified from the design presented in the prior five reports. Furthermore, the detention pond volume will be incre�.sed from the volume determined in the report done for the Hamlet at Marirnont P.U.D. This 'is necessary because the previous designs only asSumed undeveloped runofffrom this site. The runoff will sheet flow across the buildi»g roofs, landscaped coinirion areas, and the streets, then concentrate at the street concrete pan and curb and gutter and swales. Primarily; flow will remain on the surface, runnin� through sidewalk and curb chases, to inlets and into the detention pond. Offsite drainage from Miramont Neighborhood Park will be conveyed onto the site by overland flow, concentrating to a swale along the west property line, into inlets and storm sewer on the proposed site. This will discharge into the detention pond. The runoff co(lected in the detention pond will continue to be conveyed across Lemay Avenue via three 36" reinforced concrete pipes as indicated in the Historic Conditions section of this report. Basins were delineated based on proposed grading. The proposed grading is shown on the Final Drainage and Erosion Control Plan that can be found in the baek of ttiis report. This report delineates the site into four basins: A, B, C and OS. Basins have been further delineated into subbasins: A1, A2, A3, A4, A5, A6, A7, B1, B2, B3, B4, BS and Cl. OS1, OS2, OS3, OS4, OSS, and OS6 account for flows coming from Miramont Park. Runoff from the surrounding sites is di5eharged onto the site by a 42'' reinforced concrete pipe (OS.9) and a 15" ADS pipe (OS 10). This discharge is accounted for in this report with Desi�n Points 18 and 17. The offsite subbasin, OS7, flows onto Boardwalk where it is conveyed to an inlet that was previously designed in the report for The Upper Meadow at Miramont First Filing. Downstream of this inlet in the swale is Design Point 14 in this report. Offsite flows for the neighboring basin 212 to the south, enters the site via OS8 at design point 14. Finally, the 42" RCP carrying OS9 flows was undersized (RBD, 1996). According to the latest master plan (Icon, 1999) 178 cfs should be carried through the RCP. Actually, only 82 cfs physically flows through the pipe (RBD, 1996). Therefore, another flow OS 11 was used to introduce the re�r�ainina 9G cfs to the site at design point 14. It is assumed this flow overtops .Boardwalk and enters the detenti�n pond area at the low point conesponding to the inlet at desi;n point 14. The results of the hydrologic analysis can be found in Tables 1 and 2 with the methodology of calculations shown in Appendix A. ' �� � � , � lJ , � � � � LJ � � � ' a 0 .°. C� 3 Y 0 � u y � n � � � � � u °O � � 'C �, z o � c �en'C � � e �QO G . V � .u. L°y ' e Q � V o � C U >, •r a w° � A a a a � $ � e '8 ti. �. � u u oqg� z � a. °a � � � �x o � bWe a_ � �� °�� � Q U o°_ 8 n' . � � � a � � o 00 U Z °�° � c � -� C (Q � C. 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(i,'y .�. ,�, . �� ; � � 't oo '"' 'r' '° �,� v' o� � r � o� � �o H:� �-�O�'^nni ��n��n n���n,,,,o V :;Q ;: ��' � � CI i+'1 7 h �O t� 00 O f'�I M� �O �+Y CI O���O V'1 �! ? 00 f� .�! �. � � � � ia. � .+.: �: � � C �t V'1 �D h r CI M H' 4'7 ... � CI t�1 �'d' �f1 �O M1 i 4 O# �, a��aa<aa �n�,m�,�, u 00000�o���y � O y < W U � d m o. 0 $ ° � o � �_ � o � � u 09 �' 0 z o ;� �e .ac C � W e o � . � � a U."-a� °°�8 _O �: C ; U ,r .d� w°"C ,� Q a P�. a ' y � � a $jy u s� °,' v °°g� 'u z5 a c ;� E 6 0 0 A y,� �� � o 'O � � °p �'a ° y u u .°. �' � o �� V Q U o�a � � N V Z. ? w •d ''e� o �� a p/� N O � � � '�Wo a " 'a U o � U w t' � E ° °o � � W u N w F � � + • • o� ^ m p o 'o a s� �. � v� U„FjW � � � �oz FG)W � � � �-J � � � � , � 1 .wa , � � �� � � , � I t u � � � ;s � '� � E g', o � 6 � v� z � �n ��•@ u g u5 :� � � U ,y C-'. a ti � 0 '�e a a � � a � � C 1�. qJ � V N � CA C � o � � 9 py L = � F � a .5 h � u 5 •� � g p a U V N � � � E � � � U . .p� � c �' — 5 � � '� � 6 N s •E o '� P `' E c a ��� ��� a� a� � r� � z ��z F= '�C CJ �v� , ' 3.2.1 Street C�nacitv , Street capacities were analyzed based on encroachment criteria set forth in Section 4 of the SDDC for local streets. For the initial storm (2-year event), this encroachment was limited by no curb-topping. For the inajor storrn (100-year event) this was limited by no building inundation � and no more than 6 inehes of flow at the erown of any roadway. For this proposed development, street sections vary between inverted crown section with a center valley pan and vertical curb and � gutter, draining across the full street section from outfall curb on the upstrearn side in most places. There are also a few areas with a erown section, although the crown does not fall on the center of the driving path, Stnce inverted crowns are almost always capable of greater capac�ty than � vertical curb and gutter sections for either design storm, only curb and gutter sections were cheeked for adequated street capacity. These checks were at desi�n points 3, 6, and 8. These corresponded with constricted street sections, flat slopes and high flows, and thus, were � considered worst cases. It was found that aU the checked points (and by extrapolation, then all locations in the proposed development) were capable of conveyin� the 2-year event without overtopping the curb: It was ! also found that in the 100-year event, all points were capable of eonveying the flow. At design points 6 and 8 the constraining factor was actually spiU over the sidewalk and into the detention � pond. Although this doesn't violate encroachment criteria, it is undesirable for erosion control and emergency access purposes and was not considered appropriate diseharge. For that reason, the section shown in Appendix B-Street Capacity shows a road section ending ten feet upslope of � the curb, the distance froin the curb before sloUe falls away from the street toward the detention pond at design points 6 an�1 8. � 3.2.2 Inlet Desi�n Inlets were sized to accept the 100-year storm event flows. There are two Type `R' inlets, ' located at design points 6 and 8 and six grated manhole-type inlets. Four of these (Design Points 10, 11, 12 and 13) are located along the west side of.the proposed development to convey flows off the park and west side of the development to the detention pond. Design Point 5 is another , grated manhole inlet located in a parking and street area. Design Point 7 is located on the north side of the proposed development and would collect flows trapped between a small berm to the north and the parking areas of The Lodge. Ponding depth was based on inundation to the edge ' of sidewalk for Type `R' inlets and on a case-by-case basis for the area inlets. In the swale on the west side of the development, pondi»g depth was controlled by high point elevations between sub-basins. Design �ioint 7 ponding depth was controtled by proximity to structures and � overtopping of the back of the curb. � Ponding depth was taken as the difference between the total depth above the inlet and any surcharge from the storm sewer design. For more information see either Table 4. Summary of Inlet Analysis and Design, or Appendix C, Inlet Analysis and Design. � � � 9 � h � � ,n O �. a.�p:...� n � 7 �i �; - � Ur.... �::. :. , ..�.. C]° .. . 3C � �;; ;;: W p� s; � � oo .. c r,,; ; . M ;r Lf '.E"� �y ti ^y; �� N N ;u a a: �: o ,.; � ,,� .y�� v � � � a ;; v � :a � ; d ;�: y ;.� A'�; w 7 O O :.ra � N: v �+1 Vl V1 a >� , , ' �, z` , F �: 0 �Q�.. n � ��'o, �', o0 0 �;:;a : F w � a; ; -r �n �n `: CY.• � � c c o F �, � W h - U ^ � G q 0 x ` O; .a -� m F" m m J wi . V: � � c� a>° "" ,�,� •� ,� -� U � �,; ¢ ¢ ' A"` U V Q i' E- � C� F j > � w > ;;v :z �; 'E•` � Q � �: k ,:a p; o a m E,, : Ca. �, Z <�:. Q O _ v Z E.,. �j' O r� �o 00 c �- z, � ¢ m �. oa. � x 0 F A `/_ O U A W � 0 a w : w 0 a� r. � r� � � a U W W �z� �oz� ' �� � � ' � ' � C' I � � 7 � � � ' � � � � , , �:;':` : z . z e H a, _ i,!' a a�^y_ ^ O� ry^ M t�7 M E'! � � �/ �. l! F, a � w a. ,;:; t� z A `I G ' � ��0� �o�va,, �n,rc�N ��y�`-'c�co �0000 F ' � ,: � z .; ': .Wx : z� > aC�+O� �,o,��ro gcoo� .O_.,'k]:..a��..v fV �00 O 'f �--� tV N O .�+::Q.. W: �.: z oa �o o�,o �0000 ��� ����� � o00 00000 a -� w w ce __ < � a � U F„ WV Cso��o 00000 � o �;.�c �r.0000 a,'�,w �-»N �:�7a� ;W � �! x� F Z �+i : ►� F r o 0 0 00 0�n r o G o. C. oo �o eh vc o a o0 0 'Z W `-�000 c=oo-� O: :0:;::. r. :. ::cs;> -:,: ;:: _Oi 'aan. an.a�a F � E,� �.� �.�E A.�. �J J�J J D� J.:d �.J ��.��,r:: �y y y y y y ti� � . . .: x Z T. .i� `.C�.� � W. ^G � / �. � L� .G 6 . a ii: ��y A W Q A A-nw- >"'` F- a f�-� a' F 1-; F- E-r / F -{ '' -f i- ? �f, -f �t; i C7 � C7 ~ C� C� C7 C7 F � -f,-rc� �rmUA� � . �. �: �.�� M 7 7 -- �- � �' �: -r. m �: CC O �+ O X �O � o0 �o �I w zv� V F w W �OG E+ U k7 ' � � � � ' � �,J � ,�� �� � � � � 3.2.3 Storm Sewer DesiQn Storm sewer designs were analyzed using UD-SEWER. The pipes were sized to convey the 100- year event flows without surcharging manholes and without ponding above inlets to a degree that would inhibit inlet desi�n. Since all storm sewer lines discharge into the detention pond, the downstream water surface elevation was taken from the SWMNI analysis of the pond described in section 3.2,6. Storm line ST-1 conveys flow from Basin B to the detention pond. This line includes one Type `R' and four grated manhole inlets. Line ST-2 conveys flow along the south side of the site. These flows are completely (with the exception of the very small basin C) offsite flows. They incliide flow conveyed under Boardwalk, flow from the Miramont Park detention pond and local flows. This line has a headwall at the upstream and downstream ends. An attempt was made to match the upstream water surface elevation used in the Miramont Neighborhood Park Drainage Report for sizing the orifice plate for that detention }�ond. However, due to a change in the detention pond histbric (as well as proposed) 100-year water surface elevation (as shown in the 1999 Hydrology Update), this water surface elevation is unattainable. Even assuming a normal depth situation (as the Miramont Neighborhood Park Report did) the detention pond surface plus normal depth in the existing condition is higher than the desi�n elevation from the Park report. Essentially, this is an existing problem, even without the additional backwater effect of the proposed line ST-2. We propose a re-analysis of the orifice piate for the detention pond in the Neighborhood Park. We do not believe that even in the existing condition, because of the backwater effect of the detention pond, this area is in a nor�nal depth condition. An additional backwater effeet may also have upstream effects, but considering the spill of 96 cfs over Boardwalk (as shown in the McClelland's Basin Master Plan), any effect would certainly be relatively minor. Line ST-3 conveys flow from a local area inlet in sub-basin AS to the detention pond. Line ST-4 convey5 flow from a local draina�e swale on the north end of the site to the detention pond; while adding flows from sub-basin A6 via a Type `R' inlet located at Design Foint 6. Additional information and [JD-SEWER out�ut ean be found in Appendix D-Storm Sewer Design 3.2.4 Rinr�n Design Riprap was placed at pipe outlets. All riprap was specified as Class 9. Calculations show the Class 9 riprap is sufficient for all pipe nm velocities. Riprap will be buried. Riprap around pans will be placed adjacently and buried. The results of the riprap desi�n can be found in Table 6 with supporting documentation in Appendix E. 12 � � � 0 C� I :� r � 1� 7'AI3LE S. SUMMARY OF STORM SEWER DESIGN �� ,,5�.�,�. CUNSULTING l0/16/00 � GNGUYE�RS final Hydrology.xls TARLE G. SUMNIARY OF RiPRAP DESiGN ,. . _ . f oayr ::: ' . �. � . DICSIGN'.';:: � �.IACATION��S�.-. . � �FLOW .: 1Sld `:..�..AFSCR1P710N . (eh)..:. B LINE SP-1 OlR'LET 8.35 C I.INE�SI'-2 UlR1ET 86,5 A LINE�ST-3UUTLET 2.3 A LINE ST-4 OVn.ET 8.6 LCICITY SIZE U(CI'LET �� � i iRIPRAP (�M)': (fn:) .'.(R) Y/D �Q/d�� ' �p ��.:;IS'IZ6�'i 8.80 15 5.�0. 4.00 5.47 CLASS 9 9.00 54 4.49 0.55 9.06 CL0.S5 9 1.87 15 2.39 1.91 I.65 CLASS 9 3.58 21 3.67 2.10 7J1 CLASS9 T5T,INC. CONSULTING 10/16l00 ENGINEBRS Gud hydtology.xls ' � � � l�J �� n I�J � IJ � �: �� � 3.2;5 Sw�le Design Normal depth calculations were used to size swales and curb cuts for the proposed development. A value of 1.33x100-year flow was used to size these conveyances. Curb cuts are located at Design Points 2 and 3.. Small swales are sized for flow from DP 6 to the detention pond and the small local flow swales along tlie west side of the proposed development, adjacent to the Park. The results of the swale analysis can be found in Appendix E. 3.2.6 SWMM mociel and Detention Pond Desi�n All on-site runoff is co�rveyed, by �neans previously indicated, to a detention pond at the southeast corner of the site. The detention pond was originally designed in the "Overall Drainage Study for Oak/Cottonwood Farm — McClellands Basin" report. The final design and construetion was not completed until the development of the Hamlet at Miramont P.U.D. However, according to the 1999 Icon report, this pond is currently unciersized. Without the proposed additional flow from the Lodge at Mirai�nont site, the pond peaks at 5.0 ac-ft of storage and a water surface elevation of 4962.6 feet. This inundates a portion of the existing site. Using the SWMM model for the McClelland's Basin, the proposed development was analyzed for sizitag detention requirements. Ti�e same basic model const►-uct was used. The SWNIM element that includes the proposed development is sub-catchment 213. The detention pond is element 180. The sub-catchrnent parameters were chan�ed to reflect the development. The impervious percentage and basin width parameters particularly were altered. Also, a new stage-storage curve was used for element 180, reflecting proposed gradin�, The stage-discharge curve from the master plan was used as-is. With this approach, it was shown that the water surface elevation was raised above historic levels by 0.2 feet to 4962.8 and the peak discharge 'increased from 80.7 to 84.4 cfs. The total stora�e required for this confi�uration was 5.4 ac-ft. Since this model configuration does not account for the Mirainont Nei�hborhood Park detention pond, which only allows a 2-year release rate from approximately half of basin 213, we believe that this analysis is a conservative one. The supporting calculations and computer print-outs appear in Appendix F. � 3.3 Erosion Control IJ � � Infon�nation obtai�led from the soils report indicates the soil on the site consists of 6" of topsoil and vegetation over soft to stiff sandy lean clay. Sinee the site drains to the detention pond, which has a retention area under the invert of the outlet, sediment transport offsite is not likely to be substantial. However, temporary erosion contc'ol measures will be used. These include gravel inlet filters around all Type `R' ancl grated i�anhole inlets as well straw bale dikes 't.n drainage swales. 15 � ' Once grading operations have been completed, the roads will be paved and the entire disturbed area of the site will be reseeded and mulched to provide soil stabilization until build out. , Elimination of bare soils by pavement, riprap, or established vegetation will help eliminate the potential of soil erosion caused by storm runoff. Since it will take at least one growing season for the vegetation to establish itself, it will be necessary to leave the structural measures used during � construction in place for some time. The developer will be responsible for periodic maintenance of the erosion control facilities durin� construction and the warranty period. At the end of the warranty period, and with the approval of the City, the developer will be responsible for removing , all the filters and silt fence. It may also be necessary to flush and remove any sediment that may have built up in the storm sewers. 1 The Drainage and Erosion Controi Plan sheet, located at the end of the report, show the location of the proposed temporary erosion control measures. � � � � , � � � � � I6 TABLE 7. SUMNIARY OF DETENTION POND DESIGN ,� i ��, i�'��Y.EyATIQN .: 4957.63 4958 4959 4 )GO 4961 49G2 4962. S 4963 *Discl�arge values AREt1 CUMi7LATIyF AREA STORAGE' ;: (ACi . , (AC F'1� TST, INC. CONSULTING ENGINEERS 29552 35458 43000 522C4 C1196 r,sxsx 7U57� � [cClell� O.G4 0.0� 0.0* O.GR 0.24 4:0 0.81 0.99 18.0 0.99 1.89 37.2 1.2() 2.98 52.4 I ,�40 4.28 68.0 1,�1 5.00 78.0 1,62 5.79 88.0 cek M�ster Drainage Plan, July 1999, updated 11/19/99 1O116/00 final_hydrology:xls TABLE 8. CONSTRUCTION SEQUENCE FOR CONSTRUCTION PROJECT: The Lodge at Miramont STANDARD FORM C SEQUENCE FOR: 2000-2001 COMPLETED BY: MAA DATE: OCT.15,2000 Indicate by use of bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the Cify Engineer. YE.AR 2001 MONTH 1 2 3 4 5 6 OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Mefhods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: _ Sediment TraplBasin - - -- Inlet Filters Silt Fenee Barriers _ _ _- -- Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temp. Seed Planting Sod Installation Nettings/Mats/Blankets Other STRUCTURES: INSTALLED BY CONTRACTOR MAINTAINED BY: CONTRACTOR VEGETATION/MULCHING CONTRACTOR: TO BE DECIDED BY BID DATE SUBMITTED: 10/16/00 APPROVED BY CITY OF FORT COLLINS ON i' � i � I ! i �, 1 I i ! (� �i I� r ji �4PPENDIX A Rational Method Ana/ysis � Z R C h � ' � � � ' , , � �� � I-- �' , ' ,� � ' � L-� � W "�. � 0 � � z 0 d � a d U � V � o�G � W .a � E- d 7 � � o° � 'a � � �: u � � � zo�, � °� .s � E w` � '� 3 Q °» C V y d. 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' , � • � ' ' ' � , � City of Fort Collins ' Rainfall Intensity-Duration-Frequency Table for using the Rational Method (5 minutes - 30 minutes) • ' � Figure 3-1a puration 2-year 10-year 100-year (minutes) � • intensity Intensity lntensity in/hr in/hr in/hr 5.00 2.85 4, 87 9.95 6.00 2.67 4.58 9,31 7.00 ' 2.52 4.31 5.80' 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 8.52 .__ _ 1.6:00 � 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 2.87 � 5:48 22.00 1.53 � 2.61 5.32� � ' 23.00 � ,49 2.55 • ' 5.20 ' � 24,00 1,46 2.�9 5:09 � 25,00 1.43 2.44 ' 4.98 26.00 ' 1.40 2.39 , 4.8T 27.OQ 1.37 � • 2.34 � 4:78 25.00 . 1,34 • 2.29 • 4.69 29.00 1,32 2.25 4,60 30.00 1.30 2.21 4.52 DRAII�AGE CRITERIA MANUAL 50 30 a- 2 Q � w t� � w a �� z � c 0 5 � �` W � 3 � 0 t� 2 c � �- 3 `0 1� � .8 .� • Fgur+e 3-3 FSTINIATE OF AVERAGE FLOW VELOCITY FOR usE vvr� r�E �►�or�w� Fo�u�a. • MOST FRERUENTLY OCCURFtlNG °UNDEVELOPED° LAND SURFACES IN THE DENVER REGION. RUNOFF �cE: 'Urban Hydrology For SmaJl Watersheds' Technical Release No. 6�, USDA, SCS Jan. 997�. 5-1-84 UR8ATi DR�UNAGS 8c FLOOD CONTROL DISTRICT 02 as .� } i ►; 5 2 3 � Y o ao VELOCtTY IN F:.cT PER SECOND ;r �'i P"l i � 'I '�, � ,� I� r, �i � il ,, /�F'PENDIX B Street Capacity Analysis > � m v � � � � y 7_ O ..� c.. O G O U G w a 0 w y � 0 � � ^.Q � r � � v � �i�� �ocZ� E+ U W � TST, INC. Consulting Engine.ers 1 \ �J p CLIENT SO`�2�nbuld't�eJ' �C.vQ�IO�Mwa.v�� C,QJ',QpQ`G1 �tlw J08N0. `�'� D- I�Z � PROJECT �� �- � O d�g¢� a� � t �°�yv� O N L CALCULATIONS fOR C�T +e-�.1. C o P 4 C, �� y . MADE BY ' i A� DATE � � I� .0 0 CHECKEO BY DATE SHEET OF � _ 2'yd' S'�vrw1 �• 1"o C.ti�'1D �oQPt�,q � 'i' �ow '�c Giov:►�n O-F .S�-�'e.Q.� , J � e c,a' S� �e,�,-� ; � - __ . - _,.._...._._ o. S� A 1 ' P�Z �-- 2. d�o 0.�7' � ;' —�" 2.0' Ib. 5' � � � C��;� As�,�. -�� s� n, 3� , z Z (�� t/z (i�. S�Co, 33�- 3, sS rt . ■ .,.a e..t� � d e�, ,,,., �..�e� . 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Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund 5tudy _. _ _ . . .. __ ______________________________________________________________________________ � USER:TST Inc Consulting Engineers ............................................ ON DATA 10-19-2000 AT TIME 19:93:25 VERSION=07-17-1995 n il I � � � � � , � *** PROJECT TITLE :THE LODGE AT MIRAMONT ST-4 *�* RETURN PERIOD OF Fi00D IS 100 YEARS *** SU1�II�lARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOI,E CNTRBTING RAINFALL RAINFALL DESIGN 6ROUND WATER COMMENTS _ _ _ _. . . ID NUMBER AREA "' C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 1.00 0.00 0.00 0.00 8.60 9962.80 9962.80 OK 2.00 30.37 532.11 0.28 8.60 9969.30 9962.70 OK 3.00 13.77 188.13 0.62 8.60 9969.30 9962.72 OK 4.00 2.83 635.22 0.25 0.70 9965.67. 9962.90 OK 5.00 1.89 375.19 0.37 0.70 9969.25 4962.91 OIC 6.00 0.99 199.99 0.79 0.70 9969.25 9962.92 OK OK MF�FINS WATER ELEVATION IS iOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH-TO-SEWER SIZE RATIO= .95 ------------------------------------------------------------------------------- SEWER MAMIiOLE NUMBER SEWER REQUIRED SUGGESTEL EXISTING ID NUMBER UPSTRF.AM 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 ROUND 19.83 21.00 21.00 0.00 23..00 3.00 2.00 ROUND 19.83 21.00 21.00 0.00 24.00 4.00 2.00 ROUND 7.79 15.00 15.00 0.00 45.00 5.00 4.00 ROi7ND 7.74 15.00 15:00 0.00 56.00 6.00 5.00 ROUND 7.74 15.00 15.00 0.00 DIMENSION UNITS FOR RQUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEUlER ARE IN FEET REQUIRED DIAMETER WRS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SI2E. FOR A NEW SEWER, FLOW WAS ANRLYZED BY THE SUGGE5TED SEWER SIZE• OTHERWISE, EXISITNG SIZE WAS USED _ SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT TD FLOW Q FULL Q DEPTH VLCITY UEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS EPS 12.0 8.6 10.0 1.25 4.69 '1.09 5.99 3.58 0.77 V-OK 23.0 8.6 10.0 1.25 9.69 1.09 5.99 3.58 0.77 V-OK 29_0 0.7 9.1 0.35 2.49 0.35 2.96 0.57 0.88 V-OK 95.0 0.7 9.1 0.35 2.49 0.35 2.96 0.57 0.88 V-OK 56.0 0.7 9.1 0.35 2.49 0.35 2.96 0.57 0.88 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSUREU FLOW OCCURS ' ---------------------------------------------------------------------- SET�TER SLOPE INVERT ELEVATION BURIEU LEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM Y, (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- � Page 1 L�J � � � � St-9.out 12.00 0.90 9959.78 4959.69 2.77 1.41 OK 23.00 0.90 4959.78 4959.78 2.77 2.77 OK 29.00 0.90 9959.90 9959.76 9.96 3.29 OR 45.00 0.90 4960.25 9959.90 2.75 4.96 OK 56.00 0.90 9960.25 4960.25 2.75 2.75 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SANIMARY OF HYDRAULIC GRADIENT LINE ALONG SE4TERS SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET EEET ------------------------------------------------------------------------------- 12.00 39.16 34.16 9961.53 9961.39 9962.70 9962.80 PRSS'ED 23.00 1.00 1.00 9961.53 4961.53 4962.72 9962:70 PRSS'ED 29.00 35.65 35.65 9961.15 9961.01 4962.90 9962.70 PRSS'ED 95.00 86.72 86.72 9961.50 9961.15 9962.91 4962.90 PRSS'ED 56.00 1.00 1.00 9961.50 9961.50 4962.92 9962.91 PRSS'ED _ _._ _ PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAUI,IC JUMP; SUBCR=SUBCRITICAL FLOW *" * SIJNIDSARY 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_ 12.0 2.00 4962.90 0.10 1.00 O.OU 0.00 0.00 1.00 4962.80 23.0 3.00 9962.92 0.00 0.10 0.02 0.00 0.00 2.00 9962.90 � 24.0 4.00 9962.91 0.00 0.60 0.00 0.00 0.00 2.00 9962.90 95.0 5.00 9962.92 0.01 0.05 0.00 U.00 O.OU 9.00 4962.91 56.0 6.00 9962.92 0.00 0.05 0.00 0:60 0.00 5.00 9962.92 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. � I;ATERAL LOSS= OUTFI,OW FULL VHEAD-JCT LOSS K'�INFLOW FUiL VHEAD ERICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. _. _. . . _ FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTE5 THE VELOCITY HEAD OF FULL FLOW CONDITION. � A MINIMUM JUCTION LOS.S OF 0.05 FT WOULL BE INTRODUCED UNLESS LATERAL K=O. FR3CTION LOSS WAS ESTZMATED BY BACKWATER CURVE 60MPUTATIONS. �- i I ' � Page 2 , i�� �, �� ;�; .� ,� �: r, �I i� �i I� i� � n I; AP��N�I� E Riprap and 3wa/e Design � ; � ' v I m z v � m � � ' ' ' , � 1 � � � 1 ' ' ' � ' ' � ' T37', INC. CONSUI.TUVG BNG INEEfiS B C A A .LOCATfON de. ,,.ogsatuerto�v . LME Sf•I Otrl'LET LINE SI'4 Otl1't.ET LINE ST•] UVR.ET LtNE ST-10lfILEf TNiLE G. SUNIMARY OF RII'RAP DFSIGN P.SiCIV '� IOd.yr; �� ' i�IPE UCFfHAT ��i'�" D&41C LpW,:.. VLLQCI7Y SIZC UVI'L&T (ef!) . � f ) � .� Op:)� !`(N. � �.: YN.:;. 8:35 6.80 15 5.00 4.00 86.5 9.00 54 249 O.SS 2,3 t.87 15 7.�9 1.91 8.6 3.58 21 3.67 2.10 397 CLASS9 9.Oti CI.ASS 9 I.FS CWSS9 �.71 GLASS 9 10/16/OQ fuuJ hydrology.xle DRAINAGE CRITERIA MANUAL � 0 � 0 RIPRAP FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT 4UTLET. 11-15-82 URBAW ORAINAGE 8 FLOOD CONTROL DISTRICT Yt/D (/�5� TT�17���'-� (F I-�`f����tc 5'�n.mt� Use Oa instead of D whenever flow is superc�itical in the barret. �+� Use Type L for a distance ot 3D downstream . ' , ' � � �� � � , � , � � , ' DRAINAGE CRITERIA MANUAL MAJOR DRAI�IAGE �j(RBf}N l7RfFi��4GE � Tabl e 5-1 . �PR�P (RA �.n�,� CLASSIFICATION AND GRADATION OF ORDINARY RIPRAF Riprap Designation Type VL Type L Type M Type H Type VH � Smaller Than Given Size By •Weight 70-100 50-70 35-5Q 2-10 70-100 5Q-70 35-50 2-10 70-100 50-70 35-50 2-10 100 5Q.-70 ' 35-50 2-10 100 50-70 35-50 2-10 * Intermediate Rack d5Q Dimension (Inches) Inches) 12 9 6 6** 2 15 12 9 g** 3 Z1 18 ' . 12 12 ' 4 30 24 18 18 6 42 33 24 24 9 *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. � 5.2 Wire Enclosed Roek Wire enclosed rock refers to rocks that are bound 't'ogether in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it proVides an alternative in situations where aVailable rock sizes are too small for ordinary riprap: Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The reetangular blocks and mats can be fa.shi'oned into almost any shape that can be 11-15-82 Q e i� � �' � � ' � ' ' L�J il �., �' �I u 1 ' I�� l �I i� Table &1 lists several gradations of riprap. The minimum average size designation fcr loose riprap shall be 12 inches. SmaJler sizes of riprap shali be either buried on slopes which can be easily mairdained (4 to 1 minimurn side stopes) or grouted 'rf slopes are steeper. Grouted riprap should meet aq the requirements fo� regular riprap except that the smallest rock fracdon (smaller than the 10 pe�- cent siie) shouid be eliminated from the gradation. A reduc6on of riprap size by one size designation (from 18 inches to 12 inches or from 24 inchesto 18 inches) is permitted for grouted riprap. Tabie &1 �RT �`��Ns iP�PR�4�' cussr�cA�� �wc e€�cAnoN � o�ir�v a���aa � G�'� �� r►� �' class s ff c� �2 Class 18 C�2SS 24 �a�oo �o-�o 35-50 2-10 100 50-70 35-50 2-10 100 �� 35-50 2-10 ss 35 10 <� aao 275 85 3 1275 6�5 275 10 C-T. . • 6 12 18 24 t�O a IV�e2�1 P8P►1CIe $�28. /1! �a5! SO �rCEflt Oi 1i1B ff13S3 5:1311 b2 5�18S 9Q� tD Of {dR,@f �13r1 }�5 �ff1�Of1. tt Bury on 4�c t side siopes or grout roek � sbpes a�e steeper. Table &2 summarizes riprap requiremertts for a stabie channel lining based on the fcliowing relationship: VS°.'� ��o) (Ss'1)o:ss = 5.8 in which, V= Mean channei vetoaty in leet per seco� S= Longitud'mal channel siope in feet pec bot �= SP�c 9�Y � rock (minimum Ss= 2.50) d�'= Rodc size'in teet for which 50 perc�t of the riprap by weight is smal�r. The rodc sizing requiremenls in Table 8-2 are based on the rodc having a specific gravity of 25 or more. Atso� the rock size does not need 4o be increased for steeper c�armel side sbpes, Provided the side slopes are no steeper than 2h;1 v. Rodc 6ned side slopes steeper thar� 2h:1 v are not recornmended. . Table &2 RiPRAP REQIJIREI�ElVT'S FAR CHAPlP�, �t(�IINGS ff �a.n�se-tj°.«t ' RddcTroe� 0 to i.4 No Ri�rdp RequirE 1.5 to 4.Q Class 6 RipraP 4,7 to 5.8 . Ctass 12 Ripra.p 5.9 to 7.1 Class 18 RiP�P . �.2 ta 82 Cfass 24 RiP�P t tJse S, = 25 unless the souroe of rock and its der�ies are lmown at the tlme ot design. � Table valid only tor Frvude number cr 0.8 orfess and side slopes no steeper.}han �:1v. x ottor�we�nc sn�sierfh� tl,e G'nen�me Sta�e 5me f�+�) C� �a�oo 50-70 35-50 a-�o � MAY 1984 8-18 DESiGN CRREAUI ' , t , � � � ' ' ' 'I 1 , � ' ' � � � ' i � ,, v DRAINAGE CRITERIA MANt1AL 9 = Expqnsio� Angle � m r- .�.C. N � F�- U L�i. Z O � � a x W RIPRAP FIGURE 5-9. EXPANSlON FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE 8 FLOOD COPITROL DISTRICT TAlI.WATER DEPTH/ CONDUIT HEIGHT, Yt/D • Lodge The Lod,ge at Miramont curb cuts and swales Curb cuts at DP2 and DP3, Q100x1.33 INPUT DATA: DISCHARGE = 11.490000 CFS BOTTOM WIDTH = 6.000000 FT BED SLOPE = 6.000000E-03 FT/FT SZDE SLOPE = O.00OOOOE+AO MANNINGS N = 1.600000E-A2 RESULTS: NORMAL DEPTH = 4.782479E-01 FT FLOW VELOCITY = 3.986159 FPS HYDR. DEPTH = 4.783217E-01 FT TOP WIDTH = 6.000000 FT F'ROCJbE NUMBER = 1.015703 SPEGIFIC ENERGY= 7.299783E-01 FT Swale fxom DP6 into detention pond, Q100x1.33 INPUT DATA: DISCHARGE = 11.990000 CFS BOTTOM VdIDTH = O.000000E+00 FT BED SLOPE = 9.000000E-03 FT/FT SIDE SLOPE = 9.000000 MANNINGS N = 3.500000E-02 RESULTS: NORMAL DEPTH = 1.226936 F'T ELOW VELOCITY = 1.899993 FPS HYDR. DEPTIi = 6:139262E-01 FT TOP WIDTH = 9.815485 FT FROUDE NUMBER = 9.275066E-01 SPECIFIC ENERGY= 1.282991 E'T Swales between site and Miramont park, Q100x1.33 INPUT DATA: DISCFiARGE = 9.710000 CFS BOTTOM WIDTH = O.000000E+00 FT BED SLOPE = 2.000000E-02 FT/FT SIDE SLOPE = 9.000000 MANNINGS N = 3.500000E-02 RESULTS: NORMAL DEPTH = FLOW VELOCITY = FiYDR. DEPTH = TOP WIDTH = FROUDE NUMBER = SPECIFIC ENERGY= 7.825101E-01 FT 3.147952 FPS 3.913049E-01 FT 6.260081 FT 8.866935E-0'1 9.363371E-01 FT r v o,S' � ti.�ig � �--- _ i/ �/ �.zy'_ r� � � . Z3� 7�� Page 1 ��`- Gev�GtC.'�t' ea� �.� � � n �� �� l� � i i� � j � � P'� ; � 1 I � � I , i I � i �n , ; � � � � �i �, , e4PPEI1lpIX F SVI/I�IIV1 Nlodel and Detention Pond Desi n 9 � � TABLE 7. SUNIlVIARY OF DETENTION POND DESIGN . , ;�: �AR�A 4957.G3 27688 4958 29552 4959 35�58 4960 43qOU 4961 522C4 49G2 GIl9G 49G2:5 G58.58 49G;i 70575 *Discharge v�lues from McC:lell. A:REr�. ' .,,{A:�..: p.G4 n.G8 0,8.1 0.)) 1.2(1 i .4(1 1.31 , . . . +. .. _''. .: : ...:y•y�.''rj r�: . • .� :�'L'i,'��;i�I.V•.�F1�.y��l.'�_'!y!� I+ . •� d� �� ' I :'��. '",$����G;�;;,, �: � �:�� ,; . �,. . ��:,�;,,. ;� :.:: .:::. .:::. . , . . ..;. �:. ;;;.,.., .: : _ :.,c�s,�_i�;�.:��.:: �,:ir� i�:�� y,i;�,i:��'A TS'T, IlVC. CONSULTING ENGINEERS 0.00 0.0* 0.24 4.0 0.99 18.0 1.89 37.2 2.98 52.4 4.28 68.0 5.00 78.0 5.79 88.0 I�n, July 1999, updated ll/19/99 10/16/00 fmal hydrology.xls ' TST, INC. Consulting Engineers / CLIENT S O� J08 NO. `p' � � I�� � PROJECT 1"� v� �Qq�- 0.� �� `a vy� ov�� CALCUUITIONS FOR ���' ` Q�r�' � e� � rS MADE BY � A t'l DATE O I t'I 00 CHECKED BY DATE SHEET OF , �.�,�,o-�aS�v� Z�� � �a�.*��e.r �Eo+� ad"r�w�e.,�'�.t'� ( C.i� o� �or�' �et���nj ��t �°I`�q Q i � Y � 0.��1�t - � `' t � o w��r��i�- 1, �I �? � � � �4da�,e..e�. �o l , S.bid l � � �c e.,a = I � . 9 4c. _ _.... _ . ..... __........ . .. .. . ; �pes�.oaS `�, = 3 0 —� `�,�aa�e.c�. �e 5Z `�%, � �`,:Q� = o , aoSS �. � �-'�� �t � , ; , . � - �_ _ ; � .... _ _ , � . ..____. _.w_. �.�. 1 � '� ; _. 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C�= 0,38� G�. �� � � :.. o. 3 � � �'� .�5 (t� 3 �C3�.a ���`� 2�Z,°1 t � � 0. � R - 1-13�; a.�4'- H y � �y3' '.�.�""' __ ��, �._. � _ C � �' �r~ �- e1 �f�6y _ � �,�.t,q ; ,04-• ' , � ,� �, y a.�:.�.\. ��a=- �, � g'� �� � to �� - 1� d, Z. �� _ _ � _ t �'� � �;,�M,\ � \93 -rQ �o•S�'� �3\•Z Z :::;: ;�sy , __ ' � - - - --- - _ . '.7 � , `t S �'{ z � ��, _ � � ` ;� �(�� � s � H = 131�Z _ 193 _ � , ; , _ �t - o.wzg � ` 19 a, , _ ; _. : � ; ; ._ ,. ....... .. �. . .. . _ . • � � . Le.n,�.r.' we:�r ljQ.�.���a,r� . _ ; ' , No� ; �,1' ,, , ` ; 1 . _ _ �g�� � �,...a..r.- , ■ , .�_..__..._�_.�,..�.� - � ■ .�, k.,,,,.:�...�:-~ --.,,—..T.... --.--.�.., ...�...�...�,...,...W..._.. �....w..—. y4b3.� . � ' �i Q [ ',Q C a. o. :. � b� , � 1 '�"'� ~ � �. G ,�o a C ��, . �t 9 �'� .� ',11W � Q `1 _ , Za3 . c�S � a,lS G0507/3-84 ��if.� 1=��`Pr Cf�yo� fa,� tG/1��� ll-1���� ,P���i ��l �q,�i n� C�erv�+ �°of �a�►� ,%`4 �`,�a�� � � ��a� �ror�r S'�a.�°S'/�► t�� :�1�'�a�,�o��' �rs�,dr� %�'� uAa�y � �,�'��� ---- '�;��r � ��� � ,���� � �*� +�' �'' �a���sy► 0� l�be+�t� �o � �"�I� ��a„�'�� �%v Cf t� 5 �GrA �'�P �-�� _ )� � ; �' �A�� �'�'�'�'� �� �� � � �" �' , � ? �` �'q 1, � �D � � �'� 1 ��� .��.,� . � I '����° ��A � : �� �, /� � �, o �-�., � G, �s d,, 7 Fr. C� i��P.��l���� � 3 � , lo � ��',G , /GG � y-,�� r 1,ii ; ch,��� ; .�0� � � C °�',,� �a�-,��. S�G,����= 5", G �c-�'t t �� 4 y��r �✓� �� �'�r�'��� � �� � �, � � t i�la5tczr E'ao�n {,�" Y'd" S�o��^�1 Zr.P�f �i� e, 2 1 1 2 3 4 WATERSHED 0 McCLELLANDS BASIN MODEL (E`ULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ADOPTED 100-YEAR EVENT FILE: I�IIrIC2-100.DAT THE SEAR-BROWN GROUP. 6 0 0 0 0 1. 0 '1 '1. 0 25 5 1.00 1.14 1.33 2.23 2.64 5.49 9.95 4.12 2.48 1.46 '1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 • -2 .016 .250 0.1 0.3 .51 0.5 .0018 * UPDATED BASIN WIDTHS 1 80 50 7109 86.2 40 .0'1 '1 60 50 1150 8.95 40 .0"1 1 70 61023929.38 40 .01 1 130 51 716'124.66 40 .0'1 1 100 51 2875'13.19 40 .01. 1 150 4 1590 '1.84 80 .02 * BASIN 11A SPLIT INTO 110-118 BY ICON 1 110 1"1 '1250 '1.93 99 .02 1 111 '1'1 700 "1.05 99 .0'1 1 112 112 750 1.34 99 .0'1 :l 113 12 1200 '1.34 99 .01 1 1'1.4 12 950 1.67 99 .O1 1 115 13 1050 1.70 99 .01 1 116 13 '1900 2.'16 99 .01 1 117 5'1 1000 2.85 99 .01 1 118 14 1250 1.07 99 .01 1 320 11 305 2."14 10 .Ol '1 120 22 3875"17.79 80 .02 1 90 2 5?'15'13 .'12 10 . 01 1 190 51 250 '1.38 80 .01 '1 200 20 455031.34 80 .01 1 210 44 1090 7.51 80 .Q1 1 240 7 1742 5.00 80 .O1 1 220 45 322822.23 10 .01 1 260 96 345423.79 50 .01 1 230 47 2:134'14.70 10 .01 '1 290 291 1278 5.87 80 .01 1 340 34 1260 4.34 80 .01 * BASIN 280 SPLIT INTO 280-283 BY ICON 1 280 275 1000 2.04 99 .02 1 281 28 :1650 3.16 99 .Ol '1 282 29 850 1.50 99 .01 1 283 30 '12:50 2.02 99 .Ol 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 '12.1 '16 8'S 0'1 . 4 3 8 0 . 0'1 1 122 22 '1200 '1.81 80 .Ol 1 250 250 500 1.60 80 .01 * OAKRIDGE BLOCK ONE 1 2'10 270 625 3.30 60 .Ol 1 271 27'1 2017 6.30 55 .0'1 1 272 272 817 "1.5D 3.'1 .09 1 360 36 3223 2.37 87 .02 * ----------------------------------------------------------------------- * ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 20'1 320 32'1314.75 25.0'183 1 202 322 18732'1.50 50.0'165 1 203 172 702932.25 80.0"100 1 1 204 166 413819.00 80.0100 1 205 168 650 5.85 47.0105 '1 206 171 958 7.70 70.0080 1 207 176 171813.80 57.0235 1 208 178 293633.61 70.0170 1 209 32'1 679523.40 40.0085 1 165 324 2991'10.30 40.0'100 1 211 325 316510.90 64.0200 1 212 328 1220 4.20 80.0380 '1 213 180 186616.89 52.0055 '1 214 179 465 '1.62 90.01'10 1 215 331 500 0.70 90.0270 1 216 327 1405 0.96 90.0060 * ---------------==------------------------------------------------------ _ _ _ _ * ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. * SUBBASINS 301 & 302 MODIFIED FOR HARMONY VILLAGE BY JR ENGINEERING. * ADDED TO MODEL BY ICON 1 301 301 331528.54 71 .005 .430 0.6 1 302 9b1373647.50 45 .01 .390 0.6 * SUBBASIN 303 DELETED FOR WILLOW SPRINGS NORTH, BY ICON * CE 36'S CHANGED TO 396 BY ICON 1 305 3b9 683978.50 3.9.0'1'10 1 306 372 2535 8.73 3'1.2.0200 1 307 360 2951 5.92 17.0.1282 1 308 370 2042 7.03 40.0.0200 1 309 362 888 1.63 4.0.'1262 1 31.1 371 807 2.78 40.0.0200 1 312 363 S69 2.09 2.3.1262 '1 313 367 495 0.9'1 1.0.0500 1 314 90264709'l.'15 34.0.0200 1 315 374 417914.39 40.0.0200. * SASIN 316 GHANGED TO REFLECT POUDRE VALLEY HOSPITAL BY ICON 1 316 39 192467.00 5.0.017 0.3 1 317 594 15Q717:30 57.0.0140 0.3 1 318 593 1699'19.50 47.0.0150 0.3 * ----------------------------------------------------------------------- * ALL FOLLOWING SiJBBASINS ARE FROM G&O 1986 McCI,ELLANDS BASIN MASTER PLAN * EXISTING CONDITION 5UBBASINS BTWN STETSON CREEK & CTY RD 9 * --------------------==------------------------------------------------- * BASINS 218, 222 ANp 223 REPLACED BY BASINS 600, 610, 62A, 630, AND 640 * IN SAGE GREEK MODEL. * ORIGINAL BASIN 2'18 * l 218 368 '1515 17.4 5.0 .030 * ORIGINAL BASIN 222. * 1 222 32 1681 '19.3 5.0 .008 * ORIGINRL BASIN 223 * 1 223 102 2004 23.0 5.0 .040 * NEW SAGE CREEK BASINS BY THE SEAR-BROWN GROUP 1 600 368 4057 6.52 5.0 .020 1 610 611 475116.36 45.0 .006 1 620 621 2936'10.10 45:0 .0'12 1 630 6311073324.64 55.0 .010 '1 640 '102 44 0.10 "75.0 .020 * ----------------------------------------------------------------------- * BASINS 217, 224, ANU 225 REPLACED BY BRSIN;S 650, 660, 670, 680 AND 690 * IN HARVEBT EARK MOnEL. * ORIGINAL BASIN 2'17 * 1 217 368 '1603 '18.4 5.0 .010 * ORZGINAI, BASIN 224 * 1 224 102 1202 13.8 5.0 .�10 � 1 � l---J � � 0 , L7 � � � � � � � * ORIGINAL BASIN 225 * '1 225 35 57'15 65.6 5.0 * NEW HARVEST PARK BASINS BY 1 650 651 632920.30 45.0 1 660 368 137 8.97 5.0 1 670 6711748452.29 57.0 1 680 68"1 763531.55 52.0 1 690 102 437 5.02 20.0 * G&O SUBBASIN 215 RENUMBERED .006 THE SEAR-BROWN GROUP .009 .009 .008 .008 .008 AS 225, REDUCED TO EXCLUDE WILDWOOD * -------------------------------------------------------------------=--- * SUBBASIN 304 MODELED BY FOLLOWING * WILLOW SPRINGS PUD DRAINAGE PLAN, 1 1 201 1200 8.5 40.0.0200 1 2 202 200A 4.'1 66.0.0200 1 3 2�3 800 5.7 44.0.0200 1 9 209 750 '1.6 74.0.0200 1 5 209 1600 2.7 68.0.0200 1 6 2'10 3800 7.6 66.0.0200 1 7 209 750 3.3 57.0.0200 1 8 2'10 450 2.3 67.0.0200 1 9 209 3000 20.2 30.0.0200 1 10 210 1400 9.1 26:0.0200 1 14 219 "1000 4.8 54.0.0200 '1 15 2'15 "1300 4.9 9.0.0200 1 16 216 200 1.8 12.0.0200 1 20 223 600 9.'1 46.0.0200 1 21 223 1400 9.0 46.0.0200 1 22 223 '1800 7.3 52.0.0200 1 23 229 1000 2.2 61.0.0200 1 29 224 600 3.'1 34.0.0200 1 25 226 900 .9.0 65.0.020Q 1 26 226 '1000 2.7 32.0.0200 1 30 1•30 2750 5.9 67.0.0200 'l 31 131 "1700 3. 6 67 ; 0. 0200 1 32 330 400 2.0 98.0.0200 '1 39 216 700 3.'1 '11.0.0200 1 40 140 1300 6.4 30.0.0200 1 41 357 800 4.3 43.0.0200 1 92 291 900 '1.5 75.0.0200 1 50 251 '1800 8."1 42: 0. 0200 1 63 252 2250 8.9 61.0.0200 "1 6'1 26'1 650 2.1 80.0.0200 1 62 262 1200 4.7 42.0.0200 DEVELOPED LIDSTONE .016 .250 .016 .250 .0'16 .250 .016 .250 .0'16 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .0'16 .250 .016 .250 .016 .250 .0"16 .250 .016 .250 .016 .250 .0"16 .250 .016 .250 .016 .250 .0'16 .250 .0'16 .250 . 0'16 . 250 . 0'16 . 250 .0'16 .250 .016 .250 .O16 .250 .016 .250 .016 .250 .016 ,250 . 0'16 . 250 .016 .25A BASINS, FROM ANDERSON, JUNE .1 .3 .51 .'1 .3 .51 .'1 .3 .5'1 .1 .3 .5'1 ."1 .3 .51 .'1 .3 .51 : '1 . 3 . 5 '1 .'1 .3 .5'1 .'1 .3 .5'1 .1 .3 .5'1 ."1 .3 .5'1 ,1 .3 .5'1 .1 .3 .51 .1 .3 .5'1 ,"1 .3 .5'1 .l .3 .5'1 .1 .3 .5'1 .1 .3 .5'1 .1 .3 .5'1 .'1 .3 .5'1 .1 .3 .51 .1 .3 .5'1 .1 .3 .5'1 .1 .3 .51 .1 .3 .5'1 .'i .3 .5'1 .1 .3 .5'1 .l .3 .5'1 .l .3 .5'1 .1 .3 .51 .1 .3 .5'1 1996 .5 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .00180 . 00'180 .00180 .00180 .00180 . 00'180 . 00'180 . 00'180 .00iso . 00'180 .00180 . 00'160 . 00'180 .00180 .00180 .00180 .00180 . 00'180 . 00"180 .00180 .00160 . 00'180 .00180 .00150 . 00'180 .00'180 .00180 . 00'180 . 00'180 . 00'180 .00180 SUBBASINS 370 TO 397 UPSTREAM OF 1 370 570 '1050 6.1 63. .0"10 1 371 S71 2000 11.7 45. .020 '1 372 572 4900 26.7 45. .020 1 373 73 2000 8.2 90. .015 "l 374 S74 80Oq 18.3 86. .020 1 375 75 5400 28.9 48. .020 1 376 576 '1000 S.J. 10. .010 1 377 577 400 1.9 70. .0'10 1 378 577 450 2.3 70. .010 1 379 479 450 1.5 70. .010 1 380 480 350 '1.9 70. .010 1 381 481 550 2.6 70. .010 1 382 582 700 0.8 67. .013 1 383 483 1200 5.6 69. .020 1 384 84 2400 6.9 84. .020 LEMAY . 0'16 . 0'16 .016 .016 .016 . 0'16 . 016 .016 .016 . 0'16 .0"16 .016 .016 .016 . 0'16 AVENUE .25 .25 .25 .25 .25 .25 .25 .25 .25 .25 .25 .25 .25 .25 .25 (LIDSTONE & .1 .3 .5"1 .1 .3 .51 .1 .3 .5'1 .'1 .3 .5'1 .1 .3 .51 .1 .3 .51 .'i .3 .51 .1 .3 .51 .'1 .3 .51 .'1 .3 .51 .1 .3 .51 .'1 .3 .51 .1 .3 .5'1 .'1 .3 .51 .1 .3 .51 ANDERSON, .5 .5 .5 ,5 .5 ,5 .5 .5 .5 .5 .5 .5 .5 .5 1997) . 00"18 .0018 .0018 .0018 .0018 ,0018 .0018 .0018 . 00'18 .0018 .001E .0018 . 00:18 . 00'18 . 00'18 [� 'l 385 85 2100 6.3 52. .020 .0'16 .25 .'1 .3 .5'1 .5 .0018 1 386 586 2000 '12.2 60. .010 .016 .25 .'1 .3 .5'1 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .'1 .3 .5"1 .5 ,0018 1 388 588 1548 '16.0 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 1220 7.0 5. .020 .0'16 .25 .'1 .3 .5'1 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .'1 .3 .51 .5 .00"18 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .5'1 .5 .00'18 1 392 588 1"100 6.6 90. .020 .016 .25 .l .3 .51 .5 .0018 1 393 88 4400 1'1.8 95. .020 .016 .25 .1 .3 .5'1 .5 .0018 1 394 92 900 1.9 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 396 996 2950 13.5 93. ,013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 8'10 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 ----------------------------------------------------------------------- SUBBASINS 400 TO 407 WILD WOOD FARMS (ICON ENGINEERING, INC. OCT, 1998) 1 4D0 400 860 9.9 50. .020 .0'1G .25 .1 .3 .51 .5 .0018 1 401 406 1170 16.7 20. .015 .016 .25 .l .3 .5'1 .5 .0018 1 402 406 1520 '17.4 45. .020 .016 .25 .1 .3 .51 .5 .00'18 1 403 605 1920 11.0 45. .017 .016 .25 .1 :3 .51 .5 .0018 1 404 382 1790 10.9 55. .025 .0'16 .25 .1 .3 .51 .5 .0018 � 405 402 3080 3.5 90. .020 .016 .25 .1 .3 .5"1 .5 .0018 1 406 383 2Q53 19.1 38. .0'15 .016 .25 .1 .3 .5'1 .5 .00'18 1 407 3'84 192'1 '13.2 40. :0'15 .0'16 .25 .1 .3 .5'1 .5 .0018 1 4D8 404 3378 38.8 5. .0'15 .016 .25 .1 .3 .5'1 .5 .0018 -------------------------------=--------------------------------------- SUBBRSINS 500 TO 510 FOSSIL LAIiE VILLAGE (ICON ENGINEERING, OCT, 1998) 1 500 517 3899 26.9 5. .01� .01.6 .25 .'1 .3 .51 ;5 .0018 1 501 916 2750 18,9 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 502 517 3785 17.4 5. .020 .016 .25 .'1 .3 .51 .5 .0018 1 503 4:15 3693 44.7 5. .015 .016 .25 .1 .3 .51 .5 .0018 1 504 415 2570 '11.8 5. .020 .016 .25 .1 .3 .5'1 .5 .001� SUBBASIN 504 SPLIT INTO 509 & 5'14 BY ICON 1. 514 413 4080 28.'1 5. .020 .016 .25 .1 .3 .5"1 .5 .00'18 1 505 409 5867 67.3 5. .020 .016 .25 .1 .3 .51 .5 .00'18 1 506 412 2143 14.8 5. .020 .016 .25 ..'1 .3 .5'1 .5 .0018 1 507 412 2277 '15.7 5. .010 .016 .25 .'1 .3 .51 .5 .0018 1 508 281 3833 26.9 5. .010 .016 .25 .'1 .3 .51 ,5 .0018 1 509 4:1'1 1936 13 . 3 5. . 0'10 . 0'16 . 25 .'1 . 3 . 51 . 5 . 0018 1 510 411 2611 '18.0 5. .010 .016 .25 .1 .3 .51 .5 .0018 SUBBASINS 5'1'1 TO 513 HOMESTEAD (ICON ENGINEERING, OCT, 1998) '1 511 283 5670 39 . 1 5. . 010 . 0'16 . 25 .'1 . 3 . 5'1 . 5 . 0018 1 512 386 6803 96.9 25: .0"10 .016 .25 .'1 .3 .51 .5 .0018 '1 513 388'16060124.4 5. .0'10 .016 .25 .1 .3 .51 .5 .0018 � * + � + * � 0 32 371 40'1 4A2 403 409 405 406 407 403 500 50'1 b10 511 512 5"13 3'16 315 319 305 308 3"11 301 CE 15 REMOVED BY ICON 0 4 8 0 1 0 800 0.0044 4 CONVEYANCE ELEMENT B ADDED BY ICON 0 8 2 0'1 '10 '17 5 0 0. 0"10 4 0 7 6 0 1 0 1400 0.0100 0 0 6 50 0� 0 "1200 0.0032 4 CE 13 REMOVED BY ICON CE 35 REMOVED BY THE SEAR-BROWN GROUP FOR HARVEST PARY ORIGINRL GE 35 0 35 102 0 1 0 1250 0.010 50 0 16 22 0'1 0 540 0.006 50 CE 11 SPLIT INTO "11-19 BY ICON * * * * + * * 502 505 506 508 509 220 260 230 290 340 4 0.035 5.0 4 0.035 5.0 5 0 0. 0'16 '1. 5 4 0.035 5.0 50 0.045 5.0 50 0.016 2.0 0 11 '12 0 1 0 700 0.006 50 0 0.016 1.5 0 12 13 0 1 0 850 O.Q06 50 0 0.016 1.5 0 13 51 0 1 0 S00 0.006 50 0 0.016 1.5 0 14 5'1 0 1 0 900 0.006 50 0 Q.016 '1.5 * C& 112 ADDED BY ICON 0 112 1'1 0 1 0 700 0.0'10 50 0 0.0'16 '1.5 * CE 9 REMOVED BY ICON * GE 18 REMOVED BY ICON 0 20 51 0 1 0 1'100 0.005 4 4 0.035 5.0 0 21 44 0'1 0 "1200 0.005 50 0 0.0'16 :L.S 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 * CE 220 CHANGED TO BASIN BY ICON *-1 220 43 3 3 0 1 * 0 0 0.32 11.87 9.1 0 0 45 43 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 '11.87 10. 11.87 0 22 43 0 1 0 1600 0.007 4 9 0.035 5.0 * CE 43 CHANGED TO NON-ROUTING ELEMENT BY IGON 0 43 5'1 3 0.1 '1 0.001 0.0'16 0.1 * CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. '17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 '1000 0.005 15 '15 0.090 5.0 0 5'1 9 0 1 '10 500 0.005 '15 '15 0.090 5.0 0 9 2 0'1 5 '1000 0.006 '15 15 0.035 5.0 * CE 230 CHANGED TO BASIN BY ICON * -1 230 18 3 3 0 1 * 0. 0. 0.30 7.21 7.16 0 0 4 7 12 3 1 0. 1 1 0. 0 0'1 0. 016 0.'1 0 0 0.'1 7. 21 '10 . 7. 21 * 0 24 7 0 1 0 700 0.008 50 0 �.016 '1.5 * OAKRIDGE BUSINESS PRRK 4TH & 8TH FILING OUTLET 0 250 2b 6 2 0.'1 1 0. 005 0. 013 0.'1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 '1.25 500 0.005 0.013 '1.25 * CE 260 CHANGED TO BASIN BY ICON * =1 260 42 3 3 0 '1 * 0. 0. 0.24 '11.19 6.99 0 * CE 290 CHANGED TO BASIN BY ICON * =1 290 18 3 3 0 1 * 0. 0. 0.22 3.06 6.98 0 291 '12 3 2 .1 1. 0.005 0.016 .1 0. 0. 0.10 3.06 10.0 3.06 0 46 42 3 1 0.1 1 0.001 0.016 0.1 0 0 0. 1 1"1. 19 '10 . 11 . 19 0 26 92 0 5 3.5 800 Q.005 0.0"16 3.5 '10 800 0.005 4 4 0.03'S 5.5 0 42 22 0 2 6 1 0.005 0.016 6.0 * OAKRIDGE BLOCIi ONE 0 270 27 0 3 0 1 0.00'1 0.001 "10.0 0 271 27 0 5 2.25 45 0.004 0.0"13 2.25 0 45 0.004 '198 '1'17 0.020 5.0 0 272 275 6 2 0.'1 10 0.001 0.0'13 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 "1.16 0:76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 2 7 41 8 2 0. 1 '10 0. 0 0"1 0. 013 0.'1 0 0 0.03 0.78 0.22 2.5'1 0.52 3.4.6 0.90 4.21 1.37 4.84 2.'10 57.63 3.20 191.38 0 41 26 0 5 4.0 J.00 0.005 0.016 4.0 10 '100 0.005 50 50 0.016 5.0 0 36 26 0 5 1.25 90 0.0'19 0.013 '1.25 0 90 0.014 200 200 0.020 5.0 CE 28 SPLIT INTO 28-30 BY ICON 0 28 275 0 1 0 1000 0.005 0 50 0.016 1.5 0 29 28 0 1 0 1650 0.005 0 50 0.016 1.5 0 30 29 0'1 0 850 0.005 0 50 0.0'16 '1.5 CE 340 CHANGED T0 SASIN BY ICON -'1 340 16 3 3 0 1 0. 0. 0.23 1.91 6.96 0 34 16 3 2 .1 1. 0.005 0.016 .1 0. 0 0. 0 0.'1 1. 91 '10 . 0 1. 91 COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L & A, 1997) 92 89 0 2 2. 1000. .010 0. 0. .0'13 2. -1 395 89 4 3 .1 1. •1 0.0 0.0 0.5 3.6 9.6 3.6 9.85 0.0 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 90 9 2 .1 1. ,1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 POND 601 FOR SAGE CREEK POND A RDDED BY THE SEAR-BROWN GROUP 601 368 8 2 .'1 'l . • 1 �.0 0.0 0.0 0.0 0.0 0.0 '1.87 3.66 3.11 6.34 9.47 8.19 5.96 9.68 7.58 10.98 POND 602 FOR SAGE CREEK POND B ADDED BY THE SEAR-BROWN GROUP 602 '102 6 2 .01 1. •1 0.0 0.0 0.0 0.0 0.7'1 0.0 1.98 12.80 3.69 '15.8.1 5.64 13,34 EQUIVALENT POND 605 (FOR 3 EXTRAN MODELED PONDS) FOR HRFtVEST PARK ADDED BY TH SEAR-BROWN GROUP, POND RATING CURVE INCLUDES OVERFLOW FROM PRESTON JUNIOR HIGH POND 380. 605 102 9 2 .1 '1. •1 0.0 0.0 3.08 6.32 5.39 16.93 9.36 33.00 '11.55 37.45 16.66 44.46 19.36 48.12 19.56 49.27 23.95 '188.00 POND 491 REVISED BY ICON 4 91 9 0 4 2 .'1 '1. • 1 0.00 0. 0;50 1.0 0.60 9'1.9 0.70 260. 90 88 0 9 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 9:96 88 6 2 .1 1. .� 0.00 0. 0.01 12.0 0."11 '12.9 0.79 12.8 2.06 13.2 3.53 31.6 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 7 2 .'1 'l. .1 0.00 0. 0.01 1.57 0.05 "1.6"1 0.36 1.67 0.67 1.73 0.84 '1.76 1.30 20.16 588 488 0 3 .1 1. HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANT' INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN POND 488 REVISED BY ICON FROM EXTRAN ANALYSIS 6/30/99 488 586 9 2 .1 1. .1 0.00 0.0 0.07 0.37 0.25 5.62 1.11 9.88 7.37 10.16 8.70 '1'1.97 9.94 13.83 10.24 16.14 10.61 2'1.24 683 582 682 3 3 .1 'l. •1 0.0 0.0 4.6 1.3 �.0 '1.8 682 82 0 3 .1 'l. 683 0 3 .l 1. 82 85 0 4 0. '1300. .014 50. 50. .016 .5 50. 1300. .014 '10. 10. .035 5. * * * * * * * * * * + * * * � ' � 85 586 0 4 0. 1000. .011 50. 50. 1000. .011 10. ' 84 586 0 4 0. 700. .0'10 50. 50. 700. . 0'10 10. 586 486 0 3 .l 1. � PIER DETENTION POND REVISED BY ICON 6/30/99 � 486 584 7 2 .1 'l. 0.00 0.0 0,02 0.1 0.38 4.55 29.63 5.58 74.29 5.87 673 584 684 7 3 .1 1. , 0.0 0.0 20.0 0.0 21.0 27.0 6.0 30.0 9.0 48.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. �83 583 0 1 S. 400. .005 4. * POND 483 REVISED BY ICON 483 583 4 2 .1 'l. � 0.00 0. 0.94 2.8 1.14 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. 700. .006 50. � 73 572 0 4 0. '1300. .006 50. 50. 1300. .006 10. 481 577 1'1 2 .1 1. 0.00 0. 0.12 1. 0.15 � 0.17 6. 0.19 10. 0.20 0.22 16. 0.22 18. 0.23 480 577 6 2 .1 1. 0.00 0. 0.02 'l. 0.03 � 0.06 6. 0.07 9. 479 577 6 2 :1 1. 0.00 0. 0.03 0.5 0.04 � 0_09 8. 0.03 '12.7 577 477 0 3 . '1 '1. 477 76 '14 2 .1 '1. 0.00 0. 0.05 2. 0.'19 1� 0.27 8. 0.29 "12. 0.30 0.34 30. 0.36 45. 0.39 0.50 90. 0.55 105. 76 576 0 1 0. 500. .007 4. 576 574 0 3 .l 1. ��, 75 574 0'1 5. 600. .007 4. 574 474 0 3 .'1 1. 474 74 8 2 .'1 "l. 0.00 0.0 2.23 0.5 5.94 13.60 8.0 '15.13 10.2 16.66 74 572 0 1 10. 700. .00� '10. 572 472 0 3 .1 1. � 4 7 2 5 71 '12 2 .'1 '1 . 0.00 0. 0.71 3. 0.89 1.73 '12. 2.52 '15. 3.66 6.95 24. 7.76 27. 8.04 � 57'1 47'1 0 3 .1 "l. 471 570 9 2 .'1 1. 0.00 0. 0.19 '10. 0.39 0.77 32. 0.89 40. 0.8� � 0.97 '100. 570 470 0 3 .1 1. 970 31 7 2 .1 1. 0.00 0. O.OE 10. 0.12 � � 50. 10. 50. 10. .016 .035 .016 .035 '1 '1. 23 '1 . 4 2 85.28 1.0 24.0 27.0 4: .035 2.8 0. 50. 50. 10. 2. '12 . 20. 2. '1. 4. 1G. 60, 4. 4. 4.0 .013 .016 . 0'16 .035 0.16 0.21 .5 5. .5 5. .1 '15.73 .l 3.0 5, .1 2.8 3. 5. .5 5i 4. 14. .1 �.OS 4. . '1 0,05 2.5 0.25 0.32 0.46 .035 .035 2.0 10.23 12.5 '18.2� 10. .035 6. '1.18 '18. S.1'1 30. 9.50 20. 0.68 50. 0.89 .1 6. 20. 75. 5. 5. . '1 4.4 13.5 S. :1 9. 21. 81. .1 30. 60. . '1 20. 0.24 30. 0.66 40. '1.00 44. 1.47 '160. * END OF LIDSTONE & ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 0 31 275 0 5 3 108 0.0075 0.0'13 3.0 30 108 0.0075 50. 50. .035 5. * ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 33 2'1 0 1 0 700 0.008 50 0 0.016 1_5 * OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 216 15 2 0.1 77 0.007 0.0'13 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 '1'15.72 6:'17 '144.72 12.05 169.80 19.65 193.70 28.60 214.8'1 33.64 224.38 38.67 233.10 49.31 251.39 59.39 269.69 70.59 287.99 * ---------------=-=----------------------------------------------------- _ _ _ * ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. * POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BP,SIN 204 0 166 167 3 2 0."1 96 0.0060 0 0 0.013 0.10 0.0 0.0 '1.6 24.0 3.4 26.4 0 16? 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 * POND 16B (303) RATING CURVE FROM EVANGELICRL COVENANT REPORT BY LANDMARK. * POND 168 EK'I'ENDED BY ICON 0 168 169 5 2 0.'1 '10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 '1.36 0.72 93.26 1.01 26'1.36 * CE 169 CHANGED TO PIPE W/OVERFLOW BY ICON 0 169 170 0 5 2.27 40 0.0070 0 0 0,0'1.3 2.27 40 40 0.0070 50 50 0.016 4.00 0 170 174 0'1 4.00 460 0.0021 2 2 0.035 4.00 * FUTURE DETENTION POND '171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.0'13 0.10 0.0 0.0 '1.:0 4:0 2.0 4.3 * POND 172 (307) RATING GURVE COMPOSITES 5 DETENTION PONDS IN BP.SIN 203 _ __ : * POND 172 EXTENDED BY ICON 0 172 173 5 2 0.1 '120 0.0033 0 0 0.013 0.'10 0.0 0.0 6.5 5.5 8.0 6.0 9.0 97.9 10.0 266. * CE 173 CHANGED TO CHANNEL W/OVERFLOW BY ICON 0 173 175 0 9 0 1200 0.0050 4 4 0.035 1.10 30 1200 0.0050 150 '150 0.035 3.00 * CE 174 CHANGED TO PIPE W/OVERFLOW BY ICON 0 174 175 0 5 2.25 75 0,02'1'1 0 0 0.013 2.25 90 75 0.02'1'1 50 50 0.016 4.00 * CE 175 CHANGED TO YIPE Tni/OVERFLOW BY ICON 0 175 17? 0 5 2.50 853 0.0123 0 0 0.013 2.50 50 853 0.0"123 50 50 0.0'16 4.00 * POND '176 (311) RATING CURVE FROM OAY.RIDGE WEST PUD REPORT BY RBD * POND 176 EXTENDED BY ICON 0 176 177 7 2. 0.'l 31b 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 l."10 0.23 1.71 0.79 2.15 1.78 2.56 2.44 99.46 3.10 26'1.78 * CE '177 CHANGED TO PIPE W/OVERFLOW BY ICON 0 177 391 0 5 3.00 480 0.0'100 0 0 0.013 3.00 10.0 480 0.0100 50 50 0.0'16 5.00 0 178 177 9 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 1.95 5.0 2.70 5.8 3.4 6.5 4.2 8.8 4.6 16.2 9.9 29.5 5.2 44. 5.5 60. 0 320 321 0 1 5.00 * POND 321 EXTENDED BY ICON 0 321 324 10 2 0.1 0.0 0.0 0.05 1350 0.0050 4 9 0.035 4.00 300 0.0053 0 0 0.013 0.'10 0.0 0.31 2.6 0.79 4.3 � * * * � * * * * * * * * * * * 1.52 5.5 2.55 6.4 3.$5 7.3 5.40 8.0 6.30 99.9 7.20 266. FUTURE DETENTION POND 322 0 322 323 3 2 0.1 "10 0.0100 0 0 0.0'13 0.10 0. 0 0. 0 '1. 9 '1'1. 0 4. 0 11. 3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 CE 329 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 CE 326 MODELED USING HGL AS SLOPE ADDED OVERFLOW TO CE 326 TO ELIMINATE SURGHP:RGE - ICON 0 326 327 0 5 3.50 214 0.0168 0 0 0.013 3.50 40 2.14 0.0168 50 50 0.0'16 5.0 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL RS SLOPE 0 328 329 0 5 "1.75 101 0.0149 0.0'13 1.75 0 10'1 0.0149 '133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.03b 4.00 CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 "1.50 ' 80 0.0110 0.013 1.50 0 8 0 0. 0'1 '10 '16 7 '167 0. 0"16 5. 0 CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 RATING CURVE FOR PUND 180 WAS REVISED BY THE CITY ('1'1/19/99) 0 180 34'1 8 2 0.'10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.2'1 4.00 1.00 18.00 1.91 37.20 2.95 52.40 4.16 68.00 9.82 78.00 5.67 88.00 0 341 4 0 5 5.20 '120 0.0040 0 0 0.0'13 5.20 0. 80 0.0040 50 S0 0.0'16 7.00 ALL EOLLOWING CONVEYANCE ELEMENTS FROM $TETSON CREEK MASTER PLAN, RBD, INC. . GONCEPTUAL DETENTION FOR 5UBBASIN5 30'1 AND 303 CE 303 REMOVED BY ICQN POND 301 REVISED BY JR ENGINEERING FOR HARMONY VILLAGE, ADDED BY ICON 0 3 O 1 9'1 9 2 0.'1 '1 0. 0 0 5 0 0. 0'13 0. 1 0.00 0.0 0.10 2.2'1 0.85 4.20 1.88 5.32 2.45 5.76 3.27 '13.38 9.26 '14.36 4.56 36.21 5.73 59.76 0 91 93 0'1 0 '1325 0.0150 4 4 0.060 5.0 0 93 99 '1'1 2 0. '1 1 0. 0050 0. 013 0. 1 O.OD 0.0 0.05 0.00 0.51 0,0 0.98 0.0 1.62 "1.9 2.90 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 7.65 2'19:5 0 94 241 0"1 0 500 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.94 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 O.00bO 9 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4,00 0 362 363 0 1 '16 2'15 0.0050 4 4 0.045 4.00 0 363 364 0'1 16 415 0.0050 4 4 0.045 4.00 OVERFLOW ADDED TO CE 364 FOR DEV. COND. BY ICON 0 364 366 0 9 16 90 0.0050 4 4 0.045 5.00 90 90 0.0050 50 50 0.035 6.00 CE 365 CHANGED TO 396 BY ICON 0 369 366 0 4 0 '1.125 0.0045 4 9 0.035 2,30 50 1125 0.0045 50 50 0.035 5.00 OVERFLOW ADDED TO CE 366 FOR DEV. COND. BY ICON 0 366 367 0 4 16 377 0.0050 4 4 0.045 5.00 ' ' � � ' t 40 377 0.005D 50 50 0.035 6.00 * OVERFLOW ADDED TO 6E 38 AND 39 FOR DEV. COND. BY ICON 0 38 373 0 4 0 1080 0.0050 4 9 0.035 3.50 40 1080 0.0050 50 50 0.0'16 4.50 0 39 38 0 4 0 660 0.0050 4 4 0.035 3.50 90 860 0.0050 50 50 0.016 4.50 * Gonyeyance Elements for Harvest Park and Sage Creek 0 651 605 0 4 2.0 340 0.0090 0.013 2.00 30 340 0.0090 50 SO 0.016 10.00 0 671 605 0 4 2.0 420 0.�080 0.0'13 2.00 35 420 0.0080 50 50 0.016 '10.00 0 661 605 0 9 2.0 440 0.0070 0.013 2.00 20 440 0.0070 50 50 0.016 10.00 0 691 671 0 1 35 200 0.0080 50 50 0.0'16 10.00 0 61'1 60'1 0 4 1.5 500 0.006D 0.013 1.50 40 500 0.0060 50 50 0.0'16 4.50 0 621 601 0 4 '1.5 500 0.0120 0.013 1.50 40 500 0.0'120 50 50 0.016 4.50 0 631 602 0 4 "1.5 600 0.0100 0.0'13 1.50 40 600 0.0100 50 50 0.0'16 4.50 * -----------=--===------------------------------------------------------ � * THE SEAR-BROWN GROUP - POUDRE VALLEY HOSPITAL SITE * CONVEYANCE ELEMENTS CHANGED TO 591, 592, 593, 594 BY ICON * POND 593 WITHIN BAS'IN 318 0 593 592 10 2 0.10 '1 0.005 0.0'13 0.10 ' 0.00 0.0 .57 0.50 '1.14 3.04 1.40 3.57 "l.'79 6.40 2.45 9.32 2.60 9.7'1 3.23 11.14 4.01 '12.73 4.97 "14.12 �J , C ' � '� ' I� � C� � 0 592 39 0'1 4.0 1000 0.0"16 4.0 4.0 0.035 3.5 * POND 594 W.ITHIN BASIN 3'17 0 594 59'1 15 2 0.10 1 0.005 0.0'13 0.10 0.00 0.0 0.0 0.19 0.00 0.95 0.04 1.55 0.07 '1.99 0.22 2.37 0.36 2.'70 0.74 2.99 1.12 3.26 1.90 3.39 1.69 5.44 2.26. 8.42 2.40 8.55 2.90 8.96 3.54 9.46 0 591 39 0 1 0 '1300 0.005 4.0 4.0 0.035 3 * ----------------------------------------------------------------------- * CONVEYANCE ELEMENT 40 ADDED BY ICON 0 40 3'73 0'1 5 1400 0.0050 9 4 0.035 5 * POND 370 REVISED BY ICON �� �� Q 370 36'1 9 2 0.10 '1 0.0050 0.013 0.'lA 0.00 0.0 .00 0.00 .04 0.80 .'19 1.'13 .41 1.40 .57 2.8 .68 3.23 .76 3.5;2 0.96 33.52 0 371 362 7 2 0.10 '1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 '1.39 .37'1 1.58 .550 '1.75 * POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 '10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.'17 50.54 0 373 364 18 2 0.:10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 3.566 6.4 6.256 16.8 6.909 "18.0 7.562 8.216 "19.6 8.869 20.8 9.522 21.6 9.910 10.298 49.9 10.687 72.6 11.075 99.7 11.463 13.4 333.7 15.52 429.6 * POND 379 EXTENDEU SY ICON 0 374 38 14 2 0.10 '1 0.0040 0.0'13 0 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 18.8 31.5 130.9 10 0.0 II � C� 0 � �I � � � , ' ' , � � --, I� � 0.409 "1.13 0.469 2.'1'1 0.528 2.76 0;678 3.94 0.827 4.84 1.062 5.60 '1.297 6.27 1.532 6.87 1.711 7.29 2.34'1 59.9 * ----------------------------------------------------------------------- * ALL FOLLOWING CONV. ELEMENTS ARE FROM G&O '1986 McCLELLANDS BASIN MASTER PLAN * EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK & CTY RD 0 32 102 0 1 7..0 500 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 2.0 2.5 0.045 8.0 35.0 950 0.007 75.0 45.0 0.045 '14.0 0 368 102 0 4 S.0 1960 0.010 3.0 3.0 0.045 5.0 30.0 1960 0.010 60.0 30.0 0.045 11.0 * CROSSING UNDER CTY RD 9; PER RBD 1987 McCLELLANDS BASIN CH. IMP. PHRSE ONE 0 102 410 0 5 4.5 50 O.00b 0.024 5.6 29.0 50 0.005 25 100 0.018 10.0 * --------------------------------------=--------------------=-----=----- * SUBBASIN 304 MqDELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, JUNE 1996 2O1 202 0 3 .'1 1. 202 209 0 3 .'1 1. 203 209 0 3 ; '1 "l . 209 210 0 3 .1 1. 210 310 0 3 . 1 1. 310 140 16 2 .1 'l: 0.0 0.0 0.38 0.'13 1.Q0 'l.'19 1.50 1.97 3.40 3.93 4.36 6.64 6.73 7.74 5.87 8.36 1D.27 8.76 '1'1.47 9.03 '12.41 9.2'1 '12.99 9.32 '13.37 9.39 13.72 9.45 13.85 9.48 '13.89 9.48 214 3 '15 0 3 . '1 '1. 215 315 0 3 .1 l. * POND 315 REVISED BY ICON 315 2 "16 8 2 . '1 'l . 0.0 0;0 0;06 2.00 0.24 3.00 0.59 4.00 0.85 9.50 '1.23 5.00 '1.43 96.9 1.63 265.0 216 '1 "16 0 3 . '1 l . 116 19� 0'1 '10. 1650, .003 4.0 4.0 .035 5.0 140 357 0 1 10. 700. .003 4.0 4.0 .035 5.0 223 224 0 3 ."1 1� 224 334 0 3 . '1 '1 . * POND 334 REVISED BY ICON 6/25/99 334 124 '11 2 ♦ 1 1. 0.0 0.0 0.07 4.00 0.24 6.00 0.52 8.00 0.97 1.0.0 1.64 12.0 2.46 14.0 3.44 16.0 4.66 18.0 5.09 18.63 5.58 '19.33 124 226 0 2 3.0 825. .0080 0.0 0.0 .011 5.0 226 336 0 3 .1 1. * POND 336 REVISED BY ICON 336 357 8 2 .l 1. 0.0 0.0 0.'15 4.00 0.44 6.00 0.98 8.00 1.85 10.0 2.27 10.? 2.54 36.3 2.81 89.3 130 '13'1 0 2 3. 0 450. . 0070 0. 0 0.0 . �'13 3. 0 131 330 0 2 3.5 250. .�070 0.0 0.0 .0'13 3.5 330 241 7 2 .'l 1. 0.0 0.0 0:07 '1.0� 0.23 2.00 0.5'7 3.00 1.05 A.0 1.85 5.00 2.96 6.00 251 350 0 3 . '1 "1. * POND 350 REVISED BY ICON 350 2'16 9 2 .1 l. 0.0 0.0 0.07 '1.00 0.25 2.00 0.63 3.00 0.82 3.5 1.10 4.00 1.15 9.10 1.30 96,0 1.45 264.1 ' 252 160 0 3 .1 1. 160 261 0 5 '1.5 275. .0'100 0.0 0.0 .013 1.5 0.0 275. .0100 10. 10. .035 5.0 261 262 0 3 .1 1. 262 365 0 3 .1 1. 365 241 7 2 .1 'l. 0.0 0.0 1.25 6,3 2.42 7.5 2.52 2.63 25,9 2.73 41.3 2.83 59.5 241 141 0 3 .1 1. 191 357 0 1 10.0 500. .0030 4.0 4.0 .035 5.0 * ----------------------------------------------------------------------- * WILDWOOD FARM SUBDIVISION (ICON ENGINEERING, INC) 381 382 5 2 .1 1. .1 0.0 0.0 0.48 2.2 0.96 5.5'1 2.03 2.14 48.9 382 401 16 2 .'1 "1. .1 0.0 0.0 0.09 1.2 0.24 2.4 0.51 0.59 4.0 0.65 6.0 0.70 7.2 0.76 0.83 9.6 0.84 10.0 0.93 12.0 7..'10 1.29 30.0 1.35 40.0 1.47 50.0 '1.51 401 402 0"1 2. 550. .013 50. S0. .0'16 1. 402 406 0'1 2. 950. .006 50. 50. .016 1. 400 406 0 1 10. 710. .006 5. 6. .040 2. 406 380 0 3 .1 'l. .1 * POND 380 REVISED BY ICON 6/25/99 '14 . 0 6.3 3.6 8�4 20.0 55.0 3 8 0 6 92 '12 2. .'1 1. .'1 0.0 0.0 2.70 8.8 3.09 9.3 3.19 10.0 3.59 15.0 3.99 20.0 4.87 2'1.8 5.00 22;0 5.54 22.9 6.24 52.4 6.58 75.'1 6.93 '107.7 384 404 5 2 .'1 '1. • 1. 0.0 0.0 1.0'1 3.7 1.89 9.3 1.94 11.5 1.98 15.5 383 907 '7 2 . 1 "l. • 1 0.0 0.0 .736 "1.39 1.328 3.89 '1.58 4.37 1.76 4.65 2.05 22.32 2.'10 58.67 * Diversion from Preston Jr. High Pond into Harvest Park 691 692 403 7 3 ."1 1, .1 20.0 0.0 2'1.8 0.0 22.0 0.0 22.9 0,0 52.4 28.4 75.'1 50.6 101.7 76.7 403 407 0 1 5. 950. .004 9. 4. .045 5. 407 40b 0 3 .1 1. •l 405 4'10 0 5 3.5 2000. .002 0. 0. .0"13 3.5 40. 2000. .002 5A. 50. .016 5. 404 407 0 5 3.5 900. 0.015 0. 0. .0'16 3.5 40. 900. 0.015 50. 50. .016 5: * -------------------------------------------=--------------------------- * HOM&STEAD SUBDIVISION (2CON ENGINEERING, INC) 388 387 0'1 5. 1300. .007 150. '150: .045 5. 387 386 0"1 5. ?50. .007 '150. '150. .045 5. 386 28.4 0 1 4. 800. .003 150. "150. .045 5. 284 283 0 1 4. 700. .0063 '150. 150. .045 5. 283 282 0 1 7. 1000. .0057 70. 40. .045 5. 282 410 0 1 9. 800. .046 9. '1.5 .045 5. * --------------------------------------------------=------=------------- * FOSSIL CREEK VI.LLAGE (ICON ENGINEERING, INC) 281 414 0 1 2. 1500. .0'15 55. 76. .035 5. 409 4'13 0 1 'l. 1500. .010 50. 50. .045 5.0 410 4'1"1 0 4 5. 600. .045 2.5 3.0 .035 7. 45. 600. .045 25.0 50.0 .035 13. 4.11 412 0 4 5. 1060. .0038 3. 2. .035 6. 30. 1060. .0038 35.0 412 413 0 4 5. 870. .006 5.0 50. 870. .006 30.0 413 414 0 5 5. 40. .006 0. 50. 40. .006 '100. 414 415 0 1 5. 'l'180. .006 30.0 415 416 0.1 5. 105D. .006 40; 916 517 0 1 5. 800. .006 90. 517 417 0 3 .l 1. * SWIFT RESERVIOR NOT MODEL AS A ROUTING ELEMENT 917 0 0 2 .1 1. .OA3 D. 60.0 2.0 45.0 0. 100. 25.0 50. 25. .035 .035 .035 .035 .016 .035 .035 .035 0. .03'S '1 "1. 6. 12. 5. 10. 10. 10. 6 .. .1 .1 0 26 2 42 174 25Q 324 331 358 360 382 470 471 486 594 586 588 102 413 373 368 4'10 6'1 63 601 602 605 69'1 ENDPROGRAM j":as��r �lo,� (Oo-�� Sfo�r� 5�.,,+�� �.�.y O.�-� � uf 1 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEEFiS, INC. (SEETEMBER 1970) UPDATED BY ENGINEER5 (SEPTEMBER 1974) JULY 198.5) UNIVERSITY OF FLORSDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORP'S OF MISSOURI RIVER DIVI$ION, CORPS OF ENGINEERS BOYLE ENGINEERING CORPORATION (MARCH 1985, Modified to run MODSWMM input files with comment statemenbs and _ _ _. up to 999 elements, 200 diversions up to 50 pairs of hydrographs, sto"rage routing or diversion data September 2000 by Ayres Associates McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ADOPTED 100-YEAR EVENT RILE: MMG2-100;DAT THE SERR-BROWN GROUP. *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CON�lEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 491 3.6 0.10 0.50 0 55. 490 2.'1 0.10 0.29 0 50. 395 3.6 (DIRECT FLOW) 0 30. 92 13.3 '1.10 0 35. 582 7.8 (DIRECT FLOW) 0 34. 496 13.2 0.10 2.06 1 7. 90 9.9 0.22 1 0. 89 13.6 1.'18 0 37. 682 6.0 (DIRECT FLOW) 0 34. 497 1.8 0.10 0.62 2 'l. 88 152.0 2:34 0 35. 82 588 479 480 481 84 85 488 577 586 477 486 76 584 75 576 684 574 483 83 9'7 4 673 583 74 73 72 572 492 571 471 570 30 322 3'2 0 470 29 179 323 321 31 28 272 324 166 275 271 270 331 166 167 27 325 169 36 41 326 171 3.4 256.'1 1a.a 10.1 15.2 57.3 44.2 25.3 71.6 232.7 6'1.9 40.0 51.3 40.0 188.8 67.4 21.0 409.1 2.8 21.0 8.8 19.0 23.6 8.8 51.5 23.8 256.6 61.6 97.5 66.9 92.0 15.5 11.2 56.2 70.0 18.2 15.6 11.2 38.4 70.0 35.0 0.9 96.2 25.6 86.3 51.2 25.9 1.02.9 19.0 25.6 101.6 168.2 44.'1 23.6 101.6 184.0 4.1 0 .18 (DIRECT FLOW) a.10 o.os 0.'10 0.07 0.10 0.22 0.53 0.48 0.'10 10:90 (DIREGT FLOW) (DIRECT FLOW) 0.10 0.40 0.10 4.T9 1.94 (DIRECT FLOW) 2.61 (DIREGT FLOW) ( DI RECT FI,OW j ( DI RECT FLOW ) 0 . '10 1. 'i '1 '1.00 0.'10 14.15 (DIRECT FLOW) (DIRECT FLOW) 0.38 0.56 1.61 (DIRECT FLOW) 0.10 8.94 (DIRECT FLOW) 0.'10 0.90 ( D I RECT FI;OW ) 0.49 0.10 3.53 1.62 0.10 1.11 0.52. 1.62 0.36 0.10 5.70 3.19 0.67 0.'10 0.23 2.38 0.10 2.81 2.69 2.61 (DIRECT FLOW) 2.32 0.10 0.49 '1.69 0.10 2.46 2.91 2.43 "1.45 4.27 3.72 0.10 '1.46 0 0 0 0 0 0 0 2 0 0 0 1 0 '1 0 0 0 0 2 '1 2 '1 1 2 0 '1 0 2 0 2 0 0 2 0 2 0 0 2 1 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 36. 35. 35. 36. 37. 35. 36. 29. 35. 35. 37. 8. 41. 8. 35. 40. 4 '1. 35. 0. 4 .. 21. 8. 5. 27. 37. 6. 35. '1. 35. 0. 40. 36. 0. 41. 0. 40. 35. 3. 12. 1. 37. '15 . 35. 55. 50. 35. 35. 35. 42. 56. 51. 35. 42. 35. 52. 36. 1. T7 0 172 26 46 250 34 112 32 8 327 174 173 42 25 16 33 291 47 11 329 178 176 175 22 45 21 12 180 177 252 43 44 20 14 13 7 341 160 301 223 5'1 6 4 201 2 6'1 130 95 91 224 251 215 214 9 50 8 203 202 2 62 42.1 10.8 102.1 '1'1 . 2 1.5 1,9 1'1.4 41.0 167.4 46.2 8.8 113.3 1.5 51.4 91.5 3 . '1 7.2 40.0 189.9 46.9 25.8 48.7 214 . '1 '1 '1 . 9 3'1.2 68.0 84.4 1'17 . '1 77.4 226.0 67.9 218.8 7.9 95.3 35.4 200.5 74.3 28.3 "150. 0 807.0 173.7 200.5 53.5 94.6 55.3 289.3 27.1 189.9 58.5 23.0 38.5 749.'1 497.3 196.3 37.8 92.9 129,6 2.16 0.10 8.05 4.57 0.10 3.88 0.10 0.31 0.10 0.91 0.39 2.03 2.76 1.90 1.07 2.88 0.49 0.57 0.65 0.'10 1.'15 0.10 '1.56 0.68 2.82 0.10 5.25 0.'10 1.95 2.28 3.3'1 0.10 2.21 0.69 0.83 0.10 5.36 3.47. (DIRECT FLOW) (DIRECT FLOW) 1.98 . 3.56 0.37 0.94 0.59 5.42 2.88 0.10 4.45 (DIRECT FLOWi 3.38 3.55 3.53 (DIRECT FLOW) (DIRECT FLOW) 2.43 (DIRECT FLOW) '1.62 (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) 3.1.3 2.77 2.05 (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) 0 2 0 2 1 2 0 0 0 0 2 0 '1 0 0 2 1. 0 0 0 0 0 0 '1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 '1 0 0 0 46. 3. 56. i. 7. 1. 35. 35. 38. 46. 9. 56. 10. 35. 36. '1. 58. 36. 38. 58. 51. 49. 37. 52. 41. 36. 24. 55. 35. 37. 40. 36. 36. 36. 36. 56. 35. 14. 35. 37. 37. 0. 35. 35. 35. 35. 23. 35. 35. 35. 35, 41. 39. 5. 35. 35. 35. 131 93 334 350 315 2 209 365 330 94 124 216 210 241 226 116 310 141 336 140 357 358 381 594 593 359 382 591 592 370 360 4 01. 374 39 371 361 900 402 40 38 372 362 388 406 373 363 387 380 369 364 386 384 692 366 621 61:1 691 8$.6 7 2 . '1 16.9 11.7 11.3 276.0 310.1 -18.3 5.4 71.8 1G.9 285.6 449.5 96.0 67;0 285.4 9.5 95.3 19.0 29b.3 38'1. 8 381.8 0.0 9.1 '11.0 381.6 26.8 9 . '1 "11.0 '17.0 384.2 26.3 24.8 76:7 1.6 389.6 48.7 31.3 490.7 98.8 2 7 . '1 391.9 223.9 233.9 251.1 404.1 21'1.2 67:8 '125:4 614:4 265.7 10:9 67.8 724:0 66.9 99.0 43.4 3. 07 0.10 6.19 0.10 3.98 0.10 'l.'16 0.10 1.24 0.10 63.24 (DIRECT FLOW) 0.10 2.56 0.10 2.26 2.95 7. . 0 0 (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) 3.29 0.10 13.85 1.93 0.'10 2.36 3.34 3.29 4.04 0.00 0.'10 3.03 0.10 3.17 3.29 0.10 1.20 1:08 0.58 0.10 0.85 4.05 0.37 0.10 1.92 2.40 0,10 0.43 3.32 1. 17 0.46 4.24 2.64 0.10 0.56 3.33 0.93 (DIRECT FLOW) 0.10 12.61 3.38 0.91 0.10 6.47 2.63 4.16 '1. 17 0.10 1.93 ( DI RECT FLOW ) 4.50 1.74 '1. 91 0.29 0 1 1 0 1 2 0 1 2 1 1 2 0 1 0 2 2 1 2 2 1 '1 0 2 1 1 0 2 2 0 '1 0 0 0 "1 1 0 0 0 0 0 1 0 0 0 1 1 1 0 1 1 1 '1 '1 0 0 1 35. 2. 3 '1. 56. 0. 27. 35. 0. 1. 6. 32. 23. 35. 3. 35. 29. 10. 6. 1. 29. 20. 20. 0. :l . 56. 23. 46. 5. 0. 47. 22. 48. 5'1. 58. 31. 2 '1 . 37. 49. 36. 59. 45. 21. 53. 35. 58. 18: '1 . 12. 52. 7. 6. 2 '1. 12. 6. 35, 36. '13 . 284 404 403 383 367 601 681 671 651 631 283 407 368 32 605 602 282 405 102 410 411 412 409 413 as1 419 415 416 517 417 683 1 259.3 84.0 24.2 '16.0 723.2 8.9 217.5 414.9 141.7 195.3 298.7 1OA.1 726.9 0.0 107.3 16.5 298.9 94.0 839:9 1231.7 1254.4 1279.2 122.1 1380.2 53.0 I405."1 1A49.1 1461.0 1494.'1 0.0 '1. $ 1.00 2.45 1.29 O.IO '1.95 6.21 0.10 5.14 2.70 2.84 2.45 2.03 1.53 (DIRECT FLOW) 5.19 0.00 0.10 21.39 0.01 4.22 '1:92 3.90 6.95 9.40 7.08 6.26 1:05 6:26 0.58 3.24 2.74 3.10 (DIRECT FLOW) 0.10 421.15 (DIRECT FLOW) ENDPROGRAM PROGRAM CALLED "1 '12 . 0 45. 1 23. '1 '7 . 1 a. 2 3: 0 35. 0 35: 0 35. 0 35. 1 15. 0 56. 1 '14 . 0 0. 1 34. 1 32. '1 17 . '1 13 . '1 18 . 1 17. 1 2 '1 . '1 23. 0 52. 1 21. 0 50. '1 2 4 . '1 2 7 . 1 29. "1 29: '10 0 . 0 34. � I r i �� r; � I~; �,� I� ;� i�`1 I; I �' �� ,; � I r� -� � � �4PPENDIX G Erosion Control D � m z v � c� � TABLE 8. CONSTRUCTION SEQUENCE FOR CONSTRUCTIOiV PROJECT; The Lodge at Miramont STANDAR_p FORM C SEQUENCE FOR: 2000-2001 COMPLETED BY: MAA DATE.: OCT.15,2000 Indicate by use of bar line or symbols when erosion control measures wiil be installed. Major modifications to an approved sched.ule may require submitting a new schedule for approval by the City Engineer. � ' � YEAR 2001 MONTH 1 2 3 4 5 6 OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURALc Sedimenf Trap/Basin _ Inlet Filters Silt Fence Barriers -- _ Sand Bags Bare Soil Preparation Contour Furrows Terracing AsphalUConcrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temp. Seed Planting Sod Installation Nettings/Mats/Blankets , Other STRUCTURES: INSTALLED 8Y CONTRACTOR MAINTAINED BY: CONTRACTOR VEGETATION./MULGHING CONTRACTOR: TO BE DECIDED BY BID DATE SUBMITTED: 1.0/16/00 APPROVED BY CITY OF FORT COLLINS ON _